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HomeMy WebLinkAbout016-210-022PERMIT#95-3149 ° 1 REED; .Thomas !'�i►^;2-.�9�9 {'°^'- O` �, ror 'Cabin Hollow Ct .:;'� Bldg I --Chic j i1 �'T b , ' .3 �•` 'i'i ;�' :. ; � s New Warehouse •► r,.,� �xi ., v II 1 , 'I Is ' .-iCOMMERCIAL_ 4g-°710 _ o09-400 MASONRY WALLS N E S W 048=010-05.4 PERMIT#95-3149 1st Lift REED, Thomas 2nd Lift /JA26e 3 Cabin Hollow Ct. , Bldg 1, Chico 3rd Lift, New Warehouse 4th Lift 5th Lift 6th Lift FIRE WALLS 0 cupancy, Area Propert Gypsum Board 1st Layer 2nd Layer Walls Ceilin s -7— OFFIG� COPY L• - �-�1�✓ �fl%�/"l \ lY Address a 3 "C.f:K7/g/4GLQ� 7-A q -AJ, ( -A zf� GAS Meter By Date ELECTRIC �/ Meter By �C�� S // //�- Date Ado C_-/ ` 1 /V, Al-4XIly 43 q1; �Ad OL •I — 1 OFFICE COPY 0 If Address 1'3 ZZ3 h -1A -r AG Lvw _ n L y- By a e__ CTRIC By Date JOB FINALED (Date) ` Signature CERTIFICATE OF OCCUPANCY ISSUED (Date) Signature, V=OK O=Not OK - = Not Applicable = Not Ready F o COMMERCIAL Date UNDE LOOK Plans OK except ff's g -Setbacks -Easements -Flood -Slope -Soil Report �+ . Ft m; Soils-Ufer Ground.-Ftg. Depth old Downs -Bolts -Straps -Embedment -Hair Pins 4. Concrete -PSI -Cert -SP. insp.-Loc. 5. Stalls, Main; Steel-Blockouts-Wrapped einf. Steel -Grade -Placement Ll7-Kri 7 ;Steei-Wrapped-Wire Mesh ,f �Q 7;5,-10'-Lf� S elY.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. Pienums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts -Joists -Vents -Cripples 15. Masonry -Rebar -Lifts Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except #'s 16. Htr.; Vent -Access -Combustion Air -Baffle P� ater Pipe; Test & Anchor -Nail Protection i . D.W.V.; Test -Fittings & Anchor -Nail Protection -%�- 19. Sinks -Floor -Grease Trap k 20. Hand icap-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 tf's 22. Fixture & Transformer Clearance -Ins. Protection 23. Single Phase -Three Phase -Equip. Bond - 24. Si Boxes & No. of Conductors -Stapled �,. omex Installed Close to Edge of Studs & C.J. t#=, quip. Ground made up w/Mech. Fastners-Bond Gas & Water spy J2 Wiring -90° -Protected -Color Coded (2f8Aubfeed 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-Mech. 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 3 . 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. k.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 FR!MING Plans OK except ft's Sils, Proper Material & Anchors -Hold Downs 41( Walls Studs -Nailing, Spacing & Bracing -Plates -Sound - d�.�aring Walls over Girders & Floor Nailing �,. !3 raft Stop in Walls (rat proof) t#=, 14. Fire Stops; Furred Ceilings -Stairs -Chases ---"-4 eaders & Beam -Size & Bearina-Su000rt Fix. (NOTE: An entry must be made each I Date.' FRAMING (Continued) A. Hangers -Post Caps -Anchors -Connectors < Roof Shthing-Nailing -Diap.Chord Splice p6wal l-Doors-Area-Occp.-Prop. W Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 50'016 -Lam cert. -Placement -Support ,._Steel Buildings-Purlin-Girders operty Line Firewall & Openings xt. Doors -Handicap Access •54. -Stairs Width -Headroom -Rise -Run -Landing -Fire Protection 65rpfy ow od on Roof Overhang -Attic Vents -Rafter Outriggers ;56 -Siding -Nailing Veneer 5Z, -Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access S8- Ht�ing Area -Glass Protection -Skylights -Plastic -Fire Port. ,69_ Shear Walls -Plywood-Nailing-Conn to Roof 60. Insulation -Walls -Ceilings 61. Infiltration -Walls -Windows 62. Corridors -Openings -Fire Protection -Framing Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except ff's 63. Ext. Steps -Door & Sidelight Protection -Landings 64. Exits -Size -Number -Placement 65. Furnace; Vents -Clearance -Comb. Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 66. Sprinklers -Placement -Test 67. Suspended Ceiling-Seismic-Wires-Elec-Light & Mach. 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. & Mach. 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 Occupancy Ime you visit the Job site) COUNTILOF-BUTTE ' DEPARTMENT OF PUBLIC WORKS 7 COUNTY CENTER DRIVE OROVILLE, CALIFORNIA - 538-7541 CERTIFICATE OF OCCUMNCY This building has been constructed and cor accordance with ,,pple�ted in the requirements of the Uniforml�uilding�tode under permit number 95-3149 for the following: 'k WAREHOUSE Use Classification - Address or Location Group B2 13223 CABIN HOLL014 COURT occupancy; Type 5N -construyion. It is hereby certified for the occupancy described above and may� be occupied. Date 9/12/96 Director of Public Works by POST IN A CONSPICUOUS FLAUL (Over) N 0 T I C E A new Certificate of Occupancy Is required If the use or occupancy of this building changes. This Certificate of Occupancy shall be posted In a conspicuous place and Is not to be removed by other than the Building Inspector. COUNTY OF BUTTE- DEPARTMENT bF 7EVELQPMENT SERVICES - BUILDING DIVISION . 7 County Center Drive - Oroville, California 95965 - Telephone (916) 538-7541 PERMIT W APPLICATION AND PERMIT S--3 ASSESSOR PARCEL NUMBER 048-01-0-054 ZONING 111-1 BUILDING PERMIT L-) OWNER THOMAS REED TELEPHONE SO. FT, OCC. BUILDING VALUATION OWNERS MAILING ADDRESS P 21000 �22 426,000.00 CONTRACTOR'S NAME TELEPHONE CONTRACTORS MAIUNG ADDRESS Fireplace CONSTRUCTION LENDER UNIwOWN Total Valuation $ 426 000.00 LENDER'S MAILING ADDRESS Filing Fee $ 20,00 Permit Fee $ 1780.50 ARCHITECT OR ENGINEER LICENSE NO. Plan Checking Fee $ 1157.30 Energy Plan Checking Fee $ ARCHITECT OR ENGINEER'S MAILING ADDRESS Penalty $ BUILDING ADDRESS 13223 CABIN HOLLOW COURT BLDG #E1 PERMITFEE $ 2957.80 PLUMBING PERMIT Filing Fee 20.00 Each Trap 201 7.00 40.00 LOT NO. SUBDIVISION'S NAME PARCEL MAP Solar or heat pump Water heater 1 23,00 USE OF STRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other WAREHOUSE SPECIFY Water piping 15.00 15.00 Each gas water heater or vent 1 15.00 Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 15.00 TYPE OF WORK New INXAddition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: BLDG 1 Mobile Home I S I GI W I @20.00 PERMITFEE $ 190.00 Contractor ELECTRICAL PERMIT Filinq Fee 20:00 Main Service ( eoov200A -OR DR LEN SSss ) 23.00 207.00 Main Service ( 200A TO 1000A ) 46.00 LICENSED CONTRACTOR'S DECLARATION 1 hereby affirm under penalty of perjury that I am licensed under provisions of Chapter with Section 7000 of Division 3 of the Business and Professions Code, 9 (commencing ) and my license is in full force and effect. License Class Lic. No. 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. B' 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. OR ADDNS. ( & ACC. BLDS. ) so. 3.50 FT. NEW CONST. MULTI -OUTLET NON-RESID. ( BRANCH CIRCUITS ) 20 @7.50 150.00 POWER APPARATUS 8 (SINGLE OUTLET CIR. ) Ex. Occup. (OUTLET OR FIXTURES) 20 1.00 BAL SO a EX. Occup. OUTLEEDTS (R (RESID ( ) 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMITFEE $ -377..fl Contractor It WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMITFEE $ Contractor Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the wor fs' compensation vis' n of section 3700 of the Labor Code, I shall fo Ith comply with os p vi ons. / X _ ''`""'- - �-�Date _1Z — 2 �_�� � _ Signature of Applicant - O Own r ❑Contractor ❑Agent An OSHA permit is required for excavations over 50" deep and demolition or construction of structures over 3 stories in height. Mobile Home Installation Fee Is Energy Inspection Fee $ cc " CONST. TYPE TOTAL FEE $ 3524.80 HAZ. D. FEES IMP FLOOD CDF PARCEL PO HD ISSUE This permit is hereby issued under the of the Butte County Code and/or indic d above f which fees have By 'V✓ applicable provisions Resolutions to do work been paid. Date `3 f6 ##/ f 7-- (pate) ReceiptNo. 190143/1,217.30// 194721 — 2307.50PERMITEXPIRESON WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT sy*ctiw.q., .. -{ y� ;;:,r a :... ,yy..:.y:,.'� t'.. iv ., � �, � Y'.'e�=i , ..�,?�.: t;.,5"�.w�i3�'�J�'iC'•��"-•�,{Q... •r++-C+e+t�7'va�'r .:. .. .. o a �. � :� - .� ` COUNTYOF BUTTE - DEPARTMENTOF DBVE E-OPMENTSERVICES - BUILDING DIVISION "` ! �. J?'7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA95965 - TELEPHONE (916) 538-7541 ERMIT APPLICATION DATA SHEET -6 I OWNER I &I Proposed Building Use 'r'.d Building Inspecto Date /0-' At time of permit application, I was advised the following data must be submitted prior to permit processing and/or issuance: i 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 pteparer of plans . ...................... 4. Engineered plans and calcs, 3/4 sets, with wet signature on plans . ............. 5. Hazardous Material Form . ............................................ 6. Energy Design Compliance and supporting documentation. ....... .,............ 7. Statement of Intent for Non -Heated and A/C Buildings.' ...................... . 8. Engineered truss details and layout in duplicate (required prior to plan check). .... 9. Mobilehome data and anufacturer's installation instructions, 2 sets. ........ 10. Fees of $ o� a"�• .......................................: 11. Impact fees as shown on attached schedule ............................... California Department of Forestry plan approval/fees. .. .................. . 13. Flood elevation letter (100 year flogdl by California Engineer. . . 14. Sanitation and plot plan approval � (CO Health Department . ............ 15. City of Chico plumbing permit . ........................................ . 16. Plot plan and business license approval from City of Biggs/Gridley. �. Planning approval for (A) Use: t ­b k- (B) Parking: - . ....... 2 20 moi✓ 18. Contact Land Development about (A) Improvements (B) Drainage. ........... ¢4 tri" 19. Driveway permit (construction approval required prior to occupancy). . . 20. Pre -inspection for PRa;sae�o; req° -- required. . to Building Inspedo(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 . ..................................................... A 33. 34. When you issue the permit, process as follows: Mail to owner. Mail to contractor. Telephone and hold for pickup at office. Deliver with inspector. Other Parcel Creation_ Acreage Applicant Date �Z Z7 93 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: (Circle new it mai t the ed;above). 1. Index permit for above items No. - 2. Additional items required: Contractor, designer, owne , was advised of above required data by _ phone _ mail Counter by _'Date Contractor, designer, r ed of above required data by _ phone _ mail Counter by _ Date Plans checked by ate -2G Plans approved by lV(, Date Sets of plans on hold ' File cabinet AP folder Copy - Department of Public Works /7 i • COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE CA 95965 TELEPHONE (916) 538-7541 OWNERn� PROPOSED BUILDING USE S �Y�, j�� ,� Q .In.t ,o Q ( DATE la -LL -7 REC. # DATE REC SCHOOL DISTRICT FEES �,� j LQ (paid at District Office) SHERIFF FEES (paid at Building Division) Residential...... x =$ unit amt. Commercial (sq. ft.). Q Q3 xQpoo 3. URBAN AREA FEES (paid at Building Division) Residential (per unit). x =$ #units amt. Commercial (sq.ft.). x =$ sq.ft. amt. _VZ4. RECREATION DISTRICT FEES (paid at District Office) 5. THERMALITO DRAINAGE DISTRICT FEES $400.00 (paid at Building Division) 6. 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 BUTTE COUNTY ENVIRONMENTAL HEALTH DEPARTMENT HAZARDOUS MATERIALS AND EMMISSIONS QUESTIONNAIRE (A Building Permit cannot be approved without this completed form.) BUILDING PERMIT NUMBER /S'- 3 H-9 APN —QZO — ©� 31x0 q- 31st Oy Firm Name �t:la5 /�� 1 Address I `� o �( I Z ( -/n ; r n (19-. 7 ✓ 9 � % � Nature of Business C v Contact Person ILS,e Phone # 1.Doees 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. D� or will your future tenants handle store, or transport 55 gallons, 500 pounds, or 200 cubic feet (at sta dard 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 (916XM1291) for a review of the project. 3. Is the business/facility/operation to be located within 1000 feet or the outer boundry of a school or sc of site? 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, fumesvapors, or other volatile compounds? NO ❑ YES IF YES, contact the Butte County Air Pollutio4tl rict (916-89 2)for permit requirements. Owner or Authorized Company Representative �Z27 -9�g) (Date) 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 Date BCAPCD Signature Date r WHITE - Building Dept 0 YELLOW - Env. Health 0 PINK - APCD 0 . GOLDENROD - Fire Dept. ROBERT B. HEATON a . r . c 'h i t e c t 3/22/96 TO: Tom Reed Re: Thorntree Project Change Moment Frame moment base footing from 6 #6 top & bottom to 6 #5 top & hottom (refer to detail 6-S4). Refer to engineering calculations page 30. 00 2 @ R ert B. OfHeVton�Achitect C-9192, D R N�9192A A 646 metallic building company February 5, 1996 Butte County Department of Public Works Building Department #7 County Center Drive Oroville, California 95965 Attn: Mr. George Kellogg Ref: Metallic Job #15-89575 Project for Thomas Reed Dear Mr. Kellogg: This letter is to confirm our conversation, of earlier today concerning the materials which we utilize in the fabrication of our metal building components. The documents which we faxed to you last week from our quality control manual are true and accurate representations of our procurement and fabrication processes. There have been no changes in the minimum specifications for the material which we use in our buildings. All flange and web materials for built up frames and all cold -formed materials are brought in in only one material grade and there is no possibility of incorrectly using a lower grade material where stronger material is specified. In the future, we will affix stickers to individual built-up or hot -rolled shapes and to bundles of cold -formed shapes as indicated in Chapter 27 of the Uniform Building Code. I hope that this letter is sufficient for your needs, but if I can be of any further assistance, please call. Vice President, Engineering COUNTY OF BUTTE BUILDING ncoT r t 1 Z 1996 .. corporote offices: 7301 FAIRVIEW • HOUSTON, TEXAS 77041 • (713) 466-7788 (800) 777-9378 moiling oddress: P.O. BOX 40338 • HOUSTON, TEXAS 77240-0338 • FAX (713) 466-3194 5RA 89.0 �1060- S-0 0D r: 40 LAND OF NATURAL WEALTH AND BEAUTY ga % BUILDING DIVISION ��� DEPARTMENT OF DEVELOPMENT SERVICES �� " s• 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965-3397 n Th'omas'Reed TELEPHONE: (916) 538-7541 FAX: (916) 538-2140 P.O. Box 1258 Chico, CA 95922 Re: Warehouse - Buildings#1, #2 & #3 Date: 1/24/96 A.P. No. 048-010-054 Permits #95-3149, #95-3150 & 95-3151 With reference to the above subject, attached is: [x] Two unsorted sets of Metallic Building Co. plans as originally submitted. [x] Plan Check Lists [x] Red Marked Calculations [x] Red Marked Plans [x] Others - CDF requirements - California State Accessibility Standards - Non Residential Action Required: [x] Comply with plan check lists [x] Resubmit plans with revisions as required (2 copies for each building) [x] Submit one additional complete Metallic Building Co. set for each of buildings 1, 2 & 3. [x] Resubmit calculations with revisions as required (3 copies) [x] Return all original materials & revised plans to the building department Should you have any questions, don't hesitate to contact me at (916) 538-7541 Monday through Thursday. 1 PLAN CHECK LIST BUILDING #1 Permit Applicant: Thomas Reed Permit #95-3149 Date: 1/24/96 The above referenced plans were reviewed by this office. Provide additional information and/or make revisions to plans, specifications, or calculations as follows: Provide required' revisions or information as indicated on the red marked plans and calculations. Provide for handy cap parking for the facilities ,,_e' Provide roof sheeting and wall sheeting plans. A note is to be added to the plans saying energy design compliance and supporting documentation should be performed as each suite is built -out. ;-S�The building fabricator shall provide an identification system for steel furnished for structural load -carrying purposes per Section 2701 (b) of the U.B.C. System is to be roved by Butte Co. Building Division. 0 The County's Expansive Soils Map shows this area as having soils with moderate to high expansion potential. Verify expansion potential of the site soils and modify the foundation and slab designs accordingly. 7.` Special Inspection per U.B.C. Section 306 is indicated for High Strength Bolting and Field Welding. This should be shown on the plans as well as the name of the special inspector who will perform the inspec�tion.q(The special inspector has to be approved by the County.). A note is to be added to the plans saying an additional building permit will be obtained when each suite is built -out. L F� I A-76,_) � (!�) ►�N�� 0F� i�J-d a 30 N 2 T per^ �� ..�• .�.�,.,w�-•�.:.�....�...�-� .�-- -�1 1 1 ' r s � s � � �� �� PLAN CHECK LIST BUILDING #2 Permit Applicant: Thomas Reed Permit #95-3150 Date: 1/29/96 The above referenced plans were reviewed by this office. Provide additional information and/or make revisions to plans, specifications, or calculations as follows: ;P1 Provide required revisions or information as indicated on the red marked plans and calculations. Provide for handy cap parking for the facilities 00, ,�:3� Provide roof sheeting and wall sheeting plans. 4-.% A note is to be added to the plans saying energy design compliance and supporting I documentation should be performed as each suite is built -out. 5: The building fabricator shallP rovide an 'identification system for steel furnished for structural load -carrying purposes per Section 2701 (b) of the U.B.C. System is to be approved by Butte Co. Building Division. �6�ZqThe County's Expansive Soils Map shows this area as having soils with moderate to high expansion potential. Verify expansion potential of the site soils and modify the foundation and slab designs accordingly. Special Inspection per U.B.C. Section 306 is indicated for High Strength Bolting and Field Welding. This should be shown on the plans as well as the name of the sp_._ ecial ins ep ctor who will perform -the -inspection -(The special inspector has to be approved by the County.). e�)A note is to be added to the plans saying an additional building permit' will be e obtained when each suite is built -out. 3 �T PLAN CHECK LIST BUILDING #3 Permit Applicant: Thomas Reed Permit #95-3151 Date: 1/29/96 The above referenced plans were reviewed by this office. Provide additional information and/or make revisions to plans, specifications, or calculations as follows: 1: Provide required revisions or information as indicated on the red marked plans and calculations. Provide for handy cap parking for the facilities s3Provide roof sheeting and wall sheeting plans. /4! A note is to be added to the plans saying energy design compliance and supporting /documentation, should be performed as each suite is built -out. /5. The building fabricator shall provide an identification system for steel furnished for structural load -carrying purposes per Section 2701 (b) of the U.B.C. System is to be approved by Butte Co. Building Division. The County's Expansive Soils Map shows this area as having soils with moderate to high expansion potential. Verify expansion potential of the site soils and modify the foundation and slab designs accordingly. Special Inspection per U.B.C. Section 306 is indicated for High Strength Bolting and Field Welding. This should be shown on the plans as well as the aname-of-the-special inspector who will perform the inspectionRThe special inspector has to be approved by the County.). XA 8. note is to be added to thelans saying n i p y g a additional building permit will be obtained when each suite is built -out. ,j 4 Aw TO: Building Department FROM: Environmental Healdi SUBJEM Sanitation Clearance Owner 1,0cation AP# Plan Approved for: Sewage Disposal Water Supply: <Public Private Well 0 Clearance for -bj���'�'Other /— V U j /— ?tj nt-f, IM. 551 Specialist 9/92 4A 2@ & Date 'g ut% countil BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965.3397 Thomas Reed TELEPHONE: (916) 538-7541 FAX: (91 6) 538.2140 P.O. Box 1258 Chico, CA 95922 Re: Warehouse- Buildings#1, #2 & #3 Date: 1/24/96 A.P. No. 048-010-054 Permits #95-3149, #95-3150 & 95-3151 With reference to the above subject, attached is: [x] Two unsorted sets of Metallic Building Co. plans as originally submitted. (x] Plan Check Lists [x] Red Marked Calculations [x] Red Marked Plans [x] Others - CDF requirements - California State Accessibility Standards - Non Residential Action Re uiq red: Comply with plan check lists x] Resubmit plans with revisions as require(2 copies or each building) [x]Submitone additional complete Metallic Building Co. set for each of buildings 1, 2 & 3. t/[xJ Resubmit calculations with revisions as required (3 copie [x] Return all original materials & revised plans to the building department Should you have any questions, don't hesitate to contact me at (916) 538-7541 Monday through Thursday. 1 PLAN CHECK LIST BUILDING #1 Permit Applicant: Thomas Reed Permit #95-3149 Date: 1/24/96 The above referenced plans were reviewed by this office. Provide additional information and/or make revisions to plans, specifications, or calculations as follows: Provide required revisions or information as indicated on the red marked plans and• / calculations. 9L;W l­c..A-N s Provide for handy cap parking for the facilities See R._ -)T P( -A A,) �� T ��Provi e roof sheeting and wall sheeting plans. M A note is to be added to the plans saying energy design compliance and supporting documentation should be performed as each suite is built -out. Norro-Alb-em 0 The building fabricator shall provide an identification system for steel furnished for IbY mvL, SLD structural load -carrying purposes per Section 2701 (b) of the U.B.C. System is to be approved by Butte Co. Building Division. -6' The County's Expansive Soils Map shows this area as having soils with moderate to high expansion potential. Verify expansion potential of the site soils and modify the foundation and slab designs accordingly. NATE P --,y a e. ►2, &IC -1 Nva nI_ so t (- fkor le -C P/%1VsJ V1t_- Special Inspection per U.B.C. Section 306 is indicated for' High Strength Bolting and Field Welding. This should be shown on the plans as well as the name of the special inspector who will perform the inspection (The special inspector has to be approved by the County.). A1.0 T'6 AcIO P&­C� - C N�--T- A- I A note is to be added to the plans saying an additional building permit will be obtained when each suite is built -out. Sias No -r G - SST A - I 2 In i PLAN CHECK LIST BUILDING #2 Permit Applicant: Thomas Reed Permit #95-3150 Date: 1/29/96 The above referenced plans were reviewed by this office. Provide additional information and/or make revisions to plans, specifications, or calculations as follows: 1. Provide required revisions or information as indicated on the red marked plans and calculations. 2. Provide for handy cap parking for the facilities 3. Provide roof sheeting and wall sheeting plans. ' 4. A note is to be added to the plans saying energy design compliance and supporting documentation should be performed as each suite is built -out. 5. The building fabricator shall provide an identification system for steel furnished for structural load -carrying purposes per Section 2701 (b) of the U.B.C. System is to be approved by Butte Co. Building Division. 6. The County's Expansive Soils Map shows this area as having soils with moderate to high expansion potential. Verify expansion potential of the site soils and modify the o� foundation and slab designs accordingly. V 7. Special Inspection per U.B.C. Section 306 is indicated for High Strength Bolting and Field Welding. This should be shown on the plans as well as the name of the special inspector who will perform the inspection (The special inspector has to be approved by the County.). 8. A note is to be added to the plans -saying an additional building permit will be obtained when each suite is built -out. 3 r,• PLAN CHECK LIST BUILDING #3 Permit Applicant: Thomas Reed Permit #95-3151 Date: 1/29/96 The above referenced plans were reviewed by this office. Provide additional information and/or make revisions to plans, specifications, or calculations as follows: 1. Provide required revisions or information as indicated on the red marked plans and calculations. 2. Provide for handy cap parking for the facilities 3. Provide roof sheeting and wall sheeting plans. 4. A note is to be added to the plans saying energy design compliance and supporting documentation should be performed as each suite is built -out. 5. The building fabricator shall provide an identification system for steel furnished for structural load -carrying purposes per Section 2701 (b) of the U.B.C. System is to be approved by Butte Co. Building Division. 6. The County's Expansive Soils Map shows this area as having soils with moderate to high expansion potential. Verify expansion potential of the site soils and modify the foundation and slab designs accordingly. 7. Special Inspection per U.B.C. Section 306 is indicated for High Strength Bolting and Field Welding. This should be shown on the plans as well as the name of the special inspector who. will perform the inspection (The special inspector has to be approved by the County.). 8. A note is to be added to the plans saying an additional building permit will be obtained when each suite is built -out. 4 FEB -14-96 WED 10:32 AM R. B. Heaton Architect 343 8038 ROBERT B. HEATON architect 2044 PALM AVE, CHICO. CALIFORNIA 95926 TELEPHONE 916/343-8038 CIM G� 14 February 1996 P.01 Butte County Building Dept. 7 County Center Drive Oroville, CA 95965 attn: George Kellogg re: Tom Reed warehouse project -- Thorntree Lane, Chico, CA A.P. 048-01-054 Dear Mr. Kellogg: in compliance with your request for a 'fill specification' under the buildings at this project, I am submitting this letter. After review of Applied Testing Consultants Report dated 12 February 1996, it appears that the expansive index classified ,low', and has been judged to be not significantly expansive. Therefore, the fill material under the building slabs may be 'native soil', or any combination of native soil and granular material such as pea gravel, sand and gravel, or crushed rock. Please contact me if you have any further questions or comments regarding this project. Sincerely, Robert A. Heaton A chitect �- C-9192 copy: Tom Reed SSSS■^SSSS■ M■M■S SEEMS ■■■l ANNE EMMML AEONS ■■, --Y-- low ■E► A /■E ■- .. .■ . 'a %wdLJ■L/\-1 Materials Engineering Testing and Inspection Crane Certification 5050 Cohasset Road Chico, CA 95926 (916) 891-6625 File No..96563 12 February 1996 Tom Reed P.O. Box 1258 Chico, CA 95927 Subj: Expansion Index Testing Thorntree Industrial Condominium, Phase II Dear Mr. Reed: We have completed an Expansion Index Test (UBC Standard 29-4) on a. sample of soil obtained from the westerly -most building pad of the Thorntree Industrial Condominium Development, Phase II. The AP Number for this development is 048-1-054. The result of the Expansion Index test described above was 25. This result is classified "Low" in Table 29-C of the Uniform Building Code. Based on the result of this test and the rocky character of the soil at this site, it is our judgement that no special construction features need be incorporated into this project to account for soil expansion. Two additional building pads on the easterly side of this parcel were visually evaluated and the soil on these pads was judged to be relatively granular and not significantly expansive. If you have questions concerning this report., please call. Very truly yours, APPL ED TESTING CONSULTANTS, INC. ^tOFESS!r,'�, -' J 4n Sea s, PE CIO a-c HN G. SEARS 11 w NO. 23199 cc: Butte County Building Dept. CIVIL OF DODDO^DODDD Damao ODDDa ODOpq ®aDDD GDDI JUDD DDDD► IDDDD 1313( . 'w 100 OD► A Ann D' .. .O . -a u�asJDLAb-a Materials §File No. 96563 Testing and Inspection 02-11-96 Crane Certification Tom Reed 5050 P.O. Box 1258 Cohasset Road Chico, CA 95927 Chico, CA 95926 Attn: Mr. Tom Reed EXPANSIVITY INDEX TEST U.B.C. STANDARD 29-2 File No: 96563 Test -Date: 02711-96 Client: Tom Reed Project: Thorntree Industrial Condiminium Development, Phase II Material Source: Westerly-most•Building Pad Depth of Sample -6"to -12" below finish pad Sampled By: M. Haydon Test By: M. Haydon Density Calculation Moisture Calculation Wt of Soil & Ring 584.5 Gross Wet Wt. 434.7 Tare of Ring 200.7 Gross Dry Wt. 399.6 Net Compacted Soil 383.8 Container Tare .85.3 Grams PCF 52792.3 Net Dry Wt. 314.3 Convert to ,lbs. '116.4 Moisture Loss 35.1 Dry Dens. PCF .104.7 Moisture Content 11.2 Start Time 1303 Hr. / Reading Hr. / Reading 1303 0.0000 1313 0.0066 1325 0.0135 1400 0.0199 1430 0.0232 0800 0.0251 0900 0.0251 1000 0.0251 Saturation Calculation Vs .620 Vw .187 Va .192 Percent Saturation .494 INITIAL'THICKNESS (H1)= 1.0000 FINAL THICKNESS (H2)= 1.0251 EXPANSION INDEX (EI)= 25 FINAL RING WEIGHT = FINAL MOISTURE CONTENT= UBC CLASSIFICATION Low NM CONSULTING CIVIL ENGINEER 468 MANZANITA AVE., SUITE 5 . CHICO, CA 95926 (916) 893-0631 FAX(916)89371000 -February 6, 1996 - Building Official County of Butte _ - 7 County Center Drive Oroville, CA 95965 - - Re: Thorntree Industrial Park, Unit II, AP No 048-010-038 Gentlemen: The soil underlying this parcel consists-- of a shallow lens -of clay loam over a lava-rock conglomerated hard pan. The soil con- ditions were personally observed by the, undersigned during the preliminary construction phase of the subject project and during the construction of the neighboring Phase I. Several structures have been built on similar soil-in the area including single family homes, the aforesaid Unit I, a mini- storage complex and other industrial buildings. There has been no evidence of soil expansion or foundation failure under the existing buildings. Since the soil throughout the area is consistent, there is no expectation of future damage 1 from soil expansion on this project. The excavations and compac- tion should be performed in accordance with Chapter 29 of the UBC. The soil will support a loading of 1500 PSF. Sincerely,.' ZKE. RISSO - - RCE 24016 PCO T ig0F1 3s CC: Reed �`" - !? � ho. RCF 2401g EXPIRES S � � O� CALIFOQ`�\P - 4/ FEB -01-1996 11:26 P.01i07 BUILDING I PC I S YS TEMS, INC. !tcdthtg.• P.O. Box 40220 / Houston. Texas 77240.0220 Cvp,ytteVfKm 7301 FBwtew / Houston. Texas 77041 (713) 466-7788 / (800) 777.8378 / Fax (7 13) 466-3194 T LECOPIER TRANSMITTAL TIAL TO: C��4� �� kms' G G D� DATE-- FAX ATE FAX REFERENCE ASR X17- -* 95 5 `H eR J08 *15 _e9 575 NUMBER OF PAGES (INCLUDING COVER SHEET). 7 COMMENTS. IF YOU DID NOT RECEIVE THE NUMBER OF PAGES SHOWN ABOVE, PLEASE CONTACT L 5,A gsl> A AT 800/777-9378, EXT _L&V All Amencan 3ystc'nt3 : tvlgt5aw Ca. r NO Buaoing Components, Steel S4SIems Tom Heed Warehouses Chico, California Robert B. H Architect 2044 Palm Avenue Chico, CA.95926 Pagel TOM REED WAREHOUSES CHICO, CALIFORNIA T A B L E O F C O N T E. N T S Building 1 Foundation Design . . . . . . . Pages 2 thru 6 - Frame Anchorage . . . . . . . . . . . 7 thru 11 Building '2 Foundation Design . . . . . . . . . . . 12 thru 15 Frame. Anchorage . . . .. . . . . . . 16 thru 18 Building 3 Foundation Design . . . . . . . 19 thru 22 Frame Anchorage ... . . . . . . . . 23 thru 25 Buildings 1 & 3 Line Footing at Moment Base . . . . . 26 thru° 31 Building 2 Line Footing at Moment Base': . . . . . . . . 32 _tn ARn. 0 Nile >LATDATA3 Rev 8-8-95 Description >> Wind pressures on structures 5:32 AM 12/18/95 Z Exposure > C Importance factor > 1.00 WALLS Basic wind speed > 80.00 mph qs > 16.40 psf Roof pitch > 2.00 in 12 A > 9.46 degrees PRIMARY FRAMES .0172 AND SYSTEMS .50 .0087 .0093 .0098 Direction .0107 Outward Total wall Rt. <0'-151> <201> <251> <301> <401> Assembly description .0254 .0262 Ce 1.06 1.13 1.19 1.23 1.31 * * * L 0 C A L A R E A S A T D I S C O N T I N U I T I E S * * * Wall corners 2.00 .0348 .0371 .0390 .0403 .0430 Outward Canopies or overhangs at eaves or rakes 2.80 .0487 .0519 .0546 .0565 .0602 Upward Roof ridges at ends of buildings or eaves and roof edges at building corners 3.00 .0522 .0556 .0585 .0605 .0645 Upward Eaves or rakes without overhangs away from building corners and ridges away from ends of building 2.00 .0348 .0371 .0390 .0403 .0430 Upward Cq WALLS Windward walls .80 .0139 .0148 .0156 .0161 .0172 Inward Leeward walls .50 .0087 .0093 .0098 .0101 .0107 Outward Total wall .0226 .0241 .0254 .0262 .0279 ROOF Wind perpendicular to ridge Leeward or flat roof .70 .0122 .0130 .0137 .0141 .0150 Outward Windward roof Slope 2:12 to less than 9:12 .90 .0156 .0167 .0176 .0182 .0193 Outward or Slope 2:12 to less than 9:12 .30 .0052 .0052 .0059 .0061 .0064 Inward Roof total .0174 .0182 .0195 .0202 .0215 Wind parallel to ridge and flat roofs .70 .0122 .0130 .0137 .0141 .0150 Outward * x* E L E M E N T S A N D C O M P O N E N T S WALL All structures 1.20 .0209 .0222 .0234 .0242 .0258 Inward Enclosed structures 1.10 .0191 .0204 .0215 .0222 .0236 Outward Open structures 1.60 .0278 .0297 .0312 .0323 .0344 Outward Parapets 1.30 .0226 .0241 .0254 .0262 .0279 Inward/outward ROOF Enclosed structures -.� Slope less than 9:1.2 1.10 .0191 0204 .0215 .0222 .0236 Outward Open structures Slope less than 9:12 1.60 .0278 .0297 .0312 .0323 .0344 Outward * * * L 0 C A L A R E A S A T D I S C O N T I N U I T I E S * * * Wall corners 2.00 .0348 .0371 .0390 .0403 .0430 Outward Canopies or overhangs at eaves or rakes 2.80 .0487 .0519 .0546 .0565 .0602 Upward Roof ridges at ends of buildings or eaves and roof edges at building corners 3.00 .0522 .0556 .0585 .0605 .0645 Upward Eaves or rakes without overhangs away from building corners and ridges away from ends of building 2.00 .0348 .0371 .0390 .0403 .0430 Upward �Pv,d c,A-Io— descgr- bO.,ld VIy I �C � 3S0 Fra,.,�� (irres g -V r N i•vG10 s fu �y �/1-4� 0--70-114 bol s - ?S DLtt,L I2,q e v, dire a C/+, 0-,/o —f -I- - _ — F 4- G I, o ZoZZo / 7S )�0Z0�,.ou3� i°fare„0.R, Oz f--,-6 3,11..E .cRc �o. �Soa 6/�Py ca/cJ I ` Pile: , MTLBLD2 Rev. 10/14/95 Foundation design for metal building 6:03 AM 12/18/95 Description >>Building 1 >>Frame grids B thru N inclusive GENERAL DATA Material data f'c > 2.500 ksi E's > 3000.00Oksi > .850 fy > 40.000 ksi SLAB DATA Slab thickness > 4.000 inches Slab reinforcing > 4 1 => 93 rebar 2 => $4 rebar 3 => $5 rebar 4 => W1.4 4- fy > 60.000 ksi Spacing > 6.000 inches o.c. d > 2.0,00 inches As > .030 in-2/ft Mcap (slab) > .251 ft -kips < �Mn > Effective width > 3.943 feet < For uplift > PERIMETER LINE FOOTING DATA Stemwall: Thickness > .000 inches Footing: Width Height > .000 inches Depth 0�4.000ches ches d > 14.500 inches As > .301 in'2 <Top and bottom> Mcap (ftg) > 12.184 ft -kips < �Mn > w ftg > .460 kips/ft < including slab > Effective length > 12.307 feet < For uplift > INTERIOR TIE FOOTING DATA Width > .000 inches Depth > .000 inches d > .000 inches As > .000 in"2 <Top and bottom> Mcap (ftg) > .000 ft -kips < OMn > w ftg > .000 kips/ft < including slab > Effective length > .000 feet < For uplift > S 0 I L D ATA Class of materials > r4 Input Allowable passive (vert.) > 1.500 ksf 1.500 } 5 Allowable passive (horiz.)> .150 ksf/ft depth .200 Lateral sliding coeff. > .250 .350 Lateral sliding resistance> .000 ksf G E O M E T R Y Building width > 60.000 feet Building length > 350.000 feet Frame bay spacing > 25.000 feet E N D F R A M E Maximum P axial > 6.520 kips Minimum P axial > 4,350 kips ' <uplift> Maximum P lateral > 1.800 kips <in -plane force> Maximum P lateral > 3.110 kips <out -of -plane force> Check downward axial loading: Include footing weight for soil pressure ? > y Maximum point load at line footing > 10.070 kips No point footing required! Point footing data: Width > .000 feet square Depth > .000 feet P allowable > 10.070 kips <ok> Check uplift: P dead load > 5.657 kips <ok> MAIN FRAMES Left end Right end Load combination Ph Pv Ph. Pv DL 6.200 12.900 -6.200 12.900 DL+WLL -11.000 -10.000 -1.000 -7.000 --- .000 .000 .000 .000 --- .000 .000 .000 .000 .000 .000 .000 .000 --- .000 .000 .000 .000 Check downward axial loading: P axial maximum > 12.900 kips Include footing weight for soil pressure ? >> y Allowable point load at line ftg > 10S.10 kips Point footing required! Point footing size > . 00 et square t_!�Depth0 eet P allowable > 23.670 kips <ok> Check uplift: P uplift maximum > -10.000 kips P dead load > 10.457 kips <ok> Check lateral sliding: r M P lateral maximum > 12.000 kips Footing depth into soil > 14.000 inches Lateral bearing > 5.104 kips' Determine frictional resistance: Slab weight/ft > 3.000 kips/ft width Perimeter footing > .525 kips/ft width Tributary width > 25.000 feet Tie footing > .000 kips Frictional resistance > 22.031 kips J Total resistance > 27.135 kips (ok) Cy r CA, K S - -t 0✓ a Kvh I ('0Ht: KGs -Z'-- F V Vt Z P►h - II, FU jo 09 P,H I file I�- �-ee ✓� - I o�ll Q 0 { <g aprS> sagoar 000'9 < 103 <I aprS> sagoui 000'9 < CH <a* papeolan> sagoar 000'ZI < zaa <abpa papeop sagour OSVII < 108 000' saggar Oo0'6Z < g4dap.a4aiouoj sapui 00011 < 4uampagwa 4iog 000'I < smoi ;o iagmnN 0001 < not/s41oq 4o iagwnN sagoar 000' < 6aroeds jos sagoar OOS'E < 6ar3eds 4100 Z-ur OEI09' < (qV) ease 41og sag0ui EIE'I < (4P) ia4amerp peas sagaur OSL8' < (p) ia4awerp 4100 rsx 000'09 < 446uai4s alrsaa4 -arm pailpadS SZEV <=Z LOEV <= 1 000'I < apei6 4100 ----------------------------e4ep dnoi6 Ilog ----------------------------- SdT4 000' < iaridi4rnm aemn nd sdrx 000' < MCI + 06'0 = n (E-6) sdrx 000' < (All + IV I + O6'1)xSL'O = n (Z-6) sdix --------------------------------aorsaay 000' < 'IL'1 + 06'1 = n (1-6)- - saoi4eat woo 4 eo P 7 sdix OZ1'91 < Iaridr4lnm * min nA sdix 090'8 < ME'I + 06'0 = n (E-6) sdrx S06'L < (ML'i + 7l'i + 0t'i)*SL'O = O (Z-6) sdrx ----------------------------------------------------------- 000' < ICT + Q6'I = n (1-6) ieags - suoi4eurgwo3 peo4 sdrx 000' < ('IO), y sdix 000' < (70) A sdrx 000' < sdrx 000' < sari 000 < HA) y sdrx OOZ'9 < (7M) A :aorsaay :ieags --------------------------------burpeol--------------------------------- OS9' < 44buai4s uorsaa4 8481ou03 iol 0 N < l 6utoio;atai aoel ie; puo6aq pappaqma s4ioq a1v OS8' < g46uai4s ieags alaiauoo io; 0 A < L leags ioi papleoid 6aroio;arai si OS6': < g4bua14s ieags,41oq io; a4aM03 g4rm gsnil PaPPagma afield <= E aoe;ins a4a13uo0 uo pa4ioddns afield <= Z ped 4noib uo pa4ioddns afield <= 1 000'1 < adA4 afield aseg 040lou03 4gbraM lemioN 000'1 < epgmeq isx OOS'Z < o,; g46uails a4ai3uoj 0'Z = 4i41nm aso N < L uotpadsur leraadS -------------------------------- ieiauag------------------------- I uns« a6eiog3ue amei; le3rdA4 - 16arplrns<< uoi4driosa0 ------------------------------------------------------------------------ a4ai0aoa o4 abeiogoaV 66 -60 -SO nas ------------------------------------------------------------------------ S6/81/ZI WV ZZ:9 E1099NO3 _---r------------------------ Hear check For anchor groups, the concrete design shear strength shall be taken as the smallest of: 1. The strength of the weakest stud times the number of studs. 2. The strength of the row of studs nearest the free edge in the direction of shear times the number of rows. 3.. The strength of the row farthest from the free edge in the direction of shear. Check bolt(s) near free edge �Vc > 28.477 kips 2.000 Bolts considered Vs > 32.470 kips 2.000 Bolts considered Check bolt(s) farthest from free edge �Vc > 28.477 kips 2.000 Bolts considered Vs > 32.470 kips 2.000 Bolts considered Case 1 > 28.477 kips Case 2 > 28.477 kips Case 3 > 28.477 kips �Vc > 28.477 kips VC > 33.502 kips Vs > 32.470 kips Ps > 64.940 kips (0.9 * Ab * f's) Ao > 358.792 in -2 (Tensile stress area> �Pc > 46.643 kips (0 * 1 + (f'c)".5 * 4 * Ao> Pc ) 71.758 kips ------------------------------ check---------------------- ------ 1/0((Pu/Pc)2 + (Vu/Vc►2J ;;I 56 (Pu/Ps)2 + (Vu/Vs)2 , .246 I- CONCBOL3 6:22 AM 12/18/95 ------------------------------------------------------------------------ Rev 05-09-94 Anchorage to concrete ------------------------------------------------- ---------------------- Description »Building 1 - typical frame anchorage »Run 2 ---------------------------------General--------- --------------------- Special inspection ? > N Use multiplier = 2.0 Concrete strength V c > 2.500 ksi Lambda > 1.000 Normal weight concrete Base plate type > 1.000 1 * Plate supported on grout pad 2 => Plate supported on concrete surface 3 => Plate embedded flush with concrete for bolt shear strength > .450 Is reinforcing provided for shear ? > Y 0 for concrete shear strength > .850 Are bolts embedded beyond far face reinforcing ? > N 0 for concrete tension strength > .650 ---------------------------------Loading-------------------------------- Shear: Tension: V (WL) > 11.000 kips T (WL) > 10.000 kips V (LL)' > .000 kips T (LL) > .000 kips V (DL) > .000 kips T (DL) > .000 kips Load combinations - Shear ----------------------------------------------------------- (9-1) U = 1.41) + ML > .000 kips (9-2) U = 0.75*(1.4D + 1.71, + 1.7W) > 14.025 kips (9-3) U = 0.9D + 1.3W > 14.300 kips Vu Umaa * multiplier > 28.600 kips Load combinations - Tension tJ cp ----------------------------------------------------------- (9-1) U = 1.41) + 1.76 > .000 kips (9-2) U = 0.75*(1.4D + 1.7L + 1.7W) > 12.750 kips (9-3) U = 0.91) + 1.3W > 13.000 kips Pu Umaa * multiplier > 26.000 kips -----------------------------Bolt group data ---------------------------- Bolt grade > .1.000 1 => A307 2=> A325 Specified min. tensile strength > 60.000 ksi Bolt diameter (d) > .8750 inches Bead diameter (dh) > 1.313 inches Bolt area (Ab) > .60130 in"2 Bolt spacing > 3.500 inches Row spacing > .000 inches Number of bolts/row > 2.000 Number of rows > 1.000 Bolt embedment > 12.000 inches Concrete depth > 24.000 inches EDI > 12.000 inches (Loaded edge> ED2 ED3 > 11.250 > .0 inches (Unloaded edge> inches <Side 1> ED4 > 8.000 inches <Side 2> r tJ cp H -------------------------------- Shear check For anchor groups, the concrete design shear strength shall be taken as the smallest of: 1. The strength of the weakest stud times the number of studs. 2. The strength of the row of studs nearest the free edge in the direction of shear times the number of rows. 3. The strength of the row farthest from the free edge in the direction of shear. Check bolt(s) near free edge OVc > 37.143 kips 2.000 Bolts considered Vs > 32.470 kips 2.000 Bolts considered Check bolt(s) farthest from free edge OVc > 37.143 kips 2.000 Bolts considered Vs > 32.470 kips 2.000 Bolts considered Case 1 > 37.143 kips Case 2 > 37.143 kips Case 3 > 37.143 kips OVc > 37.143 kips VC > 43.697 kips Vs > 32.470 kips Ps > 64.940 kips (0.9 * Ab * f's> Ao > 442.963 in"2 (Tensile stress area> OPc > 57.585 kips (0 * 1 (f'c)".5 * 4 * Ao> Pc > 88.593 kips ------------------------------U' heck------------------------------- 1/0[(Pu/Pc)z + (Vu/Vc)Z) > 92 (Pu/Ps)Z + (Vu/Vs)2 93 I. aes� Re -F ih Ca�Gu la t��s otke✓J- to 35 �"yj - zo" 100'.k COL S -e F FZ PL_ i- VJLL- n A -FY avn P, rea f t BnS TP' TT -3 Fa -� 2.16 —3.3 2.o .C- I? - 13 -1,5 . PPL X (ol w+ a x : 4, d -o' PvpA = Ls s(7'0 04---003) PIS 0, 0 Alam, = 2.G7 i,.,z-. 3T dy c4 fe'5, -(- (3 -Is JAR, r File: MTLBLD2 1 6:13 AM 12/18/95 Rev. 10/14/95 Foundation design for metal building Description >>Building 2 >>Frame grids 1.5,2,2.5 * * * G E N E R A L D A T A Jr*+ Material data fie > 2.500 ksi E's > 3000.00Oksi > .850 fy > 40.000 ksi SLAB DATA Slab thickness > 4.000 inches Slab reinforcing > 4 1 => 13 rebar 2 => #4 rebar 3 * $5 rebar 4 => W1.4 fy > 60.000 ksi Spacing > 6.000 inches o.c. d > 2.000 inches As > .030 in'2/ft Mcap (slab) > .251 ft -kips < OMn > Effective width > 3.776 feet < For uplift > PERIMETER LINE FOOTING DATA Stemwall: Footing: Thickness > .000 inches Width > 12.000 inches Height > .000 inches Depth > 16.000 inches d > 12.500 inches As > .233 in'2 <Top and bottom> Mcap (ftg) > 8.134 ft -kips < OMn > w ftg > .389 kips/ft < including slab > Effective length > 10.934 feet < For uplift > INTERIOR TIE FOOTING DATA Width > .000 inches Depth > .000 inches d > .000 inches As >' .000 ia'2 <Top and bottom> Mcap (ftg) > .000 ft -kips < OMn > w ftg > .000 kips/ft < including slab > V�1� Effective length > .000 feet < For uplift > Gds Jr SOIL DATA Class -of materials > 4 Inputs Allowable passive (vert.) > 1.500 ksf 1.500 r K Allowable passive (horiz.)> .150 ksf/ft depth .200 Lateral sliding coeff. > .250 .350 Lateral sliding resistance> .000 ksf G E O M E T R Y Building width > 50.000 feet Building length > 80.000 feet Frame bay spacing > 20.000 feet E N D F R A M E Maximum P axial > 4.400 kips Minimum P axial > 3.480 kips ' <uplift> Maximum P lateral > 1.800 kips <in -plane force> Maximum P lateral > 3.220 kips out -of. -plane force> Check downward axial loading: Include footing weight for soil pressure ? > y Maximum point load at line footing > 7.987 kips Point footing data: Width > .000 feet square Depth > .000 feet P allowable > 7.987 kips <ok> Check uplift: P dead load > 4.251 kips <ok> No point footing required! MAIN FRAMES Left end Right end Load combination Ph Pv Ph Pv DL 2.800 7.600 -2.800 7.600 DL+WLL -6.600 -6.500 -2.000 -3.300 --- .000 .000 .000 .000 --- .000 .000 .000 .000 --- .000 .000 .000 .000 --- .000 .000 .000 .000 Check downward axial loading: P axial maximum > 7.600 kips Include footing weight for soil pressure ? > y Allowable point load at line ftg > 7.987 kips No point footing required! Point footing size > 3.500 feet square Depth > 1.330 feet P allowable > 19.367 kips <ok> Check uplift: P uplift maximum > -6.500 kips P dead load > 6.695 kips <ok> Check lateral sliding: P lateral maximum > 8.600 kips Footing depth into soil > 12.000 inches Lateral bearing > 3.000 kips Determine frictional resistance: Slab weight/ft > 2.500 kips/ft width Perimeter footing > .400 kips/ft width Tributary width > 20.000 feet Tie footing > .000 kips Frictional resistance > 14.500 kips Total resistance > 11.500 kips <ok> 1 I? o n 3/- s< r typtcc. I Fv2�.e, Gn�c�a ,ems Pin = " Co•60� Pup= 6's-0 Pvr FIcLDl eF93 = t-7 CONCBQL3 6:31 AN 12/18/95 ------------------------------------------------------------------------ Rev 05-09-94 Anchorage to concrete ----------- ------------------------------------------------------------ Description )>Building 2 - typical frame anchorage »Run 1 ---------------------------------General-------------------------------- Special inspection ? > N Use multiplier = 2.0 Concrete strength V c > 2.500 ksi Lambda > 1.000 Normal weight concrete Base plate type > 1.000 1 :> Plate supported on grout pad 2 :> Plate supported on concrete surface 3 => Plate embedded flush with concrete for bolt shear strength > .950 Is reinforcing provided for shear ? > Y � for concrete shear strength > .850 Are bolts embedded beyond far face reinforcing ? > N for concrete tension strength > .650 ---------------------------------Loading-------------------------------- Shear: Tension: V (WL) > 6.600 kips T (WL) > 6.500 kips V (LL) > .000 kips T (LL) > .000 kips V (DL) > .000 kips T (DL) > .000 kips Load combinations - Shear ----------------------------------------------------------- (9-1) U : 1.0 + 1.71, > .000 kips (9-2) U : 0.75*(1.4D + 1.76 + 1.7W) > 8.415 kips (9-3) U = 0.9D + IAW > 8.580 kips Vu Umaa + multiplier > 17.160 kips Load combinations - Tension (9-1) U = 1.0 + 1.76 > .000 kips (9-2) U = 0.75*(1.4D + 1.71, + 1.7W) > 8.288 kips (9-3) U = 0.9D + 1.3W > 8.450 kips Pu Umax * multiplier > 16.900 kips -----------------------------Bolt group data ---------------------------- Bolt grade >- 1.000 1 => A307 2=> A325 Specified min. tensile strength > 60.000 ksi Bolt diameter (d) > .7500 inches Bead diameter (dh) > 1.125 inches Bolt area (Ab) > .44180 in -2 Bolt spacing > 3.500 inches Row spacing > .000 inches Number of bolts/row ) 2.000 Number of rows > 1.000 Bolt embedment > 12.000 inches Concrete depth > 24.000 inches EDI > 12.000 inches <Loaded edge) ED2 ) 11.250 inches <Unloaded edge> ED3 ) 6.000 inches <Side 1> ED4 > 6.000 inches <Side 2> r E --------------------------------Summar ----------------- Shear check For anchor groups, the concrete design shear strength shall be taken as the smallest of: 1. The strength of the weakest stud times the number of studs. 2. The strength of the row of studs nearest the free edge in the direction of shear times the number of rows. 3. The strength of the row farthest from the free edge in the direction of shear. Check bolt(s) near free edge VC > 30.532 kips 2.000 Bolts considered Vs > 23.857 kips 2.000 Bolts considered Check bolt(s) farthest from free edge �Vc > 30.532 kips 2.000 Bolts considered Vs > 23.857 kips 2.000 Bolts considered Case 1 > 30.532 kips Case 2 > 30.532 kips Case 3 > 30.532 kips �Vc > 30.532 kips VC > 35.921 kips Vs > 23.857 kips Ps > 47.714 kips 0.9 * Ab t f's> Ao > 358.293 in -2 <Tensile -stress area> pc > 46.578 kips <0 : 1 * (f'c)".5 * 4 + Ao> Pc > 71.659 kips ------------------------------Unity check ----------------------- -------- 1/0[(Pu/Pc)2 + (Vu/Vc)2] > .437 (Pu/Ps)2 + (Vu/Vs)2 > .643 ooKdl,a-i 1 Irl des« — /7 CGIGHI�f,J�s by p 36-1�i -IF�.W.c, I,�es i,s,; 2, z.S- i ba, y S - z o' F i r� I , r Du -vL-L �,S c�,� q,s 4,C� VL,+ww 3 IgtJvtove. bl.+ -Sc iJrnIC, i e uA 2,,,, flea Gf��s PaxkA VAax S, o Pupi(�t- VAAK = ozo4..0v3)- 0 3,57 Z z P ( n L•t� Of -ply .Sem 4 i 7 • e i i i o Z.o File:. MTLBLD2 6:15 AM 12/18/95 Rev. 10/14/95 Foundation design for metal building Description >>Building 3 >>Frame grids 1.5,2,2.5 GENERAL DATA Material data f'c > 2.500 ksi E's > 3000.00Oksi 0 > .850 fp > 40.000 ksi SLAB DATA Slab thickness > 4.000 inches Slab reinforcing > 4 1 * 13 rebar 2 * #4 rebar 3 * 15 rebar 4 * W1.4 fy > 60.000 ksi Spacing > 6.000 inches o.c. d > 2.000 inches As > .030 in'2/ft Mcap (slab) > .251 ft -kips ( OMn > Effective width > 3.776 feet ( For uplift > PERIMETER LINE FOOTING DATA Stemwall: Footing: Thickness > .000 inches Width > 12.000 inches Height > .000 inches Depth ) 18.000 inches d ) 14.500 inches As >. .233 in'2 (Top and bottom> Mcap (ftg) > 9.455 ft -kips ( OMn > ' w ftg > . .414 kips/ft ( including slab > Effective length ) 11.426 feet ( For uplift > INTERIOR TIE FOOTING DATA Width > .000 inches Depth > .000 inches d > .000 inches As > .000 in.2 (Top and bottom> Mcap (ftg) > .000 ft -kips ( OMn > V ftg > .000 kips/ft ( including slab > Effective length ) .000 feet ( For uplift >�` SOIL DATA Class of materials > 44 ,� Input Allowable passive (vert.) >1:500 ksf 1.500 Allowable passive (horiz.)> .150 ksf/ft depth Lateral sliding coeff. > .250 Lateral sliding resistance> .000 ksf GEOMETRY Building width > 62.500 feet Building length > 80.000 feet Frame bay spacing > 20.000 feet E N D F R A M E Maximum P axial > 5.080 kips .200 .350 Minimum P axial > 3.570 kips ' <uplift> Maximum P lateral > 1.800 kips <in -plane force> Maximum P lateral > 3.220 kips <out -of -plane form Check downward axial loading: Include footing weight for soil pressure ? > y Maximum point load at line footing > 9.042 kips Point footing data: Width > .000 feet square Depth > .000 feet P allowable > 9.042 kips <ok> Check uplift: No point footing required! P dead load > 4.728 kips <ok> MAIN FRAMES + Left end Right end Load combination Ph Pv Ph Pv DL 4.600 9.500 -4.600 9.500 DL+WLL -7.800 -7.200 -1.000 -5.000 --- .000 .000 .000 .000 --- .000 .000 .000 .000 --- .000 .000 .000 .000 --- .000 .000 .000 .000 Check downward axial loading: P axial maximum > 9.500 kips Include footing weight for soil pressure ? > y Allowable point load at line ftq > 9.042 kips Point footing required! Point footing size > 3.330 feet square Depth > 1:500 feet P allowable > 18.935 kips <ok> Check uplift: P uplift maximum > -7.200 kips P dead load > 7.223 kips <ok> Check lateral sliding: } zi P lateral maximum > 8.800 kips Footing depth into soil > 14.000 inches Lateral bearing > 4.083 kips Determine frictional resistance: Slab weight/ft > 3.125 kips/ft width Perimeter footing > .450 kips/ft width Tributary width > 20.000 feet Tie footing > .000 kips Frictional resistance > 17.875 kips Total resistance > 21.958 kips <ok> - hv�ld(IA 3 Coco( a rrJeu �ywZ°w y�vD6 u2 mg gjm m v 0 Gal -flr z.H.e, o , G3 CQNCBOL3 6:39 AM 12/18/95 Rev 05-09-94 Anchorage to concrete ------------------------------------------------------------------------ Description >>Building 3 - typical frame anchorage »Run 1 ---------------------------------General-------------------------------- Special inspection ? > N Use multiplier = 2.0 Concrete strength f'c > 2.500 ksi Lambda > 1.000 Normal weight concrete Base plate type > 1.000 1 => Plate supported on grout pad 2 => Plate supported on concrete surface 3 => Plate embedded flush with concrete for bolt shear strength > ' .450 Is reinforcing provided for shear ? > y 0 for concrete shear strength > .850 Are bolts embedded beyond far face reinforcing ? > N 0 for concrete tension strength > .650 ---------------------------------Loading-------------------------------- Shear: Tension: V (WL) > 7.800 kips T (WL) > 7.200 kips V (LL) > .000 kips T (LL) > .000 kips V (DL) > .000 kips T (DL)- > .000 kips Load combinations - Shear ---------------------------------- ------------------------ (9-1) U = 1.411 + 1.7L > .000 kips (9-2)'U = 0.75*(1.4D + 1.71, + 1.7W) > .9.945 kips (9-3) U = 0.9D + 1.3W > 10.140 kips Vu Umax * multiplier > 20.280 kips Load combinations - Tension ----------------------------------------------------------- 11.250 inches (Unloaded edge> (9-1) U = 1.4D + 1.7L > .000 kips (9-2) U = 0.75*(1.4D + 1.7L + 1.7W) > 9.180 kips (9-3) U = 0.9D + 1.3W > 9.360 kips Pu Umas * multiplier > 18.720 kips -----------------------------Bolt group data ---------------------------- Bolt grade .> 1.000 1 => A307 2=> A325 Specified min. tensile strength > 60.000 ksi Bolt diameter (d) > .7500 inches Read diameter (dh) > 1.125 inches Bolt area (Ab) > .44180 in"2 Bolt spacing > 3.500 inches Row spacing > .000 inches Number of bolts/row > 2.000 Number of rows > 1.000 Bolt embedment > 12.000 inches Concrete depth > 24.000 inches ED1 > 12.000 inches (Loaded edge> ED2 > 11.250 inches (Unloaded edge> ED3 ) 6.000 inches <Side 1> ED4 > 6.000 inches <Side 2> --------------------------------Summar Shear check p--------------------------------- For anchor groups, the concrete design shear strength shall be taken as the smallest of: 1. The strength of the weakest stud times the number of studs. 2. The strength of the row of studs nearest the free edge in the direction of shear times the number of rows. 3. The strength of the row farthest from the free edge in the direction of shear. Check bolt(s) near free edge OVc > 30.532 kips 2.000 Bolts considered Vs > 23.857 kips 2.000 Bolts considered Check bolt(s) farthest from free edge OVc > 30.532 kips 2.000 Bolts considered Vs > 23.857 kips 2.000 Bolts considered Case 1 > 30.532 kips Case 2 > 30.532 kips Case 3 > 30.532 kips �Vc ) 30.532 kips VC ) 35.921 kips Vs ) 23.857 kips Ps > 47.714 kips <0.9 * Ab * f's> Ao > 358.293 in -2 (Tensile stress area) $Pc > 46.578 kips (0 + 1 * (f'c)".5 * 4 * Ao) Pc > 71.659 kips ------------------------------Un' eck ------------------------------- 1/0[(PU/PC)2 + (Vu/Vc)2) > 95 (Pu/Ps)2 + (Vu/Vs)2 > 877 Z� --- 1---_- ----_L_ Z� 1�zS q o-& cAL o,. a /- I �A c --a 0 --1-- , y a`l� u,..a .. �- bay c o ,✓A)e.Ot1 s.1 ¢s,o� Z.eo 4 locaf,v-, 1%bal� t 7 } es; bay a7- KA 'r- & 7, o I Ir-- KA -a X - m a x i per. �o 14- 9 �,,, _ ��, o- 5 5-4- K 1 � k + t See ca lcs ux ,�. 2� fM= ��b•o`►�ax r CONC m 6:50 AM 12/18/95 ------------------------------------------------------------------------ Rev 05-09-94 Anchorage to concrete ------------------------------------------------------------------------ Description >>Moment base at buildings 1,3 ---------------------------------General-------------------------------- Special inspection ? > N Use multiplier = 2.0 Concrete strength f'c > 2.500 ksi Lambda > 1.000 Normal weight concrete Base plate type > 1.000 1 => Plate supported on grout pad 2 => Plate supported on concrete surface 3 *.Plate embedded flush with concrete for bolt shear strength > .450 Is reinforcing provided for shear ? > Y for concrete shear strength > .850 Are bolts embedded beyond far face reinforcing ? > Y � for concrete tension strength > .850 ---------------------------------Loading-------------------------------- Shear: Tension: V (WL) > 1.950 kips T (WL) > 51.540 kips V (LL) > .000 kips T (LL) > .000 kips V (DL) > .000 kips T (DL) > .000 kips Load combinations - Shear ----------------------------------------------------------- (9-1) U = 1.41) + 1.7L > .000 kips (9-2) U = 0.75*(1.4D + 1.7L + 1..7W) > 2.486 kips (9-3) U = 0.9D + 1.3W > 2.535 kips Vu Umax * multiplier > 5.070 kips Load combinations ----------------------------------------------------------- - Tension 12.000 inches <Side 1) (9-1) U = 1.0 + 1.71, > .000 kips (9-2) U = 0.75*(1.4D + 1.7L + 1.7W) > 65.714 kips (9-3) U = 0.9D + 1.3W > 67.002 kips Pu Umas : multiplier > 134.004 kips -----------------------------Bolt group data ---------------------------- Bolt grade > .1.000 1 => A307 2=> A325 Specified min. tensile strength > 60.000 ksi Bolt diameter (d) > 1.0000 inches Bead diameter (dh) > 1.500 inches Bolt area (Ab) > .78540 in -2 Bolt spacing > 4.000 inches Row spacing > 4.000 inches Number of bolts/row > 2.000 Number of rows > 2.000 Bolt embedment > 16.000 inches Concrete depth > 24.000 inches EDI > 12.000. inches (Loaded edge> ED2 > 12.000 inches <Unloaded edge> ED3 > 12.000 inches <Side 1) ED4 > 12.000 inches <Side 2> r -------------------------------- Summary -------------------------- Shear check For anchor groups, the concrete design shear strength shall be taken as the smallest of: 1. The strength of the weakest stud times the number of studs. 2. The strength of the row of studs nearest the free edge in the direction of shear times the number of rows. 3. The strength of the row farthest from the free edge in the direction of shear: Check bolt(s) near free edge �Vc > 46.575 kips 2.000 Bolts considered Vs > 42.412 kips 2.000 Bolts considered Check bolt(s) farthest from free edge , . �Vc > 69.349 kips 2.000 Bolts considered Vs > 42.412 kips 2.000 Bolts considered Case 1 > 93.150 kips Case 2 > 93.150 kips Case 3 > 69.349 kips �Vc > 69.349 kips VC > 81.587 kips Vs > 84.823 kips Ps > 169.646 kips <0.9 * Ab * f's> Ao > 783.805 in -2 <Tensile stress area> OPc > 133.247 kips <0 * 1 * (f'c)'.5 + 4 * Ao> Pc > 156.761 kips ------------------------------Unity check ------------ ------------- 1/f((Pu/Pc)2 + (Vu/Vc)2) > .864 (Pu/Ps)2 + (Vu/Vs)2 > .628 } z1 I�he�C,o4-(w�, ai- ►amu ,�-f �a�e of (�,I�t�hyf 1; 3 r c -W-s -15 File - >MCAP2 6:56 AM 12/18/95 - ------------------------------------------------------------------------ Rev 5-01-95 Concrete section moment capacity ------------------------------------------------------------------------ Description >>Line footing at moment base at'buildings 1,3 ------------Section data-----------I---------Material constants --------- b > 12.000 inches Vc > 2.500 ksi d > 28.000 inches fy > 40.000 ksi B > .850 > .900 --------------------------------Load data ------------------------------- Factor Mu M dl > .000 ft -kips 1.400 .000 M 11 > .000 ft -kips 1.700 .000 M wind > 67.000 ft -kips 1.700 113.900 M eq > .000 ft4ips 1.870 .000 Modifier > 1.000 Mu > 113.900 ft -kips As regd. > 1.412 in"2 No increase required since p actual is greater than p min ---------------------------------Summary-------------------------------- Actual As p min. > > 1.860 .005 in"2 <ok> / • <200/Fy> p actual > .0055 <p:As/b*d> T > 74.400 kips <T=As*Fy> a >' 2.918 inches <a=T/(B*F'c+b)> OMn > 148.100 ft -kips > Mu - <ok> ------------------------------------------------------------------------ Determine shear strength: Factor Mu V dl > .000 kips 1.400 .000 V 11 > .000 kips 1.700 .000 V wind > .000 kips 1.700 .000 V eq > 1.000 kips 1.870 1.870 Modifier > .750 Vu > 1.403 kips Strength Vc attributable to concrete: pw > 0055 Vu d / Mu > .345 Maximum 1.0 Vc > 33.523 kips Limited to 58.800 kips OVc > 28.495 kips 0.5 + Vc > 24.990 kips No shear reinforcement required! V File >MCAP2 6:57 AM 12/18/95 a ------- ----------------------------------------------------------- Rev 5-01-95 Concrete section moment capacity ------------------------------------------------------------------------ Description >>Line footing at moment base at building 2 ------------Section data-----------I---------Material constants --------- b > 12.000 inches Vc > 2.500 ksi d > 28.000 inches fy > 40.000 ksi 8 > .850 0 > .900 --------------------------------Load data ------------------------------- Factor Mu M dl > .000 ft -kips 1.400 .000 M 11 > .000 ft -kips 1.700 .000 M wind > 48.000 ft -kips 1.700 81'.600 M eq > .000 ft -kips 1.870 .000 Modifier > 1.000 Mu > 81.600 ft -kips As reqd. > 1.329 in"2 Includes 33% increase Mu V dl > .000 since p actual is less than p min. --------------------------------- As > 1.240 in"2� Summary -, No�good p min. > .005 V wind <200/°Fy>_._"`"'''' F p actual > .0037 .000 <p:As/b+d> T > 49.600 kips <T:As*Fy> a > 1.945 inches <a:T/(B*F'c*b)> �Mn > 100.542 ft -kips > Mu - <ok> ------------------------------------------------------------------------ Determine shear strength: Vu > 1.403 kips Strength Vc attributable to concrete: pw > .0037 Vu d / Mu > .481 Maximum 1.0 s Vc > 33.412 kips Limited to 58.800 kips �Vc > 28.400 kips 0.5 Vc > 24.990 kips No shear reinforcement required! 0�, - 32 Factor Mu V dl > .000 kips 1.400 .000 V 11 > .000 kips 1.700 .000 V wind > .000 kips 1.700 .000 V eq > 1.000 kips 1.870 1.870 Modifier > .750 Vu > 1.403 kips Strength Vc attributable to concrete: pw > .0037 Vu d / Mu > .481 Maximum 1.0 s Vc > 33.412 kips Limited to 58.800 kips �Vc > 28.400 kips 0.5 Vc > 24.990 kips No shear reinforcement required! 0�, - 32 0 BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One Form Per Building) School District Ck t A.P. Number —a i' b --OS Jurisdiction: Property Owner r -V Property Location/Address Subdivison 1V I A -- Building Department No. City X County Residential Development 0 0 No. of Living MHI Addition Units Commercial/Industrial 0r 0771 (Floor Plans reviewed by School District Personnel) Iy�1� Sq. Footage (Group R) :0261d -r Sq. Footage 00© . (Including Exterior Roof d Areas) Date District Identification No.0 bz4L �hla) lDistrict certifies that (Applicant) C� (City) (Phone Number) (Zip has complied with the requirements of Resolution NOGM-q+ by payment of $ representing &C4) 080 square feet. AB 2926 Paid by Check # Remarks: Bank Number Paid by Cash 1P ON $ /Z-1 Date If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School 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.wkl (11/94)dmm ,__ School District 'Y;Ih+.1nl=.-.._"`tf'eP:�'�.Ty;4'L•r;f�''r�.7rCrw^.r+7'L-.�r•f�+ttFr'r""i-.it,,,•r�;l.�'4�,.+.yr:'+4^n'��;.,. ,,,�rti.5'-r.�i�l�e._ �t� �_.S 7k'R •..y.1VFrsL. rr 4•rl'i•: ! �'q 'YC BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One Form Per Building) rk k.Lol,) A.P. Number OS'({ Property Owner —i Property Location/Addrer Subdivison Residential Development Commercial/Industrial Building Department No. Jurisdiction: ! 0 City [ County No;"of Living ' Units Addition 0 (Floor Plans reviewed by School District Personnel) District Identification No.f�/ - ?i � hito uni!:R& School District certifies that fTV v� N/n k Sq. Footage (Group R) Sq. Footage ,OoO - (Including Exterior Roof d Areas) Date (Applicant) (Phone Number) 04% 0 (Zip Code) has complied with the requirements of Resolution No`a��'� by payment of $ representing -square feet. ns 2926 /L ate Paid�by Check # N Remarks: r Bank Number Paid by Cash If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School 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 fullv mitigate its impact on the school district's school" .- White (applicant), Yellow (building department), Pink (school district) feeform.wkl (11/94)dmm COMMERCIAL PLAN CHECKING GUIDE (1991) U.B.C. Building use l"` —O o L -Ai _ UkL7- tU�� Occupancy Group Type of Construction 5 Building floor area l loon Occupant Load / 2G� Basic allowable floor area ,�� sq. ft. Total allowable floor area Basis for increase " 1`�_ 2� compliance with specific occupancy requirements (Chapter 6-12). j Occupancy separations (Section 503). 5ttf� 1✓r"� uW ��, % v - ����� �. �.Area separations (Section 505).��F� �,4. Firewalls due to location on property (Section 504). .5"�' Maximum height requirements (Section 507). .,Praft stops (Section 3205). Ventilation and special hazards requirements (Chapter 6-12). .08'. Automatic fire sprinkler system (Chapter 38). ,,91,','A Fire alarm systems (09 Sections of Chapters 6-12). „10' Mechanical code requirements (Grease hood w/fire sprinkler system - Chapter 20). Environmental Health Review - (a) Restaurant Act, (b) Commercial Pool, (c) H Occupancies. Smoke detection system. D.F.,6 Plan Review. 14. Electrical Code Requirements (Medical - Article 517, Assembly - Article 518, other 500's). o Physically handicapped requirements (Title 24). 11,16'. Wholesale Food Manufacturing (Plans to state DHS/FDB). D. TYPE OF CONSTRUCTION REOUIREMENTS: Roof covering requirements (Section 3203). 2� Parapet walls (Section 1710). �3? Toilet room floors and walls (Section 510). ,.4e Guardrails (Section 1712). 5'. Detailed types of construction requirements (Chapters 17-22). Proper roof pitch for roof covering (Chapter 32). 7!' Attic access and ventilation (Section 3205). May 1995 3.4 6 — OWNER: BUILDING PERMIT NUMBER: ! PLAN CHECKER: (0' Y2—ASSESSOR PARCEL NUMBER: A. GENERAL: 3 L� / .. Zoning requirements, Planning approval., - —=— ,2-' Valuation. Plans signed by engineer or architect. Proper description of work on application. G5� Existing violations on property. 6� Items on data sheet. (W.C., fees, Health, Developer Fees, License law, etc.). Improvements or drainage, Land Development approval. B. PLOT PLAN: Complete parcel size and dimensions. 2'' Setbacks, sideyards, easements, etc. Other buildings or structures. Grading, fills, drainage. U - ��(2. S Flood hazard. Special conditions on creation map, (noise, C.D.F., fire sprinklers, non-combustible, and foundations). F.A.U. & F.A.S. road setback. Building or utilities across lot lines (Lot Merger). C. OCCUPANCY REOUIREMENTS: Building use l"` —O o L -Ai _ UkL7- tU�� Occupancy Group Type of Construction 5 Building floor area l loon Occupant Load / 2G� Basic allowable floor area ,�� sq. ft. Total allowable floor area Basis for increase " 1`�_ 2� compliance with specific occupancy requirements (Chapter 6-12). j Occupancy separations (Section 503). 5ttf� 1✓r"� uW ��, % v - ����� �. �.Area separations (Section 505).��F� �,4. Firewalls due to location on property (Section 504). .5"�' Maximum height requirements (Section 507). .,Praft stops (Section 3205). Ventilation and special hazards requirements (Chapter 6-12). .08'. Automatic fire sprinkler system (Chapter 38). ,,91,','A Fire alarm systems (09 Sections of Chapters 6-12). „10' Mechanical code requirements (Grease hood w/fire sprinkler system - Chapter 20). Environmental Health Review - (a) Restaurant Act, (b) Commercial Pool, (c) H Occupancies. Smoke detection system. D.F.,6 Plan Review. 14. Electrical Code Requirements (Medical - Article 517, Assembly - Article 518, other 500's). o Physically handicapped requirements (Title 24). 11,16'. Wholesale Food Manufacturing (Plans to state DHS/FDB). D. TYPE OF CONSTRUCTION REOUIREMENTS: Roof covering requirements (Section 3203). 2� Parapet walls (Section 1710). �3? Toilet room floors and walls (Section 510). ,.4e Guardrails (Section 1712). 5'. Detailed types of construction requirements (Chapters 17-22). Proper roof pitch for roof covering (Chapter 32). 7!' Attic access and ventilation (Section 3205). May 1995 3.4 J� i, ------ ✓ !/ vp� 1 �.� � �-p-R1 ?�`v✓�iU I, �:. C--' / �, / in%I( ���j"4�._ ����'.�"� �_ � „�� .moi `G �i i,U �' !��"iY-� May 199 � 3.5 Attic access and ventilation (Section 3205). -i! Roof drainage (Section 3207). Skylights (Chapters 34 and 52). Stages and platforms (Chapter 39). Interior wall and ceiling finish (Chapter 42). J, r ' J.2----- Fire resistive requirements. Walls, floor, ceilings, penetrations (Chapter 43). y 13. Wall and ceiling covering installation (Chapter 47). n s� 14. 1 Glass, glazing, Human Impact - Safety Glazing (Chapter -54). ,SYS Foam Plastic (Section 1713). E. STAIRS EXITS AND OCCUPANT LOADS: General Exit Requirements (Section 3302 & 03) (Post occupant load, etc.). Number of exits, width and locations (Section 3303). Doors (Section 3304). Corridors and exterior exit balconies (Section 3305). Stairways, rise and run, width, winders, and construction (Section 3306). Horizontal exit (Sectional 3308). Exit and smokeproof enclosures (Section 3309 & 3310). Exit signs and illuminations (Section 3313 & 14). Aisles and seating (Section 3315 & 16). Exits for occupancy groups A-E (Section 3317 & 3320). Floor level exit signs (Title 24, Section 3314). F. MISCELLANEOUS REQUIREMENTS: ,4' Masonry chimney (Chapter 37). Veneer (Chapter 30). ,,`3 > Special Inspection per U.B.C. Section 306. —a)',,High Strength Bolting. bl Field Welding. KMasonry (fall stress). G)� Concrete (f'c>2500psi). f Special Certifications - Mill Certificates. Expansive soil - Special design. � Cut/Fill slopes, compaction tests, grading. �,�— 7 - Noise requirements (Planning, App. Chapter 35). Weld electrode, welder certificate. G. ENGINEERING REQUIREMENTS: Complete calculations, correct design criteria. Complete shear transfer details, roof to foundation. Complete structural material specifications. 4: Shear wall anchorage based upon wall shear. Roof diaphragm chord, collector, drag struts. 6. Combined tension and shear @ steel RF anchor bolts. 7 Braced roof and wall bays ry K OTHER. J� i, ------ ✓ !/ vp� 1 �.� � �-p-R1 ?�`v✓�iU I, �:. C--' / �, / in%I( ���j"4�._ ����'.�"� �_ � „�� .moi `G �i i,U �' !��"iY-� May 199 � 3.5 C,�t -C,tv STitUCPURI#L CALCUL14TIONS Tom Reed Warehouses Chico, California con r\ NrF of Cp`\EOP Robert B. Heaton Architect 2044 Palm Avenue Chico, CA 95926 Pagel J TOM REED WAREHOUSES CHICO, CALIFORNIA . T A B L E O F C O N T E N T S Building 1 Foundation Design . . . . . . . . Pages 2 thru 6 Frame Anchorage . . . . . . . . . . . 7 thru 11 Building 2 Foundation Design . . . . . . . . . . . 12 thru 15 Frame Anchorage . . ... . . . . . . 16 thru 18 Building 3 Foundation Design 19 thru 22 Frame Anchorage . . . . . . . 23 thru 25 Buildings 1 & 3 Line Footing at Moment Base. 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YS oa .6�eP y ea /c J P rte,,j ,pl r ,7, +-0 4- File: MTLBLD2 6:03 AM 12/18/95 Rev. 10/14/95 Foundation design for metal building Description >>Building 1 » Frame grids B thru N inclusive G E N E R A L D A T A Material data f'c > 2.500 ksi E's > 3000.000ksi @ > .850 fy > 40.000 ksi SLAB DATA Slab thickness > 4.000 inches Slab reinforcing > 4 1 => #3 rebar 2 => #4 rebar 3 => $5 rebar 4 => W1.4 fy > 60.000 ksi Spacing > 6.000 inches o.c. d > 2.000 inches As > .030 in-2/ft Mcap (slab) > .251 ft -kips < �Mn > Effective width > 3.943 feet < For uplift > PERIMETER LINE FOOTING DATA Stemwall: Footing: Thickness > .000 inches Width Height > .000 inches Depth 64.000)iiches ches d > 14.500 inches As > .301 in"2 (Top and bottom> Mcap (ftg) > 12.184 ft -kips < �Mn > w ftg > .460 kips/ft < including slab > Effective length > 12.301 feet < For uplift > INTERIOR TIE FOOTING DATA Width > .000 inches Depth > .000 inches d > .000 inches As > .000 in"2 (Top and bottom> Mcap (ftg) > .000 ft -kips < �Mn > w ftg > .000 kips/ft < including slab > Effective length > .000 feet < For uplift > SOIL DATA Class of materials > 4 Input Allowable passive (vert.) > 1.500 ksf 1.500 r Allowable passive (horiz.)> .150 ksf/ft depth .200 Lateral sliding coeff. > .250 .350 Lateral sliding resistance> .000 ksf G E O M E T R Y Building width > 60.000 feet Building length > 350.000 feet Frame bay spacing > 25.000 feet E N D F R A M E Maximum P axial > 6.520 kips Minimum P axial > 4.350 kips ' <uplift> Maximum P lateral > 1.800 kips <in -plane form Maximum P lateral > 3.110 kips <out -of -plane force> Check downward axial loading: Include footing weight for soil pressure ? > y Maximum point load at line footing > 10.070 kips No point footing required! Point footing data: Width > .000 feet square Depth > .000 feet P allowable > 10.070 kips <ok> Check uplift: P dead load > 5.657 kips <ok> MAIN FRAMES Left end Right end Load combination Ph Pv Ph Pv DL 6.200 12.900 -6.200 12.900 DL+WLL -11.000 -10.000 -1.000 -7.000 --- .000 .000 .000 .000 --- .000 .000 .000 .000 -- .000 .000 .000 .000 --- .000 , .000 .000 .000 Check downward axial loading: P axial maximum > 12.900 kips Include footing weight for soil pressure ? > y Allowable point load at line ftg > 10. 70 kips Point footing required! Point footing size > 00 et square Depth > 2.000 feet P allowable > 23.670 kips <ok> Check uplift: P uplift maximum > -10.000 kips P dead load > 10.457 kips <ok> Check lateral sl'iding: r 5 P lateral maximum > 12.000 kips Footing depth into soil > 14.000 inches Lateral bearing > 5.104 kips Determine frictional resistance: Slab weight/ft > 3.000 kips/ft width Perimeter footing > .525 kips/ft width Tributary width > 25.000 feet Tie footing > .000 kips Frictional resistance > 22.031 kips Total resistance > 21.135 kips <ok> Ir K,J N P-vn Z -716 / WA V C4 —�y ? 2 01^ C-4 0✓ eA �L sc-q- f - 9 -7 FU o, a r-- PSN F,DZ �,b 3 = E�D S-ee I.:'ll - 10. H CONCBOL3 6:22 AM 12/18/95 ------------------------------------------------------------------------ Rev 05-09-94 Anchorage to concrete Description >>Building 1 - typical frame anchorage »Run 1 ---------------------------------General-------------------------------- Special inspection ? > N Use multiplier : 2.0 Concrete strength f'c > 2.500 ksi Lambda > 1.000 Normal weight concrete Base plate type > 1.000 1 => Plate supported on grout pad 2 :> Plate supported on concrete surface 3 => Plate embedded flush with concrete for bolt shear strength > '.450 Is reinforcing provided for shear ? > y � for concrete shear strength > .850 Are bolts embedded beyond far face reinforcing ? > N 0 for concrete tension strength > .650 ---------------------------------Loading-------------------------------- Shear: Tension: V (WL) > 6.200 kips T (WL) > .000 kips V (LL) > .000 kips T (LL) > .000 kips V (DL) > ."000 kips T (DL) > .000 kips Load combinations - Shear ----------------------------------------------------------- (9-1) U : 1.4D + 1.71, > .000 kips (9-2) U = 0.75*(1.4D + 1.71, + 1.7W) > 7.905 kips (9-3) U = 0.9D + 1.3W > 8.060 kips Vu Umax * multiplier > 16.120 kips Load combinations - Tension ----------------------------------------------------------- 12.000 inches (Unloaded edge> (9-1) U = 1.0 + 1.71, > ..000 kips (9-2) U = 0.75+(1.4D + 1.7L + 1.7W) > .000 kips (9-3) U = 0.9D + 1.3W > .000 kips Pu Umaa * multiplier > .000 kips -----------------------------Bolt group data ---------------------------- Bolt grade > 1.000 1 => A307 2=> A325 Specified min. tensile strength > 60.000 ksi Bolt diameter (d) > .8750 inches Head diameter (dh) > 1.313 inches Bolt area (Ab) > .60130 in"2 Bolt spacing > 3.500 inches Row spacing > .000 inches Number of bolts/row > 2.000 Number of rows > 1.000 Bolt embedment > 12.000 inches Concrete depth > 24.000 inches ED1 > 11.250 inches (Loaded edge> ED2 > 12.000 inches (Unloaded edge> ED3 > 6.000 inches (Side 1> ED4 > 6.000 inches <Side 2> N. -------------------------------- Shear check For anchor groups, the concrete design shear strength shall be taken as the smallest of: 1. The strength of the weakest stud times the number of studs. 2. The strength of the row of studs nearest the free edge in the direction of shear times the number of rows. 3. The strength of the row farthest from the free edge'in the direction of shear. ` Check bolt(s) near free edge �Vc > 28.477 kips 2.000 Bolts considered Vs .> 32.470 kips 2.000 Bolts considered Check bolt(s) farthest from free edge OVc > 28.477 kips 2.000 Bolts considered Vs ) 32.470 kips 2.000 Bolts considered Case 1 > 28.477 kips Case 2 > 28.477 kips Case 3 ) 28.477 kips �Vc > 28.477 kips VC > 33.502 kips Vs > 32.470 kips Ps > 64.940 kips <0.9 * Ab t f's> Ao > 358.792 in -2 <Tensile stress area) �Pc > 46.643 kips <t 1 (f'c)-.5 * 4 + Ao> Pc > 71.758 kips ------------- -- --- ------ ------ check------------------------------- 56 (Pu/Ps)z + (Vu/Vs)Z .246 r H CONCBOL3 6:22 AM 12/18/95 ------------------------------------------------------------------------ Rev 05-09-94 Anchorage to concrete Description >>Building 1 - typical frame anchorage >>Run 2 ---------------------------------General-------------------------------- Special inspection ? > N Use multiplier = 2.0 Concrete strength V c > 2.500 ksi Lambda > 1.000 Normal weight concrete Base plate type ) 1.000 1 => Plate supported on grout pad 2 => Plate supported on concrete surface 3 =) Plate embedded flush with concrete for bolt shear strength > .450 Is reinforcing provided for shear ? > Y for concrete shear strength > .850 Are bolts embedded beyond far face reinforcing,? > N 0 for concrete tension strength > .650 ---------------------------------Loading-------------------------------- Shear: Tension: V (WL) > 11.000 kips T (WL) ) 10.000 kips V (LL) > .000 kips T (LL) > .000 kips V (DL) > .000 kips T (DL) > .000 .kips Load combinations - Shear ----------------------------------------------------------- (9-1) U : 1.4D + 1.11, > .000 kips (9-2) U : 0.75*(1.4D + 1.7L + 1.7W) > 14.025 kips (9-3) U = 0.9D + 1.3W > 14.300 kips Vu Umaa * multiplier > 28.600 kips Load combinations - Tension ----------------------------------------------------------- (9-1) U : 1.0 + 1.71, > .000 kips (9-2) U = 0.75*(1.4D + 1.7L + 1.7W) > 12.750 kips (9-3) U = 0.9D + 1.3W > 13.000 kips Pu Umax * multiplier > 26.000 kips -----------------------------Bolt group data ---------------------------- Bolt grade > 1.000 1 :> A307 2:> A325 Specified min. tensile strength > 60.000 ksi Bolt diameter (d) > .8750 inches Read diameter (dh) > 1.313 inches Bolt area (Ab) > .60130 in'2 Bolt spacing > 3.500 inches Row spacing > .000 inches Number of bolts/row ) 2.000 Number of rows ) 1.000 Bolt embedment > 12.000 inches Concrete depth ) 24.000 inches EDI > 12.000 inches <Loaded edge) ED2 > 11.250 inches <Unloaded edge> ED3 >Ol�inches <Side 1> ED4 > 8.000 inches <Side 2> } ��- 0 stip --------------------------------Summary--------------=- ----------------- Shear check For anchor groups, the concrete design shear strength shall be taken as the smallest of: 1. The strength of the weakest stud times the number of studs. 2. The strength of the row of studs nearest the free edge in the direction of shear times the number of rows. 3. The strength of the row farthest from the free edge in the direction of shear. Check bolt(s) near free edge �Vc > 37.143 kips 2.000 Bolts considered Vs > 32.470 kips 2.000 Bolts considered Check bolt(s) farthest from free edge �Vc > 37.143 kips 2.000 Bolts considered Vs > 32.470 kips 2.000 Bolts considered Case 1 > 37.143 kips Case 2 > 37.143 kips Case 3 > 37.143 kips �Vc > 37.143 kips VC > 43.697 kips Vs > 32.470 kips Ps > 64.940 kips (0.9 * Ab * f's> Ao > 442.963 in'2 (Tensile stress area>.. �Pc > 57.585 kips (0 * 1 * (f'c)".5 * 4 + Ao> Pc > 88.593 kips ------------------------------U ' heck -------------------------------- 1/0[(Pu/Pc)l + (Vu/Vc)2) > 92 (Pu/Ps)I + (Vu/Vs)Z 93 ToyN - �uI (Cl ,H y 2 -Frame- (/14es Z� 2,5 by o*ep-f �Ay f - Z0" TY' Tf3 oo'A Case F i Fz F4 nL_+LA_ 2,o IOki D,e- Dc— cMl(I — K n d -FYavAP, rea �f reams Pax (- Q P�, a x :, 4,4.0' Puplr�t- �Ax = Zs s rZvl (•,,Zo4-- 003) p. 34- c4ftS- 13-Is File: MTLBLD2 Rev. 10/14/95 Foundation design for metal building Description >>Building 2' >>Frame grids 1.5,2,2.5 *•* * GENERAL DATA t t t 6:13 AM 12/18/95 Material data f'c > 2.500 ksi E's > 3000.000ksi > .850 fy > 40.000 ksi SLAB DATA Slab thickness > 4.000 inches Slab reinforcing > 4 1 => #3 rebar 2 => #4 rebar 3 => #5 rebar 4 => W1.4 fy > 60.000 ksi Spacing > 6.000 inches o.c. d > 2.000 inches As > .030 in-2/ft Mcap (slab) > .251 ft -kips < �Mn >- Effective width > 3.776 feet < For uplift > PERIMETER LINE.F00TING DATA Stemwall: Footing: Thickness > .000 inches Width > 12.000 inches Height > .000 inches Depth > 16.000 inches d > 12.500 inches As > .233 in"2 (Top and bottom> Mcap (ftg) > 8.134 ft -kips ( �Mn > w ftg > .389 kips/ft < including slab > Effective length > 10.934 feet < For uplift > INTERIOR TIE FOOTING DATA Width > .000' inches Depth > .000 inches d > .000 inches As > .000 in'2 (Top and bottom> Mcap (ftg) > .000 ft -kips < OMn > w ftg > .000 kips/ft < including slab > Effective length > .000 feet < For uplift > * * SOIL DATA + Class of materials > 4 Input Allowable passive (vert.) > 1.500 ksf 1.500 (3 { :6alplls ieialel xDag0 <40> sdll S69'9 ( PeOI PUP d 014 OOS'9- < wnwixew lilldn d :I3ildn pay) <40> sdt4 MIT < algeMolle d laa3 OEE'l < gldaa aienbs laa; 0OS•E < HIS buII4o; lulod ;pailnbei bulloo; quiod oN sdq l86'L < bq; aull le peol jntod aigeMoiiY A < L ainssaid ltos io; ly6laa 6ulloo; apnIDul sdl4 009'L < wnwlxew Ielxe d :6ulpeol Ielxe pieMuMop 43ayO 000' 000' 000' 000' --- 000' 000' 000' 000' --- 000' 000' 000' 000' --- 000' 000' 000' 000' --- OOE'E- 000'Z- OOS'9- 009'9- 77M+7a 009'L 008'Z- 009'L 008'Z la Ad gd ed yd uotleulgwoo peol paa ly6la pua liaq x x S8N�8d NI�6I <40> sdi4 ISZ,t < PeOI PUP d :111ldn pag0 <10> sdiX L86'L < alquolle d 1081 000' < gldaa aienbs Gaal 000' < UFA :elep 60IIoo; Ia1od ;pailnbai bulgoo; jutod oN sdTX L86'L < but100; aall Ie peol aalod mnwlxeW 6 < L ainssaid llos io; lg6laA 6UI400; apnloul :6ulpeol Ielxe pienuMop Noaqj <aoio; aueld-;o-}no> sdq OZZ'E < Ieialel d wnwlxeN onol aueld-uI> sdl4 008'1 < Ieialel d wnwlxeR <I;tldn> sdl4 086'E < lelxe d wnwlut{I s44 001 < lelxe d wnwlxew 8WVNd a N a r Gaal 000'0Z < buloeds Aeq aweid Baal 000'08 < 446ual 6ulpling Baal 000'0S < glp!A 6alplrng + x AdZaW039 3sJ 000' <aouelslsai 60IPI1s leialeq OSE' OSZ' < •Ijaoo 6ulplls leialeq OOZ' gjdap a;/;sX OSI' <('alioq) aelssed algeMolly +/S P lateral maximum > 8.600 kips Footing depth into soil > 12.000 inches Lateral bearing > 3.000 kips Determine frictional resistance: Slab weight/ft > 2.500 kips/ft width Perimeter footing > .400 kips/ft width Tributary width > 20.000 feet Tie footing > .000 kips Frictional resistance > 14.500 kips Total resistance > 17.500 kips <ok> r r—OnI 11 Pin _ i-7 CONCBOL3 " 6:31 AN 12/18/95 ------------------------------------------------------------------------ Rev 05-09-94 Anchorage to concrete Description >>Building 2 - typical frame anchorage >>Run 1 ---------------------------------General-------------------------------- Special inspection ? > N Use multiplier = 2.0 Concrete strength V c > 2.500 ksi Lambda > 1.000 Normal weight concrete Base plate type > 1.000 1 => Plate supported on grout pad 2 => Plate supported on concrete surface 3 :> Plate embedded flush with concrete for bolt shear strength > 450 Is reinforcing provided for shear ? > Y 0 for concrete shear strength > .850 Are bolts embedded beyond far face reinforcing ? > N 0 for concrete tension strength > .650 ---------------------------------Loading-------------------------------- Shear: Tension: V (WL) > 6.600 kips T (WL) > 6.500 kips V (LL) > .000 kips T (LL) > .000 kips V (DL) > .000 kips T (DL) > .000 kips Load combinations - Shear ----------------------------------------------------------- (9-1) U = 1.0 + 1.71, > .000 kips (9-2) U : 0.75*(1.4D + 1.7L + 1.7W) > 8.415 kips (9-3) U = 0.9D +�1.3W > 8.580 kips Vu Umas * multiplier > 17.160 kips Load combinations - Tension 11.250 inches <Unloaded edge> ----------------------------------------------------------- (9-1) U = 1.4D + 1.71, > .000 kips (9-2) U = 0.75*(1.4D + 1.76 + 1.7W) > 8.288 kips (9-3) U = 0.9D + 1.3W > 8.450 kips Pu Umax * multiplier > 16.900 kips -----------------------------Bolt group data ---------------------------- Bolt grade >. 1.000 1 => A307 2=> A325 Specified min. tensile strength > 60.000 ksi Bolt diameter (d) > .1500 inches Bead diameter (dh) > 1.125 inches Bolt area (Ab) > .44180 in'2 Bolt spacing > 3.500 inches Row spacing > .000 inches Number of bolts/row > 2.000 Number of rows > 1.000 Bolt embedment > 12.000 inches Concrete depth > 24.000 inches EDI > 12.000 inches <Loaded edge> ED2 > 11.250 inches <Unloaded edge> ED3 > 6.000 inches <Side 1> ED4 > 6.000 inches <Side 2> V -------------------------------- Summary --------------- =----------------- Shear check For anchor groups, the concrete design shear strength shall be taken as the smallest of: 1. The strength of the weakest stud times the number of studs. 2. The strength of the row of studs nearest the free edge in the direction of shear times the number of rows. 3. The strength of the row farthest from the free edge in the direction of shear. Check bolt(s) near free edge Pc > 30.532 kips 2.000 Bolts considered Vs > 23.857 kips 2.000 Bolts considered Check bolt(s) farthest from free edge �Vc > 30.532 kips 2.000 Bolts considered Vs > 23.657 kips 2.000 Bolts considered Case 1 > 30.532 kips Case 2 > 30.532 kips Case 3 > 30.532 kips OVc > 30.532 kips VC > 35.921 kips Vs > 23.857 kips Ps > 47.714 kips <0.9 * Ab t f's> Ao > 358.293 in"2 (Tensile stress area> OPc > 46.578 kips 1 * (f'c)".5 * 4 * Ao> Pc > 71.659 kips ------------------------------Unity check------------------------------- 1/W Pu/Pc)2 + (WVc)2) > .437 (Pu/Ps)2 + (Vu/Vs)2 > .643 19 fou 'r, JVS c — �vilrl,hy 3 c r , �T ► ?�w�t. 1 1 vt eS bays - zv' I oaf LL 9,S 13vtove bl.+ Sei!►a/� h'�Ji� e ud -F✓a, "G vea cf/jv-,S Z10 File: MTLBLD2 Rev. 10/14/95 Foundation design for metal building Description ))Building 3 ))Frame grids 1.5,2,2.5 6:15 AM 12/18/95 GENERAL DATA Material data f'c > 2.500 ksi E's > 3000.000ksi > .850 fy > 40.000 ksi SLAB DATA Slab thickness > 4.000 inches Slab reinforcing > 4 1 => #3 rebar 2 => #4 rebar 3 * #5 rebar 4 => W1.4 fy > 60.000 ksi Spacing ) 6.000 inches o.c. d > 2.000 inches As > .030 in"2/ft Mcap (slab) > .251 ft -kips < �Mn > Effective width > 3.776 feet < For uplift > PERIMETER LINE FOOTING DATA Stemwall: Footing: Thickness > .000 inches Width > 12.000 inches' Height > .000 inches Depth > 18.000 inches d > 14.500 inches As >. .233 in'2 (Top and bottom) Mcap (ftg) > 9.455 ft -kips < �Mn > w ftg > .414 kips/ft < including slab > Effective length > 11.426 feet < For uplift > INTERIOR TIE FOOT ING'DATA Width > .000 inches Depth > .000 inches d > .000 inches As > .000 in.2 (Top and bottom> Mcap (ftg) > .000 ft -kips < �Mn > V ftg > .000 kips/ft < including slab > Effective length > .000 feet < For uplift > SOIL DATA Class of materials > 4 Input Allowable passive (vert.) > 1.500 ksf 1.500 I. . Allowable passive (horiz.)> .150 ksf/ft depth :200 Lateral sliding coeff. > .250 .350 Lateral sliding resistance> .000 ksf GEOMETRY Building width > 62.500 feet Building length > 80.000 feet Frame bay spacing > 20.000 feet END FRAME Maximum P axial > 5.080 kips Minimum P axial > 3.570 kips ' (uplift> Maximum P lateral > 1.800 kips (in -plane force> Maximum P lateral ) 3.220 kips <out -of -plane force> Check downward axial loading: Include footing weight for soil pressure ? > y Maximum point load at line footing > 9.042 kips Point footing data: Width > .000 feet square Depth > .000 feet P allowable > 9.042 kips <ok> Check uplift: P dead load > 4.728 kips <ok> No point footing required! MAIN FRAMES Left end Right end Load combination Ph Pv Ph Pv DL 4.600 9.500 -4.600 9.500 DL+WLL -7.800 -7.200 -1.000 -5.000 --- .000 .000 .000 .000 --- .000 .000 .000 .000 --- .000 .000 .000 .000 --- .000 .000 .000 .000 Check downward axial loading: P axial maximum > 9.500 kips Include footing weight for soil pressure ? > y Allowable point load at line ftg > 9.042 kips Point footing required! Point footing size > 3.330 feet square Depth > 1.500 feet P allowable > 18.935 kips <ok> Check uplift: P uplift maximum > -7.200 kips P dead load > 7.223 kips <ok> Check lateral sliding: r P lateral maximum > 8.800 kips Footing depth into soil > 14.000 inches Lateral bearing > 4.083 kips Determine frictional resistance: Slab weight/ft > 3.125 kips/ft width Perimeter footing > .450 kips/ft width Tributary width > 20.000 feet Tie footing > .000 kips Frictional resistance > 17.875 kips Total resistance > 21.958 kips tok> t ZZ PSP: -7,2-0'` Ovor- t P,n FVF CONCBOL3 6:39 AM 12/18/95 ------------------------------------------------------------------------ Rev 05-09-94 Anchorage to concrete Description » Building 3 - typical frame anchorage »Run 1 ---------------------------------General-------------------------------- Special inspection ? > N Use multiplier = 2.0 Concrete strength f'c > 2.500 ksi Lambda > 1.000 Normal weight concrete Base plate type > 1.000 1 => Plate supported on grout pad 2 => Plate supported on concrete surface 3 => Plate embedded flush with concrete for bolt shear strength > .450 Is reinforcing provided for shear ? > y t for concrete shear strength > .850 Are bolts embedded beyond far face reinforcing ? > N t for concrete tension strength > .650 ---------------------------------Loading-------------------------------- Shear: Tension: V (WL) > 7.800 kips T (WL) > 7.200 kips V (LL) > .000 kips T (LL) > .000 kips V (DL) > .000 kips T (DL) > .000 kips Load combinations - Shear ------------------------------ (9-1) U : ---------------------------- 1.0 + 1.71, > .000 kips (9-2) U = 0.75*(1.4D + 1.7L + 1.7W) > 9.945 kips (9-3) U = 0.9D + 1.3W > 10.140 kips Vu Umax + multiplier > 20.280 kips Load combinations - Tension ----------------------------------------------------------- (9-1) U = 1.4D + 1.71, > .000 kips (9-2) U = 0.75*(1.4D + 1.7L + 1.7W) > 9.180 kips (9-3) U = 0.9D + 1.3W > 9.360 kips Pu Umax * multiplier > 18.720 kips -------------=---------------Bolt group data ---------------------------- Bolt grade .> 1.000 1 => A307 2=> A325 Specified min. tensile strength > 60.000 ksi Bolt diameter (d) > .7500 inches Bead diameter (dh) > 1.125 inches Bolt area (Ab) > .44180 in'2 Bolt spacing > 3.500 inches Row spacing > .000 inches Number of bolts/row > 2.000 Number of rows > 1.000 Bolt embedment > 12.000 inches Concrete depth > 24.000 inches ED1 > 12.000 inches (Loaded edge> ED2 > 11.250 inches (Unloaded edge> ED3 > 6.000 inches (Side 1> ED4 ) 6.000 inches (Side 2> r --------------------------------Summar Shear check p--------------------------------- For anchor groups, the concrete design shear strength shall be taken as the smallest of: 1. The strength of the weakest stud times the number of studs. 2. The strength of the row of studs nearest the free edge in the direction of shear times the number of rows. 3. The strength of the row farthest from the free edge in the direction of shear. Check bolt(s) near free edge �Vc > 30.532 kips 2.000 Bolts considered Vs > 23.857 kips 2.000 Bolts considered Check bolt(s) farthest from free edge . tVc > 30.532 kips 2.000 Bolts considered Vs > 23.857 kips 2.000 Bolts considered Case 1 > 30.532 kips Case 2 > 30.532 kips Case 3 > 30.532 kips �Vc > 30.532 kips VC > 35.921 kips Vs > 23.857 kips Ps > 47.714 kips (0.9 * Ab * f's) Ao .> 358.293 in"2 (Tensile stress area> �Pc > 46.578 kips 0 * 1 * (f'c)-.5 * 4 * Ao> Pc ) 71.659 kips ------------------------------Un' eck----------------------- 1/�((Pu/Pc)2 + (Vu/Vc)2) > 95 (Pu/Ps)2 + (Vu/Vs)2 > .877 r 2.� �t,S�igc� O-A (�a o,� u C)R, Int + {"� i, y a'�" kM L)-_� �a L o �/ v �c�f• e.�+ laa e- /oc�t�v _ ¢s,olK- y Ubase = Z.ao r 4- /o caf�v Yn �jbat.� - 3,60' ¢ lockf•o� I. t N 13-782 500 SHEET , FILLER 5 SOUARE +2.781 50 SHEETS EYE -EASE' S SQUARE �lviNHTIa18I d8/8l1d '2 33889 200 SHEETS EYEEASE• 5 SQUARE +2 292 100 RECYCLED WHITE 5 SQUARE X2.399 200 RECYCLED WHITE 5SQUARE —.u.s, > ik- N ? t\ to Y p\ 1 x . P. c 1 7S K v1 � J CA t N 13-782 500 SHEET , FILLER 5 SOUARE +2.781 50 SHEETS EYE -EASE' S SQUARE �lviNHTIa18I d8/8l1d '2 33889 200 SHEETS EYEEASE• 5 SQUARE +2 292 100 RECYCLED WHITE 5 SQUARE X2.399 200 RECYCLED WHITE 5SQUARE —.u.s, > N ? t\ to 1 x . P. 1 7S K � O C N r9 � InIJ N � r Z CONCBOL3 6:50 AM 12/18/95 ------------------------------------------------------------------------ Rev 05-09-•94 Anchorage to concrete Description )>Moment base at buildings 1,3 1.4D + 1.7L > .000 ---------------------------------General-------------------------------- (9-2) U = Special inspection ? > N Use multiplier : 2.0 Concrete strength f'c > 2.500 ksi kips Lambda ) 1.000 Normal weight concrete Base plate type > 1.000 1 :> Plate supported on grout pad 2 => Plate supported on concrete surface 3 => Plate embedded flush with concrete for bolt shear strength > .450 > Is reinforcing provided for shear ? > Y 0 for concrete shear strength > .850 - Tension Are bolts embedded beyond far face reinforcing ? > Y 0 for concrete tension strength > .850 ----------------------------------------------------------- (9-1) U = ---------------------------------Loading-------------------------------- > Shear: Tension: kips V (WL) > 1.950 kips T (WL) > 51.540 kips V (LL) > .000 kips T (LL) > .000 kips V (DL) > .000 kips T (DL) > .000 kips Load combinations - Shear ----------------------------------------------------------- (9-1) U : 1.4D + 1.7L > .000 kips (9-2) U = 0.75x(1.4D + 1.7L + 1,1W) > 2.486 kips (9-3) U = 0.9D + 1.3W > 2.535 kips Vu Umaa * multiplier > 5.070 kips Load combinations - Tension 12.000 inches <Side 1> ----------------------------------------------------------- (9-1) U = 1.0 + 1.71, > .000 kips (9-2) U = 0.75*(1.4D + 1.7L + 1.7W) > 65.714 kips (9-3) U = 0.9D + 1.3W > 67.002 kips Pu Umaa + multiplier > 134.004 kips -----------------------------Bolt group data ---------------------------- Bolt grade > .1.000 1 => A307 2=> A325 Specified min. tensile strength > 60.000 ksi Bolt diameter (d) > 1.0000 inches Read diameter (dh) > 1.500 inches Bolt area (Ab) > .78540 in"2 Bolt spacing > 4.000 inches Row spacing > 4.000 inches Number of bolts/row > 2.000 Number of rows > 2.000 Bolt embedment > 16.000 inches Concrete depth > 24.000 inches EDI > 12.000 inches <Loaded edge> ED2 > 12.000 inches <Unloaded edge) ED3 > 12.000 inches <Side 1> ED4 > 12.000 inches <Side 2> I- --------------------------------Summary--------------------------------- Shear check For anchor groups, the concrete design shear strength shall be taken as the smallest of: 1. The strength of the weakest stud times the number of studs. 2. The strength of the row of studs nearest the free edge in the direction of shear times the -number of rows. 3. The strength of the row farthest from the free edge in the direction of shear. Check bolt(s) near free edge �Vc > 46.575 kips 2.000 Bolts considered Vs > 42.412 kips 2.000 Bolts considered Check bolt(s) farthest from free edge �Vc > 69.349 kips 2.000 Bolts considered Vs > 42.412 kips 2.000 Bolts considered Case 1 > 93.150 kips Case 2 > 93.150 kips Case 3 > 69.349 kips OVc > 69.349 kips VC > 81.587 kips Vs > 84.823 kips Ps > 169.646 kips <0.9 * Ab * f's> An > 783.805 in'2 <Tensile stress area> pc > 133.247 kips 1 + (f'c)'.5 * 4 Ao> Pc > 156.761 kips ------------------------------Unity check ------------------------------- l/fi(PU/PC)2 + (Vu/Vc)21 > .864 (Pu/Ps)2 + (Vu/Vs)i > .628 OT � 3 lu �1'via�tW¢ a a ^J C • ,O L Iiheo-f �� aI- lMu,.c,�f �a�e of di�yf I`3 `_wSb —15 31 File >MCAP2 6:56 AM 12/18/95 ------------------------------------------------------------------------ Rev 5-01-95 Concrete section moment capacity ------------------------------------------------------=----------------- Description >>Line footing at moment base at buildings 1,3 ------------Section data-----------I---------Material constants--------- b > 12.000 inches f'c > 2.500 ksi d > 28.000 inches fy > 40.000 ksi 8 > .850 > .900 --------------------------------Load data ------------------------------- Factor Mu M dl > .000 ft-kips 1.400 .000 M 11 > .000 ft-kips 1.700 .000 M wind > 67.000 ft-kips 1.700 113.900 M eq > .000 ft=kips 1.870 .000 Modifier > 1.000 Mu > 113.900 ft-kips As regd. > 1.412 in'2 No increase required since p actual is greater than p min ---------------------------------Summary-------------------------------- Actual As > 1.860 in"2 <ok> p min. > .005 <200/Fy> p actual > .0055 <p:As/b+d> T > 74.400 kips <T:As*Fy> .a > 2.918 inches <a:T/(B*F'c+b)> tMn > 148.100 ft-kips > Mu - <ok> ------------------------------------------------------------------------ Determine shear strength: Factor Mu V dl > .000 kips 1.400 .000 V 11 > .000 kips 1.700 .000 V wind > .000 kips 1.700 .000 V eq > 1.000 kips 1.870 1.870 Modifier > .750 Vu > 1.403 kips Strength Vc attributable to concrete: pw > .0055 Vu d / Mu > .345 Maximum 1.0 Vc > 33.523 kips Limited to 58.800 kips tVc > 28.495 kips 0.5 t Vc - > 24.990 kips No shear reinforcement required! File >MCAP2 6:57 AM 12/18/95 ` ' ------------------------------------------------------------------------ Rev 5-01-95 Concrete section moment capacity ------------------------------------------------------------------------ Description >>Line footing at moment base at building 2 ------------Section data-----------I---------Material constants --------- b > 12.000 inches Vc > 2.500 ksi d > 28.000 inches fy > 40.000 ksi B > .850 @ > .900 --------------------------------Load data ------------------------------- Factor Mu M dl > .000 ft -kips 1.400 .000 M 11 > .000 ft -kips 1.700 .000 M wind > 48.000 ft -kips 1.700 81'.600 M eq > .000 ft -kips 1.870 .000 Modifier > 1.000 Mu > 81.600 ft -kips r As regd. > 1.329 in'2 Includes 33% increase since p actual is less than p min. ---------------------------------Summary-------------------------------- Actual As > 1.240 in'2 No good! p min. > .005 <200/Fy> p actual > .0037 <p=As/b*d> T > 49.600 kips <T=As+Fy> a > 1.945 inches <a=T/(B*F'c*b)> On > 100.542 ft -kips > Mu - <ok> ------------------------------------------------------------------------ Determine shear strength: Factor Mu V dl > .000 kips 1.400 .000 V 11 > .000 kips 1.700 .000 V wind > .000 kips 1.700 .000 V eq > 1.000 kips 1.870 1.870 Modifier > .750 Vu > 1.403 kips Strength Vc attributable to concrete: pw > .0037 Vu d / Mu > .481 Maximum 1.0 Vc > 33.412 kips Limited to 58.800 kips pc > 28.400 kips 0.5 + Vc > 24.990 kips No shear reinforcement required! 32 J J � d LOAOIN46 oN `! 7 t✓IR�-RA.'C'E� CEILING .�olsTS 1 _ Z CDMM�N W AL1, � � 0 X R-19 ='I -IS 0 L AT 1 O W v 1=A.C" Ekc, vk END 6' CSJ 20 CElL./NG J01STS 6 " ON C CAI 769 /o" TRhLK w� 3't8 TEKS TEIC SCRItv�lS STvD SGR��I Eb•, S%ve /B GI�l95oNA" L30A�.fl ., tF-�, St -DP& R-13 =f ISU LATIO W To 1�1_o„ S SGT to t'l �- A ©�ESS/I � z JC 0 a2 199 '� •� C 5.S 2 O C ESL �ivc CIVIL Ls�p�.•-es �otST� @ /6" O.C. 1.2-,31-1)7 R - IC) =t.ISULATI a N OF R-19 TL,I50LA,-710 V C YP. /3,014 RD OTE: KIo Louplt�lG 011 GEt LlN G .JOIST$. Q � E.GT I o►4 B -$ L EKISTI%1G COUSTR.. MENS CovAg2TR.uC.I-1vI4 S1,ee,� Z,o+ R-\3 L XCr 10 t,1 LTYP.) 4" MF-TAL SrLJD Q PtC K 1►�t G @ �{ � $. $1 kWVE '1=Loon, 2 ikg TE Ks @ E --A. e VA7D - - �xis'i'i I�iCx GOMI�Ot�! W�iLL �S TEK sC2eK/� �2" O.C- S4( G Y p. g o .n. 'RD ��— IF -A• S\DE)TYP. Nke rTkL S'TJ DS TYP. CoRt�lE6Z. a"r'RA�MItVG 'T© 'U AGK t N G T ZB R-- 13 —Lt�IS0 LA-' 10 e,� Sig G`Ii�SJM. L�oAgD 71D -F-rTP,1L 12�, TYR \NALL =tJTERSEGTIDN c DTE: No CE/L/NG LOADS R- i9 I NSUL,4T/ON G" CsJ 20 CEILING, JDtsT5 @ /b" D.C, Sc,-,om C -c V14 L c G/RT 411X --r.41 T.4Ne,e W/1 �mB TEK 6 "We no4 T,?AeK 4012 tea TEK SC,PG► o EA STUD WIJ WN TEA' SC,eCKI Q / 6" O, C. S 7-AGG44--P (T YO) .Q'META c S7 -VD VVI 2 'A' 8 TEK SCBE ws 70P, ` A30rrOM (7 -YO) 5�g " G YP5 vn'i �30ARD (7YP.� Co,4R. McTAL / SiDiivG R-/3 .r�✓Sd�LAT/DAA ri Q - C1 - '�-"1 'A N -, p, L y S I S •F-�k ---_ B U 1[ L D I N G__ _.. _ - BUILDING 1 Sv -Ct res b 1✓ , 9 CALIFORNIA 95927 Note: Building is divided into 2 structu Y 1 J K L (M) N1 a 2 -hour rated Firewall. `1 •� Building 'I -B., 12 RH (' ut ldtn " 'I -A' ._..�,___.____ {2 ON0 f1 Building -2 U.B.C. occupancy Group B-= � vo�L/m D►ti'. L�OD}'- /2 OrtO• f�i1- i�.r t +r--- I�_ otiD. {002 ----� anc Group B s { U.B.C. occupancy 5-N Construction Type 5-N Construction Type Floor Area 9,000 sq. ft. 2 000 sq. ft. Existing F1 Existing Floor Area 1 l Allowable Floor Area: Allowable Floor Area: � ! A 0 s . ft. Basic 8,000 sq. ft. Basic $,00 q .• rease 25X 2.000 sg. ft._ Inca Increase - SO% 4 owe aq_12,00 Total Allowed 10,000 sq. it. Total Allowed 12.000 sq. ft. t Occupant Loads per Suite: Occupant Loads per Suite: ` SPECIAL INSPECTION NOTE: Suite A (4,000 aq. ft:) Suite F (3.000 sq. ft.) ( l i� Office 1 Office 2 •`•: � � � In compliance with UBC Sectiot, 306 Warehouse 8 Warehouse 6 _ Total 9 Total B ' Exits Required 1 i I Special Inspection 1s required for Exits Required 1 t Hugh Strength Bolting and Field suite o (2.500 sq. ft. ► SUITS �j (/(`�'�`� t M $UtTE Welding, Owner shall provide a Suite B (2,000 sq. ft.) Office 2 I u� T ((C, SUITS s IIJJ �_J �J �J E Special Inspector who is approved 2 Warehouse � b PP �+ y Butte Count Building p Office Tatar t 3040 SQ F7 2 ('i® Warehouse 4 Total 6 Exits Required J :aC ��' • lr�p0 SQtf=T', ';i:Dc.}r;3 �Q� FT, � Y g Dept. , Exits Required 1 suite B (1,500 sq• ft:) J (1YP t ca �. 3 �t3c) (t.•Q r n� �� � Suite C (1,500 sq. ft.) Office 2 Office 2 Warehouse 3 3 Total 5 Warehouse 5 Exits Required 1 _ Total S.h Exits Required 1 Suite I (2,000 aq. ft.) 2 Suite D (1.500 sq. ft.) Office 17 AJ - (} (1�� �`Ari2� i•► U 1 Warehouse 4 ° •-4- Office 2 Total 6 q $ S Warehouse 3 GG S Exits Required 1 `^�.•—�-�__��3r_ Total t \\ t Q ` Exits Required 1 I Q Suite'E (3,000 sq. ft.) 2 Office Warehouse 6 B Totni Exits Required 1 ffff ' 3, ' „ • TOILET ROOM NOTES: I A A.L NOT ES:_�. CE E :.. . Floor: 0.085 Ga. Vinyl Linoleum (seamless) a t�; Q , _:with 6" caved Daae t frill t0ndit10ne! Stt . �. I, Meatherstnp extend doors �,c, �) tJ � ,/ • myelo 0 .,, .. / � 0 Caulk i seal all penetrations In bedding a pe Tor t rfi fry; ;, � � - , S�!._- ' ��'�1r Walla. -li W.R. Gypsum Board with Epoxy Enamel Point -0 coats) t0 reduce infiltration. Ceiling: �" Gypsum Board with Stipple Enamel 3. CaUI k exterior door i window from. p have backdraft preventing t!a*pars. shall 1 - �. .Exhaust fan(s) Paint (2 coats) S. Mindors shall be dual glared i shall cowply with Aceesebriea : .__..�•-_ _ r ' : Crab Bats: 1 42" long'bar at side of toilet Ad'SI�AANA 302.! � 1977, (1) 36" lonbast rear of toilet insulation Shall be fiberglass hafts aSl follows: 17. I)p g i. �. C7FF1 G Bare shall be chrome - 1}., diaiaeterToilet r001 walls: �--t9FFl� * .. � � Mount bare at 33 above floor to centerline r e ceilings: `1 Toilet oo gs � N a Towel Diapenser:" Stainless Steel - multifold towel type ! Surface mount =Bobrick IIB -262 or equal Mount at +40" above floor to bottom 2 O ; t � Mirror: ! Jfn . "COO, ��� 3/a -- � /a � � `3/c� /2 Cab, i�oo � 3/0 /�oNo moon.. -- Metal frame - 24" x 36" ( t t . , r C 3�0 Bobrick iIB-165-2436 or equal c) XC G4a�€S� S?'bil-" fa Ni 1�1 E'>r1 G i I r S SS ,Sr02/'c Mount at +40 aboye floor to bottom M 'G?!%T17t�iLEU tjL.45S a ti Coale, WAd-le- Toilet Z 6 ToiletPaper Noldert Surface mount single roll holder J Bobrick OB683 or equal Mount at +28" above floor - 12" in front of toilet I 5 0 , t I '1• ,G 25 �eeCo-3- 25- Sem-,c, i �.. Fee TA Goc7 L G1j� 1- G S f f 11► r .e' 4 M s , / . �:� rtw % O. Z N[i. a ONO. %k7a /2 OND.. 17ocrL o (2 5 � fr , , 4 i }; , • 'i tn , E ' � � �.. tJ 5 s U c r f 5 17 u 7 5 7 u � i �c,a � •-�' 1. These plans are for building shells only. �-4'IOCr SQ, �' ,, 2n00 SCtiF"'T t�C.� 5Q, `T DC7 . FT, 3�J �Q, F"d'• I� i Additional plans shall be provided and 0 i permits shall be obtained for any additional M construction upon build -out. 1 t 2. Energy design compliance and supporting ok i#OC,>5 5� 5 5 S S5 I N documentation shall be submitted for each suite at build -out. 3 e1ut w a �o u s 6 i. C G s� t : - b�Y i —� i Al Ec o 1 i�t7 Ssartl.T� f o . I a 2 OG I G -fir - r APPROVED i Butte County p ,� N ;, E ti Envirof�m �b ( ental Health , (� _ ._T__f ) �p Qtr-, i��olZ /2 0%f0. Ltia2. �y �,, � � P /� ovr.~?�, G'��ort. .�.F.. bat; 3/a _s, 0 3�,'�_.�i 40 SG 63 /70 i}C, i 1 to ,. C_0 STL�IZY_ ",7,�^, .`: t w to rL 4lV L bc�>�lS f�Xts'7� S71'*0,drr✓'vnt''- 7�YIp 6>tA0 Q , �1 t r�. � S � � r ---..- 1 q )(TY,0) C.�X✓G • W� r a Si.9 urs a 12-3„ t2M 3' /2 .�' :....,.:. �yW GG itis MQ�•de:9= � 3 (;h1CO3 : i !LI o O t- -�:i SCA Lr . J Pao ME '27rx a i w .. ,. METAL , _. M tq5 Siol -LLS � R _ S G o ti r a itEV1S 0 FIlP77b . L 0 f w „:. `�os i1 a v - ir1 g3 No. C9192 �` Gc3rr�rr-Ear-CoriCr•�ctirr/� 6. Ert IrrrsE+rlri ;: .. F H 33 204 4 PALM AVENUE 4 6 C 1 CHIC 0 369 Cohasser Road 1 r CHICO CALIFORNIA 95926 t916' 343-8038 � � ;{ o� �� . _ Chico, 6A 959, 3 CAS � 9168 1• •c'1" C-9192.. 9 �t 193 fax. 916 891 5915 __ I Service Water Heating Systems cturer o The lonowing service water heanrp systems and equipment may be, 'A 7-110,qN7 %? E,5 Z�111D z�5 7�/�G installed only it the manufacturer has -_d ventilation cerUUed that the equipment meets or EqpJment an S�stams ENhfeny exceeds an applicable efficiency requirements listed in §113 of the � J �� D/AIG � &W � O Any appliance for which there Is a shwa be provided is allow Contde air dampers or devices to be Q C outside Energy Efficiency Standards: Oil -fired y California standard established in Ute Efficiency Standards may be operated at the ventilation rate Pe ils as, storage types > 105,000 Btu/hr, 011-' non-storage types 2,210.000 Btul ,Appllancg, installed only it the manufacturer has lo (hese titans. dampers hr, Gas-fired non -storage types > certified. to the Commission, as specified In those regulations; that the t3 Gravity or automatic Gravity Interlocked and closed on fan 200,000 Btulhr. appliance complies with the applicable shutdown shall be provided on the -® Lavatories in restrooms of public-_-- standard for that appliance. Included rdom air conditioners, central ale outside air Intakes and discharges ol all space conditioning and exhaust facilities shall be equipped with: are conditioning heat pumps (regardless of systems. O Outlet devices that limit the flow of hot v capacity, except that requirements for O All gravity ventilating systems shall be water to maximum of 0.5 gallons per at pumps l air of 135.0000 centcooling provided with automatic or reach minute, with capacity Btulhr - accessible manually operated dampers U Lavatories in rettrnom of publikr or more apply to heaflng performance but not cooling performance), other in all openings to the outside, except for air openings. _ faaititlenr shag ba stturud with controls to omit the outlet temperature to 110'F, _.. _ .. central air conditioners with a coofingl . CapacttV Cess than 135,000 Btu/hr, Tan combustion ❑ Air Balancing: Ail space conditioning type central furnaces with input rate less than 400,000 Btu/hr. boilers wall ` and ventilation systems shall be balanced to the quantities specified in furnaces, floor furnaces, room heaters, unit heaters, and duct furnaces shall ' these pians, In accordance with the i National Environmental Balancing have been certified to the California .:. Bureau (NEBB) Procedural Standards 3 - - Energy Commission by Its 1 to eompty with the (1983). of Associated Ak Balance Council (AAM) National Standards Appliance Efficiency Standar.- (19fSf3jt O The following specs conditioningt3 Outside Air Certificatiom The system equipmerd may be Installed only if ft shall provide the minimum outside ale manufacturer has certified that the as shown on the mechanical drawklga. equipment meets or exceeds all and shalt los` measured and certified try applicable efficiency requirements the instal" llcensed C-20 mechanicalz ; listed in 112 of the Energy Efficiency contractoa Standards: all air conditioners, heat pumps and condensing units> 135,000 Btulhr, all water chillers; an gas fired boilers> 300,000 Btuthr, all oti•flre4 boilers > 225,000 BnAr, and all warm air furnaces arta combination warm 111146 fumacestair-Conditioning units:-, O Fluorescent Belfast and Luminaries 225.000 Bttilhr: Fan type central- Certified furnaces sMU not have a pilot light, All fluorescent fixtures specified for the projed are certified and listed in the O Piping, except those conveying fluids Directory, All Installed fixtures shall be at temperatures between 60-F and certified. 1051F, or within HVAC equipment, shall be insulated In accordance withO Tandem Wiring for Two -Lamp Ballast's Standards ¢123: All one and three tamp fluorescent fixtures _.- _dUng ttld - - - systems shop hk - are tandem wired with two (2) lamp ballast Air hanwhere required by Standards $132; or constructed, k*Wed( seaW anrf 3 A Insulated as provided M Chapter 10 of n three lamp, fluorescent fixtures are me Uniform Mechanical Code: specified with electronic high -frequency, ballast's and are exempt from two lamp E -f -s ` 1 I lantlerA wiring requirements, Controls, O Each space conditioning tem shag O Individual Room/Area Controls ng � Each room and area in this building is . be Installed with an automatic time equipped with a separate switch or switch with an accessible manual oaxnpancy sensor device for each area wfih override that allows operation of the fioor-lo•celling wells,.,, system during off -hours for up to 4 tours. The time switch shall be capable O Uniform Reduction for Individual Rooms of programming different schedules for AN rooms and areas greater than 100 square j �- a b O ��' �� r� weekdays and weekends; incorporate led and more than 1.2 watts per square loci / an automatic holida shut-off" feature a fighting load shat be controlled with 81- OPe I"a T/ l� r I S y i ' level switching for uniform reduction of that at turns off all loads for at least 2e fighting within the room hours, then resumes the normally scheduled operation; and has program O o.yln Area Control backup capabilities that prevent the - All rooms with windows and skyoghts, that loss of the device's program and time we greater than 250 square feet, and that . setting for at least 10 hours U power Is allow for the effective use d daylight in the g area shan have 5o%of the lamps in each interruptecL dayln wee &&boned by a separate switch; O Each space conditioning system shalt or be.installed with an occupancy sensor The efisdive use of dayW* throe 11 cannot • To control the opeiatlng period of the be axompiished because the windows are system. • continuously shaded by a building on the 0 Each space conditioning system shatll adjacent lot. Diagram of shading during be Installed with a 4 -hour Umer that can different limes of year is included on plans: be manually operated to control the O Control of E,derlor Lights I • operating period of the system. Exterior vaunted fixtures and served from PROJECT' A1141, IUYS I S the electrical panty Inside the bundling re conditioning ng a O Each space conning system shall Controlled wash a dtedtonal photo can control Or i g i nq L* Shell Building Classifications: be installed with controls that on the root and a coneepondkp relay in the Occupancy B-2 temporarily restart andtempwadly eleCtrkaipwret. Construction Type 5-N operate the zlystem as required leas maintain a -setback heanng itiermostat ', Floor Area ._ , Bldg 1-A - Suites A thru E 12,000 sq- ft: setpolnt ( Basic 8,000 + 50% = 12,000 sq. ft. allowed) g S_ ` S 0 Each space conditioning zone shelf be controlled by an Individual ihertnostatid Suite D - Applied Testing - Analysis control that responds to temperature UBC Occupancy Group B within the zone. Where used to control healing, the control shalt be adjustable Construction Type 5-N Suite Floor Area 1500 sq. ft. down to55•Forlower. For cooiing�ttte Adjacent Occupancies B/S-1 control shanbeadjustable upto85F or Occupancy Separation Reqd. B/S-1 None heating andr. coolhere used lareotrroibotil Occupant- Load i 5 9 !. ��r heating and cooling,'lfte control sttaa be capable of providing a dead bard of Exits Required at least 50t within which the supply of Exits Provided het a t heating and cooling is shut off or reduced to a minimum. Q Thermostats shall have numeilc 'setpoints In *F. O Thermostats shall have adjustable i S a W setpoint stops accessible only to authorized personnel... 0 `r O Each space eorx0onkV system shalt be installed with controls that /6 O temporarily restart and temporadiy operate the system as required to I maintain a setback cooling thermostat selpoint. 4 SBV4`o 014) cF I3��ir-oorr� x 8' JJ _ 9'x/2' l ©OCFlo! 3 a fyX 3D 0 1-7.-9 3 1R p 3 a /7m ,ti c.171!e r R0 41,177 tj I L D I ]N G A 14 .A. L BUILDING 1 tintls. Building is dl vided into 2 structures by a 2 -hour rated Firewall. Wulldlha 1-A. Building I -B: U.B.C. occupancy Group B B-2 U.B.C. occupancy Group B-2 -2 Construction Type 5-W construction Type 9,000 sq. ft. _ Existing Floor Are 12,000 12,000 sq. ft. Existing Floor Area Allowable' Floor Area: 8,000 sq. ft. Allowable Floor Are8,000 sq. ft. Basic Basic Increase 25% 2 000 sg. ft. In creltse 5076 4.000 sa. ftt owed 10,000 s4• ft. Total Allowed 12,000 sq. ft • Total Ali Occupant Loads per Suite: occupant Loads per Suite: - Suite it (3;000 sq. ft.) suite A (49000 sq. ft -)21 Office Office 8 Warehouse 6 Warehouse 9 Total B Total 1 Exits Required 1 Exits Required Suite 0 (21500 sq. ft.) : 2 _ Suite B (2,000 sq• ft. Office ) Warehouse 5 Office Total 7 Warehouse 41 Total 6 Exits Required Exits Required 1 _1---- Suite,H .(1,500 sq. ft.) Z ..t 00 s . ft.) __. office J Suite C (1,5 9 Warehouse 3 Office 3 Total 5 Warehouse 5` Exits Required 1 Total 1 Exits Required Suite I '(2,000 sq. ft.) 2 s t Office 5 9 Suite b (1,00 f.) 2 Warehouse a Office 3 Total 6 Warehouse 5 Exits Required 1 Total 1 Exits Required Suite E (3,000 sq. ft.) office 2 Warehouse 6 Total g Exits Required 1 TOIt1 T ROci k§ ,10 T 13: N t CEAEAAI Floor: 0.085 Ca. Vinyl Linoleum (seamless) with 6" coved base Neatherstrl exterior doors froo Conditioned spaces. 1. P Walls. W.R. GYPsum Board with tVoxy Enamel 2. Caulk E "seal a ll Pe- n-et- rat -i- ons in building envelope Paint (2 costa) t0 reduce 1nflltritl0n. _ --- — - 3. Caulk exterior door i window frales. Ceiling-_1�" Gypsum Board with Stipple Enamel 0 dupers. Paine (2 coats) 4. Exhaust fan(s) shall have backdratt preventing p S. Windows shall be dual glazed i shall COwply with AccessoriestA- 1477. 4I AfW1A 302.4 Grab Bars. (l) 42 long bet at aide of toilet , - lber lass bath as follows. _. n shall_ be __f g • 1 6 n bar at rear of toilet InSU1dt10 tj3 .log 6. - baa shall be cbrome - it" diameter Toilet roof walls: R-11 Mount bars at +33" above floor to centerline lll in's. Toilet room ceilings: 1 I Touei Dia eneetf", _ P Stainless Steel multifold: towel type Surface mount Bobrick 11B-262 or equal Mount at +40" above floor to bottom y_ Mirror: `. Metal frame 24" x 36" bobtick #B-165-2436 or equal Mount at +40 above floor to bottom M roipt paper Welder: ; Surface wont single roll holder Bobrick OB685 or equal Mount at +28" above floor - 12" in front of toilet 'I 3_ /'� r alta. Gbc7tL p /Zf t�ff0,pN c X71 _4100 rp 0 5 7 . rn fi I _ I e 1 --� ! to 2 - ( Ell.. poi(. ,a v s 1 Z r _ l2 Ottr�, pao/Z r (coo p i •>7"wa :Tr o f � 10 Is I- PI OW0, ° i2 ottb. FDo02 _ \ s _ SPEC .... �� IAL INSPECTION NOTE: ""t to COMP1 lar Ce faith UBC Se' C ion 3C1li ,. Special Inspection is i,„ : High C Ott i �r+�d f+� t• � .' Strength Bolting and Field _�isVte l d i ..:r ng. Owner shall prorr�de a . __ . 1 _ Special Inspector who _a rod e d ., by Butte County Bui Wing Dept . �rtYk«L 3 AS Q o --r \o M ^� N 3 S S 04c). boaA, 3Id 3/0 3/a Ir 0 __F•t1G E17 tf 35 :Std-F/tt7�/'?- .gyp I C71Yr- To ouT L I I t 1.2 t mo, 1300IL e.ppi�{w�:a ,{ QD ' on plans hb br bui111s Add i t't6nd 1 1 i Anti l l ebb pt�btf dcd and its shg11 b (lbtairied fit' �1rly. additb>i�a�` x� 0 . t uict i�t>'fi >tt 6b build c�tit t BBhi` deal b eft ialtce ,t hpport ii�tg gY g .,,. d�IbbMdfitatibri r; h l l be 'stibbilttbd for each �Init at buil yMit _ _ �7YPlC-Ai. 1bUILO)tV GS J Se w R- b s -) r 0-3 8- tv v o � 1 7 Ohl! DFFtG 55 0VMD. 2 j�7rTR G SJ f• ,, 1 f,CQ1TI' p-) ArAl ,^ .4 . r . S C A I '7r �rr _ � ► il+Y ` 4J Tit WI c' R r * y■, -t MN el► r . , . 'Ess ,... - ,, .. . , ,. ....... 6 , 'Yx d( .. 'sw:,, .+a+•+.u"uti..acau�sysa.aue � kntawn,5 . , ��Frt�r�i Ct�riGr•I�I�tIr1� -,E� E=►��Irie��rlry� w t ,'.. `; 6��'' BUIL , _ r' y rai 01 M } ,...:. -. .: .....t. ,. Tit WI c' R r * y■, -t MN el► r . , . 'Ess ,... - ,, .. . , ,. ....... 6 , 'Yx d( .. 'sw:,, .+a+•+.u"uti..acau�sysa.aue � kntawn,5 . , ��Frt�r�i Ct�riGr•I�I�tIr1� -,E� E=►��Irie��rlry� mim 1E3 LJ I L 0 I N C:'. A �T A L.. Y S I S BUILDING 3 U.B.C. Occupancy Group B-2 Construction .Type 5`'N ' Existing Floor Area 5,000 sq. ft. Allowable Floor Area 81000 sq. ft. Use Office % Warehouse Occupant Load - Per Suite (2 Suites):` Office 2 Warehouse 5 Total Exits Required TOILET ROOM NOTES: A Floor: 0.085 Ca. vinyl Linoleum (seamless) with 6" coved base Nall$: %" N.R. Gypswo board with Epoxy Enamel Paint (2 costs) i Ceiling: k" Cypsuw board with Stipple Eoimel Paint ( 2 costa ) Crab Hera: (1„) �4*' long bar at aide of toilet 36'; long bar st rear of toilet Sara *hall be ehroma - 1t” diameter Y Mount bare at +33" above floor to centerline Towel Dispenser; Q a Q Stainless Steel - multifold tovei type O Surface count - Sobrick 03-262 or egos! Moune at 340" above floor to bottom ITMirror: Q Rr O Meta:: from - 24" x 36" � L lk-s%.:ick 08-165-2436 or equal N /t �jOC . "'r N Must at 440" above floor to bottom Toilet Psper Holder - : older: ' Surface mount single toll holder O obr«.ck #3685 or squal _ O Mount at +28" above floor - 12" to front of toilet �Wk NoUS'— - -10 .._,__i E N E N A l i i t E s:_,•,,_•_ , .iii 1• weatherstrip exterior doors Pros conditioned spares. Y• tarlk i seal rll penetrations in building antelope Oft1•( '14G• r to reduce infiltration. : � N 3. Caulk exterior door endow (rages. s• Exhaust fans) shall have barkdraft preyentieg da:pers. 3rfa� C,G�r�G, I �- , � .7 �A-�5/l3ILITY +DETAILS � ,� A10 7-6-7, S. windows shall be dual hied a shall WA1L,4" SSI g cooply eith 1477. h i ai• Insulation shall be fibergla<,s Harts as follows: - Toilet root Balls: j- ._ 2 Toilet root ceilings... to �-- __._ _ j x101 ff I C16fy S S �lr� CCrYG. tt/�I /cGUSr R?4-f E LAI Pc c1•f. Leve -L 4, A za-fs ° 515 ' �. S, Q 3 e r » -Ole�1 _ 0 0 0 V1"C D , 4 2 r o SQ. FT v � O N O APPROVED Butte County Environmental Health Envttrrl Date ".. S;gnat $ F, L S C A L r::- -7 -500(7 5Q. FT ToTA-t- s:rx c1h 0, BUILDIMG I IN 111 i CaC�o�'la _ Kom. ....DXM 05e2 41?S L�.A 1 c, y? \ t? (.:i +. THORN 1. ROMe No. C9192 ��' Q' Gt'r,9r�1 Coritr•"ctiriA L Er,Air�Ar,Ir,g n ....AVENUE �e �']` 9Fiy 11'1 a 03-3�A 0 6369 Cohasset Road i %: .� �,,�t_. f .: o F Chico, CA R�.J73 9CALIFORNIA7 CH1CC� CALIFORNIA 9592 c9�) 343-8038 �- cA I� � 916.1391.4193 .Fax: 916-891-5915 P. ; ■ � ARCHMECT C -919a T