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068-140-035
068-140-035 PERMIT #97-2490 McINTURF, Haskel 4630 Olive Hwy, Oroville New Pri Det Carport Q RESIDENTIAL . J 068-140-035 PERMIT #97-2490 1 ,PERMIT NO. McINTURE,-Haskel _,, 4630 Olive Hwy, Oroville I PERMIT EXPIRE. New.-..Pri Det .,Carport OWNER 4 f CONTR.' +ASSESSOR PARCEL -q-0CATION 9 r, i EG 1 kL rJ-� a�F•G i l C� t-] �Y - .�F Temp. Power Pole Called PG&E i Temp. Elec. Service r Called PG&E .i Temp. Gas Service ? Called PG&E ' JOB FINALED (Date) Signature f t f C Q RESIDENTIAL . J 068-140-035 PERMIT #97-2490 1 ,PERMIT NO. McINTURE,-Haskel _,, 4630 Olive Hwy, Oroville I PERMIT EXPIRE. New.-..Pri Det .,Carport OWNER 4 f CONTR.' +ASSESSOR PARCEL -q-0CATION 9 r, i EG 1 kL rJ-� a�F•G i l C� t-] �Y - .�F Temp. Power Pole Called PG&E i Temp. Elec. Service r Called PG&E .i Temp. Gas Service ? Called PG&E ' JOB FINALED (Date) Signature f t f V=OK O = Not OKNot - NotReaidyde MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s 1. Zoning Requirements - Setbacks - Easements ' 2. Soils; Special MH Support Sketch 3. Sewer, Location -Test -Fall -C/ -Concrete 4. Water; Location. -Test -Easement Needed (Sketch) 5. Electricity; Location-Clearances-Gmd-/ /Amp -Concrete 6. Gas; Location -Test -Wrap; / /Ut / /Nat or/ /"L'tL/ /LPG 7. Well Clearance & Disconnect MISCELLANEOUS Date DE OY.ERS, CARPORTS, GARAGES s OK except #'s • Requiremen"tbacks-Easements ^ *s; SoilsSize-DepthSpacng.ConnectorsSted 3.. Decks; Girders and/or Joists-Decking-BracingStairs-Rails ms-Rttrs.-Connectors Shthg.-Rfg.-Bracing 5. Alum. Awn.; Columns-ConnectionsSplk*-Decal-Enclosures 6. Carports; Windows -Doors 7. Electric 8. Fr mg.; Sils-AnchorsStuds-RttrsTrusses 9. Siding; Nailing-VeneerStu0004olesh 10. Roof; Shthg-Roofing 8. Utility Clearance 12. Braced WAII.Panels` /3. 5 jo Gc1 -3 r P , Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements- Setbacks Easements 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test-DemarKWalve-Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch 11. Cert of Occupancy 12. Permanent Foundation Only: License Decal Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 MISCELLANEOUS Date DE OY.ERS, CARPORTS, GARAGES s OK except #'s • Requiremen"tbacks-Easements ^ *s; SoilsSize-DepthSpacng.ConnectorsSted 3.. Decks; Girders and/or Joists-Decking-BracingStairs-Rails ms-Rttrs.-Connectors Shthg.-Rfg.-Bracing 5. Alum. Awn.; Columns-ConnectionsSplk*-Decal-Enclosures 6. Carports; Windows -Doors 7. Electric 8. Fr mg.; Sils-AnchorsStuds-RttrsTrusses 9. Siding; Nailing-VeneerStu0004olesh 10. Roof; Shthg-Roofing 11. Ext; Steps,•Door&-Landings 12. Braced WAII.Panels` /3. 5 jo Gc1 -3 r P , Date,•' -/F-- jf�- Card B-1 A_U . Date Cana B-1 Date Card 0-1 Date Card B-1 Date POOLS (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pod Structure; Steel-Conneotions-Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pod Lighting; 15 Votts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal wIS-Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/S Circulating Equip. -Pod Lghtg. Boxes-Enclosures-Panelboards4ns. to Main in Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche Date Card B-1 Date Card 6-1 Date Card B-1 Date Card B-1 ✓ = OK 0 = Not OK = Not Applicable * = Not Ready RESIDENTIAL (Single & Duplex) Date UNDERFLOOR (Plans) OK except #'s 1. ZoningSetbacks-Easments-Flood-Slope 2. Ftg., Main; Soils-Elec. Gmd.-/ P Ftg. Depth 3. Ftg. Garage; Soils-Steel-Elec. Gmd/ N Ftg. Depth 4. Ftg. Porches & Decks; SoilsSteel-/ P Ftg. Depth 5. Stemwalls, Main; Steel-Blockouts-Wrapped 6. Stemwalls, Garage; Steel-Blockouts-Wrapped 6a. Hold Dooms and Special Anchors 7. Slab, Steel -Wrapped 8. Piers -Fireplace Ftg.-Steel 9. D.W.V.; Fall -Fitting -Test -2 Way C/0 -Sewer Test 10. UF. Gas Pipe; Size Anchors - Yard Gas Piping; Size Test 11. Water Pipe; Test -Anchors -Regulator -Service Test 12. Electric Underground 13. Pienums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts -Joists Vents-Crippies 15. Access & Ventilation 16. Insulation Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except #'s 17. Water Htr.; Vent -Access -Combustion Air Baffle 18. Water Pipe; Test & Anchor -Nail Protection 19. D.W.V.; Test Fittings & Anchor -Nail Protection 20. Shower Pan; Test, First Floor -Tub Access 21. Test Tub & Shower, Second Floor -Tub Access 22. Gas Pipe; Sixe & Anchors Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s 23. Fixture & Transformer Clearance -Ins. Protection 24. Elec. Receptacles Spacing -Lights & Switches at Doors 25. Size Boxes & No. of Conductors Stapled 26. Romex Installed Close to Edge of Studs & C.J. 27. Equip. Ground made up w/Mech Fastners-Bond Gas & Water 28. 2 Appliance Circuts in Kitchen _& Conductor Size GFI 29. Subfeed Wire Size / / ga. Cu or AI-A.C. Wire Size / /ga Cu or Al 30. Range Circ. / / ga Cu or AI -Oven Circ. / / ga Cu or AI Insulated Neutral 0 Yes 0 No 31. Service -Riser Conductors & Ground -Main Disconect 32. Equip. Clearances Panels-Motors-Mech. Epuip. 33. Clothes Closet Light -Shower Light -Spa Light 34. Smoke Detector Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s 35. A.C. Ducts Insulation & Support 36. Vent Fan, Exhaust above insulation 37. Condensate Drain & Overflow, Size & Grade 38. Fumance-Vent Access -Comb. Air -Return Air Vent 115 outlet 39. Attic Access & Platform if Furnace in Attic Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FRAMING (Plans) OK except #'s 40. Sits Proper Materials & Anchors 41. Walls Studs -Nailing Spacing & Braces -Plates -Sound 42. Bearing Walls over Girders & Floor Nailing 43. Draft Stop in Walls (rat proof) 44. =•ire Stops, Furred Ceilings -Stairs -Chasers -Tubs 45. Headers & Beams -Size & Bearing 71. Elec. Outlets at Wood Panel, Int. & Ext. 72. Kit. Fixt. & Appliance; Ground. -Air Gap -Cooking Clearance 73. Elec. Outlets & Recepticales at Kit. Counter 74. Garage Fire Door; Swing -Landing -Closure 75. A.C. Duct in Garage -Damper 76. Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. In Garage; Above Floor-Mech. Protection 77. Plb., Elec. & Mech. Equip. Listed for Location 78. Elec. Receptacles in Garage (G.F.I.)-Romex Protection 79. Insulation -Foam -Looked in Attic 80. Guard rails & Deck Construction -Post Caps 81. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor 0 Yes 82. Following Instld./Drive 0 Yes 0 No/1Nalks 0 Yes 0 No/Planters 0 Yes 0 No 83. Stucco Brown -Finish 84. A.C. Unit Disconnect, Electrical -Plumbing 85. Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 86. Water Well, Disconnect, Electrical, Plumbing 87. Exterior Elec. Trim, G.F.I. Receptacle -Underground 88. Ventilation Throught House 89. Glass Protection 90. Corrections from Previous Inspections 91. Gas Test -Meters Tagged, Gas -Electric 92. Water & Sewer Connected -O/0 to Grade -HD Approval 93. Energy Compliance Certificate -Other Certificates Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: Date FRAMING (Continued) 46. Hangers -Post Caps -Anchors -Connectors 47. Cling. Joist-Rftr. Ties-Purlin-roff Brac.-Truss-Shting.-Rfng. 48. Fireplace Ties or Type A Flue -Fireplace Throat clearance 49. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 50. Bdrm. Windows or Exiting Doors -Sill Hgt. & Dimensions 51. Garage Fire Protection Framing 52. Property Line Firewall & Openings 53. Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 54. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 55. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 56. Siding -Nailing Veneer 57. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 58. Glazing Area -Glass Protection -Skylights -Plastic .59. Shear Walls; Nailing -Bolts 60. Brace Interior / Exterior Wall Panels 61. Insulation -Walls -Ceilings 62. Infiltration -Walls -Windows Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 63. Ext Steps -Door & Sidelight Protection -Landings 64. Smoke Detector 65. Furnace; Vents -Clearance -Comb, Air-Conector- In Garage; Above Floor -Ducts -Meth. Protection 66. Bedroom Exiting 67. G.F.I. & Bath Fixtures & Tub Access -Spa 68. Elec. Trim & Subpanel, Breaker Sizes & Labels 69. Stairs & Rails 70. Fireplace or Stove, Clearance -Hearth 71. Elec. Outlets at Wood Panel, Int. & Ext. 72. Kit. Fixt. & Appliance; Ground. -Air Gap -Cooking Clearance 73. Elec. Outlets & Recepticales at Kit. Counter 74. Garage Fire Door; Swing -Landing -Closure 75. A.C. Duct in Garage -Damper 76. Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. In Garage; Above Floor-Mech. Protection 77. Plb., Elec. & Mech. Equip. Listed for Location 78. Elec. Receptacles in Garage (G.F.I.)-Romex Protection 79. Insulation -Foam -Looked in Attic 80. Guard rails & Deck Construction -Post Caps 81. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor 0 Yes 82. Following Instld./Drive 0 Yes 0 No/1Nalks 0 Yes 0 No/Planters 0 Yes 0 No 83. Stucco Brown -Finish 84. A.C. Unit Disconnect, Electrical -Plumbing 85. Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 86. Water Well, Disconnect, Electrical, Plumbing 87. Exterior Elec. Trim, G.F.I. Receptacle -Underground 88. Ventilation Throught House 89. Glass Protection 90. Corrections from Previous Inspections 91. Gas Test -Meters Tagged, Gas -Electric 92. Water & Sewer Connected -O/0 to Grade -HD Approval 93. Energy Compliance Certificate -Other Certificates Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: KH KLEI N F E L D E R• Construction Observation Report Project Name all / iy .SN�•[.y Client Q01 Project No. z6'" Z `/53-7 0 1 Project Location 6570 Y/w�c y 27 S A ��Sootl d. Contractor—-041AL,, %Y S,l Bldg. Permit No. Reviewed by Date Reviewed Date sh c lfe DFR No Time Arrived 8 0,0 4" Time Departed f"60 Travel Time Z H/9 Type of Observations ❑ Masonry ❑ Batch plant ❑ Foundations ❑ Concrete Welding ❑ Reinforcement Steel ❑ Fireproofing ❑ Soil ❑ Bolting ❑ Pre -Post Tensioned Tendon ❑ Metal Decking ❑ Other Documents Referenced �Q4Ae -VP SPEC Summary ' WbPKA dA&I,-e TO D���R1/€' f l44e)- w,64 1s- G n)z FJLLET Size /'F/Z A- 4W< ¢ �'�c"Gf, -,4Zz, .D OUT ,(�i7/J_/,U/r c-4,56 Tb ANGLES'. &444-ae!CCAyenbf'�ed A TU ME %02Gvr'J1 OAL A,✓< k- ❑ Report items comply ❑ Report items incomplete Acknowledged by Representing Page __L of F-1 (9/93) ❑ Report items comply with e ceptibns Kleintelder Representative Signature Kleinfelder Representative Print Name COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 _Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE .r ER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. COUNTY OF BUTTE . "s BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 c CORRECTION NOTICE �, O NER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. s 10, 10 Date Inspector / //— REV 10/92 COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street, Chico, CA - (916) 891-2751- 7 County Center Drive, Oroville, CA - (916) 538-7541 CORRECTION NOTICE -7--0;2 /-/.d PERMIT NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be corrected. Please notify this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, br)011-19 d ; I.,_ "�W; .✓ /l3 1/2 - ja V Date s"J a i - 9 Inspector REV 10/92 d6 STRUCTURAL DESIGN (Alternate Connection Ca%'s.& Side-Kic%er Design per Plan aecl¢) FOR QUALITY SHEDS 7e �C Client: HASKEL A. MCINTURF 4630 OLIVE HWY. OROVILLE, CA 95966 „ A.P.N.# 025-630-3700 BY ROBERT L. WALKER ARCHITECT IMAGES DESIGN GROUP'E 2031/2 WEST MAIN STREET GRASS VALLEY, CALIFORNIA 95945 530 274-8144 July 2,1998 41,E } • 2031/2 West Main Street Grass Valley, California 95945 (530)'274z8144 Fax (530) 274-8145 ALTERNATE CONNECTION CALCULATION TUBING: 2 3/8" dia., .095 wall, 50k yield Allied Flo -Coat SCREWS: 12-14 x 1" TRAXX Self Drilling 2pt screws Ultimate Shear Value of (1) #12, 2pt screw in 14 ga (.075" thick) -lapped steel = 2138 lbs (Per Attached ICBO Report # 40806) Tubing used is 27% thicker than the steel used in obtaining 2138 lbs rating, Multiply ultimate failure load for .075" steel by 85% safety factor, giving an approximate 1/3 total reduction for workable loads in .095" lapped tubing. 2138 x.85 = 1817 Is allowable shear strength Maximum possible load @ any point in structure, for any force (wind, live, or dead) in any direction (axial, shear, or bending moment) = 1.24 kips per foot (from pg 9 of calcs; load combination #3 (DL+WIND+SNOW/2) USE: (3) #12 screws per connection 3 x 1817 = 5451 lbs 5451 > 1240 SPECIFIED CONNECTION OF (3) #12-14 x 1" Self -Tapping Screws IS AT LEAST 440% STRONGER THAN ANY LOAD APPLIED @ ANY GIVEN POINT IN THE MOMENT RESISTING FRAME. 3/8" X. 3" SOLT6 OR MIN 3 -NO. 12-14 X 1 8"- TAPPING WMAU6 ALL �Z 1/8" TARING 2 1/8" TUDINCs (TYP.)- . I� 2 178" TUHINCp I. �IZ w s� fcD ARC l S p:._INsrE�-rl o� 1331 � O a/e° Tule,M Cp X3 ImaSee .Images design group's PTIONA L tubal IaM w"w-&tQNWct O �eArrt aeelo�LY aQaun�4 dear OW/W: •., Gom tjocnon1 D 9Awj vci - OWN~oupe we.IIs•-ems. O P: U 4, Q +•..I SO Q z LL. 0 J QLij TRMXX ® SELF•DRILLING FASTENERS WrrH9 061# BONDED WASHER..age OAO I���..6a�.1�. .II:/0a4//0fee -.4 a- ................... Selector Guide .....................6.646/..................../.. 1.6.....66. _.. Part MAX lllaterlal . 6666. Head Onn Drill � 7bp -- Number e!! Horn style Point Ca It - - Attachmer fe -AppIk8dons .1 x -. 5. _ _ d0to SAW lf8rrmg 1308000 10 1.1r' HWM 03 •110-175 .850 1011000 12.14 x 1' lift 12 .110..210- •490 . 1014000 12T64 -D-1/4' HWH 1 .110 . .210 4� ' Mrra�a+dp�e+rinslesl 1015000 12.14 x 1.117 HWR 412. .110-.210 .855 dbnbp _ 1009000 12.14 x314' HWH 13 .110 . .210 200 1016000 12.14 x 2" HWH. 63 .110-.210 -1.400-_: : poq/p�r� pudy - 1333000 12-14 x 3' HWH 413 .119-.210 -`' 2.400 : .. 1332000 1244 x 4` 'HWH' _ 413 .110 - .210 3.300 • W1Wpsrral10 pit . 14.14 x 7 HWH e1 .028-.095.220 11e= 1/414x1' - HWH 13 .110•.210 _ __.340 ._.SikhIWIgfdWAM" 1018000 114-14 x 1.114' HWH. 113 . _ -'.110 •,210 680 • ReboA➢' ID sbirRA�I 1020000 114.14 x 1.112' HWH #3. .110-210.. _ .840 1021000 _14.14 x 7 HWH 13 .110-.210 1.340.._ - 1022000 1/4.14x3 HWH ---- •_43 .110-.210 1429D00 114.14 X 4" HWH. 13 .110 -.210.... 3.340 1010000 12.24 x 7/8' HWH 14 .125.250 200 1415000 •12.24 x 1.114" "HWH • . 14.5 .125-375 .4501'- • Apaland Yp6/1el1DAd! 1000000 12.24 x 1.114" HWH 0.5 .250-.500 .250 1001000 12-24 x 1=1/2' .. HWH' 65 .250'..500 _..500 1002000 12.24 x 7 HWH 15 .250-.500 LOW 1'003000 .112-2417 12.24 x 3' HWH 65 .250 -.500 2.000 - 1004000 12.24 x 4' HWH 15...250 ..50D 3..000 - ....4.41.14..•.........66..1..••61114.464411..1........•...•.. 6•..•441441. r(611.I•a/616.a-....a.1111a./aaala.a//16aa1.1a1aa/1a1 Performance Data FASTENERES PULLOUT VALUES (avarlp lbs. U111maW) Fastener Tenelle (Iba. min.) Sheer (ovg. lbs. ufl.) (mlm I�be.) Stoat Gauge 1400 61 DIL 1 PL 25 24 124 2U8 22 250 20 29R 18.. 18 14. 12 1311611/4 1474 4060 2. 156 243 283 375 605 848 1181 1656 12 3 142 211 289 341 551 757 1063 1631 4 495 697 966 1532 3465 3844 .12 4.5 486 683 923 1506 114 1 208 329 428 562 800 1151 ....4.41.14..•.........66..1..••61114.464411..1........•...•.. 6•..•441441. r(611.I•a/616.a-....a.1111a./aaala.a//16aa1.1a1aa/1a1 Performance Data HEFT STEEL QAVOES Gauge o. 12 - 14 18 18 20 22 1 24 1 29 Decimal Equivalent JAW 1.07V 1.06W .048" 1 .096' -030' 1.024-1-018-1 SHEAR VALUES (evsragr lbs. ulllmrte steel Gaup -(lopped) Ma Pt... - 26 - -22 20 16 16 14 12 116 10 J 726 1266 1540 1552 12 2 365 00 623 898 1370 1758 21 3 768 1358 1820 1970 19651 1 4 12 4.5 2841 2887 5 2650 2700 1/4 1 511 849 885 1244 1764 The values listed aro Lllimate avergos uhleved under Wxrdwy conditions and apply to'-' Buitdex manufactured fasteners only. Appmpdals safely faiM% should be applied to these . yaluss for design purposes... :.._ - ... __ ._ . •.611.4..............1.11114.41441..14...................616.111111.1.4.11.1..14.1611......11111111 a1.1..111.1.... 646.111//a1a1 , Installation Guidelines L Overdriving may result In borslonal failure of the fastener or afro ut of.lhe substrate... - L. A standard screwgun wlth a depth senshive nosepiece should be � The fastener must penetrate bey0nd-Ve metal structure a minimum - u6ed to Install Traxx. For optimal fastener performance, the screw of 3 phches of thread gun should W a rninimum of 4 amps and have a RPM range -of properly -Seated -Washers 0=20L0. 6666.. 6666. . AL Adjust the scrowgun nosepiece to properly seat the fastener. - ,QL New rragnolic sockets must be correctly tot before use. Remove chip build-up as needed. _ •.114.1...................... 6111'1111Y............1.-�Ia1a.111..111414.1.................... 1111 r.1.111.11/a.��.. r4111.odea a 1agIste Traxx', CGmaseal' and I3ullding Ideas that WoAc' aro orkia red .4nr�° B�tl`l - lradomaAks of ITW Buedex and Illinois Toa Works Inc. FASTENERES PULLOUT VALUES (avarlp lbs. U111maW) Fastener Tenelle (Iba. min.) Sheer (ovg. lbs. ufl.) (mlm I�be.) Stoat Gauge 1400 61 DIL 1 PL 25 24 124 2U8 22 250 20 29R 18.. 18 14. 12 1311611/4 1474 4060 2. 156 243 283 375 605 848 1181 1656 12 3 142 211 289 341 551 757 1063 1631 4 495 697 966 1532 3465 3844 .12 4.5 486 683 923 1506 114 1 208 329 428 562 800 1151 HEFT STEEL QAVOES Gauge o. 12 - 14 18 18 20 22 1 24 1 29 Decimal Equivalent JAW 1.07V 1.06W .048" 1 .096' -030' 1.024-1-018-1 SHEAR VALUES (evsragr lbs. ulllmrte steel Gaup -(lopped) Ma Pt... - 26 - -22 20 16 16 14 12 116 10 J 726 1266 1540 1552 12 2 365 00 623 898 1370 1758 21 3 768 1358 1820 1970 19651 1 4 12 4.5 2841 2887 5 2650 2700 1/4 1 511 849 885 1244 1764 The values listed aro Lllimate avergos uhleved under Wxrdwy conditions and apply to'-' Buitdex manufactured fasteners only. Appmpdals safely faiM% should be applied to these . yaluss for design purposes... :.._ - ... __ ._ . •.611.4..............1.11114.41441..14...................616.111111.1.4.11.1..14.1611......11111111 a1.1..111.1.... 646.111//a1a1 , Installation Guidelines L Overdriving may result In borslonal failure of the fastener or afro ut of.lhe substrate... - L. A standard screwgun wlth a depth senshive nosepiece should be � The fastener must penetrate bey0nd-Ve metal structure a minimum - u6ed to Install Traxx. For optimal fastener performance, the screw of 3 phches of thread gun should W a rninimum of 4 amps and have a RPM range -of properly -Seated -Washers 0=20L0. 6666.. 6666. . AL Adjust the scrowgun nosepiece to properly seat the fastener. - ,QL New rragnolic sockets must be correctly tot before use. Remove chip build-up as needed. _ •.114.1...................... 6111'1111Y............1.-�Ia1a.111..111414.1.................... 1111 r.1.111.11/a.��.. r4111.odea a 1agIste Traxx', CGmaseal' and I3ullding Ideas that WoAc' aro orkia red .4nr�° B�tl`l - lradomaAks of ITW Buedex and Illinois Toa Works Inc. FASTENERES Futsner POP') Tenelle (Iba. min.) Sheer (ovg. lbs. ufl.) (mlm I�be.) 71W 7 1400 61 12.14 2778 2000 92 12.24 3020 2100 100 11414 4060 2e00 150- - HEFT STEEL QAVOES Gauge o. 12 - 14 18 18 20 22 1 24 1 29 Decimal Equivalent JAW 1.07V 1.06W .048" 1 .096' -030' 1.024-1-018-1 SHEAR VALUES (evsragr lbs. ulllmrte steel Gaup -(lopped) Ma Pt... - 26 - -22 20 16 16 14 12 116 10 J 726 1266 1540 1552 12 2 365 00 623 898 1370 1758 21 3 768 1358 1820 1970 19651 1 4 12 4.5 2841 2887 5 2650 2700 1/4 1 511 849 885 1244 1764 The values listed aro Lllimate avergos uhleved under Wxrdwy conditions and apply to'-' Buitdex manufactured fasteners only. Appmpdals safely faiM% should be applied to these . yaluss for design purposes... :.._ - ... __ ._ . •.611.4..............1.11114.41441..14...................616.111111.1.4.11.1..14.1611......11111111 a1.1..111.1.... 646.111//a1a1 , Installation Guidelines L Overdriving may result In borslonal failure of the fastener or afro ut of.lhe substrate... - L. A standard screwgun wlth a depth senshive nosepiece should be � The fastener must penetrate bey0nd-Ve metal structure a minimum - u6ed to Install Traxx. For optimal fastener performance, the screw of 3 phches of thread gun should W a rninimum of 4 amps and have a RPM range -of properly -Seated -Washers 0=20L0. 6666.. 6666. . AL Adjust the scrowgun nosepiece to properly seat the fastener. - ,QL New rragnolic sockets must be correctly tot before use. Remove chip build-up as needed. _ •.114.1...................... 6111'1111Y............1.-�Ia1a.111..111414.1.................... 1111 r.1.111.11/a.��.. r4111.odea a 1agIste Traxx', CGmaseal' and I3ullding Ideas that WoAc' aro orkia red .4nr�° B�tl`l - lradomaAks of ITW Buedex and Illinois Toa Works Inc. The values listed aro Lllimate avergos uhleved under Wxrdwy conditions and apply to'-' Buitdex manufactured fasteners only. Appmpdals safely faiM% should be applied to these . yaluss for design purposes... :.._ - ... __ ._ . •.611.4..............1.11114.41441..14...................616.111111.1.4.11.1..14.1611......11111111 a1.1..111.1.... 646.111//a1a1 , Installation Guidelines L Overdriving may result In borslonal failure of the fastener or afro ut of.lhe substrate... - L. A standard screwgun wlth a depth senshive nosepiece should be � The fastener must penetrate bey0nd-Ve metal structure a minimum - u6ed to Install Traxx. For optimal fastener performance, the screw of 3 phches of thread gun should W a rninimum of 4 amps and have a RPM range -of properly -Seated -Washers 0=20L0. 6666.. 6666. . AL Adjust the scrowgun nosepiece to properly seat the fastener. - ,QL New rragnolic sockets must be correctly tot before use. Remove chip build-up as needed. _ •.114.1...................... 6111'1111Y............1.-�Ia1a.111..111414.1.................... 1111 r.1.111.11/a.��.. r4111.odea a 1agIste Traxx', CGmaseal' and I3ullding Ideas that WoAc' aro orkia red .4nr�° B�tl`l - lradomaAks of ITW Buedex and Illinois Toa Works Inc. 1 �5 it 10 / v 6 ? 0 14 NsIA��-- aN ON -E �rr7 ONLY. z x e FRAME ANALYSIS DATA INPUT Fy = YIELD STRENGTH 50 KSI E MODULUS OF ELASTICITY - - - -29500 K51 Kb = EFFECTIVE LENGTH FACTOR IN THE PLANE OF BENDING 1.20 Lb = ACTUAL UNBRACED LENGTH IN THE PLANE OF BENDING 10.39 FT D = DIAMETER ' .,...... 2.375 IN t = MEMBER WALL THICKNE55 " 0.095 IN P = "APPLIED AXIAL LOAD (wor5t case of F+M) 2.53 KIP5 M = APPLIED BENDING MOMENT (worst case of P+M) 0.02 K -FT Cm = COEFFICIENT —0.55 BENDING Qf = FACTOR OF SAFETY FOR BENDING I .G7 5f = ELA5TIC SECTION MODULUS OF THE FULL CROSS-SECTION 0.373 11\1^3 D/t = CALCULATED DIAMETER TO WALL THICK. RATIO CHECK 3G<0.44 I'E/Fy, OK I = MOMENT OF ENERTIA OF THE FULL CR055-5ECTION 0.443 IN ^ 4 FOR D/t<.07ffy: Mn = (1.25 X Fy X 5f) / 12 1.9427 K -FT Ma = ALLOWABLE BENDING MOMENT = Mn / Qf 1. 1 G33 K -FT" AXIAL r = RADIUS OF GYRATION OF THE FULL SECTION = 0.8071 IN Fe = ELA5TIC FLEXURAL BUCKLING 5TRE55 = Pi ^ 2 E / (K'L(in) /r) ^ 2 8.4735 K51 A = AREA OF UNREDUCED CROSS-SECTION O.GB 11\1^2 R = COEFICIENT = (Fy / (2'Fe)) ^ 0.5 1.7177 Qc = 1`5 FOR AXIAL COMPRESSION = 1.92 (5mce t<.09) 1.92 Ao = (0.037 / (D'Fy / VE) + O.GG7) 'A <= A O.G8 11\1^2 Ae = EFFECTIVE AREA @ THE STRESS Fn = (1-(I -R^ 2)(1-Ao / A)]'A O.G8 11\1^2 Fn = FLEXURAL BUCKLING 5TRE55 = Fe (5m6e Fe < Fy/2)- 8.4735 K51 Pn = Fn'Ae 5.7G 19 KIP5 Pa = ALLOWABLE AXIAL LOAD = Fn / Qc 3.001 KIP5 _Pcr COMBINED. Pi ^ 2 'E'I /. (Kb'Lb(in)) ^ 2 = _ _ " _ 5.7G KIP5 STRESSES a = MAGNIFICATION FACTOR = I -(Qc'P / Pcr) 0.157 Pao = ALLOWABLE AXIAL LOAD W/ Fn =Fy = Ae'Fy/ Qc 17.708 KIPS UNITY EQUATION C5-1 = P / Pa +Cm'M / (a'Ma) 0.94 < 1.00, OK UNITY EQUATION C5-2 = P/ Pao + M / Ma - _O..I G. < 1 .00, OK Job Page: Date: 7/02/9,8 File;` HSKLSIDK HAS-KEL..-McINTURF _.._... _ 14 X 32 SHED SIDE KICKER CALL FOR WIND LOADING IN ONE DIRECTION ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- Units ............................. US Standard - Steel Code ........................ AISC 9th Edition ASD Allowable Stress.Increase Factor.. 1.333 Include Shear.Deformation......... Yes No. of Sections for Member Calcs.. 10 - Do Redesign ....................... No P -Delta Analysis Tolerance........ 0.50% Joint -Coordinates Joint X Y Joint No Coordinate Coordinate Temperature ------------------ft-------- ----ft------------F---------------------------- 1 7.000 13.500 0 00 2 0.580 12.430 0.00 - ..3.... 0.000 11.850 0.00 4„ .13.420 12.430 0.00 5 14.000 11.850 0.00 �_:. 6.... 0-.000 0.000 ------ 0--.-00- 7 .00.7 14.000 0.000 0.00 8 -5.200 0.000 0.00 9 0.000 9.000 0.00 .10 19.200 0.000 -0.00 11 14.000 9.000 0.-00 Boundary Conditions Joint +----- Translation -----+ - No X Y Rotation - ------------K/in--------K/in------K-ft/rad---------------------------------- 6 Reaction Reaction Fixed 7 Reaction Reaction Fixed 8 Reaction Reaction Reaction 10 Reaction Reaction Reaction Materials (General) Material Young's Shear Poisson'-s-Therma-1-- Weight Yield Label Modulus Modulus Ratio.. Coef. Density Stress Ksi---==._----Ksi---------------- 10A5%F---- K/ft3------- Ksi------ STL 29500,.00 0.3000 0.65000 0.490 50.00 Sections Section Database Material As As. I I T Label Shape Label Area yy zz yy zz C ------------------------------ in 2 ----------------in 4 ----------in 4 -------- PIPE PI2.375X.095 STL 6.8e-1 1.2 1.2 4.43e-1 4.43e-1 AISC,NDS Parameters Section Length Lb -out Job Member Set Nbda1-_Point le -out *le -in le -bend out in CH o i Page: SNOW ft ------ ft ------ ft ------ ft ----------------------------------- - `1 Date: 7/02/98 9. 00 • 6.00 O AS- G. 65 2 PIPE File: HSKLSIDK 0.00 HASKEL MCINTURF 3 PIPE 6.51 14 X 32 SHED SIDE KICKER CALC 9.00 6.00 0.65 0.65 5 Members 0.82 Memb Joints Rotate Section Releases Offsets -Inactive? 0.00 No. I J 90% Set I:AVM J:AVM I -End J -End Label Length --------------------------------------------in-------in---------------ft---- 8 PIPE 2.85 1 6 9 PIPE E 9.00 2 3 2 PIPE - E - 0.82 3 21 6 PIPE E 6.51 4 7 11 PIPE E 9.00 5 5 4 PIPE, _ E 0.82 6 4 1 PIPE- E 6.51 _7 � 8 9 PIPE PIN (new-'_imember "c"alcd)'" 0:39-- 10.39-- 8 8 9 3 PIPE E 2.,85 9 10 11 PIPE PIN Y. 10.39 10 11 5 PIPE E 2.85 AISC,NDS Parameters ___________•____________�__< Basic Load Case Data BLC Section Length Lb -out Lb -in Lcomp K K Cm Cb,B Sway Member Set Nbda1-_Point le -out *le -in le -bend out in CH o i ----=---------- SNOW ft ------ ft ------ ft ------ ft ----------------------------------- - `1 PIPE 9. 00 • 6.00 O AS- G. 65 2 PIPE 0.82 0.00 0.65 0.65 3 PIPE 6.51 0.00 0.65 0.65 4 PIPE 9.00 6.00 0.65 0.65 5 PIPE 0.82 0.'00 0:-65 -0:65 - 6 PIPE 6.51 0.00 0.65 0.65 7 PIPE 10.39 I J Label 0.80 0.80 8 PIPE 2.85 0.00 0.65.0.65 9 PIPE 10.39 2 1 VERT 0.80-0.8"0 10 PIPE 2.8.5 6.00 0.65-0.65 ___________•____________�__< Basic Load Case Data BLC Basic Load Case. Load Type Totals No.- ---------------------------------------------------------------------------- Description Nbda1-_Point -Dist. 1 SNOW 4 2 IN @ WIND WALL 2 3 OUT @ LEEWARD WALL 2 4 OUT @ WIND ROOF --- 2 5 OUT@ LEEWARD ROOF 2 6 DEAD LOAD 8 ===================-< Member Distributed Loads,"BLC 1 Joints Load Pattern Pattern Member ---------------------------------------------------------------------------- I J Label Multiplier 2 3 2 VERT --0- 2 1 VERT -0.0200 5 5 4 VERT -0.0200 6 4 .1 VERT_ -0.0200 Member Distributed Loads, BLC 4 Joints Load Pattern Pattern Member I J Label Multiplier 3 2 1 HORROOF -0.0081 2 .......... 3 .2 ..:.. HORROOF - -0.0081 ____________________< Member Distributed-Loads,-BLC Joints Load Pattern Pattern____. Member. I J Label Multiplier v ---------------------------------------------------------------------------- 6 4 1 HORROOF 0.0063 5 5 4 HORROOF -0.0063 Member Distributed Loads, BLC6 Joints Load Pattern Job . . Member I Page: Label Multiplier _.Date: 7/02/98 3 2 VERT 0.0020 File: HSKLSIDK HASKEL...McINTURF 3 2 1 14 X 32 SHED SIDE KICKER CALC 5 Member Distributed Loads, •.BLC.._.2...>____._________________ VERT 0.0020 Joints Load Pattern Pattern - Member I J Label. Multiplier ---------------------------------------------------------------------------- 1 6 9 HORSIDE 0.0072 0.0020 8 9 3 HOR 0.0072 11 VERT Member Distributed Loads, BLC 3 8 Joints Load Pattern Pattern - Member I J...' Label Multiplier .5 ---------------------------------------------------------------------------- 4 7 11 HORSIDE 0.0045 10 11 5 HOR 0.0045 Member Distributed Loads, BLC 4 Joints Load Pattern Pattern Member I J Label Multiplier 3 2 1 HORROOF -0.0081 2 .......... 3 .2 ..:.. HORROOF - -0.0081 ____________________< Member Distributed-Loads,-BLC Joints Load Pattern Pattern____. Member. I J Label Multiplier v ---------------------------------------------------------------------------- 6 4 1 HORROOF 0.0063 5 5 4 HORROOF -0.0063 Member Distributed Loads, BLC6 Joints Load Pattern Pattern . Member I J Label Multiplier - ---------------------------------------------------------------------------- 2 3 2 VERT 0.0020 3 2 1 VERT 0.0020 5 5 4 VERT 0.0020 6 4 1 VERT 0.0020 1 6 9 VERT 0.0020 4. 7 11 VERT 0.0020 8 9 3 VERT 0.0020 10 11 .5 VERT"' 0 . 0-0.2..Q. Load -Patterns Pattern Magnitudes Locations Label Dir Start' End - Start End _------------ K/ft; F-------•---K/ft, F---- _-_--..- - f.t or %.- - ft or o--- VERT Y 1.000• 1.000 0.000 0.000- HORSIDE X 1.000 1.000 6.000 0.000 HORROOF y 1.000 1.000 0.000 0.000 HOR X 1.000 1.000 0.000 0.000 Job : Page: Date: 7/02/98 File:-HSKLSIDK HASKEL McINTURF 14 X 32 SHED SIDE KICKER CALC Envelope Reactions..= Joint ------------ Forces -------------- x lc y lc Moment lc ------------K-----------------K----------------K-ft------------------------- 8U 0.34 1 0.60 1 0.03 3 L -0.94 2 -1.62 2 0-.01 2 VPu rT Load Combinations RWPE No.. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv ---------------------------------------------------------------------------- 1 DL+FULL SNOW y -1 6 _.16 1 16 y 2 DL+FULL WIND 6 16 2 16 3 16 4 16 5 16 y y 3 DL+WIND+SNOW/2 y -1 L2 1 1 8 y y Envelope Displacements Joint +---------- Translation ----------+-- X lc y lc Rotation lc ------------- in ------------------ in ---------------- rad---- ------ ---------------- lU 4.307 3 -2.853 2 0:01059 3 �.L `..." 2.243 2 ' -7.110 1 ------ 0 .00621 1 2U 3.303 3 -0.388 2 -0.05524 2 L 1.833 2 -0.792 3 -0.11753 3 3U 2.530 3 -0:010 1 -0.05238 2 L 1.456 2 -0.018 3 -0.10308 3 4U 5.353 3 -0.228 2 0.09256 1 L 2.681 2 -0.564 1 0.03661 2 5U 5.884 3 -0.003 2 0.06358 1 L 2.905 2 -0.014 1 0.02736 2 6U 0.000 2 0.000 1 0" *'90000 1 L 0.000 3, 0.000 3 0.00000 1 7U 0.000 3 0.000 2 0.00000 1 L 0.000 2 0.000 1 0.00000 1 8U 0.000 2 0:000 2 0:00000 2 -- L 0.000-1 0.000 1 0.00000 3 9U 0._045 3 -0.007 1 -0.02590 2 L 0.003 1 --.0.015 3 -0.04238 3 l0U 0.000 1 0.000 1 0.-0,0000 1 L 0.000 1. 0.000 1 0.00000 1 11U• 6.425 3 -0.002 2 -0.01095 2 L 3.180 2 ..: -0.011 1 -0.02751 1 Envelope Reactions..= Joint ------------ Forces -------------- x lc y lc Moment lc ------------K-----------------K----------------K-ft------------------------- 8U 0.34 1 0.60 1 0.03 3 L -0.94 2 -1.62 2 0-.01 2 VPu rT Job . Page: - Date: 7/02/98 File: HSKLSIDK HASKEL McINTURF 14 X 32 SHED SIDE KICKER CALL -- _ ......... . Envelope Section Forces Section Memb Axial - -lc Shear lc - Moment.. lc -----------------K------------------K-----------------K-ft------------------ 7 1 U 0.69 1 0.01 3 0.03 3 L -1.87 2 0.00 2 0.01 2 2 U 0.69 1 0.01 3 0.02 3 L -1.87 2 0.00 2 0.01 2 3 U 0.69 1 0.01 3 0.01 3 L -1.87 2 0.00 2 0:00 1 4 U 0.68 1 0.00 3 0.01 2 L -1.87 2 0.00 2 0.00 1 _ -5 U 0.68.1 0.00 3 0.00 2 L -1.87 2 0.00 2 -0.01 1 6 U 0.68 1 0.00 3 0.00 2 L -1.87 2 0.00 2 -0.01 1 7 U 0.68 1 0.00 2 0.00 2 L -1.87 2 0.00 1 - -0.0"l 1 8 U 0.67 1 0.00 2 0.00 2 L -1.87 2 0.00 1 -0.01 1 9 U 0.67 1 - 0.00-2 0.00 2 L -1.87 2. 0.00 1 0.00 1 " 1.0 .0 0.:..-67 1 0.00'2 0.00 1 L -1.87 2 10.00 1 0.00 1 Envelope Section Stresses Section Memb Axial lc Shear lc Bending Top lc Bending Bot lc -------------- Ksi-------------- Ksi -------------- Ksi -------------- Ksi-------- 7 1 U 1.02 1 0.01 3 -0.28 2 0.8 3 L -2.75 2 0.00 2 "'-'0 . 82 3 0 ,.3 2 2 U 1.01 1 0.01 3 -0.25 2 0.5 3 L -2.75 2 0.00 2 -0.53 3. 0.2 2. _ -3 U. 1.01 1 0..01 3 -0.08 1 0.3 3 L -2.75 2 0.00 2 -0.29 3 0.1 1 4 U 1.01 1 0.01 3 0.08 1 0.2 2 L -2.75 2 0.00 2 -0.19 2 -0.1 1 5 U 1.00 1 0.01 3 0.19 1 0.2 2 L -2.75 2 0.00 2 =0'.15 2" -0.2 1 6 U 1.00 1 0.00 3 0.25 1 0.1 2 L -2.75 2 0.00 2 -0.12 2 -0.3 1 7 U 0.99 1 -- 0_.00 2 0.27 1 0.1 2 L -2.75 2 0.00 1 -0.09 2 -0.3 1-- 8_U 0-9..9. 1 0.-00 2 --' 0.23 1- 0.1 2 L -2.75 2 0.00 1 -0.06 2 -0.2 1 ' 9; U 0.-99-:1 0.00 2. _ 0..14 1 --. 0.0 2 L -2.7.5 2 -0.01 1 _--0., 03 .2 -0.1 1 IOU 0.98 1 0.00 2 0.00 1 0'. 0 1 L -2.75 2 -0.01 1 0.00 1 0.0'1 _ Job i- . -Page: ..Page: .. Date: 7/02/98 File: HSKLSIDK HASKEL McINTURF 14 X 32 SHED SIDE KICKER CALC Envelope Section Stresses Section Memb.. Axial lc Shear lc Bending Top lc' Bending Bot lc ---------------Ksi-------------- ---------------------------------------------------------------------------- Ksi --------------- Ks --------------- Ksi------- -- ______________________< Envelope Section Deflections Section _ ..._...: _ Memb x lc y lc L/n lc ----------------in----------------in----------=----------------------------- 7 1 U 0.00 1 0.00 1 NC 1 L 0.00 1 0.00 fi -- NC 1 2 U 0.00 2 .-0.00__2. NC 2 L 0.'*00 1 0.00 3 NC 3 3„ U 0.00 2 0.00 2 NC 2 L 0.00 1 -0.01 3 - NC' 3 .4- -: U 0.00 2 -0.01 2 ----- .,. _...... NC. .12 ... L 0.00 1 -0.01 3 9388.06 3 5 U 0.01 2 -0.01 1 NC 1 L 0.00 1 -0.02 3 6146.17 3 6 U 0.01 2 -0.01 1 NC 1 L 0.00 1 -0.03 3 ...... . NC . 3. 7 U 0.01 2 -0.01 1 NC 1 L 0.00 1 -0.03 3 NC 3 •.8 U 0.01 2 -0.01 1 NC 1 - L 0.00 1 -0.04 3 NC -3 9 U 0.01 2 -0.01 1 NC 1 L 0.00 1 -0.04 3 NC 3 10 U 0.01 2 -0.01 1 NC 1 L ---------------------------------------------------------------------------- 0.00 1 ....-0.05 3 _ NC .3. Job _ _".._ Page: Date: 7/02/98 File: HSKLSIDK HASKEL McINTURF 14 X 32 SHED SIDE KICKER CALL FOR WIND LOADING IN THE OTHER DIRECTION C SULTS 0A)LY6 Members Memb Joints Rotate Section Releases Offsets Inactive? No. I J 90% Set I:AVM J:AVM I -End J -End Label Length --------- ----------- -----------------=----=-=in -------- in ---------------- ft---- 1 6 9 PIPE E 9.00 .2 3 2 ..PIPE E 0.82 3 2 1 PIPE- E 6.51 4 7 11 PIPE E ` " 9.,00-- 5 5 4 PIPE E 0.'82 6 4 1 PIPE E 6.51 7 8 9 PIPE PIN - Y 10.39. 8 9 3 PIPE E 2.85 9 10 11 PIPE PIN (new memb6r calc'd)- .10.39--- 10 11 5 PIPE. E 2.85 Envelope Displacements - Joint +---------- Translation ----------+ . X I lc Y lc Rotation lc ------------ in---------------- in--------------- rad ----------- --------------- lU 0.791 2 -0.384 2 0.00467 2 L -3.689 1 -7.110 1 =0.:00621 1 ' 2U 0.732 2 -0.014 2 -0.00445 2 L -4.777 1 -0.564 1 -0.09256 1 3U 0.721 2 -0.003 2 0:00124 2 L. -5.326 1 -0.014 1 -0.06358 1 4U0. 866." 2,.. 0.085- 2 0.11142 1 L....... -2.626 1 -0.720 1 -0.00675 2 5U 0..788 2 0.007 2 .0..09068 1 L -1.918 1 -0.010 1 -0.01558 2 -6U 0.000 2 0.000 2 . 0.00000 1 L 0.000 1 0.000 1 0.00000 1 7U 0.000 1 0.000 2 0.00000 1 L 0.000 2 0.000 1 0.00000 1 8U 0.000 1 0.000 1 0.00000 1 L 0.000 1 0.000 1 0.00000 1 _. 9U 0.894 2 -0.002 2 0.02751 1 L -5.803 1 -0.011 1 0.00369 2 l0U . 0.000 3 0.00.0 1 0.00000 1 L 0.000 1 0.000 3 0.00000 2 11U 0.041 2 0.008 2 0.02947 1 L -0.003 1 -0.007 1 -0.01810 2 _".... Job Page*: Date: 7/02/98 _ File: HSKLSIDK HASKEL MCINTURF 14 -X ' 32' SHED SIDE KICKER CALL Envelope Reactions Joint +------------ Forces -------------+ X lc Y lc Moment lc ------------ K ----------------- K ---------------- K-ft'=----------------------.--- l0U -0.34 12:20 3 DwN- 0.01 2 L -1.26 3 0.60 1 -0.02 1 Envelope Section Forces >= --------- _______-________ Section Memb Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 9 1 U(2,53 3 �1h4X'M 0. O T 1 -- 0.02 1 MAX M L 0.69 1 0.00 2 -0.01 2 2 U 2.53 3 0.01 1 0.01 1 L 0.69 .1 0.00.2 .-0.01,2 3 U 2.53 3 0.00 1 - 0.00 1 L 0.:...69 1 0.00-2 -0.01 2 4 U 2.53 3 0.00 1 0.00 1 L 0..68 1 0..00 2 -0.01 3 5 U 2.52.3 0.00 1 0.00 2 L G'.68 1 0.00 2 ------ - 0: 01 3 6 U 2.52 3 0.00 1 0.00 2 L 0.68 1 0.00 2 -0.01 3 7 U 2.52 3 0.00 1 0.00 2 L 0.68 1 0.00 3 -0.01 3 8 U 2.52 3 0.00 2 - 0.00 2 „ L 0.67 1 0.00 3 -0.01 3 9 U 2.51 3 0.00 2 0.00 2 L 0.67 1 0.00 3 _ -0.01 3 10 U 2.51 3 0.00 2 `" 0:00 1 L ---------------------------------------------------------------------------- 0.67 1 -0.01 3 0.00 1 _______________________< Envelope'Section Stres-ses•->======================== Section Memb Axial lc Shear _lc Bending Top lc Bending Bot lc --------------Ksi--------------..Ksi-------------- Ksi --------------Ksi-------- 9 1 U 3.72 3 0'. 01 1 '0'. 27 .2 0.5 1- L 1_. 02. 1 0.-00 2--- -0.55 1 -0.3 2 2 U 3.72 3 0.01 1 0.24 2 0.3 1 L 1..01.:1 0.00 2. -0.29 1 -0.2 2 3 U 3.71 3. 0.01 1 0.21 2 0.1 1 L 1.01 1 0.00 2 -""-- -0.08 1 -0-.2 -2 - 4 U 3.71 3 0.01 1 0.27 3 L 1.0111 0.00 2 0.08 1 -0.33 Job . Page: - _....._ Date: 7/02/98 File: HSKLSIDK HASKEL McINTURF 14 X 32 SHED SIDE KICKER CALC Envelope.Section Stresses Section Memb Axial lc Shear lc Bending Top lc Bending Bot lc -------------- Ksi-= ------------Ksi ---- ----- -----Ks.i.-.-------------Ksi-------- 5 U 3.71 3 0.00 1 0.35 3. -0.1 2 L 1:00 1 0:00 2 0.15 2 -0.3 3 6 U 3.70 3 0.00 1 0.38 3 -0.1 2 L 1.00 1 0.00 2 - 0.12 2- -0.4 3 .7.. U 3. 7 0 3 0.00 1 ------- - ..-.-.0..-.36 3 ...... _ -0.1 2 L 0.99 1 0.00 3 0.09 2 -0.4 3 8 U 3.70 3 0.00 2 0.29 3 -0.1 2 L 0.99 1 0.00 3 0.06 2 -0.3 3 9 U 3.69 3 0.00 2 0.17 3 0.0 2 L 0.99 1 -0.01 3 0.03 2 -0.2 3 10U 3.69 3 0.00 2 0.00 1 0:0 1 L 0.98 1 -0.01 3 0.00 1 0.0 1 Envelope Section Deflections Section Memb x lc y lc L/n lc ----------------in----------------in---------------------------------------- 9 1 U 0.00 1 0.00 1 NC 1 L 0.00 1 0.00 1 NC 1 2 U 0.00 1 0.00 2 NC 2 L 0.00 3 0.00 1'. _ NC 1 3 U 0.00 1 0.00 2 NC 2 -L 0:,00 3 0.00 1 NC 1 4 U 0.00 1 0.01 2 NC 2 L -0.01 3 -0.01 1 NC 1 �:. 5....: U 0,00 1 0.01 2 ----- _._......... NC ... 2 ... L -0.01 3 -0.01 1 NC 1 6 U 0.00 1 0.01 2 8353.36 2 L -0.01 3 -0.01 1 NC 1 7 U 0.00 1 0.02 2 6077.62 2 L -0.01 3 -0.01 1 NC 1 8 U 0.00 1 0.03 2 4688.69 2 L -0.01 3 -0.01 1 NC 1 9 U 0.00 1 0.03 2 3778.85 2 - L -0:01 3 -0.01 1 NC.1 10 U 0.00 1 0.04 2 NC 2 L ----------------------------- -0.02 3 ----------------------------------------------- -0.01 1 NC 1 FOUNDATION ANALYSIS 501 Bearing Press. 1000 lbs/soft Max Down: 2.2 kips Max Uplift: I .G2 kips 5a. Ft Rea.: 2.2 sq ft. Cu. Ft Recl.: 10.8 cu ft. _ 3G" dia x 20" dp. .7. 1 O. 5c�,.. ft. > 2.2 I 1 .8 cu. ft. > 10.8 5pecified Foundation: 36" dia x 20" d.p conc. footing w/ #4 @ 12" ox.-ea.-way.- Spaced x.-ea. way.Spaced. @ 16'-0" o.c. 4 Q 4 24" OEEP.ja WIDE FOOTING Images design group'e MISS rob.1 k-Nwalker-GroNgot Roorn�s DWAII.e . des, www.o..,.4 Mwwo,.o - .a.e oupe GV 274-0144 JUL 0 9 1998 BUTTE COUNTY BUILDING DIVISION i t J SPECIAL INSPECTION POLICY 1. Engineer or Architect shall identify on the plans when special inspection is required per Section 1M of the Uniform Building Code, list the type of special inspection required and any special requirements for testing. 2. Plan check engineer will attach the "Special Inspection Note" form to the plans indicating which items will require special inspection. 3. Plan check engineer will notify applicant and list on the data sheet that approval of the special inspector is required prior to issuance of the building permit. 4. A preconstruction conference may be required by the Plan Check Engineer to review special inspection requirements and procedures. 5. The special inspector shall be employed by the owner, architect or engineer of record, but not by the contractor. 6. Prior to our approval of a special inspector, a resume and other information maybe requested to verify the qualifications and certification of the special inspector. 7. Special inspectors shall submit reports to the Building Division stating that all items requiring special inspection and testing were fulfilled. Final report is to be submitted and approved prior to final inspection of building. SPECIAL INSPECTION NOTE_ In addition to the inspections required by the Uniform Building Code Section 108, a Special Inspection is required in this building in accordance with the Uniform Building Code Section 1701. Duties and Responsibilities of the Special Inspector: 1. The special inspector shall observe the work assigned for conformance with the approved design drawings and specifications. 2. The special inspector shall famish inspection reports to the building official .and the engineer or architect of record. All discrepancies shall be brought to the immediate attention of the contractor for correction, then, if uncorrected, to the proper design authority and to the building official. 3. The special inspector shall submit a final signed report to the Building Division stating whether the work requiring special inspection was, to the best of his knowledge, in conformance with the approved plans and specifications and the applicable provisions of this code. 4. The special inspector shall advise the contractor that Building Division called inspections cannot be delegated to him, so inspections must also be made by Butte County. 5. Any change in special inspection firms made after permit issuance shall be approved by the Building Division prior to the new firm performing any inspections. 6. -Special inspections are in addition to the regular inspections performed by the Butte County Building Division. County inspection approval and sign off is not to be construed as authorization to proceed with work which obscures, covers or otherwise prevents proper special inspection. Special inspection is required for the following items: [ ]Reinforced Concrete (Taking of test specimens, placement of reinforcing and placing of concrete). OU I 1V t i [ ]Structural Masonry I l.UU [ ]High Strength Bolting WILDING DEPARTMI-V Welding ' A p p K O V E D [ ]Bolts installed in Concrete [ ]Other:���C l �••: �N t =Gi I !� -To 1cRC8��� June 1996 4,0. 1/2" x10" ANCHOR SOLT MIN ...... LIMED MIN. 111, Id Id Lo El I IEH t - I EEI I E�d I Ell I I D -T I I El I M I E El I 111-11.1=I AR NOM. 0 JISOLATw r-oomal IUILDING DEPARTMGNT kDDrpovpn Irn280S Images design group's 'a s robort W. wolkw-.,.hit., F-0(:)TNn VETAILlb d + mt.~. o 'upe BIB 9 l4 74-a4 g b li 'lq,qmmi X V. 501.76 OR MIM. 3 -NO. 12-14 X I 6W- TAPPIS* 90R W6 ALL 2 1/81, TUIBIWA .. .. ....... -BUTTE COWN rY 3UILDING'DEPARTMENT 6� DDI?oVpn 3/16 e--rl OA) r-Ae-- /70/.7 OL39 - N3/8" TU15ING. 3" x ImamsImage* design grouple . - rabort loule walker,-�w*toot. oRAm Afss"Iy oRAwm,raMYWan + ft"Iftem"a .......... . ... 'Ma"m 412ow 0 MRMOMPS move, OU ps 016 274-a144 1. ee -- - - ------- �- 2 3/6" O.gSWALL MECHANICAL TUBING HAT CHANNEL 6 44O.C. _......_,.. , 'WHEN ROOFING IS RUN PARALLEL TO FRAMING 6"5M�lNy V �N i �r ' 1 I I D E�� C, ' liar: m END BRACE �AA7/31 _ . ...... - �csW I L--LUU1,411 iulLDING DPPARTMF—Nl Im3. 1megea dealgn group'e (� robort bolo wulkor-oraNtoat PIF'f3 ELEVATION! de8I�f1 •ruhS"S . "o".00 __.. . ... k wew ewon • �rsw d-o". Cs oupe 018 274-el44 ROOF'NG MATERIAL -TO BE SECURED TO STRUCTURE WITH NO.12 P06T AGREW6 THROUGH vALLIES OF SHEETS TO RAFTERS AND -- POLES. (SWEET TO SHEEN) TYP: - ROOFING MATERIAL 6H€ M TO B€ CONNBCTEED WITH NO. 14 LAP SCREWS . AT AND' BETWEEN EACH RAFTER AND OLDS. (SHseT fo SHEET) TYP. NOTCH TOP OF TRIM IN THIS MANNER SECURE WITH NO. 14 LAP SCREWS MADE CUTS ON FRONT OF TRIM TO ALLOW FOR CURVE OF ROOP SHEET, SECURE WITH NO. 14 LAP SCREWS. §O AFC,�/l -- BUTTE...COWN.I 1 BUILDING DEPARTMENT a 400 APPR®VF� 7131 Poor- SHUMI INa L.AYOUt DrETALS ImS L-t e's design group's t7 lain walkar•aroMNot ROOF e+IEETINO LAYOUT desPro «o....�w....or..n.o , DETAIL6 `j ou.p9ate 274-8144 �� .i r�..• �� .�..r.rM. I E A i x p 7m0 ))0 Tri r O i o Z ' -d 7Ii Z m O ® o=moo m°B= m Z m A TE6 N f r' m w Z V to r= : n a c 3 W.: � (p -4 N P I o z i o I E A i x p 7m0 ))0 Tri 3 O i o Z ' -d 7Ii Z m O = O O m A . N f r' m w Z V to r= : n a c W.: I o i ® j Z I� �: m �0 '� < E m 1If r = c z of m m m�°'(io w N i p10 T- 1p p � 3 7Ii O = O A N f r' to ' - t • r i �. N 36" Coverage HI•RIB 4 0 36" COVERAGE'- 77.. utscHir i wn Hi -Rib 4 -has 36" coverage with trapezoid ribs 12" orf -center, 13/16' in height and -a smaller rib ' - between the larger ones. The maximum structural..._. strength and visual appeal, as well -as the increased width, make this panel a superior choice for large commercial projects. Panels span .up to 6' between purlins. Hi=Rib 4 is available in 29 gauge through 26..gauge galvanized and. 26. gauge galvalume. It is also available in: 29 gauge through. _ , 26 gauge painted. - SPECIAL FEATURES One third fewer overlaps than the 24" panel (less fasteners needed). Allows for quicker"app lication on targe projects with fewer panels to be handled.- Custom andled.Custom cut lengths.3'-40'. - --- _This:pattern is more -economical. than the .24" wide -- panel. AVAILABILITY... Consult with your local distributor for color and thickness availability. Roll formed in ASTM A446. ; E grade steel 80,000 PSI. RYERSON HIAB 4 - ALLOWABLE LOAD (LB/FT2) GAUGE/DECIMAL THICKNESS -CONTINUOUS SPAN ASTM A446 -E (80,000 PSI) 24/.026 26/:02 28/.017... 29/.015 2.0' 2.5' 3.0' 3.5 4.0' 4.5' S.0 5.5' 6.0' - "99` .78---63'. 52. . 44 100' 77 61 49 40 34 ' ' 89 68 54 43 36 30 106 78 59 47 38 ' 31 -26_ 0u I..I. dUIL.DING DEPAR- MC.Mr 'Load strength ex9eeds_100 Ibs/fP Load may be Increased by 1/3 for wind load _ L NOTE: Load strength tables should not be used for pan'forrri systems. a� This table is for estimation only. Always consult local codes to — determine approved design and construction requirements. Ryerson assumes no.responsibility_in the use of this table. _. O LLO Q�Perlormanc>> Data Z TP,0XX ly n Sr`LF•DRILUNG FASTENERS WITH 9/'I6 BONDED WASHER....................... ..................... ..... ..................., Selector Guide 0 . FASTENE ES FaatentW (dle•tFl) PULLOUTVALUE3 (average lbs, ultimate) Fasiener I 2778 4 2000 92 Steel Gauge 3020 Dla, 1 PL 26 24 -124 Mr 22 201 -ZW 18 16 499 708 14 12 3/161 114 967 1474 769 1358 1620 1970 1986 2 1� 249 283 375 805 848 1181 1856 12 3 •142 1.211 289 341.6 551 757 1063 1631 '=;2.W 4 495 69T 988 "3844 12 4.5 488 e83 923 150813126514104 51 Iit: 1 r4 1 208 329 428 562 800 1151 . FASTENE ES FaatentW (dle•tFl) Tensile (lbs. min.) Sheer (evq. Ibe. uR.) (mh ln. lbs.) 12.14 2778 4 2000 92 12-24 3020 2100 100 728 1268 1540 1552 4080 2800 150 'SHEET STEEL GlAUt3 Gauge No. 1 12 1 14 1 10 1 18 20 22 1 24 1 29 Decimal Equivalent 105' .075" .060" .048" .096" .030' .024' .018' The vers listed ere ultimate average* achleved under laboratory conditions end appy to l3uildex manufactured feswers only. Appropriate safely, fa.Mrs should be eppeled to these values for design purposes.- ...././•.,......................,......,.........................•.......•....,.................................... ...............1:.... -. Installation Guidelines L Overdriving may result In torsional failure of the fastener or etripout of the substrate: - . . � A standard screwgun with a depth sensitive nosepiece should be A. The fastener must penetrate beyond the metal StrUClure a minimum used to Inst 0-N Trak.. For optimal fastener performance, the screw. of 3 pltches of thread gun should b: a minimum of 4 amps and have a RPM range of Properly Seated Washers 0-2000. -- ,� Adjust the scrawgun nosepiece to properly seat the fastener. • ,� New magna tic sockets must be correctly set before use. Remove ftor.0"n crew �N chip build-up as needed. ..............................................:..:::.:...::::................:::.........................:.......................... r Traxx'. Climasee10 end Building Ideas that Work' are registered lrademmAks of ITW Bulldex and Illinois Tool Works Inc_ j(JiLD(NG DEPARTMENT MAR -VALUES (average lbs. ultimate) Fastener Steel Gauge (Isppod) Die Pt. 29 •22 20... 18 18 14 12 118 10 3 728 1268 1540 1552 2 .165 00 623 898 1370 1758 21 12 3 769 1358 1620 1970 1986 4 12- 4.5 2841 2887 1 5 2650 2700 1/4 1 511 849 885 1244 1764 The vers listed ere ultimate average* achleved under laboratory conditions end appy to l3uildex manufactured feswers only. Appropriate safely, fa.Mrs should be eppeled to these values for design purposes.- ...././•.,......................,......,.........................•.......•....,.................................... ...............1:.... -. Installation Guidelines L Overdriving may result In torsional failure of the fastener or etripout of the substrate: - . . � A standard screwgun with a depth sensitive nosepiece should be A. The fastener must penetrate beyond the metal StrUClure a minimum used to Inst 0-N Trak.. For optimal fastener performance, the screw. of 3 pltches of thread gun should b: a minimum of 4 amps and have a RPM range of Properly Seated Washers 0-2000. -- ,� Adjust the scrawgun nosepiece to properly seat the fastener. • ,� New magna tic sockets must be correctly set before use. Remove ftor.0"n crew �N chip build-up as needed. ..............................................:..:::.:...::::................:::.........................:.......................... r Traxx'. Climasee10 end Building Ideas that Work' are registered lrademmAks of ITW Bulldex and Illinois Tool Works Inc_ j(JiLD(NG DEPARTMENT ADVANTAGES OF _ VS. NOT -DIPPED Stronger, Yet Lighter Allied's in-line galvanizing process, which involves heating and quick cooling of the tube, enhances the mechanical properties of our product. Allied's tubing delivers a _minimum 50,000 psi yield strength, providing increased structural rigidity, greater impact resistance, and substantially lower material cost than hot -dipped pipe or structural products. By guaranteeing a minimum 50,000 psi yield strength vs. A-500 Grade B structurals (46,000 psi yield strength);'Allied's-tubing allows the user to purchase a lighter_.- gauge — at least -one gauge lighter, thus providing lower material, •'0, freight and handling costs. Advantages when Powder Coating The biggest benefit of powder coating over a galvanized surface is from the phenomenal corrosion resistance that can be attained. The advantages of using Allied's galvanized —products rather than hot -dipped -pipe are numerous from the processing point of view (see table below). Here are several eXamp..les: Coat Advantages a of the coatings Edo- covera9 •The eaesIa °moo h powder coat, with excel Prov lent adhesion. anis topcoat • Not only does the clear ut9 it also ads rotedion, .'seal in' corrosion peXtensive timet for powder coating* if the as a P is unnecessary. precleaning , els, scratched, the triple powder coating 9 continues to protect coat underneath the tube• coverage dna smo otIN 'in .e uniform fabricated without any can be. easily s TI►e tube deform to we ai0n at ta a 10136 up. is easy ALLIED'S STRUCTURAL sMBING PIPE Advantages when Fabricating • Allied's uniform and controlled zinc coating thickness allows for optimum formability - and abrasion resistance without flaking or chipping. • Allied's products are competitively priced and can offer savings in material costs,--- freight osts,--freight and handling, and lead times when compared to the cost of sending material out to be hot -dipped. Advantages when Welding • 99.99% Pure Zinc—Virtually Lead -Free. Hot -dipped products have a naturally occurring lead content of about .5%. This lead is inconsequential except during welding, when some of the lead is vaporized along with the zinc coating. Allied's zinc coating is 99.99% pure; so lead oxide fumes generated during the welding process are kept to an absolute minimum. • Thin, Uniform Coatings. The in-line application of the coatings produces an exceptionally uniform finish. With''o hot - dipped product, the zinc coverage tends to be heavier in some areas, and lighter in others. And the zinc layer on Allied's tubing is a much thinner coating than the zinc on a hot -dipped pipe. This makes welding easier, while retaining excellent corrosion resistance due to the synergistic effect of the other two coatings. ot-dippQ° "r" - ular,bumpy surf Uneven finish, e irreg dsuis -in an ipped Pipe owder coating. 49-2.11 fter P owde1(0 . alea ot-ipped Pipe muni be P alvaniea, within �Igflash o°white rug To Prevent or ►t w► i e -0 open coated with oilpSed this, the PIP be cleQnea oft and lisp which m owder (acting. hese extra of prior to P s can.be 01% costly. processing step . dunng - • Gases trappe �►npruc ss are fofint 1r ea -out the hot d'►Pp g cousing a problem .. during pan ho1ingting, - - callea "p -- Restoring Corrosion Resistance to Welds When welding any galvanized tubing, it is important to restore the corrosion resistance of the weld zone to that of the surrounding tube area. This is easily accomplished by using Allied's custom touch-up paint, which has been specifically designed for this purpose and is available directly from Allied. Another method of restoring corrosion resistance is thermal spray. Thermal spraying is a process by which zinc wire is continuously melted and projected by compressed air onto a prepared surface. If you would like . more in-depth information on welding galvanized steel tubing, or the various methods of restoring corrosion resistance to weld areas, please contact your sales representative for a copy of Allied's Welding and Painting Guidelines. tau I I I= (_uury I T JUILDING DEPARTMEiNrf Let's compare... ■ Salt spray tests on the respective tube OD's and ID's were. -conducted by Scientific Control Laboratories, Inc., Chicago, IL, in accordance with ASTM -B-117. These independently conducted salt spray tests verified that 50/55 with Gatorshield is truly superior to a G-90 pregalvanized tube product. Ask your local Gatorshield distributor for a copy of these test results. - ■ Allied's 50/55 with Gatorshield OD is coated in-line first with a 0.6 oz./sq. ft. zinc coating followed by a chromate coating and, lastly, a clear organic top -coat. This triple coating produces a•"synergistic" effect that has greater corrosion resistance protection than the sum of the individual coatings. Most G-90 pregalvanized tube products do not provide this "sealed in" triple coat corrosion resistance. ■ The ID of Allied's 50/55 with Gatorshield has a corrosion resistant zinc rich coating which is applied after the tube is electric resistance welded and completely covers the interior of the tube. When pregalvanized G-90 tube is welded, the ID weld area is left bare... unprotected since the ID cannot be re-metalized. This means that exposed metal is immediately left to be attacked by all corrosive elements. This exposed area, of course, is more subject to rust than Gatorshied's completely coated ID surface area. , ■ Allied's 50/55 with Gatorshield delivers a minimum 50,000 PSI yield strength and a minimum 55,000 PSI tensile strength. Pregalvanized G-90 tube product offerings advertise only "target" yield and tensile strengths. ■ Allied's 50/55 with Gatorshield utilizes a special high grade zinc material (meeting ASTM -8-6) which has a maximum, 003 lead_ content. G-90 products typically have a higher lead content level. By having the lowest lead content achievable, 50/55 with Gatorshield will keep noxious fumes, which are generated during the welding process, to an absolute minimum. ■ Allied's 50/55 with Gatorshield's patented manufacturing process delivers uniform `. mechanical/physical properties on a consistent basis. This consistency (especially during bending operations) allows the manufacturer/fabricator to save a great deal of time and money during tube processing operations. The resulting savings means overall lower production costs. J ■ Allied's 50/55 with Gatorshield has a smooth, shiny, clean appearance... it will not flake during fabrication. In addition, our synergistic triple coating retards oxidation (graying down) and flaking common to pregalvanized tube -products. ■ Allied's 50/55 with Gatorshield offers exceptional application versatility... it can be painted using most liquid or powder coatings readily available in the marketplace. ■ Allied's 50/55 with Gatorshield offers superior corrosion resistance in harsh environments. For over 15 years Gatorshield has been the market standard of excellence for commercial greenhouse applications ... a marketplace where Allied now commands a dominant market position. ■ Allied's Fence Division, producing a similar triple -coated steel tube product, has consistently captured the lion's share of the available nationwide business in the industrial fencing market. This is a market where tight specifications and product performance are key determinants to widespread product acceptance and use. ■ Sears Roebuck and Co. has been a major distributor of Allied's galvanized tube products for chain link fence products which are sold predominantly to the residential -end-use marketplace. Sears has worked with Allied for over 20 years... proof of product performance in all types of environmental conditions. _ Qv-'alhed TUBE &CONDUIT OU i 1 I_ LO UN 1 T MECHANICALTUBE DIVISION IJILDING DEPARTMENT Harvey. Illlinos60426Avenue — (708)339.1610 ATC -L-1514 ©Allied Tube & Conduit Printed in U.S.A 5/92 ^ - ' n A Grinnell®owwu+r....: _ COUNTY OF BUTTE- DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive - Oroville, California 95965 - Telephone (916) 538-7541 PERMIT NO. (Rev. 12'/96) + . APPLICATION AND PERMIT `7 ASSESSOR PARCEL NUMBER 68-14-35 ZONING C 1 BUILDING PERMIT OWNER HASKEL A MC INTURF (� Tffi71959 SO. FT. OCC. BUILDING VA UATION 448 C f 824.00 OWNER'S MAILING ADDRESS 4630 OLIVE HWY OROVILLE, 95966 • CONTRACTOR'S NAME UNKNOWN TELEPHONE ' CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS ' Total Valuation $ 5. 824.00 ARCHITECT OR ENGINEERLICENSE NO. Filing Fee $ 20.00 Permit Fee $ 81.00 ARCHITECT OR ENGINEER'S MAILING ADDRESS Plan Checking Fee $ 52.65 BUILDINGADDRESS 4630 OLIVE HWY Energy Plan Checking Fee $ $ OROVILLE, 95966 PERMIT FEE $ 153.6 LOT NO. SUBDIVISION'S NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE SF ❑`Y Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 - Solar or heat um water heater 23.00 Water piping 15.00 Each as water heater or vent 15.00 TYPE OF WORK New � Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other Id Descriib\e Work: ULA CARPORT Gas piping system 1 - 5 outlets 15.00 Buildingsewer 15.00 Mobile Home I S I G I W @20.00 PERMIT FEE $ ELECTRICAL PERMIT Filing Fee 20.00 0V OR Main Service 200A OR LESS 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect.8 License Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service 200A TO 1000A 46.00 NEW CONST. DWELLING OCCUP. OR ( s ATI- BUDS. SO 3.5aFT; NEW ONS NON•RtSOT ANCI C�CUT @7.50 PSINGOWELE OUTLET CSI R. R APPARATUS Ex. Occu OUTLET OR FlxruREs 20 @ 1•00 BAL 9 .50 Ex. Occup. O;nEI� REESSID.OEA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wirin 23.00 PERMIT FEE _ WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE $ Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) " I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall A;ithn ply with thosp provisw s. X Date [%�___ Signature of pplicant - er ❑ Contractor ❑ Ag 67( An OSHA permit is required fo excavations over 60" deep,and demolition or construction of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ occ V - CONST. PE (I - TOTAL FEE $ 153,65 HAZ. D. FEES I FLOOD COF PAR L PD H ISS This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. By Date PERMIT EXPIRES ON � Dale Receipt No. 231309 WHITE-D.D.S.-B.D. CANA Y SESSM -PINg-114SPECTOR GOLDENROD -APPLICANT v '1 COUNTY OF BUTTrE = DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7. COUNTY -CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (916) 538-7541 - ; PERMIT APPLICATION DATA S11EEP OWNER: !�-,(i11-1 1 ASSESSOR PARCEL ER: — N a Proposed Buil�mg Use:Building Inspector: Date: +, At time of permit application, was a vised the following data must be submitted prior to permit p&Ae§sihg and/or issuance: t Date Received By ❑ 1. All items have been submitted -------------------------------------------------------------------------------------- 02. Plot plans, 3/4 sets, signed by the preparer of plans. ------------------------------------------------------------ 03. Complete plans, 3/4 sets, signed by the preparer of plans. ----------------------------------------------------- 04. Engineered plans, 3/4 sets, with wet signature on plans. All engineering must be shown on plans. -------- ❑ 5. Engineered truss details and layout in duplicate (required prior to plan review) No faxes! ------------------ ❑6. Energy Design Compliance and supporting documentation. ---------------------------------------------------- ❑ 7. Statement of Intent for Non -Heated "and A/C Buildings. --------------------------------------------------------- ❑8.`Hazardous Material Form. ------------------------------------------------------------------------------------------ ❑9. Manufactured Home data and installation instructions including Tie Down Specifications ------------------- El10. Fees of $------------------------------------------------------------------------------------- ❑ 1 . Impact fees as shown on the attached schedule. ----------- ---- ----- -------------- ----------------------- 2. California Department of Forestry plan approval ------ ---------- -- ---- --- --------------------- ❑ 1 lood elevation certificate. ---------------------------------------------------------------------------------------- Sam ation and plot plan approval n Health Department. ------------------------------------------- 15. City of Chico plumbing permit.----------------------------------------------------------------------------------- ❑ 16. Plot plan and business license approval from the City of Biggs. ❑ 17. Planning approval for (A) Use: (B) Parking: `-------------------------- a ❑ 18. Contact Land Development about ❑ Improvements, ❑ Drainage, ❑ Legal Parcel. ----------------------- + ❑ 1.9. Encroachment Permit for driveway (construction approval prior to occupancy). ---------------------------- ❑20. Pre -inspection for required. Request to Building Inspector on (Date) 021. Contractor's license information. (Number, Name Style, Classification). ----------------------=------------- t ' ❑22. Workers' Compensation carrier and policy number. ------------- '- ❑23.Owner-Builder Verification (Given to owner, Mailed to owner 0) - -------------------------------------- 024. Letter of signature authorization. ---------'1--------------------------------------------------------------------- r ❑25. Recorded copy of Agricultural Acknowledgment Statement. -------------------------------------------------- t .� 1:126. Letter of intent on building use. ----------------------------------------------------------------------------------- ❑27. Manufactured Home utility clearance. --------------------------------------------------------------------------- ❑ 28. Existing violations and/or expired permits.---------------------------------------------------------------------- ❑29. 0433 A; ❑Grant Deed, ❑ M.H. Title, ❑ Check to H.C.D $ 1130. Other: When you issue the permit, process as follows ❑ Mail to owner, ❑Mail to contractor. ' 1elephone ! 943 3C 53 and hold for pickup at QP_, co office. ❑ Deliver with inspector. Applicant: Date: Copy of Haz-Mat form sent ❑ Health Department, ❑ Fire Department, ❑ Air Pollution Date: By: Copy of plans sent ❑ Health Department, ❑ Fire Department, ❑ Other: Date: By: } ` 1. Index permit application for the above items numbered: ❑ Plan Check List 2. Additional items required: Contractor, designer, owner, was advised of the above required data by. ❑ phone, ❑ mail, ❑ Building Division counter, by c Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑phone, ❑mail, ❑ Building Division counter, by Date: Plans reviewed by: Date: t ' Plans approved by: _ Date: A – Sets of plans on hfiMn�'lidCbine��o .A.P. folder. Note transfer by: °'� Date: Yellow Copy - Departmen46Development Services, Building Division. COUNTY OF BUTTIE- DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7.County Center Drive - Oroville, California 95965 - Telephone (916) 538-7541 PERMIT NO. (Rev. 12/96) ' APPLICATION AND PERMIT ASSESSOR PARCEL NUMBER j/L� ��'"`G�� 20NINg BUILDING PERMIT OWNER / TELEPHONE!(SO. S 61r FT. OCC. BUILDING VALUATION OWNERS MAILING ADDRESS 3 Z -- CONTRACT 'S NAME J� TELEPHONE ` CONTR S mAi0hffAI5oIkEss CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ ARCHITECT OR ENGINEERS MAIUNG ADDRESS Plan Checking Fee $ BUILDING ADDRESS ' Energy Plan Checking Fee $ $ PERMIT FEE $ —� LOTNO. SUBDNISIONSNAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE S Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 - Solar or heat um water heater 23.00 Water piping 15.00 Each as water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other Describe Work: CAfe- 0 -Pt- Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home I S I G I W @20.00 PERMIT FEE S ELECTRICAL PERMIT Fling Fee 20.00 800V OR LES9 Main Service 2coA OR LESS 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed it the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. X Date Signature of Applicant - ❑ Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height. Main Service 200A TO IOooA 46.00 NEW CONST. OWEII.INCi OCCUP. SO OR ADDNS. ( a ACC. a�ns. 3.52 FT. Hq�µgEOSIDT. MULTI -OUTLET @7,50 POWER APPARATUS 8 SINGLE OUTLET CIR. Ex. OCCu OUTLET OR FIXTURES 200I•oo SAL. @ .ao Ex. Occup. ouTLEeors RES,SIo.GEA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wirinq 23.00 PERMIT FEE $ MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE S Mobile Home Installation Fee $ Energy Inspection Fee $ OCC CONST. TYPE TOTAL FEE $ S -5 HAZ. D. FEES IMP FLOOo COF PARCEL PD HD sSUE This permit is hereby issued under of the Butte County Code and/or indicated above for which fees have By PERMIT EXPIRES ON the applicable provisions Resolutions to do work been paid. Date (Date) L Receipt No. 23J'3dC1 WHITE-D.D.S.-B. D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT E.H.SE QNW .HU___ Plot Plan Attached Floor PlanAtth d�——7 Sent to B. D. ac TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance Owner Location AP# Plan Approved for: Sewage Di Sal Water Supply: Public Private Well Clearance for dwelling. ther Hold final for: Final clearan .K. for: NOTE: Environmental Health Specia Date -- - --- 8' �9% � ' ��'' ,, ,,� � � �r"'`y Jury-26-98 12:35P BUTTE COUNTY 916 538-2140 P.01 ae, un LAND OF NATURAL WEALTH AND BEAUTY '"� '" ' �''� • y �rrt BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES •Ouallty Sheds 7 COUNTY CENTER- NI DRIVE • OROVILLE, CAUFORA 95985.3387 6570 Highway 273 TELEPHONE: (530) 538-7541 Anderson, CA 96007 ,FAX: (530) SM-2140 Fax: (530) .365-8056 Py �: G L • 5 £a .. _. - Re: Storage Shed -As Built _ Date: 6/26/98 _....4630 Olive Hwy. Oroville, CA 95966, A.P. No. 068-140-035 Permit #97-2490 With reference to the above subject, attached is: [x] Correction List [ ] Red Marked Calculations . [ ] Red Marked Plans - Action Required: - [x) Make corrections per the correction list [x] Submit additional plans with revisions as requested _. N Submit additional ealculatio*ns as necessary Should you have any questions, don't hesitate to contact 'Thursday me at (916)338-7541 Monday through between. 1:00 P.M. and 4:00 P.M.'. Sincerely .._.._._ .. .. ..... eorge R. Kellog Plan Check En ' Robert_ RECEIVED., cc: Walker,: Architect . IMAGES DESIGN GROUP'E. JUL 0 9 199.E 203 V2 West Main street _ _ �:. ,.......,Grass Valley, CA 95945 ----- :._...... _. BUTTE COUNTY Fax: (530) 27478145 r k V i; V 4 -wCP 9es .. BUILDING DIVISION Haskel Mclnturf 4630 Olive Hwy, Oroville, CA 95966 - 1 Permit Applicant: Haskel Mclnturf CORRECTION LIST Date: 6/26/98 � v L Permit #97-2490 -Site visits were made to the referenced project by Building Division personnel. Please provide additional information and/or make corrections to the referenced structure as follows: Provide corrections listed in Inspector Russel Bloomfield's Correction Notice dated 5/21/98. Regarding those corrections:. 1. Information provided: N�A. fa egWXC6 K 2. For the connection shown in 2 on page 2 (sheet label #3 Frame Assembly Drawing) an alternate connection drawing has been submitted, The original design showed this as a welded connection. The alternative connection uses screws. Please provide an engineering analysis of this alternative connection, The analysis should include a check of all stresses due to uplift, gravity and laterally induced forces. Also, the alternative details shows the base angle as a 2"x3", it should be 3 "x3" according to the original* plans. 56C GAL -661 2X5 Ok 3)C3 is D; K s�>< s H 3 A_ / X3 i0 M47 -L44 3. Provide min. of 3 #12-14x1 screws per approved plans. This still needs to be verified by the Butte County Building Division on site. Ont �►T�. __.._.... Additionally, Mr. Bloomfield noted significant deflection of the shed structure frame in the -transverse (short plan dimension of the shed) direction when he'puori shed the frame posts. He reported his concern about the apparent lack of rigidity of the structure. On lune 17, 1998, 1 visited the site with Mr. Bloomfield to observed this deflection. In light of our observations we are concerned about the capacity of the post and lower frame connection (welds, angles and screws, bolts, etc.) to transfer design loads over time. The deflection we observed translated into the base angle. The over all effect appears to be to concentrate stresses in the connections. We need the licensed design professional, presumably Mr. Walker, to check"the capacity of these. _ connections and address the possibility of fatigue causing failure in the high stress areas. Larry with Quality Shed has mentioned side kickers as a possible design fix and this could be explored as a method for transferring forces around these connections and reducing -the stress mentioned above. Please provide complete details for any design revision proposed. Revisions are to be stamped and wet signed by the licensed designer. S�£ SJa�-k►c.kE� CAL-< & f. Dw�. -7..l� .�. , ... �, ►�..G S �v � alt_ vt-t�r=,�c,i�s��-t�-� -- .._ �� (�?�� � __ q' r 7 4 ZC Ql.pc f LA4keE 2 6 j2_N V 61✓a�l�, L2 ice. 2 ►� 1'0� 3 p s z �kitu,c� V h. :.;,� f`HaskellVlcInturf . - °4.63 0 Ol ve`Mghway Oroville, CA 95966 Re: Detached Carport APN 068-140-035 utte fount f al: y L A N D O F NAT U RA L W EA LT H A N D BEAUTY With reference to the above subject, attached is: [x] Plan Check List [x] Red Marked Calculations [x] Red Marked Plans [x] Other - Special Inspection Policy sheet Action Required: BUILDING DIVISION DEPARTMENT OF DEVELOPMENT. SERVICES 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: (916) 538-7541 FAX: (916) 533-2140 t Date: 12/15/97. Permit #97-2490 [x] Comply with plan check list [x] Resubmit plans with revisions as necessary [x] Submit structural calculations with clarifications and revisions as requested [x] Return all original materials & revised plans to the building department Should you have any questions, don't hesitate to contact me at (916) 538-7541 Monday through Thursday. Sincerely George R. Kellogg Plan Check Engine cc Robert L. Walker, Architect 203 1/2 West Main Street Grass Valley, CA 95945 1 'x%.ECE1VED FEB 3 1998 BUTTE COUNTY BUILDING DIVISION PLAN CHECK LIST Permit Applicant: Haskel A. McInturf Date: 12/15/97 Permit #97-2490, ` The above referenced plans and calculations have been checked by this office. Please supply or have your consultant supply the additional informationand/or make revisions to plans, specifications or calculations.,as follows: 1. Provide additional information and/or make .r`evisions as indicated in the marked up plans and calculations returned to you. SCE GAL�CS ANN OLAA 5. Provide calculations showing frame adequacy for bending and axial loading using appropriate dead, live and wind loading as indicated inle_' Tnifo= Building Code (UBC), Be sure to address DL+LL and DL+WL cases along.with any others that may control. Analysis should include members in both vertical and horizontal direction. Calculations should be based,on actual structure unless justified by a more conservative method. See attached partial check of frame capacity for problem areas. --0 SZE f.W: GpM60'S h'J GOMI°• CAt-05 r The structure's Alin must be stamped and wet signed by the licensed design professional taking resporisibiTity for the design. At present, only the cover sheet of the structural . calculations has been -stamped and signed. 2. Provide.special inspection as indicated on the attached_.Special Inspection Policy sheet. An alternate to special inspection is for the fabrication shop to provide for the requirements of Section 1701.7 of the UBC. 15 ,d 2 tr `Gicoun!y ",YAC' • ; �'t'`�'.'�.,'� - = t� r - A1_%1W '; ::qty. . :Quality Sheds 6570 Highway 273 Anderson, CA 96007 Fax: (530) 365-8056 Re: Storage Shed - As Built 4630 Olive Hwy. Oroville, CA 95966 A.P. No. 068-140-035 With reference to the above subject, attached is: [x] Correction List [ ] Red Marked Calculations [ ] Red Marked Plans Action Required: [x] Make corrections per the correction list BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE • OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: (530) 538-7541 FAX: (530) 538-2140 [x] Submit additional plans with revisions as requested [x] Submit additional calculations as necessary _ Date: 6/26/98 Permit #97-2490 Should you have any questions, don't hesitate to contact me at (916) 538-7541 Monday through Thursday between 1:00 P.M. and 4:00 P.M.. George R. Kellogg Plan Check Eng' cc: Roberti Walker, Architect IMAGES DESIGN GROUP'E. 203 '/z West Main Street Grass Valley, CA 95945 Fax: (530) 274-8145 r kv l� u G'2G 9 p Haskel Mclnturf 4630 Olive, Hwy. Oroville, CA 95966 1 CORRECTION LIST Permit Applicant: Haskel McInturf Permit #97-2490 Date: 6/26/98 Site visits were made to the referenced project by Building Division personnel. Please provide additional information and/or make corrections to the referenced structure as follows: Provide corrections listed in Inspector Russel Bloomfield's Correction Notice dated 5/21/98. Regarding those corrections: Information provided. 2. For the connection shown in 2 on page 2 (sheet label #3 Frame Assembly Drawing) an alternate connection drawing has been submitted. The original design showed this as -a welded connection. The alternative connection uses screws. Please provide an engineering analysis of this alternative connection. The analysis should include a check of all stresses due to uplift, gravity and laterally induced forces. Also, the alternative details shows the base angle as a 2"0", it should be 3"x3" according to the original plans. Provide min. of 3 #12-14x1 screws per approved plans. This still needs to be verified by the Butte County Building Division on site. Additionally, Mr. Bloomfield noted significant deflection of the shed structure frame in the transverse (short plan dimension of the shed) direction when he pushed on the frame posts. He reported his concern about the apparent lack of rigidity of the structure. On June 17, 1998, I visited the site with Mr. Bloomfield to observed this deflection. In light of our observations we are concerned about the capacity of the post and lower frame connection (welds, angles and screws, bolts, etc.) to transfer design loads over time. The deflection we observed translated into the base angle. The over all effect appears to be to concentrate stresses in the connections. We need the licensed design professional, presumably Mr. Walker, to check the capacity of these connections and address the possibility of fatigue causing failure in the high stress areas. Larry with Quality Shed has mentioned side kickers as a possible design fix and this could be explored as a method for transferring forces around these connections and reducing the stress mentioned above. Please provide complete details for any design revision proposed. Revisions are to be stamped and wet signed by the licensed designer. 2 COUNTY O BI�.TTE 31372 FF FFICIAL R EIPT 2 OF EOR EP R MIN I SUING E EIPT �� Zev Received fro The Sum of For Received: Received By CASH ❑ Title CHECK Q By DAVCO BUSINESS FORMS • (916) 7438511 _ _7 /—% / T'v �v ?rte Vj A,- gra sx- F% CkL- 1 L.)c, Ws« v J PLAN REVISION Please complete the following information in order to process your submittal. If this form is not complete, correct and legible, it may cause a delay in processing. Owner's Name: LigLv_ZAgl- htr Received By: 16 Date: 4-10 9 0 - icy A.P. #: ZS �� ®� s Permit #: 127 2 9� /��j Time: ContactPhoneNumber: Purpose of submittal: ❑ Permit Application Data Item .❑ Engineering ❑ Plan Revision Requested by Building Inspector or Correction Notice - Inspector's Name: f U ❑ Requested By Plan's Examiner - Examiner's Name: ❑ Other: If you are revising a plan which has already been issued, submit two(2) drawings reflecting the revisions for plan review. If engineering is involved in this revision, the engineer must put his requirements on these drawings and stamp and sign the drawings. Include two (2) sets of wet signed engineering. Revised drawings must clearly cs_h_ow When Approved, Process as Follows: ❑ Mail to Owner at this address: ❑ Mail to Contractor at this address: ❑ Call and hold for pickup. at the ❑ Chico Office ❑ Oroville Office ❑ Deliver with next inspection. Revised Plan Check Fee: ❑ $46.00 Receipt #: ❑ Additional Fees Not Required Additional fees may be due based upon complexity and time involved to process this submittal. Additional Fees: Receipt: STRUCTURAL DESIGN (ALTERNATE CONNECTION DRAWING) FOR ..QUALITY-SHEDS ....... 7131 Client: HASKEL A. MCINTUR5** 4630- OLIVE HWY. OROVILLE, CA 95966 A.P..N....#..025-.630-3700 BY ROBERT L. WALKER ARCHITECT IMAGES DESIGN GROUPS 203 1/2 WEST MAIN STREET - GRASS VALLEY, CALIFORNIA 95945 530 274-8144 May 29, 1998 2031/2 West Main Street Grass Valley, California 95945 (530) 274-8144 Fax (530) 274-8145 IM a 8 Images design group's QpTIONA L _ �7 robest wde aar«•varceot % ,arnt eeac �Y a+Qawn�lo des -: LoNmEch-M 09AW144 - OU win •so-�ei�♦ l w� M r r Mew. o©^ G - 978 - 1/8" X 3" SOLTS OR, MltL 3 -NO. 12-14 X 1 61111.11- TAPPING WwWSA ALL r OINTO N. TUBING 1/81, TI�O :;0 41 1.' L; 2 1/5" TU51NO (TY10.) 2 1/9"',-TUZING F II -Iol CA 0 AIM. 0 3/81, TU51NO 7/3 x 3 c Im 6 Images design group's OPTIONAL -.03 T— Ob" I la w Of.afamtect PRAM ASSID"OLY CRAW des lot~ "MIGNOWW4 vwwwc) - madbad" oupe win 27*4-al44 STRUCTURAL DESIGN W TERNA TE CONNECTION DRAWING) ............ FOR QUALITY SHEDS do AR, L FIASKEL A. MCINTURF 4630 OLIVE HWY. OROVILLE, CA 95966 A.P.N.# 025-630-3700 BY ROBERT L. WALKER ARCHITECT IMAGES DESIGN GROUPE 203 1/2 WEST MAIN STREET GRASS VALLEY, CALIFORNIA 95945 580274'8144 May 29,1998 2031/2 West Main Street Grass Valley, California 95945 (530) 274-8144 Fax (530) 274-8145 d s � 9 HASKEL A. MCINTURF 4630 OLIVE HWY. OROVILLE, CA 95966 - A.P.N.#.025-630-3700- BY - ROBERT L. WALKER ARCHITECT _. IMAGES DESIGN GROUP'E 203 1/2 WEST MAIN STREET GRASS VALLEY, CALIFORNIA 95945' 530 274-8144 May 29,1998 _. 2031/2 West Main Street Grass Valley, -California 95945 (530) 274-8144 Fax (530) 274-8145 IN. j/8" X 3" 501.76 OR MIN. I -•-- \ 3 -NO. 12-14 X I GW - TAPPING 9OR A* ALL JOINTS \ �. 2 18" TUBING i r _ 2:2 I/8" TUBING (TYP.) - 2 1/8" TUBING _ �. I I � ��IZ S�R�Ews • �.-._ Z I I cc m O 8" TURING 7/3 robot b%ft••w, a..w.«••.-a•re,NtmiImages-design group's raaMs essr-mLY oRA1m des LOOpJJrNioENc�4(LID nI V AAW/Ny = Dee 4 MAR -24-98 TUE 01:31 PM QUALITY SHEDS 5303658056 P.02 UK KLEIN FELOER A#% vonstruction Observation Report Project Name Client Project No. Project Location. Contractor Bldg. Permit No.. -- Reviewed by . .......... Date Reviewed . Date ._- DFR No. Time Arrived Time Departed Travel Time Type of Observations.Masonry ❑ Batch plant Foundations L-1 Concrete j Welding Reinforcement Steel Fireproofing 'J soil I 7; . Bolting Pre -Post Tensioned Tendon Metal Decking COther Documents Referenced -------- Summary 71--; lr"/44 441 f,4 e4 . ..... . ... ... Vow A. Vviarok Zi5l Rero.,' , items comply Report items incomplete Report items comply with 5xceplions Acknowledged by antat, ive siinature Representing pres�_ Hca <.".- Pae of g 7: 1/0 Klainfallder Represerttakive Print Name =.. Shasta College, - Industrial Technology Division -- i__ _ Welding Technology Program Procedure Spe i# catlon Company Quad i t� Sheds _�_•_ Designation of sheet steel Supporting material Thickness __�a 10 D- 1.0 ga � Thickness N.4 A .._,. Type of coating None_ Type of coating N/A Welding process GMAW _ _ Manual, machine, or semiautomatic Semi -Automati,,;_, Welding current DC _ Type Fillet TT-Jaint Melting rate N/A Polarity . Pi1te Wire feed speed current 125 CRs Welding position - -- YeT-tira,L.w__.�.,� Arc voltage 1$ vnTtS -- Progression of welding Down ------_ Electrode classification FR705-6 CO z Size Shielding gas -�- Gas Flow 25 CFH -' r Flux , N/A _ Diameter of arc spot or ' Time for arc spot Weld yLA -.— width of arc seam weld NJ Is washer used? _ Length of.weld 1 inch Sketch of joint Type of•test Bend -AWS D1.3 , Date tested 12-1-9T 'rest conducted by Mei W, Smi th Inspected by Mark .W, SnOth.___ /100 Welder Dennis Fi IjUre,l l r . Social security number 585-43-3526 - /�` t�93a1�1�1 -•Shasta.Gollege ' Industrial Technology. Division Welding Technology Program Procedure Specification Co: )pang Quality .Sheds Designation of sheet steel M-1: I d Supporting materialA-_ Thickness 4 inch to 10 ga Thickness NSA Type of coating N0t1e Type of coating N/A Welding process- GMAW Manual, machine, or semiautomatic _Semi- AulaW&Uc Welding current. Type Fi 11et T-Joi Melting rate N/A.: Polarity Wire feed speed current. Welding position Horizon •_� Are voltage 5 ER70 S-6 E Progression of welding Drag Techniq u Electrode classification CO2.. Size _..035 Shielding gas — -- — 25 CFH l N/A Gas Plow - Flux Diameter of arc spot or Time for arc spot weld NSA , — width of are seam weld N/A Is washer used 7 Length of weld _l._.i.jci1_ Type of test Date tested 'rest conducted by Inspected by Welder Social security number at i Bend AWS D1.3 12-1-97 Mark W. Smith Mark W. Sinith Demon .i,S, F1t7jarrell E 585=43-3526 31 Sketch of joint RESIDENTIAL PLAN CHECKING GUIDE SINGLE FAMILY, DUPLEX AND MISCELLANEOUS ONLY � OWNER: G�rL►� BUILDINGPERMITNUMBER: / % /�� PLAN CHECKER: C�✓I �'�/�' A.P. NUMBER: 6 6 / — C4?s-- GENERAL: Zoning requirements: (side yards and number of permitted living units). Valuation. .�- Plans signed by designer. (��V2f¢' 1'�.4�-V-Z� {-�F. l7p�%a Proper description of work on application. Existing violations on property. Items on data sheet, (Impact Fees, Environmental Health, Developer Fees, etc.). /7. Recorded notice of violation. PLOT PLAN: ,i! Complete parcel size and dimensions. Setbacks, side yards, easements, etc. i3' Other buildings or structures. Grading, fills and/or drainage. Flood hazard. .f Special conditions on creation map (Noise, S.R.A., Fire Sprinklers, Water Tender, Trees, etc.). ,7-"e F.A.U. & F.A.S. road setback. �,5z- r Building or utilities across lot lines (Record form). FLOOR PLAN: /1!' 'Complete to scale plan with dimensions. i2"- Required windows for light and ventilation (Section 1203). .-3. Required windows for second exit (Section 310.4). ..4!' Skylights (Section 2409 & 2603.7). _5!" Glazing in Hazardous Locations (Section 2406). ,6r- Required room sizes, ceiling heights (Section 310.6). f7!' G.F.C.I. in baths, garage, kitchen, wet bar and exterior outlets (N.E.C. 210). .-8°' Lights, switches, receptacles, and exterior receptacles for maintenance of mechanical equipment. �,,9? Location of water heaters, heating and cooling equipment, other electrical or gas equipment. -10.7"� Garage firewall, door size and closer (Section 302.4). Minimum of one 3'0" exterior door (Section 1004.6). `l2. Fireplace and wood stove location, alcoves and clearance. `i3. Smoke detectors (Section 310.9.1). -1-4'-- /--Plumbing fixtures, water closet clearances and shower size. 12 Conventional Construction - Unusually Shaped Buildings (Section 2326.5.4) Standard bracing or engineered design (Section 2326.11.3). r3'" Clerestory requiring balloon framing and/or engineering. Three story building requiring engineered calculations and plans. Foundation plan complete enough to construct building. 0106. Floor construction details complete enough to construct building. ,-7`' Elevations and wall construction details complete enough to construct building. 8 Roof construction details complete enough to construct building. Y.�> Rafter ties or bearing ridge beam. 01 Fireplace construction details and calc. if necessary. 1�I- Garage door and/or porch header sizes. 1-2'' Stud heights. 13. Adobe soils - special foundation design. 1.400*0 Retaining walls requiring design. 1.5t-- Special Inspection requirements. d'P Header size. June 1997 3.2 MISCELLANEOUS ITEMS TO LOOK OUT FOR: ,1! Stairway details: landings, rise and run, head clearance, handrails (Section 1006). 2r Guardrail details (Section 509). 3 Brick or stone veneer (Section 1403). �4 Exterior plaster - weep screeds (Section 2506). Proper roof pitch for roof covering (Section 1501). /6'. Roof covering type - (fire hazard). �7-- Foam insulation - protection. .-8. 36" halls and stairways. eq. Living area over garage - complete 1 -hour separation required on garage side including supporting walls and posts. (✓1'0 -Two exits on three,- story dwellings (Section 1003). .p1' Underfloor access and ventilation (Section 2317.7). 'r2. Attic access and ventilation (Section 1505). X13: Combustion air for fuel burning appliances - L.P.G. requirements. f1.4. Noise requirements on duplexes. ,+5. Energy design. ` Flashing at all exterior openings. C.D.F. responsible area requirements. Automatic Fire Sprinkler Systems (Section 310.10) For Inspection Jacket:, Flood Hazard/Elevation Certificate SRA Requirements Special Inspection Requirements Automatic Fire Sprinklers , June 1997 3.2 Mar --03-98 04: 56P BUTTE COUNTY 916 533-2140 .4 P.0i -= IAND (1F NATURAL \',!EAL Til A('dG fi 1 BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES Robert l . Walker,. Architect 7 COUNTY CCNTER 6RiVE OROVIUE, CALIFORNIA 9b94715•3397 203.1/2 West Main Street TEL EIw10NE 191 G► 5313 75,1 Grass Valley, CA 9594 rAX ,5 3a) !2;,A •g/4c Fax: 16, 53:,-2140 Re: Detached Carport Date: 12/15/97 APN 068-140-035 Revised 3/3198 Permit ##97-2490 With reference to the above subject, attached is: ` P - [^.I Plan Check List . [x] Red Marked Calculations ST 1•k] Red Marked Plans' f x) Other - Special. Inspection Policy, sheet gU1LDi Action R quired: [x] Comply with plan check list 4 • [x] Resubmit plants with -revisions as necessary (.x] Submit structural calculations with clarifications and revisions as requested [x] Return all original Materials & revised plan,oto the building department Should you have any questions, don't*hesitate to contact me at (91.6) 538-7541 Monday through Thursda Sincerely 'George R. Kellogg Plan Check Engine cc Flaskel Inturf 4630 OIive Highway Oroville, CA 95966 _-.......... ^ten. cl n P I i n T A o n 1 Mat --'-03-'98 04.-56P BUTTE COUNTY 916 5381-2140 PLAN C14 CK LIS -f'.#2,, � Permit Applicant, Haskel A, McIn' lip turf Date: 11/15/97 t • Revised 313198 Permit #97-2490 The above referenced plans acid .calculations have been checked by this office, Please supply or have your consultant supply the -additional information and/or make revisions to plans, y specifications or calculations ::s foll_ows:� I. Provide additional information and/or make revisions as indicated in the marked up plans and�calculatios returned to you. (As previously requested, please return marked up plans and calctLladons.)_kV«&5 NO LOti46A� VE0.Y 'Provide calculations showing frame adequacy for bending and axial leading using appropriate dead, live and wind loading as indicated in'Section 1603.6 of the Uniform Building Code (UBC). Be sure to addiess DL+L* L and DL+W1." cases along with any others that may control. Analysis should include members in both vertical and horizontal direction. Calculation's should be based on actual structure unless justified } hby.a more conservative method., See attached partial check of frame capacity for problem areas. d.1) Pro vide analysis of the lateral load resisting system in the longitudinal direction. Please filly describe analysis Method and as. umption'T. �- N�I �r2',q'LL' A1,1A `Y515 d=2) .p'ur the dust araczlvsis, where is fhe load case DL + LL (or snow if yoat like)' 'represented in. the eoynputer tsrintotit?, If an increase factor is used for this load case, vplease provide the code reference which allows it. On tiny calculations supplied � GZ please describe notation which indicates the load case 2. Provide special inspection as indicated on the attached Special lnspectiUi�`Pol cy sheet. An alternate to,special' inspection is for the fabrication shop to provide for the w requirements of Section 1701.7 of the I_ll3C, (This information instill needed. Refer to Section 1701.7 for requirements.) 564� PCS. 4, Nel '&-- x3. On the plot plana please indicate the distances to the' . existing caarpart, residence and the next nearest properly line (The back property line has ralready been,intlrcated). 2 , P,- • j 113 HASKEL A. MCINTURF 4630 OLINTE HWY. OROVILLE, CA 95966 A.P.N.# 025-630-37.00 BY ROBERT L. WALKER ARCHITECT IMAGES DESIGN GROUPE 203 1/2 WEST MAIN STREET GRASS VALLEY, CALIFORNIA 95945 916 274-8144 2031/a West Main Street Grass Valley, California 95945 (530) 274-8144 Fax(530)274-8145 "Quality Sheds" of Anderson, CA has requested an investigation of the structural adequacy of a pre -fabricated, semi-portable, pipe framed, sheet metal budding for utility use and storacge of recreational vehicles., "Quality Sheds" provides the following specifications: Pipe Frame: -2 3/8" Dia. Allied "Flo -Coat" tubing --- 0:095" Wall -Thickness .or equwalent Metal Sheathing: 26 gauge. Metal 5heetin6j "Ryerson HI -RIB 4" or equivalent Base Plate: 3"--x -3'" -x 3/1 G" Angle Iron . ..._-. Size of Structure:. 14.00' x 32.00' No. of Enclosed 51de '51de5: 2 Ends: 2 sides and back end of structure wilLbe partially sheeted, front.wilt be open..._....:_ Leg Height; 12.00' Frame Spacing: 4' on center Design Considerations: -- Wind Speed: 75 mph Exposure: B 5oil Material Class 4 Soil Bearing.,Pressure _ .... 1000 Ibs/ft ^ 2 -.51e5.mic,Zone, . 3 Design Snow Load: 20 lbs/ft^ 2 Summary: Roof Pitch:. 2:12 ....... _.. xp @ 41-6.c. -- �..... . Foundation : I 0",�" 2.4" d - Roofing Direction: Horiz. w/ # 12 screws @ 12" o.c. along frame legs Siding Direction: Horizontal w/ # 12 screws @ 12" o.c. along frame legs FRAME ANALYSIS DATA_ INPUT Fy = YIELD 5TRENGTh 50 K51 UNITY EQUATION C5-2 = E = MODULUS OF ELA5TICITY 29500 K51 Kb = EFFECTIVE LENGTH FACTOR IN THE PLANE OF BENDING 1.20 Lb. = ACTUAL UNBRACED LENGTH IN THE PLANE OF BENDING 12 FT D = DIAMETER _.. 2:375 IN t = MEMBER WALL THICKNE55 0.095 IN P = APPLIED AXIAL LOAD (worst case of P+M) 0.4!j KIP5 M = APPLIED BENDING MOMENT (worst. case of..P+M) _ 1.24 K -FT Cm = COEFFICIENT 0.85 1/3 INCr :EA5E FOR SHORT TERM LOADING (PER 5EC. 1603.5, '94 UBC) 1 . 1333 BENDING Qf = FACTOR OF 5AFETY FOR BENDING I .G7 5f = ELA5TIC SECTION MODULUS OF THE FULL CRO55-5ECTION 0.373 W3 3 D/t ..= CALCULATED DIAMETER TO WALL THICK. RATIO CHECK 3G<0.441'E/Fy, OK I = MOMENT OF ENERTIA OF THE FULL CR055-5ECTION 0.443 IN ^ 4 POR D/t<.07E/Fy: Mn = .(125 k Fy-X•5f) / 12, _ .. ..... 1 .9427 K -FT Ma = ALLOWABLE BENDING MOMENT = Mn / Qf 1.1 633 K -FT 1/3 INCF,EA5E FOR SHORT TERM LOADING (PER SEC. 1603.5, 94 UBC) 1.551 1 K -FT AXIAL r = RADIU5 OF GYRATION OF THE FULL SECTION = 0.8071 IN '- Fe _ -ELA5TIG-FLEXURAL'13UCKLING 5TRE55 = Pi ^ 2 E / (K'L(in) /r) ^ 2 6.3523 K51 A = AREA OF UNREDUCED CR055-5ECTION �- 0.G8 W2 2 R = COEFICIENT = (Fy / (2'Fe)) ^ 0.5 1.9838 Qc = 1`5 FOR AXIAL COMPRESSION = 1.92 (since t<.09) 1.92 Ac, = (0.037 / (D'Fy / t -E) + O.GG7) 'A <= A 0.G8 W2 2 Ac EFFECTIVE AREA @_THE, STRE55 Fn. _ -_LI-j I_ -R^ 2)(_1-Ao.L A)]'A 0.68 IN ^ 2 Fn = FLEXURAL BUCKLING 5TRE55 = Fe (since Fe < Fy/2) 6.3523 K51 Pn- = Fn'Ae 4.3195 KIP5 Pa = . ALLOWABLE AXIAL LOAD = Pn / Qc 2.2498 KIPS 1/3 INCREA5E FOR SHORT TERM LOADING (PER SEC. 1-G03.-5,-'94-U13C)..... 3.00 KIP5 COMBINED Pcr = Pi ^ 2 'E'I / (Kb'Lb(in)) ^ 2 4.32 KIPS 5TRE55E5 a = MAGNIFICATION FACTOR = I -(Qc'P / Pcr) 0.8044 Pao = ALLOWABLE AXIAL LOAD W/ Fn =Fy = Ae'Fy / Qc 17.708 KIPS UNITY. EOUATION C5-1._.=. P / Pa +Cm -M./ (a.'Ma)_ ..,.0.99 < 1.00, OK UNITY EQUATION C5-2 = P/ Pao + M / Ma 0.82 < 1.00, OK LOAD BEARING CALCULATIONS FOR RYERSON "HI -RIB 4" 36" ROOFING FY = 80 K,' -'-Il St =.020" CALCULATE BEAM STRENTGH - BTM. IN COMPRESSION Fc = 36/.7885 x.3990 = 18.217 KSI be = 1.0343 CG = 1.8122/ (3.4391 + 1.0343) = .4051" Fc =. 36/.76:15 x .4060 =..1.8:70.5..KS1... __::. _ be = 1.0219 CG = 1.8122/ (3.4391 + 1.0219) =.4068" Fc = 36/.7812 x .4062" = 18.724 KSI be = 1.0214 CG = 1.8122/ (3.4391 + 1.0214) =.4063" OC Ix = (1.394'3 +.1876 - 4.4605 x.4063 2) x .020 x 12/6 = .032224 Sx = .0322/.7812 = .0412 in _ CALCULATE BEAM STRENGTH - TOP IN COMPRESSION be = .3222" Cq = 1.6632/6.3274 = .2629" -. Ix = (1.2179 +.1876 - 6.3274 x .26292) x .020 x 12/6 = .0368 in Sx = .0368/.9246 = .0398 in LOAD TA13LE - FY = 80KS1 St = .020 -2_ps4107 4'6" 61.0 P5F MULTI -SPAN CONDITION 5'0" 49.4 105r- 4 WIND LOA -DING SHORT DIREMON (MET -H. Wind Speed: 75 Exposure: 13 Cc:, 0.'62---- 14.4 Cq: (r5f) Windward Wall: 0.8 7.16 Inward Leeward Wall: 0.5 4.47 Outward Windward —8.05 Outward Leeward Roof: 0.7 6.26 Outward WDrD LOADING LONG DIRECTION (METH. 11 bld"J'Wiath:. 5hecte'd height . ..... . ....... 14 ft- 5HCAIZ- VA -U4 CIr �IL- 5c --Kew Shear @ 13a5c of 5hectinci (long dir) USE --tilz!S-e, AL01,)67 6d • LC C1. not -critical) 4 Job . Date: File: HASKELI HASKEL McINTURF 14 X 32 SHED -' Units ............................. US Standard Steel Code ........................ AISC 9th Edition ASD Allowable --Stress -Inc-cease Factor.... .1_.333 I.nclude.Shear Deformation......... Yes No. of Sections' for—Member-'Calcs .- -:.. -5. - Do Redesign .....................:. Yes P -Delta Analysis Tolerance........ 0.50% ------___< Joint Coordinates Joint X No Coordinate Coordinate Temperature ------------------ft------------ft------------%F---------------------------- 1 7.000 13.500 0.00 2 0.580 12.430 0.00 ..3 0._000.:._- 4 13.420 12.430 0.00 5 14.000 11.850 0.00 6 0.000 0.000 0.00 7 __1.4..:.0.00 0.;000 Boundary Conditions Joint +-----*Translation -----+ No X Y Rotation ------------ K/in-------- K/in------ K-ft/rad---------------------------------- 6 Reaction_ _--Reaction Fixed _ 7 Reaction Reaction Fixed --------< Materials (General) Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus. Ratio Coef. Density Stress _ -----------.-Ksi--------- -Ksi--------- .-------- 10""5%F ---- K/ft3------- Ksi------ STL 29500.00 - 0.3-000._..0..65000 0.490 50.00 Sections Section Database Material As As I I T Label Shape Label Area yy zz yy zz C A A PIPE PI2.375X.095 STL 6.8e-1 1.2 1.2 4.43e-1 4.43e-1 ------------ ________________________________< Members Memb Joints Rotate Section --Releases - -...-Offsets Inactive? - No. I J 90% Set I:AVM J:AVM I -End J -End Label Length --------------------------------------------in-------in---------------ft---- 1 6 3 PIPE 11.85 2 3 2 PIPE 0.82 3 2 1 PIPE 6.51 .4 7...... _. 5 - PI -PE _ . _. 11.. 85' 5. 5 4 PIPE 0.82 5 =< "Member Distributed Loads, BLC-2 Joints.,.., .vim • � Job Member Page: Label - • ;Date-. ..._.... _.. _._ ---------------------------------------------------------------------------- 1 File: HASKELI HASKEL McINTURF 0.0072 14 .X 32 SHED Loads, BLC 3 Members Memb JointS Rotate Section Releases Offsets Inactive? No. I J 90% Set I:AVM J:AVM I -End J -End Label Length --------------------------------------------in-------in---------------ft---- .1 J 6 4 1 PIPE 6.51 ______________________< AISC,NDS Parameters Section Length Lb -out Lb -in Lcomp K K Cm Cb,B Sway Member Set _....._._le -out le -in le -bend out in CH o i ---------------- ft ------ ft ------ ft ------ ft= ---=-----=------------------------ 1 PIPE 11.85 6.00 0.65 0.65 2 PIPE 0.82 0.00 0.65 0.65 3 PIPE 6.51 0.00 0.65 0.65 4 PIPE 11.85 6.00 0.65 0.65 5 PIPE 0.82 0.00 0.65 0.65 6 PIPE 6._5 1—— 0.00 .... _. _....... 0'.65 -0--.65 ... ....... Basic Load-Case`Data BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. ---------------------------------------------------------------------------- -.... -1; ..... , ... SNOW - _.. 4 2 IN @ WIND WALL - ..._... 1 3 OUT @ LEEWARD WALL 1 4 OUT @ WIND ROOF 2 5 OUT@ LEEWARD ROOF 2 6 DEAD LOAD 6 Member Distributed Loads, BLC 1 Joints Load Pattern Pattern Member I • j._'_--11--_- Label Multiplier 2 3 2 VERT -0.0200 3 2 1 VERT -0.0200 5 5 4 VERT -0.0200 6 4 1 VERT -0.0200 =< "Member Distributed Loads, BLC-2 Joints.,.., Load Pattern Pattern Member I J Label - "'Mu'ltiplier• -- ---------------------------------------------------------------------------- 1 6 3 HORSIDE 0.0072 Distributed Loads, BLC 3 Joints Load Pattern Pattern Member .1 J Label Multiplier 4 7 5 HORSIDE -------- 0.0045 ----._......__.._.. Com.. Job . Page. Date: File: HASKELl HASKEL McINTURF 14 X 32 SHED Member Distributed'L'oads, BLC 4- Joints Load Pattern Pattern Member I J Label Multiplier -. ---------------------------------------------------------------------------- 3 .... .2.. �--1--........ _. ..HORROOF _ � . -0.0081 2 3 2 HORROOF 0.-0081 Member Distributed Loads, BLC 5 Joints Load Pattern Pattern Member I J Label Multiplier ----------------------------------------------------------------------- 6 4 1 HORROOF -0.0063 5 5 4 HORROOF -0.0063 Member Distributed -Loads, -BLC-6 >===================== Joints Load Pattern Pattern Member I J Label . Multiplier ---------------------------=------------------------------------------------. 2 3 2 VERT 0.0020 3 2 1 VERT 0.0020 5 5 -- 4 ... .VERT .--........ . 0.0020 ,,6 ..4 .;.1 VERT 0.0020 1 6 3 VERT 0.0020 .......... _._.... _ 4 7 5 VERT 0.0020 Load Patterns - Pattern -- Magnitudes Locations Label Dir Start End - Start End ---------------- =--K/ft,F---------- K/ft,F----------- ft or o ------- ft or %--- VERT Y 1.000 1.000 1 0.000 0.000 HORSIDE X 1.000 1..000 050.000 0.000 HORROOF y 1.000 1.000 0.000 0.000 Load Combinations RWPE No - Description . -_._.,,._.BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1 DL+FULL SNOW Y -1 6 A 1 4 2 DL+FULL WIND 6 4 2 4 3 4 4 4 5 4 y`y 3 DL+WIND+SNOW/2 y -1 L2 1 1 2 y y Envelope Displacements Joint y lc Rotation lc ----------------- lU 3.132 2 -0.424 2 0.00610 2 L 3.132 2 -1.522 3 0.00610 2 2U 3.081 2 -0.111 2 -0.01487 2 ... .. L' . ... � ..2.91-5--�3...:_... __ -0.213 3 -0.03089 3 Job : Page: Date: File: HASKELI HASKEL-MCINTURF __ _ ._.._.._:..... --.. .. 14 X 32 SHED ,L£sOLrS L<- 2 �3 Envelope Displacements Joint +---------- Translation ------------- X -lc Y lc Rotation lc ------------in----------------in---------------rad-------------------------- 3U 2.970 2 0.000 2 -0.01688 2 L 2.705 3 -0.003 3 -0.02931 3 4U 3.375 3 0.037 2 0.01310 3 L 3.2-09-...2..... -0:06-5 3 -0..-.00292 2 '5U 3..436._,3._._. ......_.... -0.001 2 0.00419 3 L3.171 2 -0.00 S-3' -0.-00-8.24 6U 0.000 2 0.000 2 0.00000 2 L 0.000 3 0.000 3 0.00000 2 7U 0.000 3 0.000 2 0.00000 2 -. L... 0.000- 2..._.__ 0.000 3 0.00000 2 Envelope Reactions Joint +------------ Forces -------------- X lc Y lc Moment lc ------------K-----------------K----------------K-ft------------------------- 6U- -0. 07 .3..-- _ ._.:_...:..... 0.34 __.:._. _.:.:......_.: NC VO�I� L -0.13 2 . 00 2 7U -0.16 2 0.43 3 N -- L - 0. 22---.3....-.. '0..10 2 1A A.: /►AX p w�V - Tot:9U -0:29 2 0.77 314..- L -0.29 3 0.10 2 Envelope Section Forces Section Memb Axial lc Shear lc Moment lc 1 1 ...0 ..-.-,0-.-.34 3 ........ 0.13 .2 0.81 2 L 0:00 2.... . _... .0:07.:.3 0.,-53 .3 2 U 0.35 3 0.13 2 0.43 2 L 0.02 2 0.07 3 0.34 3 3 U 0.37 3 0.13 2 0.14 3 -....; -; .... .... -- 0.-...-05 2.. 0.-07 3 0.04 2 4 U 0.39 3 - '0-: 04--2 -• 0.07 3 L 0.07 2 -0.02 3 -0.21 2 5 U 0.41 3 -0.04 2 0.26 3 L 0.10 2 -0.10 3 -0.21 2 ---------------------------------------------------------------------------- 2 ..l U 0...-36 .3_ ._..___:.... _.0:,.2_1 3._...-.. ...._.: .....0..,:26 3' .,. L 0.10 2 0.04 2 -0.21 2 2 U 0.36 3 0.20 3 0.21 3 --- L 0..10 2 0.03 2 -0.22 2 3 U 0.35 3 0':19..3 - - 0.17 3 L 0.10 2 0.03 2 -0.22 2 4 U 0.35 3 0.18 3 0.14 3 L 0.10 2 0.02 2 -0.23 2 Job Page: Date: File: HASKELI HASKEL MCINTURF 14 X 32' SHE'D - - ________________________< Envelope Section Forces Section Memb Axial lc Shear lc Moment lc 5 U 0.34 3 0.173 0.10 3 L 0.10 2 0.02 2 -0.23 2 ---------------------------------------------------------------------------- 3 1 U 0.18 3 0.33 3 0.10 3 L 0.07 2 0.07 2 -0.23 2 2 U 0 17.3......__...... .-._0":'23 3- ...._.. _.0"."32 2 L 0..08 2 0.03 2 -0.35 3 3 U 0.16 3 0.12 3 -0.34 2 -- L. ._._-.0....0.8 2 _. -0.01 2 -0.63 3 4 U 0.15 3 0.013 - -0.29 2 L .0.08 2 -0.05 2 -0.74 3 5 U 0.14 3 -0.09 2 -0.18 2 L 0.08 2 -0.10 3 -0.66 3 ---------------------------------------------------------------------------- 4 1 U MAX 0.22 3 24 3 MAX . .. -- - 0 . 10 2 �t�h...... - 0'16 2 _ ..0.96 2 ►°'f M' 2 "U." 0-.-45 1.1........ 0. 2 2 3 0.58 3 L- 0.12 2 0:16' 2 -.0--.49 2 3 U 0.47 3 0.22 3 0.01 2 L 0.14 2 0.16 2 -0.08 3 4 U 0.48 3 0.17 3 -0.39 2 2': 0.11 2 -0.67 3 5 U 0.50 3 0'.12 3-' -0.63 2 L 0.19 2 0.05 2 -1.09 3 ----------------'------------------------------------------------------------ 5 1 U 0.44 3 0.27 3 1.09 3 L 0.17 2 0.10 2 0.63 2 ..2 U 0'.-43"3 _.._......._ _-0... 26 3.._...---. ....._.. ......T":-04 3 L 0.17 2 0.09 2 0.61 2 3 U 0.43 3 0.25 3 0.98 3 -- - L -.-0....1.8 2 0.09 2 0.59 2 4 U 0.42 3 0- 24""3 -- -- 0.93 3 L 0.18 2 0.08 2 0.57 2 5 U 0.42 3 0.23 3 0.89 3 L 0.18 2 0.08 2 0.55 2 ---------------------------------------------------------------------------- 6 1 U 0.20 3 0.43 3 0.89 3 L 0.10 2 0:17 2 _ 0.55 2 2. .. U 0...2.0 3 ............ .......... ..... .0.33 3 0:30 2 L 0.10 2 0'. .14 ' 2 '-0- -26-3 ' 3 U 0.19 3 0.24 3 0.10 2 L 0.10 2 0.11 2 -0.20 3 4 U 0.18 3 0.14 3 -0.07 2 0.08_2 -0.51 3 5 U 0.17 3 0.06 2.... -0.18 2 L 0.11 2 0.05 3 -0.66 3 HASKEL..McINTURF 14 X 32 SHED Job . Page: Date: File; HASKELl Envelope Section Forces Section Memb Axial lc Shear, lc Moment lc ----------------- K ------------------ K ----------------- K-ft------------------ ---------------------------------------------------------------------------- _______________________< Envelope Section Stresses Section.-. __--__ ..Memb Axial lc Shear lc Bending Top lc Bending Bot•lc _... . 1 1 U 0.50 3 0.23 2 -17.053 -25.9 2 L 0.00 2 0.12 3 -25.92 2 17.1 3 2 U 0.52 3 0.23 2 -10.78 3 13.7 2 - L... 0.04 2 0.,12 3 -13.68 2 10.8. 3 3 U 0.55--3 --0.23-.-2 ___........ -1.45 2 4.5 3 L 0.07 2 0.12 3 -4.51 3 1.4 .2 4 U 0.57 3 0.08 2 6.72 2 2.3 3 L 0.10 2 -0.03 3 -2.30 3 -6.7 2 5 U 0.60 3 -0.07 2 6.76 2 8.2 3 L 0:14 2 ..... -0.1.8 .3 -8.-2.3 3 -.6.8 2 ---------------------------------------------------------------------------- 2 1 U 0.53 3 0.37 3 6.76 2 8.2 3 L 0.14 2 0.07 2 -8.23 3 -6.8 2 2 U 0,-.-52-----3 .0.35 ... 3. ._.- - __. .-. 6. 9 9 2 6.9 3 L 0.14 2 0.06 2 -6.86 3 -7.0 2 3 U 0.52 3 0.33 3 7.19 2 5.6 3 L 0.15 2 0.05 2 -5.58 3 -7.2 2 4 U 0.51 3 0.31 3 7.34 2 4.4 3 L 0.15 2 0.04 2 -4.37 3 -7.3 2 5 .U..... - 0....5.0. 3 0.29 3 _ 7.46 2_.... 3.2 3 L 0.15 2 0.03 2 -3.24 3 3 1 U 0.27 3 0.59 3 7.46 2 3.2 3 L 0.11 2 0.13 2 -3.24 3 -7.5 2 2 U 0.25 3 0.40 3 11.38 3 -10.2 2 - L... 0.11 2 0.06 2 10.17 2 -11.4. 3 3 U 0. 2 4- 3 ---0. 21----3 ____....... 2 0. 3 5 3 -10.8 2 L 0.11 2 -0.01 2 10.80 2 -20.4.3 4 U 0.23 3 0.02 3 23.68 3 -9.3 2 L 0.12 2 -0.08 2 9.33 2 -23.7 3 5 U 0.21 3 -0.15. 2 21.37 3 -5.8 2 L 0 .:12. 2 .:._ ._.::.-_..... -0...1Z-_:3 .-.. ...:...:..:......._.: 5.-7.8 .2._....:. -..21..4 .3.. ---------------------------------------------------------------------------- 4 1 U 0.64 3 0.39 3 -30.98 2 39.8 3 _ L 0.14 2 0.28 2 -39.85 3 31.0 2 2 U .. -0 .'-6.6._..3 _ 0.3 9 3. ...... -- -15..6.6 2 18.6 3 L 0.18 2 0.28 2 -18.56 3 15.7 2 3 U 0.69 3 0.39 3 2.73 3 0.3 2 L 0.21 2 0.28 2 -0.34 2 -2.7 3 Job . Page: Date: - File.HASKELl ftA8KEL McINTURF. 14 X,32 SHED Envelope Section Stresses Section - ...... Memb Axial----:-l.c Shear - lc Bending Top lc Bending Bot lc . -------------- Ksi-------------- Ksi--------=====-Ksi -------------- Ksi-------- 4 U 0.71 3 0.30 3 21.47 3 -12.4 2 L 0.25 2 0.19 2 12.45 2 -21.5 3 5 U 0.74 3 0.21 3 35.14 3 -20.1 2 L 0.28 2 0.10 2 20.15 2 -35.1 3 ---------------------------------------------------------------------------- 5 1 U 0.64 3 0.48 3 -20.15 2 35.1 3 L 0.25 2 0.17 2 -35.14 3 20.1 2 -- 2 U 0_,_63.._.3 0.46 3 -19.52 2 33.4 3 L 0.26 2 0.16 2 -- -33.38 3 19.5 2 3 U 0.63 3 0.44 3 -18.92 2 31.7 3 L 0.26 2 0.16 2 -31.69 3 18.9 2 4 U 0.62 3 0.43 3 -18.35 2 30.1 3 L 0.26 2 0.15 2 -30.06 3 18.4 2 5 U 0.61 3 0.41 3 -17.81 2 28.5 3 L..... --0.26.2 0-,..14 2-.._28.50 3.._... . 17.8 2- 6 1 U _.- 0.30 ---7 ..... . 3 x.76 3 _17.8.1...2._ ..._... .28.5 3- L 0.14 2 0.30 2 -28.50 3 17.8 2 2 U 0.29 3 0.59 3 -8.49 3 9.7 2 L 0.15 2 0.25 2 -9.70 2 8.5 3 .3--U-'- .0-...2.7--3 0.-42 3 6.49 3 3.1' 2 L 0. 15 2 0 .2 0.-.__2 -^-" -3.06 2 -6.5 3 4 U 0.26 3 0.25 3 16.45 3 -2.1 2 L 0.15 2 0.15 2 2.10 2 -16.4 3 5 U 0.25 3 0.10 2 21.37 3 -5.8 2 L 0.16 2 0.08 3 5.78 2 -21.4 3 Envelope Section Deflections -Section __.__....... Memb x lc y -lc... -- L/n lc ---------------- in ---------------- in -------------------------- -..------------- 1 1 U 0.00 2 0.00 2 NC 2 L 0.00 2 0.00 2 NC 2 2 U 0.002 -0.27 3 526.47 3 L 0.00 3 -0.39 2 360.42 2 3 U.. .. 0. 0 0 2 - ""--"0. 93 3 153.04" 3 :.0....0.0.3 .......,,,. , -1.28 2 110.85 2 4 U 0.00 2 -1.76 3 80.-65 3 L 0.00 3 -2.24 2 NC 2 - 5 U 0.00 2 -2.70 3 52.58 3 L 0.00 3 -2.97 2 NC 2 2 1 U 2.10 2 -1.91 3 NC 3 L 1.91 3 -2.10 2 NC 2 Job : Page: Date: .. - rile: .Hmictin HASKEL McINTURF 14 X 32 SHED ==< Envelope Section -Deflections Section. Memb x lc y lc L/n lc ---------------- in ---------------- in ----------------------------------------' 2 U 2.10 2 -1.99 3 135.09 3 L 1.91 3 -2.14 2 5338.13 2 3 ..U. _. __ .2....10 2 _.-2.06. 3 67.00 3 L 1.91 3 -2.18 2 3969.38 2 -2..•14.,.3, 44.35 3 L 1.91 3 -2.22 2 5252.10-2 5 U 2.10 2 -2.21 3 NC 3 L 1.91 3 -2.26 2 NC 2 •.. 3 1 . .. U 3 . -62' 2 - - -0-6-2 2_....... NC 2 L 2.84 3 -0.69 3 NC 3 2 U 3.02 2 -0.86 2 475.26 2 L 2.84 3 -1.28 3 299.92 3 3 U 3.02 2 -0.99 2 355.25 2 L...... 2.84. 3. :.. -1.75 3 194.24.3 4 U 3.02 2 -1.01 2 488.86 2 L 2.84 3 -2.01 3 238.58 3 5 U 3.02 2 -0.93 2 NC 2 -- L --2--:84 .3 - -2.02. 3... _ 58.88 3 ----------------------------------------------------------------------------- 4 1 U 0.00 2 0.00 2 NC 2 L 0.00 2 0.00 2 NC 2 2 U 0.00 2 -0.47. 2 304.17 2 L 0.00 3 -0.59 3 240.23 3 3 .. U. -. .0_...0.0 2 ----,1.5 0 2 94.80 2 L 0.00 3 -1.85 3 1048.83 3 4 U _0.:00 2 ............. ............ -2 ..55..2, 816.41 2 L 0.00 3 -3.02 3 317.78 3 - 5 U 0.00 2 -3`.17 2 44.85 2 L 0.00 3 -3.44 3 NC 3 -- 5 1 U -2.24 ... 2- - 2.-43 3-..._.... NC 3 L -2.43 3 2.24 2 NC 2 2 U -2.24 2 2.41 3 1176.52 3 L -2.43 3 2.26 2 1984.62 2 3 U -2.24 2 2.39 3 897.89 3 2-.-2..7..2 _.... _: ......_.: 15 0 3 ..8..6..:.2 4 U -2.24 2 2.37 3 1218.20 3 L -2.43 3 2.29 2 2025.79 2 _ 5 U -2.24 2 2.34 3 NC 3 - ---------------------------------------------------------------------------- L. _'2-;.4.3. 3 2.30 2-.- - __. NC 2 6 1 U -3.16 2 0.56 2 NC 2 L -3.34 3 0.49 3 NC 3 2 U -3.16 2 0.54 2 847.72 2 L -3.34 3` 0.12 3 209.32 3 Job .. . �. Page: -.....-- , ...: Date: - File: HASKELI HASKEL MCINTURF 14 X 32 SHED Envelope Section Deflections Section Memb x lc y lc L/n .lc ----------------in---------------- in---------------- -------------=---------- --- 3 U -_3_,.1.6....2 0 .41 2 1009.27 2 L -3.34 _. 3 -0.35 .3...... __: ...._744.91 3 4 U -3.16 2 0.24 2 2793.7012 L -3.34 3 -0.76 3 559.30 3 b U -3.16 2 0.10 2 NC 2 L -3.34 3 -0.99 3 52.8913 r Job . Page: Date: File: HASKEL1 HASKEL McINTURF 14 X 32 SHED' Joint Displacements, -LC .1 DL+FULL..SNOW.->_.=============== Joint +------- Translation -------+ Rotation No X Y Oz -------------in-------------in------------ rad ------------------------------- _ . -, 0.00-Q--- -1.927 0.00000 2 -0.291 -0.179_- - -0-.-02814. 3 -0.466 -0.004 -0.02183 4 0.291 -0.179 0.02814 5 0.466 -0.004 0.02183 6 0.000 0.000 0.00000 7 .... 0 . 000. ...__ _:_..:..0.0.00 .: - ::.._ 0 ..0:.000.0 ._.: Reactions, LC 1 DL+FULL SNOW Joint.- +--------- Forces ----------+ Moment No X - ......__. --Y - Mz - ------------- K -------------- K ------------- K -ft ------------------------------ 6 0.11 0: 4 8QX NC 7 -0.11 4 8 D� /�f��55. NC Totals: 0.00 0.95 Center of Gravity Coords (X,Y,Z) (ft) 7.000, 13.853, .0.000 Member Section Forces, LC 1 DL+FULL SNOW Member Joints Section I - J Axial Shear Moment - ---------------------------- K -------------- K ------------- K -ft --------------- 1 6- 3 1 0.48 -0.11 -0.48 - ---:0.49 2 -0.11 -0.16 0.51-- - -.-----.0 . 1.1. 0.17 4 0.53 -0.11 0.49 5 0.54 -0.11 0.82 ---------------------------------------------------------------------------- 2 3- 2 1 0.46 0.31 0.82 . 0.76. ..-... 3 0.44 0.29 0.70 4 5 0.43 0.42 0.28 0.64 0.58 _ ,-0.26 3 2- 1 1 0.19 _. 0.46 0.58 2 0.17 0.34 -0.07 3 0.15 0.22 -0.52 4 0.13 .0.10 -0.78 5 0.11 -0.02 -0.85 4.,.. 7- 5 1 0.48 0.11 0.48 2 ..0....4 9- - - ... .... 0.11: _......_..0.16 3 0.51 0.11 -0.17 _ 4 0.53 0.11 -0.49 5 0.54 0.11 -0.82 -- -- 5 5- 4 1 -- 0.46 - -_...0.3.1. 0.82 Job . Page: Date: File: HASKELI HASKEL...Mc INTURF . 14 X 32 SHED REsc7tr'XS Foti t-- �_ • � Member Section Forces, LC 1 DL+FULL SNOW .Member Joints Sect --ion I - J Axial Shear Moment --------------------- ------- K -------------- K-------------K-ft---------------- 2 0.45 0.30 0.76 3 0.44 0.29 0.70 4 0.43 0.28 0.64 -- 5 0..42 0.26 0.58 -------- 77 6 4- 1 1' -_ _... 0-. -19 _ ... ...... 0.46 0.58 2 0.17 0.34 -0.07 - 3 0.15 0.22 -0.52 4 0.13 0.10 -0.78 5 0.11 -0.02 -0.85 Member Stresses, LC 1 : DL+FULL SNOW Member Joints Section Bending Bending I - J Axial Shear Top Bottom ----------------------- -------Ksi-----------.Ksi-.-.--_-------.Ksi----------Ksi----- . _ ._....._...._ - .... _ _.. ............. 1 6 3 1 0.70 -0.19 15.57 =15.57 2 0.73 -0.19 5.10 -5.10 3 0.75 70.19 -5.38 5.38 - -- 4._....-._. - .. _ ... 078 _ . .� ..-- . • 1--- . -15.85 15.85 5 0.80 -0.19 _ -26.33 26.33 ---------------------------------------------------------------------------- 2 3 2 1 0.68 0.54 -26.33 26.33 2 0.66 0.52 -24.34 24.34 3 0.65 0.50 -22.42 22.42 _._ 4- .... ... 0..63._._._... 0 .4 9 _...._.. -20.57 20.57 5 0.62 0.47 -18.79 18.79 3 2 1 1 0.28 ,. 0.81 18.79 18.79- 2 0.25 0.60 2.12 -2.12 3 0.22 0.39 16.78 -16.78 0.19 0.18 25.20 -.25.20 -5-_.- 0.16-. _ ._.0....03. 27.38 -27.38 4 7 5 1 0.70 0.19 -15.57 15.57 2 0.73 0.19 -5.10 5.10 3 0.75 0.19 5.38 -5.38 4. 0.78- .. .0-...:l9.... _.: 15......85 .-.15 . 85.. 5 - ---------------------------------------------------------------------------- 0.80 0.19 26.33 -26.33 5 5 4 1 0.68 0.54 -26.33 26.33 _2_....... _.... -. 0.66.. _.-24.34 24.34 3 0.65 0.50 -22.42 22.42 4 0.63 0.49 -20.57 20.57 5 ---------------------------------------------------------------------------- 0.62 0.47 -18.79 18.79 - - ..... .... --- ........- - Job Page: ... _.._._._... __._.. Date.;.... File: HASKELI HASKEL MCINTURF 14 X 32 SHED f Z &O L•1'S f 0 �L L. • G• 1 Member Stresses, LC 1 DL+FULL SNOW �- - ---•'Member Join-ts Se.ct.i.on Bending Bending. I - J Axial - .-Shea-r-..... Top Bottom ---------------------- =---- Ksi----------- Ksi----------- Ksi---------- Ksi---== 6 4 1 1 0.28 0.81 -18.79 18.79 2 0.25 0.60 2.12 -2.12 3 0.22 0.39 16.78 -16.78 4 . .. _._ : _ ._. _..::..... 0 .19 . _._.::... 0:.,:18_...._.: 25-:20 -25.20.. 5 ---------------------------------------------------------------------------- 0.16 -0.03 27.38 -27.38 Member Deflections, LC --- 1 :--DL#FULL SNOW Member Joints Section I - J x Y' L/n --------------------------- in ---------- in -----------------------------------. l 6 3 1 0.000 0.000 NC 2 -0.001 0.219 1393.4 0 . 0 0.2... .... ._... 0.621 ----- 3 6 6. 5 ....... . 4 -0.003 0.829 296.3 5 -0:00'4-- -0:466 NC...... _... . . ----=----------------------------------------------------------------------- 2 3 2 1 -0.332 0.327 NC 2 -0.332 0.271 1645.3 - 3 -0.332 0.211 1268.8 4 -0.332 - -0.14-7--..... ... 174.0.1 5 -0.332 0.079 NC ---------------------------------------------------------------------------- 3 2 1 1 -0.316 -0.129 NC 2 -0.316 -0.741 462.9 -.0:.:.316 ---1..3-35.+.-...--..--....-..244-.0 ......... . . % 4 -0.317 -1.752 265.3 5 -0.317 -1.901 NC ---------------------------------------------------------------------------- 4 7 . 5..1_......__... 0.000 0:0.00- -_. ...NC 2 -0.001 -0.219 1393.4 3 -0.002 -0.621 366.5 4 -0.003 -0.829 296.3 5 -0.004 70.466 NC ---------------------------------------------------------------------------- 5 _.5 4 1 - ... -0.33.2 0.327 - NC ...... . 2 -0.332 0.271 1645.3 3 -0:33"2.... . _ .0.21.1 12.68,..8_.-...__... . 4 -0.332 0.147 1740.1 5 -0.332 0.079 NC ---------------------------------------------------------------------------- _ _..._------ . 6... . ... 4. _ 1- 1 -- - - ..... -.0.316 -0.129 NC 2 - 0.316 --0 . 7.4-1..... 46.2.9 3 -0.316 -1.335 244.0 4 -0.317 -1.752 265.3 5 -0.317 -1.901 NC 1 ' •r LATER.AI, FRAME ANALYSIS DATA INPUT Fy = YIELD STRENGTH 50 K51 E _. MODULU5OF-ELASTICITY 29500 KSI Kb = EFFECTIVE LENGTH FACTOR IN THE PLANE OF BENDING- 2.10 Lb = ACTUAL UNBRACED LENGTH IN THE PLANE OF BENDING G FT D = DIAMETER 2.375 IN t = MEMBER WALL THICKNE55 0.095 IN' P = APPLIED AXIAL LOAD (worst case of P+M) 0.51 KIPS M "' = APPLIED -BENDING. MOMENT (worst case of P+M) .0. I K -FT Cm.. _ COEFFIlcIENT, .. 0.85 BENDING I .G7 Qf = FACTOR OF SAFETY FOR BENDING 5f = ELA5TIC SECTION MODULUS OF THE FULL CR055-5ECTION 0.373 IN ^ 3 - D/t = CALCULATED DIAMETER TO WALL THICK. RATIO CHECK 3G<0.44 I •E/Fy, OK I = MOMENT OF-ENERTIA OF THE FULL CR055-5E-TION 0.443 IN ^ 4 FOR D/t<.07ffy: Mn = (1.25 X Fy X 5f) / 12 1.9427 K -FT Ma = ALLOWABLE BENDING MOMENT = Mn / Qf 1. 1 G33 K -FT ' o 1/3 INCREA5E FOR SHORT TERM LOADING (PER SEC. 1603.5, 94 UBC) 1 .55 1 1 K- FT AXIAL r = RADIUS OF GYRATION OF THE FULL SECTION = 0.8071 IN re = ELA5TIC FLERURAL-BUCKLING STRESS = Pi ^'2 E / (K'L(in) %r)^ 2 "S:2'968 K51 A = AREA OF UNREDUCED CR055-5ECTION O.G8 11\1^2 R = COEFICIENT = (Fy / (2'Fe)) ^ 0.5 1.7359 Qc = F5 FOR -AXIAL COMPRE5510N = I ..92 (5ince. t<.09) 1.92 Ao = (0.037 / (D"Fy / t'E) + O.GG7) 'A <= A O.G8 IN ^ 2 Ac = EFFECTIVE AREA @ THE STRESS Fn = [ 1-(I -R^ 2)(1 -Ao / A)I*A O.GB IN ^ 2 Fn = FLEXURAL BUCKLING STRESS = Fe (since Fe < Fy/2) 8.2968 K51 Pn = Fn'Ae 5.6419 KIPS Pa = ALLOWABLE AXIAL LOAD = Pn / Qc 2.9385 KIPS 1/3 INCREASE FOR 5HORT TERM'LOADING'(PER 5EC. I GO3.5, '94 UBC) .-3.918 KIP5 COMB/MED Pcr-' _ Pr^ 2 'V%l /4Kb"Lb(in)).^..2. _ .. 5.G4 KIP5 5iRE55E5 a = MAGNIFICATION FACTOR = I -(Qc"P / Pcr) ` O.S264 Pao = ALLOWABLE AXIAL LOAD W/ Fn =Fy = Ae'Fy/ Qc 17.708 KIPS - UNITY EQUATION C5-1 = P /. Pa.+Cm'M / (a'Ma) 0.2G < 1.00, O.K. UNITY EQUATION C5-2 = P / Pao + M / Ma-' --- • • • 0.15 < 1.00, O.K. Lr, Job Page........ . L ;.., .._... . Date.:- ._3./31/98 File: HASKEL3 HASKEL McIN'T'URF 14 X 32 SHED LATERAL LOAD SOLUTION- LONG DIRECTION Units ............................. US Standard Steel Code. .. ................ AISC 9th Edition ASD Allowable Stress Increase --Factor.. 1..333-: Include Shear Deformation......... Yes No. of Sections for Member Calcs.. 5 Do redesign....... .............. Yes P -Delta Analysis Tolerance........ 0.50% --- ___________________________< Joint Coordinates Joint X Y Joint No Coordinate Coordinate Temperature ------------------ft------------ft------------%F---------------------------- 1 0:-00 2 0.., 0.00 6.000 0.00 Boundary Conditions Joint +----- Translation -----+ No X Y Rotation in------K-ft rad -------------------------------- 1 Reaction Reaction Fixed -- __________________________< Materials (General) Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress ----------- ------- Ks�i�=---�� STL 29500.00 0.3000 0.65000 0.490 50.00 Sections Section Database Material As -,As -- I I T Label Shape Label Area yy zz yy zz C PIPE PI2.375X.095 STL 6.8e-1 1.2 1.2 4.43e-1 4.43e-1 Members Memb Joints Rotate --Section Releases-- Offsets Inactive? No., - I- .. J. 90%.,, Se.t I :AVM J:AVM I -End J -End Label Length _... 1 1 2 PIPE 6.00 ...._......... ::..... Job r Page. - Date: 3/31/98 File: HA,SKEL3 HASKEL McINTURF 14 X 32.SHED LATERAL LOAD SOLUTION- LONG DIRECTION AISC,NDS Parameters Sect do Length---- -Lb-out Lb -in ------- Lcomp K ----K ...... Cm Cb, B Sway Member Set le -out le -in le -bend out in CH o i --------------- ft------ft------ftft---------- -------------------------- 1 PIPE 6.00 2.10 2.10 Basic Load Case Data Bas.ic_.._Load Case Load Type Totals No. Description ---Nodal. Point Dist. -------------------------------------------------------------------------- 1 LAT. FORCE 1 2 AXIAL LOAD -FROM DL+FULL SNOW 1 • McMber. Point Loads', BLC .1..>=_=_____=_______________ Joints Member I J Direction Magnitude Location ---__-------------------------- ----K, K7ft"':- - ------ft or %--------------- ............ X __. --.0-:_032 4. ....._ 6.000 Member Point Loads, BLC 2 Joints Member I J Direction Magnitude Location ------------------------------------- K,K-ft-----------ft or %--------------- 1 l 2_........ Y. _._..-- 0.500 - .6...000 Load ..Combinations RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv ---------------------------------------------------------------------------- -- -rr WIND+DL+SNOW • Y -l• 1 1 2 1 y• Joint Displacements, LC 1 : WIND+DL+SNOW>====__________-- Joint +------- Translation -------+ Rotation No X Y Oz -------------in-------------in------------ rad ------------------------------- 1 ..... 0.'000 ... -- :._ ._.:_..::.:.o . 000 - ::.-0.'G.00'0-0 . 2 0.305 -0.002 -0.00635 Reactions, LC 1 WIND+DL+SNOW Joint +--=-=- -= Forces -------------- -Moment No X Y Mz ------------- K -------------- K ------------- K -ft ------------------------------ 1 -0.03 0.51 NC Totals: -0.03 0.51 y Center of Gravity Coords (X,Y,Z) (ft) 0.000, 5.919, 0.000 _ L..-3 Job . Page: - -- - Date: 3/31/98 File: HASKEL3 HASKEL McINTURF 14 X 32 SHED LATERAL LOAD SOLUTION- LONG.DIRECTION Member Section Forces, -LC. 1 .:..WIND+DL+SNOW Member Joints Section I - J Axial Shear Moment i ---------- ------------------ K -------- ------ ------------K- t ----- ---- ---- - 1 1- 2 : l .... C WO M...... 0.0_3 . 19 ►W �� 2 0.51 �"f 0. 0 3 M_ 3 0.51 .0.03 0.10 4 0.50 0.03 0.05. 5 0.00 0.00 0.00 ---------------------------------------------------------------------------- Member Stresses, LC 1 WIND+DL+SNOW Member Joints Sect -ion Bending Bending I - J Axial Shear -- Top- -" •..-_. Bottom --------------------------- Ksi----------- Ksi---- ------- Ksi---------- Ksi----- 1 1 2 1 0.76 0.06 -6.18 6.18 2 0.75 0.06 -4.63 4.63 -_3..--------- -. 0.74-- 0.06 -3.09 3.09 4 0.74 0.06 -1.54 1..54. 5 0.00 0.00 0.00 0.00 ------------------------------------------ -------------- Member Deflections, LC 1.:. WIND+DL+SNOW Member Joints Section ..... I - J x y L/n ---------------------------in----------in----------------------------------- .--.2--i . ---------------------------------- _2__r_ ..... 0-.000 .. 0.0'00' . o_o.o- __ NC 2 0.000 -0.026 2740.4 3 -0.001 -0.095 754.8 4 -0.001 -0.193 372.9 5 -0.002 -0.305 236.0 -------------------------------------- --------------------------------------- �44 C t STRUCTURAL DESIGN (Alternate Connection Ca%'s & Side-Kic%er Design. tier Plan Chech) FOR QUAL SHEDS 7/3 ca .Client: HASKEL A. MCINTURF 4630 OLIVE HWY. OROVILLE, CA 95966 _ A.P.N.# 025-630-3700 BY ROBERT L. WALKER---- ARCHITECT ALKER--- ARCHITECT IMAGES DESIGN GROUP'E 203 1/2 WEST MAIN STREET GRASS VALLEY, CALIFORNIA 95945 530 274-8144 July 2,1998 2031/a West Main Street Grass Valley, California 95945 (530) 274-8144 Fax (530) 274-8145 ALTERNATE CONNECTION CALCULATION TUBING: 2 3/8" dia., .095 wall, 50k yield Allied Flo -Coat SCREWS: 12-14 x 1" TRAXX Self Drilling 2pt.screws Ultimate Shear Value of (1) #12, 2pt screw in 14 ga (.075" thick) lapped steel = 2138 lbs (Per Attached ICBG Report # 40806) Tubing used is 27% thicker than the steel used in obtaining 2138 lbs rating, Multiply ultimate failure load for .075" steel by 85% safety factor, giving an approximate 1/3 total reduction for workable.loads_in .095" lapped tubing. 2138 x.85 = 1817 Is allowable shear strength Maximum possible load @.any point in. structure, for any force (wind, live, or dead) in any direction (axial, shear, or bending moment) = 1.24 kips'per foot (from pg 9 of calcs, load combination #3 (DL+WIND+SNOW/2) USE: (3) #12 screws' per connection 3 x 1817 = 5451 lbs 5451 > 1240 SPECIFIED CONNECTION OF (3) #12-14 x P' Self -Tapping Screws IS AT LEAST 440% STRONGER THAN ANY LOAD APPLIED @ ANY GIVEN POINT IN THE MOMENT RESISTING FRAME. Q Q LL Q �, SELF•DAILLlNG FASTENERS WITH 06" BONDED WASHER TRAX ® //.4.1//4 :..:................/.....:.:........... ................./. Selector Guide ............................................11111.1.\...........1. p Head onn Ori!! 8 Tbp MAY. Metarlot Number Destn Harr St 1! Point Ci If AtbGtmerrtf kailcnf -- 10-10 x . , -. s . _ ..2ou•-r r>� bateadhlfn�t 1308000 1 (1,18 x 1.1r' WM Y .110 - .175 .950 1011000 C,2.14 X_1! 11WIi 112 .110-.210 .400 a 1014000 12• X 1.1/4' HWH #g- .110 ,210 .210 85 M pbslnel 1015000 12.14 z 1.112' HWIf ill .110-.210 _ 1006000 12.14 x 314' HWH e3 .110-'.210 .200 We= 12.14 z x HWH e3 .110-.210-- 1333000 12=14 x 3" HWH #3 .110-.210 2.40D 1332000 1244x4'- HWH 83 .110-.210 3.300 • iti1'd'p bP'� 1 4.14 x 718e HWH.220 . e1 • . :�-x� 1180000 1/4.14 21' - HWH 89 .110-.210 • • iao✓479fimsff � 1019000 1!414 x 1.1/4' HWH , 83 . _ -'.110 •_310 • fleftspWO& to sfty& 8/ 1020000 1/4.14 x 1.1/2' HWH #3. .110 -.210.. _ .. • Q 1021000 _114.14 x r HWH 13 .110-.210 1.340 - 1022000 1/414 x 3' HWH ..-- -.43 .110 -.210 ..._.:._ ._....� 1429000 1!414 X 4' HWH. 13 .110.210..:. 3,34Q 1010000 12.24 x 718' HWH 04 .125.250 200 1415000 .12.24x1.1/4': `HWH . 114.5 .1126-375..450' • R0d1 DMWdPV*Y10AV 1000000 12.24 x 1.1/4• HWH 05 .250-.500. ..250 laW orAlma 1 d01000 12-24x 1:11T HW9 - fi5 .2507-49W - .:\500 1002000 12.24x2' HWH .05 .250•.500 1.000 '- 1003000 .:1224 x 3' HWH #5 .250 ..500 2.000 - 1004000 12.24 x 4' HWH 15 . _.250 • .SCID 3.000 .11\.11111\ ....11111..1.............1..1..1.1//..t1\.\1.11.............4.......111\//\•�./11111.1/\.i11\1..1....111\IN/\.1.1...1..... Performance Data FASTENE PULLOUT VALUES (average lbs. uttlmate) Fastener Tenelte (lba. min.) Sheer (Ivg, lbs. uR.) (rnh inn. labs) Sleet Gauge :a Dia, t Pt. 28 24 124 208 22 250 12UR 20 18. 18 499 7081 14 12 311611/4 957 1474 4060 2 150 249 283 375 805 848 1181 1856 12 3 142 211 289 341 551 757 1083 1631 4 495...697.. 986 1532 3485 3844 .12 4.5 468 ee3 923 1508 114 1 208 329 428 582 '800 1151 ....11111..1.............1..1..1.1//..t1\.\1.11.............4.......111\//\•�./11111.1/\.i11\1..1....111\IN/\.1.1...1..... Performance Data HEFT STEEL GAU GES Gauge No. 121141 16 lie 11OT221241 26 Decimal Equivalent .105' .075" .amrLou* LWI .030' 1 .024' 1 .018' SHEAR VALUES (Mrage Ibe. uftlmete) Feetener _ _ _ __ Steel Geugv (leppe� ma Pt. 26 24 22 20 1e to 14 1 12 118 10 3 728 1266 1540 1552 12 ;F_ "65 00 623 898 1370 1758 21 3 • 786 1358 1620 1970 1998 4 21348 20301 12 4.5 2e41 2887 S 2850 !27nOO 1/4 1 511 1849 1 885 11244 1764 The value3 listed ere uflimalo averages achieved under WxrAM condhions end apply to"' Buildex manufactured fesmners only. Appropdale alely faCors should be applied to these values for dealgn purposes. .1..... ••1.1.1...........1.....1..1\\1111111\\1 /....1. w.\...........11..111\-\111.\..1.....1.....\ Installation Guidelines L Overdriving may result In torsional feJlure at the fastener or atrtpo ut of.lhe substrate.. - A standard scrawgun with a depth'-senshlve nosepiece should be A& The fastener must penetrate beyond -the metal structure a minimum - used to Install Traxx. For optimal fastener performance, the screw of 3 pitches of thread gun should be a minimum of 4 amps and have a RPM range. of Properly Seated Rashers 0-2000. --_. �j L Adjust the scrawgun nosepiece to properly seat Vte 1Estener. ,11L New magnetic sockets must be correctly set before use. Remove chip build-up as needed. ....../........................:..,..................•..a..::::1...1.1......•.............1.1111111. ...............11..111\11.1/1.111./ .. Traxe, CGmaseal' and Building Ideas that Worts are reglsoered trademarks of ITW Bulldex and Illinois Tool Worlka Inc. FASTENE PULLOUT VALUES (average lbs. uttlmate) Fastener Tenelte (lba. min.) Sheer (Ivg, lbs. uR.) (rnh inn. labs) Sleet Gauge :a Dia, t Pt. 28 24 124 208 22 250 12UR 20 18. 18 499 7081 14 12 311611/4 957 1474 4060 2 150 249 283 375 805 848 1181 1856 12 3 142 211 289 341 551 757 1083 1631 4 495...697.. 986 1532 3485 3844 .12 4.5 468 ee3 923 1508 114 1 208 329 428 582 '800 1151 HEFT STEEL GAU GES Gauge No. 121141 16 lie 11OT221241 26 Decimal Equivalent .105' .075" .amrLou* LWI .030' 1 .024' 1 .018' SHEAR VALUES (Mrage Ibe. uftlmete) Feetener _ _ _ __ Steel Geugv (leppe� ma Pt. 26 24 22 20 1e to 14 1 12 118 10 3 728 1266 1540 1552 12 ;F_ "65 00 623 898 1370 1758 21 3 • 786 1358 1620 1970 1998 4 21348 20301 12 4.5 2e41 2887 S 2850 !27nOO 1/4 1 511 1849 1 885 11244 1764 The value3 listed ere uflimalo averages achieved under WxrAM condhions end apply to"' Buildex manufactured fesmners only. Appropdale alely faCors should be applied to these values for dealgn purposes. .1..... ••1.1.1...........1.....1..1\\1111111\\1 /....1. w.\...........11..111\-\111.\..1.....1.....\ Installation Guidelines L Overdriving may result In torsional feJlure at the fastener or atrtpo ut of.lhe substrate.. - A standard scrawgun with a depth'-senshlve nosepiece should be A& The fastener must penetrate beyond -the metal structure a minimum - used to Install Traxx. For optimal fastener performance, the screw of 3 pitches of thread gun should be a minimum of 4 amps and have a RPM range. of Properly Seated Rashers 0-2000. --_. �j L Adjust the scrawgun nosepiece to properly seat Vte 1Estener. ,11L New magnetic sockets must be correctly set before use. Remove chip build-up as needed. ....../........................:..,..................•..a..::::1...1.1......•.............1.1111111. ...............11..111\11.1/1.111./ .. Traxe, CGmaseal' and Building Ideas that Worts are reglsoered trademarks of ITW Bulldex and Illinois Tool Worlka Inc. FASTENE E9 Futensf (dlrtpry Tenelte (lba. min.) Sheer (Ivg, lbs. uR.) (rnh inn. labs) :a 12.14 2778 2000 92 12-24 3020 2100 100 1/4.14 4060 2eoo - 150 - HEFT STEEL GAU GES Gauge No. 121141 16 lie 11OT221241 26 Decimal Equivalent .105' .075" .amrLou* LWI .030' 1 .024' 1 .018' SHEAR VALUES (Mrage Ibe. uftlmete) Feetener _ _ _ __ Steel Geugv (leppe� ma Pt. 26 24 22 20 1e to 14 1 12 118 10 3 728 1266 1540 1552 12 ;F_ "65 00 623 898 1370 1758 21 3 • 786 1358 1620 1970 1998 4 21348 20301 12 4.5 2e41 2887 S 2850 !27nOO 1/4 1 511 1849 1 885 11244 1764 The value3 listed ere uflimalo averages achieved under WxrAM condhions end apply to"' Buildex manufactured fesmners only. Appropdale alely faCors should be applied to these values for dealgn purposes. .1..... ••1.1.1...........1.....1..1\\1111111\\1 /....1. w.\...........11..111\-\111.\..1.....1.....\ Installation Guidelines L Overdriving may result In torsional feJlure at the fastener or atrtpo ut of.lhe substrate.. - A standard scrawgun with a depth'-senshlve nosepiece should be A& The fastener must penetrate beyond -the metal structure a minimum - used to Install Traxx. For optimal fastener performance, the screw of 3 pitches of thread gun should be a minimum of 4 amps and have a RPM range. of Properly Seated Rashers 0-2000. --_. �j L Adjust the scrawgun nosepiece to properly seat Vte 1Estener. ,11L New magnetic sockets must be correctly set before use. Remove chip build-up as needed. ....../........................:..,..................•..a..::::1...1.1......•.............1.1111111. ...............11..111\11.1/1.111./ .. Traxe, CGmaseal' and Building Ideas that Worts are reglsoered trademarks of ITW Bulldex and Illinois Tool Worlka Inc. The value3 listed ere uflimalo averages achieved under WxrAM condhions end apply to"' Buildex manufactured fesmners only. Appropdale alely faCors should be applied to these values for dealgn purposes. .1..... ••1.1.1...........1.....1..1\\1111111\\1 /....1. w.\...........11..111\-\111.\..1.....1.....\ Installation Guidelines L Overdriving may result In torsional feJlure at the fastener or atrtpo ut of.lhe substrate.. - A standard scrawgun with a depth'-senshlve nosepiece should be A& The fastener must penetrate beyond -the metal structure a minimum - used to Install Traxx. For optimal fastener performance, the screw of 3 pitches of thread gun should be a minimum of 4 amps and have a RPM range. of Properly Seated Rashers 0-2000. --_. �j L Adjust the scrawgun nosepiece to properly seat Vte 1Estener. ,11L New magnetic sockets must be correctly set before use. Remove chip build-up as needed. ....../........................:..,..................•..a..::::1...1.1......•.............1.1111111. ...............11..111\11.1/1.111./ .. Traxe, CGmaseal' and Building Ideas that Worts are reglsoered trademarks of ITW Bulldex and Illinois Tool Worlka Inc. FRAME ANALYSIS DATA INPUT Fy = YIELD 5TRENGTH 50 K51 E = MODULUS OF ELASTICIN 29500 K51 Kb = EFFECTIVE LENGTH FACTOR IN THE PLANE OF BENDING 1.20 Lb = ACTUAL UNBRACED LENGTH IN THE PLANE OF BENDING 10.39 FT _ D = DIAMETER 2.375 IN t = MEMBER WALL THICKNE55 0.095 IN P = APPLIED AXIAL LOAD (worst case of P+M) 2.53 KIP5 M = APPLIED BENDING MOMENT (worst case of P+M) 0.02 K -FT ` Cm = COEFFICIENT 0.85 BENDING Qf = FACTOR OF 5AFETY FOR BENDING I .G7 5f _ ELA5TIC.5ECTION MODULU5 OF THE FULL CR055-5ECTION 0.373 IN ^:3, D/t =.__CALCULATED DIAMETER TO WALL THICK. RATIO CHECK 3G<0.441'E/Fy, OK I = MOMENT OF ENERTIA OF THE FULL CR055-5ECTION 0.443 IN "4 FOR D/t<.07ffy: Mn = (1.25 X Fy X 5f) / 12 1.9427 K -FT Ma = ALLOWABLE BENDING MOMENT = Mn / Qf I. I G33 K -FT AXIAL 0.5071 IN r = RADIUS OF GYRATION OF THE FULL SECTION = Fe = ELA5TIC FLEXURAL BUCKLING 5TRE55 = Pi ^ 2 E / (K'L(in) /r) ^ 2 8.4735 K51 A = AREA OF UNREDUCED CROSS-SECTION O.G8 W2 2 R = COEFICIENT = (Fy / (2'Fe)) ^ 0.5 1.7177 Qc = 1`5 FOR AXIAL COMPRESSION = 1.92 (5ince t<.09) 1.92 Ao = (0.037 / (D'Fy / VE) + O.GG7) 'A <= A O.G8 IN ^ 2 Ac , EFFECTIVE AREA @ THE STRESS Fn = [ 1-(I -R^ 2)(1-Ao / A)]'A O.G8 IN ^ 2 Fn = FLEXURAL BUCKLING 5TRE55 = Fe (since Fe < Fy/2) 8.4735 K51 Pn = Fn'Ae 5.7G 19 KIP5 Pa = ALLOWABLE. AXIAL LOAD = Pn / Qc 3.001 KIPS COMBINED 5.7G KIPS Pcr = Pi ^ 2 'E'1 / (Kb'Lb(m)) ^ 2 STRESSES a = MAGNIFICATION FACTOR = I -(Qc'P / Pcr) 0.157 Pao = ALLOWABLE AXIAL LOAD W/ Fn =Fy = Ae'Fy/ Qc 17.708 KIP5 UNITY EQUATION C5-1 = -.. P / Pa +Cm.'M / (a'Ma) 0.94 < I .00, OK UNITY EQUATION C5-2 = P/ Pao + M / Ma 0 -IG <, 1.00, OK Job . Page: Date: 7/02/98 File HSKLSIDK_ HASKEL MCINTURF 14 X 32.SHED SIDE KICKER CALL FOR WIND LOADING IN ONE DIRECTION Units ............................. tjS Standard Steel Code ........................ AISC 9th Edition ASD Allowable Stress Increase Factor.. 1.333 Include Shear Deformation.......... Yes.. No. of Sections for Member Calcs.. 10 Do Redesign ....................... No P -Delta Analysis Tolerance........ 0.500 Joint Coordinates Joint X Y Joint No Coordinate Coordinate Temperature ------------------- ft-_ ------------ ft ------------ %F---------------------------- 1 7.000 13.500 0.00 2 0.580 12.430 0.00 3 0..000 11.850 0.00 4 13.420 12.430 0.00 .5 14_._000 _---_- 11.850 0.00 6 0.000 0.000 ..0.00 7 14.600 0.000 .0:00 8 -5.200 0.000 0.00 9 0.000 9:000 .......... 0..,00` 10 19.,-200 0.000 0.00 11 14.000 9.000 - 0.00 Boundary Conditions Joint +------ Translation-.. -----+ No X Y Rotation ------------ K in--------K/in------K-ft/rad-------------------------------=-- 6 Reaction Reaction Fixed 7 Reaction Reaction Fixed 8 Reaction Reaction Reaction 10 Reaction Reaction Reaction Materials (General) Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio ' Coef. Density Stress ------------- Ksi---------- Ksi---------------- 10A5%F---- K/ft3------- Ksi------ STL 29500.00 0.3000. 0.65000 0.490 50.00 Sections Section Database Material As As I I T Label Shape Label Area yy zz yy PIPE PI2.375X.095.-.STL 6.8e-1 1.21.2 4.43e-1 4.43e-1 Job . . Page. Date: 7/02/98 File; : HSKLSIDK HASKEL MCINTURF - 14 X 32 SHED SIDE KICKER CALL Members Memb . Joints Rotate Section Releases Offsets Inactive? No. I J 90M Set I:AVM J:AVM I -End J -End Label Length --------------------------------------------in-------in---------------ft---- 1 6 9 PIPE E 9.00 2 3 2 PIPE E 0.82 3 2 l - PIPE .. E , - 6.51 4 7 11 PIPE- .E 9.00 5 5 4 PIPE E 0.82 6 4 1 PIPE :.. _. E.... 6.51 7 8 9' PIPE PIN (new member calc'd) 10.39 8 9 3 PIPE E 2.85 9 10 11 PIPE PIN Y 10.39 10 11 5 PIPE E 2.85 AISC,NDS Parameters Section Length Lb -out Lb -in Lcomp K K Cm Cb,B Sway Member Set le -out le -in le -bend out in CH o i ---------------ft------ft------ft------ft----------------------------------- 1 PIPE 9.00 "6`.00 0.65 0:65 - 2 PIPE 0.82 0.00 0.65 0.65 3 PIPE 6.51 0.00 0.65 0.65 4 PIPE.. 9.00 6.00 0.65 0.65 5 PIPE 0.82 0:00 0.65 0.65 6 PIPE 6.51 0.00 0.65 0.65 7 PIPE 10.39 0.80 0.80 8 PIPE 2.85 0.00 0.65 0.65 9 PIPE 10.39 0.80 0.80 10 PIPE 2.85.."- 6.-U-0 0.65 0.65 Basic Load Case Data .BLC Basic Load Case Load -Type Totals ..... ...... No. Description Nodal Point Dist. ------ 1 ------------------------------- SNOW --------------------s----- - -- -- 2 IN Q WIND WALL 2• 3 OUT @ LEEWARD WALL 2 4 OUT' Q. WIND ROOF 2 5 OUT@ LEEWARD ROOF 2 6 DEAD LOAD L n, 8 Distributed Loads, BLC'T - Joints Load Pattern Pattern Member ------------------------------------------ I J Label Multiplier 2 3 2 VERT ------------------- -0.0200 3 2 1 VERT -0.0200 5 5 4 VERT -0.0200 6 4 1 VERT -0.0200 Member Distributed Loads, BLC 3 >======_______ Joints Load.Pattern Pattern Job Member I J Label Multiplier Page: ---------------------------------------------------------------------------- 4 7 11 HORSIDE 0.0045 Date: 7/02/98 10 11 5 HOR 0.0045 File: HSKLSIDK HASKEL McINTURF Joints. ... ..__-. 14 X 32 SHED SIDE KICKER CALL__ Member I.- J Member Distributed Loads, BLC 2 ------------------------------------------- 3 Joints Load Pattern Pattern .......... . Member I J - Label Multiplier ---------------------------------7------------------------------------------ 1 6 9 HORSIDE 0.0072 Joints 8 9 3 HOR 0.0072 �% Z Member Distributed Loads, BLC 3 >======_______ Joints Load.Pattern Pattern Member I J Label Multiplier t(f;�O�5 ---------------------------------------------------------------------------- 4 7 11 HORSIDE 0.0045 ,G(PI 7 10 11 5 HOR 0.0045 ----------==========< Member Distributed Loads, BLC 4 Joints. ... ..__-. ..Load Pattern Pattern- attern..Member Member I.- J _ Label Multiplier ------------------------------------------- 3 2 1 HORROOF -0.0081 .......... . 2 3 - 2 HORROOF -0.0081 Member-Distributed,--Loads,-BLC Joints Load Pattern Pattern Member I J Label Multiplier 6 4 1 HORROOF -0.0063 5 5 4 HORROOF -0.0063 ====================<_..Member Distributed Loads, BLC.6 >________-_.___________ Joints Load Pattern Pattern Member ----=----------------------------------------------------------------------- I J Label Multiplier 2 .3 2--.. VERT 0.0020 3 2 1 VERT 0.0020 5 5 4 VERT 0.0020 6 4 1 VERT 0.0020. 1 6 9 VERT 0.0020 .4 7. 11 ..... .. - .----VERT 0 . 0 0.2 0 8 9 3 VERT 0:0020 10 11 5 - VERT* 0:0020 Patterns Pattern _..-_ Magnitudes,. Locations Label Dir Start End Start End ------------------- K/ft,F---------- K/ft,F ----------- ft or %------- ft or %--- VERT y 1.000 1.000 0'.000 0.000 HORSIDE X -...---1:000 1.000 6.000 0.000 HORROOF y 1.000 1.000 0.000 0.000 HOR X 1.000 1.000 0.000 0.000 Job . Page:, Date: 7/02/98 File; HSKL-SIDK HASKEL McINTURF 14 X 32 SHED SIDE KICKER CALC 1 Load Combinations RWPE No.. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv -----------------------------=---=�y----------------- ---------------- 1 DL+FULL SNOW Y -C- 6 16 1 16 y 2 DL+FULL WIND 6 1A6.2✓' 16 3 X1.6 4 16 5 16 y y 3 DL+WIND+SNOW/2 Y- l _ 1 -8 -- y y Envelope Displ.acements Joint +---------- Translation ----------+ X lc Y lc Rotation lc .. ----- ------ -.in--------...- ------- in ------- --------- rad -------------------------- lU 4.307 3 -2.853 2 0.01059 3 L 2.243 2 -7.110 1 0.00621 1 2U 3.303 3 -0.388 2 -0.05524 2 L 1.833 2 -0.792 3 -0.11753 3 3U 2.530 3 -0.010 1 -0.05238 2 L 1.456 2 /. -0.018 3 -0.10308 3 4U 5.353 3 -0.228 2 0.09256 1 L 2.681 2 -0.564 1 0.03661 2 5U 5.884 3 -0.003 2 0.06358 1 L 2.905 2 -0.014 1 0.02736 2 6U 0.000 2 0.000 1 0.00000 1 L 0.000 3 0.000 3 0.00000 1 __.... 7U 0.000 3 0.000 2 0.00000 1 L 0.000 .2._.. 0.000 1 0.00000 1 8U "0.000. 2 - 0.000 2 0.00000 2 L 0.000 1 0.000 1 0.00000 3 9U, 0.045 3 -0.0,07 1 -0.025-90 2 L 0.003 1 -0.015 3 -0.04238 3 l0U 0.000 1- 0.000 1 .0.00000 1 L 0.000 1 0.000 1 0.00000 1 11U 6.425 3 -0.002 2 -0.01095 2. _L 3.180 2 -0.011 1 -0.02751 1 Envelope Reactions Joint +------------ Forces -------------+ X lc Y lc Moment lc ------------ K --------____`-----K ----------------- K -ft= -------.----------------- 8U 0.34 1 0.60 1 0.03 3 L -0.94 2 -1.62 2 X 0.01 2 USW tT _.... 1 HASKEL McINTURF 14 X 32 SHED SIDE KICKER CALC Envelope Section Forces >_________________________ Section Memb Axial lc Shear lc Moment lc ----------------- K --- ___.--=----------K ------------------- K -ft ------------------ 7 1 U 0.69 1 0.01 3 0.03 3 L -1.87 2 0.00 2 0.01 2 2 U 0.69 1 0.01 3 0.02 3 L -T:'87 2 0.00 2 0.01 2 3 U 0.69 1 0.01 3 0.01 3 L -1.87 2 0.00 2 0.00 1 4 U 0.68 1 0.00 3 0.01 2 L -1.87 2 0.00 2 0.00 1 5 U.. ...... ..-0..68...1 - 0.00 3 0.00 2......., L -1.8.7 2 0.00 2 -0.01 1 6 U 0.68 1 0.00 3 0.00 2 L -1.87 2 0.00 2 _ -0.01 1 7 U 0.68 1 0.00 2 0.00 2 L -1.-87 2 0.00 1 -0.01 1 8 U 0.67.1 0.00 2 0.00 2 L -1.87 2 0.00 1 -0.01 1 9 U 0.67 1 0.00 2 0.00 2 L =1:87 2 --0:00 1 0.00 1 10 U 0.67 1 0.00 2 0.00 1 L ---------------------------------------------------------------------------- -1.87 2 0.00 1 0.00 1. ---------------< Envelope Section Stresses'_______-_________ Section Memb Axial lc Shear lc Bending Top lc Bending Bot lc ------------ =-Ksi---_.._---------Ksi ---------------- Ksi -------------- Ksi-------- 7 1 U 1.02 1 0.01 3 -0.28 2 0.8 3 L -2.75 2 0.00 2 -0.82 3 0.3 2 2 U 1.01 1 0.01 3 -0.25 2 0.5 3 L -2.75 2. 0.00 2 -0.53 3 0.2 2 3 U 1.; 01. 1.. - 0.01 3 -0.08 1 0-0.3 3 L -2...75-2 0.00 2 -0.29 3 0.1 1 4 U 1.01 1 0.01 3 0.08 1 0.2 2- L -2.75 2 0.00 2 ...,70..19 2 -0.1-1-... 5 U 1.00'1 0.01 3 0.19 1 0,2 2 L -2.75-- 2 0.00 2 -0..15 2 -0.2 1 6 U 1.00 1 0.00 3 0.25 1 0.1 2 L -2.75 2 0.00 2 -0.12 2 -0.3 1 7 U 0.99 1 0.00 2 0.27 1 0.1 2 L -2'.75..._2 0.00 1 -0.09 2 -0.3 1 8 U 10.99 1 0.00 2 0.23 1 0.1.2 L -2.75 2 0:00 1 -0.06 2 -0.2 1 9 U 0.99 1 0.00 2 0.14 1 0.0 2 L -2.75--2 -0.01 1 --•0.03 2 -0.1 1 l0U 0.98 1 0.00 2 0.00 1 0..0 1 L -2.75 2 -0.01 1 0.00 1 0.0 1 Job . _.... Page: Date: 7/02/98 File: HSKLSIDK HASKEL McINTURF 14 X 32 SHED SIDE KICKER CALC . .. Envelope Section Stresses . Section - Memb Axial lc Shear lc Bending Top lc Bending Bot lc-. -------------- Ksi---------------- - Ksi-="------------Ksi`--------------Ksi-------- Envelope Section Deflections Section Memb x - -lc y lc L/n lc ----------------in----------------in----------=----------------------------- 7 1 U 0.00 1 0.00 1 NC 1 L 0:00 1 0.00 1 NC 1 2 U 0. 0 0 _.,.2. 0.00 2 NC 2 L 0.00 1 0.00 3 NC 3 3 U 0.00 2 0.00 2 NC 2 L 0.00 1 -0.01 3 NC 3 4 U 0....00 2 -0.01 2 NC 2 L 0.00 1 -0.01 3 9388.06 3 5 U 0.01 2 -0.01 1 NC 1 L 0.00 1 -0.02 3 6146.17 3 6 U 0.01 2 -0.01 1 NC 1 L_ ...... 0.,-.0.0 1 _.___- -0.03 3 NC 3 7 U 0.01 2 -0.01 1 NC 1 L 0. 00"' 1 -0.03 3 NC 3: 8 U 0.01 2 -0.01 1 NC 1 L 0.00 1 - .--0.04 3 NC 3 9 U .0_.. _0..1 .2 _ -0.01 1 NC 1 L 0.00 1 -0.04--3 NC 3 10 U 0.01 2 -0.01 1 NC 1 L 0.00 1 -0.05 3 NC 3 . � �� op Job . Page: Date: 7/02/98 File: HSKLSIDK HASKEL McINTURF 14 X 32 SHED SIDE KICKER CALC FOR WIND LOADING IN THE OTHER DIRECTION Ox) LyY Members Memb Joints Rotate Section Releases Offsets Inactive?. No. I J 90% Set I:AVM J:AVM I -End J -End Label Length --- ---------------------------------------------in-------in---------------ft---- 1 6 9 PIPE E 9.00 2 3 2 PIPE E 0.82 3 2 1 PIPE E 6.51 4 7 11 PIPE E 9.00 __. 5 5 4 PIPE E 0.82 6 4 1 -PIPE - ------ E- 6.51 7 8 .9 PIPE. PIN ,Y 10.39. 8 9 3 PIPE E 2.85 9 10 11 PIPE PIN (new member- calc'd) 10.39 10 11 5 PIPE E 2.85 Envelope Displacements Joint +---------- Translation ----------+ X lc Y lc Rotation lc ------------in--- l`=---------in-----=�=-------- - rad ----------------- --------- "--0�'3'8'T-2 lU L, 0..7.91-x.2=_ - `" ` .689 1 -7.110 1 0.00467 2 -0.00621 1 2U 0:732 2 -0.014 2 -0.00445 2 L .777 1" - ' -0.564 1 -0.09256,1 3U .0.721 2 -0.003 2 0.00124'2 L -5.326 1 -0.014 1 -0.06358 1 4U 0.866 2 0.085 2 0.11142 1 L -2.626 l -0.7201 -0.00675 2 5U 0.788 2 0.007 2 0.09068 1 L -1.918 1 -0.010 1 -0.01558 2 6U 0.000 2 0.000 2 0.00000 1 L 0.000 1 0.000 1 0.00000 1 711 0.000-1- 0.000 2 0.00000 '1 .L 0.000 2 - 0.000 1 0..0000.0 1 8U 0.000 1 0.000 1 0.00000 1 L 0.000 1 / 0.00.0 1 0.000.00 1 .... .....: 9U '0.894 2 ;! -0.002 2 0.02751 1 L -5..803 1'- . -0.011 1 r--� .0..00369 2 l0U 0.000 3^� 0.000 1 0.00000 1 L 0.0001 0.000 3 0.00000 2. 111 0041 2 0.008 2 0.02947 1 L -0.003* 1 -0.007 1 -0.01810 2 Job . Page: Date: 7/02/98 -- File: HSKLSIDK- HASKEL McINTURF _.. 14 X 32 SHED SIDE KICKER CALC 'Envelope Reactions Joint +------------ Forces ---------.- - - - -+ X lc Y lc'"'- Moment lc ------------K-----------------K----------------K-ft------------------------- l0U -0.34 1(::2_.20 3 DWN- 0.01 2' L =1.26 3 0.60 -1 -0.02 1 Envelope Section Forces Section Memb Axial lc Shear lc Moment lc ----------------- K ------------------ K ----------------- K=ft---------------------- 9 1 U 2.53 3 MAX t��M 0.01 1 0.02 1 Mix ""M- L 0.69 1 0.00 2 -0.01 2 2 U 2-.53 3 0.01 1 0.01 1 L 0.69 1 0.00 2 -0.01 2 3 U 2.53 3 0.00 1 0.00 1 L 0.69 1 0.00 2 -0.01 2 4 U 2.53 3 0.00 1 0.00 1 0._...6 8... - 0.00 2 -0:01 3.,.:... 5 U 2.52 3 0'.00 1 0.00 2 L 0.68 1 0.00 2 -0.01 3 " 6 U 2.52 3 0.00 1 0.00 2......... L 0.68 1 - 0.00 2 -0.01 3 - 7 U .2-52 3 _. 0.00 1 0.00 2 L 0.68 1 0"'00 3 -0.01 3 8 U 2.52 3 0.00 2 0.00 2. L 0.67 1 0.00 3 =0.01 3 9 U 2.-51 3 ...0.00 2 0.00 2 L 0.67 1 0.00 3 -0.01 3 10 U 2.51 3 0.00 2 0.00 1 L 0.67 1 -0.01 3 0.00 1 ____________< Envelope Section Stresses Section Memb -Axial - --- lc Shear lc Bending Top lc Bending Bot lc -------------- Ksi-------------- Ksi-------------- Ksi -------------- Ksi-------- 9 1 U 3.72 3 0.01 1 0.27 2 0.5 1 L 1.02 1 0.00 2 -0.55-1 -0.3 2 2 U 3.72 3 0.01 1 0.24 2 0.3.1 L ... _..... 1_.0..1. 1., .. - 0.00 2 -0.29 1 -_0.2 2 3 U 3.71_3 0.01 1 0.21 2 0.1 1 L 1.01 1 0.00 2 -0.'08 1 -0.2 2 4 U 3.71 3 0.01 1 0,27 3 L. 1.01 1 0'. 00 2 0.08 1 -0.3 3 Job . _ ....._... _.. Page: Date: 7/02/98 File: HSKLSIDK HASKEL McINTURF 14 X 32 SHED -SIDE KICKER .CALL Envelope Section Stresses Section Memb Axial -- lc Shear lc Bending Top lc Bending Bot lc -------------- Ksi-------------- Ksi -------------- Ksi -------------- Ksi-------- 5 U 3.71 3 0.00 1 0.35 3 -0.1 2 L 1.00 1 0.00 2 0.15 2 -0.3 3 6 U 3.70 3. 0.00 1 0.38 3 -0.1.2 L 1.-0..0.. 1.. 0.00 2 0.12.2 „0.4 3 7 U 3.70 3 0.00 1 0.36 3 -0.1 2 L 0.99 1 0.00 3 0.09 2 -0*.4 3 8 U 3.70 3 0.00 2 0.29 3 -0.1...2- L 0.99 .1 - 0'.00 3 0.06 2 -0.3 3 9 U 3...69.- 3 0.00 2 0.17 3 0.0 2 L 0.99 ,1 -0.01 3- 0.03 2 -0.2 3 l0U 3.69 3 0.00 2 0.00 1 0.0 1 L 0.98 1 -0.01 3 0.00 1 0.0 1 Envelope Section Deflections Section Memb x l.c. y lc L/n lc _ ----------------in---------------- in=----------------------------------------- 9 1 U 0.00 1 0.00 1 NC 1 L 0.00 1 0.00 1 NC 1 2 U 0-.-00 1 0.00 2. NC 2 L 0.00 3 0.00 1 NC 1 3 U 0.00 1 0.00 2 NC 2 L 0.00 3 0.00 1 NC 1 4 U 0.00 ,1 0.01 2 NC 2 I, .. _..... - 0.._.0.1 ,3 ----- -0.01 1 NC 1 5 U 0.00 1 0.01 2 NC 2 L -0.01 3 -0.01 1 NC 1' 6 U 0.00 1 0.01 2 8353.36 2 L -0.01 3 -~- 0. O 1 1 NC 1 7 U 0..0._0.1 0.02 2 6077.62 2 L -0.01 3 -0.01.1 NC 1 8 U 0.00 1 0.03 2 4688.69 2 L -.0.01 3 -0.01 1 NC 1 9 U - 0:00..1- . 0..03 2 3778.85 2 L -0.01 3 -0.01 1 NC 1 10 U 0.00 1 0.04 2 NC 2 L -0.02 3 -0.01 1 NC 1 --FOUNDA'T'ION ANALYSIS. ,.. 501 Bearing Press. 1000 Ib5/561ft Max Down: 2.2-- kips. -- Max Uplift: I .62 kips 5q. 1=t Req.: 2.2 sq ft. -Cu. 1=t Req.: - - 10.8 cu ft. 36" dia x 20" dp 7.10 5q. ft. > 2.2 1 1 .8 cu. ft. > 10.8 5peafied Foundation: 36" dia x 20" dp cone. footing w/ .#4 @ 12" o.c. ea. way. Spaced @ 16'-0" o.c. Imtres Images design group'e tt77 robe" bels wskw • araNt*Ot *OOTfhICs DRTAf ._.._._. des am+ace" • M%vma •o OUPO S" 274-0144 INSTALL'OUTSIDE OF SHMETING IF �AT APPLICABLE DRILL _ ... ..... _ 3 x3 1=1 I G GONCREYL NOOTIN3 rill'__ �. 4 :•° b V kj�F �oDErEp 10' WIDEOw :... Imtres Images design group'e tt77 robe" bels wskw • araNt*Ot *OOTfhICs DRTAf ._.._._. des am+ace" • M%vma •o OUPO S" 274-0144 I i JUL 0 9 1998 BUTTE COUNTY BUILDING DIVISION i'IGF A. C1 i�-rr C-5 VC_ lUr` CSU 1 1 L' L.1--lUIV 1 'f L, C5'-G14V r" V1 colad L A N D -0 F NATURAL Vd F. A L T H i' i 0 b E A LI -, BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SEFVICES Robert L. Walker, Architect 7 COUNTY cfNTCn DRIVE - UNUVILLE, CALIFURW1A 95965.339/ 203 1/2 West Main, Street TELEPHONE: 69161 1;•754i _ FAX: (91 6) G35-21G35-2140Grass Valley, CA 9594.5 f/lx (S3a) .Z74- X1445 S 4$ Re: Detached Carport Date: 3/15/98 APN 068-140-035 Permit #97-2490 With reference to the above subject, attached is.- [x] s:[x] Plan Check List JK.EcplvpD ] Red Marked Calculations APR 0 61998 ] Red Marked PlansBUTTE COUNTY BUILDING DIVISION. [x] Other - Special Inspection Policy sheet Action Required: (x] Comply with plan check list Jx] Resubmit plans with revisions as necessary [x] Submit structural calculations with clarifications and revisions as requested ] Return all original materials & revised plans to the building department Should you have any questions, don't hesitate to contact me at (916) 538-7541 Mond;iy through. Thursday_ Sincerel George R. Kellogg Plan Check Engi cc Haskel Mcinturf 4630 Olive •Highway, Oroville, CA 95966 36,5— 8,0 T6> d M Ze r- - lb-SJ-tS UG: ItSF' tiUl'lt CL)UIV 1 Y `Jlb LJtti-L14U h'. UL PLAN CHECK LIST #3 Permit Applicant: Haskel A. Mclnturf Permit #97-2490 Date: 3/16/98 The above referenced plans and calculations have been checked by this office. Please supply or have your consultant supply the additional information and/or make revisions to plans, specifications or calculations as follows: 1. Regarding the new structural analysis that has been provided: 1.1) Page 4 Dealing with Wind Loading Long Direction (Method 1): Regarding the calculatio w' ad: a h has the sheet height of 7 fee �Un- A; been divided by 2 .and b For.Method 1, why_hasn t an outward compo lent been - The information provided for the lateral load resisting capacity of the HI -RIB siding has a footnote disclaiming. the information. Please provide information for the lateral load resisting capacity of the sheeting which we can count on, such as from a nationally recognized testing firm or from a licensed enoincer or knowledgeable ck harchitect directly about the ca capacity of the product. Che r documented lateral load resisting values against revised wind loading values r� ` �1� generated by the answer to 1.1. 1.2) The calculated design bending stress for the pipe sections as shown on pa.,es 10, F� f, 11 and 15 for member/sections 1, 2, 3, 4, 5 & 6 (for. various load combinations) appear �- I t to be greater than allowed (> Fb). Please explain.. s01 �w OU fk— P40,,J F La0 v . `/ 1.3) Please have the licensed design professional, responsible for the design and -5�59 structural calculations, stamp and wet sign them. 2. rovide special inspection as indicated on the attached Special inspection Policy sheet. An alternate to special inspection is for the fabrication shop to provide -for the: requirements of Section 170 1. 7 of. the UBC. (This information is still needed. Refer to Section 1701.7 for requirements.) UAL IL�SD L-Ilrl ON•- Mar -16-98 02:19P BUTTE COUNTY 916 538-2140 P.03 y • SPECIAL 1NSPEC TON POLICY t. Engineer or At'chlitect shall identify on the plans when special inspection is required per Section 1M of the llrtifurm Builditng Code, list the type of special inspection r'equit'ed and any special requirements for testing 2. Plan check cnginLer will attach the "Special Inspection Note" form to the plans indicating wluch heists will requu c special inspection. 3. ' Platt check engineer will notify applicant and list on the data sheet that approval of the special inspector is required prior to issuance of the building permit. 4. A precolnstr•uction conference may be required by the "Plan Check Engineer to review special inspo-tion requirements and procedures. 5. The special inspector shall he employed by the owner, architect or cngincer of record, but not by tlla contractor Ei. P6or to our approval ofa special inspector, a resume and other information may be requested to verili., the qualifications and certification of the speoial inspector. 7. special inspectors shall submit reports to the Building Division stating that all items requiring specia! inspection and testing were fulfilled. Final report is to be submitted and approved prior to final inspection ul*building. SPECIAL INSPECTION NOTE bi addition to the inspections required by the Uniform Building Code Section 1013, a Special inspection is r•quired it this building in accordance with the Uniform Building Code Section 1701. Duties.and Responsibilities of the Special inspector: 1. The special inspector shall observe the work assigned for conformance with the approved design drawings and specifications. 2. The special inspector shall furnish inspection reports to the building official and the engineer or architect of record, All discrepancies shall be brought to tine inunediate attention of the: contractor for correction, then, if uncorrected, to the proper desipi authority and to the building official. 3. The spacial inspector; hall submit a final signed report to the Building Division Stating whether the work requiring special inspo cdon was, to the best of his knowledge, in conformance with the approved plans and specificati _,ns and the applicable PIiri'1510113 of this cudc. 4. The special inspector shall advise the contractor that Building Division called inspections cannot ha delegated to him, so inspections must also be made by Butte County. 5. Any change in special inspection funis made after permit issuance shall be approved by the Ruildink Division prior to qw.. ucw firm pe:rfbrming any inspections, 6. Special inspections are in addition to the regular inspections performed by the Butte County Building Division Cowlty Inspection approval and -sign o8 is not to be construed as authorization to proceed with work wltr.h obscures, covers or otherwise prevents proper special inspe tion. Special inspection is required for the following items: i IRcinforeed Concrete (Taking of test specimens, placement of reinforcing and placing of concrete). [ ]Strucniral Masomy [ ]High Strength Bolling *clding I 113alts installed in Concrete [ ]Other: June 1996 4.0 •........... ,fit.>^s•`. oun ....... LAND OF NATURAL WEALTH' AND BEAUTY Haskel McInturf BUILDING DIVISION 4630 Olive Highway DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965-3397 Oroville, CA 95966 TELEPHONE: (916) 538-7541 FAX: (916) 533-2140 Re: Detached Carport Date: 12/15/97 APN 068-140-035 Permit #97-2490 With reference to the above subject, attached is: f DIz.�G�/tip � [x] Plan Check List -[x] Red Marked Calculations [x] Red Marked Plans [x] Other - Special Inspection Policy sheet Action Required:-¢`-� f [x] Comply with plan check list i [x] Resubmit plans with revisions as necessary [x] Submit structural calculations with clarifications and revisions as requested [x] Return all original materials & revised plans to the building department Should you have any questions, don't hesitate to contact me at (916) 538-7541 Monday through Thursday. Sincerely; J George R. Kellogg Plan Check EngigW cc Robert L. Walker, Architect 203 1/2 West Main Street Grass Valley, CA 95945 1 PLAN CHECK LIST Permit Applicant: Haskel A. McInturf Permit #97-2490 Date: 12/15/97 The above referenced plans and calculations have been checked by this office. Please supply or have your consultant supply the additional information and/or make revisions to plans, specifications or calculations as follows: 1. Provide additional information and/or make.revisions as indicated.in the marked up plans and calculations returned to you. SCC e-A&-cS AMJ Pc d ws . Provide calculations showing frame adequacy for bending and axial loading using appropriate dead, live and wind loading -as in— dlca_ted itLSe.aif th . T nifnrm Building Code (UBC). Be sure to address DL+LL and DL+ cases along with any others that may control. Analysis should. include members in both vertical and horizontal direction. Calculations should be based on actual structure unless justified by a more conservative method. See attached partial check of frame capacity for problem areas. S46 l..OAV L©M60'S /N COA4,0- CA --CS The structure's lan must be stamped and wet signed by the licensed design professional taking responsibility for the design. At present, only the cover sheet of the structural calculations has been stamped and signed. SEE 2. Provide special inspection as indicated on -the attached Special Inspection Policy sheet. An alternate to special inspection is for the fabrication shop to provide for the requirements of Section 1701.7 of the UBC. l��'l I f%,o 4M c-A71 d"' �g e -i 4. cry. ;��� REMEMBER QUALITY SHADES AT BUDGET PRICES!!! Prices subject to change due to metal fluctuation cost. QUALE71Y METAL SHADES (QUALE7Y-. PORTABLE STORAGE SHEDS (916)378-2 240 1-800-286-2240 Fax (916) 365-8056 We Accept Visa - Discover • MasterCard r(0) t8) ILA I X011 ti 40, I l" ti •1 '� I OUR QUALITY METAL SHADES ARE CONSTRUCTED TO GIVE YEARS OF MAINTENANCE FREE PROTECTION FOR YOUR VEHICLES, BOATS, BOAT DOCKS, RV -S, FARM EQUIPMENT, LIVESTOCK, ETC., OR ANYTHING YOU NEED PROTECTED FROM THE ELEMENTS OF THE WEATHER. QUALITY SHADES ROOF ARCHES AND LEGS ARE 2 3/8" galvanized steel, the SIDING and ROOF are covered with. baked on enamel 26 gauge galvanized steel with several choices of colors. UPON REQUEST WE HAVE UP TO 80 LBS. SNOW LOADS WITH SOME RESTRICTIONS. Comes with base plate and tie -downs to easily install yourself. These are easy do it yourself kits, but we also have trained personell to install them for you if you choose for a minimal charge. Self supporting steel shades are convenient, low maintenance, reflects heat, less repairs, can be installed on concrete, blacktop, dirt, gravel, wood or metal. ENGINEERING AVAILABLE BY STATE LICENSED ENGINEER. We will build them the way you want them. Our materials buyer, and our specially trained builders, work together to achieve maximum efficiency to bring MAXIMUM SAVINGS to you the quality shade customer. And don't forget free delivery within our delivery radius. �\ ELECTR!C..AL, MECHANICX , AND PLUMBING \ CONSTRUCTIONS ( NOT PLAN CHECKED � VAa LCOMPLY WITI+ GL ENT EDMON l ►-- �- CC). ► OF NEG, WAG AND UPC. t _ ..._ . This set of plaits and sr e>iz;c4tions BUST b- 12��97��� kept on the ion a4 4l i-imes and i;! is ani:�ag(!( to 6UTTE CC�UIV'ri 68 '� "Y-� �' 0 rnajCe any ei�argss or altersiions on sane �, ith+SNt written permissior.7rom i -he Department of Puh WILDING DEPARTMENT u tic Works, County of Butto:APPROV 4 EQUIPMENT INCLUDING Y 6?K ALL STRUCTURES AND P 4, OVERHANG -S SHALL BE CLEA11 O, ALL P��l�1, P�. .s'h o /0 p L� p�s�s. FazC bi T€� �e / SET �PSi�Yo �� m..,�--� ���Sr Efln tl �i...ia I S A Viii) /," G' Fr. i~POJO THERFA Al) CENTERUNE SHA' BY:" CLEAR ® cam- RUCTU`RES AkD EO - I A ilFT FRON1 THM SO II'$ae d'1 »,i' ' FOR A-2 Fr. EAVE OVE.RHANO. c T Q�k NOTE, +fcJbr1aj'5 't tdrl r ,c", k`r ho E :• Accordance with. Recognized of a qualify prescribed for r• _— specifier use •n ine Uniforrn Building, Piurn6ing & i ei hanica! Codes and the INation_gi Dectricai Code, - i 34' C'Q /-Pore /o' x2¢' J ' 1 m Location of structures & equipment shall be as shown 40 Ow a 0 easements. To al E d'4 AppRwED a S �� L _1..1-� i t .i— Butte n al Vi aallth Environm en a�� l d2 o V L_ t'rx 4 S4%r'=' A?t % 0(45 -14c) - C� 3`jature n