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HomeMy WebLinkAbout024-110-076.IY .. AP 24-11-76 VALLEY WIDE CHEMICAL COMPANY' C//c3 IIvy 999 4001 S. Qf blgil 50n�` VALLEY GIPF HFMTCA.L CO. 527-66 i 499-6tey conr •, .a _ — Build -All, Inc., Chic s' Permit# 602-75B(new sh�; & fert. _Gt,nra.na..l � ��-- -� -- e/s 99E just so. of Country Kitchen, GridZey AP 24-11-76 CONTR: Butte Metal & Equipt. Co., 2426 Pare a d b th to shop & (new w7use & oJQ�ffice) C1 i Permh # 1035-75P E( _ fertilizef storage) riQ� �����7s I °2.-6-6 AP -11-76\ �+ 41 CONTR: Huggitt Elec., Chico - ---- Permit# 104:4=75E(for-602-7.5) • - _ .. - AP 24-11- t Permit# 1787-75P,M(for 602-75U-_.+ _ '24-11-76 _ - r!PD- 6 rmit #4802-7;5M(ext. vent for 1 .r_mit #602-7.5�24-110-076 PERMIT#95=2964',; BIG JALLEY CHEMICAL COMPANY ! - 954 Hwy 99, .Gridley. - i Cont; North Valley Ready: Mix Add Equip Stg•Bldg/Comm I f f t I I , � I 4 � 1 ' ' ' ' - ' . _ - ` -` ��� `m ' � . - �-' _ k" KLEIN FELDER An onphwt� owncvl cnmpanv January 23, 1996 File: 26-1859-37 Mr. Andy Wood North Valley Ready Mix #11 Three Sevens Lane Chico, California 95926 Subject: HIGH-STRENGTH BOLTING SPECIAL INSPECTION BIG VALLEY AG BUILDING BUTTE COUNTY, CALIFORNIA BUu.DI G PERMIT NO: 952964. . Dear Mr. Wood: COUNTY OF BUTTE BUILDING DEPT J A N 2 q 1996 On January 15, 1996, Kleinfelder verified tensioning of the 5/8 -inch, ASTM A325 high-strength bolts at the subject project site. Bolts and nuts were identified Der the RISC Manual of Steel Construction. Tension verification was by the calibrated wrench method. Our representative calibrated the available bolts using a three bolt assemblage in our Skidmore Wi: C�2 n l I o—Ual kn KLEINFELDER January 23, 1996 File: 26-1859-37 Mr. Andy Wood North Valley Ready Mix #11 Three Sevens Lane Chico, California 95926 Subject: HIGH-STRENGTH BOLTING SPECIAL INSPECTION BIG VALLEY AG BUILDING BUTTE COUNTY, CALIFORNIA B u u.LIN G PERMIT NO: 952964 Dear Mr. Wood: y5 COUNTY OF BUTTE ` BUILDING DEPT JAN 2 q 1996 On January 15, 1996, Kleinfelder verified tensioning of the 5/8 -inch, ASTM A325 high-strength bolts at the subject project site. Bolts and nuts were identified per the AISC Manual of Steel Construction. Tension verification was by the calibrated wrench method. Our representative calibrated the available bolts using a three bolt assemblage in our Skidmore Wilhelm Tension calibrator. Following the calibration, our representative verified that the bolts had been tensioned at each tension connection. Based on the calibration tests and our observations, to the best of our knowledge, the work was completed in accordance with the approved plans and specifications. Tension connections observed meet the minimum tension requirements of the Uniform Building Code Section 22 -IV -D. We have employed generally accepted inspection and testing procedures. However, we do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to produce a completed project conforming to the project plans and specifications. No warranty is expressed or implied. If you have any questions regarding this information, please contact Cliff Curry at (916) 244- 7203 at your convenience. Very truly yours. E7Cu nc. Cliffor Technical Services Supervisor CDC:cf cc: Butte County Building Department Bum CouNTY BUILDING DEPARTMENT kPPROVED. I; a lc 019648 File: 26-1859-37 Cop}•right 1996. Kleinfelder. Inc. January 23. 1996 hL!.I\I i I I P I I ;" ( Ii.irlr. I)rix,•. h,•ci(Ii k4 KLEINFELDER An employee owned c'onipany January 23, 1996 File: 26-1859-37 Mr. Andy Wood North Valley Ready Mix #11 Three Sevens Lane Chico, California 95926 Subject: HIGH-STRENGTH BOLTING SPECIAL INSPECTION BIG VALLEY AG BUILDING BUTTE COUNTY, CALIFORNIA Fs UlLL DING PERMI-T NO. 952964 Dear Mr. Wood: COUNTY OF BUTTE BUILDING DEPT JAN 2 q 1996 On January 15, 1996, Kleinfelder verified tensioning of the 5/8 -inch, ASTM A325 high-strength bolts at the subject project site. Bolts and nuts were identified per the AISC Manual of Steel Construction. Tension verification was by the calibrated wrench method. Our representative calibrated the available bolts using a three bolt assemblage in our Skidmore Wilhylm Tension calibrator. Following the calibration, our representative verified that the bolts had been tensioned at each tension connection. Based on the calibration tests and our observations, to the best of our knowledge, the work was completed in accordance with the approved plans and specifications. Tension connections observed meet the minimum tension requirements of the Uniform Buildirg Code Section 22 -IV -D. We have employed generally accepted inspection and testing procedures. However, we do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to produce a completed project conforming to the project plans and specifications. No warranty is expressed'or implied. If you have any questions regarding this information, please contact Cliff Curry at (916) 244- 7203 at your convenience. Very tnily ynurs, Inc. 7EINF ord . Curry Technical Services Supervisor CDC:cf cc: Butte County Building Department BurrE CooN�, BUDDING DEPARTMENT APS vED 019648 File: 264859-37 Copyright 1996, Kleinfelder, Inc. January 23, 1996 KLEI.N'PELDER 15322 Charles Drive. Redding, CA 06003-1.323 09161 244-720.; MASONRY WALLS N E S W 1st Lift' 2nd Lift 3rd Lift. 4th Lift N5th th Lift Lift FIRE WALLS 0 cupancy, Area Propert Gypsum Board 1st Layer .2nd Layer Walls Ceilin s • COMMERCIAL 024-110-076 PERMIT#95-2964 { BIG VALLEY CHEMICAL COMPANY. jI 954 Hwy 99, Gridley Cont; North Valley Ready Mix Add Equip Stg Bldg/Comm t JOB FINALED 'hatal Sranature CEWIFICATE OF OCCUPANCY ISSUED (Date) Slinature. ' V = OK O=Not OK - = Not Applicable = Not Ready COMMERCIAL Date UNDERFLOOR Plans OK except #'s ,1'. Zoning -Setbacks -Easements -Flood -Slope -Soil Report 2. Ftg., Main; Soils-Ufer Ground.-Ftg. Depth 3. Hold Downs -Bolts -Straps -Embedment -Hair Pins 4. Concrete -PSI -Cert -SP. insp.-Loc. 5. Stemwalls, Main; Steel -Bloc kouts-Wrapped 6. Reinf. Steel -Grade -Placement 7. Slab; Steel -Wrapped -Wire Mesh 8. Piers -Steel 9. D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 10. Gas Pipe; Size -Anchors 11. Water Pipe; Test -Anchor -Regulator -Service Test 12. Electric; Underground, Underslab 13. Plenums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts -Joists -Vents -Cripples 15. Masonry -Rebar -Lifts Date -- v /7Card 13-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except #'s 16. Water Htr.; Vent -Access -Combustion Air -Baffle 17. Water Pipe; Test & Anchor -Nail Protection 18. D.W.V.; Test -Fittings & Anchor -Nail Protection 19. Sinks -Floor -Grease Trap 20. Handicap-W/C-Backing 21. Gas Pipe; Size & Anchors - Firewall Penetrations Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s 22. Fixture & Transformer Clearance -Ins. Protection 23. Single Phase -Three Phase -Equip. Bond 24. Size Boxes & No. of Conductors -Stapled 25. Romex Installed Close to Edge of Studs & C.J. 26. Equip. Ground made up w/Meth. Fastners-Bond Gas & Water 27. Wiring -90° -Protected -Color Coded 28. Subfeed Wire Size / / ga. Cu or AI-A.C. Wire Size / / ga. Cu or Al 29. Fire Res istive-Fixture-Conduit-G.F.I.-Susp. Ceiling 30. Service -Riser Conductors & Ground -Main Disconnect 31. Equip. Clearances Panels -Motors -Meth. Equip. 32. Fire Wall Penetrations Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s 33. A.C. Ducts Insulation & Support 34. Vent Fan; Exhaust above insulation _ 35. Condensate Drain & Overflow; Size & Grade 36. Furnance-Vent; Access -Comb. Air -Return Air Vent -115 outlet 37. Attic Access & Platform if Furnance in Attic 38. H. V.A.C.-Ventilation-Roof Access 39. Smoke & Fire Dampers Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FRAMING (Plans) OK except #'s 40. Sils, Proper Material & Anchors -Hold Downs 41. Walls Studs -Nailing, Spacing & Bracing -Plates -Sound 42. Bearing Walls over Girders & Floor Nailing 43. Draft Stop in Walls (rat proof) 44. Fire Stops; Furred Ceilings -Stairs -Chases 45. Headers & Beam -Size & Bearina-SUDDort Fix. (NOTE: An entry must be made each t Date.' FRAMING (Continued) 46. Hangers -Post Caps -Anchors -Connectors 47. Roof Shthing-Nailing-Diap.Chord Splice 48. Firewall-Doors-Area-Occp.-Prop. 49. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 50 lu-Lam cert. -Placement -Support 1. Steel Buildings-Purlin-Girders 52: Property Line Firewall & Openings 53. Ext. Doors -Handicap Access 54. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 55. plywood on Roof Overhang -Attic Vents -Rafter Outriggers 56. S(ding-Nailing Veneer 57. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 58. Glazing Area -Glass Protection -Skylights -Plastic -Fire Port. 59, Shear Walls -Plywood-Nailing-Conn to Roof 60. Insulation -Walls -Ceilings 61. Infiltration -Walls -Windows 2. Corridors -Open' s -Fire Protection -Framing Oat 4 and B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL,(Plans) OK except #'s ( xt. Steps -Door & Sidelight Protection -Landings 64. Exits -Size -Number -Placement 65. Furnace; Vents -Clearance -Comb. Air -Connector - In Garage; Above Floor -Ducts -Mach. Protection 66. Sprinklers -Placement -Test 67. Suspended Ceiling-Seismic-Wires-Elec-light & Mech. 68. Elec. Trim & Subpanel; Breaker Sizes & Labels 69. Stairs & Rails 70. Handicap -Door Levers -Fin. Floor 71. Elec. Outlets at Wood Panel; Int. & Ext. 72. Wtr. Htr.; Vents -Clearance -Comb. Air-Connector-P.R.V. Above Floor-Mech. Protection 73. Plb., Elec. & Mech. Equip. Listed for Location 74. Insulation -Foam -Looked in Attic ❑ Yes 75. Guard Rails & Deck Construction -Post Caps 76. Fdn. Vents & Crawl Hole Door-Draina e & Wood -Earth Clearance Looked under Floor Yes 77. Stucco; Brown -Finish 78. A.C. Unit; Disconnect, Electrical, Plumbing 79. Vents Above Roof; Plbg.-Appliance-Fireplace.-Clearance to Openings 80. Water Well; Disconnect, Electrical, Plumbing 81. Exterior Elec. Trim; G.F.I. Receptacle -Underground 82. Off Site -Parking -Handicap 83. Glass Protection 84. Corrections from Previous Inspections 85. Gas Test -Meters Tagged; Gas -Electric 86. Water & Sewer Connected -C/O to Grade -HD Approval 87. Energy Compliance Certificate -Other Certificates 88. Roofing Certificate -Fire Rating Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: Certificate of Occuoancv me you visit the job site) COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Genter Drive - Oroville, California 95965 - Telephone (916) 538-7541 PERMIT NO. APPLICATION AND PERMIT - 95 ASSESSOR PARCEL NUMBER 024-110-076 ZONING M-2 UILDING PERMIT OWNER BIG VALLEY CHEMICAL CO T Z54E 5612 SQ. FT. OCC. BUILDING VALUATION OWNERS MAILING ADDREPO BOX 926 GRIDLEY, 95948 2268 B-2 49, 896.00 CONTRACTOR'S NAME NORTH VALLEY READY—MIX TIM 7296 CONTRACTORS MAILING TffsTHREEE SEVENS LN CHICO, CA 95973 Fireplace CONSTRUCTION LENDER NONE UNKNOWN Total Valuation Is 49 896.00 LENDER'S MAILING ADDRESS Filing Fee $ 20,00 Permit Fee $ 414.50 ARCHITECT OR ENGINEER AIIDRE14 CRANDALL 32934 Plan Checking Fee $ 269.40 I� ,AQq�Er�g-�rg ARCHITECT OR ENGINEER U NG�VU h LINCOLN SUITE201 PORT ANGELES,WA (f Energy Plan Checking Fee $ Penalty $ BUILDINGADDRESS 2 954 T WY PERMITFEE $ 703,90 99 E 95948 9779 LOT NO. SUBDIVISION'S NAME PARCEL MAP PLUMBINGPERMIT Filing Fee 20.00 Each Trap 7.00 Solar or heat pump water heater 23,00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other COMMERCIAL SPECIFY Water piping 15.00 Each gas water heater or vent 15.00 Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: EQUIPMENT STORAGE BUILDING ADDITION Mobile Home S I G W @20.00 PERMITFEE S Contractor ELECTRICAL PERMIT Filina Fee 20.'00 00V OR LESS Main Service 5 ( zooA OR LESS ) 23.00 Main Service ( 200A TO 1000A ) 46.00 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. � ,C3 Lic. No. License Class s1' 7 OWNER-BUILDER DECLARATION( 1 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 NEW CONST. DWELLING OCCUP. So, OR NS. ( 8 ACC. BEDS. ) 3.50 FT. NEW CCONST. MULTI -OUTLET NON-RESID. ( BRANCH CIRCUITS ) 97.50 POWER APPARATUS (a SINGLE OUTLET CIR. ) EX. Occup. ( OUTLET OR FDCTURES) 20 Q 1.00 BAL so Ex. Occup. OUTLETS FIXED (RESID. OR) 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMITFEE $ Contractor 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. R, I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrie`:_�7erf'uis[, 4:5�12 /0--0/—el � MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMITFEE $ Contractor Policy Number s—�j'$� .(JjJ �; 40e1)CXn&zG (rhe 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 y manner so as to become subject to workers' compensation laws of C I orn , and agree that if I should become subject to the workers' compensatic p v Bions of section 3700 of the Labor Code, I shall forthw h comply with h e ovisions. _/ c� X !/�— _ Date 1c/ r Signature of Applic t Owner ❑ Con ctor WAge An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. Mobile Home Installation Fee is Energy Inspection Fee Is occ CONST. TYPE TOTAL FEE $ 703.90 HA2. 0. FEES IMP ." I,"' FLOOD CDF PARCEL PD HD ISSU V 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 PERMITEXPIRESON 9 (Date) Receipt No. 190375 — 289.40// 190647 — 414,50 WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT 01/24/96 08:46 FAX 916 345 5046 7AN-24-9E. 1•ED S s.t k" KLEINFELDER . .in emgdbl hP omuw r..m{aim• January 23, 1996 File: 26-1839-37 Mr. Andy Wood North Valley Ready Mix #11 Three Sevens Lane Chico, California 95926 NORTH VALLEY R)1 Subject: HIGH-STRENGTH .BOLTING SPECIAL INSPECTION BIG VALLEY AG BUTI THNG BUTTE COUNTY, CALIFORNL*. BUILDING PE wrr NO. 952964 Dear iirtr. Wood: QCJ002 R. F2 On January 15, 2996, Kleinfetder verified tensiordne of Cie 513-ipck ASTM A325 high-strength bolts at the subject project site. Bolts and nuts were identifled per the A1SC h;Sanual of Steel Construction. Tension verification was by the calibrated wrench method. Our representative calibrated the available bolts using a three bolt assemblage in our Skidmore Will_elm Tension calibrator. Following the calibration, our representative verified that the bolts had 'peen tensioned at each tension connection. Based on the calibration tests and our observations, to the best of our knowledge, the work was completed in accordance with the approved plans and specifications. Tension connections observed meet the minimum tension requirements of the 1,?a rilfon Building Code Section 22 -IV -D. We have employed generally accepted inspection and te.56ng procedures. Hawevcr, ive do not undertake the guarantee of constnaction nor do we relieve the contractor of his primary responsibility to produce a completed project conforming to the project plans and sp:cifiications. No warranty is expressed or implied. If you have any questions regarding this informa_ion, please contact Cliff Curry at (916) 244- 7203 at your convenience. Very truly yours, EINF ( Inc. i Clifford Curry Technical Services Supervisor CDC:cf. ec: Butte County Building Department 014648 File: 26-1859-37 Copyright 1996. Kleinfelder, Inc, January a.3, 199b PaCI\Pla.(1[}2 1.32- ChirlL-s Dr;Nv. RrrlcCnM. C4 9hU(15-1J2 f�711,1 11.?_'(1 I Lo ;1-., ...+5'�,,: . )`.�.t^tV1�..,+xV�'�.�s^-11. tiq*.'i-.+�v'�G}.-i^..'i-'tib.�'b'�`.""✓"�?''+,��..'M�.7'iiry�:. ���r�'S`�-'C'.'IE''.�"'4�..-.... .. .,, .n.�rt.'iY'Nvr..c.'!.a�.,,�,.� ,Ri. ..re;.r� .l �... , ..r . A COUNTYOF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 -TELEPHONE (916) 538-7541 PERMIT APPLICATION DATA SHEET OWNER il ��'/� r P. No. Od Proposed Building Use S Building Inspector Date R -/9 - At time of permit application, I was advised the following data must be submitted prior to permit processing and/or issuance: DATE RECEIVED BY 1. All items have been submitted . ........................................ 2. Plot plans, 3/4 sets, signed by preparer of plans. ......................... . 3. Complete plans, 3/4 sets, signed by preparer of plans . ...................... 4. Engineered plans and calcs, 3/4 sets, with wet signature on plans. ........ Hazardous Material Material Form. ................. _ 6. Energy Design Compliance and supporting documentation . .................. Statement of Intent for Non -Heated and A/C Buildings . ...................... j o� 8. Engineered truss details and layout in duplicate (required prior to plan check). .... 9. Mobilehome nd manufacturer's installation instructions, 2 sets. . _ 10. Fees of $ ys(o . .......... ,,,o•�.�• So(J�c_ .........L� Impact fees as shown on attached schedule. ..1(e....I .................... 12. California Department of Forestry plan approval/fees. ....................... . 13. Flood elevation letter (100 year flooby California Engineer. . Sanitation and plot plan approval Y10v; Ile Health Department . ............ W -II` 15. City of Chico plumbing permit . ......................................... 16. Plot plan and business license approval from City of Biggs/Gridley. ... ..... . d 17. Planning approval for (A) Use: i(B) Parking: t/ 18. Contact Land Development about (A) Improvements (B) Drainage. ......000 Z c -A 3r 19. Driveway permit (construction approval required prior to occupancy). .. . . st 20. Pre -inspection for Freanspeg lns reque p required. . to Building Inspeaor (Date) 21. Contractor's license information. (No., Name Style, Classification) . .............. 22. Certificate of Workmans Compensation Insurance . ......................... . 23. Owner -Builder Verification (Given to owner , Mail to owner _). .......... . 24. Recorded copy of Agricultural Acknowledgement Statement . .................. 25. Letter of signature authorization . ....................................... . 26. Copy of recorded deed of parcel creation and 60 right of way to a public road. .... . 27. Letter of intent on building use . ......................................... 28. Mobilehome utility clearance . .......................................... 29. Documentation of legal access . ..................... :.................. 30. Documentation of 50% subdivision developed or (A) Road improvements completed and (B) Parcel meets zoning area and frontage requirements . ............... 31. Existing violations/expired permits . ...................................... 32. Plan check list . ..................................................... 33. 34. When ou issue the ermit, process as follows: Mail tR owner. Mail to contractor. Telephone - and hold for pickup at office. Deliver with inspector. Other Parcel Creation Acreage Applicant Copy of Haz-Mat form sent Health Dept. Fire Dept. Air Pollution Date Copy of plans sent Health Dept. Fire Dept. Other Date By The following data must be submitted prior to permit issuance 1. Index permit for above items No. 2. Additional items required: (Circle new item not checked above). Contractor, designer, owner, was advised of above required data by _ phone _ mail Counter by _ Date Contractor, designer, owj'eer, was advised of above required data by _ phone _ mail Counter by _ Date Plans checked by Date Plans approved by (2Q4 Date -F 8� Sets of plans on hold in File cabinet AP folder Copy - Department of Public Worlks , . , " COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE CA 95965 TELEPHONE (916) 538-7541 OWNER xpf`� _ M . C-0 00, A.P. # PROPOSED BUILDING USE u vnc P7 a DATE REC. # DATE REC 7. WATER TENDER FEES (BATTALION # ) $200.00 (paid at Building Division) 8. CSA 87 TRAFFIC FEE $2500.00 (paid at Building Division) 9. OTHER At time of permit application, I was advised the above fees are required to be paid prior to issuance of the permit. APPLICANT DATE SCHOOL DISTRICT FEES �^ ; �l (cam Q (paid at District Office) . SHERIFF FEES (paid at Building Division) . Residential...... ' x =$ unit amt. " Commercial (sq.ft.). a068r x_, 03 $ �70( t1- 7 94 3. URBAN AREA FEES (paid at Building Division) Residential (per unit). x =$ #units amt. Commercial (sq.ft.).. x =$ sq. ft. amt. 4. RECREATION DISTRICT FEES (paid at District Office) 5. THERMALITO DRAINAGE DISTRICT FEES $400.00 (paid at Building Division) A6' SRA FIRE INSPECTION AND PLAN CHECK $89.00 (paid at Building Division) 7. WATER TENDER FEES (BATTALION # ) $200.00 (paid at Building Division) 8. CSA 87 TRAFFIC FEE $2500.00 (paid at Building Division) 9. OTHER At time of permit application, I was advised the above fees are required to be paid prior to issuance of the permit. APPLICANT DATE 'r 3AM-02-1996 05=09 FRDM tBJTLFR 01SALIA TO 9191634.SS946 P.02 Butler Manufacturing Company 7440 Doe Avenue 4 <S(/TL6FR Post Office Box 1590 Visalia, California 93279-1590 Phone (209) 651-5355 January 2, 1.996 a Andy Wood i North Valley Building Systems #11 Three Sevens Lane Chico, CA 95973 1 Re: Butler Mfg, Co. Procedure for Structural Steel Identification Dear Andy; Enclosed you will find the procedure by which the Visalia' plant of Butler Manufacturing Co. marks the steel for identification purposes. Th;s is a requirement for I.C.B.O. approval of fabrication and also requirements of the U.B.0 and the U.B.C. Standards. We are an approved I.C.B.O. approved facility, our approved fabrication number is FA -304. Please use this submittal for approval by the building department on the procedures used by Butler for the steel identification. Hopefully this will take care of the questions con=ruing this building. If there are any further questions please contact me. Sincerely, David S. Dayton, P.E. Engineering Services Manager Western legion (209) 651-5354 cc:File i t i (BUTTE COUNTY BUILDING DPPARTMP-Ny. Q r �o i-h'-.�i F� c, h� v ►� SYS+ r,�-� CZE ArWt i co,kt, �I �1.UGTU2�cL. �I�i:L. M.F,�.� bcFLs l �GL,vp� rJ� L,tGek i �he•r GoL� �oviti-t (A�f1AGcp 0$ air-, 5 7 2) . �r-�� �=F$ wAxt- CA 4-4& /l �S � T� �c SLIWL tip k02b0 � `r Jtt F C V u 1•-�? `C � V t u 1 N� ID 1 lo t-� . . JPN-22-1995 05:09 FRDM &JTZFR WSAI_IA TO 9191634a5\046 P. W Revised March is, 1991 VISALIA FACTORY LETTER No. V -8b-1 ISSUED BY: Berkley R. Johnson STRUCTURAL STEEL IDENTIFICATION Procedure for Structural Steel identification processed through fabrication in accordance with U.B.C., Section 2701 and U.B.C. Standard 27-2. 1. The steel shall be marked or tagged from the mill with either ASTM designation or Butler Material Specification number in accordance with ASTM A6/A6M. 2. The raw material receiving person, under the direction of the Plant Quality Control manager, will mark the heat number on the top of each bundle of steel if not previously done by the steel mill or processor_ a. steel received in this plant which has not been properly marked by steel supplier 'and for which there is no accompanying mill certification reports will be stored in a- hoiding area separate from the active inventory storage. The Materials Control Department will be notified of the deficient markings and/or lack of proper paperwork. The Materials Control Department will supply the necessary inforamtion to the raw material receiving person so that the steel can be marked and placed in the active inventory storage area. Refer to "Mill Certification Log" (form E-30, page E-4) to be used as the communications log between the receiving person and Materials Control Department. The receiving person is to fill in "Date, P.O. ,#, Part 0, Material Size, Heat #, and Cert with Load." Materials Control will verify "Cert filed in Office, Cert has 'Correct Yield, and any comments." Log sheets will be maintained in Materials control. The Material Controls Department shall maintain the twill certification test report file and will notify the Quality Control Department if any out of specification steel has been received. The steel suppliers are instructed to send a copy of the preliminary .mill test report with each heat of steel as part of the shipping documentation. C-2 JAN -02-19% '05:10 FRDM BUTLER WSALIA TD 9191634aSN046 P.04 b. The Raw Material receiving person will mark the steel by; 1. Steel ident stamp on plant material only 2. Dallc (yellow) marker on sheet and bar stock. c. Material received with tags only will be marked with BMC part number and heat number on top of bundle in accordance with 2b upon unloading. d. Each heat number will be Separated by dunnage and/or tags identifying a change in heat number. G. The ends or sides of all stacks will be spray painted with the following color code as soon as possible, after unloading: A36MSO. - Green A572GRSO - Green and Yellow 8MC10130 - Red and Yellow BMCI0004 - Slue and orange f. As plates, sheets, or bars are removed from the stack, Butler material part number and the heat number will be transferred to the top piece of the new stack. 3. The raw material receiving person, will record the heat number and manufacturer on the machine center picking.list as the steel is issued to the shop. This picking list will be kept on permanent record by the Materials Control Department. 4. As the individual parts are cut-out at the shear (see Note B), web burner, flange line, and bar -cut off, the operator will stamp the Butler code designation (See Note A) for ASTM number or SMC specification number on each individual piece of flange, web and punched plate material in a place where the marking will not be covered by subsequent welding or. punching operations. (NOTE A) a. In order to expedite the stamping of individual production pieces, Butler will use the following coded abbreviations for Identification; A36M50 - "A" A572GRSO - "g" BMC10130 - "C'" BMC10004 - "D" b. All abbreviated markings will be circled with bleed through paint stick. C-22 N •. JAN -02-1996 25:11 FRDM BUTLER ITALIA TD 9191634SSN046 P.05 c. All useable drop-off will be marked with ASTM or Butler 7. specification number "coded abbreviation" (see above) and heat number with yellow dallo market. (NOTE B) a. The shear will, steel stamp the individual pieces if both length and width are cut at the shear. b. The shear will write in yellow dallo•marker the ASTM or BMC specification number on the top of each stack if cutting only width. 1 C. The shear will separate different materials by blocking and/or lifts. S. The conrac tack-up operator, will verify that the webs and flanges have been correctly marked and that such marking will not be covered up during automatic and/or hand welding processes. If the parts are not marked. properly, the parts will not be processed until they have been correctly identified and stamped. The Quality Control Manager is to be notified in cases of unmarked parts. 6. The plant punch operation will verify that,the plates to be punched have been correctly marked and that such marking will not be covered up during the hand welding process. If the parts are not marked properly, the Parts will not be processed until they have been correctly identified and stamped. The Quality Control Manager is to 'be notified in cases of unmarked parts. 1 7. The weld shop inspector will have the overall responsibility of proper marking and verification within the shop. The weld shop inspector will report all abnormalities to the Quality Control Manager. I . 8. See attached "Butler Steel Identification System" which condenses the information contained in the letter. Each press room operator will be given a copy of this letter. QC34.ltr C-23 ■ .JAN -02-1996 05-11 FROM BUTLER U J _&QL I A TO 9191634555046 P. 06 March 15, 1991 G.D.W. BUTLER STSEL IDENWXPICATZON SYSTSl1 r PAINT CODE GRADE (On Sides A.Bnd) BUTLER CODE ASTM A36MSO Green A ASTM A572GRSO Green and Yellow B BMC 10130 Red and Yellow C BMC 10004 Blue and Orange D Presently we are receiving the followings ASTM A572GRSO All thicknesses of .hot rolled plate from .625 thru 1" BMC 10130 All thicknesses of hot rolled sheet from .093 thru .496 M.T. ASTM A572GR50 Bar stock material from Atlantic.. ASTM A36MOD5O Bar stock material from Laclede and North Star Steel Kentucky QC35.ltr C-24 1 JAW -02-19% 05:12 FROM BUTLER 0ISALIA n file: Qcll:ltr TD 919IS34-55,94b P. 07 This page was intentionally left blank. C-25 . JAN -02 -1995 05:13 FRDM BUTLER 01 SAL I A TO 91916345-504S P.09 CALIBRATION OF TOOLS, GAUGES, AND TAPES USED IN PRODUCTION 4 Q.C. It is the policy of the Visalia Plant.to provide adequate measuring devices to insure that the product being produced meets the established tolerances. Whenever possible, a fixed or non-moving part gauge is used to bracket tolerances and thus lessen the need for critical metrology skills in the operator. Examples of fixed gauges are MR -24 leg length, Paintline_wet film thickness gauge, and Butlerib angle blocks. In areas where measurement requires the use of 121, 161, 2012 25' and 301 standard tape measures, the plant provides new tapes on an as needed basis. We do not attempt to calibrate these new tapes to a standard, since the product being measured does not require accuracy beyond the normal manufacturing tolerances of Lufkin and Stanley tape measures. If a tape measure is questionable, we replace it. In the areas where material thickness is measured by micrometer, we inspect and recalibrate on a six month basis. Inspection includes possible damage to mechansim and re -zeroing the micrometer. A log (E-100) is maintained of these inspections. file:QC3:ltr C=25 TOTAL P.03 11 as•> _/ �'✓`,`�� �.. may..._... • _- . fy L A N D O r N A T O RA L W EA L T H A N D 8 E =. i-`' BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965-3397 Big Valley Chemical CO. TELEPHONE: (916) 53&7541 P.O. BOX 926 FAX: (916) 5313-2140 Gridley, CA 95948 Re: Equipment Storage Building Addition Date: 12/21/95 A.P. No. 024-110-076 Permit #95-2964 With reference to the above subject, attached is: [x] Plan Check List [x] Red Marked Calculations [x] Red Marked Plans [x] Other: - California State Accessibility Stand2rds - Non Residential Action Required: [x] Comply with plan check list [x] Resubmit plans with revisions as required [x] Resubmit calculations with revisions as required [x] Return all material attached Should you have any questions, don't hesitate to contact me at (916) 538-7541 Monday through Thursday. Sincerely, George R. Kellogg Plan Check Enginp�r/ sr Permit Applicant: Big Valley Chemical Co. Permit //95-2964 Date: 12/21/95 The above referenced plans were reviewed by this office. Provide additional information and/or make revisions to plans, specifications, or calculations as follows: Provide additional information and/or make. revisions as requested on red marked plans and calculations. Meet the requirements of the Accessibility Standards attached. ;30004 Provide Exit illumination per Section 3313 of the Uniform Building Code (UBC). Soil Maps of the project area indicate tie possibility of site soil having expansion potential. If clay or plastic silt are present in the building area, verify expansion potential by testing (testing to be performed by a Civil Engineer licensed in the State of California). Building design should reflect the results of the expansion potential testing. y Provide additional information requires. by the Permit. Application Data Sheet. BUILDING PERMIT NUMBER: PLAN CHECKER: C • VL' ASSESSOR PARCEL NUMBER: G, 2 I I C' "" 07& A. GENEW Zoning requirements, Planning approval. Valuation. ,,3! ` Plans signed by engineer or architect. Proper description of work on application. Nr r,� LOW _ tr? '4��C '5�- Existing violations on property. �" `A.;' r;,"7 ALS Items on data sheet. (W.C., fees, Health, Developer Fees, License law, etc.). Improvements or drainage, Land Development approval. B. PLOT PLAN: ' ,,Ir Complete parcel size and dimensions. e-2" Setbacks, sideyards, easements, etc. Other buildings or structures. " Grading, fills, drainage. ����-� s?F� .c n>v ►uv s ►'� -� C5i=�= Nd i t s (p- t��h►-��1 Flood hazard. - X " ZO I -61 Special conditions on creation map, (noise, C.D.F., fire sprinklers, non-combustible, and foundations). F.A.U. & F.A.S. road setback. -8� Building or utilities across lot lines (Lot Merger). C. OCCUPANCY REOUIREMENTS: Building use � V 1 ?o E Occupancy Group 2, Type of Construction Building floor area ?6W 4 ?76ty Occupant Load Basic allowable floor area /2C OCD sq. ft. Total allowable`floor area___ Basis for increase -r0 Tr- Compliance with specific occupancy requirements (Chapter 6-12). — iF��7' i?W✓r ��� Occupancy separations (Section 503).0���tru���'"�' ` Area separations (Section 505). Firewalls due to location on property (Section 504). �J' Maximum height requirements (Section 507). Draft stops (Section 3205). Ventilation and special hazards requirements (Chapter 6-12). ,<V Automatic fire sprinkler system (Chapter 38). e9"�Fire alarm systems (09 Sections of Chapters 6-12). BYO. Mechanical code requirements (Grease hood w/fire sprinkler system - Chapter 20). J4!. nvironmental Health Review - (a) Restaurant Act, (b) Commercial Pool, (c) H Occupancies. .Smoke detection system. ��C.DX.' or S.F.M. Plan Review. . Electrical Code Requirements (Medical - Article 517, Assembly - Article 518, other 500's). A4Z (h �7i� Pysically handicapped requirements (Title 24). d lift. - t.,/ CSN+-) --ate Wholesale Food Manufacturing (Plans to state DHS/FDB). D. TYPE OF CONSTRUCTION REOUIREMENTS: _1! Roof covering requirements (Section 3203). 2Y Parapet walls (Section 1710). .3:'* Toilet room floors and walls (Section 510). -<- Guardrails (Section 1712). .S--' Detailed types of construction requirements (Chapters 17-22). Proper roof pitch for roof covering (Chapter 32). Attic access and ventilation (Section 3205). May 1995 3.4 /Y. ' Attic access and ventilation (Section 3205). "K Roof drainage (Section 3207). E> Skylights (Chapters 34 and 52). -W' Stages and platforms (Chapter 39). ,H" Interior wall and ceiling finish (Chapter 42). Fire resistive requirements. Walls, floor, ceilings, penetrations (Chapter 43). J00" Wall and ceiling covering installation (Chapter 47). Glass, glazing, Human Impact - Safety Glazing (Chapter 54). Foam Plastic (Section 1713). E. STAIRS EXUS. AND OCCUPANT LOADS: General Exit Requirements (Section 3302 & 03) (Post occupant load, etc.). ,,2" Number of exits, width and locations (Section 3303). ,3:' Doors (Section 3304). ,X" Corridors and exterior exit balconies (Section 3305). Stairways, rise and run, width, winders, and construction (Section 3306). Horizontal exit (Sectional 3308). I;Zf- Exit and smokeproof enclosures (Section 3309 & 3310). �✓ OILP Exit signs and illuminations (Section 3313 & 14). 5c e-3 31 �Asles: and seating (Section 3315 & 16). 2r% CL 33 i b Kz� Exits for occupancy groups A-E (Section 3317 & 3320). Floor level exit signs (Title 24, Section 3314). F. MISCELLANEOUS RE UIREMENTS: Masonry chimney (Chapter 37). Veneer (Chapter 30). Special Inspection per U.B.C. Section 306. a)N High Strength Bolting. Field Welding. Masonry (full stress). KlConcrete (f'c>2500psi). S pecial Certifications - Mill Certificates. ' Expansive soil - Special design. `IG/' Cut/Fill slopes, compaction tests, grading. A /7. Noise requirements (Planning, App. Chapter 335). Weld electrode, welder certificate." G. ENGINEUJUNG REQUIREMENTS: Complete calculations, correct design criteria - ,Y Complete shear transfer details, roof to foundation. structural material specifications. �aComplete Shear wall anchorage based upon wall shear. Roof diaphragm chord, collector, drag struts. 1-6-.� Combined tension and shear @ steel RF anchor bolts. ",7i Braced roof and wall bays. H. THER: vt i. L `l, �' � � � I`D ✓d G> � F� �, I ( _ � 1 "- "� ,� Vis` i� , ��; L .� N �a �> ,, May 1995 3.5 Polaris Engineering and Surveying, Inc. 206 South Lincoln Street, Suite 201 Port Angeles, Washington 98362 (360) 452-5393 FAX (360) 457-9319 December 27, 1995 Mr. George Kellog Department of Development Services 7 County Center Drive Oroville, Ca. 95965-3397 SUBJECT: Permit.#95-2964. Dear Mr. Kellog: Attached are revised plans for the proposed building for Big Valley Ag Services to be built by North Valley Building Systems. In response to your plan reveew of 12/21/95, the following additions and clarifications have been made: 1. Redmarked notes on the plans have been revised as follows: a. Sheet 2 - Soil Note 92 has been revised. Building is to be built with all footings embedded in undisturbed earth. Refrence to certified fill has been deleted. b. Sheet 6 - Clearance to #3 tie at column base pedestals has been shown as 1. 1/2" in both Sections A/6 and E/6. C. Notes on plans for prefabricated steel structure will be addressed by Butler. 2. Building will be accessible. Detail A/2 showing doorway, landing and hardware requirements has been added. 3. This building is intended for the storage of agricultural equipment and supplies and will be used only during daylight hours. Exit illumintation will be provided by the translucent roof panels shown on the floor plan. 4. While the soil at the site may have expansive potential, the flexibility of the steel building and the use of isolated foundations will allow the proposed structure to accommodate any anticipated differential movement. Please call me if you have any further questions on t_iis project. Sincerely, Andy Crandall, P.E. . cc: NVRM in 95151 BUTLER November 7, 1995 Mr. Andy Wood North Valley Ready -Mix Chico, CA Butler Manufacturing Company 7440 Doe Avenue Post Office Box 1590 Visalia, California 93279-1590 Phone (209) 651-5312 To Whom It May Concern: 25'X 81'X 15' L.S. 3/4:12 Big Valley Ag Services Gridley, CA BMC Order No. 04-073409 Bldr. No. 95-75 Please accept this letter as our certification that the Butler Manufacturing Company (an AISC Class MB Certified Fabricator) components of the subject building, when ordered in accordance with . Butler standards, will be designed in accordance with the 1989 Edition of the AISC Specification for the Design, Fabrication and Erection of Structural Steel and the 1986 Edition of the AISI Specification for the Design of Cold -Formed Steel Structural Members. The basic loads of the subject building meet or exceed the County Climatic Data as published in the 1986 Edition of the MBMA Low Rise Building Systems Manual. Loads applied to the subject building are in accordance with the 1991 Edition of the Uniform Building Code. The subject building is designed to carry a basic roof live load of 20 pounds per square foot and a collateral load of 0 pounds per square foot in addition to the dead load of the structure. Components are designed for reduced roof live loads in accordance with Section 2306 of the Uniform Building Code, Roof live load for each component is based the following schedule: Tributary Loaded Area (Sq. Ft.) Design Live Load (PSF) 0 to 200 20 200 to 600 16 Greater than 600 12 The building is designed for a basic wind speed of 80 m.p.h., exposure factor "B", and wind importance factor of 1.00, applied in accordance with Section 2311 of the Uniform Building Code. The building is designed for Seismic Zone 3 and earthquake importance factor 1.00 in accordance with Section 2330 of the Uniform Building Code. Load combinations are in accordance with Section 2303(f) of the Uniform Building Code: These Butler components, when properly erected on an adequate foundation in accordance with the erection drawings as supplied and using the components as furnished, will meet the above loading requirements. The design of this building for wind loads assumes that doors not supplied by Butler are designed to sustain the same wind pressures and suctions as the walls in which they are installed. This certification does not cover field modifications or design of material not furnished by Butler Manufacturing Company. Components for the building will be produced in one or more of Butler Manufacturing Company's facilities located in Annville, PA, Birmingham, AL, Galesburg, IL, Laurinburg, NC, San Marcos, TX, and Visalia, CA. All listed facilities are Category MB certified by the American Institute of Steel Construction. Cordially yours, Shawn J. Harder, P.E. Project Engineer SJH:ssh A Polaris Engineering & Surveying, Inc. 206 South Lincoln Street Suite 201 Doi DATE # 'rsl s Port Angeles, Washington 98362 (360) 452-5393 FAX (360) 457-9319 SHEET I of E36I l I hi (a j - KJ Co/�-l�i l Y �%►� l� I G�'� i I , ' i i ? —_ , G -1-I V �s.L' • _ T �.�j P1° d_ ,_ 1 o db _4-4-4 sof sStpl-Q —t.4 Cif I --,-r' f I f L J. 41 JT •t• 1 � {{ 1 i I I -111HI 4 i i Polaris Engineering & Surveying, Inc. JOB # 206 South Lincoln Street Suite 201 DATE I -Zt�- Port Angeles, Washington 98362_ (3.60) 452-5393 FAX (360) 457-9319 SHEET 2 of 7 I I I I"► ITI r +�F I } I �13�L I; �-;-�--� -moi �.,. u �--•� i ,,�, -�� _-_i _ �I,�j � �' � P ► - I - _J___ �,j�y...� �`~ -�— I I✓ v im �� ,� 1 -- I ~ I { ��� ,� o, o©Z� Zai 1� IZII � .5 � �--� •}- or I I I—i---�V— I' i--��,�4-� — --±— Polaris Engineering & Surveying, Inc. JOB # s' 206 South Lincoln Street Suite 201 DATE 20 Port Angeles, Washington 98362 (360) 452-5393 FAX (jj360) 457-9319 SHEET, 5 OF Z- �.- -- . f Pte± ►��. z �- . �-� �� � 1 z _. � � �_ � _' , _ � �� �: - CIL' -, � - ► i-- 71 ' -t- - i- - - - -- - �— SO ��� r LL , I f 1"'L f✓ 1. �'M� _ 1�-i� � � � I 1_,_,�_ ( 177 I ( STEEL BUILDING FOUNDATION DESIGN - ISOLATED FOOTINGS '-JOB #- 95151 BUTLER # D95-073409 MATERIALS CONCRETE WT = 0.15 K/CF OVERBURDEN WT = 0.11 K/CF BASIC SOIL BEARING = 1.00 KSF INCREASE FOR WIDTH = 0% PER FT INCREASE FOR DEPTH = 20% PER FT PASSIVE SP = 0.03 K/CF ACTIVE SP = 0.10 K/CF COEF FRICTION = 0.00 SLIDING RESISTANCE = 0.13 K/SF FOOTING DIMENSIONS PEDESTAL B = 1.33 r, FOOTING B = 6.00 FT. j PEDESTAL D = 1.33 FOOTING D = 5.00 DISTANCE S = 1.00 FOOTING T = 2.00 DEPTH BELOW F.G.= 2.00 FT. HT. ABOVE F.G.= 0.33 LOADING COMBINATION #1 HORIZONTAL = 0.80 K VERTICAL =, 5.01 K, STRESS LEVEL = 100% COMPONENT WT X WX FOOTING 9.001 2.501- 22.50 OVERBURDEN 0.001 .2.501 0.00 PEDESTAL 0.09 -1.671 0.15 FOOTING + OVER 9.09 22.65 TOTAL V = 14.10 BUILDING _ 5.011 1.671 8.35 PASSIVE SP 1.20 TOTAL RM = 32.20 END FRICTION = 0.00 5.'001 0.00 BUILDING HORIZ REACT = 0.80 KIPS @ HEIGHT = 2.33 OTM = -1.87 FOOTING OVERTURN AND SOIL BEARING e= 0.35'FT e <= FOOTING D/6 <--.OK : e > FOOTING D/6 E- NA A= 30.00 I' = 6.45 S= 25.00 SP = •0.73 SP = 0.67 GOVERNING MAX SP = 0.67 ALLOWABLE = 1.20 <- OK t/ OVERTURN FOS = Mo/Mr = 0.06 , MAX = 0.67 F OK v� LATERAL STABILITY SLIDING: FRICTION = 0.00 ACTIVE SP = 1.20 FS X AREA = 3.90+ - SLIDING = 3.90 1/2 DL = 7.05 +- TOTAL R.= SLIDING FOS 5.10 K H/R �/ = = 0.16 ALLOWABLE 0.67 t- OK t/ LOADING COMBINATION #2 HORIZONTAL = -2.85 K VERTICAL = -3.85 K STRESS LEVEL = 133% • COMPONENT WT X WX FOOTING 9.001 2.501 22.50 OVERBURDEN 0.001 2.501 0.00 PEDESTAL 0.091 3.331 0.30 FOOTING + OVER 9.09 22.80 TOTAL V = 5.24 BUILDING 1 -3.85 3.33 -12.83 PASSIVE SP 1 1.60 TOTAL RM = 11.56 END FRICTION = 1 0.00 5.00 0.00 BUILDING HORIZ REACT = -2.85 KIPS @ HEIGHT = 2.33 OTM = 6.65 FOOTING OVERTURN AND SOIL BEARING e= 1.56 FT e <= FOOTING D/6 E- NA e > FOOTING D/6 +- OK A= 30.00 I' = 2.81 S= 25.0.0 SP = 0.62 SP = 0.50 GOVERNING MAX SP = , /• 0.62 ALLOWABLE = 1.60 +- OK v OVERTURN FOS = Mo/Mr = 0.58 MAX = 0.67 E- OK LATERAL STABILITY FRICTION = 0.00 SLIDING: ACTIVE SP = 1.601 FS X AREA = 5.19 SLIDING = 2.62 1/2 DL = 2.62 TOTAL R 4.22 K SLIDING FOS = H/R = 0.68 ALLOWABLE 0.67 +- 1511 �1.1 ra 1� �r: ��� 1•� r �NCHOR, BOLT STRENGTH: DESIGN CALCULATION _PE—R UB:C 2624' Fc'= 2500 PSI LAMBDA= 1.0 (NORMAL WT CONCRETE) PHI = 0.65 Fs = 60 KSI (A-307 BOLTS) APPROXIMATE LOAD FACTORS DEAD LOAD + LIVE LOAD FACTOR <= 1.7 X 2 = 3.4 DEAD LOAD + WIND LOAD FACTOR <=.75 X 1.4 X 2 = 2.1 -IM ME or1 FRAME BOLTS vim ova_ u%7 m p: DIAMETER= 0.7 NI5 CHES � FULL AREA 0':442 SQ. IN; (USED FOR CONCRETE STRENGTH) ROOT AREA= 0.302 SQ. IN. (USED FOR STEEL STRENGTH) NO. BOLTS = 1 ROWS OF 2 = BOLTS 2 TOTAL EMBEDMENT = 4 1NCHE5GAGE = 4 INCHES EDGE DIST = 4 PITCH= 0 STEEL: Ps = 16.3 KIPS/BOLT = Vs = 13.6 " CONCRETE: Al = 82.27 SQ IN. As= 1.414 X A1= 116.3 SQ. IN. At = PITCH x GAGE = PHI xPc= PHI x Vc = LOADING COMBINATIONS: #1 - DL + LL MAX SHEAR = MAX TENSION = 10.6 KIPS 11.5 KIPS/BOLT = 0.8 KIPS X LF = 0 KIPS X LF = COMBINED CONCRETE _ COMBINED STEEL = #2-DL+WL MAX SHEAR = 2.85 KIPS X LF = MAX TENSION = 3.85 KIPS X LF = COMBINED CONCRETE _ COMBINED STEEL #3-DL+WL@BB MAX SHEAR = 3 KIPS X LF = MAX TENSION = 2 KIPS X LF = COMBINED CONCRETE _ COMBINED ST EEL = 32.6 KIPS TOTAL 27.2 " 0.0 SQ IN 23.0 KIPS TOTAL 2.72 < O 0 <- OK 0.02 _' K 0.01 <=- Ox 5.985 8.085 1.00 <= OK 0.11 <- OK 6.3 <- OK 4.2 <--_OK 0.36 Q 0.0-1 - AIASKA WASHINGTON OREGON NEVADA CAIIFORNIA .Visalia IDAHO ARI ZONA UTAH MONTANA WYOMING BUTLER � a * y8 CAIE9�� AM t olijort l r I* -SIN T " fwlwtf alrwn MBMR T1DDTtS 3 3B BUTLER MANUFACTURING COMPANY ENGINEERING DATA CUSTOMER: BIG VALLEY AG -SERVICES LOCATION: GRIDLEY, CA BUILDER: NORTH VALLEY BUILDING SYSTEMS BUILDING SIZE,UNIT 1: 25x81x15 LRST .75:12 BMC ORDER NO.: 04073409-1 BUILDER ORDER NO: 95-75 DESIGNER: STEVEN E. PRYOR, P.E. DATE: 11/5/95 TABLE OF CONTENTS UNIT 1 DESIGN CRITERIA: D1 SPECIFICATIONS: 1 ` ROOF SECONDARIES: 5 WALL SECONDARIES: 12 ENDWALL STRUCTURALS: 15 LONGITUDINAL BRACING: 19 WALL PANEL: 21 ROOF PANEL: 22 FRAME DESIGN. F1 FRAME CONNECTIONS: S1 Em DATE: TIME: ------------------------------------------------------------------------------------------------------------------------------------ 11/05/95 11:06 AM D E S I G N C R I T E R I A R E P O R T Roof Live Load PD120ODDC PAGE D,1 ORDER BLDR COMPLEX UNIT # 073409 CONTACT - ANDY - NO # 1 BLDG DESCRIPTION BUILDER - NORTH WOOD (TYPE) LRST VALLEY READY -MIX- BLDR PHONE # 916-345-7296 (WIDTH) (LENGTH) 25' 0" 81' 0" BLDR ORDER # 95-75 PROJ NAME - BIG VALLEY (HEIGHT) (LIVE) 15' 0" 20 PSF BLDR ACCOUNT # 20-04-007-90 ENGR GRP - Visalia (WIND) (CODE/YEAR) (SLOPE) 80 MPH UBC 91 0.750:12 ------------------------------------------------------------------------------------------------------------------------------------ (COLUMN LSW: TAPERED SHAPE) RSW: TAPERED LSW: (COLUMN KNEE) HORIZONTAL RSW: HORIZONTAL (COLUMN OFFSET) LSW: 8" RSW: 8" (GIRT LSW: 8" DEPTH) RSW: 8" --------------------------------------------------------------------- 1. DESIGN SPECIFICATIONS 1.1 All structural mill sections or welded -up plate sections are designed in accordance with the 1989 edition of the AISC SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS. 1.2 All cold -formed structural members are designed in accordance with the 1986 edition of the AISI SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS. 1.3 All welding shall be done in accordance with the AMERICAN WELDING SOCIETY CODE FOR BUILDING CONSTRUCTION. 2. MATERIAL SPECIFICATIONS Built-up Sections ......................... Fy = 50 ksi min. wide flange Sections (unless noted) ....... Fy = 36 ksi min. Cold -formed Members up to .120 thickness .. Fy = 55 ksi min. - over .120 thickness .. Fy = 50 ksi min. Galvanized Material .. Fy = 42..ksi min. Brace Rods up to 3/4" diameter ............ Fu = 80 ksi min. over 3/4" diameter ............ Fu = 70 ksi min. Roof Cover BRII 26 Gage ........... Fy = 80 ksi min. Wall Cover BRII 26 Gage ........... *Fy = 42 ksi min. Wall Cover OPEN ------------------------------------------------=-------------------- --------------------------------------------------------- 3. SPECIFIED DESIGN LOADS AND BUILDING CODE 3.1 BUILDING CODE: .The 1991 edition of the "Uniform Building Code" by the International Conference of Building Officials (ICBO). 3.2 DESIGN LOADS Dead Load 2.2 + Frame weight Roof Live Load 20 psf Collateral Load 0 psf Wind Speed 80 mph Wind Exposure Factor H Seismic Zone 3 Snow Importance Factor 1.000 Wind Importance Factor 1.000 Seismic' Importance Factor 1.000 MBMA County Ground Snow 0 psf Building Use Category --------------------------------------------------------- 1 DATE: 11/05/95 D E S I G N C R I T E R I A R E P O R T INTERMEDIATE FRAME TIME: 11:06 AM ROOF STRUCTURALS none none PD120ODDC ---------------------------------- WIND SPEED- -------------------------------------------------------------------------------------------------- PAGE[) -2 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRST 25' 0" 81' 0" 15' 0" 20 PSF 80 MPH UBC 91 0.750:12 SUCTION (COLUMN SHAPE) (COLUMN KNEE) (COLUMN OFFSET) (GIRT DEPTH) ----------------------------------------------------------------------------------------------'-------------------------------------- LSW: TAPERED RSW: TAPERED LSW: HORIZONTAT, RSW: HORIZONTAL LSW: 8" RSW: 8" LSW: 8" RSW: 8" -------------------------------------------------------------------------------------------------------------------------------- ACTUAL_DESIGN LOADS LIVE LOAD INTERMEDIATE FRAME ENDWALL STRUCTURALS ROOF STRUCTURALS 16.00 psf FRAMES: 1, 2, 3 16.00 psf FEW 20.00 psf BAYS: 1, 2, 3, 4. 16.00 psf REW COLLATERAL LOAD INTERMEDIATE FRAME ENDWALL STRUCTURALS ROOF STRUCTURALS none none none - WIND SPEED- ENDWALL SIDEWALL INTERMEDIATE FRAME STRUCTURALS ,STRUCTURALS BRACING.- ROOF STRUCTURALS 80.00 mph FRAMES: 1, 2, 3 80.00 mph FEW 80.00 mph ''RSW 80 mph 80.00 mph,�BAYS: 1, 2, 3, 4 80.00 mph ,REW 80.00 mph..{LSW WIND COEFFICIENT (* INDICATES OVERRIDE) PRESSURE SUCTION UPLIFT All girts 0.900 -0.900 * B6P EW Roof Beams -1.100 * � "C" EW Posts 0.800 * -0.700 * Roof Structurals -1.000 * (-----------Bracing-------------0_800------------0.500 ---- --------------------------------------------------------------------------------- "TO uc i tQ� t -i W KIA0S N w�G►-� 'T I-h7^7lP'a G DATE: 11/05/95 TIME: 11:06 AM ------------------------------------------------------------------------------------------------------------------------------------ 0-00-01 GLOBAL D E S I G N D DATA A T A R E P LRST O R T DESIGN SPECIFICATIONS PD1200DSN PAGE 1 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 BLDR ORDER PROJ NAME - # 95-75 BLDR ACCOUNT # 20-04-007-90 BIG VALLEY ENGR GRP - Visalia COMPLEX - NO UNIT # 1 BLDG ------------------------------------------------------------------------------------------------------------------------------------ (TYPE) (WIDTH) DESCRIPTION LRST 25' 0" (LENGTH) 81' 0" (HEIGHT) 15' 0" (LIVE) (WIND) 20 PSF 80 MPH (CODE/YEAR) (SLOPE) UBC 91 0.750:12 1 DESCRIPTION 1.1 GENERAL The primary structural system consists of rigid frames designed as clear span or with interior columns as a modular rigid frame. The end frames consist of "C" Section simple beams and posts or an H -Section modular rigid frame. Purlins and eave struts spanning between the frames support the roof panels. The wall panels span from the base to the eave and may be supported at the intermediate points by girts spanning between the frames. 1.2 RIGID 'FRAMES The rigid frames consist of tapered or straight welded -up plate section exterior columns and roof beams with bolted splices. For modular frames, interior columns arc straight• sections. The minimum yield of the steel used for flanges and webs is 50 ksi. 1.3 END FRAMES diidwall framing has two options: (1) Light gage "C" section members composed of endwall posts and endwall roof beams. The members are fabricated from 55 ksi minimum yield material except that material greater than 0.120" thick is 50 ksi minimum yield. (2) H -Section roof beams and posts designed as a modular rigid frame. The minimum yield of the steel used for flanges and 1 webs is 50 ksi. 1.4 SECONDARY FRAMING The secondary framing consists of purlins, girts, and eave struts cold -formed from 55 ksi minimum yield material. Purlins and girts are Z-shaped members and eave struts are C-shaped. 2 DESIGN SPECIFICATIONS All structural mill sections or welded -up plate sections are designed in accordance with the AISC SPECIFICATION FOR THE DESIGN, FABRICATION, AND -ERECTION OF STRUCTURAL STEEL FOR BUILDINGS. All cold -formed structural members are designed in accordance with t'he AISI SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS. I DATE: 11/05/95 TIME: 11:06 AM ------------------------------------------------------------------------------------------------------------------------------------ 0-00-01 GLOBAL D E,S I G N D DATA A T A R E P LRST O R T DESIGN SPECIFICATIONS PD1200DSN PAGE 2 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 COMPLEX - NO (TYPE) (WIDTH) (LENGTH) UNIT # 1 BLDG DESCRIPTION LRST 25' 0" 81' 0". ------------------------------------------------------------------------------------------------------------------------------------ BLDR ORDER PROJ NAME - (HEIGHT) 15' 0" # 95-75 BLDR ACCOUNT # 20-04-007-90 BIG VALLEY ENGR GRP - Visalia (LIVE) (WIND) (CODE/YEAR) (SLOPE) 20 PSF 80 MPH UBC 91 0.750:12 3 METHOD OF ANALYSIS 3.1 RIGID FRAMES The rigid frame is designed using the stiffness analysis method. The frame is designed with pinned connections at the column bases. Modular frames with interior columns are designed with pinned connections at the column top. The indeterminate reaction analysis for this frame uses the energy method considering bending only. To account for the changing sections of the frame, summations are obtained by dividing the frame into a number of individual sections and adding the frame coefficients of these sections. 3.2 ENDWALL FRAMING Endwall framing has two options. Option 1 consists of light gage "C" section endwall roof beams designed as simple span, simple span with cantilever, or two span continuous supported by endwall posts designed as pinned end members. Option 2 consists of H -Section roof beams and posts designed as modular rigid frames with or without endwall bracing. 3.2.1 Light Gage "C" Section Option 3.2.1.1 Endwall Posts Endwall posts will be designed as pinned end members (simple span) to resist the moment and shear caused by'wind load from the tributary wall area; the axial load caused by the vertical forces•(dead load, live load, uplift) from the tributary roof area; and the bending moment caused by the eccentricity of the vertical forces (roof beam attached to the endwall post flange). All roof and wall loads will be considered uniformly distributed. Except for the addition of the moment caused by the roof beam eccentricity, endwall posts will be assumed to be loaded through the shear center. The posts will be considered adequately braced against torsional-flexuraly buckling by the panels and girts. Girt locations will be considered inner and outer flange brace points. Moments and forces will be determined in accordance with the above specifications and. procedures. 3.2.1.2 Endwall Roof Beams Endwall roof beams will be designed as simple span, simple span with cantilever, or two span continuous members. All connections will be considered to provide pinned end support.. The roof beams will be designed to resist the shear and moment caused by the dead load, live load, and wind uplift 'applied to the tributary roof area. The endwall panel weight (1.1 psf x eave height) will be deducted from the applied uplift load. The purlin clips will brace the top and bottom flange of all roof beams. Allowable moment cap'acit,y will be computed in accordance with the AISI Specification. Moments and forces will be determined in accordance with the above specifications and procedures. 3.2.2 H -Section Option The rigid frame endwall consists of straight welded -up plate section corner columns, endwall posts, and roof beams with bolted splices. The minimum yield of the steel used for flanges and webs is 50 ksi. Endwall posts are designed as pinned end members (simple span) to resist the moment and shear caused by the wind load on the endwall and axial load caused by the vertical forces from the roof. Some frames will -also be designed with rod bracing attached at the base and top of the endwall post to act in conjunction with the rigid frame action of th'e frame to resist the force caused by the wind load on the sidewalls. DATE: 11/05/95 D E S I G N D A T A R E P O R T PD1200DSN TIME: ------------------------------------------------------------------------------------------------------------------------------------ 11:06 AM 0-00-01 GLOBAL DATA LRST DESIGN SPECIFICATIONS PAGE 3 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE YEAR / ) (SLOPE) UNIT ------------------------------------------------------------------------------------------------------------------------------------ # 1 BLDG DESCRIPTION LRST 25' 0" 81' 0" 15' 0" 20 PSF 80 MPH UBC 91 0.750:12 3.3 SECONDARY FRAMING 3.3.1 Purlins, Eave Struts, And Girts Purlins and girts may be designed as simple span or continuous beams. Eave struts are designed as simple span beams. All members are designed using the stiffness analysis method. The purlins and eave struts are designed for the shear a,nd moment caused by live load or uplift on the tributary roof area and the axial load caused by wind on the tributary endwall area. The girts are designed for the shear and moment caused by wind pressure or suction applied to the tributary wall area. All loads are assumed uniformly distributed, but tapered and concentrated loads can be input and considered in the design. The section is optimized for either allowable -forces, moments, or live load deflection in accordance with the above listed specifications and procedures. 3.3.2 Roof Panels Panels will be designed as continuous span members. All live or snow loads and wind pressure or suction are assumed uniformly distributed. 3.3.3 .Wall. Panels Panels will be designed as simple span (no girts) or continuous span (with girts) members. The panels will be designed assuming a uniformly distributed wind pressure or suction. Maximum panel spans will be developed in accordance with the above specifications and procedures. ) 3.4 WIND BRACING The standard wind bracing is provided by using brace rods. 'Alternate wall bracing can be provided by using portal frames, wind posts, or panel diaphragms. Brace rods will be designed as tension members in accordance with the applicable provisions of RISC. Rods 0.75 inch in diameter and less will have a minimum 80 ksi ultimate tensile strength. Rods larger than 0.75 inch in diameter will have a minimum 70 ksi ultimate tensile strength. Bracing design based on panel diaphragm action will require a lineal footage of full height panels determined by eave height and wind loading. i DATE: 11/05/95 TIME: 11:06 AM ----------------------------------------------------------=------------------------------------------------------------------------- 0-00-01 GLOBAL D E S I G N D DATA A T A R E P LRST O R T DESIGN SPECIFICATIONS PD120ODSN PAGE 4 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 COMPLEX - NO (TYPE) (WIDTH) (LENGTH) UNIT # 1 BLDG DESCRIPTION LRST 25' 0" 81' 0" ----- ------------------------------------------------------------------------------------------------------------------------------- BLDR ORDER PROJ NAME (HEIGHT) 15' 0" # 95-75 BLDR ACCOUNT # 20-04-007-90 - BIG VALLEY ENGR GRP - Visalia (LIVE) (WIND) (CODE/YEAR) (SLOPE) 20 PSF 80 MPH UBC 91 0.750:12 3.4.1 Roof And Sidewall Bracing The standard wind bracing to be provided in all buildings is a parallel chord Pratt truss in the roof and "X" diagonal rod members in the wall. The rod loads are computed by summing the windward and leeward endwall post reactions which act between the ridge of the building and the strut whose load the brace rod is transferring down the roof. If more than one braced bay exists, it is assumed that the accumulated wind load is distributed equally to each braced bay. Hence the sum computed above is divided by the number of braced bays. The rod load is determined by dividing the strut load by the cosine of the angle between the strut and the brace rod. The braced bay sidewalL reactions are the horizontal and vertical resolution of the load in the sidewall Y -ods. - 3.4.2 Endwall Bracing The endwall bracing for the "C" Section endwall will be designed to resist a concentrated load at the top of the corner post equal to the wind load times the tributary sidewall-area. The endwall bracing for the H -Section endwall will be designed to act in conjunction with the rigid frame action of the frame to resist the forces caused by the wind load on the sidewalls. DATE: 11/05/95 D E S I G N D A T A R E P O R T PD1200DSN TIME: ------------------------------------------------------------------------------------------------------------------------------------ 11:06 AM 1-02-01 ROOF STRUCTURALS LEFT SIDEWALL EAVE STRUTS PAGE 5 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT ------------------------------------------------------------------------------------------------------------------------------------ # 1 BLDG DESCRIPTION LRST 25' 0" 81' 0" 15' 0". 20 PSF 80 MPH UBC 91 0.750:12 SPANS AND UNIFORM LOADS( FT & PSF) +----------------------------------------------------------+ BAY SPAN `LOAD, UNIFORM LOADS NUMBER WIDTH DL CLL LL WPRESS WSUCT +----------------------------------------------------------+ 1 20.50 2.00 1.20.0 20.0 0.0 10.0 2 20.00 2.00 1.2 . 0.0 20.0 0.0 10.0 3 20.00 2.00 1.2 0.0 20.0 0.0 10.0 4 19.50 2.00 1.2 0.0 20.0 0.0 10.0 NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. EAVE STRUT BRACE LOCATIONS +--------------------------------------------- + BAY LOCATION/ NUMBER POSITION +--------------'-------------------------------------------------------------------------------------------------+ 1 11.00 TOP 2 10.00 TOP 3 10.00 TOP' 4 9.00 . TOP NOTES: EAVE STRUT BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT 5NDWALL LOAD COMBINATIONS END FORCES +------------------------------+-----------------------------------------+ FRONT EW REAR EW SHEAR MOMENT SHEAR MOMENT NO DESCRIPTION (K) (IN -K) (K) (IN-K) +------------------------------+-----------------------------------------+ 1 DL + LL -0.02 0.06 -0.02 -0.06 2 DL + WL' (S) 0.00 -0.02 0.00 0.02 DATE: 11/05/95 DATA SUMMARY_- - D E S I G N D A T A R E P-0 R T BAY *********** SHEAR *********** *********** COMBINED PD120ODSN TIME: 11:06 AM -----------------------------------------------------------------------------------------------------------------------------------= STRUT LOAD 1=02-01 ROOF STRUCTURALS XV LEFT SIDEWALL EAVE STRUTS ACT ALLOW PAGE 6 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 0.5 2.7 0.174 1 10.2 28.9 151.3 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY 20.0 ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG ------------------------------------------------------------------------------------------------------------------------------------ DESCRIPTION LRST 25' 0" B1' 0" 15' 0" 20. PSF 80 MPH UBC 91 0.750:12 SECTION PROPERTIES (ACTUAL FURNISHED PART) ALLV = ALLOWABLE SHEAR (KIPS) +----------=---------------------------------------------------------------- CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IY ACTM NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI (IN) (IN) (IN) ** (IN 2) (IN ** 4) ** (IN 4) +----------------------------------------------------------------------------------------------------------------+ ACTA = ACTUAL AXIAL FORCE (KIPS) 1 0540344 251-4 8.00 0.120 0.062 55.00 3.50 0.31 1.06 1.92 19.12 3.19 (* indicates overstress condition) 2 0540334 239-4 8.00 0.120 0.060 55.00 3.50 0.31 1.06 1.92 19.12 3.19 ACTVC 3 0540334 `239-4 8.00 0.120 0.060 55.00 3.50 0.31 1.06 1.92 19.12 3.19 4 0540334 239-4 8.00 0.120 0.060 55.00 3.50 0.31 1.06 1.92 19.12 3.19 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DESIGN DATA SUMMARY_- - +----------------------------------------------------------------------------------------------- BAY *********** SHEAR *********** *********** COMBINED AXIAL 6 BENDING ********** * COMBINED SHEAR & BENDING ** STRUT LOAD NUM XV ACTV ALLV CSRV LD XM ACTM ALLM ACTA ALLA CERD LD XC ACTVC ACTMC CSRC LD ACT ALLOW +---------------------------------- 1 0.0 0.5 2.7 0.174 1 10.2 28.9 151.3 0.00 34.10 0.191 1 10.2 0.,1 28.9. 0.036 1 0.8 19.7 2 0.0 0.5 2.7 0.170 1 10.0 27.4 151.3 0.00 34.70 0.181 1 10.,0 0.1 274 0.033, 1 2.1 19.9 3 20.0 -0.5 16.1 0.028 1 10.0 27.4 151.3 0,.00 34.70 0.181 1 10.0 -0.1 27:.4• 0.033 1 0.8 19.9 4 19.5 -0.9 16.1 0.028 1 9.7 26.1 151.3 0.CO 35:30 0.172 1 9.7 -01..1 26.1 0.030 1 0.8 20.9 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) ACTA = ACTUAL AXIAL FORCE (KIPS) ALLA = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR (KIPS) AT COMBINED LOCATION ACTMC = MOMENT (IN -KIPS) AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACT = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD ALLOW = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND DATE: 11/05/95 D E S I G N D A T A R E P O R T PD120ODSN TIME: 11:06 AM ------------------------------------------------------------------------------------------------------------------------------------ 1-02-01 ROOF STRUCTURALS RIGHT SIDEWALL EAVE STRUTS PAGE 7 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # .20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG ------------------------------------------------------------------------------------------------------------------------------------ DESCRIPTION LRST 25' 0" 81' 0" 15' 0" 20 PSF 80 MPH UBC 91 0.750:12 SPANS AND UNIFORM LOADS( FT & PSF) +----------------------------------------------------------+ BAY SPAN LOAD EW UNIFORM LOADS MOMENT SHEAR NUMBER NO DESCRIPTION (K) WIDTH DL CLL LL WPRESS 1 DL + LL -0.02 WSUCT +----------------------------------------------------------+ -0.06 2 DL + WL (S) 0.00 0.00 0.00 1 20.50 1.99 1.2 0.0 20.0 0.0 0.0 2 20.00 1.99 1.2 0.0 20.0 0.0 0.0 3 20.00 1.99 1.2 0.0 20.0 0.0 0.0 4 19.50 1.99 1.2 0.0 20.0 0.0 0.0 NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. EAVE STRUT BRACE LOCATIONS +---------------------------------------------------------------------------------------------------------------+ BAY LOCATION/ NUMBER POSITION +--------------------------------------------------------------------------------- ---+ . --------------------------- 1 11.00 i TOP 2 10.00 TOP 3 10.00 TOP 4 9.00 TOP NOTES: EAVE STRUT BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS END FORCES +------------------------------+-----------------------------------------+ FRONT EW REAR EW SHEAR MOMENT SHEAR MOMENT NO DESCRIPTION (K) (IN -K) (K) (IN-K) +------------------------------+-----------------------------------------+ ' 1 DL + LL -0.02 0.06 -0.02 -0.06 2 DL + WL (S) 0.00 0.00 0.00 0.00 DATE: 11/05/95 D E S I G N D A T A R E P O R T PD1200DSN TIME: 11:06 AM ------------------------------------------------------------------------------------------------------------------------------------ 1-02-01 ROOF STRUCTURALS RIGHT SIDEWALL EAVE STRUTS - PAGE 8 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia COMPLEX - NOTYPE (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG ------------------------------------------------------------------------------------------------------------------------------------ DESCRIPTION LRST 25' 0" 81' 0" 15' 0" 20 PSF 80 MPH UBC 91 0.750:12 SECTION PROPERTIES (ACTUAL FURNISHED PART) ---------------------- -------------------------------------------------------------------------------------------+ BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IY NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) ----------------------------- 0.00 29.40 0.246 1 10.0 -0.1 -----------------------------------------------------------------------------------+ 0.8 30.6 4 19.5 -0.4 9.7 0.046- 1 9.7 26.0 111.4 0.00 29.40 0.233 1 9.7 -0.1 1 0540224. 251-4 8.00 0.094 0.060 55.00 3.50 0.31 1.13 1:53 15.32 2.63 2 0540154 239-4 8.00 0.094 0.060 55.00 3.50 0.31 1.13 1.53 15.32 2.63 3 0540154, 239-4 8.00 0.094 0.060 55.00 3.50 0.31 1.13 1.53 15.32 2.63 4 0540154 239-4 8.00 0.094 0.060 55.00 3.50 0.31 1.13 1.53 15.32 2.63 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DESIGN DATA SUMMARY +-------------- ----------------- BAY *********** SHEAR *********** *********** COMBINED AXIAL 6 BENDING ********** * COMBINED SHEAR 6 BENDING ** STRUT LOAD NUM XV ACTV ALLV CSRV LD . XM ACTM ALLM ACTA ALLA CSRB LD XC ACTVC ACTMC CSRC LD ACT ALLOW +---------------------------------------------------------------------------------------------- 1 0.0 0.5 9.7 0.048 1 10.2 28.7 111.4 0.00 29.40 0.258 1 10.2 0.1 28.7 0.066 1 0.8 30.5 2 20.0 -0.5 9.7 0.047 1 10.0 27.3 111.4 0.00 29.40 0.246 1 10.0 -0.1 27.3 0.060 1 0.5 30.6 3 20.0 -0.5 9.7 0.047 1 10.0 27.3 111.4 0.00 29.40 0.246 1 10.0 -0.1 27.3 0.060 1 0.8 30.6 4 19.5 -0.4 9.7 0.046- 1 9.7 26.0 111.4 0.00 29.40 0.233 1 9.7 -0.1 26.0 0.054 1 0.8 30.7 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT. ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) ACTA = ACTUAL AXIAL FORCE (KIPS) ALLA = ALLOWABLE AXIAL FORCE (KIPS) IN THE A'SSENCE OF MOMENT CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR (KIPS) AT COMBINED LOCATION ACTMC = MOMENT (IN -KIPS) AT COMBINED LOCATION i CSRC = COMBINED STRES,S RATIO AT CRITICAL COMBINED SHEAR AND BENDING' (* indicates overstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK j ACT = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD ALLOW = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING -MOMENT DUE TO WIND DATE: 11/05/95 D E S I G N D A T A R E P O R T PD1200DSN TIME: 11:06 AM ---------------------------------------------------------------------------------------------------7-------------------------------- 1-02-01 ROOF STRUCTURALS RIGHT SLOPE PURLINS PAGE 9 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION ------------------------------------------------------------------------------------------------------------------------------------ LRST 25' 0" 81' 0" 15' 0" 20 PSF 80 MPH• UBC 91 0.750:12 SPANS AND UNIFORM LOADS (FT 6 PSF) +-------------------------------------------------------------------------------------- BAY SPAN LOAD PERIMETER UNIFORM LOADS NUMBER LAP PURLIN NUMBER LL WIDTH DL CLL• LL WPRESS WSUCT LEFT RIGHT TYPE +-------------------------------------------------------------------------------------+ 4.50 1.2 0.0 20.0 0.0 10.0 2 20.00 4.50 1 20.50 5.11 1.2. 0.0 20.0 0.0 10.0 1.2 1.00 CONTINUOUS 2 20.00 5.11 1.2 0.0 20.0 0.0 10.0 2.00 1.00 CONTINUOUS 3 20.00 5.11 1.2 0.0 20.0 0.0 10.0 1.00 2.00 CONTINUOUS 4 19.50 5.11 1.2 0.0 20.0 0.0 10.0 1.00 CONTINUOUS NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. PERIMETER LOADS (FT 6. PSF) +------------------------------------------------------------+ BAY SPAN LOAD PERIMETER LOADS NUMBER WIDTH DL CLL LL WPRESS WSUCT +----------------------- ------------- --- 1 20.50 4.50 1.2 0.0 20.0 0.0 10.0 2 20.00 4.50 1.2 0.0 20.0 0.0 10.0 3 20.00 4.50 1.2 0.0 20.0 0.0 10.0 4 19.50 4.50 1.2 0.0 20.0 0.0 10.0 PURLIN BRACE LOCATIONS +---------------------------------------------------------------------------------------------------------------+ BAY LOCATION/ NUMBER POSITION +-----------------------------------------------•----------------------------------------------------------------+ 1 11.00 TOP 2 10.00 TOP 3 10.00 TOP 4 9.00 TOP NOTES: PURLIN BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL DATE: 11/05/95 D E S I G N D A T A R E P O R T TIME: 11:06 AM 1-02-01 ROOF STRUCTURALS RIGHT SLOPE PURLINS ------------------------------------------------------------------------------------------------------- PD1200DSN PAGE 10 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) • (SLOPE) UNIT # 1 BLDG DESCRIPTION LRST 25' 0" ------------------------------------------------------------------------------------------------------------------------------- 81' 0" 15' 0" 20 PSF 80 MPH UBC 91 0.750:12 LOAD COMBINATIONS END FORCES +------------------------------+-------------------------- FRONT EW REAR EW SHEAR MOMENT SHEAR MOMENT NO DESCRIPTION (K) (IN -K) (K) (IN-K) +------------------------------+-----------------------------------------+ 1 DL + LL -0.05 0.16 -0.05 -0.16 2 DL + WL (S) 0.02 -0.06 0.02 0.06 SECTION PROPERTIES (ACTUAL FURNISHED PART) +---------------------------------------------------------------------------------------------------------------+ -BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IY NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI)- (IN) (IN (IN**4) ) (IN) (IN** 2) (IN*4) (IN**4) 1 0530635 275-4 8.00 . 0.060 0.060 55.00 2.63 0.25 0.75 0.86 8.35 1.40 2 0530635 263-4 8.00 0.060 0.060 55.00 2.63 0.25 0.75 0.86 8.35 1.40 3 0530635 263-4 8.00 0.060 0.060 55.00 2.63 0.25 0.75 0.86 8.35 1.40 4 0530635 263-4 8.00 0.060 0.060 55.00 2.63 0.25 0.75 0.86 8.35 1.40 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DATE: 11/05/95 D E S I G N D A T A R E P O-R T PD120ODSN TIME: 11:06 AM 1-02-01 ROOF STRUCTURALS RIGHT SLOPE PURLINS PAGE 11 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 073409 BUILDER - NORTH VALLEY READY-MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia COMPLEX - NO (TYPE) , (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODS/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRST 25' 0" 81' 0"- i5' 0" 20 PSF 80 MPH UBC 91 0.750:12 ------------------------------------------------------------------------------------------------------------------------------------ DESIGN DATA SUMMARY +----------------------------------------------------------------------------------------------------------------------------------+ BAY *********** SHEAR *********** *********** COMBINED AXIAL & BENDING ********** ** COMBINED SHEAR & BENDING ** STRUT LOAD NUM XV ACTV ALLV CSRV LD XM ACTM ALLM ACTA ALLA CSRB LD XC ACTVC ACTMC CSRC LD ACT ALLOW +----------------------------------------------------------------------------------------------------------------------------------+ 1 19.5 -1.3 2.4 0.517 1 7.7 43.8 56.5 0.00 11.30 0.775 1 19.5 -1.3 -42.3 0.828 1 8.6 2 2.0 1.0 2.4 0.400 1 2.0 -32.0 56.5 0.00 12.60 0.567 1`" 2.0 1.0 -32.0 0.481/1 13.5 3 18.0 -1.0 2.4 0.394 1 16.0 -28.8 56.5 0.00 12.70 0.511 1 18.0 -1.0 -28.8 0.41.6 l 13.2 4 ' 1.0 1.2 2.4 0.493 1 1.0 -39.5 56.5 0.00 12..70 0.699 1 1.0 1.2 -.39.5 0.731 1 9.6 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) CSRV - COMBINED STRESS RATIO AT CRITICAL SHEAR XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT .ACTM = CRITICAL MOMENT (IN-KIPS) ALLM = ALLOWABLE MOMENT (IN-KIPS) ACTA = ACTUAL AXIAL FORCE (KIPS) ALLA = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR (KIPS) AT COMBINED LOCATION ACTMC = MOMENT (IN-KIPS) AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACT = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD ALLOW = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND DATE: 11/05/95 D E S I G N D A T A R•E P 0 R T PD1200DSN TIME: 11:06 AM ------------------------------------------------------------------------------------------------------------------------------------ 1-03-01 SIDEWALL STRUCTURALS LEFT SIDEWALL GIRTS PAGE 12 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG ------------------------------------------------------------------------------------------------------------------------------------ DESCRIPTION LRST 25' 0" 81' 0" 15' 0" 20 PSF 80 MPH UHC 91 0.750:12 SPANS AND UNIFORM LOADS (FT & PSF) +----------------------------------------------------------------------------+ BAY SPAN LOAD UNIFORM LOADS LAP GIRT NUMBER WIDTH WPRESS WSUCT LEFT RIGHT TYPE +----------------------------------------------------------------------------+ 1 NO SW GIRTS FOR THIS BAY 2 NO SW GIRTS FOR THIS BAY 3' NO SW GIRTS FOR THIS BAY 4 NO SW GIRTS FOR'THIS BAY DATE: 11/05/95 D E S I G N D A T A R E P O R T .TIME: 11:06 AM 1-03-01 SIDEWALL STRUCTURALS ----------------------------------------------------------------------------------------------------------- RIGHT PD120ODSN SIDEWALL GIRTS PAGE 13 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - - BIG VALLEY ENGR GRP Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRST 25' 0" 81' 0" --------------------------------------------------------------------------------------------------------------------------- 15' 0" 20 PSF 80 MPH UBC 91 0.750:12 SPANS AND UNIFORM LOADS (FT & PSF) 7.50 4 +--------------------------------------------------------=-------------------+ BAY SPAN LOAD UNIFORM LOADS LAP GIRT NUMBER WIDTH WPRESS WSUCT LEFT RIGHT TYPE +----------------------------------------------------------------------------+ 1 20.50 7.00 9.0 9.0 1.00 CONTINUOUS 2 20.00. 7.00 9.0 9.0 2.00 1.00 CONTINUOUS 3 20.00 7.00 9.0 9.0 1.00 2.00 CONTINUOUS 4 19.50 7.00 9.0 9.0 1.00 CONTINUOUS GIRT BRACE LOCATIONS +--------------------------------------------+ DAY LOCATION/ NUMBER POSITION +--------------------------------------------+ 1 NO BRACES FOR THIS SECTION 2 NO BRACES FOR THIS SECTION 3 NO BRACES FOR THIS SECTION 4 NO BRACES FOR THIS SECTION NOTES: GIRT BRACE LOCATIONS ARE MEASURED STARTING FROM FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS +------------------------------+ NO DESCRIPTION +------------------------------+ 1 WIND PRESSURE 2 WIND SUCTION GIRT LOCATIONS +----------------------------------------------------- ---------------------------------------------------------=- --------+ BAY GIRT NUMBER LOCATIONS +-----------------------------------------------------------------------------,-------------------------------------------+ 1 7.50 2 7.50 3 7.50 4 7.50 DATE: 11/05/95 D E S I G N D A T A R E P O R T PD1200DSN TIME: 11:06 AM ------------------------------------------------------------------------------------------------------------------------------------ 1-03-01 SIDEWALL STRUCTURALS RIGHT SIDEWALL GIRTS - PAGE 14 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX NUMBER BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia COMPLEX - NOTYPE ( ) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG ------------------------------------------------------------------------------------------------------------------------------------ DESCRIPTION LRST 25' 0' 81' 0" 15' 0" 20 PSF 80 MPH UBC 91 0.750:12 SECTION PROPERTIES (ACTUAL FURNISHED PART) +--------------------------------------------------------------------------------------------------------------------+ BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IY NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI). (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) ----------------------------------------------------------------+ 1 0530635 275-4 • 8.00 0.060 0.060 55.00 2.63 0.25 0.75 0.86 8.35 1.40 2 0530635 263-4 8.00 0.060 0.060 55.00 2.63 0.25 0.75 0.86 8.35 1.40 3 0530635'. 263-4 8.00 0.060 0.060 55.00 2.63 0.25 0.75 0.66 8.35 1.40 4 0530635 263-4 8.00 0.060 0.060 55.00 2.63 0.25 0.75 0.86 8.35 1.40 'NOTES: MINTHK = MINIMUM DESIGN THICKNEtS DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) ------------------------------------- ------------------ -----------------------------------------------------------------------+ BAY ************ SHEAR ************ *********** BENDING ************** ** COMBINED SHEAR b BENDING ***** NUMBER XV ACTV ALLV CSRV LD XM ACTM ALLM CSRB LD XC ACTVC ACTMC CSRC LD +------------------------------------------------------------------------------ 1 19.5 -0.7 3.3 0.221 1 7.7 -25.0 52.7 0.473 2 19.5 -0.7 -24.1 0.152 1 2 2.0 0.6 3.3 0.171 1 2.0 -18.3 75.3 0.243 1 2.0 0.6 -18.3 0.088 1 3 18.0 -0.5 3.3 0.16Z--- 1 10.0 -11.8 52.7 0.225 r '2 18.0 -0.5 -16.4 0.076 4 1.0 0.7 3.3 ,0.211 1 12.2 -22.2 52.7 0.421 2 1.0 0.7 -22.4 0.133 1 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR (* indicates overstress condition) XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN. -KIPS). ALLM = ALLOWABLE MOMENT (IN. -KIPS) CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR AT COMBINED LOCATION ACTMC = MOMENT AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK DATE: 11/05/95 PROPERTIES (ACTUAL FURNISHED PART) D E S I G N D A T A R E P O R T PD1200DSN TIME: 11:06 AM ------------------------------------------------------------------------------------------------------------------------------------ 1-04-01 ENDWALL STRUCTURALS FRONT ENDWALL GIRTS PAGE 15 ORDER # 073409 BUILDER — NORTH VALLEY READY—MIX IX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT — ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME — BIG VALLEY ENGR GRP — Visalia COMPLEX — NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT.# 1 BLDG ------------------------------------------------------------------------------------------------------------------------------------ DESCRIPTION LRST 25' 0" 81' 0" 15' 0" 20 PSF 80 MPH UHC 91 0.750:12 SPANS AND UNIFORM LOADS (FT & PSF) +----------------------------------------------------------------------------} BAY SPAN LOAD UNIFORM LOADS LAP GIRT NUMBER WIDTH WPRESS WSUCT LEFT RIGHT TYPE +----------------------------------------------------------------------------} 1 25.00 7.39 9.0 9.0 SIMPLE GIRT BRACE LOCATIONS +--------------------------------------------- BAY LOCATION/ NUMBER POSITION +--------------------------------------------} 1 NO BRACES FOR THIS SECTION NOTES: GIRT BRACE LOCATIONS ARE MEASURED STARTING FROM FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS +------------------------------+ NO DESCRIPTION +------------------------------} 1 WIND PRESSURE 2 WIND SUCTION GIRT LOCATIONS -+---------------------------------------------------------------------------------------- BAY GIRT NUMBER LOCATIONS 1 7.50 1 SECTION PROPERTIES (ACTUAL FURNISHED PART) +--------------------------------------------------- BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IY NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) }-----------------------------------------------L--------------------------------------------------------------------} 1 0550305 253-2 9.50 0.I 3 0.068 55.00 2.75 0.25 1.06 1.22 16.29 2.39 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DATE: 11/05/95 = DISTANCE D E S I G N D A T A R E P O R T TIME: 11:06 AM ----------------------------------------------------------------------------------------------------------- 1-04-01 ENDWALL STRUCTURALS FRONT ENDWALL GIRTS PD1200DSN PAGE 16 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION --------------------------------------------------------------------------------------=--------------------------------- LRST 25' 0" 81' 0" 15' 0" 20 PSF 80 MPH UHC 91 0.750:12 DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) -------------------------------------- ----------------------------------------------------------------------------------------+ BAY ************ SHEAR ************ *********** BENDING ************** ** COMBINED SHEAR 6 BENDING ***** NUMBER XV ACTV ALLV CSRV LD XM ACTM ALLM CSRB LD XC ACTVC ACTMC CSRC LD +----------------------------------------------------------------------------------------------------------------------------+ - 1 0.0 0.8 4.9 0.171 1 12.5 62.6 67.3 0.930 2 12.5 0.1 62.6 0.217 1 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS) •ALLV = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR (* indicates overstress condition) XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN. -KIPS) ALLM = ALLOWABLE MOMENT (IN. -KIPS) CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) XCDISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR AT COMBINED LOCATION ACTMC = MOMENT AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING(* indicates overstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK DATE: 11/05/95 D E S I G N D A T A R E P O R T PD1200DSN TIME: 11:06 AM 1-04-01 ENDWALL STRUCTURALS ------------------------------------------------------------------------------------------------------------------------------------ REAR ENDWALL GIRTS PAGE 17 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia ' COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRST 25' 0" 81' 0" ------------------------------------------------------------------------------------------------------------------------------------ 15' 0" 20 PSF 80 MPH UHC 91 0.750:12 SPANS AND UNIFORM LOADS (FT 6 PSF) +--------------------------------------------------------------------------------------------------------------------+ +----------------------------------------------------------------------------+ BAY SPAN LOAD UNIFORM LOADS LAP GIRT 253-2 9.50 0.073 0.068 55.00 2.75 0.25 NUMBER WIDTH WPRESS WSUCT LEFT RIGHT TYPE +---------------------------------------------------------------+ 1 25.00 7.39 9.0 9.0 SIMPLE GIRT BRACE LOCATIONS +--------------------------------------------+ BAY LOCATION/ NUMBER POSITION +--------------------------------------------+ 1 NO BRACES FOR THIS SECTION NOTES: GIRT BRACE LOCATIONS ARE MEASURED STARTING FROM FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS +------------------------------+ NO DESCRIPTION +------------------------------+ 1 WIND PRESSURE 2 WIND SUCTION. GIRT LOCATIONS +---------------------7------------------------------------------ BAY GIRT NUMBER LOCATIONS +------------------------------------------------------------------------------------------------------------------------+ 1 7.50 SECTION PROPERTIES (ACTUAL FURNISHED PART) +----------------------------------------------------------------------------- --------------------------------------+ BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IY NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI (IN) :(IN) ** (IN) (IN 2) ** (IN 4) (IN**4) +--------------------------------------------------------------------------------------------------------------------+ 1 0550305 253-2 9.50 0.073 0.068 55.00 2.75 0.25 1.06 1.22 16.29 2.39 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DATE: 11/05/95 (FEET) FROM LEFT SUPPORT D E S I G N- D A T A R E'P_O R T TIME: 11:06 AM 1-04-01 ENDWALL -------------------------------------------------------------------------------------------------------------- STRUCTURALS REAR ENDWALL GIRTS PD1200DSN PAGE 18 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 'UNIT # 1 BLDG ------------------------------------------------------------------------------------------------------------------------------ DESCRIPTION LRST 25' 0" 81' 0" 15' 0" 20 PSF 80 MPH UBC 91 0.750:12 DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) +--------------------------------------------------------------------------------------------------------------------------+ BAY ************ SHEAR ************ *********** BENDING ************** ** COMBINED SHEAR 6 BENDING ***** NUMBER XV ACTV ALLV CSRV LD XM ACTM ALLM CSRB LD XC ACTVC ACTMC CSRC LD +----------------------------------------------------------------------------------------------------------------------------+ - 1 0.0 0.8 4.9 0.171 1 12.5 62.6 67.3 0.930 2 12.5 0.1 62.6 0.217 1 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR (* indicates overstress condition) XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN. -KIPS) ALLM = ALLOWABLE MOMENT (7N. -KIPS) CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR AT COMBINED LOCATION ACTMC = MOMENT AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK DATE: 11/05/95 TIME: 11:06 AM ------------------------------------------------------------------------------------------------------------------------------------ D E 1-05-01 LONGITUDINAL S I G N D BRACING A T A R E P ROOF O R T BRACING PD120ODSN PAGE 19 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 COMPLEX - NO (TYPE) (WIDTH) UNIT # 1 BLDG DESCRIPTION LRST 25' 0" ------------------------------------------------------------------------------------------------------------------------------------ (LENGTH) 81' 0" BLDR ORDER PROJ NAME (HEIGHT) 0. # 95-75 - BIG VALLEY (LIVE) 20 PSF BLDR ACCOUNT # 20-04-007-90 ENGR GRP - Visalia (WIND) (CODE/YEAR) (SLOPE) 80 MPH UBC 91 0.750:12 ROOF BRACE RODS FOR LONGITUDINAL BRACING THE FOLLOWING TABLE CONTAINS INFORMATION ON THE BRACING SECTIONS STARTING WITH THE LEFT SIDEWALL STRUCTURE LINE AND THE FIRST BRACED BAY FROM THE FRONT ENDWALL. ANY DIRECTIONS INDICATED ASSUME YOU ARE LOOKING AT A PLAN VIEW OF THE ROOF BRACING WITH THE FRONT ENDWALL AT THE BOTTOM OF THE DRAWING. +------+-----+--------+-------+-------+--------+----------+------ ------- ROD BAY DIST BAY I ROD I ROD 1CONNECTION1 PART DIR- NUM FROM LEN LOAD PIA DET NUMBER JECTIONJ FROM EAVE FEW I (FT) (FT) (KIPS) (IN) ILEFTIRIGHT1 +------+-----+--------+-------+-------+--------+----+-----+------------+ ! / ! 2 ! 0.00 ! 20.00 ! 1,97 ! 0.4375 i1inn,jRgQj ! 544040 ! ! !L ! 6.06 ! 20.00 ! 1.97 ! 0.4375 !B001!B001 ! 544046 ! +------+-----+--------+-------+-------+--------+----+-----+------------+ DATE: 11/05/95 D E S I G N D A T A R E P O.R T PD120ODSN TIME: 11:06 AM 1-05-01 LONGITUDINAL BRACING WALL BRACING PAGE 20 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 073409 BUILDER — NORTH VALLEY READY—MIX DIA BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90' BLDR CONTACT — ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME — BIG VALLEY ENGR GRP — Visalia COMPLEX — NO ('TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) '(WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG ------------------------------------------------------------------------------------------------------------------------------------ DESCRIPTION LRST 25' 0" 81' 0" 15' 0" 20 PSF 80 MPH USC 91 0.750:12 LEFT SIDEWALL BRACE RODS FOR LONGITUDINAL BRACING THE FOLLOWING TABLE CONTAINS INFORMATION ON THE SIDEWALL BRACE RODS STARTING WITH THE FIRST BRACED BAY FROM THE FRONT ENDWALL. THE ROD DIR. INDICATES THE ROD DIRECTION AS VIEWED FROM THE OUTSIDE. THE ROD DIR HAS 3 VALUES WHICH MAY BE X , \ , OR / . +---------------------------------------------------------------------------+-------------+ ROD BAY I BAY I BR NOMI ROD I ROD I CONNECTION PART I REACTIONS DIR— NUM I SIZE I EAVE I LOAD.1 DIA I DET NUMBER I HORIZI VERT JECTION1 FROM I HT I I I I JANCH FEW I (FT) I (FT) I (KIPS)) (IN) JBASEJ TOP IBOLT I l(KIPS)I(KIPS)l - -----------------------=---------------------------------4--------------------------------- ! \ ! 2 ! 20.00 ! 16.56 ! 3.48 ! 0.4375 !B001! B001! NIR ! 0544046 ! 2.6 ! 1.8 ! ! / ! 2 ! 20.00 ! 16.56 ! 3.48 ! 0.4375 1BOO11 B0011 N/R ! 0544046 ! 2.6 ! 1.8 ! +--------------------+------------------------------------------------------+-------------+ N BUTLER MFG. COMPANY ENGINEERING DATA 7CT 06-0 AB stem Panel Y DLJ RKP 1/1/93 0 Butlerib® 11 Wall S Calculated sectional properties for Butlerib®II wall panel materials using 1986- edition of AISI design manual. j 36" 12" 12" 12.. 4 1/2" 3" 4 1/2" 4 1/2" 3" 4 1/2" 4 1/2" 0 -4---sem 0 111 3" c 1/2„ Outside Face 1 1/2 Section Throuah Panel Section Prooerties for One Foot of Width Panel Design Fy I E Weight Compression on Outside Compression on Inside Material Thick (in) (ksi) (ksi) (#/Ft) r Sx (in3) I (in4) Sx (in3) I (in4) 26 Ga. Steel 0.017 50 1295001 1.14 1 0.0448 0.0546 0.0382 1 0.0305 I Allowable Uniform Load (psf) Panel Fy No. of I Span = 5.0' 1 Soan = 7.0' 1 Span Material (ksi) Spans P j S l P 1 S 1 P 1 S EEGEaSteel teel 50 1 1 48 1 41 I 24 1 21 ► 21 1 18 1 50 1 2 1 41 1 48 I 21 1 24 1 18 1 21 1 26 Ga. Steel 1 50 1 3 1 51 0 :0 1 23 1 26 Legend: P = Pressure on Outside face S = Suction on Outside face The above values are computed for the panel only in accordance with 1986 AISI. Pressure and suction values shown Rave- Cee , inc; eased 1.33 as allowed by sec; en „4.- of ,ISI Specification. ` BUTLER MFG. COMPANY ENGINEERING DATA P"" � Joe u.e.By c+..na.y o.. v.o. Butlerib HO Roof Panel Desi Data DLJ RKP 1/15/93 ct-d., 0, Calulated sectional properties for Butlerib roof panel materials using 1986 edition of AISI design manual and representative center section. 36" 12" 12" 12" 412" 3" 412" 412" 3" 412" 41/2" 3" 41/2" tside Fa z .11/2" 01 -Section Through Panel . O.� al..� Panel Material Design Thick (in) Fy I (ksi) E (ksi)(#/Ft.) Weight Compression on Outside Sx 60) I (in4) Compression on Inside Sx 60) I (in4) 28 Ga. Steel 0.014 80 29500 0.86 0.03288 0.0407 0.02710 0.0227 26 Ga. Steel 0.017 80 29500 1.14 0.04190 0.05153 0.03501 0.0287 24 Ga. Steel 0.0225 80* 29500 1.45 0.05981 0.07267 0.05135 0.0406 24 Ga. Steel 0.0225 50** 29500 1.45 0.06415 0.07716 0.05686 0.0434 22 Ga. Steel 0.0285 50 29500 1.40 0.0977 0.1137 0.0740 0.0617 0.032 Alum. 0.032 21.5 10000 0.55 0.0971 0.1153 0.0874 0.0663 Note: Legend - P = Pressure on Outside face; * Painted Finish Only - S = Suction on Outside face; ** ALZN Finish Only The above values are computed for the panel only in accordance with 1986 AISI. Suction values shown have been increased 1.33 as allowed by section A4.4 of the 1986 AISI Specification. All values shown are for continuous conditions of spans greater than 2. Weight of panel has been deducted from "P" values and added to "S" values. Pressure values must be limited to 150 psf as this can exceed normal system capacity. The suction values shown in the above allowable load table do not take into account panel deformation and fastener pullout_ Refer to the technical screening information for additional details. Allowable Uniform Load (psf) Panel Material Fy (ksi) Span = 2S' P S Span = 3.0' P S Span =4.0' P S Span =5.0' P S Span=S 27' E S 28 Ga. Steel 80 104 116 77 87 67 53 42 36 -L 38 32 26 Ga. Steel 80 185 285 135 210 86 140 55 90 49 81 24 Ga. Steel 80* 306 359 218 259 127 200 81 128 72 116 24 Ga. Steel 50** 220 278 155 199 87 134 55 86 50 78 22 Ga. -Steel 50 319 390 313 280 123 154 118 101 73 I 90 0.032 Alum. I 21.5 148 179 -104 132 45 72 32 52 ( 28 Note: Legend - P = Pressure on Outside face; * Painted Finish Only - S = Suction on Outside face; ** ALZN Finish Only The above values are computed for the panel only in accordance with 1986 AISI. Suction values shown have been increased 1.33 as allowed by section A4.4 of the 1986 AISI Specification. All values shown are for continuous conditions of spans greater than 2. Weight of panel has been deducted from "P" values and added to "S" values. Pressure values must be limited to 150 psf as this can exceed normal system capacity. The suction values shown in the above allowable load table do not take into account panel deformation and fastener pullout_ Refer to the technical screening information for additional details. FINAL FRAME DESIGN - CONTENTS DATE: 11/05/95 CADDS TIME: 11:03 AM _ 1 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT ----------------------------------------------------------------------------------------------------------------------------------- - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) ------------ (WIDTH) (HEIGHT) -------- (SNOW) ------ (WIND) (CODE/YEAR) (SLOPE) (UNIT) (FRAMELINES) PAGE NO. DESIGN FRAME # 1 EWSS 25'-0" 15'-0" 20 PSF ------ 80 MPH ----------- UBC 91 ------- .75 ------ TO 12 1 ------------ FEW,REW -------- 1 DESIGN FRAME # 2 LRST 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .75 TO 12 1 01,02,03 19 F R A M E D E S I G N - G E N E R A L I N F O R M A T I'O N DATE: 11/05/95 TIME: 11:03 AM CADDSPAGE• I•---------------------------------------------------------------------------------------------------------------------------------- 2 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # ------------------------------------------------------------------------------------------------------------------------------------ 1 DESCRIPTION EWSS 205'-0" 15'-0" 20 PSF 80 MPH USC 91 .750 TO 12 LEFT SIDE RIGHT SIDE SPAN NO. WIDTH MISCELLANEOUS PROPERTIES EAVE HEIGHT = 16.230 FT. 14.668 FT. 1 = 25.000 FT MODULUS OF ELASTICITY = 29000 KSI FRAME HEIGHT = 15.563 FT. 14.000 FT. COL. CLEAR HT. = 14.467 FT. 13.112 FT. CMX = 0.850 SLOPE (P/12'.) = 0.000 0.750 CMX(stepped column/no wind) = 0.950 SW R -BEAM OFFSET = 0.125 IN. 0.125 IN. CMY(pinned in minor axis) = 0.600 DIST. TO RIDGE = 0.000 FT. 25.000 FT. CMY(fixed in minor axis) = 0.400 COLUMN OFFSET = 8.000 IN. 8.000 IN. GIRT DEPTH = 8.000 IN. 8.000 IN. ENDWALL e PURLIN DEPTH = 8.000 IN. 8.000 IN. FRAME OFFSET = 6.000 IN, (PURLIN UNINSULATED) POST OFFSET = 1.000 IN. --------------------- JOINT DATA ----------------- ------------------------------ MEMBER DATA ------------------------------ JOINT X-COORD Y-COORD DEGREE -OF -FREEDOM MEMBER MOM. RELEASE K VALUES NUMBER FT FT X Y MZ Z MX NUMBER JOINTS START END IN PLANE OUT OF PLANE 1 1.162 0.000 1 1 0 1 0 1 1- 2 0 0 1.50 1.00 2 1.162 14.994 0 0 0 1 0 2 3- 2 0 0 0.75 1.00 3 23.838 13.577 0 0 0 1 0 3 4- 3 0 ' 0 1.50 1.00 4 23.838 0.000 1 1 0 1 0 ( 0 = FREE 1 = FIXED ) ( 1 = RELEASE 0 = NO RELEASE ) F R A M E D E S I G N - S E C O N D A R Y / B R A C E L O C A T I O N S DATE: 11/05/95 CADDS TIME: 11:03 AM PAGE: 3 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWSS 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 ----------------------------------------------------------------------------------------------------------------------------------- DIST - Distance to secondary from the end of the member in FEET. BRACE - Minor axis secondary bracing code as follows: ACCUM - Distance to purlin from the low sidewall in FEET. No support ID - B Base, G Girt, P Purlin, E Eave strut, 0 Other, 0 FL Outside flange only braced L Landmark 2000 truss purlin. O -IF Outside and Inside flange braced. MAJOR - Major axis brace point indicator. ( YES or NO ) O -SP Outside braced and inside Single flange brace NOTE: BRACE FORCE is the required support force (in kips) perpendicular to the -flange COLUMN 1- 2 BRACE COLUMN 4- 3 BRACE ROOFBEAM 3- 2 BRACE DIST ID BRACE MAJOR FORCE DIST ID BRACE MAJOR FORCE DIST ACCUM ID BRACE FORCE 0.00 B O -IF YES 0.00 B .0 -IF YES 0.00 0.00 E 0 FL 7.50 G YES 7.50 G YES 3.99 3.99 P O -SF 14.47 0 0 -IF YES 13.11 0 O -IF YES 9.00 9.00 P O FL 16.23 E 0 FL NO 14.67 E O FL NO 14.20 14.20 P O -SF 17.60 17.60 P O FL 1 21.00 21.00 P O -SF 25.00 25.00 F n T? T. GENERAL In general, forces and coordinates follow the right hand rule. The X axis is horizontal and posi- V tive to the right. The Y-axis is vertical and posi- tive upward. The Z axis is normal to the X and Y axis, and is positive out of this plane. Positive +---H moments about the X, Y, and Z axis are counter- / clockwise as viewed looking toward the origin of the Z axis. APPLIED LOADS For load application, vertical and horizontal distances are measured from an origin point at the left structure line and the base of the left exterior column. UNIF - Uniformly distributed loads. These loads can be in X ( horizontal ), Y ( vertical ), or Z ( normal, out -of -plane ) direction. The magnitude of the load is kips/foot. The distances are the location of the start and the end of the load, along the axis of the member. TAPR - Tapered distributed loads. The magnitude in kips/foot of each end of the load is given. Loads can be in the X, Y, or Z direction. Distances are measured along the axis of the member. CONC - Concentrated load. This load can be a force in the X or Y direction or a moment about the Z axis. The location of the load is measured along the member. The load exists at the neutral axis of the member, or at the outer or inner flange of the member. MCONC - Moment producing concentrated load. This load type is similiar to a concentrated load except the location of the load is given in global coordinates, and can exist off the member. ZCONC - Out -of -plane concentrated load. This load can be a moment about the global X or Y axis, or a force in the Z axis direction. SCRAN - Special load for crane loads. This is similiar to the MCONC load except that the moment is in the minor axis direction of the member and is supported by only one flange. DISTANCE TO SECONDARY MEMBERS AND ANALYSIS POINTS Columns use the vertical distance measured from the base plate of the column. Roofbeams use the horizontal distance measured from the start of the member. In the case of exterior roofbeams, the start of the member is *at the exterior structure line. MEMBER FORCES Positive axial force, the member is in compression. Positive shear force, outward force on the end of the member. Positive moment, compression on the outer flange. FRAME REACTIONS Reactions use the global coordinate' system. A positive horizontal (H) force is to the right. A positive vertical (V) force is upwards. A positive in -plane ,moment (M) is counter- clockwise in the X -Y plane. A positive out -of -plane force (Z) is out of the X -Y plane. A positive out -of -plane moment (MX) is counter clockwise about the X axis ( near side rotating down ). F R A M E D E S I G N - C O N V E N T I O N S DATE: 11/05/95 CADDS TIME: 11:03 AM ----------------------------------------------------------------------------------------------------------------------------------- PAGE:' 4 ORDER # 073409 BUILDER - NORTH. VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 1 DESCRIPTION EWSS 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 GENERAL In general, forces and coordinates follow the right hand rule. The X axis is horizontal and posi- V tive to the right. The Y-axis is vertical and posi- tive upward. The Z axis is normal to the X and Y axis, and is positive out of this plane. Positive +---H moments about the X, Y, and Z axis are counter- / clockwise as viewed looking toward the origin of the Z axis. APPLIED LOADS For load application, vertical and horizontal distances are measured from an origin point at the left structure line and the base of the left exterior column. UNIF - Uniformly distributed loads. These loads can be in X ( horizontal ), Y ( vertical ), or Z ( normal, out -of -plane ) direction. The magnitude of the load is kips/foot. The distances are the location of the start and the end of the load, along the axis of the member. TAPR - Tapered distributed loads. The magnitude in kips/foot of each end of the load is given. Loads can be in the X, Y, or Z direction. Distances are measured along the axis of the member. CONC - Concentrated load. This load can be a force in the X or Y direction or a moment about the Z axis. The location of the load is measured along the member. The load exists at the neutral axis of the member, or at the outer or inner flange of the member. MCONC - Moment producing concentrated load. This load type is similiar to a concentrated load except the location of the load is given in global coordinates, and can exist off the member. ZCONC - Out -of -plane concentrated load. This load can be a moment about the global X or Y axis, or a force in the Z axis direction. SCRAN - Special load for crane loads. This is similiar to the MCONC load except that the moment is in the minor axis direction of the member and is supported by only one flange. DISTANCE TO SECONDARY MEMBERS AND ANALYSIS POINTS Columns use the vertical distance measured from the base plate of the column. Roofbeams use the horizontal distance measured from the start of the member. In the case of exterior roofbeams, the start of the member is *at the exterior structure line. MEMBER FORCES Positive axial force, the member is in compression. Positive shear force, outward force on the end of the member. Positive moment, compression on the outer flange. FRAME REACTIONS Reactions use the global coordinate' system. A positive horizontal (H) force is to the right. A positive vertical (V) force is upwards. A positive in -plane ,moment (M) is counter- clockwise in the X -Y plane. A positive out -of -plane force (Z) is out of the X -Y plane. A positive out -of -plane moment (MX) is counter clockwise about the X axis ( near side rotating down ). R Y DATE: 11/05/95 TIME: 11:03 AM CADDS ----------------------------------------------------------------------------------------------------------- PAGE: 5 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWSS 25'-0" ---------------------------------------------------------------------------------------------------------------------- 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 - GENERAL BUILDING INFORMATION DESIGN BAY = 10.750 FT. TOTAL BUILDING LENGTH = 81.000 FT. PANELS TYPE DESCRIPTION WEIGHT LEFT SIDEWALL OPEN ROOF BRII 28STL 2.42 PSF (INCLUDING ALLOWANCE FOR SECONDARIES) RIGHT SIDEWALL BRII 26STL 1.12 PSF ENDWALL BRII 26STL 1.12 PSF BUILDING USE AND LOCATION STATE = CAL.IFORNIA . COUNTY = BUTTE (INLAND) USE CATEGORY = 1: Normal use APPLYEED LOADINGS BUILDING CODE = UBC - 1991 DEAD LOAD (DL ) = 2.420 PSF + FRAME DL Q COLLATERAL LOAD (CLL) = 0.000 PSF ROOF LIVE LOAD (LL ) = 20.000 PSF MIN COUNTY GROUND SNOW LOAD = 0 PSF INCLUDES 1.00 IMPORTANCE FACTOR COEFFICIENTS TRIBUTARY LOAD LOAD NET ROOF LOAD FACTOR COEFF (PSF) RIGHT ROOF 60.00% 1.00 16.00 SEISMIC LOADS (EQ ) PERCENT SNOW LOAD = 0.000% SEISMIC ZONE = 3 MIN CTY SEISMIC ZONE = 3 WIND FROM RIGHT (WLR) -0.500(SUCTION ) -1.20.0(SUCTION ) 0.800(PRESSURE) ENDWALL WIND SUCTION (FWS) —0.700(SUCTION ), —1.200(SUCTION ) -1.200(SUCTION ) -1.200(SUCTION ) -0.700(SUCTION ) RIGHT ROOF Z FACTOR I FACTOR Rw FACTOR SOIL PROFILE S FACTOR Ct FACTOR T FACTOR C FACTOR C/Rw FACTOR NET SEISMIC FACTOR INTERNAL PRESSURE INTERNAL SUCTION (IP ) (IS ) 0.000 0.000 0.000 0.000 0.000 0.000 4.420 PSF 0.300 1.000 = 6.000: S3 = 1.500 = 0.035 0.287 2.750 0.458 0.1375 G WIND FROM'LEFT (WLL) LEFT SIDEWALL 0.800(PRESSURE) RIGHT ROOF S U M M A R Y RIGHT SIDEWALL- -0.500(SUCTION ) DATE: 11/05/95 (EWP) SIDEWALLS -0.700(SUCTION ) ROOF -1.200(SUCTION ) ENDWALL 0.800(PRESSURE) TIME: 11:03 AM ENDWALL CANOPY/OVERHANG -1.200(SUCTION ) CADDS ------------------------------------------------------------------------------------------------------------ PAGE: 6 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 ------------------------------------------------------------------------------------------------------------ DESCRIPTION EWSS 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 WIND LOADS WIND LOAD LEFT = 80.000 MPH ( 10.044 PSF) MIN COUNTY WIND SPEED = 76 MPH WIND LOAD RIGHT = 80.000 MPH ( 10.044 PSF) INCLUDES 1.00 IMPORTANCE FACTOR WIND UPLIFT = 80.000 MPH ( 10.044 PSF) WIND LOAD CASE = 1 EXPOSURE FACTOR = B WIND ENCLOSURE = OPEN COEFFICIENTS SEISMIC LOADS (EQ ) PERCENT SNOW LOAD = 0.000% SEISMIC ZONE = 3 MIN CTY SEISMIC ZONE = 3 WIND FROM RIGHT (WLR) -0.500(SUCTION ) -1.20.0(SUCTION ) 0.800(PRESSURE) ENDWALL WIND SUCTION (FWS) —0.700(SUCTION ), —1.200(SUCTION ) -1.200(SUCTION ) -1.200(SUCTION ) -0.700(SUCTION ) RIGHT ROOF Z FACTOR I FACTOR Rw FACTOR SOIL PROFILE S FACTOR Ct FACTOR T FACTOR C FACTOR C/Rw FACTOR NET SEISMIC FACTOR INTERNAL PRESSURE INTERNAL SUCTION (IP ) (IS ) 0.000 0.000 0.000 0.000 0.000 0.000 4.420 PSF 0.300 1.000 = 6.000: S3 = 1.500 = 0.035 0.287 2.750 0.458 0.1375 G WIND FROM'LEFT (WLL) LEFT SIDEWALL 0.800(PRESSURE) RIGHT ROOF -1.200(SUCTION. ) _ RIGHT SIDEWALL- -0.500(SUCTION ) ENDWALL WIND PRESURE (EWP) SIDEWALLS -0.700(SUCTION ) ROOF -1.200(SUCTION ) ENDWALL 0.800(PRESSURE) SIDEWALL CANOPY/OVERHANG -1.200(SUCTION ) ENDWALL CANOPY/OVERHANG -1.200(SUCTION ) SEISMIC LOADS (EQ ) PERCENT SNOW LOAD = 0.000% SEISMIC ZONE = 3 MIN CTY SEISMIC ZONE = 3 WIND FROM RIGHT (WLR) -0.500(SUCTION ) -1.20.0(SUCTION ) 0.800(PRESSURE) ENDWALL WIND SUCTION (FWS) —0.700(SUCTION ), —1.200(SUCTION ) -1.200(SUCTION ) -1.200(SUCTION ) -0.700(SUCTION ) RIGHT ROOF Z FACTOR I FACTOR Rw FACTOR SOIL PROFILE S FACTOR Ct FACTOR T FACTOR C FACTOR C/Rw FACTOR NET SEISMIC FACTOR INTERNAL PRESSURE INTERNAL SUCTION (IP ) (IS ) 0.000 0.000 0.000 0.000 0.000 0.000 4.420 PSF 0.300 1.000 = 6.000: S3 = 1.500 = 0.035 0.287 2.750 0.458 0.1375 G S/95 DATE: 11/08 TIME: 11:03 AM CADDS ----------------------------------------------------------------------------------------------------------------------------------- PAGE: 7 ORDER # 073409 BUILDER - NORTH VALLEY READY-MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 ------------------------------------------------------------------------------------------------------------------------------------ DESCRIPTION EWSS 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 LCN LOAD DESCRIPTION STRESS MEMBER DESIGN LOADING GRP LOADING GRP LOADING GRP LOADING GRP LOADING GRP INCREASE STRENGTH CATEGORY PERCENT PERCENT PERCENT PERCENT PERCENT 1 DL + LL 1.000 N Std Des 100.00 DL 100.00 LL 2 DL + WLL 1.333 N Std Des 100.00 DL 100.00 WLL 3 DL + WLR 1.333 N Std Des 100.00 DL 100.00 WLR 4 DL + EQL 1.333 N Std Des 100.00 DL 100.00 EQ 5 DL + EQR 1.333 N Std Des 100.00 DL -100.00 EQ 6 PDL+0.70PL+2.25EQL 1.700 Y Axial C 100.00 DL 70.00 LL 225.00 EQ 7 PDL+0.70PL+2.25EQR 1.700 Y Axial C 100.00 DL 70.00 LL -225.00 EQ 8 0.85PDL + 2.25EQL 1.700 Y Axial T 85.00 DL 225.00 EQ 9 0.85PDL + 2.25EQR 1.700 Y Axial T 85.00 DL -225.00 EQ 10 DL +2.25EQL 1.700 Y Conns 100.00 DL 225.00 EQ 11 DL +2.25EQR 1.700 Y Conns 100.00 DL -225.00 EO 12 nr. + EWP 1.333 N Std Des 100.00 DL 100.00 EWP 13 DL + EWS 1.333 N Std Des 100.00 DL 100.00 EWS DATE: 11/05/95 P L I E D L 0 A D S TIME: 11:03 AM CADDS ------------- ----------------------------------------------------------------------------'------------------------ PAGE: 8 ORDER # 073409 BUILDER BLDR CONTACT - ANDY WOOD DESIGN SYSTEM FRAME # 1 - DESCRIPTION NORTH VALLEY READY BLDR PHONE (TYPE) EWSS ---------------------------------------------------------------------------------------- -MIX # 916-345-7296 (WIDTH) (HEIGHT) 25'-0" 15'-0" BLDR ORDER # 95-75 PROJ NAME - BIG VALLEY (LIVE) (WIND) (CODE/YEAR) 20 PSF 80 MPH UBC 91 BLDR ACCOUNT # 20-04-007-90 ENGR GRP - Visalia (SLOPE) .750 TO 12 LOAD CASE (DL ) DEAD LOAD LOAD MEMBER LABEL NO JOINTS (START -END) LOAD TYPE Q;STANCES FT FT X LOADS Y Z DIRECTION/ LOCATION DL 2 3 - 2 UNIF 0.00 25.00 0.000 K/FT -0.026 K/FT 0.000 K/FT LOAD CASE (LL ) LIVE LOAD LOAD MEMBER LABEL NO JOINTS (START -END) LOAD TYPE DISTANCES FT FT X LOADS Y Z DIRECTION/ LOCATION LL 2 3 - 2 UNIF 0.00 25.00 0.000 K/FT -0.172 K/FT 0.000 K/FT LOAD CASE (WLL) WIND LOAD LEFT LOAD MEMBER LABEL NO JOINTS (START -END) LOAD TYPE DISTANCES FT FT X LOADS g 7 DIRECTION/ DBiATIUN WLL 1 WLL 2 WLL 3 1 - 2 3 - 2 4 - 3 UNIF UNIF UNIF 0.00 16.23 0.00 25.00 0.00 14.67 0.086 0.130 0.054 K/FT K/FT K/FT 0.000 K/FT 0.130 K/FT 0.000 K/FT 0.000 0.000 0.000 K/FT K/FT K/FT LOAD CASE (WLR) WIND LOAD RIGHT p LOAD MEMBER LABEL NO JOINTS (START -END) LOAD TYPE DISTANCES FT FT X LOADS Y Z DIRECTION/ LOCATION WLR 1 WLR 2 WLR 3 1 - f 3 - 2 4 - 3 UNIF UNIF UNIF 0.00 16.23 0.00 25.00 0.00 14.67 -0.054 0.130 -0.086 K/FT K/FT K/FT 0.000 K/FT 0.130 K/FT 0.000 K/FT 0.000 0.000 0.000 K/FT K/FT K/FT LOAD CASE (EQ ) SEISMIC LOAD LOAD MEMBER LABEL NO JOINTS (START -END) LOAD TYPE DISTANCES FT FT X LOADS Y. Z DIRECTION/ LOCATION EQ 2 EQ 3 3 - 2 4 - 3 CONC UNIF 25.00 0.00 14.67 0.163 0.002 KIP K/FT 0.000 KIP 0.000 K/FT 0.000 0.000 IN -K K/FT Outside flange y F R A M E D E S I G N - A P P L I E D L 0 A D S DATE: 11/05/95 TIME: 11:03 AM CADDS ---------------------------------------------------------------------------------------------------------- PAGE: 9 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN -------------------------------------------------------------------------------------------------------------------------------- SYSTEM FRAME # 1 DESCRIPTION EWSS 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 LOAD CASE (EWP) EW WIND PRESSURE LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION EWP 1 1 - 2 UNIF 0.00 16.23 -0.076 K/FT 0.000 K/FT 0.000 K/FT EWP 1 1 - 2 UNIF 0.00 16.23 0.000 K/FT 0.000 K/FT -0.100 K/FT EWP 2 3 - 2 UNIF 0.00 25.00 0.130 K/FT 0.130 K/FT 0.000 K/FT EWP 3 4 - 3 UNZF 0.00 14.67 0.076 K/FT 0.000 K/FT 0.000 K/FT LOAD CASE (EWS) EW WIND SUCTION LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION EWS 1 1 - 2 UNIF 0.00 16.23 -0.076 K/FT 0.000 K/FT 0.000 K/FT EWS " 1 1 - 2 UNIF 0.00 16.23 0.000 K/FT 0.000 K/FT 0.151 K/FT EWS 2 3 - 2 UNIF 0.00 25.00 0.130 K/FT 0.130 K/FT 0.000 K/FT EWS. 3 4 - 3 UN.TF 0.00 14.67 0.076 K/PT 0.000 K/FT 0.000 K/FT F I N A L F R A M E D E S I G N - S E C T I O N P R 0 P E R T 1.9 S DATE: 11/05/95 CADDS TIME: 11:03 ------------------------------------------------------------------------------------------------------------------------------------ AM PAGE: 10 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX ' BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 ----------------------------------------------------------------------------------------------------------------------------------- DESCRIPTION EWSS 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 MEMBER NO. 1 JOINTS 1 - 2 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.188 WEB = 0.100 INNER FLANGE = 5.000 X 0.188 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN), (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 0.00 11.88 3.03 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 14.46 14.46 2 3.75 11.88 3.03 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 14.46 14.46 3 7.50 11.88 3.0'3 76.89 3.92 1.•32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 14.46 14.46 4 10.98 11.88 3.03 76.69 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 14.46 14.46 5 14.46 11.88 3.03 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 14.46 14.46 MEMBER NO. 2 JOINTS 3 - 2 V SECTION NO. 1 OUTER FLANGE = 5.000 X 0.188 WEB = 0.100 INNER FLANGE = 5.000 X 0.186 ANAL SEC DIST DEPTH ARTA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT)' 1 1 1.59 11.68 3.03 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 4.00 2.40 2 3.99 11.88 3.03 76.89 3.92 1.32 1.'32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 5.02 10.23 3 9.00 11.86 3.03 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 5.22 10.23 4 11.60 11.88 3.03 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 5.22 10.23 5 14.20 11.88 3.03 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 5.22 10.23 6 17.60 11.88 3.03 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 3.40 6.81 7 21.00 11.88 3.03 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 4.01 6.81 8 23.28 11.88 3.03 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 4.01 2.28 MEMBER NO. 3 JOINTS 4 - 3 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.188 WEB = 0.100 INNER FLANGE = 5.000 X 0.188 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 0.00 11.88 3.03 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 13.11 13.11 2 3.75 11.88 3.03 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 13.11 13.11 3 7.50 11.88 3.03 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 13.11• 13.11 4 10.30 11.88 3.03 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32' 12.63 12.63 115.00 13.11 13.11 5 13.11 11.88 3.03 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 13.11 13.11 MINOR AXIS FORCES --------TOTAL SECTION--------- OUTER FLANGE INNER FLANGE PT. SHEAR SY MOMENT FBY SYOF MOMENT SYIF MOMENT NO. (KIPS) (IN3) (IN -KIP) (KSI) (IN3) (IN -KIP) (IN3) (IN -KIP) 1* 0.00 1.57 0.00 30.00 0.78 0.00 0.78 0.00 2 -0.56 1.57 -25.12 39.99 0.78 0.00 0.78 0.00 3 0.67 1.57 -50.23 39.99 0.78 0.00 0.78 0.00 4 0.67 1.57 -22.35 • 39.99 0.78 0.00 0.78 0.00 5* 0.00 1.57 0.00 39.99 0.78 0.00 0.78 0.00 ROOF BEAM 3 - 2 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COND NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) '(KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 11.88 3.03 12.95 12.95 -0.14 108.67 39.99 34.51 39.99 2.15 7.47 0.86 1.00 1.24 0.00 0.24 0.21 0.24 3 1 2 11.86 3.03 12.75 12.75 0.13 -95.61 39.99 39.99 31.65 2.15 7.47 0.86 1.00 1.48 0.00 0.20 0.24 0.24 2 1 3 11:88 3.03 12.95 12.75 0.49 74.50 30.00 25.89 30.00 1.23 7.47 0.86 1.00 1.05 0.01 0.22 0.19 0.23 1 1 4 11.88 3.03 12.95 12.95 0.43 79.49 30.00 25.89 30.00 0.81 9.95 0.86 1.00 1.05 0.00 0.24 0.20 0.24 1 2 5 11.88 3.03 12.75 12.75 0.42 84.02 30.00 25.89 30.00 1.20 9.95 0.86 1.00 1.05 0.00 0.25 0.24 0.26 1 2 6 11.88 3.03 12.95 12.75 0.37 53.80 30.00 25.89 30.00 -1.44 7.47 0.86 1.00 1.20 0.00 0.16 0.14 0.16 1 1 7 11.88 3.03 12.75 12.75 0.09 85.14 39.99 34.51 39.99 -2.2,0 7.47 0.86 1.00 1.21 0.00 0.19 0.18 0.19 2 1 8* 11.88 3.03 12.95 12.95 0.08 136.49 39.99 34.5.1 39.99 -2.23 7.47 0.86 1.00 1.21 0.00 0.31 0.26 0.31 2 1 I O F I N A L F R A M E D E S I G N - C O N T R O L L I N G S T R E S S DATE: 11/05/95 CADDS TIME: 11:03 AM ----------------------------------------------------------------------------------------------------------------------------------- PAGE: 11 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 1 DESCRIPTION EWSS 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 COLUMN 1 - 2 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COND NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 11.88 3.03 12.95 12.95 2.76 0.00 25.89 17.08 30.00 1.45 9.95 0.86 1.00 1.75 0.04 0.00 0.00 0.04 1 2 2 11.88 3.03 12.95 12.95 -1.10 0.00 39.99 22.77 39.99 1.13 9.95 0.86 1.00 1.75 0.01 0.40 0.40 0.41 13 2 3 11.88 3.03 12.95 12.95 -1.14 0.00 39.99 22.77 39.99 1.13 9.95 0.86 1.00 1.75 0.01 0.80 0.80 0.81 13 2 4 11.88 3.03 12.95 12.95 -1.16 24.84 39.99 22.77 39.99 0.61 9.95 0.86 1.00 1.75 0.01 0.44 0.40 0.44 13 12 5* 11.86 3.03 12.95 12.95 -2.06 136.95 39.99 22.77 39.99 0.61 9.95 0.86 1.00 1.75 0.02 0.46 0.26 0.46 2 12 MINOR AXIS FORCES --------TOTAL SECTION--------- OUTER FLANGE INNER FLANGE PT. SHEAR SY MOMENT FBY SYOF MOMENT SYIF MOMENT NO. (KIPS) (IN3) (IN -KIP) (KSI) (IN3) (IN -KIP) (IN3) (IN -KIP) 1* 0.00 1.57 0.00 30.00 0.78 0.00 0.78 0.00 2 -0.56 1.57 -25.12 39.99 0.78 0.00 0.78 0.00 3 0.67 1.57 -50.23 39.99 0.78 0.00 0.78 0.00 4 0.67 1.57 -22.35 • 39.99 0.78 0.00 0.78 0.00 5* 0.00 1.57 0.00 39.99 0.78 0.00 0.78 0.00 ROOF BEAM 3 - 2 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COND NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) '(KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 11.88 3.03 12.95 12.95 -0.14 108.67 39.99 34.51 39.99 2.15 7.47 0.86 1.00 1.24 0.00 0.24 0.21 0.24 3 1 2 11.86 3.03 12.75 12.75 0.13 -95.61 39.99 39.99 31.65 2.15 7.47 0.86 1.00 1.48 0.00 0.20 0.24 0.24 2 1 3 11:88 3.03 12.95 12.75 0.49 74.50 30.00 25.89 30.00 1.23 7.47 0.86 1.00 1.05 0.01 0.22 0.19 0.23 1 1 4 11.88 3.03 12.95 12.95 0.43 79.49 30.00 25.89 30.00 0.81 9.95 0.86 1.00 1.05 0.00 0.24 0.20 0.24 1 2 5 11.88 3.03 12.75 12.75 0.42 84.02 30.00 25.89 30.00 1.20 9.95 0.86 1.00 1.05 0.00 0.25 0.24 0.26 1 2 6 11.88 3.03 12.95 12.75 0.37 53.80 30.00 25.89 30.00 -1.44 7.47 0.86 1.00 1.20 0.00 0.16 0.14 0.16 1 1 7 11.88 3.03 12.75 12.75 0.09 85.14 39.99 34.51 39.99 -2.2,0 7.47 0.86 1.00 1.21 0.00 0.19 0.18 0.19 2 1 8* 11.88 3.03 12.95 12.95 0.08 136.49 39.99 34.5.1 39.99 -2.23 7.47 0.86 1.00 1.21 0.00 0.31 0.26 0.31 2 1 I O E C O N T R O L L I N G S T R E S S DATE: 11/05/95 TIME: 11:03 AM CADDS ------------------------------ -------------------------------------------------------------------------------------------------- PAGE: 12 ORDER # 073409 - BUILDER NORTH VALLEY READY -MIX' BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-9--0 BLDR CONTACT - ANDY WOOD BLDR PHONE # •916-345-7296 PROJ NAME-- BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 -------------------------------------------------------------------------------------------------------------- DESCRIPTION EWSS 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 COLUMN 4 - 3 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COND NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL HENDG BENDG RATIO M V 1* 11.88 3.03 12.95 12.95 2.72 0.00 25.89 19.99 30.00 1.28 9.95 0.86 1.00 1.75 0.03 0.00 0.00 0.03 1 3 2 11.88 3.03 12.95 12.95 2.72 -16.68 7.80 30.00 19:99 0.96 9.95 0.86 1.00 1.75 0.11 0.05 0.06 0.18 1 3 3 11.88 3.03 12.95 12.95 -1.73 86.51 39.99 26.64 39.99 0.96 9.95 0.86 1.00 1.75 0.01 0.25 0.17 0.25- 3 3 4 11.88 3.03 12.95 12.95 -1.75 97.63 39.99 26.64 39.99 -0.42 7.47 0.86 1.00 1.75 0.01 0.28 0.19 0.28 3 1 5* 11.88 3.03 12.95 12.95 2.61 -65.27 7.80 30.00 19.99 -0.42 7.47 0.86 1.00 1.75 0.11 0.17 0.21 0.33 1 1 E 0 F R A M E D E S I G N — W E L D S U M M A R Y DATE: 11/05/95 TIME: 11:03 AM ----------------------------------------------------------------------------------------------------------------------------------- CADDS PAGE: 13 ORDER # 073409 BUILDER — NORTH VALLEY-READY—MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT — ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME — BIG VALLEY ENGR GRP — Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 1 DESCRIPTION EWSS 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 PART WEB WEB FLG—TO—WEB FILLET ALLOW CONTROLLING NO. SECT THK STRESS SIZE SHEAR MEMB ANAL LOAD (IN) (KIPS/IN) (KIPS/IN) NO. PT COND OV26880 1 0.100 0.078 1/8 2.620 1 1 2 OV26890 1 0.100 0.069 1/8 2.620 3 1 3 OV26885 1 0.100 0.160 1/8 2.620 2 8 1 THE FLANGE—TO—WEB SHEAR VALUES SHOWN HAVE BEEN ADJUSTED FOR WIND LOAD TO SHOW THE EQUIVALENT LIVE LOAD 0 THE CONTROLLING COMBINATIONS SHOWN ABOVE ARE BASED ON THE MAXIMUM TENSION IN THE FLANGES FOR AXIAL PLUS BENDING THE FORCES GIVEN ARE MEMBER FORCES ALONG THE NEUTRAL AXIS 0 F I N A L F R A M E D E S I G N — SPL ICE SUMMARY DATE: 11/05/95 i TIME: 11:03 AM CADDS f----------------------------------------------------------------------------------------------------------------------------------- PAGE: 14 ORDER # 073409 BUILDER NORTH VALLEY READY—MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT — ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME — BIG VALLEY ENGR GRP — Visalia (TYPE) (WIDTH)' (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ------------------------------------------------------------------------------------=---------------------------------------------- SYSTEM FRAME # 1 DESCRIPTION EWSS 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 T0.12 SPLICE LOCATION MEMBER ANALYSIS CONTROLLING AXIAL SHEAR MOMENT NO TYPE MOD SEQ NO. PT. LOAD COMBINATION KIPS KIPS IN—KIPS O1 COLUMN 00 1 1 1 DL + WLL —1.90 1.45 0.00 DL + WLL —1.90 1.45 0.00 02 2 5 DL + WLL —2.06 0.43 136.95 DL + LL 2.65 —0.42 —72.03 03 COLUMN 01 1 3 1 DL + WLR —1.65 1.28 0.00 DL + WLR —1.65 1.28 0.00 ' 04 2 5 DL + WLR —1.79 0.33 108.75 DL + WLL —0.31 —0.34 —89.90 THE CONTROLLING COMBINATIONS SHOWN ABOVE ARE BASED ON THE MAXIMUM TENSION IN THE FLANGES FOR AXIAL PLUS BENDING THE FORCES GIVEN ARE MEMBER FORCES ALONG THE NEUTRAL AXIS 0 No. Loading Combination 1 DL + LL 2 DL + WLL 3 DL + WLR 4 DL + EQL 5 DL + EQR 6 PDL+0.70PL+2.25EQL 7 PDL+0.70.P.T..+2,25EQR 8 0.85PDL + 2.25EQL 9 0.85PDL + 2.25EQR 10 DL +2.25EQL 11 DL +2.25EQR 12 DL + EWP 13 DL + EWS ID Load Case DL DEAD LOAD LL LIVE LOAD WLL WIND LOAD LEFT WLR WIND LOAD RIGHT EQ SEISMIC LOAD EWP EW WIND PRESSURE EWS EW WIND SUCTION / F R A M E- D E S I G N - R E A C T I O N S 4 DATE: 11/05/95 Z TIME: 11:03 AM 1H 1V 1Z 2Z 4H CADDS ----------------------------------------------------------------------------------------------------------------------------------- Sum V Sum Z 0.42 2.76 0.00 0.00 PAGE: 15 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX 5.48 BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia 0.00 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 0.00 DESIGN SYSTEM FRAME # 1 DESCRIPTION EWSS 25'-0" ----------------------------------------------------------------------------------------------------------------------------------- 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 -0.19 POSITIVE REACTION DIRECTION 0.00• HE - 0.00 0.00 0.04 0.46 H KIPS Horizontal Force to Right V 2-------3 not applicable V KIPS Vertical Force Up I I not applicable Z KIPS Horizontal Out of Plane +---H I I not applicable No. Loading Combination 1 DL + LL 2 DL + WLL 3 DL + WLR 4 DL + EQL 5 DL + EQR 6 PDL+0.70PL+2.25EQL 7 PDL+0.70.P.T..+2,25EQR 8 0.85PDL + 2.25EQL 9 0.85PDL + 2.25EQR 10 DL +2.25EQL 11 DL +2.25EQR 12 DL + EWP 13 DL + EWS ID Load Case DL DEAD LOAD LL LIVE LOAD WLL WIND LOAD LEFT WLR WIND LOAD RIGHT EQ SEISMIC LOAD EWP EW WIND PRESSURE EWS EW WIND SUCTION / 1 4 Z 1H 1V 1Z 2Z 4H 4V Sum H Sum V Sum Z 0.42 2.76 0.00 0.00 -0.42 2.72 0.00 5.48 0.00 -1.45 -1.90 0.00 0.00 -0.94 -0.17 -2.39 -2.07 0.00 0.65 -0.42 0.00 0.00 1.28 -1.65 1.93 -2.07 0.00 -0.01 0.50 0.00 0.00 -0.18 0.68 -0.19 1.18 0.00• 0.16 0.72 0.00 0.00 0.04 0.46 0.19 1.18 0.00 not applicable not applicable not applicable not applicable not applicable not applicable 0.29 -1.06 0.74 0.88 -0.38 -1.01 -0.08 -2.07 1.62 0.29 -1.06 -1.12 -1.33 -0.38 -1.01 -0.08 -2.07 -2.45 1H 1V 1Z 2Z 4H 4V Sum H Sum V Sum Z 0.07 0.61 0.00 0.00 -0.07 0.57 0.00 1.18 0.00 0.34 2.15 0.00 0.00 -0.34 2.15 0.00 4.'30 0.00 -1.52 -2.51 0.00 0.00 -0.87 -0.74 -2.39 -3.25 0.00 0.58 -1.04 0.00 0.00 1.36 -2.21 1.93 -3.25 0.00 -0.08 -0.11 0.00 0.00 -0.11 0.11 -0.19 0.00 0.00 0.22 -1.68 0.74 0.88 -0.30 -1..57 -0.08 -3.25 1.62 0.22 -1.68 -1.12 -1.33 -0.30 -1.57 -0.08 -3.25 -2.45 FINAL FRAME DESIGN - STRES S SUMMARY DATE: 11/05/95 CADDS TIME• 11:03 AM PAGE: 16 ----------------------------------------------------------------------------------------------------------- ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWSS 25,'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 --------------------------------------------------------------------------------------------------------------------------- MEMBER NO. 1 JOINT 1 - 2 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 14.47 50. 4 3.75 FT 11.88 IN 11.88 IN 5.000 X .188 .100 5.000 X .188 0.811 13 i CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP). (KSI) (KSI) (KSI) (KSI (KSI) '(KSI) (KIPS) (HIPS) RATIO COND 1 -1.14 0.00 -0.38 0.00 0.00 39.99 22.77 39.99 1.45 9.95 0.145 2 MEMBER NO. 2 JOINT 3 - 2 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO CQND 1 23.28 50. 7 5.01 FT 11.88 IN 11.88 IN 5.000 X .188 .100 5.000 X .188 0.306 2 / CONTROLLING ACTIONS ✓ ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD Q NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 0.08 136.49 0.03 10.54 10.54 39.99 34.51 39.99 -2.23 7.47 0.299 1 MEMBER NO. 3 JOINT 4 - 3 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 13.11 50. 4 3.75 FT 11.88 IN 11.88 IN 5.000 X 188 ..100 5.000 X .188 0.325 1 / CONTROLLING ACTIONS / ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- --------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP (KSI) (KSI) (KSI) (HSI) (KSI) (HSI) (KIPS) (KIPS) RATIO COND 1 2.61 -65.27 0.86 -5.04 -5.04 7.80 30.00 19.99 1.28 9.95 0.129 3 F I N A L F R A M E D E S I G N DATE: 11/05/95 TIME: 11:03 AM CADDS ------------------------------------------------------------------------I---------------------------------------------------------- PAGE: 19 ORDER # 073409 BUILDER — NORTH VALLEY READY—MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT — ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME — BIG VALLEY ENGR GRP — Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ----------------------------------------------------------------------------------------------------------------------------------- SYSTEM FRAME # 2 DESCRIPTION LRST 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 F R A M E D E S I G N - G E N E R A L I N F O R M A T I O N DATE: 11/05/95 i TIME: 11:03 AM CADDS ----------------------------------------------------------------------------------------------------------------------------------- PAGE: 20 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # ---------------------------------------------------------------------------------------------------------------------------^------- 2 DESCRIPTION LRST 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 LEFT SIDE RIGHT SIDE SPAN NO. WIDTH MISCELLANEOUS PROPERTIES EAVE HEIGHT = 16.230 FT. 14.668 FT. 1 = 25.000 FT* MODULUS OF ELASTICITY = 29000 KSI FRAME HEIGHT = 15.563 FT. 14.000 FT. COL. CLEAR HT. = 14.467 FT. 13.113 FT. CMX = 0.850 SLOPE (P/12.) = 0.000 0.750 CMX(stepped column/no wind) = 0.950 SW R -BEAM OFFSET = 0.125 IN. 0.125 IN. CMY(pinned in minor axis) = 0.600 DIST. TO RIDGE = 0.000 FT. 25.000 FT. CMY(fixed in minor axis) = 0.400 COLUMN OFFSET = 8.000 IN, 8.000 IN. GIRT DEPTH = 8.000 IN. 8.000 IN. PURLIN DEPTH = 8.000 IN. 8.000 IN. (PURLIN UNINSULATED) --------------------- JOINT DATA. --------------------- ------------------------------ MEMBER DATA ------------------------------ JOINT X-COORD Y-COORD DEGREE -OF -FREEDOM MEMBER MOM. RELEASE K VALUES NUMBER FT FT X Y MZ Z MX NUMBER JOINTS START END IN PLANE OUT OF PLANE . 1 1.000 0.000 1 1 0 1 0 1 1- 2 0 0 1.50 1.00 2 1.173 14.993 0 0 0 1 0 23- 2 0 0 0.75 1.00 3 23.827 13.577 0 0 0 1 0 3 4- 3 0 0 1.50 1.00 ' 4 24.000 0.000 1 1 0 1 0 P ( 0 = FREE 1 = FIXED ) ( 1 = RELEASE 0 = NO RELEASE ) O C A T I O N S DATE: 11/05/95 TIME: 11:03 AM CADOSPAGE: 21 --------------------------------------------------------------------------------------------------------------------------------- ORDER # 073409 BUILDER - NORTH VALLEY READY-MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) ,DESIGN SYSTEM FRAME # 2 DESCRIPTION LRST 25'-0" 15'-0" 20 PSF 80 MPH UHC 91 .750 TO 12 ---------------------------------------------------------------------------------------------------------------------------------- DIST - Distance to secondary from the end of the member in FEET. BRACE - Minor axis secondary bracing code as follows: ACCUM - Distance to purlin from the low sidewall in FEET. No support ID - B Base, G Girt, P Purlin, E Eave strut, 0 Other, 0 FL Outside flange only braced L Landmark 2000 truss purlin. O -IF Outside and Inside flange braced MAJOR - Major axis brace point indicator. ( YES or NO ) O -SP Outside braced and inside Single flange brace NOTE: BRACE FORCE is the required support force (in kips) perpendicular to the flange COLUMN 1- 2 BRACE COLUMN 4- 3 BRACE ROOFBEAM 3- 2 BRACE DIST ID BRACE MAJOR FORCE DIST ID BRACE MAJOR FORCE DIST ACCUM ID BRACE FORCE 0.00 B O -IF YES 0.00 B O -IF YES 0.00 0.00 E O FL 14.47 0 O -IF YES 7.50 G NO 3.99 3.99 P O -SP 16.23 E 0 FL NO 13.11 0 O -IF YES 9.00 9.00 P 0 FL 14.67 E 0 FL. NO 14.20 14.20 P O -SF 17.60 17.60 P 0 FL 21.00 21.00 P O -SF 25.00 25.00 E 0 FL GENERAL In general, forces and coordinates follow the right hand rule. The X axis is horizontal and poli- V tive to the right. The Y axis is vertical and posi- tive upward. The Z axis is normal to the X and Y axis, and is positive out of this plane. Positive +---H moments about the X, Y, and Z axis are counter- / clockwise as viewed looking toward the origin of the Z axis. APPLIED LOADS For load application, vertical and horizontal distances are measured from an origin point at the left structure line and the base of the left exterior column. UNIF - Uniformly distributed loads. These loads can be in X ( horizontal ), Y ( vertical ), or Z ( normal, out -of -plane ) direction. The magnitude of the load is kips/foot. The distances are the location of the start and the end of the load, along the axis of the member. TAPR - Tapered distributed loads. The magnitude in kips/foot of each end of the load is given. Loads can be in the X, Y, or Z direction. Distances are measured along the axis of the member. CONC - Concentrated load. This load can be a force in the X or Y direction or a moment about the Z axis. The location of the load is measured along the member. The load exists at the neutral axis of the member, or at the outer or inner flange of the member. MCONC - Moment producing concentrated load. This load type is similiar to a concentrated load except the location of the load is given in global coordinates, and can exist off the member. J ZCONC - Out -of -plane concentrated load. This load can be a moment.about the global X or Y axis, or a force in'the Z axis direction. SCRAM - Special load for crane loads. This is similiar to the MCONC load except that the moment is in the minor axis direction of the member and is supported by only one flange. DISTANCE TO SECONDARY MEMBERS'AND ANALYSIS POINTS Columns use the vertical distance measured from the base plate of the column. Roofbeams use the horizontal distance measured from the start of the member. In the case of exterior roofbeams, the start of the member is at the exterior structure line. MEMBER FORCES Positive axial force, the member is in compression. Positive shear force, outward force on the end of the member. Positive moment, compression on the outer flange. FRAME REACTIONS Reactions use the global coordinate system. A positive horizontal (H) force is to the right. A positive vertical (V) force is upwards. A positive in -plane moment (M) is counter- clockwise in the X -Y plane. A positive out -of -plane force (Z) is out of .the X -Y plane. A positive out -of -plane moment (MX) is counter cl.ockwise about the X.axis ( near side rotating down ). F R A M E D E S I G N - C O N V E N T I O N S DATE: 11/05/95 CADDS TIME: 11:03 AM ----------------------------------------------------------------------------------------------------------------------------------- PAGE: 22 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD. BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 2 DESCRIPTION LRST 25'-0" 15'-0"' 20 PSF 80 MPH UBC 91 .750 TO 12 GENERAL In general, forces and coordinates follow the right hand rule. The X axis is horizontal and poli- V tive to the right. The Y axis is vertical and posi- tive upward. The Z axis is normal to the X and Y axis, and is positive out of this plane. Positive +---H moments about the X, Y, and Z axis are counter- / clockwise as viewed looking toward the origin of the Z axis. APPLIED LOADS For load application, vertical and horizontal distances are measured from an origin point at the left structure line and the base of the left exterior column. UNIF - Uniformly distributed loads. These loads can be in X ( horizontal ), Y ( vertical ), or Z ( normal, out -of -plane ) direction. The magnitude of the load is kips/foot. The distances are the location of the start and the end of the load, along the axis of the member. TAPR - Tapered distributed loads. The magnitude in kips/foot of each end of the load is given. Loads can be in the X, Y, or Z direction. Distances are measured along the axis of the member. CONC - Concentrated load. This load can be a force in the X or Y direction or a moment about the Z axis. The location of the load is measured along the member. The load exists at the neutral axis of the member, or at the outer or inner flange of the member. MCONC - Moment producing concentrated load. This load type is similiar to a concentrated load except the location of the load is given in global coordinates, and can exist off the member. J ZCONC - Out -of -plane concentrated load. This load can be a moment.about the global X or Y axis, or a force in'the Z axis direction. SCRAM - Special load for crane loads. This is similiar to the MCONC load except that the moment is in the minor axis direction of the member and is supported by only one flange. DISTANCE TO SECONDARY MEMBERS'AND ANALYSIS POINTS Columns use the vertical distance measured from the base plate of the column. Roofbeams use the horizontal distance measured from the start of the member. In the case of exterior roofbeams, the start of the member is at the exterior structure line. MEMBER FORCES Positive axial force, the member is in compression. Positive shear force, outward force on the end of the member. Positive moment, compression on the outer flange. FRAME REACTIONS Reactions use the global coordinate system. A positive horizontal (H) force is to the right. A positive vertical (V) force is upwards. A positive in -plane moment (M) is counter- clockwise in the X -Y plane. A positive out -of -plane force (Z) is out of .the X -Y plane. A positive out -of -plane moment (MX) is counter cl.ockwise about the X.axis ( near side rotating down ). F R A M E D E S I G N — L O A D S U M M A R Y DATE: 11/05/95 CADDS TIME: 11:03 AM PAGE: 23 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 073409 BUILDER — NORTH VALLEY READY—MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04=007-90 BLDR CONTACT — ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME = BIG VALLEY ENGR GRP — Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRST 25'-0" ----------------------------------------------------------------------------------------------------------------------------------- 15'-0" 20 PSF 80 MPH `UBC 91 .750 TO 12 GENERAL BUILDING INFORMATION DESIGN BAY = 20.500 FT. TOTAL BUILDING LENGTH = 81.000 FT. PANELS TYPE DESCRIPTION WEIGHT LEFT SIDEWALL OPEN ROOF BRII 28STL 2.42 PSF (INCLUDING ALLOWANCE FOR SECONDARIES) RIGHT SIDEWALL BRII 26STL 1.12 PSF BUILDING USE AND LOCATION STATE = CALIFORNIA COUNTY = DUTTE (INLAND) USE CATEGORY = 1: Normal use APPLIED LOADINGS BUILDING CODE = UBC — 1991 DEAD LOAD (DL ) = 2.420 PSF + FRAME DL COLLATERAL LOAD (CLL) = 0.000 PSF ROOF LIVE LOAD (LL ) = 20.000 PSF MIN COUNTY GROUND SNOW LOAD = 0 PSF INCLUDES 1.00 IMPORTANCE FACTOR COEFFICIENTS TRIBUTARY LOAD LOAD NET ROOF LOAD FACTOR COEFF (PSF) RIGHT ROOF 80.00% 1.00 16.00 F R A M E D E S I G N - L 0 A D S U M M A R Y DATE: 11/05/95 CADDS TIME: 11:03 AM ----------------------------------------------------------------------------------------------------------------------------------- PAGE: 24 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRST 25'-0" ----------------------------------------------------------------------------------------------------------------------------------- 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 WIND LOADS WIND LOAD LEFT = 80.000 MPH ( 10.044 PSF) MIN COUNTY WIND SPEED = 76 MPH WIND LOAD RIGHT = 80.000 MPH ( 10.044 PSF) INCLUDES 1.00 IMPORTANCE FACTOR WIND UPLIFT = 80.000 MPH ( 10.044 PSF) WIND LOAD CASE = 1 EXPOSURE FACTOR = B WIND ENCLOSURE = OPEN COEFFICIENTS WIND FROM LEFT, WIND FROM RIGHT INTERNAL PRESSURE INTERNAL SUCTION (WLL) (WLR) (IP ) (IS ) LEFT SIDEWALL 0.800(PRESSURE) -0.500(SUCTION ) 0.000 0.000 - RIGHT ROOF -1.200(SUCTION ) -1.200(SUCTION ) 0.000 0.000 RIGHT SIDEWALL -0.500(S.UCTION ) .0.800(PRESSURE) 0.000 0.000 ENDWALL WIND PRESURE ENDWALL WIND SUCTION (EWP) (EWS) SIDEWALLS -0.700(SUCTION ) -0.700(SUCTION ) ROOF -1.200(SUCTION ) -1.200(SUCTION ) SIDEWALL CANOPY/OVERHANG-1.200(SUCTION ) -1.200(SUCTION ) SEISMIC LOADS (EQ ) PERCENT SNOW LOAD = 0.000% RIGHT ROOF = 4.420 PSF SEISMIC ZONE = 3 Z FACTOR = 0.300' MIN CTY SEISMIC ZONE = 3 I FACTOR = 1.000 Rw FACTOR = 6.000 SOIL PROFILE = S3 S FACTOR = 1.500 Ct FACTOR 0.035 T FACTOR = 0.287 C FACTOR = 2.750 C/Rw FACTOR = 0.458 NET SEISMIC FACTOR = 0.1375 E I O N S DATE: 11/05/95 TIME: 11:03 AM CADDS ---------------------------------------------------------------------------------------------------------- PAGE: 25 ' ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN -----------------------------------------------------------------------------------------------------=------------------------- SYSTEM FRAME # 2 DESCRIPTION LRST 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 LCN LOAD DESCRIPTION STRESS MEMBER DESIGN LOADING GRP LOADING GRP LOADING GRP LOADING GRP LOADING GRP INCREASE STRENGTH CATEGORY PERCENT PERCENT PERCENT PERCENT PERCENT 1 DL + LL 1.000 N Std Des 100.00 DL 100.00 LL 2 DL + WLL 1.333 N Std Des 100.00 DL 100.00 WLL 3 DL + WLR 1.333 N Std Des 100.00 DL 100.00 WLR 4 DL + EQL 1.333 N Std Des 100.00 DL 100.00 EQ 5 DL + EOR 1.333 N Std Des 100.00 DL -100.00 EQ 6 PDL+0.70PL+2.25EQL 1.700 Y Axial C 100.00 DL 70.00 LL 225.00 EQ 7 PDL+0.70PL+2.25EQR 1.700 Y Axial C 100.00 DL 70.00 LL -225.00 EQ 8 0.85PDL + 2.25EQL 1.700 Y Axial T 85.00 DL 225.00 EQ 9 0.85PDL + 2.25EQR 1.700 Y Axial T 85.00 DL -225.00 EQ 10 DL +2.25EQL 1.700 Y Conns 100.00 DL 225.00 EQ 11 DL +2.25EQR 1.700 Y Conns 100.00 DL -225.00 EQ 12 DL + EWP 1.333 N Std Des 1.00.00 DL 100.00 EWP E F R A M E D E S I G N - A P P L I E D L O A D S DATE: 11/05/95 TIME: 11:03 AM CADDS ----------------------------------------------------------------------------------------------------------------------------------- PAGE: 26 ORDER # 073409 BUILDER - NORTH VALLEY READY-MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 ----------------------------------------------------------------------------------------------------------------------------------- DESCRIPTION LRST 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 LOAD CASE (DL ) DEAD LOAD LOAD - MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START-END) TYPE FT FT X Y Z LOCATION DL 2 3 - 2 UNIF 0.00 25.00 0.000 K/FT -0.050 K/FT 0.000 K/FT LOAD CASE (LL ) LIVE LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START-END) TYPE FT FT X Y Z LOCATION LL 2 3 - 2 UNIF 0.00 25.00 0.000 K/FT -0.328 K/FT 0.000 K/FT LOAD CASE (WLL) WIND LOAD LEFT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START-END) TYPE FT FT X Y Z LOCATION WLL 1 i - 2 UNIF 0.00 16.23 0.165 K/FT 0.000 K/FT 0.000 K/FT WLL 2 3 - 2 UNIF 0.00 25.00 0.247 K/FT 0.247 K/FT 0.000 K/FT WLL 3 4 - 3 UNIF 0.00 14.67 0.103 K/FT 0.000 K/FT 0.000 K/FT LOAD CASE (WLR) WIND LOAD RIGHT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START-END) TYPE FT FT X Y Z LOCATION WLR 1 1 - 2 UNIF 0.00 16.23 -0.103 K/FT 0.000 K/FT 0.000 K/FT WLR 2 3 - 2 UNIF 0.00 25.00 0.247 K/FT 0.247 K/FT 0.000 K/FT WLR 3 4 - 3 UNIF 0.00 14.67 -0.165 K/FT 0.000 K/FT 0.000 K/FT LOAD CASE (EQ ) SEISMIC LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START-END) TYPE FT FT X Y Z LOCATION EQ 2 3 - 2 CONC 25.00 0.311 KIP 0.000 KIP 0.000 IN-K Outside flange EQ 3 4 - 3 UNIF 0.00 14.67 0.003 K/FT 0.000 K/FT 0.000 K/FT L O A D S DATE: 11/05/95 TIME: 11:03 AM CADDS -------------------------------------------------------------------------------------------------------------- PAGE: 27 ;I ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ------------------------------------------------------------------------------------------------------------------------------- SYSTEM FRAME # 2 DESCRIPTION LRST 25'-0" 15'-0" 20 PSF 80 MPH UHC 91 .750 TO 12 LOAD CASE (EWP) EW WIND PRESSURE LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION EWP 1 1 - 2 UNIF 0.00 16.23 -0.144 K/FT 0.000 K/FT 0.000 K/FT EWP 2 3 - 2 UNIF 0.00 25.00 0.247' K/FT 0.247 K/FT 0.000 K/FT EWP 3 4 - 3 • UNIF 0.00 14.67 0.144 K/FT 0.000 K/FT 0.000 K/FT LOAD CASE (EWS) EW WIND SUCTION LOAD ' MEMBER JOINTS LOAD DISTANCES LOADS. DIRECTION/ LABEL f NO (START -END) TYPE FT FT X Y Z LOCATION i EWS 1 1_ 2 UNIF 0.0016.23 -0.144 K/FT 0.000 K/FT 0.000 K/FT EWS 2 3.- 2 UNIF 0.00 25.00 0.247 K/FT 0.247 K/FT 0.000 K/FT EWS 3 9 - 3 UNIF 0.00 14.67 0.144 K/FT 0.000 K/FT 0.000 K/FT F I N A L F R A M E D E S I G N - S E C T I O N P R O P E R T I E S DATE: 11/05/95 CADDS TIME: 11:03 ----------------------------------------------------------------------------------------------------------------------------------- AM PAGE: 28 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 ----------------------------------------------------------------------------------------------------------------------------------- DESCRIPTION LRST 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 MEMBER NO. 1 JOINTS 1 - 2 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.188 WEB = 0.120 INNER FLANGE = 5.000 X 0.188 ANAL 'SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 0.00 8.00 2.79 33.12 3.92 1.34 1.34 4.22 1.14 1.32 1.32 10.64 10.64 63.53 14.46 14.46 2 4.82 9.33 2.95 46.50 3.92 1.32 1.32 4.22 1.14 1.32 1.32 10.64 10.64 74.64 14.46 14.46 3 9.64 10.67 3.11 62.50 3.92 1.31 1.31 4.22 1.14 1.32 1.32 10.64 10.64 85.75 14.46 14.46 4 14.46 12.00 3.27 81.27 3.92 .1.29 1.29 4.22 1.14 1.32 1.32 10.64 10.64 96.86 14.46 14.46 MEMBER NO. 2 JOINTS 3 - 2 Imo. SECTION NO. .1 OUTER FLANGE = 5.000 X'0.188 l WEB = 0.100 INNER FLANGE = 5.000 X 0.188 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN IN ( ) {aiq) (IN) (7.N) (IN) RATIO (FT) (FT) 1 1 1.60 11.88 3.03 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 4.00 2.39 2 3.99 11.88 3.03 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63. 12.63 115.00 5.02 10.23 3 9.00 11.88 _,3.03 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 5.22 10.23 4 11.60 11.88 3.03 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 5.22 10.23 5 14.20 11.88 3.03 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 5.22 10.23 6 17.60 11.88 3.03 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 3.40 6.81 7 21.00 11.88 3.03 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 4.01 6.81 8 23.27 11.88 3.03 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 ,4.01 2.27 MEMBER NO. 3 JOINTS 4 - 3 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.188 WEB = 0.120 INNER FLANGE = 5.000 X 0.188 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI- PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 0.00 8.00 2.79 33.12 3.92 1.34 1.34 4.22 1.14 1.32 1.32 10.64 10.64 63.53 13.11- 13.11 2 3.75 9.14 2.93 44.44 3.92 1.33 1.33 4.22 1..14 1.32 1.32 10.64 10.64 73.07 13.11 13.11 3 7.50 10.29 3.07 57.69 3.92 1.31 1.31 4.22 1.14 1.32 1.32 10.64 10.64 '82.60 13.11 13.11 4 10.30 11.14 3.17 68.90 3.92 1.30 1.30 4.22 1.14 1.32 1.32 10.64 10.64 89.73 ' 13.11 13.11 5 13.11 12.00 3.27 01.26 3.92 1.29 1.29 4.22 1.14 1.32 1.32 10.64 10.64 96.85 13.11 13.11 F I N A L F R A M E D E S I G N - C O N T R O L L I N G S T R E S S DATE: 11/05/95 CADDS TIME: 11:03 AM PAGE: 29 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRST 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 ------------------------ 7 ---------------------------------------------------------------------------------------------------------- COLUMN PT. DEPTH NO. (IN) 1* 8.00 2 9.33 3 10.67 4* 12.00 ROOF BEAM PT. DEPTH NO. (IN) 1* 11.88 2 11.88 3 11.88 4 11.88 5 11.,88 6 11.88 7 11.88 8* 11.88 COLUMN PT. DEPTH NO. (IN) 1* 8.00 2 9.14 3 10.29 4 11.14 %5* 12.00 1 - 2 AREA SOX (IN2) (IN3) 2.79 6.28 2.95 9.96 3.11 11.72 3.27 13.55 3 - 2 AREA SOX (IN2) (IN3) 3.03 12.95 3.03 12.75 3.03 12.95 3.03 12.95 3.03 12.75 3.03 12.95 3.03 12.75 3.03 12.95 4 - AREA (IN2) 2.79 2.93 3.07 3.17 3.27 3 AXIAL -ALLOW STRESSES- oSHEAR ALLOW ---STRESS RATIOS --COMB CONT SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB SHEAR O.FL I.FL STRESS COND (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) FBI FORCE SHEAR AXIAL BENDG BENDG RATIO M V 8.28 5.02 0.00 30.00 17.08 30.00 2.81 21.64 1.00 1.00 1.75 0.06 0.00 0.00 0.06 1 2 9.96 5.02 -42.80 6.41 30.00 17.08 1.47 21.49 0.90 1.00 1.75 0.26 0.14 0.22 0.49 1 2 11.72 -3.96 170.12 39.99 22.77 39.99 1.47 19.29 0.89 1.00 1.75 0.03 0.64 0.36 0.64 2 2 13.55 -4.02 255.13 39.99 22.77 39.99 1.47 17.01 0.88 1.00 1.75 0.03 0.83 0.47 0.03 2 2 1.00 AXIAL 0.03 -ALLOW STRESSES- SHEAR ALLOW 12.37 12.37 -3.45 ---STRESS RATIOS --COMB CONT SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB 3 1 O.FL I.FL STRESS COND (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) 0.19 0.28 0.37 AXIAL BENDG BENDG RATIO M V 12.95 -0.25 198.92 39.99 34.51 39.99 4.01 7.47 0.86 1.00 1.26 0.00 0.45 0.38 0.45 3 1 12.75 0.16 -173.70 39.99 39.99 31.69 4.01 7.47 0.86 1.00 1.49 0.00 0.37 0.43 0.43 2 1 12.75 0.94 144.00. 30.00 25.89 30.00 2.29 7.47 0.86 1.00 1.05 0.01 0.43 0.37 0.44 1 1 12.95 0.82 152.98 30.00 25.89 30.00 1.51 9.95 0:86 1.00 1.05 0.01 0.46 0.39 0.47 1 2 12.75 0.82 161.85 30.00 25.89 30.00 2.31 9.95 0.86 1.00 1.05 0.01 0.49 0.46 0.50 1 2 J 12.75 0.71 105.43 30.00 25.89 30.00 -2.68 7.47 0.86 1.00 1.19 0.01 0.31 0.27 0.32 1 1 12.75 0.10 167.84 39.99 34.51 39.99 -4.11 7.47 0.86 1.00 1.21 0.00 0.38 0.36 0.38 2 1 12.95 0.08 267.14 39.99 34.51 39.99 -4.14 7.47 0.86 1.00 1.21 0.00 .0.60 0.52 0.60 2 1 3 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COND (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 8.28 8.28 4.98 0.00 30.00 19.98 30.00 2.41 21.64 1.00 1.00 1.75 0.06 0.00 0.00 0.06 1 3 9.72 9.72 4.98 -33.05 7.81 30.00 19.98 1.79 21.51 0.91 1.00 1.75 0.22 0.11 0.15 0.37 1 3 11.21 11.21 -3.42 160.88 39.99' 26.63 39.99 1.79 20.06 0.89 1.00 1.75 0.03 0.54 0.36 0.54 3 3 12.37 12.37 -3.45 180.29 39.99 26.63 39.99 -0.74 13.81 0.89 1.00 1.75 0.03 0.55 0.36 0.55 3 1 13.55 13.55 4.87 -115.63 7.81 30.00 19.98 -0.74 12.76 0.88 1.00 1.75 0.19 0.28 0.37 0.57 1 1 I I F R A M E D E S I G N - W E L D S U M M A R Y DATE: 11/05/95 CADDS TIME: =---------------------------------------------------------------------------------------------------------------------------------- 11:03 AM PAGE: 30 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ----------------------------------------------------------------------------------------------------------------------------------- SYSTEM FRAME # 2 DESCRIPTION LRST 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 PART WEB WEB FLG-TO-WEB FILLET ALLOW CONTROLLING NO. SECT THK STRESS SIZE SHEAR MEMB ANAL LOAD (IN) (KIPS/IN) (KIPS/IN) NO. PT COND OV26895 1 0.120 0.234 1/8 2.620 1 1 2 OV26905 1 0.120 0.200 1/8 2.620 3 1 3 OV26900 1 0.100 0.296 1/8 2.620 2 8 1 THE FLANGE -TO -WEB SHEAR VALUES SHOWN HAVE BEEN ADJUSTED FOR WIND LOAD TO SHOW THE EQUIVALENT LIVE LOAD I THE CONTROLLING COMBINATIONS SHOWN ABOVE ARE BASED ON THE MAXIMUM TENSION IN THE FLANGES FOR AXIAL PLUS BENDING THE FORCES GIVEN ARE MEMBER FORCES ALONG THE NEUTRAL AXIS I F I N A L F R A M E D E S I G N - SPL ICE SUMMARY DATE: 11/05/95 CADDS TIME: 11:03 AM ----------------------------------------------------------------------------------------------------------------------------------- PAGE: 31 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX "BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # •916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) . (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME•# 2 DESCRIPTION LRST ----------------------------------------------------------------------------------------------------------------------------------- 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 SPLICE LOCATION MEMBER ANALYSIS CONTROLLING AXIAL SHEAR MOMENT NO TYPE MOD SEQ NO. PT. LOAD COMBINATION KIPS KIPS IN -KIPS O1 COLUMN 00 1 1 1 DL + WLL —3.85 2.85 0.0.0 DL + WLL —3.85 2.85 0.00 02 2 4 DL + WLL —4.00 1.52 255.13 DL + LL 4.92 —0.80 —128.50 03 COLUMN O1 1 3 1 DL + WLR —3.33 2.45 0.00 DL + WLR —3.33 2.45 0.00 04 2 5 DL + WLR —3.48 0.62 199.68 DL + WLL -0.69 -0.58 -160.27 THE CONTROLLING COMBINATIONS SHOWN ABOVE ARE BASED ON THE MAXIMUM TENSION IN THE FLANGES FOR AXIAL PLUS BENDING THE FORCES GIVEN ARE MEMBER FORCES ALONG THE NEUTRAL AXIS I 0 F R A M E D E S I G N - R E A C T I O N S DATE: 11/05/95 CADDS TIME: 11:03 AM ----------------------------------------------------------------------------------------------------------------------------------- PAGE: 32 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # ----------------------------------------------------------------------------------------------------------------------------------- 2 DESCRIPTION LAST 25'-0" 15'-0" 20 PSF 80 MPH UHC 91 .750 TO 12 POSITIVE REACTION DIRECTION HE- P KIPS Horizontal Force to Right V 2-------3 V KIPS Vertical Force Up +---H / 1 4 Z No. Loading Combination 1H 1V 4H 4V Sum H Sum V 1 DL + LL 0.80 5.01 -0.80 4.97 0.00 9.98 2 DL + WLL -2.85 -3.05 -1.72 -0.55 -4.57 -4.40 3 DL + WLR 1.26 -1.06 2.45 -3.33 3.71 -4.40 4 DL + EQL -0.03 0.71 -0.33 1.07 -0.36 1.78 5 DL + EQR 0.28 1.12 0.07 0.66 0.36 1.78 6 PDL+0.70PL+2.25EQI, not applicable 7 PDL+0.70PL+2.25EQR not applicable 8 0.85PDL + 2.25EQL not applicable 9 0.85PDL + 2.25EQR not applicable 10 DL +2.25EQL not applicable 11 DL +2.25EQR not applicable 12 DL + EWP 0.56 -2.27 -0.73 -2.12 -0.16 -4.40 ID Load Case 1H 1V 4H 4V Sum H Sum V DL DEAD LOAD 0.13 0.91 -0.13 0.87 0.00 1.78 LL LIVE LOAD 0.67 4.10 -0.67 4.10 0.00 8.20 WLL WIND LOAD LEFT -2.98 -4.76 -1.59 -1.41 -4.57 -6.17 WLRIWIND LOAD RIGHT 1.13 -1.97 2.57 -4.20 3.71 -6.17 EQ SEISMIC LOAD -0.16 -0.20 -0.20 0.20 -0.36 0.00 EWP EW WIND PRESSURE 0.44 -3.18 -0.60, -2.99 -0.16 -6.17 EWS EW WIND SUCTION 0.44 -3.18 -0.60 -2.99 -0.16 -6.17 0 i F I N A L FRAME DES IGN - STRES S SUMMARY DATE: 11/05/95 CADDS TIME: '11:03 AM PAGE: 33 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRST 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 i----------------------------------------------------------------------------------------------------------------------------------- MEMBER NO. 1 JOINT 1 - 2 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT: DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 14.47 50. 3 4.82 FT 8.00 IN 12.00 IN 5.000 X .186 .120 5.000 X .188 0.827 2 CONTROLLING ACTIONS --'-AXIAL--- ---MAXIMUM STRESSES--- —ALLOWABLE STRESSES---' --------------SHEAR-------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS), (KIPS) RATIO COND 1 -4.02 255.13 -1.23 18.83 18.83 39.99 22.77 39.99 2.81 21.64 0.130 2 MEMBER NO. 2 JOINT 3 - 2 SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB: STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 23.27 50. 7 5.01 FT 11.88 IN 11.88 IN 5.000 X .188 .100 5.000 X• .188 0.598 2 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 0.08 267.14 0.03 20.63 20.63 39.99 34.51 39.99 -4.14 7.47 0.555 1 MEMBER NO. 3 JOINT 4 - 3 ---------------------------------- SECT.' LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT ,WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 13.11 50. 4 3.75 FT 8.00 IN 12.00 IN 5.000 X .188 .120 5.000 X .188 0.565 1 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 4.87 -115.63 1.49 -8.54 -8.54 7.81 30.00 19.98 2.41 21.64 0.111 3 Q DATE: 11/05/95 TIME: i----------------------------------------------------------------------------------------------------------------------------------- 11:03 AM CADDS J I ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 ' BLDR CONTACT ----------------------------------------------------------------------------------------------------------------------------------- - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia ' (TYPE) ------ (WIDTH) (HEIGHT) -------------- (SNOW) ------ (WIND) (CODE/YEAR) (SLOPE) (UNIT) (FRAMELINES) PAGE NO. DESIGN FRAME # 1 EWSS 25'-0" 15'-0" 20 PSF ------ 80 MPH ----------- UBC 91 ------- .75 ------ TO 12 1 ------------ FEW,REW .... -------- 1 DESIGN FRAME # 2 LRST 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .75 TO 12 1 01,02,03 .... 25 V Q --------------------------- RUN OPTIONS AND INFORMATION SOURCING PLANT 04 — VISALIA QUANTITY OF LIKE FRAMES 02 STRESS RATIO LIMIT 1.030 REPORTS SELECTED COVER SHEET BOLT LOADS / ALLOWABLES SIGN CONVENTIONS LAYOUT SKETCH APPLIED LOADS SUMMARY FLANGE / WEB PLATE INFORMATION PART DIMENSIONS WELD INFORMATION BOLTS / SPLICE PLATE INFORMATION SPLICES SELECTED SPL MEMB S P L I C E D E S I G N — C 0 V E R S H E E T I DATE: 11/05/95 NUM NUM NUM CADDS TIME: -----------------------------------------------------------------------------7-----------------------=----------------------------- 11:03 AM I NUM Stiffener Opt Weld Opt PAGE: 2 ORDER # 073409 BUILDER — NORTH VALLEY READY—MIX -------------------- BLDR ORDER # 95-75 - BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT — ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME — BIG VALLEY ENGR GRP — Visalia 01 1 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) Full DESIGN SYSTEM FRAME # 1 DESCRIPTION EWSS 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 2 --------------------------- RUN OPTIONS AND INFORMATION SOURCING PLANT 04 — VISALIA QUANTITY OF LIKE FRAMES 02 STRESS RATIO LIMIT 1.030 REPORTS SELECTED COVER SHEET BOLT LOADS / ALLOWABLES SIGN CONVENTIONS LAYOUT SKETCH APPLIED LOADS SUMMARY FLANGE / WEB PLATE INFORMATION PART DIMENSIONS WELD INFORMATION BOLTS / SPLICE PLATE INFORMATION SPLICES SELECTED SPL MEMB SEQ Connection GROUP INFORMATION I ASSEMBLY INFORMATION NUM NUM NUM Description NUM Connection Plate Opt I NUM Stiffener Opt Weld Opt -------------------- + ---- --------------------------- +--- --- -- ----------------- ------------------------ 1 01 1 Pinned Base Plate 1 Analysis Only OV26880 01 Full Optimization Design w/ Combined Welds 2 01 2 Knee Splice 2 Optimization w/ Std Plates OV26880 02 Full Optimization Design w/ Combined Welds OV26885 02 Full Optimization Design w/ Combined Welds 3 03 1 Pinned Base Plate 3 Analysis Only OV26890 01 Full Optimization Design w/ Combined Welds 4 03 2 Knee Splice 4 Optimization w/ Std Plates OV26890 02 Full Optimization Design w/ Combined Welds OV26885 01 Full Optimization Design w/ Combined Welds S P L I C E D E S I G N - A P P L I E D L 0 A D S S U M M A R Y DATE: 11/05/95 CADDS TIME: 11:03 AM -----:----------------------------------------------------------------------------------------------------------------------------- PAGE: 3 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWSS 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 SPLICE # 01 -----.-------------------------------------=---------------------------------------------------------------------------------------- TYPE : Pinned Base Plate SUBTYPE : No Ext Corner - S Nuts LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y STRESS MEMBER ­ NO ------------------------ CATEGORY -------- (kips) ------- (kips) (kips) -------------- FACTOR STRENGTH ------ -------- 1 DL + LL Std Des 2.76 -0.42 0.00 1.00 N 2 DL + WLL Std Des -1.90 1.45 0.00 1.33 N 3 DL + WLR Std Des -0.42 -0.65 0.00 1.33 N 4 DL + EQL Std Des 0.50 0.01 0.00 1.33 N 5 DL + EQR Std Des 0.72 -0.16 0.00 1.33 N 6 PDL+0.70PL+2.25EQL Axial C Category 3 Load Combination - Ddes'not apply to Splice Design. 7 PDL+0.70PL+2.25EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + 2.25EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + 2.25EQR Axial T Category 4 Load Combination - Does not apply to Splice Design.. 10 DL +2.25EQL Conns Category 2 Load Combination - Does not -apply to this Splice Type. 11 DL +2.25EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL + EWP Std Des -1.06 -0.29 0.37 1.33 N 13 DL + EWS Std Des -1.06 -0.29 -0.56 1.33 N F A R T D I M E N S I O N S Column Sidewall Endwall Dimensions at Connection Flg. to Flg. Dimension 11.876" Offset from Structure Line 8.1000" 6.000" Adjacent Depth Change Information Distance to Depth Change 141- 5.609" Flg. to Fig. Dimension 11.876" Adj. Pl. Angle (Degrees) 0.000 • S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E DATE: 11/05/95 CADDS' TIME: 11:03 AM ----------------------------------------------------------------------------------------------------------------------------------- PAGE: 4 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWSS 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 SPLICE # 01 TYPE ----------------------------------------------------------------------------------------------------------------------------------- Pinned Base Plate SUBTYPE No Ext Corner - S Nuts S P L I C E P L A T E PLATE TYPE STANDARD PART NUMBER 0042852 ORIENTATION NORMAL PLATE WIDTH 8.000" PLATE LENGTH 12.500" PLATE THICKNESS 0.500" PLATE YIELD STRESS 50.00 KSI .PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.070 CONTROLLING COND. 2 CONTROLLING LOCATION Outer Row 1 B 0 L T I N F O R M A T I O N BOLT DIAMETER 0.750" BOLT GAGES - INNER: 4.000" BOLT TYPE A307 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW OUTER 1 2 3.000" p C O N C R E T E S T R E S S E S MIN. DESIGN FOOTING SIZE 145.000 ( In**2 ) CONCRETE STRENGTH 3.000 KSI CONTROLLING LOAD COND. NUMBER 1 ACTUAL ULTIMATE CONCRETE STRESS 0.044 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.842 KSI CONCRETE STRESS RATIO 0.024 S P L I C E D E S I G N - B O L T L O A D S / A L L O W A B L E S DATE: 11/05/95 CADDS TIME: ----------------------------------------------------------------------------------------------------------------------------------= 11:03 AM PAGE: 5 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT)• (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWSS 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 01 TYPE : Pinned Base Plate SUBTYPE : No Ext Corner - S Nuts B 0 L T L O A D S / A L L 0 W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE 1 Total Section is in Compression 0.000 10.000 0.000 20.000 2 0.950 1.638 13.329 2.151 26.659 3 0.211 0.736 13.329 0.479 26.659 4 Total Section is in Compression 0.000 13.329 0.000 26.659 5 Total Section is in Compression 0.000 13.329 0.000 26.659 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4'Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Typo. 12 0.532 0.533 13.329 1.204 26.659 33 9.532 0.712 13.329 1.204 26.659 S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 11/05/95 CADDS TIME: 11:03 AM ----------------------------------------------------------------------------------------------------------------------------------- PAGE•' 6 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWSS 25'-0" 15'-0" 20 PSF 80 MPH USC 91 .750 TO 12 SPLICE # 01 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Pinned Base Plate SUBTYPE : No Ext Corner - S Nuts SPLICE PLATE 0042852 COLUMN BOLTS: 0.750" DIA A307 NO WASHERS 8.000" X 12.500" X 0.500" +- 4.000"-+ -+---------+--- ----------------------------- OUTSIDE FLANGE 3.000" I I FFFFFFFFFFFFFFFFFFFFFFF 0.188 X 5.000 I I I W I -+--- I I 0 W o I I I W I I I I W I I I I W I I I I W W W W W I I I tq I I I W I I I I W I I I I W I I I I W I I I I W I I I I W I I I I W I 11.876" I W I MAIN WEB I I I W I 0.100 9.500" I I W I I I I W I I I I W I I I I W I W I I I I W I I I I W I I I I W I I I I W I I I I W I I I I W I I I I W I I I I W I I I I W I I I I W I I I I W I I I I W I I I I W I I I I W I INSIDE FLANGE I I FFFFFFFFFFFFFFFFFFFFFFF 0.188 X 5.000 _I _ -+------------------------------------------ S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N 3.71 •0.001 13 DATE: 11/05/95 I N F O R M A T I O N COLUMN SIDE TIME: 11:03 AM CADDS E B -------------------------------------------------------------------------------------------------------------- T E S DESCRIPTION ------------------------- PAGE: 7 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX. BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia Near S. Far S. Near (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWSS 25'-0" 15'-0" 20 PSF 80 MPH UHC 91 .750 TO 12 SPLICE # 01 ----------------------------------------------------------------------------------------------------------------- TYPE : Pinned Base Plate. SUBTYPE : No Ext Corner - S Nuts F L A N G. E P L A T E S LOCATION DESCRIPTION PART NO. SIZE DIST FROM ----------- MAXIMUM - TENSION STRESSES COMPRESSION ----------- CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE OUTER 1 Main Flange 0.188 X 5.000 0.000 0.49 39.99 0.91 45.00 0.019 1 INNER 1 Main Flange 0.188 X 5.000 0.624 0.02 39.99 0.91 45.00 0.019 1 W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW (`mmn, ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Kai) (Ksi) COLUMN SIDE Main Web 0.100 1.17 26.66 2.45 39.99 0.91 45.00 0.061 2 W E L D I N F O R M A T I O N ' COLUMN SIDE F L A N G E P L A T E S DESCRIPTION FULL ----------- WELD SIZE ------------------- -------- MAXIMUM STRESSES =------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k/in) (k/in) (k/in) COND OUTER 1 Main Flange Flange to Splice Plate 3/16" 0.09 3.71 0.025 2 INNER 1 Main Flange Flange to Splice Plate 3/16" 0.00 3.71 •0.001 13 W E L D I N F O R M A T I O N COLUMN SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ---------- --------------- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) (k/in) COND Main Web Web to Splice Plate 1/8" 1/8" 0.24 0.12 4.95 0.055 2 S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 11/05/95 CADDS TIME: 11:03 AM PAGE: 8 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER -4 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME .# 1 DESCRIPTION EWSS 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 SPLICE # 02 TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - 11 Fig -----------------------------------------------------------------=----------------------------------------------------------------- LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO CATEGORY (kips) (kips) (in -k) FACTOR STRENGTH ------------------------------------------------------ ------ -------- 1 DL + LL Std Des 2.65 -0.42 -72.03 1.00 N 2 DL + WLL Std Des -2.06 0.43 136.95 1.33 N 3 DL + WLR Std Des -0.58 -0.01 -41.25 1.33 N 4 DL + EQL Std Des 0.39 0.01 1.71 1.33 N 5 DL + EQR Std Des 0.61 -0.16 -27.19 1.33 N 6 PDL+0.70PL+2.25EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+2.25EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + 2.25EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + 2.25EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL +2.25EQL Conns 0.25 0.11 19.77 1.70 Y 11 DL +2.25EQR Conns O.-75 -0.26 -45.25 1.70 Y 12 DL + EWP- Std Des -1.22 0.61 50.32 1.33 N 13 DL + EWS Std Des -1.22 0.61 50.32 1.33 N P A R T D I WE N S I O N S Column Roof Beam Dimensions at Connection Outside Hammerhead Dimension 7.875" Flg. to Flg. Dimension 11.876" 11.876" Part Slope -0.750 TO 12 Conn. Plate Angle (Degrees) -3.576 -3.576 Offset from Structure Line 8.000" 0.:125" Main Flange Dimensions Outer Flange Width 5.000" Thickness 0.:188" Inner Flange Width 5.000" Thickness 0.;188" Adjacent Depth Change Information Distance to Depth Change 14'- 5.609" 23'-: 3.383" Flg. to Flg. Dimension 11.876" 11.:876" Adj. P1. Angle (Degrees) 0.000 0.:000 E S P L I C E D E S I G N - B 0 L T S / S P L I C E P L A T E DATE: 11/05/95 CADDS TIME: 11:03 AM ----------------------------------------------------------------------------------------------------------------------------------- PAGE: 9 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 ' BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWSS 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 SPLICE # 02 ' ----------------------------------------------------------------------------------------------------------------------------------- TYPE Ext Col - Roof Beam Knee SUBTYPE 2 Row Outer Hmhd - 11 Fig S P L I C E P L A T E COLUMN SIDE ROOF BEAM SIDE PLATE TYPE STANDARD FLANGE PLATE PART NUMBER 0042869 ORIENTATION REVERSED PLATE WIDTH 6.000" 5.000" PLATE LENGTH 21.000" ' PLATE THICKNESS 0.375" 0.187" ' PLATE YIELD STRESS 50.00 KSI 50.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.176 0.859 CONTROLLING COND. 2 2 CONTROLLING LOCATION Inner Row 2 Inner Row 1 B 0 L T 1 N F 0 R M A T I 0 N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.625" INNER 2 2 5.500" 3.000" 1 OUTER 2 2 6.625" 5.000" INNER 1 2 2.500" W E B S H E A R NO STIFFENERS ARE REQUIRED FOR WEB SHEAR S P L I C E D E S I G N - B 0 L T L O A D S / A L L O W A B L E S DATE: 11/05/95 CADDS TIME: ----------------------------------------------------------------------------------------------------------=----------------------- 11:03 AM PAGE: 10 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLD.R CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWSS 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .7.50 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 02 TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - 11 Flg B O L T L 0 A D S / A L L 0 W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi ) (Ksi) (Ksi) (Ksi) COLUMN SIDE 1 1.333 0.570 0.000 0.000 0.101 21.000 4.346 43.999 2 0.000 0.226 2.126 2.769 0.121 27.992 9.026 58.651 3 0.906 0.505 0.000 0.000 0.018 27.992 2.954 58.651 4 Total Section is in Compression 0.013 27.992 0.000 58.651 5 0.528 0.247 0.000 0.000 0.046 27.992 1.722 58.651 6 Category 3 Load Combination - Does not apply to Splice Design. _ 7 Category 3 Load Combination - Does not apply to Splice Design. - - 8 Category 4 Load Combination - Does not apply to Splice Design. - 9 Category 4 Load Combination - Does not apply to Splice Design. 10. 0.000 0.000 0.217 0.292 0.052 23.204 0.9sn 56.099 11 0.897 0.433 0.000 0.000 0.007 13.204 2..924 56.099 12 0.000 0.271 0.922 1.142 0.281 27.992 3.724 58.649 13 0.000 0.000 0.078 0.178 0.347 27.992 0.582 58.647 B O L T L 0 A D S / A L L 0 W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips.per Bolt) - (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE 1 1.074 0.511 0.000 0.000 0.101 21.000 3.500 43.999 2 0.000 0.212 2.096 2.733 0.121 27.992 8.911 58.651 3 0.811 0.489 0.000 0.000 0.018 27.992 2.645 58.651 4 - Total Section is in Compression 0.013 27.992 0.000 58.651 5 0.439 0.227 0.000 0.000 0.048 27.992 1.432 58.651 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 0.000 0.000 0.210 0.285 0.052 23.204 0.929 56.099 11 0.755 0.402 0.000 0.000 0.087 23.204 2.462 56.099 12 0.000 0.201 0.905 1.144 0.281 27.992 3.729 58.649 13 0.000 0.000 0.100 0.220 0.347 27.992 0.718 58.647 S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 11/05/95 CADDS TIME: 11:03 AM PAGE: 11 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT-- ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1' DESCRIPTION EWSS 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 SPLICE # 02 TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - II Flq ----------------------------------------------------------------------------------------------------------------------------------- SPLICE PLATE 0042869 REVERSED COLUMN SIDE -->I<-- ROOF BEAM SIDE BOLTS: 0.625" DIA A325 NO WASHERS 6.000" X 21.000" X 0.375" 1 USE EXIST. FLG.: 5.000" X 0.188" .I +- 2.750"-+ +---------+-------------------------------- ---+- OUTER HAMMERHEAD FLANGE 0042892 1.625" I I HFHFHFH.FHFHEFEFEFEFEFEF I I END FLANGE 0042937 0.250 X 6.000 X 6.000 I I I W I I 0.375 X 6.000 X 11.688 -+--- I 1 o W o 7.890" 1 - W I I OUTER HAMMERHEAD GUSSET 5.000" I I W I 1 0.250 X 7.625 x 6.477 X 6.000 I I I W I I -+--- I I o W o I I W .,OUTSIDE FLANGE I I I FFFFFFFFFFFF 0.188 X 5.000 I I 1 W I I W I I W I I I I I W I I I W I I I W I I I I I W I I I W I I I I I W I 21.000-- 8.875" 1.000"8.875" I I W I I MAIN WEB I G I W I I 0.100 W. 1 11.899" I W I I MAIN WEB I I I W I 1 0.100 I I I W I I I I I W I I I I I W I I I I I W I I I I I I I W I I I W I i I I I W I I -+--- I I o W o I I I I I W I I 3.000" I I W I I I I I W I I -+--- I I o W o I 1 2.500" I I W I i INSIDE FLANGE I -1_ I FFFFFFFFFFF,FMSMSMSMSMSM 1 _I_ MAIN STIFFENER 0042872 0.188 X 5.000 -+------------- ---------------------^v------- 0.250 X 2.500 X 11.000 NS/FS S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N DATE: 11/05/95 TIME: 11:03 AM CADDS ----------------------------------------------------------------------------------------------------------------------------------- PAGE: 12 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 'BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR•GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWSS 25--0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 SPLICE # 02 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - 11 Fig F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Hsi) (Ksi) (Ksi) COLUMN SIDE OUTER 1 Hammerhead Flange 0042892 0.250 X 6.000 X 6.000 0.000 0.77 30.00 3.81 59.98 0.063 2 OUTER 3 Main Flange 0.188 X 5.000 7.890 0.63 30.00 0.56 59.99 0.021 1 INNER 1 Main Flange 0.188 X 5.000 1.210 3.60 39.99 4.65 45.00 0.103 1 ROOF BEAM SIDE OUTER 1 End Flange 0042937 0.375 X 6.000 X 11.688 0.000 0.54 30.00 3.77 59.98 0.063 2 INNER 1 Main Stiffener 0042872 0.250 X' 2.500 X 11.000 0.000 0.74 39.99 3 57 45 00 0 079 1 DESCRIPTION PART NO. COLUMN SIDE Outer Hammerhead Gusset Main Web ROOF BEAM SIDE Main Web COLUMN SIDE DESCRIPTION OUTER 1 Hammerhead Flange Flange to Splice Plate OUTER 3 Main Flange Flange to Splice Plate INNER 1 Main Flange Flange to Splice Plate W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD V T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) 0.250 X 7.625 X 6.477 X 6.000 5.30 26.66 1.74 30.00 3.71 59.98 0.199 2 0.100 0.45 26.66 11.16 39.99 4.59 45.00 0.279 2 0.100 7.73 15.69 12.88 39.99 3.63 59.98 0.493 2 W E L D I N F O R M A T I;0 N ' 1 F L A N G E P L A T E S FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k/in) (k/in) (k/in) COND YES 1/4" U 1/8" +1/16" 0.19 7..50 0.027 1 3/16" 0.12 2.78 0.043 1 YES 3/16" 1/4" 0.69 7.52 0.092 2 S P L I C E D E S I G N - W E L D I N F O R M A T I O N DATE: 11/05/95 CADDS TIME: 11:03 AM PAGE: 13 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME- BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWSS 25'-0" 15'-0" 20 PSF 80 MPH UHC 91 .750 TO 12 SPLICE # 02 TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 ROW Outer Hmhd - 11 Fig ------------------------------------------------------------------------------------------•----------------------------------------- W E L D I N F O R M A T I O N COLUMN SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side- Far Side (k/in) (k/in) (k/in) COND Outer Hammerhead Gusset Gusset to Splice Plate Gusset to Hammerhead Flange Gusset to Outer Flange Main Web Web to Splice Plate ROOF BEAM SIDE DESCRIPTION OUTER 1 End Flange End Fig to Inner Fig End Fig to Outer Fig INNER 1 Main Stiffener Stiffener to Inner Fig Stiffener to Web Plate ROOF BEAM SIDE DESCRIPTION Main Web Web to Inner Flange Web to End Flange 3/16" 3/16" 0.43 5.57 . 0.078 1 0.95 2.47 0.385 2 1.33 2.47 0.536 2 1/8" 1/8" 1.12 0.03 4.95' 0.225 2 W E L D I N F O R M A T I O N F L A N G E P L A T E S FULL ------------------- WELD SIZE----------------- -- ____ ........ 11AHIMUM OTRESSES-------- 8TRD110TH ­_ FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k/in) (k/in) (k/in) COND YES 1/4" S 1/8" 0.20 11.25 0.018 1 3/16" 0.00 2.78 0.000 1 0.18 2.47 0.074 2 1/8" 0.20 1.86 0.109 1 W E L D I N F O R M A T I O N „ W E B P L A T E S ------------------------- WELD SIZE -------- ---------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) (k/in) COND 1/8" 1/8" 1.29 0.66 4.95 0.292 2 1/8" 0.27 2.47 0.110 2 Dimensions at Connection Fig. to Flg. Dimension Offset from Structure Line Adjacent Depth Change information Distance to Depth Change Flg. to Flg. Dimension Adj. Pl. Angle (Degrees) Column Sidewall Endwall 11.876" 8.000" 6.000" 131- 1.343" 11.876" 0.000 S P L I C E D E S I G N - A P P L I E D L 0 A D S S U M M A R Y DATE: 11/05/95 CADDS TIME: ------------------------------------------------------------------------7---------------------------------------------------------- 11:03 AM PAGE: 14 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWSS 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 03 TYPE : Pinned Base Plate SUBTYPE : No Ext Corner - S Nuts LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y STRESS MEMBER NO ---- -------------------- CATEGORY -------- (kips) ------- (kips) (kips) -------------- FACTOR STRENGTH ------ -------- 1 DL + LL Std Des 2.72 -0.42 0.00 1.00 N 2 DL + WLL Std Des -0.17 -0.94 0.00 1.33 N 3 DL + WLR Std Des -1.65 1.28 0.00 1.33 N 4 DL + EQL Std Des 0.68 -0.18 0.00 1.33 N 5 DL + EQR Std Des 0.46 0.04 0.00 1.33 N 6 PDL+0.70PL+2.25EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+2.25EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + 2.25EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + 2.25EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL +2.25EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. 11 DL +2.25EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL + EWP Std Des -1.01 -0.38 0.00 1.33 N 13 DL + EWS Std Des -1.01 -0.38 0.00 1.33 N P A R T D I r m E N S I O i4 S Dimensions at Connection Fig. to Flg. Dimension Offset from Structure Line Adjacent Depth Change information Distance to Depth Change Flg. to Flg. Dimension Adj. Pl. Angle (Degrees) Column Sidewall Endwall 11.876" 8.000" 6.000" 131- 1.343" 11.876" 0.000 DATE: 11/05/95 TIME: 11:03 AM CADDS ----------------------------------------------------------------------------------------------------------------------------------- PAGE: 15 ORDER # 073409 BUILDER - NORTH VALLEY READY-MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWSS 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 SPLICE # 03 TYPE ----------------------------------------------------------------------------------------------------------------------------------- : Pinned Base Plate SUBTYPE : No Ext Corner - S Nuts S P L I C E P L A T E PLATE TYPE STANDARD PART NUMBER 0042852 ORIENTATION NORMAL PLATE WIDTH 8.000" PLATE LENGTH 12.500" PLATE THICKNESS 0.500" PLATE YIELD STRESS 50.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.061 CONTROLLING COND. 3 CONTROLLING LOCATION Outer Row 1 B 0 L T I N F O R M A T I O N BOLT DIAMETER 0.750" HOLT GAGES - INNER: 4.000" BOLT TYPE A307 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW OUTER 1 2 3.000" C O N C R E T E S T R E S S E S Q MIN. DESIGN FOOTING SIZE 145.000 ( In**2 ) CONCRETE STRENGTH 3.000 KSI Y CONTROLLING LOAD COND. NUMBER 1 ACTUAL ULTIMATE CONCRETE STRESS 0.043 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.842 KSI CONCRETE STRESS RATIO 0.024 S P L I C E D E S I G N - B O L T L O A D S / A L L O W A B L E S DATE: 11/05/95 CADDS .TIME: ----------------------------------------------------------------------------------------------------------------------------------- 11:03 AM PAGE: 16 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWSS 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 03 TYPE : Pinned Base Plate SUBTYPE : No Ext Corner - S Nuts B O L T L 0 A D S / A L L 0 W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. _ Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi ) (Ksi) (Ksi) (Ksi) COLUMN SIDE 1 Total Section is in Compression 0.000 10.000 0.000 20.000 2 0.085 1.067 13.329 0.194 26.659 3 0.824 1.452 13.329 1.866 26.659 4 Total Section is in Compression 0.000 13.329 0.000 26.659 5 Total Section is in Compression 0.000 13.329 0.000 26.659 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply Cu Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Spli,ce Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 0.50'4 0.426 13.329 1.141 26.659 19 U.5U4 0.426 13.329 1.141 26.659 y... ,.,,.__.. � _ �, - _..-..,.. _ . ........... .._ a ., � �.., __ :«✓.�".�.-+-:•... -. _� - - �- ...�, ..:"�`r<=--- � - . - R --�-- - _�.� _ �c��-®>.,`Yr. .� OUTSIDE FLANGE 0.188 X 5.000 MAIN WEB 0.100 'INSIDE FLANGE 0.188 X 5.000 —+---------+--- 3.000" I I 9.500" I I 11.876" I I I I I I I I I +- 4.000"-+ FFFFFFFFFFFFFFFFFFFFFFF I W I O W o I W I I W I I W I I W I I W I I W I I W I I W f W I W I I W I I W I I W I I W I I W I I W I I W I I W. I I W I I W I I W I I W I I W I I W I I W I I W I I W I I W I I W I I W I I W I I W I W I I W I I W I I W I I W I FFFFFFFFFFFFFFFFFFFFFFF S P L I C E D E S I G N — L A Y.0 U T S K E T C H DATE: 11/05/95 TIME: 11:03 AM CADDS ----------------------------------------------------------------------------------------------------------------------------------- PAGE: 17 ORDER # 073409 BUILDER — NORTH VALLEY READY—MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT — ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME — BIG VALLEY ENGR GRP — Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWSS 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 03 TYPE : Pinned Base Plate SUBTYPE : No Ext Corner — S Nuts SPLICE PLATE 0042852 COLUMN BOLTS: 0.750" DIA A307 NO WASHERS 8.000" x 12.500" X 0.500" OUTSIDE FLANGE 0.188 X 5.000 MAIN WEB 0.100 'INSIDE FLANGE 0.188 X 5.000 —+---------+--- 3.000" I I 9.500" I I 11.876" I I I I I I I I I +- 4.000"-+ FFFFFFFFFFFFFFFFFFFFFFF I W I O W o I W I I W I I W I I W I I W I I W I I W I I W f W I W I I W I I W I I W I I W I I W I I W I I W I I W. I I W I I W I I W I I W I I W I I W I I W I I W I I W I I W I I W I I W I I W I I W I W I I W I I W I I W I I W I FFFFFFFFFFFFFFFFFFFFFFF S P L I C E D E S I G N- F L-A N G E A N D W E B P L A T E I N F O R M A T I O N 0.019 DATE: 11/05/95 0.188 X 5.000 T E S 0.624 0.02 39.99 0.90 CADDS TIME: 11:03 AM ----------------------------------------------------------------------------------------------------------------------------------- 1 - LENGTH - ---- FILLET --- W E B P L A T E S TENSION SHEAR ALLOW CSR LOAD Near S. Far S. PAGE: 18 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX' BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD ------------------- BLDR PHONE # 916-345-7296 PART NO. PROJ NAME - BIG VALLEY ENGR GRP - Visalia r- SHEAR -- - TENSION - COMPRESSION (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) ACT. DESIGN SYSTEM FRAME # 1 DESCRIPTION EWSS 25'-0" 15'-0" 20 PSF 80 MPH UHC 91 .750 TO 12 SPLICE # 03 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Pinned Base Plate (Ksi) SUBTYPE : No Ext Corner - S Nuts 1.04 26.66 2.12 F L A N G E P L A T E S 0.052 3 W E L D I N F O R M A T I O N ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. F L A N G E SIZE S DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- -------- Inches --------- PENETRATION (In.) (Ksi) (Ksi) (Ksi) (Ksi) SHEAR COLUMN SIDE OUTER 1 Main Flange INNER 1 Main Flange DESCRIPTION COLUMN SIDE Main.Web COLUMN SIDE DESCRIPTION OUTER 1 Main Flange Flange to Splice Plate INNER 1 Main Flange Flange to Splice Plate COLUMN SIDE DESCRIPTION Main Web Web to Splice Plate 0.186 x 5.000 0.000 0.43 39.99 0.90 45.00 0.019 1 0.188 X 5.000 T E S 0.624 0.02 39.99 0.90 45.00 0.019 1 - LENGTH - ---- FILLET --- W E B P L A T E S TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) (k/in) COND ------------------ MAXIMUM STRESSES ------------------- PART NO. SIZE r- SHEAR -- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) 0.100 1.04 26.66 2.12 39.99 0.90 45.00 0.052 3 W E L D I N F O R M A T I O N F L A N G E P L A T E S FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k/in) (k/in) (k/in) COND 3/16" 0.08 3.71 0.022 3 3/16" 0.00 2.78 0.000 1 W E L D I N F O R M A T I O N W E B P L A T E S ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) (k/in) COND i 0.21 0.10 4.95 0.048 3 S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 11/05/95 CADDS TIME: 11:03 AM PAGE: 19 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWSS 25'-0" 15'-0" 20 PSF 80 MPH UHC 91 .750 TO 12 SPLICE # 04 TYPE : Ext Col - Roof Beam Knee SUBTYPE : O/I Extens Fig ----------------------------------------------------------------------------------------------------------------------------------- LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO CATEGORY (kips) (kips) (in -k) FACTOR STRENGTH ------------------------------------------------------ ------ -------- 1 DL + LL Std Des 2.61 -0.42 -65.27 1.00 N 2 DL + WLL Std Des -0.31 -0.34 -89.90 1.33 N 3 DL + WLR Std Des -1.79 0.33 108.75 1.33 N 4 DL + EQL Std Des 0.57 -0.16 -26.54 1.33 N 5 DL + EQR Std Des 0.35 0.01 3.44 1.33 N 6 PDL+0.70PL+2.25EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+2.25EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + 2.25EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + 2.25EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL +2.25EQL Conns 0.71 -0.27 -45.27 1.70 Y 11 DL +2.25EQR Conns 0.21 0.12 22.18 1.70 Y 12 DL + EWP Std Des -1.15 0.47 23.10 1.33 N 13 DL + EWS Std Des -1.15 0.47 23.16 1.. ii N P A R T D I M E N S I O N S Column Roof. Beam Dimensions at Connection Fig. to Fig. Dimension 11.876" 11.876" Part Slope 0.750 TO 12 Conn. Plate Angle (Degrees) 3.576 3.576 Offset from Structure Line 8.000" 0.125" Main Flange Dimensions Outer Flange Width 5.000" Thickness 0.188" Inner Flange Width 5.000" Thickness 0.188" Adjacent Depth Change Information Distance to Depth Change 13'- 1.343" 23'-i 4.865" Fig. to Fig. Dimension 11.876" 11.876" Adj. P1. Angle (Degrees) 0.000 0.;000 I DATE: 11/05/95 CADDS TIME: 11:03 AM ----------------------------------------------------------------------------------------------------------------------------------- PAGE: 20 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWSS 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 SPLICE # 04 ----------------------------------------------------------------------------------------------------------------------------------- TYPE Ext Col - Roof Beam Knee SUBTYPE O/I Extens Flg j S P L I C E P L A T E COLUMN SIDE ROOF BEAM SIDE PLATE TYPE STANDARD FLANGE PLATE PART NUMBER 0042867 ORIENTATION NORMAL • PLATE WIDTH 6.000" 5.000" PLATE LENGTH 16.750" PLATE THICKNESS 0.375" 0.187" PLATE YIELD STRESS 50.00 KSI 50.00 KSI PLATE OFFSET 2.375" DESIGN STRESS RATIO 0.255 0.766 ✓'�' CONTROLLING GOND. 3 3 CONTROLLING LOCATION Inner Flg 2 Inner Row 1 -' B 0 L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 IdA9119nO NU BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.125" INNER.2 2 4.125" 3.000" OUTER 2 2 4.125" 3.000" INNER 1 2 1.125" ' W E B S H E A R NO STIFFENERS ARE REQUIRED FOR WEB SHEAR S P L I C E D E S I G N - B O L T L 0 A D S / A L L 0 W A B L E S DATE: 11/05/95 CADDS TIME: ----------------------------------------------------------------------------------------------------------------------------------- 11:03 AM PAGE: 21 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # .916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWSS 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 04 TYPE Ext Col - ' Roof Beam Knee SUBTYPE 0/I Extens Flg i 1 B 0 L T L 0 A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All, ft Act.. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ �) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE 1 1.503 0.765 0.000 0.000 0.235 21.000 4.900 43.999 2 2.503 1.484 0.000 0.000 0.132 27.992 8.160 58.651 I 3 0.000 0.000 1.942 3.153 0.179 27.992 10.278 58.651 4 0.665 0.364 0.000 0.000 0.079 27.992 2.167 58.651 5 0.000 0.000 0.018 0.056 0.003 27.992 0.184 58.651 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Desiyn. 0 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. ..10 1.164 0.651 0.000 0.000 0.127 23,204 1 79 56.099 11 0.000 0.000 0.391 U.911 0.844 23.204 1.883 56.099 l� 0.000 U.000 0.498 0.755 0.218 27.992 2.464 58.651 13 0.000 0.000 0.498 0.755 0.218 27.992 2.464 58.651 B 0 L T L 0 A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. i ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE 1 1.346 0.773 0.000 0.000 0.102 21.000 4.395 43.999 • 2 2.341 1.507 0.000 .0.000 0.148 27.992 7.631 58.651 3 0.000 0.000 1.982 2.969 0.088 27.992 9.743 58.651 4 0.608 0.369 0.000 0.000 0.050 27.992 1.982 58.651 5 0.000 0.000 0.018 0.046 0.014 27.992 0.152 58.651 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 1.070 0.659 0.000 0.000 0.091 23.204 3.489 56.099 11 0.000 0.000 0.338 0.538 0.055 23.204 1.756 56.099 12 0.000 0.000 0.513 0.735 0.160 27.992 2.395 58.651 13 0.000 0.000 0.513 0.735 0.160 27.992 2.395 58.651 SPLICE PLATE 0042867 6.000" X 16.750" X 0.375" OUTSIDE FLANGE 0.188 X 5.000 MAIN WEB 0.100 INSIDE FLANGE 0.188 X 5.000 I I I 8.500" I I I I I I 11.899" 1 COLUMN SIDE -->1<-- ROOF BEAM SIDE I I +- 2.750"-+ ---------------------"v------- ---+- I W I I W 1 2.375" 1 o W o I I I W FFFFFFFFFFFFMSMSMSMSMSM I I 1 o W o I I W I. W I I I W I I I W I I I W I I I W I I I W I I I W I I I W I I I W I I I W I I I W I I I W 1 11.87s" I W I I I W I I I W I I I W I I I W I I I W I I I W I I W I I I W I I I W I I I W. I I I W I I I W I I I W I I I O W O I I I W I I FFFFFFFFFFFFMSMSMSMSMSM I W I 1 o W o I I W I I W I ---------------------"v------- BOLTS: 0.625" DIA A325 NO WASHERS USE EXIST. FLG.: 5.000" X 0.188" MAIN STIFFENER 0042872 0.250 X 2.500 X 11.000 NS/FS MAIN WEB 0.100 MAIN STIFFENER 0042872 0.250 X 2.500 X 11.000 NS/FS S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 11/05/95 CADDS TIME: ----------------------------------------------------------------------------------------------------------------------------------- 11:03 AM PAGE: 22 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWSS 2.5'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 04 TYPE : Ext Col - Roof Beam Knee SUBTYPE O/I Extens - II Flg SPLICE PLATE 0042867 6.000" X 16.750" X 0.375" OUTSIDE FLANGE 0.188 X 5.000 MAIN WEB 0.100 INSIDE FLANGE 0.188 X 5.000 I I I 8.500" I I I I I I 11.899" 1 COLUMN SIDE -->1<-- ROOF BEAM SIDE I I +- 2.750"-+ ---------------------"v------- ---+- I W I I W 1 2.375" 1 o W o I I I W FFFFFFFFFFFFMSMSMSMSMSM I I 1 o W o I I W I. W I I I W I I I W I I I W I I I W I I I W I I I W I I I W I I I W I I I W I I I W I I I W 1 11.87s" I W I I I W I I I W I I I W I I I W I I I W I I I W I I W I I I W I I I W I I I W. I I I W I I I W I I I W I I I O W O I I I W I I FFFFFFFFFFFFMSMSMSMSMSM I W I 1 o W o I I W I I W I ---------------------"v------- BOLTS: 0.625" DIA A325 NO WASHERS USE EXIST. FLG.: 5.000" X 0.188" MAIN STIFFENER 0042872 0.250 X 2.500 X 11.000 NS/FS MAIN WEB 0.100 MAIN STIFFENER 0042872 0.250 X 2.500 X 11.000 NS/FS S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N DATE: 11/05/95 CADDS TIME: 11:03 AM ----------------------------------------------------------------------------------------------------------------------------------- PAGE: 23 •.•- ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWSS 25'-0" 15'-0" 20 PSF 80 MPH USC 91 .750 TO 12 SPLICE # 04 , ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Ext Col - Roof Beam Knee SUBTYPE : O/I Extens Fig F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE OUTER 2 Main Flange 0.188 X 5.000 2.375 6.48 39.99 7.05 59.98 0.162 2 INNER 2 Main Flange 0.100 X 5.000 2.476 8.41 39.99 5.58 45.00 0.210 3 ROOF BEAM SIDE OUTER 2 Main Stiffener 0042872 0.250 X 2.500 X 11.000 2.375 2.84 39.99 4.63 59.98 0.076 3 ' INNER 2 Main Stiffener. 0042872 0.250 X 2 500 -X 11.000 2.500 3.53 39.99 3.74 45.00 0.088; 3 W E B P L A T E S ------------------ MAXTMIIM ST9FT9UQ DESCRIPTION PART NO. SIZU -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Hsi) (Ksi) (Ksi) ' COLUMN SIDE Main Web 0.100 0.50 20.00 6.49 39.99 6.91 59.98 0.162 3 ROOF BEAM SIDE Main Web 0.100 7.78 19.92 12'.87 39.99 7.36 59.98 0.391 3 W E L D I N F O R M A T I O N COLUMN SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES --------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k/in) (k/in) (k/in) COND OUTER 2 Main Flange Flange to Splice Plate YES 1/4" 3/16" 1.24 7.52 0.165 2 INNER 2 Main Flange Flange to Splice Plate YES 3/16" 1/4" I i i 1.61 7.52 - 0.215 3 'OUTER 2 Main Stiffener Stiffener to Inner Flg Stiffener to Web Plate INNER 2 Main Stiffener - Stiffener to Inner Flg Stiffener to Web Plate ROOF BEAM SIDE DESCRIPTION 0.71 4.95 0.144 2 0.26 2.47 0.106 3 1/8" 1/8" S P L I C E D E S I G N - W E L D I N F O R M A T I O N 1/8" DATE: 11/05/95 0.21 1.86 0.114 1 W E L D I N F O R M A T I O N CADDS TIME: 11:03 AM ----------------------------------------------------------------------------------------------------------------------------------- PLATES ------------------------- PAGE: 24 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 SHEAR ALLOW CSR BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 S. Near PROJ NAME - BIG VALLEY (k/in) (k/in) ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE)- (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWSS 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 SPLICE # 04 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Ext Col - Roof Beam Knee SUBTYPE : 0/1 Extens Flg W E L D I N F O R M A T I O N • COLUMN SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. .-Far S. Near Side Far Side (k/in) (k/in) (k/in) COND Main Web Web to Splice Plate 1/8" 1/8" 0.65 0.04 4.95 0.131 3 W E L D I N F O R M A T I O N _ ROOF BEAM SIDE - - - F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Fare in Floe (k/in) (B/in) (k/in) COND 'OUTER 2 Main Stiffener Stiffener to Inner Flg Stiffener to Web Plate INNER 2 Main Stiffener - Stiffener to Inner Flg Stiffener to Web Plate ROOF BEAM SIDE DESCRIPTION 0.71 4.95 0.144 2 0.26 2.47 0.106 3 1/8" 1/8" 0.88 4.95 0.179 3 1/8" 0.21 1.86 0.114 1 W E L D I N F O R M A T I O N W E,B PLATES ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) (k/in) COND Main Web Web to Inner Flange 17.000" 1/8" 1/8" 1.35 0.66 4.95 0.304 3 r] S P L I C E D E S I G N DATE: 11/05/95 TIME: 11:03 AM CADDS ----------------------------------------------------------------------------------------------------------------------------------- PAGE: 25 ORDER # 073409 BUILDER — NORTH VALLEY READY—MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT — ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME — BIG VALLEY ENGR GRP — Visalia (TYPE) . (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 2 DESCRIPTION LRST 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 r] S P L I C E D E S I G N - C O V E R S H E E T DATE: 11/05/95 CADDS TIME: 11:03 AM PAGE: .26 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRST 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 ----------------------------------------------------------------------------------------------------------------------------------- RUN OPTIONS AND INFORMATION SOURCING PLANT 04 - VISALIA QUANTITY OF LIKE FRAMES 03 STRESS RATIO LIMIT 1.030 REPORTS SELECTED COVER SHEET BOLT LOADS / ALLOWABLES SIGN CONVENTIONS LAYOUT SKETCH APPLIED LOADS SUMMARY FLANGE / WEB PLATE INFORMATION PART DIMENSIONS WELD INFORMATION BOLTS / SPLICE PLATE INFORMATION SPLICES SELECTED " SPL MEMB SEQ Connection GROUP INFORMATION I ASSEMBLY INFORMATION NUM NUM NUM Description NUM Connection Plate Opt I NUM Stiffener Opt Weld Opt --- --- ---- ------------------- --------- -- ----------------- - --------------------- 1 01 1 Pinned Base Plate 5 Analysis Only OV26895 01 Full Optimization Design w/ Combined Welds 2 01 2 Knee Splice 6 Optimization w/ Std Plates OV26895 02 Full Optimization Design w/ Combined Welds OV26900 02 Full Optimization Design w/ Combined Welds 3 03 1 Pinned Base Plate 7 Analysis Only OV26905 61 Full Optimization Design w/ Combined Welds 4 03 2 Knee Splice 8 Optimization w/ Std Plates OV26905 02 Full Optimization Design w/ Combined Welds OV26900 01 Full Optimization Design w/ Combined Welds S P L I C E D E S I G N - A P P L -I E D L 0 A D S S U M M A R Y DATE: 11/05/95 CADDS TIME: 11:03 AM ----------------------------------------------------------------------------------------------------------------------------------- PAGE: 27 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRST 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 SPLICE # 01 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Pinned Base Plate SUBTYPE : No Ext SW Pin - S Nuts LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y STRESS MEMBER NO ------------------------ CATEGORY -------- (kips) ------- (kips) (kips) -------------- FACTOR ------ STRENGTH -------- 1 DL + LL Std Des 5.01 -0.80 0.00 1.00 N 2 DL + WLL Std Des -3.85 2.85 0.00 1.33 N 3 DL + WLR Std Des -1.07 -1.26 0.00 1.33 N 4 DL + EQL Std Des 0.71 0.03 0.00 1.33 N 5 DL + EQR Std Des 1.12 -0.26 0.00 1.33 N 6 PDL+0.70PL+2.25EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+2.25EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + 2.25EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + 2.25EQR Axial T Category 4 Load Combination - Does not apply to Splice Design, 10 DL +2.25EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. 11 DL +2.25EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL + EWP Std Des -2.29 -0.56 0.00 1.33 N T A R T B I M E A S l U N S Column :Dimensions at'Connection Fig. to Fig. Dimension 8.000" Offset from Structure Line 8.000" Adjacent Depth Change Information Distance to Depth Change 141- 5.601" Fig. to Flg. Dimension 12.000" Adj. Pl. Angle (Degrees) 0.000 S P L I C E D E S I G N — B 0 L T S / S P L I C E P L A T E DATE: 11/05/95 CADDS TIME: 11:03 AM ----------------------------------------------------------------------------------------------------------------------------------- PAGE: 28 ORDER # 073409 BUILDER — NORTH VALLEY READY—MIK BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT — ANDY WOOD, BLDR PHONE # 916-345-7296 PROJ NAME — BIG VALLEY ENGR GRP — Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRST 25'-0" 15'-0" 20 PSF 80 MPH UHC 91 .750 TO 12 SPLICE # 01 TYPE ----------------------------------------------------------------------------------------------------------------------------------- : Pinned Base Plate SUBTYPE : No Ext SW Pin — S Nuts S P L I C E P L A T E PLATE TYPE STANDARD PART NUMBER 0042357 ORIENTATION NORMAL PLATE WIDTH 9.000" PLATE LENGTH 8.437" PLATE THICKNESS 0.500" PLATE YIELD STRESS 50.00 KSI PLATE OFFSET 0.375" DESIGN STRESS RATIO 0.132 CONTROLLING COND. 1 CONTROLLING LOCATION Cat. 2 Compression Bv0.,L T I N F O R M A T I O N BOLT DIAMETER 0.750" BOLT GAGES — INNER: 4.000" BOLT TYPE A307 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW OUTER 1 2 2.375" • i C O N C R E T E S T R E S S E S MIN. DESIGN FOOTING SIZE 114.807 ( In**2 ) CONCRETE STRENGTH 3.000 KSI CONTROLLING LOAD COND. NUMBER 1 ACTUAL ULTIMATE CONCRETE STRESS 0.106 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.881 KSI CONCRETE STRESS RATIO 0.056 S P L I C E D E S I G N - B O L T L O A D S / A L L O W A B L E S DATE: 11/05/95 CADDS TIME: ----------------------------------------------------------------------------------------------------------------------------------- 11:03 AM PAGE: 29 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) . (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRST 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 SPLICE ----------------------------------------------------------7------------------------------------------------------------------------ # 01 TYPE : Pinned Base Plate SUBTYPE : No Ext SW Pin - S Nuts B 0 L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE 1 Total Section is in Compression 0.000 10.000 0.000 20.000 2 1.925 3.230 13.329 4.357 26.659 3 0.535 1.422 13.329 1.212 26.659- i 4 Total Section is in Compression 0.000 13.329 0.000 26.659 5 Total Section is in Compression 0.000 13.329 0.000 26.659 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination— Does not apply to Splice Design. 0 Category 4 Load Combination-- Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12, 1.142 0.637 13.329 2.587 26.659 r a . S P L I C E D E S I G N — L A Y O U T S K E. T C H DATE: 11/05/95 CADDS TIME: 11:03 AM PAGE: 30 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 073409 BUILDER — NORTH VALLEY READY—MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT — ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME — BIG VALLEY ENGR GRP — Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRST 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 SPLICE # 01 TYPE : Pinned Base Plate SUBTYPE : No Ext SW Pin — S Nuts ----------------------------------------------------------------------------------------------------------------------------------- SPLICE PLATE 0042357 COLUMN BOLTS: 0.750" DIA A307 NO WASHERS 9.000" x 8.437" X 0.500" +— 4.000"—+ 0.375" ----+---------+--- ----------------------------- OUTSIDE FLANGE 2.375" I I FFFFFFFFFFFFFFFFFFFFFFF 0.188 x 5.000 I I I W I -+--- I I 0 W o I W I I I I W I I I I W I I I I W I I I I W I I I I W I I I I W I I I W I I I I W I I I I W I I I I W W I I I I W I I I I W I 8.375" I W 'MAIN WEB I I I W I 0.120 6.062" I I W I I I I W I I I I W I I I I W I I I I W I I I I W I I I .• I W I I I I W I I I I W I I I I W I I I I W I I I I W I I I I W 1 I I I W I I I I W I I I I W I I I I W I' I I I W I INSIDE FLANGE I _I _ I FFFFFFFFFFFFFFFFFFFFFFF 0.188 X 5.000 -+------------- ----------------- ------------ 4 S P L I• C E D E S I G N — F L A N G E A N D W E B P L A T E I N F O R M A T I O N 1.79 DATE: 11/05/95 0.054 2 INNER -1 Main Flange 0.180 X 5.000 0.062 TIME: 11:03 AM 39.99 1.79 45.00 0.039 1 - LENGTH — ---- FILLET --- CADDS ----------------------------------------------------------------------------------------------------------------------------------- T E S SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side t (k/in) PAGE: 31 ORDER # 073409 BUILDER — NORTH VALLEY READY—MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT — ANDY WOOD BLDR PHONE # 916-345-7296 DESCRIPTION PROJ NAME — BIG VALLEY ENGR GRP — Visalia -- SHEAR --- — TENSION — (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) W X OL X DESIGN SYSTEM FRAME # 2 DESCRIPTION LRST 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 COND SPLICE # 01 ------------------------------------------------------------=---------------------------------------------------------------------- TYPE : Pinned Base Plate SUBTYPE : No Ext SW Pin — S Nuts (Ksi) (Ksi) F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE 3.04 DIST FROM — TENSION — COMPRESSION CSR LOAD 2 T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- COLUMN (In.) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE OUTER 1 Main Flange 0.188 X 5.000 0.00 0.375 2.16 39.99 1.79 45.00 0.054 2 INNER -1 Main Flange 0.180 X 5.000 0.062 0.07 39.99 1.79 45.00 0.039 1 - LENGTH — ---- FILLET --- --------- W E B P L A T E S SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side t (k/in) (k/in) (k/in) COND ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- — TENSION — COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE Main Web n i?n !.U2 16.66 3.04 39.99 1.79 45.00 0.113 2 W E L D I N F O R M A T I O N COLUMN SIDE F L A N G E P L A T E S DESCRIPTION FULL ------- ----------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- ) STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k/in) (k/in) (k/in) COND OUTER 1 Main Flange Flange to Splice Plate INNER 1 Main Flange Flange to Splice Plate COLUMN SIDE DESCRIPTION Main Web Web to Splice Plate 3/16" 0.41 3.71 0.112 • 2 3/16" 0.00 2.78 0.000 1 W E L D I N F O R M A T I O N W E B P L A T E S --------=---------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH — ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side t (k/in) (k/in) (k/in) COND 1/8" 1/0" 0.36 0.36 4.95 0.104 2 S P L I C E D E S I G N - A P P L I E D L 0 A D S S U M M A R Y DATE: 11/05/95 CADDS TIME: 11:03 AM PAGE: 32 -------------------------------------------------------------------------------=--------------------------------------------------- ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007=90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRST 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 SPLICE # 02 TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - 11 Flg ----------------------------------------------------------------------------------------------------------------------------------- LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO CATEGORY (kips) (kips) (in -k) FACTOR STRENGTH ------------------------------------------------------ ------ -------- -50% MOMENT CAPACITY Std Des 0.00 0.00 -194.22 1.00 N +50% MOMENT CAPACITY Std Des 0.00 0.00 194.22 1.00 N 1 DL + LL Std Des 4.92 -0.80 -128.50 1.00 N 2 DL + WLL Std Des -4.00 1.52 255.13 1.33 N 3 DL + WLR Std Des -1.22 -0.42 -75.36 1.33 N 4 DL + EQL Std Des 0.61 0.03 6.47 1.33 N 5 DL + EQR Std Des 1.02 -0.28 -46.70 1.33 N 6 PDL+0.70PL+2.25EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. '7 PDL+0.70PL+2.25EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + 2.25EQL Axial T Category 4 Load Combination - Does not apply to Splice nesign. 9 0.05PDL + 2.25EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. '10 DL +2.25EQL Conns 0.36 0.22 39.69 1.70 Y 11 DL +2.25EQR Conns 1.27 -0.48 -79.92 1.70 Y 'l 2 DL + EWP Std Des -2.43 0.61 100.32 1.33 N. P A R T D I M E N S I O N S Column Roof Beam Dimensions at Connection Outside Hammerhead Dimension 7.875" Flg. to Flg. Dimension 12.000" 11.876" Part Slope -0.750 TO 12 Conn. Plate Angle (Degrees) -3.576 -3.576 Offset from Structure Line 8.000" 0.125" Main Flange Dimensions 1 i Outer Flange width 5.000" Thickness 0.188" Inner Flange width 5.000" Thickness 0.188" Adjacent Depth Change Information Distance to Depth Change 141- 5.601" 231-:3.259" Flg. to Flg. Dimension 8.000" 11.876" Adj. P1. Angle (Degrees) 0.000 0.000 S P L I C E D E •S I G N - B O L T S / S P L I C E P L A T E DATE: 11/05/95 CADDS TIME: 11:03 AM ----------------------------------------------------------------------------------------------------------------------------------- PAGE: 33 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRST 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 SPLICE # 02 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 ROW Outer Hmhd - 11 Fig S P L I C E P L A T E BOTH SIDES PLATE TYPE STANDARD PART NUMBER 0042869 ORIENTATION REVERSED PLATE WIDTH 6.000" PLATE LENGTH 21.000" PLATE THICKNESS 0.375" PLATE YIELD STRESS 50.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.403 CONTROLLING COND. 2 CONTROLLING LOCATION Side 2 Inner Row 1 B O L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" ;BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.625" INNER 2 2 5.500" 3.000" ) OUTER 2 2 6.625" 5.000" INNER 1 2 2.500" W E B S H E A R NO STIFFENERS ARE REQUIRED FOR WEB SHEAR S P L I C E D E S I G N - B O L T L O A D S / A L L O W A B L E S DATE: 11/05/95 CADDS TIME: -------------------7---------------------------------------------------------------------------------------------------------------- 11:03 AM PAGE: 34 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 .BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP- - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRST 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 SPLICE ---------------------------------------------------------------------------------------------------------7------------------------- # 02 TYPE Ext Col - Roof Beam Knee SUBTYPE 2 Row Outer Hmhd - 11 Flg B O L T L 0 A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 - INNER 1 fv Act. Fv All, ft Act. Ft All. ------------------------------ (Kips per Bolt) -------- ---------------------- (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE -50% 4.038 2.166 0.000 0.000 0.000 21.000 13.162 44.000 +50% 0.000 0.298 2.497 3.240 0.000 21.000 10.561 44.000 1 2.345 1.035 0.000 0.000 0.199 21.000 7.644 43.998 2 0.000 0.683 3.964 5.073 0.514 27.992 16.536 58.642 3 1.651 0.942 0.000 0.000 0.202 27.992 5.383 58.650 4 Total Section is in Compression 0.027 27.992 0.000 58.651 5 0.901 0.436 0.000 0.000 0.088 27.992 2.936 58.651 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 0.000 0.037 0.453 0.594 0.100 23.204 1.936 56.099 11 1.573 0.784 0.000 0.000 0.161 23.204 5.127 56.098 12 0.000 0.330 1.702 2.165 '. 0.184 27.992 7.058 58.650 B 0 L T L 0 A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) 'ROOF BEAM SIDE -50% 3.646 1.969 0.000 0.000 0.000 21.000 11.885 44.000 +50% 0.000 0.202 2.466 3.234 0.000 21.000 10.543 44.000 1 2.012 0.865 0.000 0.000 0.199 21.000 6.558 43.998 2 0.000 0.572 3.933 5.070 0.514 27.992 16.525 58.642 3 1.523 0.880 0.000 0.000 0.202 27.992 4.964 58.650 4 Total Section is in Compression 0.027 27.992 0.000 58.651 5 0.789 0.379 0.000 0.000 0.088 27.992 2.574 58.651 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 0.000 0.015 0.446 0.592 0.100 23.204 1.931 56.099 11 1.389 0.690 0.000 0.000 0.161 23.204 4.529 56.098 12 0.000 0.289 1.691 2.164 0.184 27.992 7.056 58.650 S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 11/05/95 CADDS TIME: 11:03 AM PAGE: 35 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME•# 2 DESCRIPTION LRST 25'-0" 15'-0" 20 PSF 80 MPH USC 91 .750 TO 12' SPLICE # 02 TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - II Fig ----------------------------------------------------------------------------------------------------------------------------------- SPLICE PLATE 0042869 REVERSED COLUMN SIDE -->I< - ROOF BEAM SIDE BOLTS: 0.625" DIA A325 NO WASHERS 6.000" X 21.000" x 0.375" I OUTER HAMMERHEAD FLANGE 0030924 0.375 X 7.000 x 6.000 OUTER HAMMERHEAD GUSSET 0.250 x 7.500 X 6.469 x 6.000 '.'OUTSIDE FLANGE - 0.188 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.188 X 5.000 21.1 100" END FLANGE 0042937 0.375 X 6.000 X 11.688 MAIN WEB 0.100 MAIN STIFFENER 0.200 X 2.250 X 1.1.375 NS/FS +- 2.750"-+ -+---------+--- ----------------------------- 1.625". I I HFHFHFHFHFHEFEFEFEFEFEF 1 I I I W I -+--- I 1 o W o 1 7.890" I W 1 5.000" I I W I I I I W I -+--- I I o W o W I FFFFFFFFFFFF I I I W, I I I I W I I I I W I I I I 4r I I I W I I I I W I I I I W I I I I W I I I I W I I I I W I I I I W I 8.875" I I W I I I W I I I I W I 1 12.023" I W I I I I W I I I I W I I I I W I I I I W r I I I I W I I I I W I I I I W 1_ I I I I W I I I I W I I I I W I -+--- I I o W o I I I I W I 3.000" I I W 1 I I I W I -+--- I 1 0 W o I 2.500" I I W I 1 _1 _ 1 FFFFFFFFFFFFMSMSMSMSMSM -+-------------- ----------=------------------ 21.1 100" END FLANGE 0042937 0.375 X 6.000 X 11.688 MAIN WEB 0.100 MAIN STIFFENER 0.200 X 2.250 X 1.1.375 NS/FS S P L I C E D E S I G N - F L A N G ,E A N D W E B P L A T E I N F O R M A T I O N 4.23 DATE: 11/05/95 0.093 +50% 0.108 X 5.000 CADDS TIME: 11:03 AM ----------------------------------------------------------------------------------------------------------------------------------- 30.00 0.08 59.98 '0. 079 -5096 0.106 PAGE: 36 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER #.95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD -50% BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia 0.000 1.52 30.00 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) X DESIGN SYSTEM FRAME # 2 DESCRIPTION LRST 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 45.00 SPLICE # 02 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Ext Col - Roof Beam Knee SUBTYPE.: 2 Row Outer Hmhd - 11 Fig 0.45 2.78 0.163 -50% F L A N G E P L A T E S 1.11 7.52 ------------------ MAXIMUM STRESSES ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD CSR T X W X L EDGE ACT. ALLOW ACT. ALLOW COND ACT. ALLOW -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE OUTER 1 Hammerhead Flange 0030924 OUTER 3 Main Flange INNER 1 Main Flange ROOF BEAM SIDE .OUTER 1 End Flange 0042937 INNER 1 Main Stiffener DESCRIPTION PART NO. COLUMN SIDE Outer Hammerhead Gusset Main web ROOF BEAM SIDE Main Web COLUMN SIDE DESCRIPTION OUTER 1 Hammerhead Flange Flange to Splice Plate OUTER 3 Main Flange Flange to Splice Plate INNER 1 Main Flange Flange to Splice Plate 0.375 X 7.000 X 6.000 0.000 1.66 30.00 4.23 45.00 0.093 +50% 0.108 X 5.000 7.690 2.36 30.00 0.08 59.98 '0. 079 -5096 0.106 x 5.000 ------------------- 1.086 5.79 39.99 9.05 45.00 0.201 -50% 0.375 X 6.000 X 11.688 0.000 1.52 30.00 4.71 45.00 0.104 +50%. 0.200 X 2.250 X_11.375_ _ - 0.000 - 1.81 39.99 9.20 45.00 0.203 -50% -50% W E B P L A T E S 0.45 2.78 0.163 -50% YES 3/16" 1/4" 1.11 7.52 ------------------ MAXIMUM STRESSES ------------------- SIZE -- nacho _ T0118T014 - UUMYHESSTON CSR LOAD '1' X F/ X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) 0.250 X 7.500 X 6.469 X 6.000 8.92 20.00 5.17 30.00 4.07 45.00 0.446 +50% F 0.120 0.86 26.66 17.48 39.99 8.92 45.00 0.437 2 0.100 14.73 15.67 24.00 39.99 9.29 45.00 0.940 2 W E L D I N F O R M A T I O N F L A N G E P L A T E S' FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (-k/in) (k/in) (k/in) COND YES, 3/16" U 5/16" +1/16"' 0.65 11.25 0.058 -50% 3/16" 0.45 2.78 0.163 -50% YES 3/16" 1/4" 1.11 7.52 0.148 2 Outer Hammerhead Gusset Gusset to Splice Plate Gusset to Hammerhead Flange Gusset to Outer Flange 'Main Web Web to Splice Plate ROOF BEAM SIDE DESCRIPTION •OUTER 1 End Flange End Fig to Splice P1 End Fig to Outer Fig INNER 1 Main Stiffener Stiffener to Splice P1 Stiffener to Web Plate ROOF BEAM SIDE DESCRIPTION Main Web Web to Splice Plate Web to End Flange FULL STRENGTH YES 3/16" S P L I C E D E S I G N - W E L D I N F O R M A T I O N -50% DATE: 11/05/95 1/8" 1.85 2.78 0.665 +50% TIME: 11:03 AM -50% W E L D 2.23 2.78 0.801 CADDS ----------------------------------------------------------------------------------------------------------------------------------- 2.10 0.10 4.95 0.424 PAGE: 37 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX O R M A T I O N BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia TENSION (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) NpVTMTTM DESIGN SYSTEM FRAME # 2 DESCRIPTION LRST 25'-0" 15'-0" 20 PSF 80 MPH USC 91 .750 TO 12 SHEAR SPLICE # 02 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - 11 Fig (k/in) (k/in) W E L D I N F O R M A T I O N 0.34 1.86 0.183 COLUMN SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES ,-------- - LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) (k/in) COND Outer Hammerhead Gusset Gusset to Splice Plate Gusset to Hammerhead Flange Gusset to Outer Flange 'Main Web Web to Splice Plate ROOF BEAM SIDE DESCRIPTION •OUTER 1 End Flange End Fig to Splice P1 End Fig to Outer Fig INNER 1 Main Stiffener Stiffener to Splice P1 Stiffener to Web Plate ROOF BEAM SIDE DESCRIPTION Main Web Web to Splice Plate Web to End Flange FULL STRENGTH YES 3/16" 3/16" 1.29 0.36 5.57 0.232 -50% 3/16" 1/8" 1.85 2.78 0.665 +50% 3/16" -50% W E L D 2.23 2.78 0.801 +50% 2.10 0.10 4.95 0.424 2 W E L D I N F O R M A T I O N ------------------------- WELD SIZE -------- ----------------- F L A N G E P L A T E S - LENGTH - ---- FILLET --- --------- PENE,TRATION--------- TENSION SHEAR -----------------== CSR W6hD STET ----- ---- NpVTMTTM RTRERRES -------- (k/in) ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k/in) (k/in) (k/in) COND 3/16" U.5/16" +1/16" 3/16" 0.57 11.25 0.051 -50% 0.00 2.78 0.000 1 3/16" 0.36 3.71 0.098 2 1/8" 0.36 1.86 0.196 -50% W E L D I N F O R M A T I O N W E B P L A T E S ------------------------- WELD SIZE -------- ----------------- -------- MAXIMUM STRESSES -----=-- - LENGTH - ---- FILLET --- --------- PENE,TRATION--------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) (k/in) COND 2.40 1.50 4.95 0.572 2 1/8" 0.34 1.86 0.183 +50% I S P L I C E D E S I G N - A P P L I E D L 0 A D S S U M M A R Y DATE: 11/05/95 CADDS TIME: 11:03 AM ----------------------------------------------------------------------------------------------------------------------------------- PAGE: 38 ' ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) .DESIGN SYSTEM FRAME # 2 DESCRIPTION LRST 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 SPLICE # 03 ----------------------------------------------------------------------------------------------------------------------------------- TYPE Pinned Base Plate SUBTYPE No Ext SW Pin - S Nuts LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y STRESS MEMBER NO ---- -------------------- CATEGORY -------- (kips) ------- (kips) (kips) ------- FACTOR STRENGTH 1 DL + LL Std Des 4.97 -0.80 0.00 1.00 N 2 DL + WLL Std Des -0.55 -1.72 0.00 1.33 N ' 3 DL + WLR Std Des -3.33 2.45 0.00 1.33 N 4 DL + EQL Std Des 1.07 -0.33 0.00 1.33 N 5 DL + EQR Std Des 0.66 0.07 0.00 1.33 N 6 PDL+0.70PL+2.25EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+2.25EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + 2.25EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.65PDL + 2.25EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. '10 DL +2.25EQL Conns Category 2 Load Combination - Does not apply to this Splice .Type. - ;ll DL +2.25EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 'l 2 DL + EWP Std Des -2.13 -0.73 0.00 1.33 N P A R T D I M E N S I O N S Column Dimensions at Connection Fig. to Fig. Dimension 8.000" Offset from Structure Line 8.000" -'Adjacent Depth Change Information Distance to Depth Change 13'- 1.351" Flg. to Fig. Dimension 12.000" Adj. Pl. Angle (Degrees) 0.000 I DATE: 11/05/95 CADDS TIME: 11:03 AM PAGE: 39 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE). (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRST 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 SPLICE # 03 TYPE : Pinned Base Plate SUBTYPE : No Ext SW Pin - S Nuts ----------------------------------------------------------------------------------------------------------------------------------- S P L I C E P L A T E PLATE TYPE STANDARD PART NUMBER 0042357 ORIENTATION NORMAL PLATE WIDTH 9.000" PLATE LENGTH 8.437" PLATE THICKNESS 0.500" PLATE YIELD STRESS 50.00 KSI PLATE OFFSET 0.375" DESIGN STRESS RATIO 0.130 CONTROLLING COND. 1 CONTROLLING LOCATION Cat. 2 Compression B 0 L T I N F• O R M A T I 0 N BOLT DIAMETER 0.750" BOLT GAGES - INNER: 4.000" BOLT TYPE A307 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW y. OUTER 1 2 2.375" C O N C R E T E S T R E S S E S MIN. DESIGN FOOTING SIZE 114.807 ( In**2 ) CONCRETE STRENGTH 3.000 KSI CONTROLLING LOAD COND. NUMBER 1 ACTUAL ULTIMATE CONCRETE STRESS 0.105 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.881 KSI CONCRETE STRESS RATIO 0.056 S P L I C E D E S I G N - B 0 L T L 0 A D S / A L L 0 W A B L E S DATE: 11/05/95 CADDS TIME: ----------------------------------------------------------------------------------------------------------------------------------- 11:03 AM PAGE: 40 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRST 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 03 TYPE Pinned Base Plate SUBTYPE No Ext SW Pin - S Nuts B 0 L T L 0 A D S / A L L 0 W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------ ------------------ Ki (Kips s Per Bolt) --------------------------- --- (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE 1 Total Section is in Compression 0.000 10.000 0.000 20.000 2 0.275 1.947 13.329 0.624 26.659 3 1.667 2.771 13.329 3.775 26.659 4 Total Section is in Compression. 0.000 13.329 0.000 26.659 5 Total Section is in Compression 0.000 13.329 0.000 26.659 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4.Load Combination - Does not apply to Splice Design. .10 Category 2 Load Combination - Does riot apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 i.U65 0.820 13.329 2.412 26.659 0.375" OUTSIDE FLANGE ' 0.188 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.188 X 5.000 S P L I C E D E S I G N - L A Y O U T S K E T C H I W I —+--- I DATE: 11/05/95 I I I W. I I I I W I I I I W I I I TIME: 11:03 AM I W j W I I _I I I W I CADDS ----------------------------------------------------------------------------------------------------------------------------------- I I I W I I I I W I I I I PAGE: 41 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX I I BLDR ORDER # 95-75 W I BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia I W I (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) W DESIGN SYSTEM FRAME # 2 DESCRIPTION LRST 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 SPLICE # 03 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Pinned Base Plate I I I . SUBTYPE : No Ext SW Pin - S -Nuts I I I SPLICE PLATE 0042357 I I I W I COLUMN W ` I BOLTS: 0.750" DIA A307 NO WASHERS 9.000"-X 8.437" X 0.500" 0.375" OUTSIDE FLANGE ' 0.188 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.188 X 5.000 u +- 4.000"-+ ----+---------+--- ----------------------------- 2.375" I I FFFFFFFFFFFFFFFFFFFFFFF I I I W I —+--- I I o W o I I I W. I I I I W I I I I W I I I I W j W I I _I I I W I I I I W I I I I W I I I I W I I I I W I I I I W I I I I W I 8.375" I I I W I 6.062" W I I I W I I I I W I I I I W I I - I W I I I I W I I I W I I I W I I I W I I I W I I I I W I I I I W I I I I W I I I I W I I I I W ` I I I I W I FFFFFFFFFFFFFFFFFFFFFFF -+------------------------------------------ u S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N F O R DATE: 11'/05/95 W E B P L A T E S CADDS TIME: 11:03 AM ----------------------------------------------------------------------------------------------------------------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- PAGE: 42 ORDER # 073409' BUILDER - NORTH VALLEY READY -MIX,, Near S. Far BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD (k/in) (k/in) COND BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRST 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 SPLICE # 03 -----------------------------------------------------------------------------------=----------------------------------------------- TYPE : Pinned Base Plate SUBTYPE : No Ext SW Pin - S Nuts F L A N G E; P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE OUTER 1 Main Flange INNER 1 Main Flange DESCRIPTION `."COLUMN SIDE Ho in Wcb COLUMN SIDE . DESCRIPTION .OUTER 1 Main Flange Flange to Splice Plate INNER 1 Main Flange Flange to Splice Plate COLUMN SIDE DESCRIPTION Main Web Web to Splice Plate 0.188 X 5.000 0.375 1.87 39.99 1.78 45.00 0.047 3 0.168' X 5.000 0.062 0.06 39.99 1.78 45.00 0.039 1 W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------- (Ksi) (Ksi). (Ksi) (Ksi) (Ksi) (Ksi) 0+120 2.59 26.66 2.67 99.99 1.70 47.00 0.097 3 W E L D I N F O R M A T I O N F L A N G E P L A T E S FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k/in) (k/in) (k/in) COND 3/16" 0.35 3.71 0.097 3 3/16" 0.00 2.78 0.000 1 W E L D I N F O R M A T I O N W E B P L A T E S ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) (k/in) COND 1/8" 1/8" 0.32 0.31 4.95 0.090 3 S P L I C E D E S I G N - A P P L I E D L 0 A D S S U M M A R Y DATE: 11/05/95 CADDS TIME: 11:03 AM PAGE: 43 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 073409 BUILDER - NORTH VALLEY READY-MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRST 25'-0" 15'-0" 20 PSF 80 MPH USC 91 .750 TO 12 SPLICE # 04 TYPE Ext Col - Roof Beam Knee SUBTYPE 2 Row Outer Hmhd - Horiz -----------------------------=----------------------------------------------------------------------------------------------------- LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO CATEGORY (kips) (kips) (in-k) FACTOR STRENGTH -------------------------------- ---------------------- -------------- -50% MOMENT CAPACITY Std Des 0.00 0.00 -194.22 1.00 N +50% MOMENT CAPACITY Std Des 0.00 0.00 194.22 1.00 N 1 DL + LL Std -Des 4.86 -0.80 -115.63 1.00 N 2 DL + WLL Std Des -0.69 -0.58 -160.27 1.33 N 3 DL + WLR Std Des -3.40 0.62 199.68 1.33 N 4 DL + EQL Std Des 0.97 -0.29 -45.89 1.33 N 5 DL + EQR Std Des 0.56 0.04 9.56 1.33 N 6 PDL+0.70PL+2.25EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+2.25EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 'U.85PDL + 2.25EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + 2.25EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 .DL +2.25EQL Conns 1.22 -0.50 -80.54 1.70 Y 11 DL +2.25EQR Conns 0.30 0.25 44.21 1.70 Y 12 DL + EWP Std Des -2.26 0.87 37.61 1.33 N P A R T D I M E N S I O N S Column Roof Beam Dimensions at Connection Outside Hammerhead Dimension 7.875" Fl,g. to Flg. Dimension 12.000" 11.876" Part Slope 0.750 TO 12 Conn. Plate Angle (Degrees) 0.000 0.000 Offset from Structure Line 8.000" 0.125" Main Flange Dimensions Outer Flange Width 5.000" Thickness 0.188" Inner Flange Width 5.:000" Thickness 0.1188" Adjacent Depth Change Information Distance to Depth Change 13'- 1.351" 231-;4.741" Flg. to Flg. Dimension 8.000" 11.'876" Adj. P1. Angle (Degrees) 0.000 0.000 I S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E DATE: 11/05/95 CADDS TIME: 11:03 AM ----------------------------------------------------------------------------------------------------------------------------------- PAGE: 44 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRST 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 SPLICE # 04 ----------------------------------------------------------------------------------------------------------------------------------- TYPE Ext Col - Roof Beam Knee SUBTYPE z 2 Row Outer Hmhd - Horiz S P L I C E P L A T E BOTH SIDES PLATE TYPE STANDARD PART NUMBER 0042869 ORIENTATION REVERSED PLATE WIDTH 6.000" PLATE LENGTH 21.000" PLATE THICKNESS 0.375" PLATE YIELD STRESS 50.00 KSI PLATE OFFSET : 0.000" 'DESIGN STRESS RATIO 0.341 ',".CONTROLLING GOND. +50% -::`CONTROLLINC LOCATIO14 Side 2 Inner How 1 " B 0 L T I N F O R M A T I O N ,BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2,750" "ROT,T TVRR ;1325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ,ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW "O.UT:ER 1 2 1.625" INNER 2 2 5.500" 3.000" F OUTER 2 2 6.625" 5.000" INNER 1 2 2.500" W E B S H E A R NO STIFFENERS ARE REQUIRED FOR WEB SHEAR SHEAR 'TENSION S P L I C E D E S I G N - B O L T L 0 A D S / A L L O W A B L E, S A B L E S DATE: 11/05/95 21.000 13.199 44.000 0.000 21.000 10.561 CADDS TIME: 11:03 AM OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 PAGE: 45 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX, per Bolt) BLDR ORDER # 95-75 58.651 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia -50% (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 0.000 DESIGN SYSTEM FRAME # 2 DESCRIPTION LRST 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 2.497 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 04 TYPE Ext Col - Roof Beam Knee SUBTYPE 2 Row Outer Hmhd - Horiz 0.000 SHEAR 'TENSION fv Act. B 0 L T L 0 A D S / A L L O W A B L E S LOAD OUTER EDGE 21.000 13.199 44.000 0.000 21.000 10.561 INNER EDGE NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 0.252 ------------------------------ 13.115 (Kips per Bolt) ------------------------------ 2.905 58.651 0.016 COLUMN SIDE 58.651 -50% 4.049 2.168 0.000 0.000 +50% 0.000 0.298 2.497 3.240 1 2.092 0.901 0.000 0.000 2 3.390 1.847 0.000 0.000 3 0.000 0.554 3.147 4.023 4 0.691 0.433 0.000 0-.000 5 0.000 0.000 0.034 0.053 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply -to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 1.596 0.796 0.000 0.000 11 0.000 0.046 0.518 0.677 12 0.000 0.222 0.864 1.081 B 0 L T L 0 A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 ------------------------------ (Kips per Bolt) ------------------------------ ROOF BEAM SIDE -50% 3.646 1.969 0.000 0.000 +50% 0.000 0.202 2.468 3.234 1 1.781 0.745 0.000 0.000 2 3.070 1.691 0.000 0.000 3 0.000 0.469 3.125 4.023 4 0.780 0.377 0.000 0.000 5 0.000 0.000 0.025 0.045 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 1.408 0.704 0.000 0.000 11 0.000 0.023 0.510 0.675 12 0.000 0.211 0.862 1.082 SHEAR 'TENSION fv Act. Fv All. ft Act. Ft All. (Ksi) (Ksi) (Ksi) (Ksi) 0.000 21.000 13.199 44.000 0.000 21.000 10.561 44.000 0.325 21..000 6.819 43.994 0.235 27.992 11.049 58.649 0.252 27.992 13.115 58.649 0.119 27.992 2.905 58.651 0.016 27.992 0.173 58.651 0.203 23.204 0.101 23.204 0.355 27.992 SHEAR fv Act. , Fv All. (Ksi) (Ksi) 5.202 56.098 2.207 56.099 3.525 58.647 TENSION ft Act. Ft All. (Ksi) (Ksi) 0.000 21.000 11.885 44.000 0.000 21.000 10.543 44.000- 0.325 21.000 5.805 43.994 0.235 27.992 10.007 58.649 0.252 27.992 13.112 58.649 0.119 27.992 2.543 58.651' 0.016 27.992 0.149 58.651 0.203 23.204 4.589 56.098 0.101 23.204 2.201 56.099 0.355 27.992 3.527 50.647 S P L I C E D E S I G N: - L A Y O U T S K E T C H DATE: 11/05/95 CADDS TIME: 11:03 AM PAGE: 46 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRST 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 SPLICE # 04 TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - Horiz ----------------------------------------------------------------------------------------------------------------------------------- SPLICE PLATE 0042869 REVERSED COLUMN SIDE -->I<-- ROOF BEAM SIDE BOLTS: 0.625" DIA A325 NO WASHERS 6.000" X 21.000" X 0.375" I +- 2.750"-+ ----------------------------- I HFHFHFHFHFHEFEFEFEFEFEF I W I I o W o I W I I W I I W I I o W o I W FFFFFFFFFFFF I W I I W I I W I I W I I W I I W I I W I I W I I W I I W I W I W I W I I W I I W I I W I I W I W I W I I W I W I I W I W I W I I W I I o W o W I I W I I W I I o W o I W I FFFFFFFFFFFFMSMSMSMSMSM I ----------------------------- END FLANGE i 0.375 X 6.000 X 10.375 - 21.000"- - I MAIN WEB I 0.100 I MAIN STIFFENER 0.200 X 2.250 X 11.375 NS/FS 0 -+---------+--- OUTER HAMMERHEAD FLANGE 0030924 1.625" 0.375 X 7.000 X 6.000 I I I 7.875" OUTER HAMMERHEAD GUSSET 0030925 5.000" I 0.250 x 7.500 X 6.000 X 10.000 I I - :.:OUTSIDE FLANGE 0.188 X 5.000 I I I I I - I I I I I I' I I I I' I I I I I 8.875" I I I I I I Lz.000" MAIN WEB I I 0.120 • I I I I I I I I ' - I I I I I I I I 3.000" I I I 2.500" I INSIDE FLANGE I 0.188 X 5.000 _I -+------------- +- 2.750"-+ ----------------------------- I HFHFHFHFHFHEFEFEFEFEFEF I W I I o W o I W I I W I I W I I o W o I W FFFFFFFFFFFF I W I I W I I W I I W I I W I I W I I W I I W I I W I I W I W I W I W I I W I I W I I W I I W I W I W I I W I W I I W I W I W I I W I I o W o W I I W I I W I I o W o I W I FFFFFFFFFFFFMSMSMSMSMSM I ----------------------------- END FLANGE i 0.375 X 6.000 X 10.375 - 21.000"- - I MAIN WEB I 0.100 I MAIN STIFFENER 0.200 X 2.250 X 11.375 NS/FS 0 S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N DATE: 11/05/95 CADDS TIME: 11:03 AM ----------------------------------------------------------------------------------------------------------------------------------- PAGE: 47 ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX I., 'BLDR'ORDER # 95-75 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRST 25'-0" 15'-01' 20 PSF 80 MPH UBC 91 .750 TO 12 SPLICE # 04 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - Horiz F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Hsi) (Ksi) COLUMN SIDE OUTER 1 Hammerhead Flange 0030924 0.375 X 7.000 X 6.000 0.000 1.66 30.00 4.22 45.00 0.093 +50% OUTER 3 Main Flange 0.108 X 5.000 7.875 2.40 30.00 0.04 59.98 0.080 -50% INNER 1 Main Flange 0.108 X 5.000 1.125 3.05 30.00 9.06 45.00 0.201 -50% ROOF BEAM SIDE .OUTER 1 End Flange 0.375 X 6.000 X 10.375 0.000 1.51 3U.U0 4.70 45.00 0.104 +50% :INNER 1 Main Stiffener 0.200 X 2.250 X 11.375 0.000 1.15 30.00 9.18 45.00 0.203 -50% W E B P L A T E S --------------- MAAlmUL9 STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) .COLUMN SIDE ,'.Outer Hammerhead Gusset 0030925 0.250 X 7.500 X 6.000 X 10.000 7'.39 20.00 5.18 30.00 4.07 45.00 0.369 +50% 7Main Web 0.120 0.56 20.00 10.98 30'.00 8.95 45.00 0.365 +50% `ROOF BEAM SIDE Main Web 0.100 10.44 12.08 15.30 30.00 9.29 45.00 0.864 +50% W E L D I N F O R M A T I O N COLUMN SIDE F L A N G E P L A T E S: DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k/in) (k/in) (k/in) COND OUTER 1 Hammerhead Flange Flange to Splice Plate YES 3/16" U 5/16" +1/16" 0.65 11.25 0.058 -50% OUTER 3 Main Flange Flange to Splice Plate' 3/16" 0.46 2.78 0.166 -50% INNER 1 Main Flange Flange to Splice Plate YES 3/16" 1/4" 0.74 5.64 0.131 +50% S P L I C E D E S I G N - W E L D I N F O R M A T I O N DATE: 11/05/95 CADDS TIME: 11:03 AM PAGE: 48 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 073409 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 95-75' BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - BIG VALLEY ENGR GRP - Visalia (TYPE) .(WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRST 25'-0" 15'-0" 20 PSF 80 MPH UBC 91 .750 TO 12 SPLICE # 04 TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - Horiz ----------------------------------------------------------------------------------------------------------------------------------- W E L D I N F O R M A T I O N COLUMN SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S.' Near Side Far Side (k/in) (k/in) (k/in) COND Outer Hammerhead Gusset Gusset to Splice Plate Gusset to Hammerhead Flange Gusset to Outer Flange Main web Web to Splice Plate ROOF BEAM SIDE DESCRIPTION -.*OUTER 1 End Flange End Flg to Splice Pl End Flg to Outer Flg INNER 1 Main Stiffener Stiffener to Splice P1 Stiffener to Web Plate ROOF BEAM SIDE DESCRIPTION 3/16" 3/16" 1.30 0.23 5.57 0.233 -50% 3/16" 1.85 2.78 0.664 +50% 1/8" 1.34 1.86 0.720 +50% 1/8" 1/8" 1.32 ------------------------- 3.71 0.355 +50% W E L D I N F O R M A T I O N - LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR F L A N G E P L A T E S S. Near Side Far Side (k/in).(k/in) (k/in) COND FULL ------------------- WELD SIZE --•----------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k/in) (k/in) (k/in) COND YES 3/16" U 5/16" +1/16" 3/16" 0.57 11.25 0.051 -50% 0.00 2.78 0.000 1 3/16" 0.23 2.78 0.083 +50% 1/8" 0.36 1.86 0.196 -50% W E L D I N F O R M A T I O N W E B P L A T E S ------------------------- WELD SIZE --------r---------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in).(k/in) (k/in) COND Main Web Web to Splice Plate 1/8" 1/8" 1.53 1.07 3.71 0.503 +50% Web to End Flange 1/8" 0.38 1.86 0.205 +50% - blq UALLEI] AG =SERUICES, inn. L - December 20, 1995 Butte County Building Department #7 County Center Drive Oroville, Ca 95965 -- Attu: George Kellogg Re: Proposed Building Addition Dear Mr. Kellogg, I would like to provide the following information in regards to the proposed building addition than is to be constructed at our Gridley Facility by North Valley--Building-Systems of Chico. The intended use of the proposed building, is to store fertilizer spreaders and equipment that does not contain any'combustible fuel or liquids. - The existing building is used to store spreading equipment, cleaned empty drums, and non -hazardous materials that are not subject to table 9B of the 1991 Edition of the Uniform Building Code. At no time, is it our intent to store materials or equipment within the existing building or the addition, that would change the occupancy group to something other than what is listed on the plans engineered by Polaris Engineering. Your prompt response regarding this Plan Check is greatly appreciated. -_- Sincerely, f Dick Jones Equipment Manager ` DJ/nc P.O. BOX 926 GRIDLEY, CALFORNIA 95948 916 846-5612 BUTTE COUNTY ENVIRONMENTAL HEALTH DEPARTMENT HAZARDOUS -MATERIALS AND EMMISSIONS QUESTIONNAIRE (A Building Permit cannot be approved without this completed form.) BUILDING PERMIT NUMBERb- A P N 044(_//0— 9 Firm Name/'l6 Address Nature of Business ,L31Ar-,<f ✓S2; -,;4-,7_&z Contact Person Phone # 846 -5 1 Z_ 1. Does your business or that of your tennants handle, store, or transport hazardous materials? ® NO ❑ YES NOTE: Hazardous materials are defined as any material that, because of its quantity, concentration, or physical or chemical characteristics, poses a significant present or potential hazard to human health and safety or to the evironment if released into the the workplace or the environment. "Hazardous Materials" include, but are not limited to, hazardous chemicals, hazardous waste, paints, oils, lubricants, fuels, flammables, combustibles, corrosives, gases, and any material which a handler or the administering agency has a reasonable basis for believing to be injurious to the health and safety of persons or harmful to the environment if released. 2. Do you or will your future tenants handle store, or transport 55 gallons, 500 pounds, or 200 cubic feet (at standard temperature 4 pressure), or formulation. containing hazardous material? NO ❑ YES 891-2727 If you answered YES to 1 or 2, contact the Butte County Environmemtal Health Department (916-f Mil) for a review of the project. Is the business/facility/operation to be located within 1000 feet or the outer boundry of a school or school site? Ck NO ❑ YES IF YES, name of school. 4. Does the business/facility/operation have the potential to emit any air pollutants; e.g., dust, soot, odors, fumes, vapors, or other volatile compounds? 00 NO ❑ YES IF YES, contact the Butte County Air Pollution Control District (916-891-2882) for permit requirements. Owner or Authorized Company Representative (Signature) (Dade) BCEHD BCAPCD The applicant has met or is meeting the applicable requirements of Section 25505, 25533, and 25534 of the Health and Safety Code and the requirements for a permit from the Butte County Air Pollution Control District. The Above Regulations Do Not Apply To This Facility. BCEHD Signature BCAPCD Signature Date Date WHITE- Building Dept 0 YELLOW- Env. Health 0 PINK - APCD 0 GOLDENROD -Fire Dept. ...`91'�a BUTTE C NTY SCkO0L&IMPACT_FV CERTIFICATION FORM (One Form Per Building) School District ( r ; J ' _ A.P. Number Jurisdiction: Property Owner f Building Department No. City [Vv] County Property Location/Address 7 -Jr �t ! 1 k2 ly \,fy (,2 r Ito k/ Subdivison Lot No. Residential Development 0 Sq. Footage Vo. of Living MHI Addition (Group R) Units Commercial/Industrial 0 [Y Sq. Footage JC New Addition (Including Exterior Roofed Areas) Building Depa ent Representative ,� rT' ' 15 5e (Floor Plans reviewed by School District Personne,.. District Identification No. 111r, b ^� School District certifies that pplicant) W. — (Street Address) (Phone Number) (City) (State)(Zip Code) has complied with the requirements of Resolution No. // 9 3!`"5� by payment of $ representing as square feet. As 2926' 4--- $ l' e/ FULL MITIGATION $ c // S Sc of District Rep sentative Date Paid by Check # ;� Remarks: ,Bank..Number --S.Taq, i/2.11 Paid by Cash If, subsequent to the School' District Representative signing this Butte County Schools Impact Fee Certification Form, the Schad District is notified by the applicable Local Planning Agency that this project is being reviewed under the California Environmental Quality Act (CEQA), this project may be subject to additional school fees to fully mitigate its impact on the school district's schools. White (applicant), Yellow (building department), Pink (school district) feeform.wkt (11/94)dmm NON-RESIDENTIAL BUILDINGS ENERGY CONSERVATION STANDARDS Statement of Intent for Non -Heated and/or Non -Air Conditioned Buildings- I, Bic-V_;owner of the building to be constructed as a (please print6. 60 underat gJr� /7✓�c9 `7�'/ / (bldg.permit no.) (location) hereby certify that I do not intend"'to heat or cool this building in such a manner as to be subject to other than the mandatory sections of the State Energy Requirements. I understand that if I do heat or cool this building in the future, that I will be subject to the energy requirements in effect at that time. I understand that if I change the use or occupancy of this building in the future, that I will be subject to the energy requirements in effect at that time for that specific occupancy. I also understand that if I become subject to the .energy requirements in the future, it may be necessary to redesign and/or alter (1) the building envelope, (2) the insulation requirements of the heating, ventilating, and air conditioning systems, (3) the -heating, ventilating, and air conditioning equipment, (4) the service water heating, and (5) the lighting of the building to comply with the regulations. I understand that any of the above changes will require me to obtain the ` necessary permits, -inspections, and approvals from the Butte County Building Department. Signature of Bu Mailing Address Telephone No. (9140 8V& -561z r S: 1 TO: Building Department FROM:: Environmental Health 'l SUBJECT: Sanitation Clearance Owner 'on Plan Approved for: Sewage Disposal Water Supply: Public Clearance for --bedroom -mobile-heme. Other E.H. USE ONLY Plot Plea AttwW Floor Pled A1techad Scat to s.n. l/ 11 i j AP# . - Private Well e . 1 Hold final for: ' Final clearance O.K. for: NOTE: ' Environmental Health Specialist Q/011 i - Worth Valley Building Systems No. 11 Three Sevens Lane-Chico, CA 95973 Telephone (916) 345-7296-=AX (916) 345-5046 Toll Free 800-559-6876 B TLER License No. 309974 BUILDER COMPLETE CONCRETE AND BUILDING SERVICE ANDREW J. WOOD a y f r� ,_-_., �. _v-� _ _ �_ __ _ _ �, _ _ _ _ COUNTY OF BUTTE — DEPARTMENT OF PUBLIC WORKS 7 County Center Drive — Oroville, California 95965 d '� Telephone: 53445541 APPLICATION AND PERMIT authorize representatives of the County of Butte to enter upon the above-mentioned property for inspection purposes. X Signature of Permitee or Agent Date This permit is hereby issued under the applicable provisions of the Butte County Code and/or resolutions to do work indicated above for which fees have been paid. DIRECTOR OF PUBLIC WORKS By Receipt No. White-D.P.W. — Yellow -Assessor — Pink -Inspector — Goldenrod -Applicant Building permit expires Date Date BUILDING Owner SO. FT. OCC. BUILDING VALUATION Mailing Address Telephone No. Contractor Mailing Address Fireplace Total Valuation Telephone No. Permit Fee Building Address Plan Checking Fee&/or Penalty Permit Fee PLUMBING No.1 @ FEE PERMIT FILING FEE $3.00 Each Trap 1.50 Repair drainage or vent piping 1.50 A. P. No. ' Zonin & Planning Water piping 1.50 Each gas water heater or vent 1.50 Fees W.C. Sanitation Fire Dept. Fire Zone Use Permit Gas piping system 1 - 5 outlets 1.50 EQA Parking Plans Parcel Declaration Parcel Map 60' R/W Improvements Each additional outlet .30 Building sewer 5.00 Bldg. Plans Recd Parcel A roval Plans Approval Lawn sprinkler system 2.00 NEW ❑ ADDITION ❑ UTILITIES ❑ OTHER ❑ Permit Fee $ is ELECTRICAL No. @ FEE PERMIT FILING FEE $3.00 Main service V OR LE 1000 AMP ORSLESS 5.00 Single Family ❑ Duplex E] Mobil Home ❑ Others ❑ Main service EA. ADD'L 100 AMP 2.50 Main service OVER 600 25.00 100 AMP OR LESS Main service/ EA. ADD'L 100 AMP 1.00 NEW CONST.OR ADDNS. ( ACCOWELBLOLI NGGS.CCUP. B\ •Z0Sq ft I CONTRACTORS LICENSE LAW I am licensed under the provisions of Chapter 9, Div. 3, of the State of California Business & Professions Code under the name style of: NEW CONSTR BRANCH CIRCU NON-RESID ( BRANCH CIRCUITS 2.50ea NEW CONSTR. POWER APPARATUS d NON-RESID. (SINGLE OUTLET CIR. Ex. OCCUD(OUTLETS OR FIXTIIRES a ,2 FIXED APLNS OR Ex. Occup. ( OUTLETS P(RESID.I EA) 2.00 Temporary service 10.00 Mobile Home Facilities 15.00 License No. Classification Misc. Wiring 6.25 ❑ I am exempt from the Contractors License Laws of the State of California. Permit Fee $ - $ MECHANICAL No @ FEE WORKMEN'S COMPENSATION INSURANCE 1 am aware of the provisions of Section3700 of the California Labor Code which requires every employer to be insured against liability for Workmen's Compensation. ❑I have placed on file with the County of Butte a certificate of Workmen's Compensation Insurance. 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 the Workmen's Compensation Laws of California. PERMIT FILING FEE $3.00 Heating Cooling Ventilation Hood 2.00 Permit Fee $ $ I certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating to building construction, and hereby Land Development Fee $ TOTAL PERMIT FEE $ authorize representatives of the County of Butte to enter upon the above-mentioned property for inspection purposes. X Signature of Permitee or Agent Date This permit is hereby issued under the applicable provisions of the Butte County Code and/or resolutions to do work indicated above for which fees have been paid. DIRECTOR OF PUBLIC WORKS By Receipt No. White-D.P.W. — Yellow -Assessor — Pink -Inspector — Goldenrod -Applicant Building permit expires Date Date COUNTY OF BUTTE — DEPARTMENT OF PUBLIC WORKS 7 County Center Drive – , Oroville, California 95965 Tel edhohe: 534-4541 APPLICATION AND PERMIT au UIUIILe Ievieseiiia0veS of the County of Butte to enter upon the above-mentioned property for inspection purposes. Date Signature of Permitee om4ent Receipt No. / 1/ 42( J / White-D.P.W. — Yellow -Assessor — Pink -Inspector — Goldenrod -Applicant This permit is hereby issued under the applicable provisions of the Butte County. Code and/or resolutions to do work indica_ed above for which fees have been paid. D CTOR OF PUBLIC WORKS By idt��JDate of % Biujl&nypermit expires Date BUILDING Owner 44' _CR&Avcal SQ. FT. OCC. BUILDING VALUATION IF Mailing Address Telephone No. Contractor Mailing Address ALvIii m Ej�—CYPJ C Fireplace Total Valu ion Telephone No. L°J ! Permit Fee Building Address – Plan Checking Fee &/or Penalty Permit Fee /frE/ PLUMBING No.1 @ I FEE PERMIT FILING FEE J$3.00 Each Trap 1.50 Repair drainage or vent piping 1.50 A. P. NO. — — Zoning f; Planning Water piping 1.50 Each gas water heater or vent 1.50 F . .SR eft+taiie FireDept. FireZone Use Permit Gas piping system 1 - 5 outlets 1,50 EQA Parking Plans Parcel Declaration Parcel Map 60' R/W I Improvements Each additional outlet .30 Building sewer 5.00 ans ec'd Parcel AEErovol L. Plans Approval Lawn sprinkler system 2.00 NEW ❑ ADDITION ❑ UTILITIES ❑ OTHER Permit Fee $ $ _ ELECTRICAL No. @ FEE PERMIT FILING FEE $3.00 Single Family ❑ Duplex ❑ Mobil Home ❑ Others ❑ Main service 100 AMP LOR ESS 5.00 Main service EA. ADO'L 100 AMP 2.50 Main service OVER 600V 00 AMP OR LESS 25,00 Main service/ EA. ADD'L 100 AMP 1.00 OR ADDNS. ACCNEW CONST.LBLOGS.Ccup. R) 20sgft C CONTRACTORS LICENSE LAW I am licensed under the provisions of Chapter 9, Div. 3, of the State of California Business & Professions Code under the name st le of: y &C T NEW CONSTR. MULTI -OUTLET NON-RESID 1 BRANCH CIRCUITS) 12.50ea NEW CONSTR. (POWER APPARATUS &, NON.RESID. `SINGLE OUTLET CIR, Ex. OCCUp(OUTLETS OR FIXTIIRES 50@ BAL@1 FIXED APPLNS• OR EX. OFcup.�0 :TLETS (RESID..) EA) 2.00 Temporary service 10.00 Mobile Home Facilities 15.00 License No.Misc. A���1 Classification T/0 Wiring 6.25 ❑ I am exempt from the Contractors License Laws of the State of California. Permit Fee $ 400 10C WORKMEN'S COMPENSATION INSURANCE I am aware of the provisions of Section3700 of the California Labor Code which requires every employer to be insured against liability for Workmen's Compensation. rI have placed on file with the County of Butte a certificate of Workmen's Compensation Insurance. 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 the Workmen's Compensation Laws of Cal rforni a. MECHANICAL No. @ FEE PERMIT FILING FEE $3.00 Heating Cooling Ventilation Hood 2.00 Permit Fee $ . $ I certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating to building construction, and hereby Land Development Fee $ TOTAL PERMIT FEE $ jjC au UIUIILe Ievieseiiia0veS of the County of Butte to enter upon the above-mentioned property for inspection purposes. Date Signature of Permitee om4ent Receipt No. / 1/ 42( J / White-D.P.W. — Yellow -Assessor — Pink -Inspector — Goldenrod -Applicant This permit is hereby issued under the applicable provisions of the Butte County. Code and/or resolutions to do work indica_ed above for which fees have been paid. D CTOR OF PUBLIC WORKS By idt��JDate of % Biujl&nypermit expires Date 0 f COUNTY OF BUTTE DEPT. OF PUBLIC WORKS cri Fr ti t APR "1 1978 AM Pk1 71819110111112111213141516 � Pr PERMIT NO. 602-75B P E M ,'MH UTIL. ,,PERMIT NO. PERMIT EXPIRES 9— 117L -7 (0 OWNER Valley Wide Chemical Company CONTR. Bui-ld-All, Inc., Chico ",'LOCATION (A.P. 24-11-76 e/s Hwy 99,,400' S. of Neilson R4. i. Gridley Temp. Power Pole Called PG&E —z> Temp. Elec. Serv.— i Called PG&E Temp. Gas Serv. Iff!) Called PG&E li 10-1 JOB FINALE D (Date) 7 (Signature) COUNTY OF BUTTE — DEPARTMENT OF PUBLIC WORKS BUILDING INSPECTION RECORD BUILDING BUILDING (Cont'd) PLUMBING Setbac % ' Firewall Soil Pipin Form � Parapets 1st Floor Main Bldg. Restroom Finish l 2nd Floor Footings Windows 3rd Floor Stemwall Siding To out Slab Roof Sheathing Water Pipin Piers Roofing Sewer Garage Fdn. Vents Fixtures Footings Garacie Vents Water Htr. Stemwall Slab Prov. for physically handicapped - Heaters -2 — Appliances Carport Footings Conformance of ex. structure Gas Piping & Test o Temp. Gas Slab Final r �—+ Sanitation Patio FIREPLACE Final Footings Footing ELECTRICAL Mdsonry Walls Throat Rouc3h Reinf. Steep Final Fixtures Bond Beam FIRE SPRINKLERS Motors ",C - Framing Test Water Htr. Stucco Final Siihnnnal¢ Mesh DATE_ MECHANICAL Grd. Fault Prot. Scratch Heating Service Brown Cooling Temp. Pole Finish Ducts Underground Interior Lath Ventilation Permanent Door Closer Final " Final /D --2'- DATE REMARKS OR CORRECTIONS -c,,t VA -t.,, 1� `7 // � � r A 01 COUNTY OF BUTTE — DEPARTMENT OF PUBLIC 7 County Center Drive — Oroville, Cdlliforni§,95965 Tel ephbne: 534-4541 APPLICATION AND PERMIT WORK / ©-2� ,vr,vo "%QLivaa 01 uie t.,uunty vi Butte W enter upon ine above mentioned property for inspection purposes. _5:&f) Q.ir"` Sign ure of permitee or Agent Receipt No. White-D.P.W. — Yellow -Assessor — Pink -Inspector — Goldenrod -Applicant This permit is hereby issued under the applicable provisions of the Butte County Code and/or resolutions to do work indicatec above for which fees have been paid. DIRECTOR OF BLIC WORKS By Date I I' "' ..7(But ding permit expires Date...............J.............._... BUILDING Owner klkkF Wl*bC � � SO. FT. OCC. BUILDING. VALUATION Mailing•Address Telephone No. Fireplace Contractor C Total Valuation 6 7 & oo Mailing Address\\ �Nw©• f�� Permit Fee Plan Checking Fee&/or Penalty [�% Telephone No. Permit Fee $ 3(� Building Addres PLUMBING No. @. FEE PERMIT FILING FEE $2.00 D Each Trap 1.50 Repair drainage or vent piping 1.50 Water piping 1.50 Each gas water heater or vent 1.50 A. P. No. ~� `f �' 76, a—�—., �G�, Zo ` PI '�`�' - Gas piping system 1 - 5 outlets 1.5b Each additional outlet .30 F s S i - 'o FireDept. FireZone Use Permit Parking Parcel EQA Plans Declaration Parcel Map 60' R/W Improvem nts Building sewer 5.00 Lawn sprinkler system 2.00 Bj4v"rlans Recd Parcel Approval Plans pproval Permit Fee $ NEW ADDITION ❑ UTILITIES ❑ OTHER ❑ ELECTRICAL No. @ FEE PERMIT FILING FEE $3.00 Main service incl. 1 meter Additional meters, each 1.00 Single Family ❑ Duplex ❑ Mobil Home ❑ Others ® Sub -panel (12 or less) (more than 12) Range, Cook _top or Oven 1.00 Sj4�K s `4a 64: � //* 4 Water Heater or Space Heater 1.00 Light fixtures bald 10 Receps., switches & fix outIets:d=,2UM CONTRACTORS LICENSE LAW I am licensed under the provisions of Chapter 9, Div. 3, of the State of California Business & Professions Code under the name style of: n • - 1�]�i — 1�� ev e" Hood, Ex. FanorF.A. Furn. Motor 1.00 Evap. cooler, gar. disp. or D.W. 1.00 Air conditioner or heat pump Water pump Mobil Home Facilities 5.00 Temp. Power Pole 5.00 License No. 2G Vill �� ��� �1. Classification Misc. wiring ❑ I am exempt from the Contractors License Laws of the State of California. Permit Fee $ $ WORKMEN'S COMPENSATION INSURANCE I am aware of the provisions of Section3700 of the California Labor Code which requires every employer to be insured against liability for Wmen's Compensation. 1'0, have placed on file with the County of Butte a certificate of orkmen's Compensation Insurance. iecertify that in the performance of the work for which this permit is issued I shall not employ any person in any manner so as to become subject to the Workmen's Compensation Laws of California. MECHANICAL No.1 @ FEEPERMIT FILING FEE $3.00 Heating Cooling Ventilation Hood 2.00 Permit Fee $ $ I certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating to building construction, and hereby TOTAL PERMIT FEE �, $3o9 ,vr,vo "%QLivaa 01 uie t.,uunty vi Butte W enter upon ine above mentioned property for inspection purposes. _5:&f) Q.ir"` Sign ure of permitee or Agent Receipt No. White-D.P.W. — Yellow -Assessor — Pink -Inspector — Goldenrod -Applicant This permit is hereby issued under the applicable provisions of the Butte County Code and/or resolutions to do work indicatec above for which fees have been paid. DIRECTOR OF BLIC WORKS By Date I I' "' ..7(But ding permit expires Date...............J.............._... COUNTY -OF BUTTE — DEPARTMENT OF PUBLIC WORKS 7 County Center Drive — OroviIIe, dalifornii 95965 Telephone: 534-4541 APPLICATION AND PERMIT 11 I- BUILDING Owner ; SQ. FT. OCC. BUILDING VALUATION Mailing Address O b el ' qne S b2,Fireplace Contractor Total' Valuation k' Permit Fee Plan Checking Fee &/or Penalty �L b Telephone No. Permit Fee $ Building Address `� PLUMBING No. @ FEE PERMIT FILING FEE $2.00 Each Trap 1.50 Repair drainage or vent piping 1.50 Water piping 1.50 Each gas water heater or vent 1.50 A. P. No. "' ` C� Zoning & Planning Gas piping system 1 - 5 outlets 1.50 Each additional outlet .30 F Sanitation Fire Dept. Fire Zone Use Permit Building sewer 5.00 arkinEQA PPlans Declaration I Parcel Map 60' R/W I Improvements Lawn sprinkler system 2.00 Bldg. Plans Rec'd Parcel Approval Plans Approval Permit Fee $ NEW F] ADDITI N UTILITIES ❑ OTHERl� ELECTRICAL No. . @• FEE PERMIT FILING FEE $3.00 B (ffV 'n Main service incl. 1 meter ips Additional meters, each 1.00 Single Family Duplex Mobil Home Others • Sub -panel (12 or less) (more than 12) Range, Cook -top or Oven 1.00 Water Heater or Space Heater 1.00 Light fixtures baldio Receps., switches & fix outlets 20 (all b LQ 10 CONTRACTORS LICENSE LAW I am licensed under the provisions of Chapter 9, Div. 3, of the State of California Business & Professions Code under the name style of: Hood, Ex. Fan or F. A. Furn. Motor 1.00 Evap, cooler, gar. disp. or D.W. 1.00 Air conditioner or heat pump Water pump Mobil Home Facilities 5.00 Temp. Power Pole 5.00 License No. Classification Misc. wiring I am exempt from the Contractors License Laws of the State of California. Permit Fee $ WORKMEN'S COMPENSATION INSURANCE I am aware of the provisions of Section3700 of the California Labor Code which requires every employer to be insured against liability for Workmen's Compensation. placed on file with the County of Butte a certificate of Ell 'workmen's Workmen's Compensation Insurance. certify that in the performance of the work for which this permit is issued I shall not employ any person in any manner so as' to become subject to the Workmen's Compensation Laws of California. MECHANICAL No. @ FEE PERMIT FILING FEE $3.00 .0 CD Heating Cooling Ventilation E2O 4040 Hood Permit Fee ' $ r �l�3 $ I certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating to building construction, and hereby TO;AL TO AL PERMIT FEE i ned property for inspection purposes. v y "y uVv "/X Date 173 Signature of Perm' ee or Ajfnt Receipt No.,/,0401.3 White-D.P.W. — Yellow -Assessor — Pink -Inspector — Goldenrod -Applicant This permit is hereby issued under the applicable provisions of the Butte County Code and/or resolutions to do work indicated above for which fees have been paid. DIRECTOR PUBLIC OR KS Date�? ys Buildin 9 Permit expires Date ............................................ COUNTY OF BUTTE — DEPARTMENT OF PUBLIC WORKS 7 County Center Drive — Oroville, Q.alifornia 95965 Telephone: 534=4541 f APPLICATION AND PERMIT autnonze representatives of the County of Butte to enter upon the This permit is hereby issued under the applicable provisions of above-mentioned property for inspection purposes., the .Butte County Code and/or resolutions to do work indicated p 4 above for which fees have been paid. �\ X Date �=� 1�DIRE TOR<OF BLIC WORKS n tt-°e of Permitee or Agent / e• -..i �9DSSc� Date s Receipt No. ��, White-D.P.W. -Yellow-Assessor - Pink -Inspector - Goldenrod -Applicant Building permit eom Date BUILDING t Owner �+ S0. FT. OCC. BUILDING VALUATION Mailing Address �- Q L Tgle hone No. Fireplace Contractor Total Valuation Mailing Address Permit Fee Plan Checking Fee &/or Penalty Telephone No. Permit Fee Building Address ��� [!J PLUMBING No. @ FEE PERMIT FILING FEE $3.00 -5, CDC) O fd Each Trap 1.50 Repair drainage or vent piping 1.50 Water piping 1.50 Each gas water ter or vent 1.50 A. P. No.Gas Zoning &Planning piping system 1 - 5 outlets 1.50 Q Each additional outlet .30 F s W-1'✓ . S"� Fire Dept. Fire Zone Use Permit Building sewer 5.00 EQA Parking Plans Parcel Declaration Parcel Ma P 60' R/W ImprovementsLawn sprinkler system 2.00 Bldg. Plans Recd Parcel Approval Plans Approval Permit Fee $ Q( NEW ❑ ADDITION ❑ UTILITIES ❑ OTHER ❑ ELECTRICAL No. @ FEE PERMIT FILING FEE $3.00 _ (f01,419 _ D /�. Main service incl. 1 meter 0 2 _ -- Additional meters, each 1.00 Single Family ❑ ' Duplex ❑ Mobil Home❑ Others 0 Sub -panel (12 or less) (more than 12) Range, Cook -top or'Oven 1.00 Jl� r Water Heater or Space Heater, 1.00 Light fixtures b (a2 Receps„ switches & fix outlets CONTRACTORS LICENSE LAW I am licensed under the provisions of Chapter 9, Div. 3, of the State of California Business & Professions Code under the name style of: Hood, Ex. Fan or F.A. Furn. Motor 1.00 Evap, cooler, gar, disp. or D.W. 1.00 Air conditioner or heat pump Water pump Mobil Home Facilities 5.00 Temp. Power Pole 5.00 License No. Classification Misc. wiring 1 Iwam exempt from the Contractors License Laws of the State of California. Permit Fee $ $ WORKMEN'S COMPENSATION INSURANCE I am aware of the provisions of Section3700 of the California Labor Code which requires every employer to be insured against liability for Workmen's Compensation. ❑I have placed on file with the County of Butte a certificate of Workmen's Compensation Insurance. " I certify that in the performance of the work for which this permit ,is issued I shall not�loy,any person in any manner so• as to become subject to the WorTcmen's Compensation Laws of Cal i forni a. MECHANICAL No. @ FEE PERMIT FILING FEE $3.00 3_ mO Heating Cooling Ventilation — ��r/ �,p G Hood 2.00" Permit Fee $ 1 certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating to building construction, and hereby TOTAL PERMIT FEE $ S autnonze representatives of the County of Butte to enter upon the This permit is hereby issued under the applicable provisions of above-mentioned property for inspection purposes., the .Butte County Code and/or resolutions to do work indicated p 4 above for which fees have been paid. �\ X Date �=� 1�DIRE TOR<OF BLIC WORKS n tt-°e of Permitee or Agent / e• -..i �9DSSc� Date s Receipt No. ��, White-D.P.W. -Yellow-Assessor - Pink -Inspector - Goldenrod -Applicant Building permit eom Date COUNTY OF BUTTE — DEPARTMENT OF PUBLIC WORKS 7 County Center Drive - Oroville, Chlifornia,95965 Telephone: 534-4541 APPLICATION AND PERMIT. aurnunce representatives of the County of Butte to enter upon the above-mentioned property for inspection purposes. X Date/�2. 6 &S7s Signature of mi tee or Receipt No. 1 Af3-5-�'f White-D.P.W. — Yellow -Assessor — Pink -Inspector — Goldenrod -Applicant 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. IR R OF PUBLIC WORKS BY Date;!/,?, s permit expires Date.... ..l...7.G............ BUILDING Owner �� L SO. FT. OCC. BUILDING VALUATION Mailing Address Telephone No. Fireplace Contractor -L Total Valuation Mailing Address A9�7f -- Permit Fee PI an Checking Fee &/or Penalty OW Telephone No. _7a Permit Fee Building Address /� PLUMBING No. @ FEE PERMIT FILING FEE $2.00 Each Trap 1.50 ' Repair drainage or vent piping 1.50 Water piping 1.50 Each gas water heater or vent j 1.50 A. P. No. —/�� Zoning &Planning Gas piping system 1 - 5 outlets 1.50 Each additional outlet .30 F S Fire Dept. Fire Zone I Use Permit Building sewer 5.00 EOA Parking Plans I Parcel Declaration parcel Ma p 60' R/W Im rovements P Lawn sprinkler system 2.00 Bldg. Plans Recd I Parcel Approval Plans Approval Permit Fee $ NEW ❑ ADDITION ❑ UTILITIES ❑ OTHER ELECTRICAL No. @ FEE PERMIT FILING FEE $3.00 O / Q� O le Main service incl. 1 meter 3,co Additional meters, each 1.00 Sub -panel (12 or less) (more t 12) ( U Single Family ❑ Duplex ❑ Mobil Home ❑ Others E9 Range, Cook -top or Oven 1.00 Water H r or Space Heater 1.00 /.00 25 Light fixtures b d10 1&s., swi es & fix outl4 ,ID CONTRACTORS LICENSE LAW I am licensed under the provisions of Chapter 9, Div. 3, of the State of California Business & Professions Code under the name style of: Hood, Ex. Fan or F.A. Furn. Mc+l�vr" 1.00 "00 Evap. cooler, gar. disp. or D.W. 1.00 Air conditioner or heatAN , Water pump Mobil Home Facilities 5.00 Temp. Power Pole 5.00 License No. /9/ C-�� ���—�� Classification Misc.wiring ff a� ❑ I am exempt from the Contractors License Laws of the State of Cal ifomia. Permit Fee $ 42 is ? WORKMEN'S COMPENSATION INSURANCE I am aware of the provisions of Section3700 of the California Labor Code which requires every employer to be insured against liability for Workmen's Compensation. lave placed on file with the County of Butte a certificate of Workmen's Compensation Insurance. ❑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 the Workmen's Compensation Laws of California. 1 certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating to building construction, and hereby MECHANICAL No.1 @ I FEE PERMIT FILING FEE $3.00 Heating Cooling Ventilation Hood 2.00 Permit Fee $ TOTAL PERMIT FEE s 7z aurnunce representatives of the County of Butte to enter upon the above-mentioned property for inspection purposes. X Date/�2. 6 &S7s Signature of mi tee or Receipt No. 1 Af3-5-�'f White-D.P.W. — Yellow -Assessor — Pink -Inspector — Goldenrod -Applicant 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. IR R OF PUBLIC WORKS BY Date;!/,?, s permit expires Date.... ..l...7.G............ / COUNTY OF BUTTE — DEPARTMENT OF PUBLIC 0 S X35 VVV 7 County Center Drive — Oroville, Czilifornip,95965 • Telephone: 534-4541 APPLICATION AND PERMIT v aboveaukilu�lme onedeoi the property for inspection tof Butte o enter upon the purposes. X Date -r -4S_-74 Signature f Peritee or Agent oa Receipt No. /7miiZ4ff r White-D.P.W. — Yellow -Assessor — Pink -Inspector — Goldenrod -Applicant This permit is hereby issued under the applicable provisions of the Butte County Code and/or resolutions to do work indicated above for which fees have been paid. DIRECTOR 0 UBLIC WORKS By Date ding permit expires Date ................... .......... BUILDING Owner Mailing Address SQ. FT. OCC. BUILDING VALUATION � el ne Fireplace Contractor 0 Total Valuation Mailing Address Permit Fee Plan Checking Fee &/or Penalty Telephone No. Permit Fee $ $ Building Address PLUMBING No. @ _ FEE PERMIT FILING FEE �15 !Q� S Each Trap It Repair drainage or vent piping 1.50 Water piping 1.50 Each gas water heater or vent 1.50 A. P. No. Zoning 8 Planning Gas piping system 1 - 5 outlets 1.50 Each additional outlet .30 Fk4s ation Fire Dept. Fire Zone Use Permit Building sewer 5.00 EQA Parking Parcel Plans Declaration Parcel Ma 60' R/W Im rove nts P Lawn sprinkler system 2.00 Bldg. PI ns Recd Parcel pproval 10 Plans pproval Permit Fee $ $ Z NEW ❑ AD ITION ❑ UTILITI S ❑ OTHERELECTRICAL LX No. @ FEE PERMIT FILING FEE $3.00 a Q Main service incl. 1 meter __. Additional meters, each 1.00 Single Family ❑ Duplex ❑ Mobil Home ❑ Others Sub -panel (12 or less) (more than 12) Range, Coo -top or Oven 1.00 1 ! Water Hediter or Space Heater 1.00 ght fixtures bal X10 Receps., sw'i_tlhes & fix o tlets CONTRACTORS LICENSE LAW I am licensed under the provisions of Chapter 9, Div. 3, of the State of California Business & Professions Code under the name , style of: Hood, E an or F.A. Furh. Motor 1.00 Evap. cooler, gar. disp. or D.W.-• 1.00 Air conditioner or heat pump Water pump Mobil Home Facilities 5.00 Temp. Power Pole 5.00 ' License No. Classification Misc.wiring I am exempt from the Contractors License Laws of the State of California. Permit Fee $ $ e WORKMEN'S COMPENSATION INSURANCE 1 am aware of the provisions of Section3700 of the California Labor Code which requires every employer to be insured against liability for Workmen's Compensation. ❑ I have placed on file with the County of Butte a certificate of Workmen's Compensation Insurance. 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 the Workmen's Compensation Laws of California. ' I certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating to building construction, and hereby MECHANICAL No. @ FEE PERMIT FILING FEE $3.00 Heating . Cooling Ventilation Hood 2.00 Permit Fee $ $ TOTAL PERMIT FEE $ aboveaukilu�lme onedeoi the property for inspection tof Butte o enter upon the purposes. X Date -r -4S_-74 Signature f Peritee or Agent oa Receipt No. /7miiZ4ff r White-D.P.W. — Yellow -Assessor — Pink -Inspector — Goldenrod -Applicant This permit is hereby issued under the applicable provisions of the Butte County Code and/or resolutions to do work indicated above for which fees have been paid. DIRECTOR 0 UBLIC WORKS By Date ding permit expires Date ................... .......... I L Dn A. L L �� GENERAL CONTRACTOR S+4irz 563 East Lindo Ave. Phone (996) 345-7145 Chico, California 95926 March 6; 1975 County of Butte Y �, Building Department �� S���c� 7 County Center Drive Oroville, California 95965 Attention: Steve Bowman Subject: Valley Wide Chemical Dear Mr. Bowman: As requested, an itemized list of the major fertilizer products that .will be stored in the new storage building for Valley Wide Chemical, Gridley, is as follows: Ammonia Sulfate Uria Calcium Nitrates Ammonia Phosphates Pit Ammonia Phosphates Sulfate of Pot Ash Nitrate of Pot Ash 4MMINcr AMXr Muriate of Pot Ash Zinc Sulfates Very trul.y yours, BUILD -ALL, INC. • Philip A. Sunseri PAS:cdr P.S. Structural calculations are enclosed as requested. CHARLES H. BROGUNIER CIVIL ENGINEER, A. S. C. E. BROGUNIER ENGINEERING 330 FLUME STREET CHICO, CALIFORNIA 95926 AREA CODE 916 342-8137 June 10, 1975 Mr. James F. Glander Assistant County Engineer Butte County Department of PublicWorks 7 County Center Road Oroville, California 7 6- Dear Jim: RE: Fertilizer Storage and Shop Building - Valley Wide Chemical - Gridley Phil Sinseri, of Build -All, Inc.,. contractor for-subject.work, has advised, that your field inspector has questioned the suita- bility of one of the concrete tilt up wall panels of the storage building because of what appears to be cracks running through the panel. The writer has carefully examined these cracks and is of the opinion that these are surface cracks only and penetrate less than one-half inch. Therefore, they have no structural signifi- cance. Very truly yours, BROGUNIER ENGINEERING CHB : b CHAS. H. BROGUNIER� cc -.Build- All, Inc. COU, l Y Or BU; 7Q r, D[Pt. O' PUQLIC WORKS ' J UN t AN 1915 718191io'11'12e i2A4,5P' a 46 j 1,1ACHINE RECAP M TYPE, OF RUN Service: ROOM[ CLINIC ElIERGENCY PHAPJ. ACY TAE HOI-M DRUGS SURGERY AN'rA . SURGERY DOCTOR U LAB. LAB CAL CHARGE X-RAY �` 1 BUTTE COUNTY COI ENTERPRJ STOREROOM SUPPLY and/or ORDER REQUISITION Ward or Dept. uant. Packag- in& Identifying No.'s t + t f ICD i i I . q i I - a I I it—T a ELECTRICAL.► I�S11=CH�NICA C�UMBIDt� CONSTRUCTION 4 NOT P LAN COMPLY iNITH CURRENT E91TI SHALLe ON 'ALL SITE. IMPROVEPgEi�ITS TO B6 w OF NEC, UQAC AT1® UPC"M PER D.P.W. REQUIREMENTS4 — 343_ LIQUID STORAGE --�0 TANK I 2g'i 45'1 I EXISTING EQUIPMENT 60 AND AGRICULTURAL wt SUPPLY STORAGE w 20011 on of structuresctures ,�®tt beatsn®nt shall be as SWIM Bm r all e� BREEZEWAYS% g & 9` I PROP05ED ADDITION EQUIPMENT STORAGE 60' BUILDING i 000 LIQUID \ STORAGE \ TANKS I EXISTING LIQUID \ OFFICE STORAGE D E X 1 STING TANKS STORAGE BLDG i9 \oma 000 I SITE PLAN: 111-1001 Mn'M COIAITY A.P.• 024-I10-096 This set of plans and specifications MUST IW kept on the job at all tim0f, and it is unlawful to make any changes or alterations on same of P� without written permission from the Dep Iic Worcs, County of. WAV 3 L-��' COPE ANALYSIS MR 1991 UZZ. OCCUPANCY GROUP: 52 - STORAGE (1) TYPE OF CONSTRUCTION II N LOCATION ON PROPERTY: 150'1 SETBACK TO PL a NORT14 4311 SETBACK TO PL AT EAST 200' SETBAc.K TO PL a WEST 3O0't SETBACK TO PL AT SOUTH FLOOR AREA: EXISTING BUILDING AREA • 9,600 SQ FT. PROPOSED ADDITION ■ 2,268 Sa FT. TOTAL AREA ■ IIA68 Sa FT ALLOWABLE AREA ■ 12,000 SGS. FT. PLUS INCREASE FOR SETBACKS. HEIGHT : PROPOSED HEIGHT • 20'1 (EXISTING) ALLOWABLE HEIGHT • 55' NUMBER OF STORIES: PROPOSED : SINCaLE STORY ALLOWABLE 2 -STORIES 1 OCCUPANT LOAD: II OCCUPANTS AT I PER 200 SF. IN ADDITION (2) EXITS: I REWIRED PER FOR LESS THAN 30 OCCUPANTS I EXIT PROVIDED \1 NOTES: I. THE OWNER SHALL PROVIDE A LEITER TO THE BUILDING DEP DESCRIBING INTENDED USE OF BOTH EXISTING AND PROPOSED ARE WITHIN STORAGE BUILDR%M OVED Revisions: 12-26-% - PER BUTTE CO. - SPIT 2 4 b - Cs 01 c CIO �N n ` � �w � N `v iE o � o_ o S iU .. DEPARTMENT Q�{ d) � AS U )- 2. THE OCCUPANTS AND ALL EXIT REQUIREI" LENTS ARE SHOWN FOR THE L1 II ADDITION ONLY. OCCUPANTS AND ALL EXITS FROM tHE ADDITION ARE J r COMPLETELY SEPARATE FROM THE EXISTING BUILDING. ' o� ��'31� J U it DONT%~u� i MUMMY z w W OVF.D S " sc / 3/3.1"011—O" JOB: -FESSIO 95150 FILE . JAG E:/ACAD/ ti� � Z� 95150/150 -ID Uj '? Z A SHEET F CIVIL u OF CX$ - OF b %OTE: --.All Materials & Wor&manship S$.a11 b4ccordance with Recognized Goad Proctices and sjDf a quality prescribed for the Specified use in the Uniform Building, Plumbing & Mechanical Cdadm end �e National Electrical Coda. INDEX 01= DRAWINGS BUTT6 C 3UIL.DING DE S 1 TE -FLAN FLOOR FLAN ELEVATIONS SECTION 4 DETAILS FOUNDATION FLAN FOUNDATION DE'VAILS APPR DECEMBER 26, 1995 b i m 3010 • A Ln 60W "PS i 0 dl Y -O" 3�.and Sec. 5207, UM J / EXISTING STORE-5UILC INCA / (82 OCCUPANCY - 9600 SF-) I I I 1 — — ` EXISTING STEEL FRAMES EXISTING TILT -UP TIE ROD BRACING AT EXTERIOR OF BLDG CONCRETE WALLS THIS BAY ONLY NEW STEEL FRAMES BY BUTLER (— \ 3'X 10' TRANSLUCENT 1 I I ROOF PANELS (TOT 4)� I EQUIPMENT STORAGE (82 OCCUPANCY - 2268 8F.) EXISTING A.C. PAVING TO REMAIN AS FLOOR 14' X 12' RU. DOOR • . 14' X 12' RU. DOOR . 14' X•12' RU. DOOR' • T 14' X 12' R.U. DOOR. ' '- \6" CONCRETE APRON 21'-0" 20'-0" 20'-0" Z - FLOOR PLAN: GENERAL NOTES 1. Construction shall conform to these plans and all applicable codes and local ordinances including the 1991 Edition of the Uniform Building Code. 2. Steel building shell shall be designed by others to UBC and MBMA requirements. Manufacturer shall provide shop drawings and cal- culations as required by local building department. 3. All exit door shall be openable From the Inside without the use of key, special knowledge or effort. SOIL NOTES I. Foundation design Is based on: Soil Bearing Capacity: 1000 par with Increases per UBC Table 29-A. All Footings except where noted otherwise on plans shall be set least 12" into undisturbed earth. 3. Any unusual soil conditions such as organic soils, clay pockets or uncertirled Fills shall be brought to the attention of the engineer prior to construction. SPECIAL INSPECTIONS 1, Special Inspections as required by Section 306(a) of the USC shall be performed by an Independant special Inspector for the installation of the high strength bolts used in assembling the steel frames by Butler. 2. The special inspector applications must be reviewed and approved by the Butte County Building Department prior to issuance of a permit. 3. Special Inspector's reprorts must be filed with the Building Department weekly during construction. SP�GiKL T-�•15�c.Tlvo-•� Tc� �� t' f1-FocZti+�� '�Y I BUILDING I"RIOR 20'-O" reovide adequate b� • 0 �n 3UILDING n APPROVED W~DOOR LANDING AREA TO BE j 2'-O" SMOOTH HARD SURFACE (CONCRETE OR A.C. PAVING) WITH MAXIMUM SLOPE / 5'-O" MIN. OF 1/4" PER FOOT DETAIL DOOR NOTES: L THE BOTTOM 10" OF ALL DOORS SHALL HAVE A SMOOTH UNINTERRUPTED SURFACE TO ALLOW THE DOOR TO BE OPENED BY A WHEELCHAIR FOOTREST WITHOUT CATCHING OR CREATING � A HAZARDOUS CONDITION. i \I 2. ALL NAND OPERATED DOOR OPENING HARDWARE SHALL BE / "5111GLE EFFORT" TYPE HARDWARE- MOUNTED AT BETWEEN 30" 44" ABOVE THE FLOOR -'� ` t {: oma®/ACAD/I P01t1nS,---.,—. "a Polaris Engineering & Surveying, Inc. 206 S. LNOO1N St it SME 201 * PORT ANGELES it Ik 98362 P1i0t4E: (360) 452-5393 * FAX: (360) 451-9319 TITLE: STORAGE BUILDING FOR BIG VALLEY Ars. SERVICE BUTTE COUNTY, CA FLOOR PL AN MAXIMUM GRAN I y SCALE: SHEET W3 OF 6 IN ELEVATION AT FILE: JAG E:5O-2.DCLIENT: 95150/150-2DW1s I THRESHOLD NO TO EXCEED 1/4"L 20'-O" reovide adequate b� • 0 �n 3UILDING n APPROVED W~DOOR LANDING AREA TO BE j 2'-O" SMOOTH HARD SURFACE (CONCRETE OR A.C. PAVING) WITH MAXIMUM SLOPE / 5'-O" MIN. OF 1/4" PER FOOT DETAIL DOOR NOTES: L THE BOTTOM 10" OF ALL DOORS SHALL HAVE A SMOOTH UNINTERRUPTED SURFACE TO ALLOW THE DOOR TO BE OPENED BY A WHEELCHAIR FOOTREST WITHOUT CATCHING OR CREATING � A HAZARDOUS CONDITION. i \I 2. ALL NAND OPERATED DOOR OPENING HARDWARE SHALL BE / "5111GLE EFFORT" TYPE HARDWARE- MOUNTED AT BETWEEN 30" 44" ABOVE THE FLOOR -'� ` t {: oma®/ACAD/I P01t1nS,---.,—. "a Polaris Engineering & Surveying, Inc. 206 S. LNOO1N St it SME 201 * PORT ANGELES it Ik 98362 P1i0t4E: (360) 452-5393 * FAX: (360) 451-9319 TITLE: STORAGE BUILDING FOR BIG VALLEY Ars. SERVICE BUTTE COUNTY, CA FLOOR PL AN Revisions: SCALE: SHEET W3 OF 6 0 12-26-95 PER � CO FILE: JAG E:5O-2.DCLIENT: 95150/150-2DW1s NORT}.{ VALLEY BUILDMG SYSTEMS 11 THREE SEVENS LANE CHICO, CA. 95926 1 PHONE: (916) 345-1296 FAX: (91(b) 345-5046 ,toe: °�`'1'O OPEN BREEZEWAY EXISTING CONCRETE BUILDING WITH METAL ROOF BEYOND A— '— INSTALL NEW GUTTER ON EXISTING BLDG EAST ELEVATION EXISTING BUILDING &NEW ADDITION EXIS1 SOUTH ELEVATION bide approved Ilash1n� t Vit. openings, typical. ELEVATIONS: 3/3211=11-011 Oro COMPLY"M HANDICAPPED RiECULAT10N 1 BUTLERIB 11 PREFINISNED STEEL SIDING BUTLER15 II ROOFING WITH Z14 -AL FINISH \GUTTER - FIELD LOCATE DS CONCRETE NOTES I. Concrete shall be a commercially available transit- mix properly proportioned and delivered to the site In ready -mix trucks. Aggregate size shall be a maximum or 1-1/2" in foundations and 3/4" at all other locations. Slump shall not exceed 4". Curing compound shall be sprayed on all exposed surfaces Immediately after final trowelling. 2. All cement shall conform to ASTM Standard C-150. All aggregates shall conform to ASTM Standard C-33. All reinforcing bars shall conform to ASTM Standard A-615 (Grade 40 unless specified otherwise). 3. Concrete shall have a minimum 28 -day compressive strength of 2500 psi. and shall not contain less than 5 sacks of cement per cubic yard. 4. Splices in continuous reinforcement shall lap a minimum of 32 bar diameters or as noted. 5. Unless shown otherwise, the minimum concrete cover for reinforcing shall be 2" except when concrete Is to be placed directly against earth where It shall be 3" Co. All anchor bolts shall conform with ASTM A-307. NEW ADDITION EXISTING BUILDING NORTH ELEVATION BUTTE COUNT? 3UILDING DEPARTMENT APPROVeD. 4 DECEMBER 26, 1995 {7 {r tr �r OI��� o g� „m n Polaris Engineering & Surveying, Inc. c 2o6 S. L1HW ST. is SUITE 201 it PMT ANGELES * IA. M2 PHOPE: (3110) X52-5393 it FAX (360) X57-9319 TITLE: STORAGE BUILDING FOR BIG VALLEY AG. SERVICE BUTTE COUNTY, CA ELEVATIONS Revisions: SCALE: 3/32"■I'-O" SHEET 2 OF '& w.' CLIENT: NORTH VALLEY BUILDM SYSTEMS II THREE SEVENS LANE CHICO, CA. 95926 PHONE: (916) 345-1296 FAX (91b) 345-5046 J013: 98150 EAST ELEVATION EXISTING BUILDING &NEW ADDITION EXIS1 SOUTH ELEVATION bide approved Ilash1n� t Vit. openings, typical. ELEVATIONS: 3/3211=11-011 Oro COMPLY"M HANDICAPPED RiECULAT10N 1 BUTLERIB 11 PREFINISNED STEEL SIDING BUTLER15 II ROOFING WITH Z14 -AL FINISH \GUTTER - FIELD LOCATE DS CONCRETE NOTES I. Concrete shall be a commercially available transit- mix properly proportioned and delivered to the site In ready -mix trucks. Aggregate size shall be a maximum or 1-1/2" in foundations and 3/4" at all other locations. Slump shall not exceed 4". Curing compound shall be sprayed on all exposed surfaces Immediately after final trowelling. 2. All cement shall conform to ASTM Standard C-150. All aggregates shall conform to ASTM Standard C-33. All reinforcing bars shall conform to ASTM Standard A-615 (Grade 40 unless specified otherwise). 3. Concrete shall have a minimum 28 -day compressive strength of 2500 psi. and shall not contain less than 5 sacks of cement per cubic yard. 4. Splices in continuous reinforcement shall lap a minimum of 32 bar diameters or as noted. 5. Unless shown otherwise, the minimum concrete cover for reinforcing shall be 2" except when concrete Is to be placed directly against earth where It shall be 3" Co. All anchor bolts shall conform with ASTM A-307. NEW ADDITION EXISTING BUILDING NORTH ELEVATION BUTTE COUNT? 3UILDING DEPARTMENT APPROVeD. 4 DECEMBER 26, 1995 {7 {r tr �r OI��� o g� „m n Polaris Engineering & Surveying, Inc. c 2o6 S. L1HW ST. is SUITE 201 it PMT ANGELES * IA. M2 PHOPE: (3110) X52-5393 it FAX (360) X57-9319 TITLE: STORAGE BUILDING FOR BIG VALLEY AG. SERVICE BUTTE COUNTY, CA ELEVATIONS Revisions: SCALE: 3/32"■I'-O" SHEET 2 OF '& FILE: JAG E:/AGAD/ 95150/150-3D Uril CLIENT: NORTH VALLEY BUILDM SYSTEMS II THREE SEVENS LANE CHICO, CA. 95926 PHONE: (916) 345-1296 FAX (91b) 345-5046 J013: 98150 iY V LL w M 0m m <. W J, 61£6-st (09£) 7(Y� , m -m (09£) 3pr+w - xa� ;4L 3 IU-1 LU U U 0LIJ NQQ�. x J X � b9M V1 � S313OW Md 4L 10Z MMS IS NMNn 'S 90i ,cul '5ulAanJnS 6ulJaaul6u3 9L696 "V 7 'OOIHO � cA� w i.,........! i ..i. X w w -j w N ;q SIJDlOd 3W1 9N3A39 33NH111 -' -_.--......---- s [0 0q T o 8LJ318,18 VNI0-111A J.3i'Tv'nrH1NON 1N 311 _ ; w I lu * ' �. �'�� Q �r z� zf ty7 'J11N11O7 311T1Aui 971�d 'rn+' ,l9'1"1b'/1 SIA JOdIICIi111A 3'7D'�OIB :31111 vu) o c=n iY V LL w M 0m L CD U U (D � w c) U J QIz C wdl :._. c l 51 w I w w I E I :3wLU Q i w LU I F -LU 7-7-7. J I IK m <. W J, w p �7N xa� ;4L 3 IU-1 LU U U 0LIJ NQQ�. x J X � �o Z �J WD cA� w i.,........! i ..i. X w w -j w N _ —. _ W. -' -_.--......---- s [0 77 T ------ _ ; LU I lu L CD U U (D � w c) U J QIz C wdl :._. c l 51 w I w w I E I :3wLU Q i w LU I F -LU 7-7-7. J I IK m <. X� x� ��n xd) p �7N xa� ;4L 3 IU-1 O XU x zIn �J� U �w NQQ�. x J X � J U Z w(0 .1.. � X w L CD U U (D � w c) U J QIz C wdl :._. c l 51 w I w w I E I :3wLU Q i w LU I F -LU 7-7-7. J I IK m <. X� x� xd) - UI I �u -� �u x I x J x J x0 �W --I Cw w(0 L CD U U (D � w c) U J QIz C wdl :._. c l 51 w I w w I E I :3wLU Q i w LU I F -LU 7-7-7. J I IK un �W -� w J oLU --I w w(0 .1.. L CD U U (D � w c) U J QIz C wdl :._. c l 51 w I w w I E I :3wLU Q i w LU I F -LU 7-7-7. J I IK i � un �W oLU z)— w(0 .1.. w -j wW W. s [0 i � un wz i z d) zlu LLw Q� �U U- N --- m Xt/W::4 zW LL UJ ..8-,41 831Z1'd� Q q w � N k7=z Ov m r U tt Z LL (Ya J W wJ N � LU (� � L� 'Y40 R E BL IC 5 sIM rA 5 TYP. U OMoORIT CURB AT 0 WAY 6 W 0 Q EXISTING 5UILC51NG 1 1 EXISTING STEEL FRAMES AND FOOTINGS TO REMAIN LL 5 TYP. m ---- N eE3L FACE OF / in CURB J 6" CONCRETE APRON m WITH 6/6/10/10 WWM m 2'-0" 4'_p 2'_0" 4 O 2 Ou 4. O.. FACE OF� 21'-0" CURS 20'_0" 20'_0" ' 20'-0" 2" 81'-0" BL TO BL 81'-4" FACE OF CURB TO FACE OF CURB FOUNDATION PLAN: FOUNDATION DESIGN IS BASED ON INFORMATION PROVIDED BY BUTLER MANUFACTURING COMPANY -FOR JOB D95-013409. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ANCHOR BOLT SIZES AND ANCHOR BOLT LOCATIONS WITH PLANS BY BUILDING MANUFACTURER PRIOR TO CONSTRUCTION. 6'-O" O I 6 O jc BL — _ O cp N 2 - 3/4"0 ANCHOR BOLTS O DETAIL _FACE OF CURB 2" BUTTE COUNTY BUILDING DEPARTMENt APPROVED 6'-O" G 6 N _ 0 N O BL BL FACE OF CURB - 3/4"0 1 -0I -O" O ANCHOR BOLTS FOOTING (3 LOCATIONS) 14" DETAIL PEDESTAL DESTAL �r••P-o• 153 CURB 2 - 3/4"0 CHOR BOLTS 6 I FOOTING 14 PEDESTAL `r8, ll_±j I I CURB DECEMBER 26, 1995 A U. oI� mak--- I`�� 2 - 3/4"0 C ANCHOR BOLTS 6 (2 LOCATIONS) VARIES DETAIL D srr•.r.a rJ * ��,m�,,,�,• TITLE: STORAGE BUILDING FOR BIG VALLEY AG. SERVICE BUTTE COUNTY, CA FOUNDATION PLAN Revisions: SCALE: NOTED SHEET OF 6 I FILE:JAC: AGAD/ 95150/150-5DUXs CLIENT: NORTH VALLEY BUILDING SYSTE 11 THREE SEVENS LANE CHICO, CA. 95926 PHONE: (916) 345-1296 FAX: (916) 345-5046 ., .�... ®®wno@ Polaris Engineering & Surveying, Inc. 206 S. INIIAN ST. * SK MI it PORT MGEIES it 111198351 PHONE: (360) 452-530 it FAX- (360) 457-9119 JOB: 95150 2-3/4"10 ANCHOR BOLTS O �� PROVIDE 12" EMBEDMENT �I PROVIDE 3/4" CHAMFER AT m ALL EXPOSED EDGES OF 2" 10" PEDESTALS AND CUR56 S e AT TOP OF PEDESTAL � x n" w EXISTING AC PAVING \ — U} \�r TOP FOOTING = EXISTING PAVING 0 5 m 18" O.C. EACH WAYTOP - !-- - I I —I 11 LJ 1, Lu EACH WAY BOTTOM SIDES AND BOTTOM OF FOOTING TO BE POURED AGAINST UNDISTURBED EARTH -SECTION A 6 2-3/4",1, ANCHOR BOLTS O PROVIDE 12" EMBEDMENT JI 2" WIDE X 3/4" DEEP (DING NOTCH c• •• AT TOP OF PEDESTAL I W EXISTING AC PAVING \�I TOP FOOTING — — EXISTING PAVING 5 6 18" O.0 EACH WAY TOP 45 's 12" O.0 EACH WAY BOTTOM - I ( - r I I i ---!.J - a _I ; L____, ; .....-_! ! ;_--► Ili =_.- Q • SECTION p SIDES AND BOTTOM OF FOOTING TO BE POURED AGAINST UNDISTURBED EARTH O '3 e 4 AT TOP OF PEDESTAL O I 14" 10" OR 19- AS MOT) a 2-3/4",P ANCHOR BOLTS " 2.. I PROVIDE 12" 2-3/4"0 ANCHOR BOLTS 2 r EMBEDMENT PROVIDE 12" EMBEDMENT t Q 1 w x d)X E Lu 4 j v TOP FOOTING = - EXISTING PAVING TOP FOOTING m:I EXISTING PAVING % t / I — J tu i-.. ,•i _ 2-05 CONTINUOUS ! I WTOP AND BOTTOM U 2-05 CONTINUOUS - � 4" TOP AND BOTTOM U 4" 10" 4- 2--0" SECTION G - 2" La TOP FOOTING = _ EXISTING PAVING i II I i -__!_T a 2-05 CONTINUOUS 1 i -' i;-- I _ W • TOP AND BOTTOM U 4" 8" 12" r � •II 2'_O.. SECTION p s SECTION E tlUTfE COUNTY 3UILDING DEPARTMENT APPROVED DECEMBER 26, 1995 �r P. �Iclri S� TITLE: STORAGE BUILDNG FOR BIG VALLEY ACs. SERVICE TTE BUCOUNTY, CA FOUNDATION DETAILS Revisions: SCALE: NOTED SHEET OF ! 12-26-95 PER '. Co FILE: JAC E:/ACAD/ 95150/150-6DWG CUE NT: NORTH VALLEY BUILDING SYSTEMS II THISE SEVENS LANE C,14ICO, CA 95926 PHONE: (916) 345-1296 FAX: 1916) 345-5046 m -,-�m -_P—ola_ris Engineering & SUrvey'Ing, Inc. 06 S. 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V O O - r O a 9 m O• m x! r y r m m 9 yO > O > \1l mOm mamArcy r mQ > 9 9 m o - r zm9 yO .m - A m O n m m r mo z 2 p•. Ply- yyymZ > M<mm c r 1 y m 9 n mm K o v0 C Z y O! rm i -O S x- O r m 4mmyU i mo M-0 r cam 09 x S N y0 r y m A m -Z =-m Z Z Oln ' x y- x x r m a_ z< rm �o 9-. oOW rr-rO.0MrVmO C S x Fm Omo Zyx m m my mr m m-CAy O9 ro9 >mmoor 7 -ox mym o01N 00 = N m UU r > y A 4; m ' IV O 11i, , . QI to -Ti I. M97 I A197 1 MO7 I A197 I A197 1 M97 A391 A301 A701 AJ9] A3B1 AJ97 A397 81'-0• Altt TYPICAL 3 -o� z -- 11•-0 1 rl•-0•D- z AIn 4 0- 14r� 4 0 1 rl 4 -1 rl ' te•_n- REVISION N0. 2 UNIT 1 ANCHOR BOLT PLAN Ew STANDARD NOTES - A80007 GIVE TOP OF FOUNDATION A TROWEL FINISH. THE FOUNDATION MUST SOUARE. LEVEL. AND SMOOTH. BE A80009 ANCHOR BOLTS MUST BE LOCATED BY MEANS OF A TEMPLATE. DO NOT HAND SET ANCHOR BOLTS. AB0010 ANCHOR BOLTS, NUTS AND WASHERS MUST BE ASTM TYPE A307. A90013 USE REINFORCING STEEL AS REOUIREO.- PROVIDE FOR HORIZONTAL LOAD ON ANCHOR BOLTS, A90014 C A U T 1 0 N RIGID•FRAMES•HAVE BOTH HORIZONTAL AND VERTICAL REACTIONS ACTING IS GREATER THI. AAT THE BASE OF THE COLUMN. IN SOME CASES THE HORIZONTAL FORCE ION DESIGNED FOR CONVENTIONALHAN STRUCTURERWILLLNOT BE0UNDATSATISFACTORY. FAIL UREA ATo MAKE AOEOUATE PROVISION FOR THE HORIZONTAL THRUST CAN RESULT IN FOUNDATION FAILURE. ABOOIS FOUNDATION DESIGN AND ANCHOR BOLTS. NUTS AND WASHERS ARE NOT FURNISHED BY BUILER. PROPER EMBEDMENT LENGTH MUST BE DESIGNED BY FOUNDATION DESIGN ENGINEER. A80016 REFER TO DRAWING C-104161 FOR BUTLERIB OR SHAOOWRIB WALL BASE ANGLE INSTALLATION. A80017 THE SOLID BLACK < SYMBOL DESIGNATES A BRACED BAY OR SECTION. COCINM !UILDING DEPARTMENT APPROVED pfESS ce) C 34. 63 1 R CD EXP Q cim - e � CA ®i' Q PRODUCT OF THE BUILDER. _ PROJECT- BUILDING.ORDER DESCRIPTION- DRAWING TITLE, JGENERRL U7LER MANUFACTURING � ADFnENo. COMPANY ® NORTH VALLEY READY -MIX BTG VALLEY 25X81X15 LAST SPECIFIC CROUPS V DATE OFFICES -KANSAS CITY, MISSOURI ORDERS SGIEN�EERING 20u LL + OuCLL~ 11/05/95 CHICO. CA GRIDLEY" 80 MPH EXP -13 UBC 91 ANCHOR BOLT DRAWING NUMBER - DRAWING REV' SEISMIC ZONE 3 D95-073409-01 00 - � S (t c _Cb cb UNIT 1 ENDWALL FRAME AT SIDEWALL GRID 1 UNIT .1 - ENDWALL FRAME AT SIDEWALL GRID 5 ci) UNIT I - FRAME AT SIDEWALL GRIDS 2. 3 & 4 BRACED BAY REACTION - UNIT I H Y V SIO, MAII BETMEEN GRID CRIOS 2 6MG COUNT I BUILDING DEPARTMEN r APPROVED REACTION NOTES•v ���•Yjciv 1. INE rERCICAL Irl ANO NORIEONIAL IH llEAjOMLn��j'1� IN RIPS. EI NIP 1000 POUNDS) P09111 EC I ., IM TME POlL0YIM0 OI ACRAM. > E. POD HENI REACTIONS ARE STATED IN INCH -KIPS AND AN pg7`}}y IM A CLOCKWISE DIRECT ION. FORCE OM CNE ANCNOR BOLTS OR FOUNDATION WILL BE IN THE OPP0911E 01 R[CTIOIT 10 THAI SHOWN. ' 1. MAXIMUM REACTION SUM WT 14 THE HA%I MUM P091TIVE AMD NEGATIVE REACTIONS BA9EO ON IME IT RED LOAM COMB 1049 am V • Z �H 1 REVISION N0. 2' V DATE. PRODUCT OF THE BUILDER- PROJECT. QBUILDING ORDER DESCRIPTION. DRAWING TITLE- DRAWN er• _� _ AC FILE NO- B U T L E R MANUFACTURING �uu���/®. 25X81X15 LRST GROUP. V !DATE, tvosies COMPANY NORTH.VALLEY READY -MIX BIG VALLEY OaCLL CHECKED er• ORDER ENGINEERING 200 LL + SPECIFIC DRAWING NUMBER. GENERAL OFFICES -KANSAS CITY, MISSOURI SYSTEM , '.CH]CO. GA GRIDLEY 80 MPH EXP B UBC 91 REV. REACTION DRAWING SEISMIC ZONE 3 D95-073409-01 A 00 l r I t 20'-0' K z to g G 8001 \ 8001 0001 \\ BOoI N UNIT 1 ROOF BRACING x eool 1 eom 20'_0' (t ~ �/ UNIT 1 SIDEWALL BRACING AT GRID A 0 BRACE ROD SCHEDULE Q 1 PART NUMBER DESCRIPTION THREAD TURNBUCKLE I 544046 -372 7/16 BRACE ROD RH-RH NONE 2 544046 -302 7/I6 BRACE ROD RH-RH NONE BUTTS COUNTT 3UILDING DEPARTMr=Nl APPROVED oUS o� C 34763 EXP 9 j g}r 1 OF t REVISION N0. I REVISION NO. 2 PRODUCT OF THE BUILDER- PROJECT- BUILDING ORDER DESCRIPTION- DRAWING TITLE, AG FILE NO - DATE- DAIS- o Q 25X81XI5 LRST CROUP- V DATE- 11/05/95 DRAWN By. DRAW Br. B U'T L E R MANUFACTURING ® I NORTH VALLEY READY—MIX BIG VALLEY—, , 209 LL + ONCLL WIND BRAC I NO DRAWING NUMBER- REV. cNECNEo Br- CKECK10 811 cNEc Eo OT- CHECXED OT- COMPANY ORDER ENGINEERING SYSTEM CHI CO. CA GRI DLEY 80 MPH EXP B UBC 91 DRAW NO D95=073409-03 00 GENERAL OFFICES—KRNSAS CITY, MISSOURI _ SEISMIC ZONE 3 J J Q 0 z LLJ Z 0 iY EW 21'-0' 20'-0' 201-0' 20'-0' FRAME (IYP.) I F126 Ise— F12, 14 143 F)24 14 F1:a I F23) 11 F107 10 1104 10 F107 10 F257 10 10 F257 11 F107 10 f104 F107 F237 i237 11. F107 10 F104 10 F107 10 F257 11 10 103 c 10 i257 I 1107 I f104 I F107 1257 i F237 11 F107 10] f104 10 F107 103F257 T I F12B 1124 f12, F124 F12D I I J I I L 12 • i 12 i i 12 UNIT 1 ROOF SECONDARY STRUCTURAL FRAMING PLAN 4 EW STANDARD NOTES- RS0002 REFER TO DRAWING 8-1080945 FOR PURLIN BRACE PART NUMBERS AND TYPICAL INSTALLATION FOR SLOPE LESS THAN OR EQUAL TO 0.75-12. tjUTT_ COUNTY 3UILDING DEPARTMEN r Q pF ESS JAY . Co � C 3471,^ T r=; ,4E5EXP 9inOr�9 PROJECT- BUILDING ORDER DESCRIPTION- DRAWING TITLE- AG FILE NO - REVISION N0. 1 REVISION N0. 2 PRODUCT OF THE BUILDER- DATE- Q25X81X15 LRST ROOF GROUP- V DATE- 11/05/95 DRAw er, auw er. BUTLER MANUFACT U R I N G ® NORTH -VALLEY READY -MIX BIG VALLEY 201! LL + O#CLL SECONDARY STRUCTURAL DRAWING NUMBER, REV. COMPANY ORDER ENGINEERING CHICO, CA GRIDLEY 80 MPH EXP B UBC 91 FRAMING PLAN CHECKED BrGENERAL OFFICES—KANSAS CITY, MISSOURI SYSTEM _ SEISMIC ZONE 3 ' D95-073409-04 00 PURLIN BRACE PART SCHEDULE 17 PART NAME PART NUMBER PART LENGTH FIELD . WORK 10 PURLIN / GIRT 530635 263-4 21'-11 1/2' II PURLIN / GIRT 530635 275-4 22' -IJ 1/2' 12 EAVE STRUT 540.154 239-4 19'-11 1/2' 13 EAVE STRUT540224 251-4 20'-11 1/2' 14 EAVE STRUT \ 540334 239-4 ---19'-1 11/2' IS EAVE STRUT 540344 251-4 20'-11 1/2' STANDARD NOTES- RS0002 REFER TO DRAWING 8-1080945 FOR PURLIN BRACE PART NUMBERS AND TYPICAL INSTALLATION FOR SLOPE LESS THAN OR EQUAL TO 0.75-12. tjUTT_ COUNTY 3UILDING DEPARTMEN r Q pF ESS JAY . Co � C 3471,^ T r=; ,4E5EXP 9inOr�9 PROJECT- BUILDING ORDER DESCRIPTION- DRAWING TITLE- AG FILE NO - REVISION N0. 1 REVISION N0. 2 PRODUCT OF THE BUILDER- DATE- Q25X81X15 LRST ROOF GROUP- V DATE- 11/05/95 DRAw er, auw er. BUTLER MANUFACT U R I N G ® NORTH -VALLEY READY -MIX BIG VALLEY 201! LL + O#CLL SECONDARY STRUCTURAL DRAWING NUMBER, REV. COMPANY ORDER ENGINEERING CHICO, CA GRIDLEY 80 MPH EXP B UBC 91 FRAMING PLAN CHECKED BrGENERAL OFFICES—KANSAS CITY, MISSOURI SYSTEM _ SEISMIC ZONE 3 ' D95-073409-04 00 PURLIN BRACE LOCATION SCHEDULE BETWEEN . GRIDS LOCATION DETAIL BRACE SECTION TOP BOTTOM DIM. 'B' RIDGE BRACE I AND 2 FIST (I) B -0- (0) 2 AND 3 FIST (1) B -0- (0) 3 AND 4 FIST (1) B -0- •" (0) 4 AND 5 F151 (1) B -0- (0) STANDARD NOTES- RS0002 REFER TO DRAWING 8-1080945 FOR PURLIN BRACE PART NUMBERS AND TYPICAL INSTALLATION FOR SLOPE LESS THAN OR EQUAL TO 0.75-12. tjUTT_ COUNTY 3UILDING DEPARTMEN r Q pF ESS JAY . Co � C 3471,^ T r=; ,4E5EXP 9inOr�9 PROJECT- BUILDING ORDER DESCRIPTION- DRAWING TITLE- AG FILE NO - REVISION N0. 1 REVISION N0. 2 PRODUCT OF THE BUILDER- DATE- Q25X81X15 LRST ROOF GROUP- V DATE- 11/05/95 DRAw er, auw er. BUTLER MANUFACT U R I N G ® NORTH -VALLEY READY -MIX BIG VALLEY 201! LL + O#CLL SECONDARY STRUCTURAL DRAWING NUMBER, REV. COMPANY ORDER ENGINEERING CHICO, CA GRIDLEY 80 MPH EXP B UBC 91 FRAMING PLAN CHECKED BrGENERAL OFFICES—KANSAS CITY, MISSOURI SYSTEM _ SEISMIC ZONE 3 ' D95-073409-04 00 IAF Fp, FLANGE -_jI0 1/2'11 I LIP 0 I/2• W RADIUS CONTINUOUS PURLIN UOUS— o iHiCKNESS PURLIN •��' ROOF BEA ROOF BEAM ,1 C - SECTION DESIGN INFORMATION 1 ( PART DEPTH FLANGE LIP THICKNESS RADIUS ' USE 16) 1/2' X 1 I/4• USE 161 1/2' % 11/4• EAVE STRUT 540154 239-4 B' 3 1/2• 1 1/8• •094• 5/16• HEX. BOLT (0950851 HEX. BOLT (0950851 AND 1/2• HEX. NUT CONTINUOUS AND 1/2• HEX. NUT EAVE STRUT 540224 251-4 B• 3 1/2' 1 1/8• •094• 5/16• 10950321 PURLIN 1095032) EAVE STRUT 540334 239-4 8• 3 1/2' 1 1/16 .120• 5/16• EAVE STRUT 540344 251-4 8- 3 112•.1 1/16 .120• 5/16' 1 CONTINUOUS SPAN PURLIN CONNECTION CON DETAIL F104 INTERM. LOCATION - 8• PURLIN DETAIL F107 FLAN = RADIUS PURLIN W 6' 6 THICKNESS - IOP OF DETAIL PURLIN Z - SECTION DESIGN INFORMATION PART DEPTH FLANGE LIP THICKNESS RADIUS PURLIN / GIRT 530635 263-4 8' 1 2 5/8• 3/4• .060• 1/4• PURLIN /'GIRT 530635 275-4 8' 1 2 5/8• 3/4' 1 •060• 1/4• 1F 1572 i. DETAIL F151 PURLIN BRACE LAYOUT DETAIL F152 11) ROY TOP - (0) ROWS 80170M USE (2) 5/8• X 1 1/2• A325T HI ST RENCIM BOLT (097281) AND 8• HEAVY HEX. NUI (095233) -EAVE STRUT EAVE STRUT I b • 1 USE (2) 5/8• X 11/2' A3251 HI -STRENGTH BOLT 1097281) AND 1 (0952331 ROOF BEAM OR ROOF BEAM VERTICAL SPLICE CONTINUOUS COLUMN ° PURLIN U1N - 8- PURLIN RLIN CONNECTION DETAIL F124 EAVE STRUT CONN. TO INTERM. FRAME DETAIL F12B EAVE STRUT CONN. TO ENDWALL FRAME jV PURLIN ` CLIP (543029) ROOF BEA / 11 ' USE 14) 1/2' X 11/4• HEX. BOLT (09508 51 AND 1/2' HEX. NUT (095032) BRACE DETAIL F257 PURLIN CONNECTION TO EW ROOF BEAM ROM BUTTE COUNTY 3U1LDiNG DEPARTMENI APPROVED. Q �F ESS/ �9 �O JAY C/3 C 34763 �' s m EXP. ' i3 /9 � ► OF C A0 REVISION NO. 1 REVISION NO. 2 PRODUCT OF THE BUILDERS PROJECT- BUILDING ORDER DESCRIPTION- DRAWING TITLE- AG FILE N0- oA1E•DALE. [ l/j('11,Q(a --, - 25X81X15 LRST ROOF GROUP- Y DALE- 11/05/95 �•STRUCTURAL DRAWING NUMBERS REV. NORTH VALLEY READY -MIX O�CLL SECONDARY r o%AVN 81. BUTLER MANUFACTURING - BIG VALLEY COMPANY ORDER ENGINEERING CHICO- CA GRIDLEY 80 MPH EXP B UBC 91 DETAIL SHEET eNEeREOere CNECRED81. GENERAL OFFICES -KANSAS CITY, MISSOURI SYSTEM SEISMIC ZONE 3 D95 -073409-04A 00 FOR GABLE ANGLE INSTALLATION SEE DRAWING 1080944 12 73/4 PART SCHEDULE ( ) PART NAME PART NUMBER PART LENGTH FIELD . WORK IB GIRT 550305 253-2 21'-1 1/4' STANDARD NOTESI WS0006 FILL ALL OPEN HOLES IN DOOR POST WEBS WITH PLASTIC SNAP -IN PLUGS (097229)• WS0014 UNPUNCHED GIRTS ARE SUPPLIED AT OVERHEAD OR SLIDE DOORS. PUNCHED WALL SYSTEMS REQUIRE THE FIELD DRILLING OF THE 5/16' PANEL ATTACHMENT HOLES IN THE GIRT FLANGE. WS0023 I M P O R T A N T REFER�TO•PRONTO*DETAIL C047 FOR PROPER GIRT ALIGNMENT. FOR BASE ANGLE INSTALLATION SEE DRAWING 0104161 25'-0' 25'-0' B UNIT l FRONT EW STRUCTURAL ELEVATION AT GRID 1 FOR GABLE ANGLE " INSTALLATION SEE - - DRAWING 1060944 12 3/41 I �t71TE COMM Ta DDSB MILDING DEPARTMEN 1 B. B. APPROVED FOR BASE ANGLE INSTALLATION SEE DRAWING 0104161 25'-0"41a) . 6 UNIT 1 REAR EW STRUCTURAL ELEVATION AT.GRID 5 Q� ESS/� AY y C34763 a EXP. 9 I, J J REVISION NO. 1 REVISION NO. 2 PRODUCT OF THE BUILDER, PRO.IECT- BUILDING ORDER DESCRIPTION- DRAWING TITLE- - 'AG FILE N0- DATE- AT It -� 25X81 X1 5 LRS, WALL SECONDARY CROUPS v DATE II/o5/9s DRArR DT. DRAn en B U T L E R M A N U F A C T U R I N G �"" "`�"" ® NORTH VALLEY READY -MI X BI G VALLEY 20a LL * O#CLL" STRUCTURAL DRAWING NUMBER- - _ REV. COMPANY ORDER ENGINEERING CHICO. CA GRIDLEY 80 MPH EXP B -UBC 91 ELEVATION CHECKED DT. CIE GRED BTS GENERAL OFFICES -KANSAS CITY. MISSOURI SYSTEM SEISMIC ZONE .3 D95-073409-05 00 o2 FIELD WORK SCHEDULE . DETAIL FIELD WORK DIMENSIONS I PART SCHEDULE A 13'-6 7/16' B S S/8' C= 7/B' D 12'-1 1/18• E 1 I/2' 2 %026 A 13'-11 I/2' [ 7 PART NAME PARI NUMBER PART IENCIN FIELD . YORK 550317 042-8 J'-6 J/4' 19 DOOR HEADER DOOR GIRT 550317 024-6 2'-0 3/4' I7'-il I/2' 2 32 DOOR POST 580352 -14'-0 1/18'-" I" - 20 DOOR GIRT 550317 OJ6-6 3'-0 3/4' 21 DOOR GIRT 1 CLOSE-UP CLOSE-UP CLOSE-UP- NO. 1 ND. 2 NO. 2 CLOSE-UP NO. J ' FOR BASE ANGLE INSTALLATION SEE ' DRAVING'0104161 - FRAME 21'-0' (TIP) 20'-0• 20'-0' 20'-0' 81'-0' • d UNIT 1 RIGHT SW STRUCTURAL ELEVATION AT GRID B BUTTE COUNTY 3UILDING DEPARTiMP-Ml - A OV_ED • F ESSI Q SAY C 34785 t ER. i�l ice/ ra • �' "{u�` C REVISION NO. I REVISION NO. 2 L�J,Y/U ��Q PRODUCT OF THE BUILDER• PROJECT. BUILDING ORDER DESCRIPTION. GRAVING TITLE• AG FILE NO• DAIE. DALE. .. 25X81 X1 5 LRST WALL SECONDARY CROUP. v oATE• II/05/95 DRAWING NUMBER- REV. BUTLER MANUFACTURING � ® NORTH VALLEY READY -MIX BIG VALLEY 20p LL + OaCLL STRUCTURAL DRAvwer• DRAYRBY. COMPANY GENERAL OFFICES—KANSAS CITY, MISSOURI ORDER ENGINEERING SYSTEM CHICO, CA GRIDLEY 80 MPH EXP B UBC SEISMIC ZONE 3 91 ELEVATION 095-073409-05A QO cnFca[D er. GECREo. FIELD WORK SCHEDULE . DETAIL FIELD WORK DIMENSIONS I %044 A 13'-6 7/16' B S S/8' C= 7/B' D 12'-1 1/18• E 1 I/2' 2 %026 A 13'-11 I/2' 8 4'-0' 550317 042-8 J'-6 J/4' 31 DOOR HEADER 580123 I7'-il I/2' 2 32 DOOR POST 580352 -14'-0 1/18'-" I" - FIELD WORK SCHEDULE . DETAIL FIELD WORK DIMENSIONS I %044 A 13'-6 7/16' B S S/8' C= 7/B' D 12'-1 1/18• E 1 I/2' 2 %026 A 13'-11 I/2' 8 4'-0' t FLANGE , `LIP RADIUS o THICKNESS C - SECTION DESIGN'INFORMATION PART DEPTH FLANGE LIP THICKNESS RADIUS DOOR HEADER SOD123 9- 3 1/2' 13/16 .062' 5/16' ' DOOR POST 580352 9'. 3 1/2- 7/8' •062' 5/16' FLAN RADIUS W IT- ICKNESS Z - SECTION DESIGN INFORMATION PART' DEPTH FLANGE LIP THICKNESS RADIUS DOOR GIRT 550317 024-6 GIRT CHANNEL (543242) 52 5/8' 3/4' .060• 1/8' DOOR GIRT 550317 036-6 8' 2 5/8• 3/4' .060' 1/8' DOOR GIRT 550317 042-6 8' 2 5/8' 3/4' .060• 1/8' GIRT 550305 253-2 9 1/2' 2 3/4' 1 1/16 .073' 1/4• m 0 kISION NO. I REVISION NO. 2 lop EAVE STRUT FIELD LOCATE EAVE STRU1MEMBER - 9/I6• DIA. HOLES USE (2I 1/2' % 1 )/A 1� IN EAVE STRUT HEX• BOLT (095085) AND IDT _— — — — — — 1/2''HEX• NUI (095032) N e CLIP ISBOIJ21 GIRT 9' DOOR POST USE (3) 1/2' X 1 1/4' 1i i THIN MD. BOLT (096636) y �\ AND 1/2' HEX. NUT CLIP , USE (2) 1/2' X 1 1/4• 10950721 i FLUSH TO 158011 BI i THIN MO. 80L1 (098636) AND ^ , 1/4' MAX. 1/2' HE%• NU1 (09 032) 1, OUT a ODOR POST-,,, BASE / 1 \ , ,1ANGLE L L (2) 3/4' NUTS L � DOOR HEADER l (N01 BY BMC) CLIP DOOR 15801181 BLDG. WIDTH WIDTH \ ��� � \ CLIP (543316) OR LENGTH MI S-ALICNMENT HEX. ( BOLT / (095085) /AND \'\ y`O�J` DOOR POST \ CORRECT ALIGNMENT (AVOID (HESE CONDITIONS) 1/2' HEX. NUT (095032) DETAIL D001 DOOR POST i0 BOTTOM OF EAVE STRUT DETAIL D00 DOOR HEADER TO DOOR POST DETAIL D032 DOOR POST BASE CLIP CONNECTION DETAIL G047 SECONDARY STRUCTURAL ALIGNMENT 9' DOOR POST USE") I/2' X 14 HEX. BOLT (0950851 AND DOOR POST GIRT USE (2) 1/2' X 1 1/4 ---------I �IMIN HD. BOLT (096 63 ANO I/2' HEX. NUT o i (095032) W Y1 , USE (2) 1/2• X 11/4 CLIP (543399) HEX. BOLT (095085) AND LEG DOWN 1/2' HEX. NUT (095032) DIRT CHANNEL 1543260) INSIALL VI IN PANEL FASTENERS. DETAIL G172 GIRT CHANNEL TO DOOR POST CONNECTION DETAIL G256 9 1/2 GIRT CORNER POST DETAIL G280 8' SINGLE GIRT TO DOOR POST CONN. DETAIL C281 8' SINGLE GIRT TO DOOR POST CONN. 6' SETBACK CK ENDVALL _ USE IS) 1/2' % 1 1/4' FIELD CUT GIRT TO HEX. BOLT 1095085) AND CLEAR DOOR POST 41 IDEVALL COLUMN ODOR HEADER LENGTH DOOR POST LENGTH 1/2' HEX.. NUT (095032) AS SHOWN OR ENDVALL POST., SIDEVALL - 'A' '8' BOTTOM 'A' 'B' OF OOR SIDEVALL GIRT I/2' - 1 1/4' P GIRT OSTT 'C' CLIP 1513347) ;SCRAP LEG DOWN SCRAP W - SCRAP � ENDVALL GIRL ' r' � �--------------------- � � o , i + + i 1 ---------------- —W_ ----------- ---- ---- —W— b� DOOR a FRAME SIDEVALL OR ENDVALL ,jb of �j POST T OUTSIDE �a i FL ANCEE - GIRT CHANNEL 1543242) SECTION FLANGE FIELD WORK AS REQUIRED AND DOOR HEADER DOOR POST INSTALL WITH PANEL FASTENERS. NOTES: USE (2) 1/2' X 1 1/4' I. FIELD CUT DOOR HEADER AND LOCATE 9/16' DIA. HOLES NOTES: - GIRT CHANNEL (543260). FIELD BEND 1. FIELD CUT DOOR POST AND LOCATE HOLES AS SHOWN. 90 DEG. AND INSTALL WITH PANEL HEX. BOLT (095085) AND AS SHOWN. FASTENERS. 1/2' HEX. NUT (095032) 2. SEE 'FIELD WORK SCHEDULE' FOR DIMENSIONS. 2• SEE 'FIELD YORK SCHEDULE' FOR DIMENSIONS. DETAIL C286 s' Sw a 9)/z' EW GIRLS TO CORNER Post DETAIL C304 CONTINUOUS SPAN GIRT CONN. DETAIL X026 FIELD WORK DOOR HEADER DETAIL X044 FIELD WORK DOOR POST' 8' SETBACK ENDVALL w11H ADJACENT DOOR POST BUTTE CpuNT? E ILDING DEPP+RTI'�ENl JAY R P VED �,c 3347E3 d E'/%P. oIQ'i J9 PRODUCT OF THE coca BUTLER MANUFACTURING _!!55wNto® COMPANY ORDER ENGINEERING GENERAL OFFICES-KRNSAS CITY, MISSOURI SYSTEM BUILDER: 11 PROJECT: NORTH VALLEY READY -MIX ICHICO, CA BUILDING ORDER DESCRIPTION: DRAWING TITLE: AC FILE N0: 25X81X15 LRST WALL SECONDARY CROUP: v OATE: 11/05/95 BIG VALLEY 20a LL + O#CLL STRUCTURAL ELEVATION GRAVING NUMBER: REV. GRIDLEY 80 MPH EXP B UBC 91 DETAIL SHEET SEISMIC ZONE 3 D95 -073409-05C 00 1/2' HEX. NUT (095032) GIRT CHANNEL (543242) SIOEVALL FIELD WORK AND INSTALL DOOR POST WITH PANEL FASTENERS • I DOOR POST CLIP (543347) GIRT LEG DOWN �� • � ENDVALL GIR1 USE 121 THIN HD. I/2' X 1 I/4 BOLT (096636 --------- AND I/2' HEX. NUT i o L3 ID95032, \ io� L o of — LEG. (543398> LEG. DOWN USE 12) 1/2' X 1 1/4' HEX. BOL. UT (05) AND 1/2' NE%. NUT (095032) —w— DOOR POST GIRT USE (2) 1/2' X 1 1/4 ---------I �IMIN HD. BOLT (096 63 ANO I/2' HEX. NUT o i (095032) W Y1 , USE (2) 1/2• X 11/4 CLIP (543399) HEX. BOLT (095085) AND LEG DOWN 1/2' HEX. NUT (095032) DIRT CHANNEL 1543260) INSIALL VI IN PANEL FASTENERS. DETAIL G172 GIRT CHANNEL TO DOOR POST CONNECTION DETAIL G256 9 1/2 GIRT CORNER POST DETAIL G280 8' SINGLE GIRT TO DOOR POST CONN. DETAIL C281 8' SINGLE GIRT TO DOOR POST CONN. 6' SETBACK CK ENDVALL _ USE IS) 1/2' % 1 1/4' FIELD CUT GIRT TO HEX. BOLT 1095085) AND CLEAR DOOR POST 41 IDEVALL COLUMN ODOR HEADER LENGTH DOOR POST LENGTH 1/2' HEX.. NUT (095032) AS SHOWN OR ENDVALL POST., SIDEVALL - 'A' '8' BOTTOM 'A' 'B' OF OOR SIDEVALL GIRT I/2' - 1 1/4' P GIRT OSTT 'C' CLIP 1513347) ;SCRAP LEG DOWN SCRAP W - SCRAP � ENDVALL GIRL ' r' � �--------------------- � � o , i + + i 1 ---------------- —W_ ----------- ---- ---- —W— b� DOOR a FRAME SIDEVALL OR ENDVALL ,jb of �j POST T OUTSIDE �a i FL ANCEE - GIRT CHANNEL 1543242) SECTION FLANGE FIELD WORK AS REQUIRED AND DOOR HEADER DOOR POST INSTALL WITH PANEL FASTENERS. NOTES: USE (2) 1/2' X 1 1/4' I. FIELD CUT DOOR HEADER AND LOCATE 9/16' DIA. HOLES NOTES: - GIRT CHANNEL (543260). FIELD BEND 1. FIELD CUT DOOR POST AND LOCATE HOLES AS SHOWN. 90 DEG. AND INSTALL WITH PANEL HEX. BOLT (095085) AND AS SHOWN. FASTENERS. 1/2' HEX. NUT (095032) 2. SEE 'FIELD WORK SCHEDULE' FOR DIMENSIONS. 2• SEE 'FIELD YORK SCHEDULE' FOR DIMENSIONS. DETAIL C286 s' Sw a 9)/z' EW GIRLS TO CORNER Post DETAIL C304 CONTINUOUS SPAN GIRT CONN. DETAIL X026 FIELD WORK DOOR HEADER DETAIL X044 FIELD WORK DOOR POST' 8' SETBACK ENDVALL w11H ADJACENT DOOR POST BUTTE CpuNT? E ILDING DEPP+RTI'�ENl JAY R P VED �,c 3347E3 d E'/%P. oIQ'i J9 PRODUCT OF THE coca BUTLER MANUFACTURING _!!55wNto® COMPANY ORDER ENGINEERING GENERAL OFFICES-KRNSAS CITY, MISSOURI SYSTEM BUILDER: 11 PROJECT: NORTH VALLEY READY -MIX ICHICO, CA BUILDING ORDER DESCRIPTION: DRAWING TITLE: AC FILE N0: 25X81X15 LRST WALL SECONDARY CROUP: v OATE: 11/05/95 BIG VALLEY 20a LL + O#CLL STRUCTURAL ELEVATION GRAVING NUMBER: REV. GRIDLEY 80 MPH EXP B UBC 91 DETAIL SHEET SEISMIC ZONE 3 D95 -073409-05C 00 IC '• t 0 2 REVISION NO. 1 0 Isle W C/IEd([D 9P: N 7 UNIT 1 FRONT EW ELEVATION AT GRID 1 DETAIL A Frame #1, Splice #02 Refer to page - 11 of Splice Design and to shop drawings. 16' 12 -13/4 Detoil B below b W 1'-7 7/8' DETAIL B Frame #1, Splice #04 Refer to page 22 of Splice Design and to shop drawings. BUILDER: PROJECT: REVISION NO. 2 PRODUCT OF THE � a �® NORTH VALLEY READY -MIX BIG VALLEY BUTLER MANUFACTURING GRIDLEY COMPANY ORDER SYSTEM ENGINEERING CHICO, CA BY: GENERAL OFFICES -KANSAS CITY, MISSOURI PART SCHEDULE I � PART NAME 0 PART NUMBER PART LENGTH FIELD Q WORK BOLT N0. 33 EW CORNER POST V26880 14'-6 11 3 1 OB 34 EW ROOF BEAM V26885 25'-0 11/32' 35 EW CORNER POST V26890--13'-0 Y-- - 09/AZ- BOLTED CONNECTION SCHEDULE O 1 OUANTIIY BOLT N0. DESCRIPTION NUT NO. DETAIL A 1 OB 1 097281 5/8X1-1/2 HS BOLT A31 095233 I CO01 FLANGE BRACE SCHEDULE D PART NO. FRONT/LEFT PART N0. REAR RIGHT I DIM. 'Y DETAIL FIELO 0 WORk 1 005660 - 1'-4 1/Y I CO01 STANDARD NOTES: IFOD01 ALL HIGH STRENGTH BOLTS ARE A -325-T WITH HEAVY HEX NUTS AND ARE TO BE INSTALLED USING THE 'TURN-OF-T�H' METHOD SPECIFIED IN ATION FOR E-NUTSTRUCTURAL JOINTSNUSING TH (ASTM TION OA325 ORF THE A490 BOLTS PER SECT ON 8 D T1). THE A-325 TURN TOF--TTHE-NUY S MAY BE INSTALLED WITHOUT ITH17 O IS WASHERS THENED ERECTOR TO ASSURE PROPER TIGHTNESS. SEE INSTALLATION OF A -325T BOLT DRAWING D-1080268 (GROUP 52-38). tSUTTP COUN I Y BUILDING DEPARTMEN LPPRQVF.Q. ORDER DESCRIPTION: DRAWING TI=LE- BUILDINGAG FILE NO: OUP: W DATE: 01/04/96 25X81 X 15 LRSTAWING NUMBER: RE• 20# LL + O#CLL CR80 MPH EXP B UBC 91 EREC95-073409-02 01 SEISMIC ZONE 3 0 DEN SW 25-0' SW A UNIT 1 FRAME ELEVATION AT GRIDS 2,3, AND 4 DETAIL C Frame #2, Splice #02 Refer to page 35 of Splice Design and to shop drawings. 16- 12 )etail D below b DETAIL D Frame #2, Splice #04 Refer to page 46 of Splice Design and to shop drawings. BOLTED CONNECTION SCHEDULE PART SCHEDULE BOLT NO. ( ) PART NAME PART NUMBER PART LENGTH FIELD Q WORK 36 EXTERIOR COLUMN V26B95 14' 37 ROOF BEAM V26900- 38 EXTERIOR COLUMN V26905 I 13-1 1/4" BOLTED CONNECTION SCHEDULE Q QUANTITY BOLT NO. DESCRIPTION NUT N0. DETAIL 8 OB 1 097282 1 5/8X2-1/4 BOLT A325T V095233 FLANGE BRACE SCHEDULE O PART N0. FRONT/LEFT PART NO. REAR/RICHT DIM. 'Y DETAIL FIELD WORK 0 1 005660 GJ BUTLER MANUFACTURING COMPANY GENERAL OFFICES -KANSAS CITY. MISSOURI 1'-4 1/Y C001 GROUP' W DATE: 01/04/96 25X81X15 LRST 20# LL + , 0#CLL CROSS SECTION DRAWING NUMBER: E01 80 MPH EXP B UBC 91 ERECTION DRAWING D g5 -073409-02A SEISMIC ZONE 3 du M COUN I I WILDING DEPARTME�, APPROY.P.D VES C.347S3 EXP. 9/L i 19 �3 • �qp C1 Ei IL;''�. OF C�Y�� PROJECT: BUILDING ORDER DESCRIPTION: DRAWING TITLE: AC FILE NO: REVISION NO. 1 REVISION NO. 2BUILDER: GJ BUTLER MANUFACTURING COMPANY GENERAL OFFICES -KANSAS CITY. MISSOURI PRODUCT OF THE � ® ORDER ENGINEERING SYSTEM NORTH VALLEY READY -MIX BIG VALLEY CHICO, CA GRIDLEY GROUP' W DATE: 01/04/96 25X81X15 LRST 20# LL + , 0#CLL CROSS SECTION DRAWING NUMBER: E01 80 MPH EXP B UBC 91 ERECTION DRAWING D g5 -073409-02A SEISMIC ZONE 3 DATE: DATE: DRAWN BY: DRAWN BY: CHECKED On cNEaCD BY: a n 0042852 004 OV268 3/16 J 1/8 3/16n HAMMERHEAD GUSSET -DETAIL OV26880-02 SA OV26880-03 88-1/4 174-3/8 OV26880-01 00 3/16 0042869 OO v � 1/8 A ' ' A 3/16 1/4 t3UTTE COUNTT Q®� ESS/® BUILDING DEPARTMP-t4 � AY ADPC�OdE®� C34763 6� FXv^ P, 9/30/99Lot— j lie r � A = 3.58 (3/4 - 12) 3.5 7 1 1 OV26880-04 GUSSET WEB •250 X 7-5/8 X 6-1/2 2.5 6 1 0042892 GUSSET FLG .250 X 6 X 6 13.4 5 1 0042869 COMP PLATE .375 X 6 X 21 14.2 4 1 0042852 BASE PLATE .500 X 8 X 12-1/2 46.0 3 1 OV26880-03 FLANGE .188 X 5 X 172-3/4 56.5 2 1 OV26880-02 WEB .100 X 11-1/2 X 173-7/16 46.2 1 1 OV26880-01 FLANGE .188 X 5 X 173-7/16 WT ITEM OTY I PART NO. NAME SIZE REVISION NO. Q REVISION NO. 2Q DATE DATE NAME NAME CK CK 0 EW CORNER POST CK GROUP 1 A-29. PH(209) 651-5330. OR RGDOVE WT 182.3 EN ' SEPRYOR suPv DSDAYTON �RT1 1 -07-95 : REV ORDER 04-073409-1 FIN -PART B OV26880 00 11 a i 1-1/2 300-5/16 _nv13aaaa-nj OV26885-01 VOV26885-03 nn42R72 0042872 i 4 KNEE .AREA DETAI L OV26885-04 KNEE AREA 'DETAIL t$UTT6 COUNTY BUILDING DEPARTMP-N 1 APPROVED ®� ESS/ ®e Ay. `IO C 34763 3 � EXP. 9/30/99 CIVIL OFA''' A = 3.58 (3/4 - 12) 11.6 6 6 0042872 STIFFENER •250 X 2-1/2 X 11 7.5 5 1 0042937 END FLANGE 375 X 6 X 11'-11/16 78.5 4 1 OV26885-04 FLANGE .188 X 5 X 294-13/16 39.1 3 1 OV26885-03 WEB .100 X 11-1/2 X 119-15/16 58.6 2 1 OV26885-02 WEB •100 X 1'1-1/2 X 180 79.9 1 1. OV26885-01 FLANGE •188 X 5 X 299-15/16 WT ITEM OTY PART NO. NAME SIZE REVISION NO. Q I REVISION N0. Q CK 0 EW ROOF BEAM 09)651-5330 OR RGDOVE CK GROUP IA -29 275. 2 EN SEPRYOR suPv DSDAYTON JOITI 11-07-95 REV 4-073409-1 FIN -PART B OV26885 0 0 J L J SA SA 1/8 1/8 3/32 nn42R72 0042872 i 4 KNEE .AREA DETAI L OV26885-04 KNEE AREA 'DETAIL t$UTT6 COUNTY BUILDING DEPARTMP-N 1 APPROVED ®� ESS/ ®e Ay. `IO C 34763 3 � EXP. 9/30/99 CIVIL OFA''' A = 3.58 (3/4 - 12) 11.6 6 6 0042872 STIFFENER •250 X 2-1/2 X 11 7.5 5 1 0042937 END FLANGE 375 X 6 X 11'-11/16 78.5 4 1 OV26885-04 FLANGE .188 X 5 X 294-13/16 39.1 3 1 OV26885-03 WEB .100 X 11-1/2 X 119-15/16 58.6 2 1 OV26885-02 WEB •100 X 1'1-1/2 X 180 79.9 1 1. OV26885-01 FLANGE •188 X 5 X 299-15/16 WT ITEM OTY PART NO. NAME SIZE REVISION NO. Q I REVISION N0. Q CK 0 EW ROOF BEAM 09)651-5330 OR RGDOVE CK GROUP IA -29 275. 2 EN SEPRYOR suPv DSDAYTON JOITI 11-07-95 REV 4-073409-1 FIN -PART B OV26885 0 0 J 00 i N CD OD ni 0042357 m OV26 3/16 3/16 HAMMERHEAD GUSSET DETAIL rOV26895-02 OV26895-03 174-3/16 A, OV26895-01 3/16 3/16 1/4 00 Ln 0042869 v � N 8 � a i 1-1/8 3/16 0042937 1 1/8 A OV26900-03 L I J 3/ 2 1/8 1/8 3/16 3/16 5/16+1/16 16042869 20-3/4 1-5/8 27-5/16 48-1/16 21-1/8 L OV26900-06 NS/FS 1/8 3/16 KNEE AREA DETAIL 300-5/16 224-11/16 OV26900-02. SA , ,o OV26900-04 L8J 3/16 OV26900-01 Rim rOV269C 0-05 1/8 A N L 3/16 1/8 5/16+1/16 3/16" V 0042869 BUTTE COUNTY e� SAY BUILDING DEPARTMP-N / #,PPROSE® c } .53 � EXR 9%x_.3 Z 07 c � A = 3.58 (3/4 .- '12) 5.8 8 1 4 OV26900-06 STIFFENER .200 X 2-1/4 X 11-3/8 6.6 7 1 OV26900-05 END FLANGE .375 X 6 X 10-3/8 7.5 6 1 0042937 END FLANGE .375 X 6 X 11-11/16 26.8 5 2 0042869 COMP PLATE .375 X 6 X 21 68.7 4 1 OV26900-04 FLANGE .188 X 5 X 258-1/16 19.5 3 1 OV26900-03 WEB .100 X 11-1/2 X 59-3/4 78.4 2 1 OV26900-02 WEB •100 X I1-1/2 X 240-1/2 79.8 1 1 OV26900-01 FLANGE .188 X 5 X 299-9/16 WT ITEM OTY PART NO. NAME SIZE REVISION NO. Q REVISION NO. 2Q DATE DATE NAME NAME CK CK ROOF BEAM PHONE OR CK GROUP D-29 2 9 (209) 651 -5330 RGDOVE WT EN SUPV DATE 292.9 SEPRYOR DSDAYTON 11-07-95 ORDER 04-073409-1 j FIN -PART B OV26900 RE00 IC 0042357 88-1/4 3/16 OV26905-02 J SA> -- 1/ 1/8 3/16 OV26905-03 HAMMERHEAD GUSSET DETAIL 157-1/4 A) OV26905-01 3/1 00 N, Lo L 004286 N i BUTTE .COUNTT 3UILDING DEPA.RTMGN VESS9 Ise APPROVED G r � J.73t EXP s . /9j8%99 �W r Ftfi.�i A= 1.47 (5/16 - 1 2) 5.3 7 1 0030925 GUSSET WEB •250 X 7-1/2 X 16 (2 FROM) 4.5 6 1 0030924 GUSSET FLG •375 X 7'X 6 13.4 5 1 0042869 COMP PLATE •375 X 6 X 21 10.8 4 1 0042357 BASE PLATE •500 X 9 X B-7/16 41.7 3 1. OV26905-03 FLANGE .188 X 5 X 15677/16 51--2 2 1 OV26905-02 WEB .120 X 19-1/4 X 156-3/8 (2 FROM) 41.6 1 1 OV26905-01 FLANGE .188 X 5'X 156-3/8 WT ITEM OTY PART NO. NAME SIZE REVISION NO. ZL REVISION NO. 02 DAT E DATE NAME NAME CK CK EXTERIOR COLUMN PHONE (209)651-5330 DR RGDOVE CK GROUP ID WT 168.3 EN SEPRYOR SUPV DSDAYTON DRTE 11-07-95 ORDER 04-073409-1 FIN -PART B OV26905 RE00 ll. j43' LIQUID 0 STORAGE -j TANK 1 I 28't I 45't ppPl��' J 1 EXISTING EQUIPMENT Butte COunty AND AGRICULTURAL ntal Health W1 SUPPLY STORAGE Environ(n`' !� W 200't --� pafiepft-1 J- BREEZEWAY--� EQUIPMENT STORAGE 60' BUILDING 13� y � ZEXISTING OFFICE 000 LIQUID STORAGE TANKS p EXISTING \-� STORAGE BLDG �O M 381 I I - PROPOSED ADDITICN C4n 0 I 1 I I LIQUID STORAGE TANKS 000 I SITE PLAN: 111=1001 BUTTE -OL A.Pf 024-110-016 CODE ANALYSIS PER 1991 UBZ OCCUPANCY GROUP: 52 - STORAGE (1) TYPE OF CONSTRUCTION: II N LOCATION ON PROPERTY: 150" SETBACK TO PL 4 NORTH 45't SETBACK TO PL AT EAST 200' 3ETE ACK TO PL 0 WEST 300't SETBACK To PL AT SOUTH FLOOR AREA: EXISTING BUILDING AREA ■ SAOO Sa FT. PROPOSED ADDITION ■ 2;68 SGL FT. TOTAL AREA • 11,868 $GL FT ALLOWABLE AREA ■ i2poo SGL FT. PLUS INCREASE FOR SETBACKS. HEIGHT : ' PROPOSED HEIGW . 20't (EXI8TING) ALLOWABLE 14Eh3f4T • 55' NUMBER OF STORIES: PROPOSED : 8W -,LE STORY ALLOWABLE. 2 -STORIES OCCUPANT LOAD: 11 OCCUPANTS AT 1 PER 200 Sr-. IN ADDITION (2) EXITS: I REQUIRED PER FOR LESS THAN 30 OCCUPANTS 1 EXIT PROVIDED (2) I NOTES: I. THE OWNER SHALL PROVIDE A LETTER TO THE 15UILDNG DEPARTPt£NT DESCRIBING INTENDED USE OF BOTH EXISTING AND PROPOSED AREAS WITHIN STORAGE 5UILDD4a 2. THE OCCUPANTS AND ALL EXIT REQWR»"ENT6 ARE SHOWN FOR THE ADDITION ONLY. OCCUPANT'S AND ALL EXITS PROM THE ADDITION ARE COMPLETELY SEPARATE FROM THE EXISTING BUILDING: c� INDEX 01= DFR AWINGS . 1 SITE PLAN z 2 FLOOR PLAN ELEVATIONS SECTION 4 DETAILS E5 FOUNDATION PLAN P; FOUNDATION DETAILS NOVEMBER 22, 1995 3'-O" EXiSTING STOKE 5UiLDING (82 OCCUPANCY - S&00 SF.) EXISTING STEEL FRAMES EXISTING TILT -UP TIE ROD BRACING AT EXTERIOR OF BLDG CONCRETE WALLS THIS BAY ONLY NEW STEEL FRAMES r -' •, BY BUTLER - -- 3' X 10' TRANSLUCENT i ROOF PANELS (TOT 4)--!,._4 I EQUiPMENT STORAGE ..........: (52 OCCUPANCY - 2268 SF.) EXISTING AC. PAVING TO REMAIN AS FLOOR .0 ' 'DOOR 'X 12' R.U. DOOR 14'X 1D4 .4' X12' G4� A 6" CONCRETE APRON 21'-O" 4'-0"1, L 2'-0" 4'-0" 2'-0" 20'-0" 20'-0" ar-o" IiEMMM� q FLOOR FLAN: 3/321' = V- 0 .° 20'-0" 4'-0" GENERAL NOTES I. Construction shall conform to these plans and all applicable codes and local ordinances including the 1991 Edition of the Uniform Building Code. 2. Steel building shell shall be designed by others to UBC and MBMA requirements. Manufacturer shall provide shop drawings and cal- culations as required by local building department. 3. All exit door shall be openable from the Inside without the use of key, special knowledge or effort. SOIL NOTES I. Foundation design is based on: Soil Bearing Capacity: 1000 psf with increases per UBC. Table 29-A. 2. All footings except where noted otherwise on plans shall be set at least 12" into undisturbed earth or certified compacted fill. 3. Any unusual soil conditions such as organic soils, clay pockets or uncertified rills shall be brought to the attention of the engineer prior to construction. SPECIAL INSPECTIONS 1. Special inspections as required by Section 306(a) of the UBC shall be performed by an independant special inspector for the Installation of the high strength bolts used in assembling the steel frames by Butler. 2. The special Inspector applications must be reviewed and approved by the Butte County Building Department prior to issuance of a permit. 3. Special inspector's reprorts must be filed with the Building Department weekly during construction. Butte County Environmental Health Date NOVEMBER 22, 1995 STI E STORAGE BUILDING FOR BIG VALLEY AG. SERVICE Revisions: SCALE: „_ '_ �� - I O SHEET {z SUTTEE , COUNTY, GA. FILE: : JAG E:/AGAD/ /� FLOOR FLAN /uJLJ, CLIENT: NORTH VALLEY BUILDING SYSTEMS II THREE SEVENS LANA Polar .. .•,,,,,•� Q515on5o-2�w3 Polaris Engineering & Surveying, Inc. JOB: 206 S. WCOLN ST. * SIDE 201 PORT MELES it Vk 98362 CI-IICO, GA 95926 95150 pF PHONE: (360) 452-5393'; FAX .,(360) 457-9319 PHONE: (916) 345-7296 FAX. -(916) 345-5046