Loading...
HomeMy WebLinkAbout047-490-011R. W. Coil 4 7-OMM Aj C) NW ' corner of Nord Hwy & CarmentLane, Nord E6ntr: Robert Kirker, Chico -Re—r Eit—l"2-9�iZ.&B-, P—, -E—, M -(n ew- . s in g 1 e family) ----j -Ralph—Co-i-l- 47-49-11 .N/W cor of Nord Hwy & Carmen Ln, Ncird— _P I .ermit-#-239-1--8-2B-;-P-;E-(rrew-pri-paor)----'- c r ontr: Bonita Pools, Loomis 047-490-'011 02-1�58 DUNSMORE, NVESLEY 13011 CARMEN LN., CHICO SHOP (30'X 60') 11 044 -7 - -z4Rac- -CD 4 7 4-9 Cot 14 Y 6 C�,r av 6k- ;2 2&2*3-78iB,P M .'PERMIT NO. L PERMITEXPIRES— OWNER R_W_ COTT, ,.CONTR. Rf)'hprt Ki r1c r Chim V, tLOCATION (A.P. 47-15-82 14W cor.of Nord Hwy & Carmen Ln, Nord A Temp. Power Pole—&/, Called PG&E Temp. Elec. Serv. CalledPG&E. Temp. Gas Serv. Called PG&E JOB FINALED FD —at e) (Signatuly i,00� Zrllrl-Alk 41:1-- 44 IAI 3o a"yo C, 9, 1,6,A-1 C Ow C-ul"�Tcz - ox IAI /I 7-F Al) /I 41c- 3 -7 COUNTY OF DEP,�RTIVIENT OFOUBLIC -WORKS B BUILDING INSPECTION RECORD BUI.LDI-NG BUILDING (Cont'd) PLUMBING Setback 46 cfig�w— Soil Piping Forms L — -!g _-2 '175'rapets 1st Floor Main Bldg. \!�4 Restroorn Finish 2nd Floor---------_ A, lr — AC�70otings indows 3rd Floor 71emwa I CS _�n ' Topout 3 -r _::Sl ab —R—oof Sheathing V;Zr P 1� CP 72- IL -:3 pin Pi ers Roofing k�00_75;p Sewer Garage Fdn. Vents 7 5? Fixtures Foot i ngs,4 Garage Water Htr. 4A-16 zg 4& -)r -7 Zz- Heaters Slab 4z—/,!P- -7-7 Tvr_0_v._T0__rphjsIcaIIy Appliances Carport handicappe 744 Conformance of ex. Gas Piping & Test? Footings _s#vctWe -TenR. Gas .2 Slab n7itatioO' Patio FIREPLA& �5 Footings —lb— I Footina ELECTR14AL Masonry Walls t Throat Rough ReInf. Steel Final V-16 Fixtures Bond Beam FIRE SPRINKLERS Motors 6 Framing Test Water Htr. Stucco Final Cu �_an e Mesh MECHANICAL G—KT-ra—ult Prot. Scratch Heating Service ------ Brown Cooling o - 7 IP 1.6p Temp. Pole F,InIsh Ducts &,--2-3 — _E> K W— Underground Interior Lath Ventilation (ee�--741 E-ermanent 7 Door Closer log Final Z1_ Ffn-A -7 5P A(A (r moaiLEHOME UTILITIES -------------------- Elec. Service Elec. Pedestal Water Piping Sewer Gas Piping RIVIE IN§IALLAIWN -------------- Support Elec. Continuity Water Piping Drainage Gas Piping DATE REMARKS OR CORRECTIONS lamc,00 47 1_0,0'Aa.<,g!�_< At� ,6-2 (NOTE: An entry must be made on this form each time youf1t Lthe job site.) .9 Ws form supplied by Longfellow Lumber. THIS IS TO CERTIFY THAT I NSULATIO'N, HAS BEEN INSTALLED IN CONFORMANCE WITH THE CURRENT ENERGY REGULATIONS, CALIFORNIA ADMINISTRATIVE CODE, TITLE 25, STATE OF-CAIIFORNIA, IWTHE BUILDING LOCATED AT: 1VOR3) -dt,y Street Lot Number Tract No. Exterior Walls . . �11 j 0 1/ Manufacturer 64,11"ILI 6rhickness/Type R Value JO&V5 Batts: Manufacturer /LfAWtjjj.,jZ,,Thickness R Value Blown: Manufacturer Thickness_ Ho. Bags Wt./Bag Sq. Ft. Covered R Value ELROY-s Manufacturer Thickness/Type R Value Slab on Grade Manufacturer Thickness/Type R Value Width of Insulation Inches Foundation Walls Manufacturer Thickness/Type R Value GENERAL CONTRACTOR LICENSENUMBEF1_3 By TITLE DATE //V5T7t-(,tC---D 14Y 6 eV. 60M. INSULATION CONTRACTOR LICENSE NUMBER BY TITLE DA TIE la� 1� 7, BUILDING M Frcm: ENVIRON�ENTAL HFALTH Re: Sewage and/or Water arid/or Addition Clearance(s) W, At - G, r, AtJ AL Gwelv. __4 LOCATION APm' P I an s are approved for: Sewage Disposal- Water Supply'X Kold -up final for: Water Supply Final.Clearance ok'for: Water Supply Clearance,is for a b edroom Ch� �me or mzbj+__4mme) Other The addition -(s) will be C. -7 �,j S A Oa ian. Date COUNTY OF BUTTE — DEPARTMENT OF PUBLIC WORKS 7 County Center Drive - Orovi I Ile, California 95965 Telephone: 534-4541 ` APPLICATION AND PERMIT Af authorize representatives oi the County oi t3utte to enter upon the above-mentioned property for inspection purposes. X Date 7 P Signature of PermiteeVor Agent Receipt No. " / 7!Kzfze White-D.P.W. - Yellow -Assessor - Pink -inspector - Goldenrod-Appli cant This permit is hereby issued under the applicable provisions of the Butte County Code and/or resolutions to do work indicated above for which fees have been paid. DIRECTOR 0 P BLIC WORKS By ��� Dat,:$�,-/6 — ?f 1-1 — 5--1(.-7 i [ding permit expires Date — BUILDING Owner SO. F T. OCC. BUILDING VALUAAON Mailing Address 0c) Telephone No. Contractor Mai I Ing Address Fi repIace/1tk&%z4I;, 0.0 o, 0 0 Total Valuation e I: h a Agne No. Permit Fee Building Address 'A� 'Cl P I an Check i ng Fee &/or Penal ty Permit Fee $ q�_7;oo $ 7 70_J� PLUMBING No.1 @ FEE PERMIT FILING FEE $3.00 00 Each TraD E_ 1-50 Zt,7, C) ZOr&g VerifItaflon Only Repair drainage or vent piping 1.50 A. P. t�el Zoning & Planning Water piping 1.50 Each gas water heater or vent 1.50 Fvs I E�� Fire Dept. 1-1-�_one�=;F_�iermilt Gas piping system 1 - 5 outlets 1.50 EQA Parkin ��2nsdl Parce! D ciaration I Parcel Maj� 60' R/W I Improvern Each additional outlet .30 Building sewer 5.00 Bill. Plans Rec'd Parcel vpr.v.l, I Plans 01,15provol Lawn sprinkler system 2.00 NEW ADDITION UTILITIES OTHER [:] Permit Fee $ ELECTRICAL No.1 @ FEE PERMIT FILING FEE $3.00 600V OR L Main service 100 AMP OESS 5.00 R LESS Single Family Duplex Mobi I Home El OthersEl Main service EA. ADD -L 100 AMP 2.50 Main service OVER 600V 100 AMP OR LESS 25.00 Main service EA. ADD -L 100 AMP 1.00 - NEW CONST. ( OWELLLNG P- OR A..NS. ACC. 8 20sq ft W, 0 0 D je$ I CONTRACTORS LICENSE LAW I am licensed under the provisions of Chapter 9, Div. 3, of the State of CWifornia Business & ProfpssiQnsA Code under the name style of: NEW.CONSTFL (MULTI -OUTLET NON RESID. BRANCH CIRCUITS) 12.50ea NEW.CONSTR. (POWER APPARATUS .&J NON RESID. SINGLE OUTLET CIR Ex. Occuo(OUTLETS OR FIXTI]RES 50 @ BAL9U FIXED APPLINIS OR Ex. Occup.(OUTLETS (RESI*D.) EA) 2.00 Temporary service 10.00 Mobile Home Facilities 15.00 License No. Classification 1�>� — Misc. Wiring 6.25 i — E] I am exempt from the Contractors License Laws of the State of Califomia. Permit Fee $ LA,� o I oc WORKMEN'S COMPENSATION INSURANCE 1 am aware of the provisions ot Section3700 of the California Labor Code which requires every employer to be insured against liability for Workmen's Compensation. I have placed on file with the County of Butte a certificate of Workmen's Compensation Insurance. certify that in the performance of the work for which this 0 plermit is issued I shall not employ any person in any manner so as to become subject to the Workmen's Compensation Laws of Cal ifornia. MECHANICAL No. @ PERMIT FILING FEE $3.00 _3 L FFFEE Heating 62 0 0 66 0 Cooling 6 Ventilation Hood 2.001 2, ig C) Permit Fee 16 C3 1 certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating to building construction, and hereby Land Development Fee 1$ TOTAL PERMIT FEE x1f 0 authorize representatives oi the County oi t3utte to enter upon the above-mentioned property for inspection purposes. X Date 7 P Signature of PermiteeVor Agent Receipt No. " / 7!Kzfze White-D.P.W. - Yellow -Assessor - Pink -inspector - Goldenrod-Appli cant This permit is hereby issued under the applicable provisions of the Butte County Code and/or resolutions to do work indicated above for which fees have been paid. DIRECTOR 0 P BLIC WORKS By ��� Dat,:$�,-/6 — ?f 1-1 — 5--1(.-7 i [ding permit expires Date — 1�1 OWNE� RESIDENTIAL PLAN CHECKING GUIDE (S.F., DUPLEX.-�&.MISC. ONLY) Bldg. Permit # 222 A. P. GE . Zoning requirements (sideyards and parking). �KValuation. , 0 Signature by R.C.E. or Architect.(if required). B. PLOT PLAN �,&.Complete parcel size an(f dimensions. C, Setbabk$, sideyards, easements, etc. Other buildings or structures. Grading, fills, drainage. C. FLOOR PLAN Complete to scale plan with dimensions. equired windows for 11ght.and ventilation (Sec. 1405). 77 -r �;.�Required windows for secorid exit (Sec. 1404). Z 0, Allowable glazing for energy requirements (20% max.'per.State law). ;4001 — Human impact glass (Sec. 5406). Required room.sizes, ceiling heights (Sec. 1407). G.F.C.I.'s in baths and exterior outlets (Sec. 210-8). ;010, Light fixtures, switches, receptacles, and exterior receptacles for maintenance of -mechanical equipment 'Locations of water hi;atet, heating & —glin, other electrical or gas equipment, and plumbing fixtures. Garage.firewall, door size; and closer (Sec. 503(d)(4)). 1 - 3'0" exterior exit door (Sec. 3303d). V11 Fireplace. location. Smoke detectors (Sec. 1413). D. STRUCTURAL DETAILS Foundation plan complete enough to construct building. Floor construction details complete enough to construct building. Elevations and wall construction details complete enough to construct Roof construction details complete enough to construct building. Fireplace construction details and calcs if over one-story in height. Sufficient data and details to satisfy energy insulation requirements E. MISJOELLANEOUS 1TEKS TO LOOK OUT FOR C 'CX plywood on exposed locations 'and overhangs. �- 2. Stairway details (Sec. 3305). 336. Guardrail details (Sec. 1716). Brick or stone veneer (Chapter 30). Exterior plaster - weep screeds (Sec. 4706 & 4708). A 6. Proper roof pitch for roof covering_,�Chapter 32). 7 Rafter ties or bearing ridge beam. IF-(U,S> Garage door or porch header sizes. building. (State law). Adequate bracing. 0 Living area aver garage - complete 1 -hour -separation required including supporting walls and posts, etc. % -411-1) Two (2) exits on three-story dwellings (Sec. 3302). 2391-82B.P.E. PERMIT NO. 'a PERMIT EXPIRES 6z OWNER Ralph Co il CONTR. Bonita Pools, Loomis ASSESSOR PARCEL 47-49-11 LOCATION 141W corner of Nord Hwy & Carmen Ln, Nord ao Temp. Power Pole Called PG&E Temp. Elec. Service Called PG&E Temp. Gas Service Called.PG&E JOB FINALED ate Signature I I/ = OK 0 = Not OK - = Not Applicable MOBILEHOMES MISCELLANEOUS = Not Ready Date MOBILEHOME UTILITIES (Plans) OK except #'s Date DECKS, COVERS, CARPORTS, ETC. (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support -Sketch 2. Footings; Size -Depth -Spacing -Connectors 3. Sewer; Location -Test -Fall -C/0 -Concrete 3. Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Water; Location -Test -Easement Needed (Sketch) 5.. Electricity; Location-Clearances-Grnd.-/ Amp -Concrete 4. Wood Awn.: Posts-Beams-Rftrs.-C6nnec.-S�thg.-Afg.-Bracin' 9 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Gas: Location -Test -Wrap: L"ftJ /"�Nat. or/ /"L"ft./ LPG 6. Carports: Windows -Doors 7. Utility Clearance 7. Elec. Card -BI Date Card -BI Date Card -BI Date Card -BI Date Card -BI Date Date Card -BI Date MOBILEHOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirement s -Setbacks -Easements Card -BI Date Date Card -BI Date POOLS (Plans) OK except #'s J�^etbacks-Easements 2. Footings; Size -Spacing -Marriage Line 1; -'Soils; Compact i on -Structure Stability 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Tes t -C rossovers- Brea kers-C I eara nces ePool Structure; Steel -Connections -Thickness -Dead Men -Lining lec.; Receptacles and Lighting; Distances-GFI 5. Drain; MH Test -Fall -Flex Connector _(V� 111�4EIec.; Pool Lighting; 15 volts-GFI 6. Water; MH Test -Regulator -Connector ar"Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged "lec.; Bgnding; Metal w/5' -Circulating Equipment -Heater &-ff>�Grounding; Equip. w/5' -Circulating Equip. -Pool Lghig. xes- , Enc losures- Pane I boards- Ins. to Main in Conduit 9. Exits; Insp.-Sketch 10. Cert. of Occupancy 9!' Health Department Approval V?,—Plumb; Cir. Test -Water Supply Test Card B -I Date Card -BI Date Card -BI Date Card-Blj� Date V41Y�� Card B-1. Date Card -BI Date Card-Bl'fff- Date / C&[j1kL_-Card-BI Date ' - k 4�110 /a4_ cil- Aa An,4, 16J , No do e,& , 4 / � V = OK 0 = Not OK - = Not Applicable PESUDENTIAL (Single and Duplex) = Not Ready Date UNDERFLOOR (Plans) OK except #'s Date FRAMING (Continued) 1. Zoning requirements -Setbacks -Easements 2. Fig., Main; Soils-Steel-Elec. Grnd.- / /" Ftg. Depth 48. 49. Property Line Firewall & Openings Ext. Doors -One 3' -Check Garage -3rd story, 2 exits 3. Ftg., Garage; Soils -Steel- / /" Ptg. Depth 50. Stairs; W idth-Headroom-R ise-Run- Land i ng- F ire Protection 4. Ftg., Porches & Decks; Soils -Steel- / /" Ftg. Depth 51. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 5. Sternwalls, Main; Steel-Blockouts-Wrapped-Slab 6. Sternwalls, Garage; Steel-Blockouts-Wrapped-Slab 52. 53. Siding -Nailing -Veneer Stucco Mesh -Drip Screed-Fdn. Vents-Underflr. Access 7. Piers -Fireplace Ftg.-Steel 54. Glazing Area -Glass Protect i on -Sky I ights-P last i c 8. D.W.V.: Fall -Fittings -Test -2 way C/0 -Sewer Test 55. Shear Walls; Nailing -Bolts 9. Gas Pipe; Size -Anchors 10. Water Pipe; Test-Anchors-Regulator-Sery ice Test 11. Electric; Underground 12. Plenums & Ducts; Clearance -Material -Support -ins. 13. Girders -Sills -Anchor Bolts -Joists -Vents -Cripples Card -BI Date Card -BI Date Card -BI Date Card -BI Date Card -BI Date Card -BI Date Card -BI Date Date Card -61 Date FINAL (Plans) OK except #'s 56. Ext. Steps -Door & Sidelight Protect ion- Land i ngs Card -BI Date Date Card -BI Date PLUMBING (Permit) OK except #'s 14. Water Ht.; Vent- Access -Combust ion Air 57. Smoke Detector 58. Furnace; Vent s -C I earance-Comb. Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 15. 16. Water Pipe; Test & Anchors -Nail Protection D.W.V.; Test-Fttngs & Anchors -Nail Protection 59. Bedroom Exiting 17. Shower Pan; Test, First Floor -Tub Access 60. G.F.I. & Bath Fixtures & Tub Access 18. Test Tub & Shower, 2nd Floor -Tub Access 61. 62. Elec. Trim & Subpanel; Breaker Sizes -Labels Stairs & Rails 19. Gas Pipe; Size & Anchors 63. Fireplace or Stove; Clearances -Hearth 64. Elec. Outlets at Wood Panel; Int. & Ext. Card -61 Date Card -BI Date 65. Kit. Fixt. & Applia�ce; Grnd.-Air Gap -Cooking Clearance Card -BI Date Date Card -61 Date ELECTRICAL (Permit) OK except #'s 66. Elec. Outlets & Receptacles at Kit. Counter 67. Garage Fire Door; Swing -Landing -Closer 68. 'A.C. Duct in Garage -Damper 20. Fixture & Transformer Clearance -Ins. Protection 69. Wtr. Htr.; Vents -C leara nce-C omb. Air-Connector-P.R.V.- In Garage; Above Floor-Mech. Protection 21. Elec. Receptacles Spacing -Lights & Switches at Doors 70. Plb., Elec. & Mech. Equip. Listed for Location 22. Size Boxes & No. of Conductors -Stapled 71. Elec. Receptacles in Garage; (G.F.I.)-Romex Protec. 23. Romex Installed Close to Edge of Studs & C.J. 72. Insulation -Foam -Looked in Attic 0 Yes 24. Equip. Ground made up w/Mech. Fasteners -Bond Gas & Water 73. Guard Rails & Deck Construct i on -Post Caps 25. 2 Appliance Circuits in Kitchen & Conductor Size 74. Fdn. Vents & Crawl Hole Door -Drainage & Wood -Earth Clearance Looked under Floor D Yes 26. Subfeed Wire Size / / ga. Cu or AI-A.C. Wire Size ga. Cu or Al 27. Range Circ. / / ga. Cu or Al -Oven Circ. ga. Cu or At, Insulated Neutral E]Yes 0 No 75. Following instid.: Drive E] Yes 0 No; Walks 0 Yes E3 No; Planters []Yes 0 No 28. Service -Riser Conductors & Ground -Main Disconnect 76. 77. Stucco; Brown -Finish A.C. Unit; Disconnect-Girnces-Brkr. & Cond. Size -115V Outlet 29. Equip. Clearances; Pane Is-Motors-Mech. Equip. 30. Clothes Closet Light -Shower Light 78. Above Roof; Plbg.-Appliance-Firepi.-Clearance to Opngs. -Vents 79. Water Well; Disconnect, Electrical, Plumbing Card B -I Date Card -BI Date 80. Exterior Elec. Trim; G.F.I. Receptacle -Underground 81. Ventilation throughout House Card B -I Date Card -BI Date 82. Glass Protection Date MECHANICAL (Perrrit) OK except #'s 83. Corrections from Previous Inspections 84. Gas Test -Meters Tagged; Gas -Electric 31. A.C. Ducts; Insulation & Support 85. Water & Sewer Connected -0/0 to Grade -HD Approval 32. 33. Vent Fan; Exhaust above Insulation Condensate Drain & Overflow: Size & Grade 86. Energy Compliance Cerlificate-Other Certificates 34. Furnace -Vent; Access -Comb. Air -Return Air Vent -115V outlet Attic Access & Platforarif Furnace in Attic Card -BI Date Card -131 Date Card -BI Date Card -BI Date Card -BI Card -BI Date Card -131 Date Date Card -BI Date Card -BI Date Card -BI Date Date FRAMING(Plans) OK except M's Comments at Final: 36. Sills; Proper Material & Anchors 37. Walls; Studs -Nailing, Spacing & Bracing -Plates -Sound -38. 39. Bearing Walls over Girders & Floor Nailing Draft Stop in Walls (rat proof) 40. Fire Stops; Furred Ceilings -Stairs -Chases -Tub 41. Header & Beam -Size & Bearing 42. 43. 44. Hanger s -Post Caps -Anchors -Connectors Cl ng. Joi st-Fift r. Ties-Purlin- Roof Brac.-Truss-Shthng.-Rfng. Fireplace Ties or Type A Flue -Fireplace Throat 45. Attic & Romex Protect i on -Draft Stop -Ins. Baffles 46. -Access: -Size - Bdrm. Windows or Exiting Doors -Sill Hgt. & Dimensions 47. Garage Fire Protection Framing (NOTE: An entry must be made each time youvisit jobsite) COUNTY OF BUTTE - DOARf MENT OF PUBLIC WORKS PERMIT NO 7 County Center Drive - Oroville, California 95965 - Telephone 916/534-45 -�7 tnk APPLICATION AND BERMIT. 3 -7 'lei ASSE%$U AFACEL INIUMBER ZO 'ING BUILDING PERMIT OWNER 4�a^ ZZ TELEPHONE S.Q. F T. OCC. BUILDING VALUATION OWNER'S MAIVNG -A . DRESS • RA,�T [TELEPHONE 7Xr- ZJ 2) • Oj?Jr R A C MAILING A DRESS I't (/ZS 9;S 4 Fireplace DER UNKNOWN Total Valuation 1$ Filing Fee $ 10.00 S MAILING ADDRESS Permit Fee $ 0, 6 � ARCH!,0,ECT OR ENGINEER /_&� :�� LICENSE NO. Plan Checking Fee&r;tUd $ Z/15, LQ C) Penalty $ ARCHITECT OR ENGINEER'S MAILING ADDRESS Permit fee $ 04 BUI DI ADDRESS PLUMBING PERMIT F I I I ng Fee 10.00 cad Each Trap 2.00 Repair drainage or vent piping 5.00 Water piping LOT NO. SUBDIVISION NAME I PARCEL MAP Each qas water heater or vent 5.00 Gas piping system 1 - 5 outlets USE OF STRUCT WjR E SFO DuplexF� MobilehomeE] Othero(; P.C, Building sewer Lawn sprinkler system TYPE OF WORK New AdditionE] R emode I E] Uti I ities instaiiationE] OtherE] Describe work: Permit Fee $ Contractor ELECTRICAL PERMIT FilingFee 10.00 Main service 600V OR LESS 100 AMP OR LESS 5.00 Main service EA. ADD -L 100 AMP 2.50 NEW CONST. (DWELLING OCCUP.51) OR ADDNS. ACC.BLDGS. 20 sq ft CONTRACTORS LICENSE LAW I declare under penalty of perjury (check one): I am licensed under provisions of Chapt. 9, Div. 3 of the Business an 3 and Professions Code d my license is in full force and effect. License No. d !h2 Classification EJ 1, as the owner, or my employees with wages as their sole compen- sation, will do the work,and the structure is not intended or offered for sale. (Sec. 7044) I, as the owner, am exclusively contracting with licensed contract- ors. (Sec. 7044) I am exempt under Sec.-, Business and Professions Code for this reason N EW­C`_0_N____TM L T I - 0 U T L E T N.RF 2.50 ea NO _SI ANCH CIRCUITS) NEW.CONSTFL POWER APPARATUS NON RESID. (SINGLE OUTLET CIR. Ex. Occup(OUTLETS OR FIXTURES 50 @ 250 BAL010t IXED APPLNS OR Ex. Occup.(OUTLETS (RESI*D.) EA.) 2.00 Temporary service 10.00 Mobile Home Facilities 15.00 Misc. WirinVAZSOZ��.rZ- -76" /,5 ',o 0 1 1 1 Permit Fee $ Contractor MECHANICAL PERMIT FilingFee 10.00 WORKMEN'S COMPENSATION INSURANCE I declare under penalty of perjury (check one): The permit is for $100.00 (valuation) or less. I have placed on file with the County of Butte Building Department a Certificate of Workmen's Compensation Insurance or a Certificate of Consent to Self -Insure. F-� I shall not employ any person in any manner so as to become subject to the W. C. laws of California. Notice to Applicant: If after making this statement, should you become subject to th.e.W. C. provisions of the Labor Code, you must forthwith comply with such provisions or this permit shal I be deemed revoked. Heating Cool ing Hood 3.00 Venti lation Permit Fee Contractor I certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating to building construction, and hereby authorize representatives of the County ot Butte to enter upon the above-mentioned property for inspection purposes. I also agree to save, indemnify and keep harmless the County of Butte against all liabi I iAs, judgmen ", glsute�c�nof expenses which may in any way accrue agai Jnsl6(i d unty the granting of thig�erilt q e X 8 ZZ 77Z Date /)a Signature of Applicant - Owner 0 ContractorEJ Agent An OSHA permit is required for excavations over 5'0" deep and oldt6on or construct- ion a structures over 3 stories in height. Mobile Home Installation Fee $ TOTAL PERMIT FEE �p OCCUP. GROUP I TYPE OF CONST. I PARC�Lr No ISSU 5e This permit is hereby issued under sions of the Butte County Code and/or work indicated above for w ich DIR R 0 UBLIC By- PERMIT EXPIRES Date- the applicable provi7 resolutions to do fees have been paid. WORKS —Dateg-13–avo '4 F___ 0 �f �) I Receipt No. 71,rZ, Z WHITE-D.P.W., YELLOW -ASSESSOR, PINK -INSPECTOR. GOLDEN ROD-APPL I CANT I,- TTF M-1119 FEDERAL EMERGENCY MANAGEMENT AG - __ '."w w. NATIONAL FLOOD INSURANCE PROGM &Z.Q. , AM!01671 ILDI ILDI ELEVATION CERTIFICATE A P-1 Important, Read the instructions an pages I - 7. 1 FROVED SECTION A - PROPERTY OWNER INFORMATION For huurance.Ccimpany- Use-. BUILDING OWNER*S NAME Poficy.Number- BUILDING STREET ADDRESS (IndWitV ApL. Unit, Suite. andf0f Bldg. No.) OR P.O. ROUTE AND BOX NO. Company.-NAIC Number CITY 5TATE C ZIP COM 0) PROPERTY DESCRIPTION (LxA and 9111k Ntimb(n. T" Parcal Nwrber. Legal Dv="on. etc.) 04_=�_ 8UILDING USE (e.g.. Residential. Non4widential. AddhicxL Acoessory. etc. Use Comments section it rvecassary.) . LATITIJOEILONGITUOE (OPTIONAL) HORIZONTAL DATUM: SO4JRCE: L -I GPS (Type): j - ( W - ff - 8#jW or so Awmin L_j NAD 1927 L_j NAD 1963 L_j USGS Quad Map L_j OMw SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION 8 1. NFIP COMKfMTY NAME & COMMUNfTY NUMBER I 9M COUNTY NAME. - 1 61 STATE I DATE EFF�CTIVEIIWVISED DATE ZONE(S) (Zone AO. we dqpth d flooding) NUMBER I I I I ,)LM0­4C ^-:t 1 1 W,*,zn,2Dffi Ch, I q -17 4-1 -3 10. Indicate the -source of the Bdse Flood Elevation (BFE) data dr base flood depth entered In 89. U FIS Pmfle L_j FIRM LjC;omrru*Detam**d tAOther(Descrlbe): 311. datum used forthe B�E In W. t4NGW 1929 L-JNAVD19M LjOther(Descrlbe): :3,12. Ist*buildiriglocated in a Coastal BanierResources Syttern (CBRS) area orOtherwise Protected Area (OPA)? LjYes L4No Designadw Date:_ SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) 1. Building dwabons are based on: LUConstruction Drawings* L-AWding Under Construction* UFnshed C4nstruction 'A new Elevation Certificate wM be recluired when construction of the building Is complete. %-�2_ BuildlrqDlagrarri Number I (Select ft Wilding diagram most similar to the building for which dis certificate is being completed - see pages 6 and 7. K no diagram accurately represents the biuilding. provide a sketch or photicigraph.) C3. Sewitiorts -Zones AI -A30, AE, AH. A (with BFE). VE. V1430. V (wfth 8FE). AR. ARIA. ARIAF, ARIAI-A30. ARIAK ARIAO Complete Items C3a4 below according.to the building dagram specified in Item C2. State the datum used. If to dam Is different firom fie dahim used for the BFE in Section B. convert the datum to that used for.#* BFE. Show field measurements and datum coilversion calmilabori. Vse ft pace provided or the ra*Lts area of Section D or Section G appropriate. to doculzient the datum conversion. Datum 1-i P fl CawerWonlCariments -6f'('N S4aQ (-).2-01 Sevallort mfterioo mark used_[2_7 J2 14k42 Does tie elevation reference mark toed appear an the Qa)Tapo(Im"m 'Goor(kililudingbasemertorenclosure) L4 S ft4m) U Q b)TopdnwdNgherftw ft.(m) Gic)Bdomotla met hodwrital structurainwribei (V zonas ordy) fL(M) 0 d) AftdW garage (top of slab) ft -(M) 0 e) Lowed devallort d machinery and/6r eq*ment 0. 7 mft the L45 fL(m) 0 4 Lowest @*mt grade OAG) 4 5' -.23- ft -M (2, U g)ft 4, ,, I grade (HAG) I H S- ft -w 'C V 0 h) No. d Wmwwd openings &W vents) within I ft. above a". grade v , OF Q J) Total ama of all permanent ap a d g 4 (ftod vents) In C3h sq. in. (sq. cm) SECTION D-SURVEYMENrANEEPORARCHrrECTCERs :ICATION' This cwffxmbm Is to be signed and sealed by a land surveyor. engineer. or architect authorized by law to oerW akwadon Information. I ON* OW ft kdmmdm In Secdons A A aid C on fts cwMciste represents aW best effods to ilinterpet ft daW eveflatife. I wxtrs*d 11W any false sbftnxW noy be punIshable by ffm or krywbonment under IS U.& Code. Section 1001. CFRTLCWR'c- MAUP — I — — I Vtr-h11qF Ut IURFR 1111.t: L.UMPANY NAMt: ADDRESS CrTy STATE ZIP CO11Ej; 125 CA IGNATURE S DATE iPHONE TELE 530 - J'j I - 0 14 01 qs=gx Arrc Al I PQPMrU K, 9=r1Mr*,VZ AIT"Al Al sr. oQ -,r-p Q)f%XQ-.r- -,Inr rnq ri*— -lAi R ccapa"..u3c.. GWORTAMP.A*40 spacm copy the cmnq=Wlng Wamutim from Secd='A.-, FminsurerA& BULDING.�-7 ApL. t�kdt, SujWendkw Bldg. NQ OR P.0 ROUTE PWIcIpHufter: 7- crfy*"-", STATE ZP CODE Cbmparvy-NAJC:Number- cA SECTION D - -SURVEYOR, ENGINEER. OR AROUTECT CERTIFICATION (CONTINUED) COPY both sides of this Elevation Certificate for (1) community otficiai. (2) insurance . and (3) buddim owner. SECTION E- BUILDING ELEVATION DW<MMTION (SURVEY NOT pzQUMW) FOR ZONE AO MW ZONE A (WMXff.BFM . For Zone AO and Zone A (without BFE), complete News El OvaiM E3. ff do Eb.va&n Carftsfe Is kdanded for use as supporft wall for a LOMA or LOIWR-F. Secdon C must be compkfed. El. Sulift MW= Numbsr__�._ (S" the buildIng diagram most *nRw In . t . he building for which this certi" is being compIeted we peon 6 aid T. If no diagram acc%nddy represents the building, provide a sketch or Phatogreph.) M.Thelopoffelhatto ftor(inckxfing basement orendosure) ofthe Waft is k=:t-- j fL(m) a4j4h(cm) L -.j above or below (dw& one) to highest a*mt grade. E3. ForZaneAO ortf..Kno food depth number Is available. is the top Ofthe boWn flooelevated In scoordanoewfth the community's —ft0dPIMmana9WWt"*W"?L—Jy6s LJNO 1--IU*WwrL The I(Xal Official must M*ttds kftmadon In Section . SECTION F - PROPERTY OWNBt (OR OWNEWS REPRESENTATIM CERTIRCATION , no pmi" owner or ownws suawrtzed representative who completes Sections A. B. and E for Zone A (Without a FEMA-essued or ommraffity,-Issued BFE) or Zone AO waist sign here. PROPERTY OWNERS OR OWbWJrS AMNOROM R83-RESENTATNE'S WMF, ADDREMS CITY STATE 23P CODE DATE TEL"HONE COMMENM here If attachments mowma o=awnsaumomma Dyieworortaw 10edn"nift ft commurdlYefloodplain managerneM ordinanice can complete Seclions A. B. C (or 4 and G of this Elevatim C4ritficate. Complete the appficable "a) and sign below. G1. U Me I danaft Ift Sedon C.was laken from odw documwtabn VW has bow signed OW an*NsW by a surveyor. anginma or wdftd who Is authorized by state or bed. low to codffy swvMon k dM,10" (Inftate the scums and date o(the devallm data In the C4nwrwft area below.) G2. W AomvmmKydkW completed Soction E for abuMM located in Z=* A (without a FEMA4ssued or ocann nWy4ssuedBFE)or ZoneA0. G3. LJ The blmtv k*mwdm (ftems G4 -G9) is pmvided for comnuft soodpkdn management purposeL 'A L2 RMAA F�wm RUI%j M n VA - 1:4 Af:M AMMAI COMM" M PfWTVV.M 44D. J�t� I 041"q CALCULATIONS FOR: WES DINSMORE MODEL: P30-16 22 GA LOCATION: CHICO, CA CODE: 1997 UBC DATE: July 18, 2002 -�- Z , 0 -Z-S 75, 0 BUTTE COUNTY BUILDING DEPARTMENT APPROVED PREPARED BY: JAMES LICHTY, A.I.A. MASLAN & LICHTY ASSOC. KANSAS CITY, MISSOURI AIN" 22 GA. PANEL WIDTH,= 21 Cq= 1.06 I= 1 L= WIDTH- OF PANEL PLF PLF PLF CALCULATION FOR: P 30 X 16 STEEL: Fy = 50 KSI GAGE = 22 J -PANELS & VERTICALS 22 ROOF PANELS APPLIED LOADS: DEAD LOAD = SELF WEIGHT LIVE LOAD. = 25 PSF WIND LOAD = 110 MPH EXP. C LOADS TO STRUCTURE: DEAD LOAD = SELF WEIGHT .................. M C' LIVE LOAD = 2'-0" * LL ........... . .... . ........... S ......................... WIND LOAD qs*Ce*Cq*l qs= 0.00256*(WIND SPEED)A 2*(h/33)A (2/7) Ce= 0.8 WINDWARD 0.7 UPLIFT 0.5 LEEWARD qs Ce Cq I L (PSF) (FT) WINDWARD = 25.19 * .8 * 1. 06 * 1 * 2 = UPLIFT = 25.19 * .7 * .1.06 * 1 * 2 = LEEWARD = 25.19 * .5 * 1.06 * 1 * 2 = LOAD COMBINATIONS: 1 . DL + LL 2. DL + WL 3. DL + LL + WL/2 4. DL + LL/2 + WL 5. DL + UNBALANCED 6. DL + UNBALANCED + WL/2 .7. DL + UNBALANCED/2 + WL REACTIONS: VERTICAL = 0.708 KIPS DOWNWARD VERTICAL = 0.53 KIPS UPLIFT HORIZONTAL= 0.579 KIPS INWARD 22 GA. PANEL WIDTH,= 21 Cq= 1.06 I= 1 L= WIDTH- OF PANEL PLF PLF PLF CALCULATION FOR: P 30 X 16 ANALYSIS OF RESULTS: CHECK STRESS: MEMBER# 5 HAS THE HIGHEST STRESS BASED ON THE COMPUTER PRINTOUT. TOP NORMAL STRESS = 19630 PSI ALLOWABLE STRESS = 30000 PSI =.6*50,000 CHECK AXIAL FORCE AND BENDING: MEMBER# 6 HAS THE GREATEST LOAD BASED ON THE COMPUTER PRINTOUT. AXIAL LOAD = 0.726 KIPS BENDING MOMENT = 2.083 FT -KIPS fa= AXIAL 0.726 0.72 KSI AREA 1.0098 fb= BENDING*12 = 24.996 16.97 KSI Sx .1.4728 fa + fb = 17.691 0.5897 < 1.0 0.6*Fy. 30 CHECK DEFLECTION: JOINT # 8 HAS THE GREATEST DEFLECTION BASED ON THE COMPUTER PRINTOUT. 1.32 in. ALLOWABLE 2 in. CHECK SEISMIC: ASSUME ZONE 4 Na=1.0 Ca= 0.44* Na V = (3.0*Ca *W) / R V = (3.0 - 0.44 - W) / 7.0 V = 0. 1 886*W V = 134 # < W = 708 # 22 GA. 579 # THEREFORE, WINDGOVERNS W.2 "0.q OK CALCULATION FOR: P 30 X 16 FOUNDATION DESIGN: ASSUME SOIL BEARING CAPACITY OF 2,000 PSI. VERTICAL LOAD 708 # PER SECTION SECTION WIDTH 2 FT 22 GA. THEREFORE, LOAD TO THE FOOTING IS 354 PLF FOOTING WIDTH 16 in. SOIL BEARING PRESSURE 354 266 PSF < 2000 PSF OK WEIGHT OF FOOTING AND SLAB = 327 +150 477 PLF UPLIFT =— 530 265 PLF < 477 PLF .2 OK Load Combination Results Joint Load - X -Reaction Stephen P. Maslan & Co. Z -Reaction Number Combination DL=STEEL WEIGHT,LL=25 PSF,WL=110 MPH EXP C 1 .2G4 .708 P30-16 22 GA. 2 -.434 -.398 0.000 SUPPORT REACTIONS -.343 Load Case Results 4 -.027 .300 0.000 Joint Load X -Reaction Y -Reaction Z -Reaction Number Case (kips) (kips) (K -ft) 7 1 1 .019 .087 0.000 -.2G4 .708 2 .245 .621 0.000 -.2G2 0.000 3 -.598 -.617 0.000 0.000 4 .125 .179 0.000 31 1 -.019 .087 0.000 6 -.159 �2 .245 .621 0.000 -.1G3 -.078 3 -.136 -.436 0.000 4 -.125 .491 0.000 Load Combination Results Joint Load - X -Reaction Y -Reaction Z -Reaction Number Combination (kips) (kips) (K -ft) 1 .2G4 .708 0.000 2 -.434 -.398 0.000 3 -.343 -.1G5 0.000 4 -.027 .300 0.000 5 .144 .2GG 0.000 G -.11G -.032 0.000 7 -.388 -.330 0.000 31 1 -.2G4 .708 0.000 2 -.116 -.2G2 0.000 3 -.208 -.029 0.000 4 -.249 .3G7 0.000 5 -.144 .579 0.000 6 -.159 .270 0.000 7 -.1G3 -.078 0.000 Notes: 1. Positive X -reactions act in the positive global x direction. 2. Positive Y -reactions act.in the positive global Y direction. 3. Positive Z -reactions act counter -clockwise. ,LRAME Linear Elastic analysis results El -Ism I Page 1 Str 'No. 34 26 Feb 97 10:42 am LA CALCULATIONS FOR: THICKNESS 0.0336 in. 22 GAGE PANEL 24 1/2 5/4" 409 5/4" Vzs —7 5/4 —7 1/2 —T 5/4" 1/211 1 1/2 oo 1, ELEMENT I.Uutfo NUMBER WIDTH DEPTH AREA x A*X A * XA 2 lo (in.) (in.) (in A 2) (in.) (in A 3) Ci n A4) (in A 4) 1 7.5 0.0336 0.2520 0.0168 0.00423 0.0000711245 0.0000237082 2 0.75 0.0336 0.0504 7.1082 0.35825 2.5465359649 0.0000047416 2 10.5275 , 0.0336 0.7074 , 3.5625 , 2.52028 , 8.9785099688 , 2.9928368500 I.Uutfo 4.0040 1 x A*X 2.8545 in. AREA Ix A XA 2+Io 14.5175 in A 4 Ix-A*xA2 6.289 in A 4 Sl 1 1.4728 in A 3 4.2704 S2 1. 2.2032 in A 3 2.8546 -9 a Stephen P. Maslan & Co. DL=STEEL WEIGHT,LL=25 PSF,WL=110 MPH EXP C P30-16 22 GA. INITIALIZING DATA Job Description: DL=STEEL WEIGHT,LL=25 PSF,WL=110 MPH EXP C Frame Description: P30-16 22 GA. Structure Parameters Analysis Options Members ...... I ..... 42 Linear Elastic Analysis Joints ............ 43 Imperial Units Springs ........... 0 Sections .......... 3 Load Case 1 specified as self -weight materials ......... 1 Load Cases ........ 4 -Load Combinations . 7 User Name: HFRAME1 Ste 'phen P. Maslan & Co. 8011 Paseo suite 201 Kansas City, Mo. 64131 P -FRAME 1.06 (c) Copyright 1982 - 1990 Softek Services Ltd. Head Office: 2034 West 12th Avenue, Suite 2 Vancouver, B.C. V6J 2G2 Canada Phone: (604)732-3763 Fax: (604) 73 2 - 84 67 Softek assumes no responsibility for the accuracy, validity or applicability of the results of P -FRAME. 'AIJLAME Linear Elastic analysis results Str'No. 34 26 Feb 97. 10:42 am Page 1 Stephen P. MAslan & Co. DL=STEEL WEIGHT,LL=25 PSF,WL=110 MPH EXP C P30-16 22 GA. JOINT DATA Joint X - coord. 'Y - coord. X - Degree Y - Degree Z - Degree Number (feet) (feet) of Freedom of Freedom of Freedom 1 0 0 0 0 2 0 2 1 1 3 0 4 1 4 0 6 1 5 0 7.1667 1 1 6 1 9.9063 1 1 7 2 10.9479 1 1 8 3 11.5625 1 1 9 4 11.9583 1 1 10 5 12.3229 1 1 1 11 6 12.6979 1 1 1 12 8 13.4271 1 1 1 13 9 13.7917 1 1 1 14 10 14.1563 1 1 1 15 11 14.5313 1 1 1 16 12 14.8958 1 1 1 17 13 15.2396 1 1 1 18 14 15.4167 1 1 1 19 27.8333 9.9063 1 1 1 20 26.8333 10.9479 1 1 1 21 25.8333 11.5625 1 1 1 �2 24.8333 11.9583 1 1 1 23..8333 12.3229 1 1 1 22.8333 12.6979 1 1 1 25 20.8333 13.4271 1 1 1 26 19.8333 13.7917 1 1 1 27 18.8333 14.1563 1 1 1 28 17.8333 14.5313 1 1 1 29 16.8333 14.8958 1 1 1 30 15.8333 15.2396 1 1 1 31 28.8-333 0 0 0 1 32 28. 8333 2 1 1 1 33 28.83 33 4, 1 1 1 34 28.8333 6 1 1 1 35 28.8333 7.1667 1. 1 1 36 14.4167 15.4375 1 1 1 37 .3947 8.9186 1 1 1 38 .0703 8.02771 1 1 1 39 14.8333 15.4167 1 1 1 40 28.763 8.02771 1 1 1 41 28.4386 8.9186 1 1 1 42 7.0369 13.0744 1 1 1 43 21.7957 13.0631 1 1 1. Note: Degree of Freedom: O=restrained 1=free j=coupl6d to joint 'j, IRAME Linear Elastic analysis results Str -No. 34 k - El 26 Feb 97 10:42 am Page 2 0 Sec X -sectional No. Area Un2) 1 1.0098 2 1.1902 3 1.5528 Sec. Database No. Code Name 1 22 gage 2 20 gage 3 18 gage Stephen P. Maslan & Co. DL=STEEL WEIGHT,LL=25 PSF,WL=110 MPH EXP C P30 -1G 22 GA. *** SECTION PROPERTY DATA *** Mom. Inertia Shear Area Section Mod Un4) Un2) Un3) 6.289 1.0098 1.4728 7.4049 1.1902 1.734 9.63198 1.5508 2.2565 Plastic Moment Capacity (K -ft) 10 Notes: 1. Non -zero Cross-sectional Area and Moment of Inertia are mandatory. 2. For non -zero Shear Area, shear stresses are calculated. 3. For non -zero Shear Area 'and Shear Modulus, secondary deflections due to shear are included (linear elastic -analysis only) 4. For non -zero Elastic Section Modulus (S), stresses are calculated. 5. Non -zero Plastic Moment Capacity is mandatory for plastic analysis. - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ---------------------------- *** MATERIAL PROPERTY DATA Material Youngmod Shearmod Density Coeff Exp Fy Yield Number (ksi) (ksi) (K/ft3) (/F*1.E-6) (ksi) 1 29000 12000 .5 6.5 50 Notes: 1. Elastic Modulus (Young's Modulus) is mandatory. 2. For non -zero Shear Modulus and Shear Area, secondary deflections due to shear are included (linear elastic analysis only) . 3. Non -zero density is required if self -weight is. specified and member weight is to be considered (linear elastic and plastic analysis) . 4. Non -zero Thermal Coefficient of Expansion is required for thermal loads. (linear elastic and plastic analysis) . 5. j�lon-zero Yield Stress is mandatory for plastic analysis. ­RAME Linear Elastic analysis results El Page 3 Str No. 34 26 Feb 97 10:42 am Stephen P. Maslan & Co. DL=STEEL WEIGHT,LL=25 PSF,WL=110 MPH EXP C Notes: 1'. Member End Types: 1=fixed (rigid connection) O=pinned (pinned connection). 2. Attribute Type 0 indicates that the member has been deleted. IRAME Linear Elastic analysis results Str-No. 34 26 Feb 97 10:42 am Page 4 P30-16 22 GA. MEMBER CONNECTIVITY DATA Member Lower Greater Section Material Lower Greater Attribute Length Number Joint Joint Number Number End Type End Type Type (ft) 1 1 2 1 1 1 1 1 2. 2 2 3 1 1 1 1 2. 3 3 4 1 1 1 1 2. 4 4 5 1 1 1 1 1.1667 5 5 38 1 1 1 1 1 .8639 6 37 38 1 1 1 1 1 .9481 7 6 37 1 1 1 1 1 1.1584' 8 6 71 1 1 1 1 1 1.4439 9 7 8 1 1 1 1 1 1.1738 10 8 9 1 1 1 1 1 1.0755 11 9 10, 1 1 1 1 1 1.0644 12 11 1 1 1 1 1 1.0680 13 11 42 1 1 1 1 1 1.1031 14 12 42 1 1 1 1 1 1.0257 15 12 13 1 1 1 1 1 1.0644 16 13 14 1 1 1 1 1 1.0644 17 14 15 1 1 1 1 1 1.0680 18 15 16 1 1 1 1 1 1.0644 19 16 17 1 1 1 1 1 1.0574 -20 17 18 1 1 1 1 1 1.0156 21 18 36 1 1 1 1 1 .4172 12 36 39 1 1 1 1 1 .4171 30 39, 1 2: 1 1 1 1.0156 29 30 1 1 1 1 1 1.0574 25 28 29 1 1 1 1 1 1.0644 26 27 28 1 1 1 1 1 1.0680 27 26 27 1 1 1 1 1 1.0644 28 25 26 1 1 1 1 1 1.0644 29 25 43 1 1 1 1 1 1.0289 30 24 43 1 1 1 1 1 1.1000 31 23 24 1 1 1 1 1 1.0680 32 22 23 1 1 1 1 1 1.0644 33 21 22 1 1 1 1 1 1.0755 34 20 21 1 1 1 1 1 1.1738 35 19 20 1 1 1 1 1 1.4439 36 19 41 1 1 1 1 1.1584 37 40 41 1 1 1 1 .9481 38 35 40 1 1 1 1 1 .8639 39 34 35 1 1 1 1 1 1.1667 40 33 34 1 1 1 1 1 2. 41 32 33 1 1 1 1 1 2. 42 31 32 1 1 1 1 1 2. Notes: 1'. Member End Types: 1=fixed (rigid connection) O=pinned (pinned connection). 2. Attribute Type 0 indicates that the member has been deleted. IRAME Linear Elastic analysis results Str-No. 34 26 Feb 97 10:42 am Page 4 Stephen P. Maslan & Co. DL=STEEL WEIGHT,LL=25 PSF,WL=110 MPH EXP C P30-16 22 GA. LOAD INITIALIZING DATA load # loaded # support # loaded describe case joints settlemnts members load case 1 0 0 0 SELF WEIGHT 2 0 0 26 LIVE LOAD 3 0 0 42 WIND LOAD 4 0 0 14 SNOW DRIFT Note: Load Case 1 specified as self -weight. Joint and Member load data for Load Case 1 is ignored. Self -weight is automatically calulated. -------------------------------------------------------------------------------- MEMBER LOAD DATA load case 2 - member distributed loads Rec Mem Sloped UDL Proj. UDL Local UDL No. No. K/ft slope K/ft horiz k/ft perp, 1 9 0 -.05 0 2 10 0 -.05 0 3 11 0 -.05 0 4 12 0 -.05 0 13 0 -.05 0 14 0 -.05 0 7 15 0 -.05 0 8 16 0 -.05 0 9 17 0 -.05 0 10 18 0 -.05 0 11 19 0 -.05 0 12 20 0 -.05 0 13 21 0 -.05 0 14 22 0 -.05 0 15 23 0 -.05 0 16 24 0 -.05 0 17 25 0 - .05 0 18 26 0 -.05 0 19 27 0 -.05 0 20 28 0 - .05 0 21 29 0 -.05 0 22- 30 0 -.05 0 23 31 0 -.05 0 24 32 0 -.05 0 25 33 0 -.05 0 26 34 0 -.05 0 load case 3 member distributed loads Rec Mem Sloped UDL Pi7o�j.UDL Local UDL No. No. K/ft slope K/ft horiz k/ft perp 1 4 0 0 -.0456 AM'gZAME Linear Elastic analysis results hWE1 Page 5 Local UDL K/ft parll Triangular Thermal K/ft @ GJ Change (F) 0 0 0 0 0 0 0 .0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0, Local UDL Triangular Thermal K/ft parll K/ft @ GJ Change (F) 0 0 0 Str No. 34 26 Feb 97 10:42 am Stephen P. Maslan & Co. DL=STEEL WEIGHT,LL=25 PSF,WL=110 MPH EXP C P30-16 22 GA. load case 3 - member distributed loads Rec Mem Sloped UDL Proj.. UDL Local UDL Local UDL Triangular Thermal No. No. K/ft slope K/ft horiz k/ft perp K/ft parll K/ft @ GJ Change (F) 2 3 0 0 -.0456 0 0 0 3 2 0 0 -.0456 0 0 0 4 1 0 0 -.0456 0 0 0 5 5 0 0 -.0456 0 0 0 6 6 0 0 .0456 0 0 0 7 7 0 0 .0456 0 0 0 8 8 0 0 .0399 0 0 0 9 9 0 0 .0399 0 0 0 10 10 0 0 .0399 0 0 0 11 11 0 0 .0399 0 0 0 12 12 0 0 .0399 0 0 0 13 13 0 0 .0399 0 0 0 14 14 0 0 -.0399 0 0 0 15 15 0 0 .0399 0 0 0 16 16 0 0 .0399 0 0 0 17 17 0 0 .0399 0 0 0 18 18 0 0 .0399 0 0 0 19 19 0 0 .0399 0 0 0 20 20 0 0 .0399 0 0 0 21 24 0 0 -.0399 0 0 0 22 30 0 0 -.0399 0 0 0 23 28 0 0 -.0399 0 0 .0 29 0 0 .0399 0 0 0 '20 27 0 0 -.0399 0 0 0 35 0 0 -.0399 0 0 0 27 23 0 0 -.0399 0 0 0 28 26 0 0 -.0399 0 0 0 29 25 0 0 -.0399 0 0 0 30 31 0 0 -.0399 0 0 0 31 32 0 0 -.0399 0 0 0 32 34 0 0 -.0399 0 0 0 33 33 0 0 -.0399 0 0 0 34 42 0 0 -.0285 0 0 0 35 41 0 0 -.0285 0 0 0 36 40 0 0 -.0285 0 0 0 37 39 0 0 -.0285 0 0 0 38 38 0 0 -.0285 0 0 0 39 37 0 0 -.0285 0 0 0 40 36 0 0 .0285 0 0 0 41 21 0 0 .0399 0 0 0 42 22 0 0 .0399 0 0 0 load case 4 - member distributed loads Rec Mem Sloped UDL Proj. UDL Local UDL Local UDL Triangular Thermal No. No. K/ft slope K/ft horiz k/ft perp K/ft parll K/ft @.GJ �Chang.e (F) 1 22 0 -.05 0 0 0 0 2 23 0 -.05 0 0 0 0 3 24 0 -.05 0 0 0 0 "RAME Linear Elastic analysis results Str'No. 34 El 26 Feb 97 10:42 am Page 6 Stephen P. Maslan & Co. DL=STEEL WEIGHT,LL=25 PSF,WL=110 MPH EXP C 9 P30-16 2 2 GA. *** LOAD load case 4 - member distributed loads Load Comb Load Rec Mem, Sloped UDL Proj.. UDL Local UDL Local UDL Triangular Thermal No. No. K/ft slope K/ft horiz k/ft perp K/ft parll K/ft @ GJ Change (F) 4 25 0 -.05 0 0 0 0 5 26 0 -.05 0 0 0 0 6 27 0 -.05 0 0 0 0 7 28 0 -.05 0 0 0 0 8 29 0 -.05 0 0 0 0 9 30 0 - .05 0 0 0 0 10 31 0 - .05 0 0 0 0 11 32 0 -.05 0 0 0 0 12 33 0 -.05 0 0 0 0 13 34 0 - .05 0 0 0 0 14 35 0 -.05 0 0 0 0 Notes: A ) For Fully Distributed loads and Point Loads: - Sloped UDL, Projected UDL & Point Lds act in the global coordinate system. - Local Perpendicular, Local Parallel, Triangular Loads act in the local member coordinate system. - Triangular Loads are 0 at the lower joint with the magnitude specified at the greater joint. B) For Partial load orientation: 1 = Global X projected ld, 2 = Global Y projected ld, 3 = Global X lateral ld 4 = Global Y gravity ld, 5 Local y Perp ld, 6 = local x tangential ld ---------------------------------------------------------------------------- 14�.',Ak�LAME Linear Elastic analysis results I AWE1 - I Page 7 Str No. 34 26 Feb 97 10:42 am *** LOAD COMBINATION DATA *** Load Load Comb Load Comb Load Comb Load Comb Load Comb Load Comb Comb Case Fact Case Fact Case Fact Case Fact Case Fact Case Fact 1 1 1 2 1 2 1 .75 3 .75 3 1 .75 2 .375 3 .75 4 1 .75 - 2 .75 3 .375 5 1 1 4 1 6 11 .75 3 375 4 .75 7 1 .75 3 .75 4 .375 14�.',Ak�LAME Linear Elastic analysis results I AWE1 - I Page 7 Str No. 34 26 Feb 97 10:42 am Stephen P. Maslan & Co. DL=STEEL WEIGHT,LL=25 PSF,WL=110 MPH EXP C P30-16 22 GA. JOINT DISPLACEMENTS Load Combination Results Joint Load X-Displ. Number Combination (in) 1 0.00000 2 0.00000 3 0.00000 4 0.00000 5 0.00000 0.00000 7 0.00000 2 '1 -.15271 ,2 .36587 .31265 4 .07245 5 -.14810 .6 .07590 7 .31438 3 1 -.28545 2 .70169 3 .60221 4 .14432 5 -..28531 6 .14442 7 .60226 4 1 -.37822 2 .98232 3 .85047 4 .21748 5 -.40070 6 .20062 7 .84204 5 1 -.40593 2 1.11237 3 .97084 4 .26243 5 -.45362 6 .22666 7 .95295 6 1 -.36858 2 1.29852 3 1.16991 4 .38243 5 -.52116 6 .26800 7 1.11269 IRAME Linear Elastic analysis results Page 1 Y-Displ. (in) 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 -.00058 .00033 .00014 -.00024 -.00022 .00003 .00027 -.00115 .00066 .00028 -.00048 -.00043 .00006 .00055 -.00171 .00100 .00042 -.00072 -.00063 .00010 .00083 -.00204 .00120 .00051 -.00085 -.00075 .00012 .00100 -.02596 -.05556 -.06454 -.04649 .01829 -.01331 -.04794 Rotation (rad) .00648 -.01543 -.01317 -.00303 .00623 -.00321 -.01327 .00606 -.01478 -.01267 -.00300 .00601 -.0030S -.01269 .00482 -.01297 -.01130 -.00300 .00533 -.00262 -.01110 .00273 -.01023 -.00927 -.00313 .00419 -.00204 -.00873 .00114 -.00828 -.00788 -.00332 .00332 - .00168 -.00706 -.00361 -.00287 -.00412 -.00404 .00062 -.00087 -.00254 Str *No. 34 26 Feb 97 10:42 am Stephen P. Maslan & Co. DL=STEEL WEIGHT,LL=25 PSF,WL=110 MPH EXP C P30-16 22 GA. Ad Combination'Results Joint LoaT X-Displ. Y-Displ. Number Combination' (in) (in) 7 1 -.31066 -.08212 2 1.31956 -.07543 3 1.21112 -.10396 4 .43484 -.09704 5 -.52067 .01760 6 .27733 -.02225 7 1.13.236 -.06657 8 1 -.26474 -.15735 - 2 1.31776 -.07220 3 1.22534 -.12696 4 .46718 -.14987 5 -.51196 .00320 6 .28176 -.02946 7 1.13263 -.06676 9 1 -.23070 -.24389 2 1.31020 -.05273 3 1.22964 -.13769 4 .48803 -.20278 5 -.50225 -.02158 6 .28437 -.03605 7 1.12781 -.05432 10 1 - .'19721 -.33629 2 1.29883 -.02120 3 1.22995 -.13839 4 .50659 -.25390 5 -.49030 -.05461 6 .28677 -.04264 7 1.12005 -.03276 11 1 -.16222 -.43014 2... 1.28378 .01929 3 1.22712 -.13066 4 .52440 -.30161 5 -.47555' -.09420 6 .28940 -.04966 7 1.10962 -.00469 12 1 -.09798 -.60731 2 1.24864 .11636 3 1.21441 -.09545 4 .55335 -.38137 5 -.44202 -.18668 6 .29532 -.06590 7 1.08539 .06228 13 1 -.06999 -.68455 "RAME Linear Elastic analysis results El Page 2 Rotation (rad) -.00559 -.00057 -.00252 -.00433 -.00069 -.00066 -.00068 - . OOG79 .00099 -.00137 -.00442 -.00166 - . oob57 .00055 -.00748 .00214 -.00047 -.00434 -.00242 -.00055 .00143 -.00778 .00301 .00030 -.00413 -.00303 -.00056 .00208 -.00774 .00364 .00094 -.00378 -.00351 -.00061 .00253 -.00680 .00427 .,00190 -.00279 -.00408 -.00075 .00292 Str No. 34 26 Feb 97 10:42 am Stephen P. Maslan & Co. DL=STEEL WEIGHT,LL=25 PSF,WL=110 MPH EXP C P30-16 22 GA. W. Load Combination Results Joint Load X-Displ. Y-Displ. Number Combination (in) (in) 2 1.22981 .16835 3 1.20536 -.07044 4 .56421 -.41132 5 -.42397 -.23646 6 .29872 -.07525 7 1.07262 .09760 14 1 -.04589 -.75106 2 1.21107 .22010 3 1.19504 -.04191 4 .57229 -.43361 5 -.40579 -.28657 .6 .30237 -.08524 7 1.06008 .13227 15 1 -.02576 -.80514 2 1.19245 .27011 3 1.18345 -.01080 4 .57756 -.44778 5 -.38752 -.33556 6 .30625 -.09560 .7 1.04780 .16529 16 1 -.01114 -.84566 2 1.17543 .31719 3 1.17153 .02213 4 .57964 -.45359 5 -.37067 -.38202 ,6 .30999 -.10586 7 1.03671 .19599 17 1 -.00219 -.87207 2 1.16067 .36048 3,- 1.15991 .05619 4 .57875 -.45108 5 -.3S613 -.42457 6 .31329 -.11546 7 1.02718 .22400 18 1 -.00009 -.88453 2 1.15389 .39942 3 1.15386 .09077 4 .57688 -.44064 5 -.34959 -.46195 6 .31476 -.12371 7 1.02280 .24923 19 1 .36838 -.02598 .2 .95083 .08614 :'RAME Linear Elastic analysis results El Page 3 Rotation (rad) .00433 .00223 -.00218 -.00417 -.00081 .00292 -.00S03 .00425 .00249 -.00152 -.00414 -.00085 .00282 -.00394 .00405 .00267 -.00083 -.00398 -.00086 .00266 -.00279 .00377 .00279 -.00013 -.00371 -.00083 .00244 -.00161 .00342 .00286 .00055 -.00333 -.00075 .00221 -.00047 .00304 .00288 .00118 -.00285 -.00060 .00198 .00361 -.00681 Str No. 34 26 Feb 97 10:42 am Stephen P. Maslan & Co. DL=STEEL WEIGHT,LL=25 PSF,WL=110 MPH EXP C P30-16 22 GA. w Rotation (in) Load Combination Results -.00555 Joint Load X-Displ. Number Combination (in) .0.6914 3 1.07937 .00559 4 .74210 .13655 5 -.12521 .00090. 6 .37191 .00395 7 .89427 20 1 .31043 .23766 2 1.03285 -.00338 .3 1.14121 -.17467 .4 .74120 .00119 5 -.18778 -.24397 ,6 .36754 -.00513 7 .95438 21 1 .26450 .00562 2 1.07731 .21855 3 1.16965 .00778 4 .73019 .24336 5 -.22866 .00343 6 .36031 -.04272 7 .98472 22 1 ..23046 .40877 2 1.10314 -.00090 3 1.18361 -.37029 4 .71846 .00159 5 -.25559 -.607,45 6 .35393 -.00184 7 1.00134 23 1 .19696 2 1.12397 3 1.19276 4 .70463 5 -.27961 6 .34720 7 1.01404 24 16196 2 1.14194 3 1.19851 4 .68827 5 -.30239 6 .34001 7 1.02438 25 1 .09778 2 1.16556 3 1.19972 ;RAME Linear Elastic analysis results Page 4 Y-Displ. Rotation (in) (rad) .07715 -.00555 .02434 -.00080 -.04735 .00457 .00832 -.00007 .0.6914 -.00519 -.08216 .00559 .16510 -.00629 .13655 -.00435 .02319 .00090. -.10781 .00536 .00395 .00073 .12693 -.00443 -.15741 .00679 .23766 -.00575 .18287 -.00338 .00501 .00204 -.17467 .00566 -.00793 .00119 .17640 -.00380 -.24397 .00748 .30318 -.00513 .21820 -.00252 -.02488 .00285 -.24302 .00562 -.02417 .00146 .21855 -.00321 -.33639 .00778 .36059 -.00440 .24336 -.00169 -.06309, .00343 -.30924 .00532 -.04272 .00158 .25354 -.00261 -.43026 .00774 .40877 -.00360 .25878 -.00090 -.10696 .00381 -.37029 .00478 -.06198 .00159 .28126 -.00201 -.607,45 .00680 .47447. -.00184 .26261 .00053 Str No. 34 26 Feb 97 10:42 am Stephen P. Maslan & Co. DL=STEEL WEIGHT,LL=25 PSF,WL=110 MPH EXP C P30-16 22 GA. W. Load Combination Results Joint Load X-Displ. Number Combination (in) 4 .65361 5 -.33752 6 .32713 7 1.03648 26 1 .06980 2 1.17157 3 1.19595 4 .63634 5 -.34939 6 .32196 7 1.03876 27 1 .04571 2 1.17369 3 1.18966 4 .61996 5 -.35694 6 .31797 7 1.03867 28 1 .02559 2 1.17202 3 i.18096 4 .60455 5 -.36014 6 .31525 7 1.03631 29 1 .01097 2 1.16692 3 1.17075 4 .59141 5 -.35890 6 .31401 7 1.03205 30 1 .00203 2 1.15921 3 1.15991 4 .58107 5 -.35389 6 .31413 7 1.02644 31 1 0.00000 2 0.00000 3 0.00000 4 0.00000 -RAME Linear Elastic analysis results Page 5 Y-Displ. (in) -.20242 -.46751 -.09746 .31509 -.68467 .49123 .25241 -.24996 -.50030 -.11168 .32155 -.75116 .49732 .23527 -.29508 -.52123 -.12263 .32150 -.80522 .49314 .21220 -.33632 -.52995 -.12987 .31543 -.84571 .47943 .18435 -.37251 -.52670 -.13325 .30398 -.87210 .45729 .15299 -.40270 -.51229 -.13284 .28791 0.00000 0.00000 0.00000 0.00000 Rotation (rad) .00400 .00320 .00130 -.00082 .00600 -.00095 .00115 .00387 .00224 .00105 -.00026 .00503 -.00007 .00168 .00361 .00123 .00076 .00026 .00394 .00075 .00213 .00323 .00022 .00044 .00074 .00278 .00150 .00248 .00277 -.00075 .00012 .00115 .00160 .00215 .00271 .00224 -.00162 -.00018 .00150 -.00648 -.00883 -.01109 -.00910 Str'No. 34 26 Feb 97 10:42 am Stephen P. Maslan & Co. DL=STEEL WEIGHT,LL=25 PSF,WL=110 MPH EXP C P30 -1G 22 GA. w Load Combination Results Joint Load X-Displ. Number Combination (in) 5 0.00000 6 0.00000 7 0.00000 32 1 .15267 2 .21077 3 .26397 4 .21584 5 .01722 6 .11425 7 .21318 33 1 .28536 2 .41454 3 .51400 4 .41374 5 .02354 6 .21738 7 .41582 34 1 .37809 2 .60740 3 ..73920 4 .57728 5 .00806 6 .29976 7 .60043 35 1 .40579 2 .71444 3 .85592 4 .65087 5 -.01538 6 .33500 7 .69798 36 1 -.00008 2 1.15320 3 1.15317 4 .57654 5 -.34893 6 .31491 7 1.02235 37 -.40051 2 1.25236 3 1.11265 4 .33628 5 -.50729 ;&ME Linear Elastic analysis results Page 6 Y-Displ. (in) 0.00000 0.00000 0.00000 -.00058 .00022 .00003 -.00030 -.00047 -.00022 .00007 -.00115 .00044 .00006 -.00059 -.00094 -.00043 .00014 -.00171 .00066 .00009 -.00088 -.00140 -.00065 .00021 -.00204 .00080 .00011 -.00105 -.00166 -.00077 .00026 -.88570 .41423 .10517 -.43409 -.47569 -.12658 .25892 -.00599 -.02751 -.02955 -.01805 .00994 Rotation (rad) -.00078 -.00483 -.00895 -.00606 -.00867 -.01078 -.00872 -.00055 -.00459 -.00872 -.00481 -.00828 -.00995 -.00762 .00013 -.00392 -.00810 -.00273 -.00779 -.00874 -.00587 . 00126 -.00288 -.00724 -.00113 -.00751 -.00791 -.00458 .00213 -.00213 -.00668 0.00000 .00287 .00286 .00143 -.00261 -.00053 .00189 -.00177 -.00495 -.00556 -.00375 .00171 Str No. 34 26 Feb 97 10:42 am Stephen P. Maslan & Co. DL=STEEL WEIGHT,LL=25 PSF,WL=110 MPH EXP C D -I () - 1 r, 1) 1) r -h LoyCombination Results Joint f-oad Number Combination 6 7 em 39 4.0 1 2 3 4 5 6 7 2 3 4 5 6 7 1 2 3 4 5 6 7 X-Displ. (in) .25620 1.07261 -.41099 1.19000 1.04G68 .29755 -.48426 .24260 1.01920 -.00007 1.15394 1.15392 .57692 -.34957 .31479 1.02285 .41083 .79105 .93432 .69285 -.04107 .35393 .76485 41 1 .40033 2 .86825 3 1.00789 4 .72389 5 -.07609 6 .36658 7 .82924 42 1 -.12801 2 1.26631 3 1.22159 4 .54044 5 -.45885 6 .29230 7 1.09753 43 1 .12877 2 1.15570 3 1.20068 4 .67112 5 -.32173 6 .33324 :.;.RAME Linear Elastic analysis results :1*1�w El Page 7 Y-Displ. Rotation (in) (rad) -.00609 -.00114 -.02358 -.00426 -.00188 -.00021 -.00499 -.00671 -.00561 -.00678 -.00382 -.00351 .00167 .00258 -.00116 -.00141 -.00428 -.00573 -.88454 .00047 .42813 .00268 .11947 .00284 -.42630 .00168 -.48818 -.00235 -.12902 -.00044 .26811 .00178 -.00188 .00022 .00715 -.00733 .00653 -.00725 .00225 -.00351 -.00396 .00287 .00069 -.00152 .00575 -.00626 -.00600 .00177 .03538 -.00712 .03334 -.00650 .01339 -.00228 -.01694 .00368 .00519 -.00085 .02923 -.00578 -.52487 -.00738 .06777 .00407 -.1 1526 .00149 -.34596 -.00331 -.14047 -.00387 -.05767 -.00068 .02889 .00281 -.52508 .00738 .44814 -.00271 .26505 -.00013 -.15593 .00399 -.42553 .00403 -.08127 .00148 Str 'No. 34 26 Feb 97 10:42 am f Stephen P. Maslan & Co. DL=STEEL WEIGHT,LL=25 PSF,WL=110 MPH EXP C P30-16 22 GA. Load Combination Results Joint Load X-Displ. Y-Displ. Rotation Number Combination (in) (in) (rad) 7 1.03174 .30238 -.00139 1 Notes: 1. Positive X -displacements are in the positive global X direction. 2. Positive Y -displacements are in the positive global Y direction. 3. Positive Z -displacements are counter -clockwise. E ( :'-RAME Linear 'Elastic analysis results W�El Page 8 Str'No. 34 26 Feb 97. 10:42 am Stephen P. Maslan & Co. DL=STEEL WEIGHT,LL=2S PSF,WL=110 MPH EXP C Page 1 P30-16 22 GA. MEMBER FORCES Load Combination Results Mem, Load Axial @ LJ Shear @ LJ BM @ LJ Axial @ GJ Shear @ GJ BM @ GJ No. Comb (kips) (kips) (K -ft) (kips) (kips) (K -ft) 1 1 .708 -.264 0.000 -.701 .264 -.S27 2 -.398 .434 0.000 .403 -.366 .801 3 -.165 .343 0.000 .170 -.274 .617 4 .300 .027 0.000 -.294 .008 .019 5 .266 -.144 0.000 -.2S9 .144 -.288 6 -.032 .116 0.000 .037 -.082 .199 7 -.330 .388 0.000 .336 -.319 .707 2 1 .701 -.264 S27 -.694 .264 -1.054 2 -.403 .366 -.801 .408 -.298 1.464 3 -.170 .274 -.617 .17S -.206 1.097 4 .294 -.008 -.019 -.289 .042 -.030 5 .2S9 -.144 .288 -.252 .144 -.575 6 -.037 .082 -.199 .042 -.048 .329 7 -.336 .319 -.707 .341 -.2S1 1.277 3 1 .694 -.264 1.054 -.687 .264 -1.S82 2 -.408 .298 -1.464 .413 -.229 1.991 3 -.175 .206 -1.097 .180 -.138 1.441 4 .289 -.042 .030 -.284 .076 -.148 5 6 .252 -.042 -.144 .04� S75 -.329 -.24S .047 .144 -.014 -.863 .391 7 -.341 .251 -1.277 .346 -.182 1.710 4 1 .687 -.264 1.582 -.683 .264 -1.889 2 -.413 .229 -1.991 .416 -.189 2.236 3 -.180 .138 -1.441 .184 -.098 1.578 4 .284 -.076 .148 -.281 .096 7.248 5 .24S -.144 .863 -.241 .144 -1.031 6 -.047 .014 -.391 OSO .006 .396 7 -.346 .182 -1.710 .349 -.143 1.900 5 1 .702 -.-207 1.889 -.699 .207 -2.068 2 - .430 .155 -2.236 .433 -.125 2.357 3 -.191 .082 -1.578 .193 -.053 1.637 4 .288 -.073 .248 -.285 .088 -.317 5 .252 -.124 1.031 -.249 .124 -1.138 6 -.050 -.010 -.396 .052 .025 .380 7 -.360 .114 -1.900 .362 -.084 1.985 6 1 .726 -.016 -2.083 -.729 .015 2.068 2 -.453 -.027 2.347 .450 -.006 -2.357 3 -.203 -.034 1.620 .200 0.000 -1.637 4 .296 -.026 -.334 -.298 .009, .317 5 .270 -.055 '-1.189 -.273 .054 1.138 6 -.046 -.055 .336 .044 .038 -.380 7 -.373 -.048 1.956 .371 .015 -1.985 7RAME Linear Elastic analysis results Str No. 34 r,:AftMEI. 26 Feb 97 10:42 am Page 1 Stephen P. Maslan & Co. DL=STEEL WEIGHT,LL=25 PSF,WL=110 MPH EXP C AOL P30-16 22 GA. L �� Load Combination Results Mem Load Axial @ LJ Shear @ LJ BM @ LJ No. Comb (kips) (kips) (K -ft) 7 1 .711 .127 -1.935 -1.151 2 -.441 -.158 2.188 5 3 -.194 -.114 1.512 .007 4 .293 .012 -.308 -.278 5 .272 -.002 -1.190 .580 6 -.037 -.084 * 251 3 7 -.359 -.163 1.791 8 1 .668 .276 1.935 .155 2 -.397 -.248 -2.188 0.000 3 -.16S -.153 -1.512 4 :283 .074 .308 5 .�266 .056 1.190 6 -.018 -.090 -.251 ,7 -.316 -.236 -1.791 9 1 .574 .431 1.540 2 -.334 -.302 -1.858 3 -.134 -.152 -1.320 4 .248 .161 .187 5 .241 .117 1.112 6 -.002 -.074 -.134 7 -.259 -.26� -1.480 10 1 .471 .473 1.062 2 -.284 -.323 -1.523 3 -.120 .-.158 -1.151 4 .198 .181 .008 5 .215 .153 .976 6 .007 -.059 -.056 7 -.216 -.278 -1.183 11 1 .439 .435 .580 2 -.277 --.302 -1.191 3 -.124 -.150 -.988 4 .179 .165 -.175 5 .210 .155 .813 6 .007 -.045 0.000 7 -.210 -.254 -.900 12 1 .424 .381 2 -.281 -.270 3 -.133 -.137 4 .167 .141 5 .210 .150 6 .006 -.032 7 -.213 -.223 13 1 .402 .335 1 1. 'RAME OR -MEI Linear Elastic analysis results .143 -.886 -.835 -.338 .650 .042 -.645 -.237 Page 2 Axial @ GJ (kips) -.715 .438 .192 -.295 -.275 .034 .356 -.664 .400 .168 -.281 -.263 .020 .319 -.S46 .336 .146 -.227 -.239 .003 .261 -.451 .285 .128 -.184 -.214 -.006 .217 -.421 .278 .131 -.165 -.209 - .006 .211 -.406 .282 .140 -.153 -.209 -.005 .214 -.383 Shear @ GJ (kips) -.129 .117 .073 -.033 0.000 .063 .121 -.272 .208 .113 -.093 --.053 .071 .195 -.384 .269 .135 -.144 -.114 .OS9 .237 -.423 .294 .146 -.160 -.150 .046 .249 -.385 .-272 .138 -.143 -.152 .032 .225 -.331 .240 .125 -.119 -.147 .019 .194 -.282 BM @ GJ (K- f t) 2.083 -2.347 -1.620 .334 1.189 -.336 -1.956 -1.540 1.858 1.320 -.187 -1.112 .134 t- 480 -1.062 1.523 1.151 -.008 -.976 .056 1.183 -.580 1.191 .988 .175 -.813 0.000 .900 -.143 .886 .835 .338 -.650 -.042 .645 .237 .613 .695 .477 -.491 -.069 .422 .577 Str No. 34 26 Feb 97 10:42 am Stephen P. Maslan & Co. DL=STEEL WEIGHT,LL=25 PSF,WL=110 MPH EXP C P30-16 22 GA. Load Combination Results Mem Load Axial @ LJ SHear @ LJ BM @ LJ No. Comb (kips) (kips) (K -ft) 2 -.279 -.243 -.613 3 -.139 -.126 -.695 4 .151 .121 -.477 5 .207 .149 .491 6 .005 -.019 .069 7 -.212 -.196 -.422 14 1 .366 .233 .841 2 -.282 -.184 .158 3 -.154 -.103 .451 4 .124 .077 .688 5 .205 .141 -.183 6 .003 .008 -.080 7 -.214 -.137 .067 15 1 .366 .233 -.841 2 -.281 -.185 -.158 3 -.154 -.103 -.451 4 .124 .077 -.688 5. .205 .141 .183 6 .003 .008 .080 7 -.214 -.137 -.067 1 .347 .183 -1.063 2 -.282 -.155 .023 3 161 -.091 -.348 4 .110 .055 -.758 5 .203 .138 .034 6 .002 .021 .065 7 - .215 -.108 .063 17 1 .330 .129 -1.230 2 -.284 .-.124 .173 3 -.169 .078 -.257 4 .097 .032 -.804 5 .203 .133 -.111 �6 .002 .034 .035 7 -.217 -.077 .163 18 1 .310 .082 -1.342 2 -.284 -.097 .289 3 -.176 -.068 -.179 4 .082 .011 -.827 5 .201 .131 -.251 6 0.000 .048 -.009 7 -.217 -.050 .230 19 1 .291 .037 -1.402 2 -.284 -.073 .377 'RAME Linear Elasti c analysis results El Page 3 Axial @ GJ (kips) .280 .147 -.137 -.206 - .004 .213 -.384 .281 .147 -.137 -.206 -.004 .214 -.347 .282 .161 -.110 - .203 -.002 .215 -.329 .283 .169 . 0 9 G -.202 -.001 .216 -.311 .285 .177 -.082 -.202 -.001 .218 -.292 .285 .184 -.069 -.200 .001 .218 -.274 .285 Shear @ GJ (kips) .213 .114 -.098 -.145 .005 .166 -.281 .212 .114 -.098 -.145 .005 .165 -.183 .155 .091 .055 .138 -.021 .108 -.132 .126 .080 -.033 -.134 -.034 .079 -.079 .094 .066 -.010 -.129 -.048 .048 -.031 .068 .056 .011 -.127 -.061 .020 BM @ GJ (K- f t) .361 .562 .598 -.329 -.082 .222 -.577 -.361 -.562 -.S98 .329 .082 -.222 1.063 -.023 .348 .758 -.034 -.065 -.063 1.230 -.173 .257 .804 . ill -.035 -.163 1.342 -.289 .179 .827 .251 .009 -.230 1.402 -.377 .113 .827 .388 .067 -.267 .014 1.414 .044 -.438 Str No. 34 26 Feb 97 10:42 am Stephen P. Maslan & Co. DL=STEEL WEIGHT,LL=25 PSF,WL=110 MPH EXP C P30-16 22 GA. Load Combination Results Mem Load Axial @ LJ Shear @ LJ No. Comb (kips) (kips) 3 -.183 -.060 4 .069 -.010 5 .197 .131 6 -.002 .061 7 -.218 -.025 20 1 .273 .029 2 -.275 -.088 3 -.180 -.077 4 .060 -.023 5 .174 .156 6 -.014 .073 7 -.217 -.030 21 1 .264 .009 2 -.266 -.094 3 -.174 -.091 4 .058 -.040 5 .153 .173 6 -.025 .083 7 -.215 -.029 BM @ LJ (K- f t) -.113 -.827 -.388 -.067 .267 -1.414 .438 - .056 - .805 -.525 -.138 .278 1 .263 .013. 2 -.256 -.108 3 -.165 -.104 4 .062 -.045 5 .135 .186 6 -.034 .085 7 -.213 -.039 23 1 .273 -.029 2 -.241 -.101 3 -.147 -. ill 4 .077 -.071 5 .124 .127 6 -.035 .046 7 -.202 -.052 24 1 .291 -.037 2 -.222 -.108 3 -.121 -.121 4 .100 -.081 5 .120 .094 6 -.029 .017 7 -.185 -.072 25 1 .310 -.082 2 -.219 -.083 3, �j&AME Linear Elastic analysis results 1.416 .513 .018 -.770 - .682 -.219 .294 1.416 .550 .055 -.751 -.7S4 -.255 .303 1.414 -.709 -.215 .670 .983 .347 -.377 1.402 -.838 -.349 .596 1.109 .377 -.459 1.342 -.942 -.473 Page 4 Axial @ GJ (kips) .190 -.056 -.196 .003 .219 -.263 .275 .184 -.053 -.173 .015 .217 -.263 .266 .174 -.058 -.153 .025 .216 -.264 .256 .164 - .063 -.136 .033 .212 -.263 .242 .150 -.070 -.114 .042 .206 -.274 .223 .128 -.087 -.102 .042 .192 -.292 .220 .118 Shear @ GJ (kips) .049 .032 -.128 - .074 -.005 .024 .060 .068 .047 -.153 -.085 .002 .013 .082 .087 .051 -.172 -.088 .018 BM @ GJ (K- f t) .056 .805 .52S .138 -.278 1.416 -.513 -.018 .770 .682 .219 -.294 1.416 -.550 -.055 . �51 .754 .255 - .303 .009 1.416 .097 -.593 .100 -.098 .055 .730 -.164 .827 -.075 .288 .035 -.319 -.024 -1.416 .128 .593 .120 .098 .047 -.730 -.180 -.827 -.070 -.288 .062 .319 -.014 -1.414 .137 .709 .132 .215 .058 -.670 -.145 -.983 -.040 -.347 .083 .377 .031 -1.402 .112 .838 .123 ..349 Str No. 34 26 Feb 97 10:42 am Stephen P. Maslan & Co. DL=STEEL WEIGHT,LL=25 PSF,WL=110 MPH EXP C 4 P30-16 2 2 GA. Loakombination Results Mem Load Axia-F @ LJ Shear @ LJ BM @ LJ Axial @ GJ Shear @ GJ BM @ GJ No. Comb (kips) (kips) (K -ft) (kips) (kips) (K -ft) 4 .115 -.101 501 -.101 .079 -.596 5 .136 .046 1.184 -.118 -.096 -1.109 6 -.015 -.005 .383 .029 -.017 -.377 7 -.176 -.064 -.532 .184 .075 .459 26 1 .330 -.129 1.230 -.311 .079 -1.342 2 -.217 -.055 -1.017 .218 .085 .942 3 -.102 -.101 -.587 .110 .112 .473 4 .130 -.122 382 -.116 .100 -.501 5 .155 -.004 1.207 -.136 -.047 -1.184 6 -.001 -.027 .365 .015 .005 -.383 7 -..168 -.053 -.596 .176 .065 .532 27 1 .347 -.183 1.063 -.329 .132 -1.230 2 -.217 -.024 -1.058 .218 .053 1.017 3 -.096 -.088 -.687 .103 .100 .587 4 .143 -.145 .240 -.129 .123 -.382 5 .173 -.055 1.175 -.155 .005 -1.207 6 .012 -.049 .325 .001 .027 -.365 7 -.161 -.040 -.645 .168 .052 .596 28 1 .366 -.233 .841 -.347 .183 -1.063 2 3 -.216 -.088 .005 -.077 -1.068 -.775 .217 .096 .024 .088 1.058 .687 4 .1S7 -.167 .075 -.143 .145 -.240 5 .192 -.106 1.090 -.173 OS5 -1.175 6 .026 -.071 .261 -.012 .049 -.325 7 -.154 -.029 -.682 .161 .040 .645 29 1 .368 -.229 -.841 -.387 .277 .581 2 -.216 .003 1.068 .215 -.031 -1.051 3 -.088 -.078 .775 .080 .066 -.849 4 .159 -.165 -.075 -.172 .186 -.106 5 .193 -.104 -1.090 -.211- .152 .958 6 .027 -.071 -.261 -.041 .092 .177 7 -.153 -.031 .682 .146 .019 -.707 30 1 .399 -.339 .237 -.380 .286 -.581 2 -.213 .066 -.995 .214 -.036 1.051 3 -.074 -.052 -.913 .082 .064 .849 4 .182 -.212 -.327 -.168 .190 .106 5 .226 -.209 .757 -.208 .157 -.958 6 .052 -.115 .063 -.039 .092 -.177 7 -.139 -.004 -.718 .146 .016 .707 31 1 .424 -.391 -.143 -.406 .331 -.237 2 -.214 .091 -.914 .215 -.062 .995 3 -.066 -.042 -.964 .073 .054 .913 4 .200 -.231 -.561 -.186 .209 .327 IRAME �h'MIME1 Linear Elastic analysis results Str'No. 34 26 Feb 97. 10:42 am Page 5 Stephen P. Maslan & Co. ' DL=STEEL WEIGHT,LL=25 PSF,WL=110 MPH EXP C * P30-16 2 2 GA. Load Combination Results Mem Load Axial @ LJ SHear @ LJ BM @ LJ Axial @ GJ Shear @ GJ BM @ GJ No. Comb (kips) (kips) (K -ft) (kips) (kips) (K -ft) 5 .249 -.255 .511 -.230 .205 -.757 6 .069 -.136 -.071 -.055 .114 -.063 7 -.131 .005 -.719 .139 .007 .718 32 1 .439 -.435 -.580 -.421 385 .143 2 -.212 .122 -.799 .213 -.093 .914 3 -.059 -.030 -1.003 .066 .042 .964 4 .212 -.254 -.820 -.198 .232 561 5 .265 -.308 .210 -.247 .257 -.511 6 .081 -.159 -.228 -.068 .137 .071 7 -.124 .018 -.706 .131 -.006 .719 33 1 _471 -.473 .-1.062 -.451. .423 .580 2 -.214 .146 -.658 .215 -.116 .799 3 -.050 -.019 -1.030 .058 .032 1.003 4 .234 -.270 1.099 -.219 .248 .820 5 .293 -.350 -.140 -.274 .300 -.210 6 .101 -. 178" -.408 -.086 .156 .228 7 -.116 .027 -.684 .124 -.014 .706 34 1 .574 -.431 -1.540 -.546 .384 1.062 2 -.234 .139 -.514 .236 -.107 .658 3 4 -.034 .298 -.,Oil - 242 -1.053 -1.373 .046 -.277 .028 .225 1.030 1.099 5 .378 -.340 -.512 -.350 .294 .140 6 .151 -.175 -.603 -.130 .158 .408 7 -.108 .022 -.668 .119 -.006 .684 35 1 ..668 -.276 -1.935 - .664 .272 1.540 2 -.259 .116 -.376 .262 - .075 .514 3 -.028 .021 -1.052 .030 .020 1.053 4 .352 -.140 -1.590 -.350 .159 1.373 5 .491 -.272 -.878 -.452 .234 .512 6 - .220 -.138 -.797 -.190.- .131 .603 7 -.094 .022 -.655 .110 .005 .668 36 1 .711 -.127 1.935 -.715 .129 -2.083 2 -.278 .058 .376 .275 -.081 -.295 3 -.031 .015 1.052 .029 -.038 -1.022 4 .374 -.062 1.590 -.377 .051 -1.655 5 .538 -.161 .878 -.542 .163 -1.066 6 .244 -.088 .797 -.247 .077 -.892 7 -.096 .002 .655 .094 -.025 -.640 37 1 .729 .015 -2.068 -.726 -.016: .2.083 2 -.284 .044 -.263 .286 -.025' .295 3 -.033 .051 -.983 .03G -.031 1.022 .4 .382 .034 -1.627 -.379 -.025 1.655 5 .566 -.053 -1.116 -.563 .052 1.066 7RAME'Linear Elastic analysis results Str*No. 34 26 Feb 97 10:42 am Page 6 Stephen P. Maslan & Co. DL=STEEL WEIGHT,LL=25 PSF,WL=110 MPH EXP C Notes: 1. Positive axial forces act in the positive local (member) x direction. 2. Positive shear forces act in the positive local (member) y direction. 3. Positive bending moments act counter -clockwise. aWE Linear Elastic analysis results Page 7 Str No. 34 26 Feb 97 10:42 am P30-16 2 2 GA. Load Combination Results Mem Load Axial @ LJ SHear @ LJ BM @ LJ Axial @ GJ Shear @ GJ BM @ GJ No. Comb (kips) (kips) (K -ft) (kips) (kips) (K -ft) 6 ..260 -.017 -.913 -.257 .026 .892 7 -.094 .025 -.626 .097 -.006 .640 38 1 .702 .207 -1.889 -.699 -.207 2.068 2 -.283 -.014 -.283 .285 .032 .263 3 -.043 .058 -.940 .046 -.040 .983 4 .361 .143 -1.507 -..359 -.134 1.627 5 .563 .098 -1.031 -.560 -.099 1.116 6 .257 .061 -.863 -.255 -.052 .913 7 -.09S .018 -.618 .098 .001 .626 39 1 .687 .264 -1.582 -.683 -.264 1.889 2 -.278 -.012 -.312 .281 .037 .283 3 -.045 .080 -.862 .048 -.055 .940 4 .352 .184 -1.299 -.348 -.172 1.507 5 .558 .144 -.863 -.553 -.144 1.031 6 .255 .095 -.760 -.251 -.082 .863 7 -.093 .035 -.592 .097 -.010 .618 40 1. .694 .264 -1.054 -.687 -.264 1.582 2 -.273 .031 -.293 .278 .012 .312 3 -.040 .122 -.660 .045 -.080 .862 4 .357 .206. -.909 -.352 -.184 1.299 5 .56S .144 -.575 -.558 -.144 .863 6 .260 .116 -.550 -.255 -.095 .760 7 -.088 .077 -.480 .093 -.035 .592 41 1 .701 .264 -.527 -.694 -.264 1.054 2 -.267 .073 -.189 .273 -.031 .293 3 -.034 .165 -.373 .040 -.122 .660 4 .362 .227 -.476 -.357 -.206 .909 5 .572 .144 -.288 -.565 -.144 .575 6 .265 .137 -.296 -.260 -.116 S50 7 -'.083 .120 -.283 .088 -.077 .480 42 1 .708 .264� 0.000 -.701 -.264 S27 2 -.262 .116 0.000 .267 -.073 .189 3 -.029 .208 0.000 .034 -.165 .373 4 .367 .249 0.000 -.362 -.227 .476 5 .579 .144 0.000 -.572 -.144 .288 6 .270 .159 0.000 -.265 -.137 .296 7 -.078 .163 0.000 .083 -.120 .283 Notes: 1. Positive axial forces act in the positive local (member) x direction. 2. Positive shear forces act in the positive local (member) y direction. 3. Positive bending moments act counter -clockwise. aWE Linear Elastic analysis results Page 7 Str No. 34 26 Feb 97 10:42 am Stephen P. Maslan & Co. DL=STEEL WEIGHT,LL=25 PSF,WL=110 MPH EXP C Page 1 P30-1 6 2 2 GA. *** MEMBER STRESSES Load Combination Results Mem, Load Joint Kacial Shear Bending Top Normal Bot Normal No. Comb No. (psi) (psi) (psi) (psi) (psi) 1 1 1 -701.1 -261.0 0.0 -701.1 -701.1 2 -694.1 261.0 4,295.6 3,601.4 -4,989.7 2 1 393.6 430.3 0.0 393.6 393.6 2 398.9 -362.5 -6,523.1 -6,124.2 6,921.9 3 1 163.1 339.4 0.0 163.1 163.1, 2 168.3 -271.7 -5,028.1 -4,859.8 5,196.4 4 1 -296.6 26.4 0.0 -296.6 -296.6 2 -291.4 7.5 -155.8 -447.2 -135.6 5 1 -263.9 -142.4 0.0 -263.9 -263.9 2 -256.9 142.4 2,343.8 2,086.9 -2,600.7 6 1 31.3 115.4 0.0 31.3 31.3 2 36.5 -81.5 -1,619.6 -1,583.1 1,656.1 7 1 327.0 383.9 0.0 327.0 327.0 2 332.3 '-316.2 -5,760.1 -5,427.8 6,092.3 2 �1 2 -694.1 -261.-0 4,295.6 3,601.4 -4,989.7 3 -687.2 261.0 8,591.1 7,903.9 -9,278.3 2 2 398.9 362.5 -6,523.1 -6,124'2 .6,921.9 3 404.1 -294.8 -11,931.5 -11,527.5 12,335.6 3 2 168.3 271.7 -5,028.1 -4,859.8 .5,196.4 4 3 2 173.5 -291.4 -204.0 -7.5 -8,941.7 -155.8 -8,768.2 -447.2 9,115.2 -135.6 3 -286.2 41.3 245.8 -40.5 -532.0 5 2 -256.9 -142.4 2,343.8 2,086.9 -2,600.7 3 -250.0 142.4 4,687.6 4,437.6 -4,937.5 6 2 36.5 81.5 -1,619.6 -1,583.1 1,656.1 3 41.7 -47.6 -2,681.9 -2,640.2 2,723.6 7 2 332.3 316.2 -5,760.1 -5,427.8 6,092.3 3 337.5 -248.4 -10,405.5 -10,068.0 10,743.0 3 1 3 -687.2 -261.0 8,591..l 7,903.9 -9,278.3 - 4 -680.2 261.0 12,886.7 --12,206.5 -13,566.9 2 3 404.1 294.8 -11,931.5 -11,527.5 12,335.6 4 409.3 -227.1 -16,225.4 -15,816.1 16,634.6 3 3 173.5 204.0 -8,941.7 -8,768.2 9,115.2 4 178.7 -136.2 -11,740.6 -11,561.9 11,919.3 4 3 -286.2 -41.3 245.8 -40.5 -532.0 4 -281.0 75.2 1,204.6 923.6 -1,485.6 5 3 -250.0 -142.4 4,687.6 4,437.6 -4,937.5 4 -243.0 142.4 7,031.4 6,788.3 -7,274.4 6 3 41.7 47.6 -2,681.9 -2,640.2 2,723.6 4 46.9 -13.8 -3,186.9 -3,140.0 3,233.8 7 3 337.5 248.4 -10,405.5 -10,068.0 .10,743.0 4 342.7 -180.7 -13,936.3 -13,593.7 14,279.0 4 1 4 -680.2 -261.0 12,886.7 12,206.5 -13,566.9 5 -676.2 261.0 15,392.5 14,716.3 -16,068..7 IRAME Linear Elastic analysis results Str No. 34 26 Feb 97 10:43 am Page 1 Stephen P. Maslan & Co. DL=STEEL WEIGHT,LL=25 PSF,WL=110 MPH EXP C P30-16 22 GA. Shear (psi) 227.1 -187.6 136.2 -96.7 -75.2 95.0 -142.4 142.4 13.8 6.0 180.7 -141.2 -205.2 205.4 153.4 -123.9 81.6 -52.2 -72.0 86.8 -122.5 122.8 -10.0 24.9 112.6 -83.1 6 1 37 I -16.1 LfCombination oa 38 Results Mem Load JFJE-t Axi al No. Comb No. (psi) -6.2 2 4 409.3 -33.3 -1,485.6 5 412.3 -2,299.3 3 4 178.7 -25.9 8,159.6 5 181.8 9.0 4 4 -281.0 -54.2 -13,936.3 5 -278.0 53.1 5 4 -243.0 -54.5 -16,087.7 5 -239.0 37.6 6 4 46.9 -47.6 -18,772.5 5 49.9 14.6 7 4 342.7 125.4 2,021.3 5 345.7 5 1 C� -695.2 -156.4 78,648.4 3 8 -692.2 115.6 2 5 426.2 -113.4 -3,048.5 36 428.4 72.6 3 5 189.0 results Ir-Aw El 38 191.3 -16,851.5 4 5 -284.8 19,569.0 -18,672.4 38 -282.5 -18,755.0 5 5 -249.8 13,333.9 6 38 5 -246.8 49.3 -3,015.1 2,428.9 38 51.5 2,290.4 7' 5 356.1 -9,270.3 -9,540.7 38 358.3 Shear (psi) 227.1 -187.6 136.2 -96.7 -75.2 95.0 -142.4 142.4 13.8 6.0 180.7 -141.2 -205.2 205.4 153.4 -123.9 81.6 -52.2 -72.0 86.8 -122.5 122.8 -10.0 24.9 112.6 -83.1 6 1 37 -718.8 -16.1 (psi) 38 -721.9 15.0 2 37 448.3 -26.8 -11,740.6 38 446.0 -6.2 3 37 200.6 -33.3 -1,485.6 38 198.2- -2,299.3 4 37 -293.1 -25.9 8,159.6 38 -295.4 9.0 5 37 -267.4 -54.2 -13,936.3 38 -270.5 53.1 6 37 45.4 -54.5 -16,087.7 38 43.1 37.6 7 37 369.8 -47.6 -18,772.5 38 367.5 14.6 7 1 6 -704.1 125.4 2,021.3 37 -707.6 -127.5 2 6 436.5 -156.4 78,648.4 37 434.0 115.6 3 6 192.5 -113.4 -3,048.5 37 189.9 72.6 :ZAME Linear Elastic analysis results Ir-Aw El -17,691.4 16,253.8 -16,851.5 Page 2 Bending Top Normal Bot Normal (psi) (psi) (psi) -16,225.4 -15,816.1 16,634.6 -18,215.4 -17,803.1 18,627.7 -11,740.6 -11,561.9 11,919.3 -12,858.6 -12,676.8 13,040.4 1,204.6 923.6 -1,485.6 2,021.3 1,743.3 -2,299.3 7,031.4 6,788.3 -7,274.4 8,398.6 8,159.6 -8,637.6 -3,186.9 -3,140.0 3,233.8 -3,224.1 -3,174.2 3,274.1 -13,936.3 -13,593.7 14,279.0 -15,481.3 -15,135.6 15,827.0 15,392.5 14,697.3 -16,087.7 16,851.5 16,159.3 -17,543.7 -18,215.4 -17,789.2 18,641.6 -19,201.0 -18,772.5 19,629.4 -12,858.6 -12,669.6 13,047.6 -13,333.9 -13,142.7 13,525.2 2,021.3 1,736.5 -2,306.1 2,585.9 2,303.3 -2,868.4 8,398.6 8,148.8 78,648.4 9,270.3 9,023.5 -9,517.0 -3,224.1 -3,174.8 3,273.4 -3,100.1 -3,048.5 3,151.6 -15,481.3 -15,125.3 15,837.4 -16,176.9 -15,818.6 16,535.2 -16,972.6 -17,691.4 16,253.8 -16,851.5 -17,573.4 16,129.7 19,120.7 19,569.0 -18,672.4 19,201.0 19,647.0 -18,755.0 13,203.1 13,403.6 -13,002.5 13,333.9 13,532.2, -13,135.7 -2,722.0 -3,015.1 2,428.9 -2,585.9 -2,881.3 2,290.4 -9,688.9 -9,956.2 9,421.5 -9,270.3 -9,540.7 8,999.8 2,740.8 2,786.3 -2,695.4 3,100.1 3,143.2 -3,057.0 15,934.5 16,304.3 -15,564.6 16,176.9 16,544.4 -15,809.4 -15,767.8 -16,472.0 . 15,063.7 -16,972.6 -17,680.2 .16,265.0 17,824.8 18,261.3 �17,388.2 19,120.7 19,554.6 -18,686.7 12,317.1 12,509.6 -12,124.6 13,203.1 13,393.0 -13,013..2 Str No. 34 26 Feb 97 10:43 am Stephen P. Maslan & Co. DL=STEEL WEIGHT,LL=25 PSF,WL=110 MPH EXP C . 9 P30-16 2 2 GA. Load Combination Results Mem Load Ja�int- Axial Shear Bending Top Normal Bot Normal No. Comb No. (psi) (psi) (psi) (psi) (psi) 4 6 -289.8 11.8 -2,508.2 -2,798.1 2,218.4 37 -292.4 -33.0 -2,722.0 -3,014.4 2,429.6 5 6 -269.4 -2.0 -9,697.6 -9,966.9 9,428.2 37 -272.8 -.1 -9,688.9 -9,961.7 9,416.0 6 6 36.2 -83.7 2,044.5 2,080.7 -2,008.2 37 33.7 62.5 2,740.8 2,774.5 -2,707.2 7 6 355.5 -161.1 14,593.5 14,949.0 -14,237.9 37 353.0 120.3 15,934.5 16,287.4 -15,581.5 8 1 6 -661.1 272.8 15,767.8 15,106.7 -16,428.9 7 -657.5- -269.4 12,547.1 11,889.6 -13,204.6 2 6 393.1 -246.0 -17,824.8 -17,431.7 18,217.8 7 395.8 205.8 -15,141.1 -14,745.3 15,536.9 3 6 163.8 -151.9 -12,317.1 -12,153.3 12,480.9 7 166.6 111.7 -10,751.7 -10,585.2 10,918.3 4 6 -280.6 73.5 2,508.2 2,227.6 -2,788.8 7 -277.9 -92.2 1,523.9 1,246.0 -1,801.9 5 6 -263.6 55.6 9,697.6 9,434.0 -9,961.1 7 -260.0 -52.1 9,057.5 8,797.5 -9,317.5 6 6 17.5 -89.5 -2,044.5 -2,026.9 2,062.0 7 20.2 70.7 -1,093.2 -1,073.0 1,113.5 7 6 312.9 -233.3 -14,593.5 -14,280.5 14,906.4 7 315*6 193*1 -12,060,3 -11,744.7 12,376.0 9 1 7 -568.4 426.3 12,547.1 11,978.6 -13,115.5 8 -540.4 -380.7 8,650.3 8,109.9 -9,190.7 2 7 331.2 -298.9 -15,141.1 -14,809.9 15,472.2 8 332.8 266.7 -12,410.1 -12,077.3 12,742.8 3 7 133.0 -150.0 -10,751.7 -10,618.7 10,884.8 8 144.4 133.7 -9,381.9 -9,237.5 9,526.2 4 7 -245.7 159.3 1,523.9 1,278.3 -1,769.6 8 -224.7 -142.4 67.0 -157.6 -291.7 5 7 -238.5 116.0 9,057.5 8,819.0 -9,295.9 8 �-236.3 -.112.5 7,954.4 7,718.1 -8,190.7 6 7 1.8 -73.5 -1,093.2 -1,091.5 1,095.0 8 3.4 58.7 -454.9 -451.5 458.3 7 7 256.8 -266.4 -12,060.3 -11,803.5 12,317.1 8 258.4 234.2 -9,642.8 -9,384.4 9,901.2 10 1 8 -466.2 468.6 8,650.3 8,184.1 -9,116.5 9 -446.6 -419.1 4,723.1 4,276.5 -5,169.7 2 8 281.5 -320.3 -12,410.1 -12,128.6 12,691.6 9 282.5 291.1 -9,705.0 -9,422.4 9,987.5 3 8 119.0 -156.7 -9,381.9 -9,262.8 9,500.9 9 126.9 144.7 -8,048.7 -7,921.8 8,175.5 4 8 -196.6 179.2 67.0 -129.5 -263.6 9 -181.9 -158.0 -1,425.0 -1,606.9 1,243.1 5 8 -213.2 151.7 7,954.4 7,741.2 -8,167.7 9 -211.9 -148.3 6,627A 6,415.2 -6,838.9 .7-�E Linear Elastic analysis results '11-0 El Page 3 Str No. 34 26 Feb 97 10:43 am Stephen P. Maslan & Co. DL=STEEL WEIGHT,LL=25 PSF,WL=110 MPH EXP C P30-16 22 GA. LOPCombination Results Mem Load J33. n -t Axial Shear Bending Top Normal Bot Normal No. Comb No. (Psi) (psi) (psi) (psi) (psi) 6 8 -6.8 -58.4 -454.9 -461.7 448.0 9 -5.8 45.1 3.0 -2.8 -8.8 7 8 213.9 -275.5 -9,642.8 -9,428.9 9,856.7 9 214.9 246.2 -7,334.7 -7,119.8 7,549.6 11 1 9 -435.0 431.1 4,723.1 4,288.1 -5,158.2 10 -416.8 -381.1 1,166.9 750.1 -1,583.7 2 9 274.5 -298.7 -9,705.0 -9,430.5 9,979.5 10 275.4 269.7 -7,216.1 -6,940.7 7,491.6 3 9 122.9 -148.1 -8,048.7 -7,925.8 8,171.5 10 130.2 136.6 -6,802.3 -6,672.1 6,932.5 4 9 -177.5 162.9 -1,425.0 -1,602.5 1,247.5 10 -163.8 -141.2 -2,756.6 -2,920.4 2,592.8 5 9 -207.8 154.0 6,627.1 6,419.3 -6,834.8 10 -206.5 -150.5 5,293.7 5,087.2 -5,500.2 6 9 -7.0 -44.9 3.0 -4.1 -10.0 10 -6.1 31.7 338.5 332.4 -344.6 7 9 208.1 -252.0 -7,334.7 -7,126.6 7,542.8 10 209.1 223.0 -5,254.7 -5,045.6 5,463.8 12 1 10 -420.3 377.3 1,166.9 746.6 -1,587.2 11 -401.6 -327.4 -1,929.2 -2,330.8 1,527.6 2 10 277.9 -267.2 -7,216.1 -6,938.2 7,494.0 11 278.9 238.2 -4,995.9 -4,717.0 5,274.7. 3 10 131.4 -135.4 -6,802.3 -G,670.8 6,933.7 11 138.9 123.7 -5,663.9 -5,524.9 5,802.8 4 10 -165.1 139.7 -2,756.6 -2,921.7 2,591.5 11 -1S1.1 -118.1 -3,889.4 -4,040.5 3,738.3 5 10 -207.9 148.6 5,293.7 5,085.9 -5,501.6 11 -206.6 -145.2 4,003.0 3,796.5 -4,209.6 6 10 -5.8 -31.8 338.5 332.7 -344.3 11 -4.8 18.6 559.7 554.9 -564.6 7 10 211.1 -221.1 -5,254.7 -5,043.6 5,465.8 1 -1 212.1 192.1 -3,439.3 -3,227.2 3,651.4 13 1 11 -398.1 331.6 -1,929.2 -2,327.3 1,531.0 42 -379.3 -279.8 -4,703.6 -5,082.9 4,3�4.3 2 11 276.4 -241.1 -4,995.9 -4,719.5 5,272.2 42 277.4 211.1 -2,944.1 -2,666.7 3,221.4 3 11 137.6 -125.2 -5,663.9 -5,526.2 5,801.5 42 145.2 113.3 -4,581.8 -4,436.6 4,727.0 4 11 -149.8 119.7 -3,889.4 -4,039.2 3,739.6 42 -135.7 -97.2 -4,873.6 -5,009.3 4,737.9 5 11 -205.0 147.3 4,003.0 3,798.0 -4,208.0 42 -203.7 -143.7 2,682.4 2,478.7 -2,886.1 6 11 -5.0 -18.5 559.7 554.7 -564.8 42 -4.0 4.9 665.9 661.8 -669.9 7 11 210.1 -194.3 -3,439.3 -3,229.3 3,649.4 42 211.0 164.3 -1,812.1 -1,601.0 2,023.1 .�...,-'RAME Linear Elastic analysis results Str-No. 34 El 26 Feb 97 10:43 am Page 4 Stephen P. Maslan & Co. DL=STEEL WEIGHT,LL=25 PSF,WL=110 MPH EXP C P30-16 22 GA. 'Combination Top Normal Bot Normal (psi) (psi) L!Fd Results 6,852.5 Mem, Load J6En-t Axial Shear No. Comb No. (psi) (psi) 14 1 12 -362.4 230.6 4,727.3 -4,436.3 42 -380.1 -278.7 4,873.6 2 12 278.8 -182.4 1,285.7 -2,682.4 42 277.9 210.3 -656.6 3 12 152.6 -101.8 548.2 760.6 42 145.5 112.9 -1,600.6 4 12 -122.8 75.9 -9,001.3 8,313.6 42 -136.0 -96.8 187.2 5 12 -202.9 139.8 3,828.5 -2,833.2 42 -204.1 -143.1 -5,724.9 6 12 -3.1 7.8 1,488.5 1,285.9 42 -4.0 4.9 -478.3 7 12 212.4 -135.8 525.3 -529.6 42 211.5 163.7 15 1 12 -362.1 231.1 8,313.6 -10,024.6 13 -343.9 -181.1 466.8 2 in 278.6 -182.8 -2,833.2 -2,673.4 1-4 279.5 153.9 2,258.0 3 -6,282.3 152.4 -102.0 -6,649.5 6,458.9 276.9 159.7 90.5 -904.3 4 in 4 - -122.7 76.1 -529.6 5 13 12 -109.0 -202.7 -54.4 140.1 730.4 -304.1 13 -201.4 -136.6 -10,024.6 6 12 -3.1 7.8 10,623.4 1,408.1 13 -2.1 -21.0 2,638.3 .7 1 212.2 -136.1 26 Feb 11 213.2 107.2 16 1 13 -343.9 181.1 14 -325.7 -131.1 2 13 279.5 -153.9 14 -280.5 124.9 3 13 159.7 -90.5 14 167.0 79.0 4 13 -109.0 54.4 1 /= -95.3 -32.6 5 13 -201.4 136.6 14 -200.2 -133.1 6 13 -2.1 21.0 14 -1.2 -34.1 7 13 213.2 -107.2 14 214.1 78.1 17 1 14 -326.8 128.1 15 -308.2 -78.3 2 14 281.6 -122.4 15 282.6 93.3 :FAME Linear Elastic analysis results "kr* El Page 5 Bending Top Normal Bot Normal (psi) (psi) (psi) 6,852.5 6,490.1 -7,214.9 4,703.6 4,323.5 -5,083.7 1,287.0 1,565.9 -1,008.2 2,944.1 3,222.0 -2,666.1 3,676.1 3,828.7 -3,523.5 4,581.8 4,727.3 -4,436.3 5,602.3 5,479.5 -5,725.0 4,873.6 4,737.6 -5,009.6 -1,488.5 -1,691.4. 1,285.7 -2,682.4 -2,886.5 2,478.3 -653.5 -656.6 650.4 -665.9 -669.9 661.8 548.2 760.6 -335.8 1,812.1 2,023.5 -1,600.6 -6,852.5 -7,214.6 6,490.4 -8,657.5 -9,001.3 8,313.6 -1,287.0 -1,008.4 1,565.6 187.2 466.8 92.3 -3,676.1 -3,523.7 3,828.5 -2,833.2 -2,673.4 2,992.9 -5,602.3 -5,724.9 .5,479.6 -6,173.3 -6,282.3 6,064.4 1,488.5 1,285.9 -1,691.2 276.9 75.5 -478.3 653.5 650.4 -656.6 527.4 525.3 -529.6 -548.2 -336.0 760:4 517.2 730.4 -304.1 -8,657.5 -9,001.3 8,313.6 -10,024.6 -10,350.3 9,699.0 187.2 466.8 92.3 1,408.1 1,688.6 -1,127.6 -2,833.2 -2,673.4 2,992.9 -2,090.9 -1,923.9 2,258.0 -6,173.3 -6,282.3 6,064.4 -6,554.2 -6,649.5 6,458.9 276.9 75.5 -478.3 -904.3 -1,104.4 704.1 527.4 525.3 -529.6 286.1 284.9 -287.2 517.2 730.4 -304.1 1,329.2 1,543.3 -1;115.1 -10,024.6 -10,351-.5 9,697.8 -10,931.6 -11,239.8 10,623.4 1,408.1 1,689.7 -1,126.5 2,355.7 2,638.3 -2,073.1 Str*No. 34 26 Feb 97 10:43 am Stephen P. Maslan & Co. DL=STEEL WEIGHT,LL=25 PSF,WL=110 MPH EXP C P30-16 22 GA. I Loa?Combination Results Mem, Load Joint Axial Shear No. Comb No. (psi) (psi) -1,286.1 3 14 16 7.8 -77.5 -6,738.6 -6,820.2 15 175.3 65.8 702.9 4 14 -95.6 31.8 284.6 -287.6 15 -81.6 -10.2 1,329.2 5 14 -201.4 131.3 -1,656.2 -10,931.6 15 -200.1 -127.8 -11,712.5 6 14 -1.5 34.1 3,069.1 3,351.8 15 -.5 -47.4 1,636.0 7 14 214.8 -76.3 -6,820.1 6,657.0 15 215.8 47.2, 18 1 15 -307.4 81.1 2,96S.6 -72.0 16 -289.2 -31.2 -543.5 2 1 C� 281.7 -95.9 2,176.4 2,392.7 16 282.7 67.0 11,134.7 3 is 174.6 -67.4 3,350.5 -2,787.7 1G. 181.9 55.9 -921.1 4 15 -81.5 11.0 641.8 -G,739.4 16 -67.8 10.8 -.--6,615'.7 5 15 -198.9 129.7 -4,277.6 -4,471.7 16 -197.6 -126.2 546.3 6 15 -.1 47.4 2,392.3 7 16 15 .9 215.3 -60.5 -49.2 -11,521.7 -11,791.9 16 216.3 20.3 19 1 16 -288.6 36.5 4,454.5 .-3,909.4 17 -271.3 13.8 148.3 2 16 281.4 -72.2 6,501.4 -6,270.7 17 282.3 43.4 3 16 180.9 -59.3 17 187.8 48.1 4 16 -68.0 -9.5 17 -55.1 31.G, 5 16 -195.2 129.8 17 -194.1 -126.3 6 16 2.0 60.5 17 2.9 -73.6 7 16 215.9 -24.3 17 216.8 -4.5 1 20 1 17 -270.1 28.4 18 -260.9 23.8 2 17 272.1 -86.7 18 272.6 59.2 3 17 178.1 -76.7 18 181.8 67.5 4 17 -59.3 -22.6 18 -52.4 46.8 f --RAME Linear Elastic analysis results Page 6 Bending Top Normal Bot Normal (psi) (psi) (psi) -2,090.9 -1,923.2 2,258.7 -1,461.3 -1,286.1 1,636.6 -6,554.2 -6,649.8 6,458.6 -6,738.6 -6,820.2 6,656.9 -904.3 -1,105.6 702.9 -2,042.8 -2,242.9 1,842.8 286.1 284.6 -287.6 -72.0 -72.5 71.5 1,329.2 1,544.0 -1,114.4 1,872.0 2,087.8 -1,656.2 -10,931.6 -11,239.0 10,624.2 -11,423.3 -11,712.5 11,134.1 2,355.7 2,637.5 -2,074.0 3,069.1 3,351.8 -2,786.4 -1,461.3 -1,286.7 1,636.0 -921.1 -739.2 1,10.3.1 -6,738.6 -6,820.1 6,657.0 -6,739.4 -6,807.2 6,671.5 -2,042.8 -2,241.7 1,844.0 -3,163.3 -3,360.9 2,96S.6 -72.0 -72.1 71.9 -544.4 -543.5 545.2 1,872.0 2,087.3 -1,656.6 2,176.4 2,392.7 -1,960.1 -11,423.3 -11,711.9 11,134.7 -11,521.7 -11,793.0 11,250.5 3,069.1 3,350.5 -2,787.7 3,572.1 3,854.4 -3,289.8 -921.1 -740.2 1,102.0 -454.0 -26G.1 641.8 -G,739.4 -6,807.4 6,671.4 -G,560.6 -.--6,615'.7 6,505.6 -3,163.3 -3,358.5 2,968.0 -4,277.6 -4,471.7 4,083.6 -544.4 -542.4 546.3 -1,127.5 -1,124.7 1,130.4 2,176.4 2,392.3 -1,960.5 2,262.6 2,479.4 -2,045.8 -11,521.7 -11,791.9 11,251.6 -11,541.2 -11,802.1 11,280.3 3,572.1 3,844.2 -3,299.9 4,182.0 4,454.5 .-3,909.4 -454.0 -275.9 632.0 148.3 330.0 33.5 -6,560.6 -6,619.9 6,501.4 -6,270.7 -6,323.0 6,218..3 Str No. 34 26 Feb 97 10:43 am Stephen P. Maslan & Co. DL=STEEL WEIGHT,LL=25 PSF,WL=110 MPH EXP C . P30-16 22 GA. LoRa Combinat ion Results Mem Load Joint Axial Shear Bending Top Normal Bot Normal No. Comb No. (psi) (psi) (psi) (psi) (psi) 5 17 -172.1 154.9 -4,277.6 -4,449.7 4,105.S 18 -171.5 -151.5 -S,557.7 -S,729.2 5,386.2 6 17 14.3 72.2 -1,127.5 -1,113.3 1,141.8 18 14.7 -84.7 -1,783.0 -1,768.3 1,797.7 7 17 214.8 -29.2 2,262.6 2,477.4 -2,047.7 18 215.3 1.8 2,392.1 2,607.4 -2,176.8 21 1 18. -261.8 9.0 -11,541.2 -11,803.1 11,279.4' 36 -260.7* 13.0 -11,534.4 -11,795.1 11,273.7 2 18 263.0 -92.9 4,182.0 4,445.0 �3,918.9 36 263.1 81.6 4,481.4 4,744.5 -4,218.3 3 18 171.9 -89.7 148.3 320.2 23.6 36 172.3 86.1 4SO.0 622.4 -277.7 4 18 -57.8 -39.9 -6,270.7 -6,328.5 6,212.9 36 -57.0 50.2 -6,116.1 -6,173.1 6,059.1 5 18 -151.2 171.7 -5,557.7 -5,708.9 5,406.5 36 -151.1 -170.3 -6,144.7 -6,295.8 5,993.6 6 18 25.2 82.2 -1,783.0 -1,757.8 1,808.2 36 25.2 -87.3 -2,073.8 -2,048.6 2,099.1 7 18 213.4 -28.7 2,392.1 2,GO5.S -2,178.7 36 213.5 17.4 2,471.1 2,684.6 -2,257.7 1 36 -260.7 13.0 -11,534.4 -11,795.1 il,273.7 39 -261.8 9.0 -11,541.2 -11,803.1 11,279.4- 2 36 2S3.6 -107.4 4,48.1.4 4,735.1 -4,227.8 39 253.6 96.1 4,830.6 5,084.2 -4,577.0 3 36 162.9 -102.9 450.0 612.9 -287.1 39 162.5 99.3 796.9 959.4 -634.5 4 36 -61.7 -44.3 -6,116.1 -6,177.8 6,054.4 39 -62.5 S4.6 -S,946.3 -6,008.8 5,883.8 5 36 -133.4 184.5 -6,144.7 -G,278-.1 6,011.3 39 -134.5 -162.4 -6,740.0 -6,874.5 6,605.5 6 36 33.8 84.3 -2,073.8 -2,040.0 2,107.6 39 33.0 7 7 4... Ck -2,345.4 -2,312..4 2,378.4 7 36 210.7 -38.6 2,471.1 2,681.8 -2,260.S 39 210.2.. 35-0 2,597.4 2,807.6 -2,387.2 23 1 30 -270.1 -28.4 11,521.8 11,2S1.6 -11,791.9 39 -2 60.9 -23.6 11,541.2 11,280.3 -11,802.1 2 30 239.1 -99.6 -5,777.6 -S,S38.5 6,016.7 39 239.6 127.1 -4,830.6 -4,591.0 5,070.2 3 30 145.1 -109.6 -.1,751.6 -1,606.5 1,896.6 39 148.8 118.9 -796.9 -648.2 945.7 4 30 -75.8 -70.5 5,457.9 5,382.1 -5,533.7 39 -68.8 46.4 5,946.3 5,877.5 .-6,015.2 5 30 -122.4 125.8 8,008.9 7,886'.5 :- 8, 13-1. 3 39 -113.1 -178.0 6,740.0 6,626.9 -6,853.1 6 30 35.0 4S.1 2,823.3 2,8S8.3 -2,788.2 39 42.0 -69.3 2,345.4 2,387.4 -2.,303..4 "RAME Linear Elastic analysis results Str-No. 34 El 26 Feb 97 10:43 am Page 7 Stephen P. Maslan & Co. DL=STEEL WEIGHT,LL=25 PSF,WL=110 MPH EXP C P30-16 22 GA. I (psi) (psi) -3,068.9 -2,868.4 Loaf Combination -2,597.4 Results 2,801.6 Mem Load Joint Axial Shear No. Comb No. (ps i) (psi) -5,5S6.8 7 30 200.5 -51.8 -1,751.6 -1,625.3 39 204.2 61.0 24 1 29 -288.6 -36.5 8,917.5 -9,154.9 30 -271.3 -13.8 3,067.9 2 29 219.9 -106.8 -2,781.7 -3,736.4 30 220.8 135.5 -2,878.8 3 29 119.4 -119.7 11,423.3 11,134.1 30 126.3 130.8 7,891.9 4 29 -98.8 -80.0 -3,748.0 3,967.7 30 -85.8 57.9 4,079.0 5 29 -118.7 92.9 -4,958.5 9,650.1 30 -101.4 -143.2 8,919.3 6 29 28.6 17.1 3,067.9 3,096.8 30 41.6 -39.1 4,S12.9 7 29 183.1 -71.1 9,697.8 -10,351.S 30 190.0 82.3 25 1 28 -307.4 -81.1 7,891.1 -4,785.1 29 -289.2 31.1 -3,749.1 2 28 216.9 -81.9 4,079.0 3,964.1 29 217.9 110.8 -9,991.8 3 28 109.8 -110.3 2,977.7 -2,975.2 29 117.1 121.8 -4,855.0 4 28 -113.9 -99.8 4,512.3 8,657.5 29 -100.2 78.1 5 28 -135.2 45.1 29 -116.9 -95.1 6 28 15.3 -5.2 29 29.0 -16.6 7 28 174.4 -63.0 29 181.7 74.5 .26 1 27 -326.8 -128.1 28 -308.2 78.3 .2 27 215.2 -54.8 28 216.2 83.9 3 27 101.3 -99.7 28 108.8 111.4 4 27 -128.8 -120.3 28 -114.8 98.8 5 27 -153.4 -3.5 28 -134.7 -46.3 6 27 1.2 -26.9 28 15.2 5.3 7 27 166.4 -53.0 28 173.8 64.6 27 1 26 -343.9 -181.1 ," - 'RAME Linear Elastic analysis results Page 8 Bending Top Normal Bot Normal (psi) (psi) (psi) -3,068.9 -2,868.4 3,269.4 -2,597.4 -2,393.2 2,801.6 11,423.3 11,134.7 -11,711.9 11,521.8 11,250.5 -11,793.0 -6,831.S -6,611.6 7,051.3 -5,777.6 -5,5S6.8 5,998.3 -2,841.3 -2,721.9 2,960.6- -1,751.6 -1,625.3 1,877.9 4,858.2 4,759.4 -4,9S7.0 5,457.9 5,372.1 -5,S43.7 9,036.2 8,917.5 -9,154.9 8,008.9 7,907.5 -8,110.3 3,067.9 3,096.5 -3,039.2 2,823.3 2,864.9 -2,781.7 -3,736.4 -3,553.3 3,919.S -3,068.9 -2,878.8 3,258.9 10,931.6 10,624.2 -11,239.1 11,423.3 11,134.1 -11,712.5 -7,675.0 -7,458.0 7,891.9 -6,831.S -6,613.6 .7,049.3 -3,857.9 -3,748.0 3,967.7 -2,841.3 -2,724.1 2,958.4- 4,079.0 3,965.1 -4,192.9 4,858.2 4,758.0 -4,958.5 9,650.1 9,514.9 -9,78S.2 9,036.2 8,919.3 -9,153.1 3,117.8 3,133.1 -3,102.5 3,067.9 3,096.8 -3,038.9 -4,338.5 -4,164.0 4,S12.9 -3,736.4 -3,554.7 3,918.2 10,024.7 9,697.8 -10,351.S 10,931.6 10,623.5 -11,239.8 -8,284.2 -8,069.0 8,499.3 -7,675.0 -7,458.8 7,891.1 -4,785.1 -4,683.8 4,886.5 -3,857.9 -3,749.1 3,966.7 3,116.2 2,987.4 -3,245.0 4,079.0 3,964.1 -4,193.8 9,838.4 9,684.9 -9,991.8 9,650.1 9,515.3 -9,784.8 2,976.5 2,977.7 -2,975.2 3,117.8 3,133.0 :-3,102.5 -4,855.0 -4,688.7 5,021.4 -4,338.5 -4,164.6 4,512.3 8,657.5 8,313.6 -9,001A Str No. 34 26 Feb 97 10:43 am Stephen P. Maslan & Co. DL=STEEL WEIGHT,LL=25 PSF,WL=110 MPH EXP C P30-16 22 GA. I (psi) (psi) 10,024.7 9,699.0 LOW Combination Results -8,405.4 Mem Load Joint Axial Shear No. Comb No. (ps i) (psi) 1,956.9 1,815.5 27 -325.7 131.1 -3,243.9 2 26 214.7 -23.9 9,685.0 -9,991.7 27 215.7 52.8 2,976.5 3 26 94.9 -87.3 5,414.6 -4,855.0 27 102.2 98.8 6,490.4 4 26 -141.4 -143.2 -8,702.7 -8,489.0 27. -127.7 121.5 8,834.9 5 26 -171.6 -54.9 -5,504.8 5,694.6 27 -153.4 4.9 1,956.9 6 26 -12.2 -48.6 -9,066.9 9,576.6 27 1.5 26.8 2,100.0 7 26 159.5 -39.9 -5,554.5 -5,402.2 27 166.8 51.4 28 1 25 -362.1 -231.1 -5,113.1 4,347.2 26 -343.9 181.1 8,563.3 2 25 213.8 5.0 -6,227.0 6,916.3 26 214.7 23.9 -764.4 3 25 87.6 -75.8 -8,877.1 -9,068.2 26 94.9 87.3 7,596.6 4 25 -155.1 -165.0 -1,486.2 1,405.6 26 -141.4 143.2 5,762.9 5 25 -189.8 -104.9 .-2,324.0 4,730.2 26 -171.6 54.9 -7,896.5 6 25 -25.9 -70.3 -7,439.7 -7,366.1 26 -12.2 48.6 Str No. 34 7 25 152.2 -28.4 26 159.5 39.9 29 1 25 -364.9 -226.8 43 -383.0 274.7 2 25 213.8 2.5 43 212.9 -30.5 3 25 86.7 -76.8 43 79.4 65.5 4 25 -157.0 -163.1 43 -170.6 183.8 5 25 -191.1 -102.6 43 -209.2 150.5 6 25 -26.7 -70.0 43 -40.3 90.7 7 25 151.9 -30.3 43 144.6 19.0 30 1 24 -394.8 -335.5 43 -376.5 283.5 2 24 211.2 65.3 43 212.1 -35.4 3 24 73.6 -52.0 7RAME Linear Elastic analysis results El Page 9 Bending Top Normal Bot Normal (psi) (psi) (psi) 10,024.7 9,699.0 -10,350.3 -8,620.2 -8,405.4 8,834.9 -8,284.2 -8,068.5 8,499.8 -5,599.7 -5,504.8 5,694.6 -4,785.1 -4,682.9 4,887.4 1,956.9 1,815.5 -2,098.3 3,116.2 2,988.5 -3,243.9 9,576.6 9,405.0 -9,748.2. 9,838.4 9,685.0 -9,991.7 2,646.3 2,634.1 -2,658.5 2,976.5 2,977.9 -2,975.0 -5,255.1 -5,095.5 5,414.6 -4,855.0 -4,688.2 5,021.8 6,852.6 6,490.4 -7,214.7 8,657.5 8,313.6 -9,001.4 -8,702.7 -8,489.0 8,916.5 -8,620.2 -8,405.4 8,834.9 -6,313.7 -6,226.1 6,401.3 -5,599.7 -5,504.8 5,694.6 607.4 45�.3 -762.5 1,956.9 1,815.5 -2,098.3 8,877.1 8,687.3 -9,066.9 9,576.6 9,405.0 -9,748.2- 2,125.8 2,100.0 -2,151.7 2,646.3 2,634.1 -2,658.5 -5,554.5 -5,402.2 5,706.7 -5,255.1 -5,095.5 5,414.6 -6,852.6 -7,217.4 6,487.7 -4,730.2 -5,113.1 4,347.2 8,702.7 8,916.5 -8,488.9 8,563.3 8,776.1 -8,350.4 6,313.7 6,400.4 -6,227.0 6,916.3 6,995.7 -6,836.9 -607.4 -764.4 450.4 860.8 690.2 -1,031.5 -8,877.1 -9,068.2 8,686.0 -7,805.8 -8,015.0 7,596.6 -2,125.8 -2,152.5 2,099.1 -1,445.9 -1,486.2 1,405.6 5,554.5 5,706.3 -5,402.6 5,762.9 5,907.5 -5,618.3 1,929.1 1,534.3 .-2,324.0 4,730.2 4,353.6 -5,106.7 -8,107.7 -7,896.5 8,318.8 -8,563.3 -8,351.2 8,775.4 -7,439.7 -7,366.1 7,513.2 Str No. 34 26 Feb 97 10:43 am Page 10 Stephen P. Maslan & Co. DL=STEEL WEIGHT,LL=25 PSF,WL=110 MPH EXP C P30-16 22 GA. LovaCombination Results Mem Load To--ir-nt Axi al Shear Bending Top Normal Bot Normal No. Comb No. , (psi) (psi) (psi) (psi) (psi) 43 80.9 63.7 -6,916.3 -6,835.4 6,997.2 4 24 -180.1 -210.4 -2,662.4 -2,842.5 2,482.3 43 -166.3 187.7 -860.8 -1,027.2 694.5 5 24 -224.0 -207.4 6,164.5 5,940.6 -6,388.5 43 -205.7 155.3 7,805.8 7,600.1 -8,011.4 6 24 -51.9 -114.3 514.2 462.2 -566.1 43 -38.2 91.6 1,445.9 1,407.7 -1,484.1 7 24 137.6 -3.9 -5,851.4 -5,713.7 5 , 989 .. 0' 43 145.0 15.6 -5,762.9 -5,617.9 5,907.9 31 1 23 -420.3 -377.3 -1,166.9 -1,587.2 746.6 24 -401.6 327.4 1,929.1 1,527.6 -2,330.7 2 23 211.5 90.0 -7,444.3 -7,232.8 7,655.7 24 212.4 -61.0 -8,107.7 -7,895.2 8,320.1 3 23 65.0 -41.8 -7,858.1 -7,793.1 7,923.1 24 72.5 53.5 -7,439.7 -7,367.2 7,512.2 4 23 -198.3 -228.3 -4,573.6 -4,771.9 4,375.3 24 -184.3 206.7 -2,662.4 -2,846.7 2,478.1 5 23 -246.8 -252.6 4,163.8 3,916.9 -4,410.6 24 -228.2 202.8 6,164.5 5,936.4 -6,392.7 6 23 -68.3 -134.8 -575.6 -643.9 507.3 24 -54.2 113. 2 514.2 459.9 -568.4 7 23 130.0 4.9 -5,859.1 -5,729.1 5,989.2 24 137.5 6.7 -5,851.4 -5,713.8 5,988.9. 32 1 22 -435.0 -431.1 -4,723.1 -5,158.2 4,288.1 23 -416.8 381.1 -1,166.9 -1,583.7 750.1 2 22 209.7 120.9 -6,512.3 -6,302.6 6,722.0 2 3 210.6 -92.0 -7,444.3 -7,233.6 7,654.9 3 22 58.1 -29.7 -8,168.6 -8,110.5 8,226.7 23 65.4 41.2 -7,858.1 -7,792.8 7,923.5 4 22 -209.9 -251.8 -6,683.G -6,893.5 6,473.7 23 -196.2 230.1 -4,573.6 -4,769.8 4,377.4 5 22 -262.8 -304.9 1,713.0 1,450.2. -1,975.7 23 -244.5 254.9 4,163.8 3,919.2 -4,408.3 6 22 -80.7 -157.1 -1,856.6 -1,937.3 1,775.9 23 135.4 -575.6 -642.6 508.6 7 22 122.7 17.6 -5,755.1 -5,632.4 5,877.7 23 130.0 -6.1 -5,859.1 -5,729.1 5,989.1 33 1 2 -1 -466.2 -468.6 -8,650.3 -9,116.5 8,184.1 22 -446.6 419.1 -4,723.1 -5,1G9.8 4,276.. 5 2 21 211.9 144.4 -5,364.0 -5,152.2 5,575.9 22 212.9 -115.1 -6,512.3 -6,299.4 6,725.2 3 21 49.4 -19.3 -8,392.2 -8,342.9 8,441.6 22 57.2 31.3 -8,168.6 -8,111.4 8,225.8 4 21 -231.4 -267.2 -8,954.1 -9,185.5 8,722.7 22 -216.7 246.0 -6,683.6 -6,900.3 6,467.0 5 21 -290.6 -347.1 -1,139.2 -1,429.8 848.7 --RAME Linear Elastic analysis results Str No. 34 26 Feb 97 10:43 am Page 10 Stephen P. Maslan & Co. DL=STEEL WEIGHT,LL=25 PSF,WL=110 MPH EXP C P30-16 22 GA. Lo Combination Results Mem, Load Joint Axi al Shear Bending Top Normal Bot Normal No. Comb No. , (psi) (psi) (psi) (psi) (psi) 22 -271.0 297.6 1,713.0 1,442.0 -1,983.9 6 21 -99.6 -176.1 -3,320.8 -3,420.4 3,221.1 22 -84.9 154.9 -1,856.6 -1,941.5 1,771.6 7 21 115.2 26.3 -5,575.6 -5,460.3 5,690.8 22 123.1 -14.3 -5,755.1 -5,631.9 5,878.2 34 1 20 -568.4 -426.3 -12,547.1 -13,115.5 11,978.7 21 -540.4 380.7 -8,650.3 -9,190.7 8,110.0 2 2C 232.1 137.7 -4,189.9 -3,957.8 4,422.0 21 233.7 -105.5 -5,364.0 -5,130.3 5,597.7 3 20 34.0 -11.2 -8,579.2 -8,545.2 8,613.2 21 45.3 27.5 -8,392.2 -8,346.9 8,437.5 4 20 -295.2 -239.9 -11,189.4 -11;484.7 10,894.2 21 -274.2 223.0 -8,954.1 -9,228.3 8,679.9 5 20 -374.4 -337.1 -4,174.6 -4,548.9 3,800.2 21 -346.3 291.5 -1,139.2 -1,485.6 792.9 6 20 -149.7 -173.0 -4,910.0 -5,059.7 4,760.3 21 -128.7 156.1 -3,320.8 -3,449.4 3,192.1 7 20 106.7 22.3 -5,439.5 -5,332.8 5,546.2 21 118.1 -5.9 -5,575.6 -5,457.5 5,693.6 35 1 19 -661.1 -272.8 -15,767.8 -16,429.0 15,106.7 20 -657.5 269.4 -12,547.1 -13,204.6 11,889.6 2 19 256.6 114.9 -3,063.0 -2,806.5 3,319.6 20 2S9.3 -74.8 -4,189.9 -3,930.6 4,449.2 3 19 27.3 20.8 -8,570.7 -8,543.4 8,598.1 20 30.1 19.4 -8,579.2 -8,549.2 8,609.3 4 19 -348.9 -139.0 -12,9S2.1 -13,301.0 12,603.3 20 -346.2 157.8 -11,189.4 -11,535.6 10,843.3 5 19 -486.6 -269.7 -7,154.2 -7,640.8 6,667.7 20 -447.2 231.9 -4,174.6 -4,621.8 3,727.3 6 19 -218.0 -136.6 -6,491.9 -6,709.9 6,274.0 20 -188.5 129.7 -4,910.0 -5,098.5 4,721.6 7 19 92.8 22.0 -5,340.6 -5,247.8. 5,433.4 20 108.9 5.3 -5,439.5 -5,330.6 5,S48.4 36 1 19 -704.1 12 5 .4, 15,767.8 1S,063.7 -16,472.0 41 -707.6 127.5 16,972.6 16,265.0 -17,680.2 2 19 275.2 57.5 3,063.0 3,338.2 -2,787.8 41 272.6 -80.4 2,405.7 2,678.3 -2,133.0 3 19 31.2 14.5 8,570.7 8,601.9 -8,539.5 41 28.6 -37.4 8,323.3 8,351.9 -8,294.7 4 19 -370.5 -61.3 12,952.1 12,581.6 -13,322.6 41 -373.1 50.6 13,485.2 13,112.1 -13,858.2 5 19 -533.0 -159.6 7,154.2 6,621.3 -7,687.2 41 -536.4 161.7 8,685.0 8,148'.6 .-9,221.4. 6 19 -242.1 -86.9 6,491.9 6,249.8 -6,734.0 41 -244.7 76.2 7,269.5 7,024.8 -7,514.1 7 19 95.4 1.7 5,340.6 S,436.0 -5,245.3 ?RAME Linear Elastic analysis results Str,No. 34 El 26 Feb 97 10:43 am Page 11 Stephen P. Maslan & Co. DL=STEEL WEIGHT,LL=25 PSF,WL=110 MPH -EXP C P30-16 22 GA. Lofa Combination Results Mem Load Joint Axi , al Shear Bending Top Normal Bot Normal No. Comb No. (psi) (psi) (psi) (psi) (psi) 41 92.8 -24.6 5,215.4 5,308.2 -5,122.6 37 1 40 -721.9 15.0 -16,851.5 -17,573.4 16,129.7 41 -718.8 -16.1 -16,972.6 -17,691.4 16,253.8 2 40 280.9 43.7 -2,139.5 -1,858.6 2,420.4 41 283.2 -24.5 -2,405.7 -2,122.5 2,688.9 3 40 33.2 50.2 -8,006.6 -7,973.4 8,039.7 41 35.5 -31.0 -8,323.3 -8,287.8 8,3S8.7 4 40 -378.0 34.0 -13,256.1 -13,634.1 12,878.1 41 -375.7 -24.8 -13,485.2 -13,860.8 -13 , 10 9 . 5 5 40 -560.9 -52.7 -9,091.5 -9,652.4 8,530.5 41 -557.8 51.5 -8,685.0 -9,242.9 8,127.2 6 40 -16.8 -7,436.1 -7,693.4 7,178.8 41 -255.0 26.0 -7,269.5 -7,524.4 7,014.5 7 40 93.5 24.9 -5,096.5 -5,003.0 5,190.0 41 95.8 -5.6 -5,215.4 -S,119.6 S,311.2 38 1 3S -695.2 205.2 -15,392.5 -16,087.7 14,697.3 40 -692.2 -205.4 -16,851.5 -17,543.7 16,159.3 2 35 280.2 -14.0 -2,303.6 -2,023.4 2,583.8 40 282.4 32.1 -2,139.5 -1,857.1 2,422.0 3 35 43.0 57.8 -7,660.4 -7,617.4 .7,703.4 40 45.3 -39.7 -8,006.6 -7,961.3 8,051.8 4 35 -357.8 141.7 -12,280.8 -12,638.6 11,923.0 40 -3S5.5 -132.7 -13,256.1 -13,611.7 12,900.6 5 35 -557.9 97.4 -8,398.6 -8,956.5 7,840.7 40 -554.9 -97.6 -9,091.5 -9,646.3 8,536.6 6 35 -254.8 60.9 -7,035.4 -7,290.2 6,780.6 40 -252.6 -51.9 -7,436.1 -7,688.6 7,183.5 7 35 94.5 17.3 -5,037.7 -4,943.2 5,132.2 40 96.7 .8 -5,096.5 -4,999.8 5,193.3 39 1 34 -680.2 261.0 -12,886.7 -13,566.9 12,206.5 35 -676. 2 -261.0 -15,392.5 - 16,-0 6 8. 7 14,716.3 2 34 275.1 -12.1 -2,538.1 -2,263.0 2,813.2 35 278.1 36.8 -2,303 .6. -2,025.4 2,581.7 3 34 44.5 78.8 -7,022.9 -6,978.4 7,067.4 35 47.6 -54.1 -7,660.4 -7,612.8 7,708.0 4 34 -348.1 182.7 -10,586.3 -10,934.4 10,238.2 35 -345.1 -170.3 -12,280.8 -12,625.9 11,935.7 5 34 -552.1 142.4 -7,031.4 -7,583.5 6,479.2 35 -548.1 -142.4 -8,398.6 -8,946.7 7,850.5 6 34 -252.0 93.7 -6,194.8 -6,446.9 5,942.8 35 -249.0 -81.4 -7,035.4 -7,284.4 6,786.4 7 34 92.6 34.3 -4,827.1 -4,734.6 4,919.7 35 95.6 -9.6 -5,037.7 -4,942.1 5,133.3, 40 1 33 -687.2 261.0 -8,591.1 -9,278.3 7,903.9 34 -680.2 -261.0 -12,886.7 -13,566.9 12,206.5 '7RAME Linear Elastic analysis results Str,No. 34 26 Feb 97 10:43 am Page 12 .Stephen P. Maslan & Co. DL=STEEL WEIGHT,LL=25 PSF,WL=110 MPH EXP C eJ U - J -b z /- UR I Loa?Combination Results Mem, Load To-ir-n--t Axi al No. Comb No. (psi) Shear Bending Top Normal Bot Normal (psi) (psi) (psi) (psi) Notes: 1. Axial stress is positive for tension. 2. Shear stress is positive for positive shear. 3. Bending stress is for top of member. Bending stress is positive for tension. 4. Top Normal stress = Axial + Bending. Bottom Normal stress = Axial - Bending. 'RAME Linear Elastic analysis results Str No. 34 26 Feb 97 10:43 am Page 13 2 33 269.9 30.2 -2,388.7 -2,118.8 2,658.6 34 275.1 12.1 -2,538.1 -2,263.0 2,813.2 3 33 39.3 121.1 -5,378.6 -5,339.2 5,417.9 34 44.5 -78.8 -7,022.9 -6,978.4 7,067.4 4 33 -353.3 203.9 -7,405.9 -7,759.2 7,052.6 34 -348.1 -182.7 -10,586.3 -10,934.4 10,238.2 5 3.3 -559.1 142.4 -4,687.6 �5,246.7 4,128.5 34 -552.1 -142.4 -7,031.4 -7,583.5 6,479.2. 6 33 -257.2 114.9 -4,478.2 -41735-.5 4,221.0 34 -252.0 -93.7 -6,194.8 -6,446.9 5,942.8 7 33 87.4 76.6 -3,914.7 -3,827.4 4,002.1 34 92.6 -34.3 -4,827.1 -4,734.6 4,919.7 41 1 32 -694.1 261. ' 0 -4,295.6 -4,989.7 3,601.4 33 -687.2 -261.0 -8,591.1 -9,278.3 7,903.9 2 32 264.7 72.6 -1,542.7 -1,278.0 1,807.3 33 269.9 -30.2 -2,388.7 -2,118.8 2,658.6 3 32 34.1 163.4 -3,037.6 -3,003.5 3,071.7 33 39.3 -121.1 -5,378.6 -5,339.2 5,417.9 4 32 -358.5 225.0 -3,877.1 -4,235.6 3,518.6 33 -353.3 -203.9 -7,405.9 -7,759.2 7,052.6 5 32 -566.0 142.4 -2,343.8 -2,909.8 .1,777.8 ID 6 33 32 -559.1 -262.5 -142.4 136.1 -4,687.6 -2,413.3 -5,246.7 -2,675.7 4,128.5 2,150.8 33 -257.2 -114.9 -4,478.2 -4,735.5 4,221.0 7 32 82.1 119.0 -2,305.7 -2,223.5 2,387.8 33 87.4 -7G.6 -3,914.7 -3,827.4 4,002.1 42 1 31 -701.1 261.0 0.0 -701.1 -701.1 32 -694.1 -261.0 -4,295.6 -4,989.7 3,601.4 2 31 259.5 114.9 0.0 259.5 259.5 32 264.7 -72.6 -1,542.7 -1,278.0 1,807.3 3 31 28.9 205.8 0.0 28.9 28.9 32. 34.1 -163.4 -3,037.6 -3,003.5 3,071.7 4 31 -363.7 246.2 0.0 -363.7 -363.7 32 -358.5 -225.0 -3,877.1 -4,235.6 3,518.6 5 31 -573.0 142.4 0.0 -573.0 -573.0 32 -566.0 -142.4 -2,343.8 -2,909.8 1,777.8 6 31 -267.7 157.2 0.0 -267.7 -267.7 32 -262.5 -136.1 -2,413.3 -2,G75.7 2,150.8 7 31 76.9 161.1 0.0 76.9 76.9 32 82.1 -119.0 -2,305.7 -2,223.5 2,387.8 Notes: 1. Axial stress is positive for tension. 2. Shear stress is positive for positive shear. 3. Bending stress is for top of member. Bending stress is positive for tension. 4. Top Normal stress = Axial + Bending. Bottom Normal stress = Axial - Bending. 'RAME Linear Elastic analysis results Str No. 34 26 Feb 97 10:43 am Page 13 COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION r4- '�i,�Oounty Center Drive - Oroville, California 95965 - Telephone (530) 538-7541 PERMIT NO. (Rev. 12/96) APPLICATION AND PERMIT 02-2558 ASSESSOR PARCEL NUMBER 047-490-0111L ZONING AR - BUILDINGPERMIT OWNER D e wesle� TELEPHONE 894--166.2— so. Fr. OCC. BUILDING VALUATION 1RQ0 11 321401 9 OWNERS MAIRP� 13011 Cnrmpn T.n- /Ch_4ca 9597-2 CONTRACTORS NAME Ownp-r [TELEPHONE CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER —Fireplace LENDERS MAILING ADDRESS Total Valuation 32,400.00 ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ 104.00 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ 197.60 BUILDING ADDRESS 13011 Carmen La. Chico Energy Plan Checking Fee $ PERMIT FEE $ 521 . 60 LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE SF 0 Duplex 0 Mobilehome 0 Other SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 TYPE OF WORK — New 0 Addition 0 Remodel 0 Utilities 0 Installation 0 Other Describe Work: Shop 30X60 Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home I S I G I WF_ (_a20.00 PERMIT FEE $ ELECTRICAL PERMIT Filing Fee 20.00 500V g.R UE:: Main Service .A LE 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License e following reason: �a:� . �__eo_wner of the property, or my employees will wages as their Sole compensation, a, s I will do the work, and the structure is not intended or offered for sale. 0 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project. I am exempt under Sec. Business and Professions Code for this reason Main Service 200A TO 1000A 46.00 NEW CONST. DW&INGffUP. OR ADDNS. C S. so 3.50FT.'_Ea,_D C NEW CONSY__ =T1_OU.- NON-RESID. 97.50 OWE.RAP= U P.IN. 0 CSI R. Ex. Occup. OUTLET OR F1XrURES 20 1.00 BAL .50 ..11XED APPLNS OR, Ex. Occup. (RES,6.1 E 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wirina 23.00 PERMIT FEE 83.00 WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: 01 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. e r 0 r 0 1 have and will maintain workers' compensation Insurance, as required by Section I have �3700 of the Labor Code, forthe performanceof workforwhich this permit is issued. 7 0 0 My workers' compensation insurance carrier and policy number are: y w C r r i, Carrier MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FOE S Polic Number above sections need not be completed 0 the permit is for work of a valuation of one hundred dollars ($100) or less.) I cert%thayt in � performance of the work for which this permit is issued, I shall r )t e 0 S' I n any manner so as to become subject to workers' ,c 0 C pensati ifornia, and agree that if I should become subject to the 2i Pe C n 'On provisions of section 3700 of the Labor Code, I shall th y h ese provisions. afure _o a 0 n6F 0 Contractor QAgeKt An HA pe isrequire for excavations over 60" deep and demolition or construction of structure ver 3 stories in height. Mobile Home Installation Fee $ Erlergy nspectign F e $ cc PE TOTALFEE$, '04.60 >1�i;lllf This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated a ' e 14�Vhich fees have been paid. B /Date PERMIT EXPIRES ON Ag', . .. ..... ate) ReceiptNo. 361263 $604.60 WHITE-D.D.S.-E.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDEN ROD -APPLICANT COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive * Oroville, California 95965 * Telephone (530) 538-7541 IT NO. Rev. 12/96) APPLICATION AND PERMIT ASSESSORPARC&NU&NIER Xk, 1 BUILDINGPERMIT a -N /I/ A .41A I A-5. A -qn ncc. I wwR ? . ---, # ,—, A,4 , CONTRACTOR'S MAJUNO A006UM CONSTRUCTION LENDER t,ENOEFM IANUNO ADDRESS ARCHITECT OR ENGINEER LICENSE NO. AACP*TECT OR ENGINEER'S WJUW ADORES$ 19 SULDING ADDRESS ";7< A 1/ Z11 A A J,-1 .1 LOT NO. SUBONISIONINAME USEOFSTRUCTURE SF 13 Duplex 13 kbbilehome 0 Other SPWFY TYPE OF WORK New 13 Addition 13 FterrIod Describe Work: 6gl vwm;� row"; o4sKvor 4 MENEM** - 044M Fireplace 1 —+1 Total Valuation I Filina Fee 20.001 1 Permit Fee 1 Energy Plan Checking Fee $ $ 5.00 PERMIT FEE S 23.00 PLUMBING PERMIT Filing Fee 20.00 Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping Each gas water heater or veqL-- 15.001 Gas piping system-t�ts 15.00 Building mnf:� —F— 15.001 MrAdgr—Hnma I S I G I W 20.001 PERMIT FEE $ ELECTRICAL PERMIT �E"3FEIe 20.00 MW OR LESS Main Service 200A OR LESS 00 Main Service — TO I—A EX. OCCUp. OUTLET OR AXTURES Ex. Occup. .=A"" R, 5.00 Temporary Service 23.00 Wbile Home Facilibes 20.00 Msc. Wirino 23.00 I PERMIT FE�$ Q --) - I MECHANICAL PERMIT Filing Fee 2 0. 0 1—.. 1 1 .- q Coolin 6.50 PERMIT FEIE I S Wbile Home Installation Fee Energy Inspection Fee OCC I CONST. -PE ITOTAL �EE $ (0 0 4, 4 72- 1 I HAZ I D. FEES I NP I FU*V I W PMM No I issue This permit Is hereby Issued under the applicable provisions of the Butte County Code and/or Re=kMon3 to do work indicated above for which fees have been paid. By Date PERMIT EXPIRES ON L "', '.I COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET 'I I lc� OWNER: ASSESSOR PARCEL NUMBERC)INr 16- 6 12 Proposed Building Use: _ b / Counter Technician: Date: Items required in ordle'r to ap�ly for a permit. All boxes MUST be checked OR m&v)red NA in order to apply. 1. Plot plans, 3 or 4 sets, signedty the preparer of the plans. TID . Complete plans, 3 or 4 sets, signed by the Ireparer 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! 0 5. Ener ' complia-ice design and supporting documentation in duplicate. gy 0 6. Manufactured homes: (A) Data sheets and installation instructions, (B) Marriage line information, (C) Floor Plan, (D) Tie down or foundation plans, all in duplicate. 0 7. Metal buildings: (A) Metal Building Plans, (B) Foundation plans and calculations in triplicate, (C) Elevation views in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the enginee . Items required for initial plan review. If checked items have not been received, plan review cannot proceed. The.permit will be indexed and returned to the plan review line-up when required items are received. 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate ................................ Date Received By 9. Plot plan and business license approval from the City of Biggs .................................... 0 10. Letter of inteni for non-residential buildings .......................................................... 0 11. Detached Accessory Building Form filled out by the owner ..................................... 0 12. Hazardous Mazerial Form ............................................................................... 0 13. Other Remaining items needed to issue the permit. (May require additional plan review upon receipt of the follow.4ni items.) 0 14. Fees as shown -on the attached Schedule of Fees Due Sheet ....................................... 0 15. Statement of Intent for Non -heated and A/C Buildings .................................... in,.., .... 16. Sanitation and plot plan approval from the Environmental Health Department iAZL1---i 17. City of Chico Plumbing permit ......................................................................... 0 18. California Department of Forestry plan approval 0 paid. Sent -by: . ...................... 0 19. Planning approval for (A) Use: B)Parking: (C) Parcel Check: . 0 20. Contact Land Development about 0 Improvements, 0 Drainage ............................... 0 21. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). 0 22. Pre -Inspection for required ................ 0 23. Contractor's li.,ense information. (Number, Name Style, Classification) ...................... 0 24. Worker's Compensation Carrier and Policy Number ........ -11 25. Owner-Buildei Verification (0 Given to owner, 0 Mailed to owner) ..................... 0 26. Letter of Signature authorization .................................................................... 0 27. Recorded copy of Agricultural Acknowledgment Statement .................................... 0 28. Manufactured '--iome utility clearance ............................................................... 0 29. Existing violat.ons and/or expired pen -nits... 0 30. 0 Grant Deed, 0 M.H. Title/Statement of Facts, 0 Letter from Legal Owner, 0 Check to H.C.D. $ 0 31. Other: 1 --.1 j 9 When issued Telephone 18911-- 3 Coco 15111 and hold for pickup. I have been informed of the above items and requirements for obtaining a building permit. Applicant:Vjk,"-�-j Date: 9 1. Index permit application for the above items numbered 2. Additional items required Contractor, designer, owner, was advised cf the above data by Contractor, designer, owner, was advised of the above data by Plans reviewed by: -Date: Structural reviewed b�: -Date: Note transfer by: Date: VP11- 11.61.1in. Plan Check Letter • phone, 0 mail, 0 counter, by _Date: • phone, 0 mail El coVe�eby Date: Plans approved by- 66Py -Date:-9&4//-12- -Structural approved b)T Date: - - -Y Fla2 Plan AttecMd Flow Plan Anachad Sam to S.D. Ej -5 TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance We-� (j�4 0::i�mo FA, 13011 (14ayv, �A^x OY7- zl?o-'o I t O%ner Location AP# Plan Approved for: Sewage Disposal L-,' Water Supply: Public Private Well-L— Clearance for — dwelling. Other -'SA(j�2— A/0 Hold final for: Final clearance O.K. for: NOTE: Environmental Health Specialist Date 8/96 RXAM ONVNER-BUILDER VERIFICATION Attention Property Owner: An 14owner-builder building permit has been applied for in your name and bearing your slan-fte. please complete and return this information at your earliest opportunity to avoid "u��"00�nqv dday in processing and issuing your building permit. No building permit will be issned =mW ft verification is received. 9 1 -personally . plan to provide the major labor and materials for construction of the proposed roperty improvement: YES NO E3 �-A 2.HAVEP HAVE NOT E3 signed an application for a building permit for the pit ag Moe WO& 3. 1 have contracted with the following person (firm) to provide the proposed --ftmcdow \, NAME- I 4 P H 0 NE CONTRkCTOR'S LICE ,NsrNo. I plan to provide po-rtieq supervise, and provide the NLAINIE: of this work, bf��ed the following person to coordinate, ' 'ox work: ,mam ADDRESS: CITY: P H 0 Nt7E: CONYM&CTORIS NSE NO. 5. 1 will prov�iA4onm�e of the work but I have contracted Chired) the lowing persons to provide the wo dicated: N N E ADDRESS PHONE OF WORK E FA SIGNED: PROPER'r'fOWNER: WAM44 M1-1,114 �Mql I I �= SOCIAL SECURMY ER;-� DATE: a7l, 7ol�, A# NO TE: This Owner -Builder Verij-1cation is required by Section 19831 and 198J2 AW&W California Health and Safety Code. This verification must be COMPI&W md returned to our office before we are permitted to issue the permiL OVER OWNER BUILDER INFORINLATION CCZ.- An application for a building permit has beeta submitted in your name listing yourself as the builder of p improvements specified. For your protection. you should be aware that: as -owner-builder" you are the responsi-cle PAM of cem oamh a permit. Building permits are not required to be signed by property owners unless they are personally per&=1416ir owi work. If your work is being performed by someone other than yourself. you may protect yourself from p6silble liability if that person applies for the proper permit in his or her name. Contractors are required by law to be licensed and bonded by the State of California and to have a businew license from the city or county. They are also required by law to put their license number on all permits for which they apply. If you plan to do your own work. with the exception of various trades that you plan to subcontract, you ihould be aware of the following information for your benefit and protection: If you employ or otherwise engage any persons other than your immediate &mily. and the work (including maiterial and ocher costs) is S300 or more for the entire projec% and such persons are not licensed as contractors or subcortractors. then you may be an employer. I C you are an employer, you must register with the State and Federal Governments as an employer and you are subject to several obligations includin ' -'state and federal income tax withholding, federal social security taxes, workers compensation insurance, disability insurance costs, and unemployment compensation contributions. + There mav be financial risks for you if you do not carry out these obligations, and these risks are especiailly serious with respewto worker's compensation insurance. I * For more specific information about your obligaricias under Federal Law, contract the Internal Revenue SeMce (and, i f You wish. the U.S. Small Business Administration). For more specific information about your obligations under S�a,e Law, con(ac, the Department of Benefit Payments and the Division offridustrial Accidents. 1:7 the strucnz: is intended for sale. property owners who are not licensed contractors are allowed to perform their work personally or throu&h their own employees, without a licensed contractor or subcontractor, only under limited conditions. A frequenc practice oF unlicensed persons pro ' fessinz to be contractors is to secure an "owner builder' building permic� erroneously implying that the property owner is providing his or her own labor and material personally. Building permits are not required to be signed by property owners unless they are performing their own work personally. a Information about licensed contractors may be obtained by contracting the Contractors State License Board in your community or at 1020 IN Screec� Sacramento, CA. 958 14. f rm th t e an conru-m that you Plea.se complete the "Owner Builder Verification- on the reverse side of this 0 so a w c are aware of[hese matters. The building permit will not be issued until the verification is returned. a I rely, C. Vidira, C Nfic el 4 B.O. Inspec, 7gee"rCBVuiidtng Inspection NO TE: Th Lt 0 w rr er- B u ilder Info rm a do n is req u ired by Secdo n 19 83 0 Of th e C410 Mia H9011h an d Safay CO& OVER I K . ­-, 1 -71 qcp4o ,L -F--, dtu,�Rj j� % ILI VO IT nv --- Plvl� 0 k 9' �� A -71 90�P lay, 331)011 11 1 fv� %. a tj to WL 1�00%. Uvitli S.. 01 C7 A setback of 5 ft. from the property lines and a setback of 50ft. from the road centerline shall be clear of �tructures or equipment excelat lor a 2 ft. eave overhang, SIMMINC6 IFF&MV. a f I -SVM-s§t 6f Olarfs-Acl specifications MUST be —rC�e_ 2 kept on the job at* a I I ti m6s a nd it is u n lawfu I t:� make any changes or alterations on same with - Mot SCCA -0- out written permission from the Departmeat.01k Public Works, County of auttp,, A 0 A NOTE:—All Materials & Workma-nglftp Shaill -Be -in Accordance with Recognized Good Practices -arr' of a quality pre'scribtd for the Speeif ied use -in 1h.l., Uniform Building, Plumbing & 10,echa C and the National Electrical Code. i td Adobea-l—veep- -ramp-h10 Raised beam IN�O LUMBING SPECIFICATIONS I )OV k -L , Siz uction eturnst Number e asline by# -Size tin Ft ELECTRICAL SPECIFICATION5 Footage 'LO Panel MakelIETE-1 Light run ECKING SPECIFICATIONS Amount '2,-75 Sq. Ft.. Finish �elloe'l Colorso Deck Laterals �"\NE )a Ftgs '�teps 1�,,% "High R F ETAINING WALLS & RAISED BOND BEAMS qne�ifv length. height and finish _4D_ q AME F-Y-VVt!,_ A- ADDRE55 ?'t 1 &7K 14ctc- �Jt��_A RES. PHONE SC�S�SBPJ?__BU5. PHONE- BONITA POOL$ Z43 '7503 Ltc-- -44 'Sloco GENERAL SPECIFICATIONS Shape C>VOX - 5i,. is X 361 Depth to Perimeter .�Area 370*0 Capacity 0�.,500 Gal., Turnover 3 H r s _IQ_M i n. Tile ? Accent tile included RESIDENCE SOlashquard cantil.ever'edge included THERAP Y SPA SPECIFICATIONS 4% Shape ' Size -- Per. Area Jets EQUIPMENT SPECIFICATIONS _7V Filter !&1tcw_ -7 Pump_L��V_hp k6o wd.* Pump Eapacity 8 60' bead 220 V Timer, t U-3 Skimmer. Recessed rope anchors Arneson Pool Sweep w/timer �— Stub only X 8,ke, e R5, Ma d e 1 # ­6� . A. 0'. Smith heater Stack Stackless Model Solar heater Stub only Brass J Box, T3FCI. Vacuum set w� 40 hose Maintenance Kit. 500 Watt liqht w4 Ltt, card Board # Slide # --f3- Coloi SEPTIC, SY 6-T E- M EXCAVATION Remove fence �Ja Replace 2\)b Walkout 6rading_�Deep end dig_��Remove Conc. t')o 0 Anticipated soil type AAc�\ Trees -De a tj to WL 1�00%. Uvitli S.. 01 C7 A setback of 5 ft. from the property lines and a setback of 50ft. from the road centerline shall be clear of �tructures or equipment excelat lor a 2 ft. eave overhang, SIMMINC6 IFF&MV. a f I -SVM-s§t 6f Olarfs-Acl specifications MUST be —rC�e_ 2 kept on the job at* a I I ti m6s a nd it is u n lawfu I t:� make any changes or alterations on same with - Mot SCCA -0- out written permission from the Departmeat.01k Public Works, County of auttp,, A 0 A NOTE:—All Materials & Workma-nglftp Shaill -Be -in Accordance with Recognized Good Practices -arr' of a quality pre'scribtd for the Speeif ied use -in 1h.l., Uniform Building, Plumbing & 10,echa C and the National Electrical Code. i td Adobea-l—veep- -ramp-h10 Raised beam IN�O LUMBING SPECIFICATIONS I )OV k -L , Siz uction eturnst Number e asline by# -Size tin Ft ELECTRICAL SPECIFICATION5 Footage 'LO Panel MakelIETE-1 Light run ECKING SPECIFICATIONS Amount '2,-75 Sq. Ft.. Finish �elloe'l Colorso Deck Laterals �"\NE )a Ftgs '�teps 1�,,% "High R F ETAINING WALLS & RAISED BOND BEAMS qne�ifv length. height and finish _4D_ q AME F-Y-VVt!,_ A- ADDRE55 ?'t 1 &7K 14ctc- �Jt��_A RES. PHONE SC�S�SBPJ?__BU5. PHONE- BONITA POOL$ Z43 '7503 Ltc-- -44 'Sloco 60'-0 112, OUT TO OUT OF STEEL ARCHE 0 SIDE\&/ALL ELE'VATION N, T. S. FOUNDATION PLAN N T. T L, tr�`N V i H_ ON M E NTA t E, A SEP 3 3 2 `0 CHICO, Wm q C3 L� 1 0 D 0 C3 FRONTWALL ELEVATION N.T.5. 2 NO. 4 BARS CONT:. 7/2-, 16 GA WELDED PLATE CONNECTOR? 4 7 - NO. 3)1 @18' O.C. Y 16' 16" /77/7 V 9�4' �_11 0 NO. 3 @18' O�C T Y P GENERAL NOTES 1. ALL MATERIAL AND �dORKMANSHIP SHALL CONFORM WITH THE REOUIREMENTS OF THE UNIFORM BUILDINIG CODE. 2� NO LOADS OTHER THAN THOSE GIVEN UNDER 'DESIGN nATA- ort nu or iMpmzrn nfJ THE --ZTRUCTURE' 3. THE FOUNDATION SHALL BE FOUNDED ON NATURAL UNDISTURBED SOIL CAPABLE OF SAFELY SUSTAINING 2000 PSF AND AT LEAST 12 IN. BELOW FININSHCD GRADE. 4. SLAB ON GRADE SHALL BE PLACED ON SOIL CAPABLE OF SUSTAINING 500 PSF. WITHOUT APPROPRIATE SETTLEMENT 5. REFER TO CONNECTOR 14ANUAL FOR EXACT ANCHOR BOLT PLACEMENT BUILDING MANUAL SUPPLIED. 6. BUILDING MUST BE GROUTED INTO TROUGH INSIDE AND OUT TO MAINTAIN STRUCTURAL INTEGRITY 7, CROSS TIES MUST HE INCASED IN CONCRETE WHEN CONCRETE SLAB IN 140T USED, 8, VERIFY ALL FOUNDATION DIMENSIONS WITH STEEL FACTORY BEFORE CONSTRUCTION q. PRAY41NO5 ARE FOR nRMIT ONLY VIMENVONS, ARE NOT FOR CON5TRXTI0N 10. CHECK THE FACTORY SLPPLIED ERECTION &APE THAT KA5 %IPPLIEP HITH YOUR C4W;,TRJ,<.TION PACKET TO CONFIRM THE CONCRETE VIMENSIONS� ARCH DATA I 24 12' �_7 - — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — ------- \" REARWALL ELEVATION N,T,5. OUT TO OUT OF FOUNDATION WITH SLAB WITHOUT SLAB 1/2'OX16' A,& 4 -NO. 4 BARS CONT. 46 TIE BARS @8'-0' C1,C. UL, x 0 6x6 6/6 w.w.f. 4' CRUSHED STONE 4' CLEAN GRANULAR FILL SECTION A -A N.T,S� 60- 1 1/ 2' OUT ro OUT OF FOUNDATION WITH SLAB -_\4 1 THOUT.__`SLAB 4 NO 4 BARS CONT. #6 TIE BARS @9-0' O.C. #6 TIE BARS -0, /c. x SECTION B -B I . N, T. S. DESIGN iwr�) STEEL GAUGC� �?2 50 K'�'] MfN 't IEL D GALVALUME SHEET STEEL L I'vr L 0 A f) 25,PSF \w'IND LOAD! 110 MPH MATERIALS 1. CONCRETE '_�TRFNGTH AT 28 DAYS TO BE ?500 F`­1QI 2. REINFORCING �JEEL TO BE DEFORMED BAR!`�', GRADE 60 3. ALL MATERIAL. SHALL CONFORM TO THE APPROPPIAIE o'�'SIM ',�,�PECIFICATIONS, HILT! K.8 il 304 ') St' ' T 112- 5--'5/4 bolts r-noy be substItUted (or li2' diameter of)Chor bottS shoWnoo plorls Similod p,-oducts, moy be substituted ifthey will vitthstand 2130,# !,� tension ord 2220# in sre('o in 300(1 psi conc'ete *4 7)2- 1/2-OX16' 413 3—N 4 �2, R 16 GA. WELDED PLATE CONNECTn xxx'�/ I.. J 1161 X '6/ -_6 q �e /( 16' 1221 AkT, N-6 W i Lji 1 _j UA cn a- 0 (--,A (D UJ (D c) U) 00 Lij 6� 0 1 rill% LAJ z W i Lji 1 _j UA dote r dr0k,01 1>4 bh�at OF ONE