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HomeMy WebLinkAbout042-300-0047 42-30-04 Richard Stewart • NIS Hwy 32, app.6751W.of Muir AV v Chico �-k-,pmfi, oica ll, - , m �;5: orage alawY /WAREHOUSE �• �N•. d y _ q y. s, J 1 � � I �� o �� - �� �,-� , . .. COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE, CA 95965 538-7541 CERTIFICATE OF OCCUPANCY This building has been constructed and completed in accordance with the requirements of the Uniform Building Code under permit number 99-0280 for the following: Use Classification Warehouse Address or Location 3558 Hwy 32, Chico, California Group: S-1 Occupancy: Type V -N Construction. It is hereby certified for the occupancy described above and may be occupied. Date: 07/09/1999 By Scott Rutherford Chief Building Inspector a 1 ii1 I MASONRY WALLS N E S W 1st Lift 2nd Lift 3rd Lift 4th Lift 5th Lift 6th Lift C. MMERCIAL 042-30-0-&r2 99-0280 BPE STEWART, Richard 3558 Hwy 32, Chico (ftew-51Mp/warehouse ) FIRE WALLS 0 cupancy, Area Property) Gypsum Board 1st Layer 2nd Layer SJ�-�dgq �• �hR �►c �al� bo-s� (a,�,�/ Walls_ / 1 " Corte 0 k Ceilings S//8�9�%1� �a�� Arx t l� mo �1'Lihtb� �i,,�ti, � ►�u.i ld+►�. 5lah ce r4a Y('- , Ye� do ' jib t 1 n� Cr T "`' APPLIED TESTING CONSULTANTS MATERIALS ENGINEERING TESTING AND INSPECTION CERTIFICATE OF BOLTING INSPECTION DATE: 5/12/99 PROJECT: Stewart Building 3»8 Highway 32 CLIENT: BCM Construction Company, Inc. 377 Conners Court, Suite A Chico, CA 95926 Bolt Size Req'd Tension Test TorqueTurn of the Nut Impact Test (in dia) (Ibs) (ft -lbs) (turn past snug) (sec) 3/" 28,000 35 5 DESCRIPTION OF WORK Arrived at job at 1300 hrs. to perform special inspection of high strength bolting at the Stewart Building, Gridlines A — C at 1 — 4. ; Before tightening the bolts we verified that the materials used in this assembly were in conformance with the requirements of section 2 (Bolts, Nuts, Washers and Paint) and section 3 (Bolted Parts) of the RCSC Specifications. The bolts used in this structure are '/4" diameter A325 grade high strength bolts with hardened steel washers, beneath hardened steel nuts. The Calibrated Wrench Tightening method .was used per Section 8(d)(2) of the RCSC Specifications. A representative sample of 3 bolts from each diameter, length; and grade used in this stricture were tightened in the Skidmore Wilhelm tension -indicating device using a calibrated dial -indicator torque wrench. Three readings were recorded, on the wrench, for each bolt size; in order to establish an average job test torque to provide a tension not less than five percent in excess of the minimum tension specified in Table 4 of the RCSC Specifications. Each bolt assembly•�vas installed and tightened to a snug -tight condition by the contractor prior to tightening. There were a total of 90 bolts in the structure, 90 were tightened using the above-mentioned procedure. Based on the above-mentioned procedure, it is our judgment that all A325 high strength bolts installed in the structure have been properly tensioned in accordance with the RCSC Specificat• ctural Joints contained in the AIS( Manual for Steel Construction. Departed the job at I' gsOFtSSfo4� � rn L. hapma Char URB Inspector C-038692 31101 ICBG # 0859755-8.1 Staff Engineer RECEIVED MAY 2 6 1999 3080 Thorntree Drive, Ste. 35 • Chico, CA 95973 • Telephone: (530) 891-6625 • Facsimile: (530) 891-4243 COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530)'538-7541 CORRECTION NOTICE 9,7 OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. c 47 e I ... S : o ./ J- L Date d-2 9 99 Inspector I s e REV 1 /92 �ol�'S �oN��,� ,;�• �e�a� -fir V = OK O = Not OK v - = Not Applicable COMME = Not Ready f /i1/IDiv J dLt� Date UND FLOOR Plans OK except #'s . zo ing-Setbacks-Easements-Flood-Slope-Soil Report rig., Main; Soils-Idfer,9redr+d.-Ftg. Depth 3. old Downs -Bolts -Straps -Embedment -Hair Pins 4. Concrete -PSI -Cert -SP. insp.-Loc. 5. Ste walls, Main; Steel -Bloc kouts-Wrapped I. Steel -Grade -Placement #"S!e; Steel -Wrapped -Wire Mesh Piers -Steel 9. D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 10. Gas Pipe; Size -Anchors 11. Water Pipe; Test -Anchor -Regulator -Service Test 12. Electric; Underground, Underslab 13. Pienums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts -Joists -Vents -Cripples 15. Masonry -Rebar -Lifts Date % Card B-1 gf,6A Date Card B-1 Date WA=Card B-1 Date Card B-1 Date I OLUMBING (Permit) OK except #'s 16. Water Htr.; Vent -Access -Combustion Air -Baffle 17. Water Pipe; Test & Anchor -Nail Pro ction 18. D.W.V.; Test -Fittings & Anchor0, 1 Protection 19. Sinks -Floor -Grease Trap 20. Handicap-W/C-Backing 21. Gas Pipe; Size & An ors - Firewall Penetrations Date Card B-1 Date Card B-1 Date Card B-11 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s 22. Fixture & Transformer Clearance -Ins. Protectio 23. Single Phase -Three Phase -Equip. Bond 24. Size Boxes & No. of Conductors -Staple 25. Romex Installed Close to Edge of St s & C.J. 26. Equip. Ground made up w/Mech astners-Bond Gas & Water 27. Wiring-90o-Protected-Color,26ded 28. Subfeed Wire Size / / Cu or AI-A.C. Wire Size / / ga. Cu or Al 29. Fire Resistive -Fix e-Conduit-G.F.I.-Susp. Ceiling 30. Service -Riser 96nductors & Ground -Main Disconnect 31. Equip. Cley6nces Panels-Motors-Mech. Equip. 32. Fire Wal UOenetrations 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 & Suppo 34. Vent Fan; Exhaust above in5plation 35. Condensate Drain & Ove ow; Size & Grade 36. Furnance-Vent; Acces Comb. Air -Return Air Vent -115 outlet 37. Attic Access & Plao6rm if Furnance in Attic 38. H.V.A.C.-Ventilon-Roof Access 39. Smoke & Fir ampers Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ING (Plans) OK except #'s 4b ils, Proper Material & Anchors -Hold Downs Spacing & Bracing -Plates -Sound er Girders & Floor Nailing in_VhIIs (rat proof) d Ceilings -Stairs -Chases e & Bearing -Support Fix. (NOTE: An entry must be made each RCIAL Date ; FRAMING (Continued) 46. H ers-Post Caps -Anchors -Connectors 0 5hthing-Nailing-Diap.Chord Splice _ rop. 49 -Attic Atee.s., aft Stop -Ins. Baffles St Buildings-Purlin-Girders pe'Prop,ywy Line Firewall & Openings V xt. Doors -Handicap Access anding-Fire Protection 18441,96d em Rouf Attic Vents -Rafter Outriggers Siding -Nailing Veneer ed -Fd. Vents-Underflr. Access 19"Glazing Area -Glass Protection -Skylights -Plastic -Fire Port. Nailing -Conn to Roof -Ceilings -Windows ors -Openings -Fire Protection -Framing Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL4Plans) OK except #'s &r E� eps-Door & Sidelight Protection -Landings Exits -Size -Number -Placement en s- ir-Connector- In GaraaPLAbove Floor -Ducts -Meth. Protection 6. Sprinklers -Placement -Test g- ism ic-Wi res-Elec-Light & Mach. anel; Breaker Sizes & Labels i & Rails lCr-Hand Levers -Fin. Floor 71. ec. ut a Panel; Int. & Ext. 7 omb. Air-Connector-P.R.V. Above Floor -Meeh. Protection 73. Plb., Elec. & Mech. Eq7p. Listed for Location 7 Insu ation-Foam-Looked in Attic ❑ Yes uard Rails & nstruction-Post Caps aw oor-Drainage & Wood -Earth Clearance Looked under Floor 0 Yes 78. A.C. Unit; Disconnect, Electrical, Plumbing Reel! nce-Fireplace.-Clearance to Openings 1U. -Water Well; Disconnect, Electrical, Plumbing 1. Exterior . .I. Receptacle -Underground •82. Off ' -parking -Handicap GI rotection 4 lair -corrections from Previous ItWpections e - agged; Gas -Electric er onnected-C/O to Grade -HD Approval Energy Compliance ertificate-Other Certificates Rating Date -1-9,-6 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: 'wob Certificate of Occuoancv time you visit the job site) COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-754 r 0 PERMIT (Rev.12/96) APPLICATION AND PERMIT C's d CJ y ASSESSOR PARCEL NUMBER 042-30-0—&3 OO ZONING NXI C-1 BUILDING PERMIT OWNER RICHARD STEWART TELEPHONE — S FT. C. BU I V ATION . OWNERS MAILING ADDRESS 124 MANGROVEAVE, CONTRACTSTELEPHONE I CONTRACTORS MAID DRE W' CONSTRUCTION LENDER LENDER'S MAIUNG ADDRESS Fireplace Total Valuation $ 52 800.00 ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ 428.00 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ 278.20 BUILDING ADDRESS Energy Plan Checking Fee $ PERMIT FEE $ 726.20 LAT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE ' /WAREHOUSE SF ❑ Duplex ❑ Mobilehome ❑ Other � SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each as water heater or vent 15.00 TYPE OF WORK NewXN Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home S G W @20.00 PERMIT FEE S ELECTRICAL PERMIT Filing Fee 20.00 Main Service 2o0A OR LESS 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class LIC. NO. OWNER -BUILDER DECLARATION 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. )� 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service 200A TO 1000A 46.00 NEW CONST. DWELLING OCCUP. OR ADDNS. ( a ACC. BLDs. SO 3.5¢FT: ,1O" N.pESlpT OUTLETITS @7,50 POWER APPARATUS a SINGLE OUTLET CIR. OUTLET OR FDRURES Ex. Occup.BAL 20 @ 1'00 @ .50 Ex. Occup. ou ED,sA(RRa D.o� 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring23.00 PERMIT FEE $ WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed 0 the permit is for work of a valuation of one hundred dollars ($100) or less.) certifythat in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall rthwith comp with those provisions. Date _ Ureof Ap Iicant - ❑ Owner ❑ Contractor Agent An OSHA permit is required for excavations over 60" deep and d moll on or construction of structures over 3 stories in height. MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEI` $ Mobile Home Installation Fee $ Energy Inspection Fee $ occ CONSATYPEI AL FEE $ HAFL D I CDF pp UE This permit is hereby issued under the of the Butte County Code and/or indicate bove for which fees have By PERMIT EXPIRES ON ����'�n['E-D.D.S.-B.D. applicable provisions Resolutions to do work been paid. Date ate rReceiptNo. 3 .28PC dZ CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT i Mar -307,01 1O:2OP P.01 NON-RESIDENTIAL BUILDINGS ENERGY CONSERVATION STANDARDS Statement of Intent for Non Heated and/or Non -Air Conditioned Buildings ANu�4)2 `/ , owner of the building to be constructed as a I (please print) l/vCt/YJ1�5-C� under �� "Zg (� _ at J ✓�� (bldg.permit no.) (location) Gc� hereby certify that I do not intend to heat or cool this building in such a manner as to be subject to other than the mandatory sections of the State Energy Requirements. I understand that if I do heat or cool this building in the future, that I will be subject to the energy requirements in effect at that time. I understand that if I change the use or occupancy of this building in the future, that I will be subject to the energy requirements in effect at that time for that specific occupancy. I also understand that if I become subject to the energy requirements in the ,future, it may be necessary to redesign and/or alter (1) the building envelope, (2) the insulation requirements of the heating, ventilating, and air conditioning systems, (3) the heating, ventilating, and air conditioning equipment, (4) the service water heating, and (5) the lighting of the building to comply with the regulations. I understand that any of the above changes will require me to obtain the necessary permits, inspections, and approvals,from the Butte County Building Department. Signature of Building Owner=Z��o . Mailing Address 36,50 ���Y 3Z , GhIC__ 5%2 Telephone No. 5:�z /72Z R. COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California' 95965 • Telephone (530) 538-7 41 PERMIT NO. (Rev.•I2/96) APPLICATION AND PERMIT G 'y ASSESSOR PARCEL NUMBER Z� 3DB^ ZON,K / BUILDINGPERMIT OWNER��� TELEPHONE (4 4a JI SO. FT. OCC. BUILDING VALUATION 5 OWN ADOR --) / •!! W • /Zp 3 1 ✓ 4 / J, CONTRACTOR'S NAME vN /V TELEPHONE CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER Fireplace LENDER'S MAIUNG ADDRESS Total Valuation $ 62, cc_-, ne-� ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 00 Permit Fee O L • $ ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee :277F.W$ BUILDING ADDRESS`�� 5,sg �� {/ 3Z., Energy Plan Checking Fee $ CHI J $ 70Cv • O PERMIT FEE $ LOT No. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.0 Each Trap 7.00 USEOFSTRUCTUR SF ❑ Duplex C3Mobilehome�Other% SPECIFY Solar or heat um water heate .00 Water piping 15.00 Each as water heater V 15.00 TYPE OF WORK New Addition ❑ Remodel ❑ U sties ❑ Installation or ❑ Describe Worjk:� `� n �,J l/�/�t/►`�/�/ Gas piping system - outlets 15.00 Building sewer 15.00 Mobile H e S G W @20.00 PERMIT FEE S ELECTRICAL PERMIT Fling Fee 20.00 Mai rvice x oa Liss 1 23.00 Z3 — LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class Lic. No. OWNER -BUILDER DECLARATION 1 hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed 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 workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. X Date _ Signature of Applicant - ❑ Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in Peight. J Main Serya PDA TO IOOOA 46.00 NEW CONST&0> OCCUP. OR ADONS. " 8 ACC. BIDS. 35 N" N.RESD ULTI.OLmFT Pow pARArus a sINGLE clR OUTLET OR 20 O I'50 Ex. Occup.BAL. © .50 Ex. Occup. o=!ESIo.ot5.00 Temporary Serv' 23.00 Mobile Hom acilities 20.00 Misc. VjWing2 0 /� PERMIT FEE $ �• MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling Hood 6.50 Ventilation - PERMIT FEI= $ Mobile Home Installation Fee $ Energy Inspection Fee $ c coNs . Tv T TAL FEES p FLDOo cDF pARCE ISSUE I This permit is hereby issued under the app Icable provisions J of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. By Date PERMIT EXPIRES ON Dare Receipt No. j WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT "�','�`.t"�'''�'�"'+Y"�'7th'7r.Tari.�{"'�`''7at�:.fV`w'�P+�fiN"w�7"�'xr.�s:.7+Sr����Z%i�7F`!'�::��i;1��;R''�.i�'i�C;'%'ry"'Ii�A'f�`;r�`�F:.�'."C�"�t�i�4'7 .".�°;��':f"•:'°�`"'y`�''•w.. COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE CA 95965 TELEPHONE (916) 538-7541 SCHEDULE OF FEES DUE OWNER �G1�12n Sy�.✓idn / PROPOSED BUILDING USE (,/�,o Lj hmP�I ')S-C,� /1. BUILDING PERMIT FEES �/// -- Balance Due ................ $ -- Additional Fees Due ............ $ -- Additional Fees Due ........... $ -- Revised Plan Checking Fee ....... $ 2. SCHOOL DISTRICT FEES C (paid at District Office) 3. SHERIFF FEES (paid at Building Division) Residential ........ x $360.00 = $ Units Commercial (sq.ft.)... 2-YOO x $0.03 = $ 72 Sq.Ft. 4. URBAN AREA FEES (paid at Building Division) Residential (per unit) . x = $ #Units Amt. FO Commercial (sq.ft.) . x 13 =$ Sq. Ft. Amt. 5. RECREATION DISTRICT FEES (paid at District Office) 6. THERMALITO DRAINAGE DISTRICT FEES $425.00 (paid at Building Division) 7. SRA FIRE INSPECTION AND PLAN CHECK $89.00 (paid at Building Division) 8. WATER TENDER FEES (Battalion # ) $200.00 (paid at Building Division) 9. CSA 87 TRAFFIC FEE $2500.00 (paid at Building Division) 10. OTHER A.P. 111- 303 - OyZ DATE REC # DATE REC At time of permit application, I was advised the above fees are required to be paid prior to issuance of the building rrmit. These fees may be changed during the plan checking process. APPLIC T DATE Original -Owner Copy -Building Div. (Rev. 12/96) .f 4� • .. • ,�rar_.�-. .. ,r ti r.., s ^ �, �.a ins-../� .. •.L+'. •'G^. .'"'lT•lt.l`•. . - ...r COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (916) 538-7541 PERMIT APPLICATION DATA SHEET OWNER:ir,,J ASSESSOR PARCEL NUMBER: 2 Proposed Building Use: 5Wpa reo R Building Inspector: G Date:_ /r At time of permit application, was advised the following data must be submitted prior to permit processing and/or issuance: Date Received By ❑ 1. All items have been submitted.------------------------------------------------------------------------------------- ❑2. Plot plans, 3/4 sets, signed by the preparer of plans. ---------------------------------------------------- ❑ 3. Complete plans, 3/4 sets, signed by the preparer of plans. --------------------------------------------- ❑4. Engineered plans, 3/4 sets, with wet signature on plans. All engineering must be shown on plans. ❑ 5. En ' eered truss details and layout in duplicate (required prior to plan review) No faxes! -------- ❑ 6 nergy Design Compliance and supporting documentation. ------------------------------------------- 7. Statement of Intent for Non -Heated and A/C Buildings. ------------------------------------------------ CAB'. Hazardous Material Form.---------------------------------------------------------------------------••----- ❑ 9. Manufactured Home data and ,00. Fees of $-��/-��_2 Ckj 1. Impact fees as shown on the attached schedule. ------- ❑ 12. California Department of Forestry plan approval/fees. Tie Down Specifications. 1113. Flood elevation certificate.--------------------------------------------- g5J-1-4--.'Sanitation and plot plan approval C—Wle l-lealth Department. ❑ 15. City of Chico plumbing permit. -' ❑ 16. Plot plan and business license approval from the City of Biggs. ---------------------- 7. Planning approval for (A) Use: 0 iG t (B) Parking: I-• 18. Contact Land Development about Improvements, ❑ Drainage, Legal Parcel. ❑ 1.9. Encroachment Permit for driveway (construction approval prior to occupancy). ---' 020. Pre -inspection for required Request to Building Inspector on ❑21. Contractor's license information. (Number, Name Style, Classification). 022. Workers' Compensation carrier and policy number. ----------------------- ❑23 Owner -Builder Verification (Given to owner ❑, Mailed to owner ❑). -• 4. Letter of signature authorization. -------------------------------------------- ❑ 25. Recorded copy of Agricultural Acknowledgment Statement. ------------- ❑26. Letter of intent on building use. ------- 027. Manufactured Home utility clearance. 028. Existing violations and/or expired permits.---------------------------------------------------------------------- _ W433 A, ❑GrantDeed, ❑ M.H. Title, ❑ Check to H.C.D $--------------- — �i1.Qirl$" 2 • Zcf .9 -- �cA��C rWh/en you issue that; process �,slo❑ Mal to owner, 'Telephone /J `I and hold for pickup at _ \ (Date) to contractor. " . " " -' office=Dhv Fth nspector. �r c � tlPFLn . Date. Copy of Haz-Mat form sent a.Flealth Department,�e Department, Pollution Date: --/z- By: Copy of plans sent ❑ Health Department, ❑ Fire Department, ❑ther: D _ 1. Index permit application for the above items numbered: �I ❑ Plan Check List Y 2. Additional items required: l'xu 7Es bt Yc pt / Contractor, designer, owner, was advised of the abovVrequired data by ❑ phone, ❑ mail, ❑ Building Division counter, byate: Contractor, designer, owner, was advised of the above required data by 13phone, ❑ mail, 13Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner wa of the above required data by ❑ phone, ❑ mail, ❑ Buil ing Di ' , by Date: Plans reviewed by: Date: Plans approved by: Date: Sets of plans on hoff# ❑ an Cabinet, ❑ A.P. folder. Note transfer by: Date: Yellow Copy - Department of Development Services, Building Division. E r-re;� n t— IL eWt90 i TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance E.H. USE ONLY Plot Plan Attached t1 Floor Plan Attache L Sent to B.D.'. S ec v�.✓� 3 5 5 .4z,r.y 3 2, la— 30y--po4- Owner Location AP# Plan Approved for: Sewage Disposal a Water Supply: Public Private Well k Clearance for 4welliRg. Other Mmse�7de��se- "C 6-v/:, Hold final for: Final clearance O.K. for: NOTE: Environmental Health Specialist Date 8/96 BUTTE COUNTY ENVIRONMENTAL HEALTH DEPARTMENT HAZARDOUS MATERIALS AND EMMISSIONS QUESTIONNAIRE (A Building Permit cannot be approved without this completed form.) BUILDING PERMIT NUMBER qqAPN4Z-'300 00:5� Firm Name f� � c--�r5�,e4,ja - ' - Address 3,SS8 32 , G1� i c� C -A g15q Z-7 Nature of Business Wu�� k0UJe_. Contact Person 54 -,'—War' Phone # 1. Does your business or that of your tennants handle, store, or transport hazardous materials? ,9:NO El YES NOTE: Hazardous materials are defined as any material that, because of its quantity, concentration, or physical or chemical characteristics, poses a significant present or potential hazard to human health and.safety or to the evironment if released into the the workplace or the environment. "Hazardous Materials" include, but are not limited to, hazardous chemicals, hazardous waste, paints, oils, lubricants, fuels, flammables, combustibles, corrosives, gases, and any material which a handler or the administering agency has a reasonable basis for believing to be injurious to the health and safety of persons or harmful to the environment if released. 2. Do you or will your future tenants handle store, or transport 55 gallons, 500 pounds, or 200 cubic feet (at standard temperature 4 pressure), or formulation containing hazardous material? 12� NO 11 YES If you answered YES to 1 or 2, contact the Butte County Environmemtal Health Department for a review of the project. 3. Is the business/facility/operation school site? lK NO 0 YES IF YES, name of school. to be located within 1000 feet or the outer boundry of a school or 4. Does the business/facility/operation have the potential to emit any air pollutants; e.g., dust, soot, odors, fumes, vapors, or other volatile compounds? X NO 0 YES IF YES, contact the Butte County Air Pollution Control District (916-891-2882) for permit requirements. ±�� Owner or Authorized Company Representative -'L3-yq (Signa r (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. 0 ❑ The Above Regulations Do Not Apply To This Facility. BCEHD Signature Date BCAPCD Signature Date WHITE- Building Dept 0 YELLOW- Env. Health 0 PINK - APCD 0 GOLDENROD- Fire Dept. L A N D O F NAT U RA L W EA LT H A N D BEAUTY BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE • OROVILLE, CALIFORNIA 95965-3397 Date: March 3, 1999 TELEPHONE: (530) 538-7541 FAX: (530) 538-2140 Permit Applicant: Richard Stewart 1924 Mangrove Avenue Chico, CA 95926 Permit Number : 99-0280 With reference to the above subject, attached [X] Plan Check List [ ] Red Marked Calculations [ ] Red Marked Plans [ ] Other Parcel #: 042-300-004 Action Required: [X] Comply with Pl/aneck List [ ] Resubmit Plansevisions AsRequired Return All Origaterials and Revised Plans to the Building Department [ ] Other Should you have any uestions, please contact this office at the address or phone number listed above. Sincerely, Martha 9%itney cc: Dan Dobbie Professional 20 Mayfair 1 Chico, CA 9. 7 Date: March 3, 1999 Permit Applicant: Richard Stewart 1924 Mangrove Avenue Chico, CA 95926 Permit Number : 99-0280 Assessor Parcel #: 042-300-004 The above, referenced building plans were received by this office. Provide additional information and/or make revisions to plans, specifications and calculations as follows: 1. Building has been classified by Building Official as Commercial Warehouse. As such, a licensed professional is required to stamp and sign all building plans. In addition we will need the following items: lIJ Provide a floor plan showing all exits (not on foundation plan) and rough plumbing locations. 1,r2 Building is required to be handicap accessible. Provide code analysis of structure include type of construction, square / footage, allowable square footage, exits required, occupancy, occupant load, requirements for location on property. Provide engineer for attachment of 2 hour wall to metal building. Remove miscellaneous pages from plans. Provide wet -signed original of compaction report. ,3-' Remove all references on plans, including site plans, to a "shop building." Provide letter from owner -stating no vehicles will be parked/pulled into building. Provide signs each bay - no vehicle access to building. One restroom minimum is required for commercial warehouse space. •Provide number of ulti-o tlet branch circuits to be installed. School fee form enclosed. Pay any fees at school district office and return yellow copy to Building Department. Plans may be picked up for revisions on 3/4/99 (2 sets). See Land Development for requirements for commercial development. If you wish to discuss any requirements, you may contact me at (530) 538-7541 between 1:00 P.M. and 4.00 P.M., Monday through Friday. Martha Whitney COMMERCIt PLAN CHECKING G UTA (1994) U.B.C. OWNER: 1. I G/A S&u)CIK t. BUILDING PERMIT NUMBER: 9'9 "0 Z �b PLAN CHECKER: Altti/ A.P. NUMBER: 0 V 0 - 300 - 00 Sl A. GENERAL: 1. Zoning requirements, Planning approval. 2. Valuation. 3. Plans signed by an engineer or architect. 4. Proper description or work on application. 5.- Existing violations on property. 6. Items on data sheet (W.C., fees, Health, Impact Fees, License Law, etc.). 7. Improvements or drainage, Land Development approval. B. PLOT PLAN. 1. Complete parcel size and dimensions. 2. Setbacks, sidevards, easements, etc. 3. Other buildings or structures. 4. Grading, fills, drainage. 5: Flood hazard. 6. Special conditions on creation map (noise, C.D.F., sprinklers, foundations, etc. 7. F.A.U. & F.A.S. road set back. 8. Building or utilities across lot lines (Lot Merger). C OCCUPANCY REQUIREMENTS: Building use: W T r --w Occupancy Group: Type of Construction: VAI !/ Building floor area: 9 70 D OccupantLoad: Basic allowable floor area: 8,000 sq. ft. Total allowable floor area: Basis for increase: 1. Compliance with specific occupancy requirement. ,2!' Occupancy separations (Section 302). i3!- Area separations (Section 504.6). Firewalls due to location on property (Section 503). 5. Maximum height requirements (Section 506). ,6 Draft stops (Section 1505). 7. Ventilation and special hazards requirements (Section 3). 8. Automatic fire sprinkler system (Section 904). ,,' Fire alarm systems (Section 310.10). ,W. Mechanical code requirements (Grease hood w/fire sprinkler system - Section 507). 11. Environmental Health Review - (a) Restaurant Act, (b) Commercial Pool, (c) H Occupancies. ,.2! Smoke detection system. )a' C.D.F. or State Fire Marshal plan review. Electrical Code Requirements (Medical - Article 517, Assembly - Article 518, etc.). 15. Physical Disability Requirements (Title 24). 16. Wholesale Food Manufacturing (Plans to state DHS/FDB). TYPE OF CONSTRUCTION REQUIREMENTS. ' Roof covering requirements (Section 1503). ,i Parapet walls (Section 709.4). Toilet room floors and walls (Section 807). Guardrails (Section 509). June 1997 3.4 aD�o-a4(4-U L For Inspection Jacket: Flood Hazard/Elevation Certificate SRA Requirements Special Inspection Requirements Automatic Fire Sprinklers June 1997 3.5 Detailed types-onstruction requirements. Proper roof pitch for roof covering (Section 1507 & 1508). /T Attic access and ventilation (Section 1505). /8' Roof drainage (Section 1506). IV Skylights Section (2409 & 2603). ,W�' Stages and platforms (Section 405). 11. Interior wall and ceiling finish (Section 801). 12. Fire resistive requirements. Walls, floor, ceiling, penetrations (Section 702). 13. Wall and ceiling covering installation (Section 2500). 14. Glass, glazing, Human Impact - Safety Glazing (Section 713.9 & 2406). 15. Foam Plastic (Section 1715). E.AIRS, EXITS AND' OCCUPANT LOADS: General Exit Requirements (Section 1001.4 & 1006.3). Number of exits, width and locations (Section 1003). Doors (Section 1004). Corridors and exterior exit balconies (Section 1005). Stairways, rise and run, width, winders, and construction (Section 1006). Horizontal exit (Section 1008). Exit and smoke proof enclosures (Section 1009). Exit signs and illuminations (Section 1013). --Aisles and seating (Section 1014 & 1015). 10 Exits for occupancy groups (Sections 1016 - 1019). Floor level exit signs (Title 24 & Section 1013). F. MISCELLANEOUS REQUIREMENTS: 1. Masonry chimney (Section 3102). 2. Veneer (Section 1403). 3: Special Inspection per U.B.C. Section 1701). a. High Strength Bolting. b. Field Welding. C. Masonry (full stress). d. Concrete (fc>2500psi). 4. Special Certifications -Mill Certificates. 5. Expansive soil - Special design. 6. Cut/Fill slopes, compaction tests, grading. 7. Noise requirements (Planning, Appendix Section 1208). 8. Weld electrode, welder certificate. G. ENGINEERING REQUIREMENTS: 1. Complete calculations, correct design criteria. 2. Complete shear transfer details, roof to foundation. 3. Complete structural material specifications. 4. Shear wall anchorage based upon wall shear. 5. Roof diaphragm chord, collector, drag struts. 6. Combined tension and shear @ steel RF anchor bolts. 7. Braced roof and wall bays. H. OTHER: L For Inspection Jacket: Flood Hazard/Elevation Certificate SRA Requirements Special Inspection Requirements Automatic Fire Sprinklers June 1997 3.5 ma DANIEL J. DOBBIE Professional Engineer 20 Mayfair Drive Chico, CA 95973-0707 Phone/Fax (530) 345-4743 OQRpFESSlp\, Do 2028 n * ltxp, CIVIL OF CAl�FO�� Page: P1 Job No: 99005 Date:February 1999 Stewart Metal Building PROJECT SCOPE: PROVIDE ENGINEERING FOR A METAL BUILDING FOUNDATION. DESIGN COLUMN FOOTINGS FOR REACTION LOADS PROVIDED BY THE METAL BUILDING DESIGNER. DESIGN DATA: UNIFORM BUILDING CODE SEISMIC ZONE CONCRETE COMPRESSIVE STRENGTH (17c) REINFORCING STEEL YIELD STRENGTH (fy) STRUCTURAL STEEL GRADE: SHAPES AND PLATE ALLOWABLE SOIL BEARING PRESSURE 1997 EDITION ZONE 3 2500 PSI 60 KSI A36 1000 PSF DANIEL J. DOBBIE Page: P3 aD Professional Engineer Job No: 99005 20 Mayfair Drive Date:February 1999 Chico, CA 95973-0707 Phone/Fax (530) 345-4743 Stewart Metal Building 4" SLAB RESITING UPLIFT FIND: TRIBUTARY WIDTH OF 4" SLAB CAPABLE RESISTING UPLIFT TRIBUTARY WIDTH IS BASED ON MOMENT CAPACITY OF SLAB BENDING FAILURE FORMS A HINGE POINT AT DISTANCE Wr FROM EDGE TRIBUTARY WIDTH OF SLAB RESISTING UPLIFT IS Wr/2 DESIGN DATA: CONCRETE STRENGTH (17c) 2500 PSI REINFORCING STRENGTH (Fy) 60 KSI WIDTH OF SECTION (b) . 12 IN THICKNESS OF SLAB (t) 4 IN DEPTH OF REINFORCING (d) (t/2) 2 IN WEIGHT OF CONCRETE 0.15 KCF BENDING STRENTH REDUCTION FACTOR (phi) 0.9 LOAD FACTOR FOR WIND 1.3 AREA OF REINFORCING STEEL (As) (6 x 6/W1.4 x W1.4 WWM) 0.028 IN"2 REINFORCING RATIO (p) = As /(b * d) 0.001167 MOMENT CAUSED BY WEIGHT OF SLAB (Mw): HOW MUCH OF ITS OWN WEIGHT CAN THE SLAB CARRY? REQUIRED WIDTH OF SLAB TO CAUSE FAILURE (Wr) MOMENT CAUSED BY WEIGHT OF SLAB (Mw) .025*Wr^2 Mw=.15*4/12*Wr^2/2 MOMENT CAPACITY OF SLAB (MC)o NOMINAL MOMENT CAPACITY OF SLAB (Mn) 3.30 KIP FT Mn = p * b * d * Fy * (d -.5 * p*d /.85 * Fy/fc) FIND REQUIRED WIDTH OF SLAB (Wr): EQUATE MOMENT CAUSED BY WEIGHT AND MOMENT CAPACITY (INCL FACTORS) Mn*phi = 1.3*Mw Mn*0.9 = 1.3*.025*Wr^2 Wr"2 = 27.692 * Mn Wr = (27.692 * Mn)^ 5 9.57 FT ALLOWABLE TRIBUTARY WIDTH OF SLAB AVAILABLE TO RESIST UPLIFT: ALLOWABLE TRIBUTARY WIDTH (V11r/2) 4.78 FT USE CONSERVATIVE ALLOWABLE WIDTH 4.00 FT DANIEL J. DOBBIE Page: P4 aD Professional Engineer Job No: 99005 20 Mayfair Drive Chico, CA 95973-0707 Date.February 1999 Phone/Fax (530) 3454743 Stewart Metal Building TYPICAL RIGID FRAME COLUMN FOOTING @ INTERIOR MAXIMUM COLUMN REACTIONS: VERTICAL DOWNLOAD (Rvd) (D + L) 6.0 KIPS HORIZONTAL OUTWARD THRUST (Rho) (D + L) 2.6 KIPS VERTICAL UPLIFT (Rvu) (D + WIND) (NEGATIVE = UPLIFT) -5.8 KIPS HORIZONTAL INWARD FORCE (Rhi) ((D + WIND) 3.4 KIPS INCLUDE WEIGHT OF FOOTING PLUS 4'- 0" OF 4" SLAB BEYOND EDGES OF FOOTING Ls 'Lf I � EDGE OF SLAB j ICOL I Wf FOOTING I SLAB PLAN FOOTING & $ AB DATA: WEIGHT OF CONCRETE 0.15 KCF WIDTH OF FOOTING (WO 2.33 FT THICKNESS OF FOOTING BELOW SLAB (TO 1.67 FT WIDTH OF SLAB (Ws) = Wf + 4 6.33 FT THICKNESS OF SLAB (Ts) 4.00 IN DEAD LOAD RESISTANCE TO UPLIFT (ZZt),* REQUIRED DEAD LOAD RESISTANCE TO UPLIFT (Zt) = Rvu -5.8 KIPS FIND: REQUIRED LENGTH OF FOOTING (Lfr) WEIGHT OF FOOTING (Zf) =.15 * Wf * Tf * Lf r LENGTH OF SLAB (Ls) = Lfr + 8 WEIGHT OF SLAB (Zs) = .15 * 4/12 " Ws * (Lfr + 8) TOTAL RESISTANCE (Zt) Zf + Zs = Zt = Rvu REQUIRED LENGTH OF FOOTING (Lfr) 3.63 FT USE: FOOTING LENGTH (Lf) 6.00 FT BENDING IN FOOTING: SOIL PRESSURE (q) (D + L) 0.429 KSF BENDING MOMENT IN FOOTING (M) 4.50 KIP FT CONCRETE COMPRESSIVE STRENGTH ft) 2500 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI REINFORCING DEPTH (d) d = Tf *12 + 4 - 3.5 20.54 IN STRENGTH REDUCTION FACTOR (phi) 0.9 DEAD + LIVE LOAD FACTOR = (1.41) + 1.7L) / (D + L) 1.6 ULTIMATE MOMENT (Mu) 7.2 KIP FT REINFORCING STEEL RATIO (p) 0.000136 < pmin USE: REINFORCING STEEL RATIO (p') = 1.33 " p 0.000181 AREA OF REINFORCING STEEL REQUIRED (Asreq'd) 0.104 IN112 USE: 2 - #5 As = 0.62 INA2 TYPICAL RIGID FRAME 2'- 4" WIDE x 1' - 8" THICK x 6' - 0" LONG FOOTING 12 INTERIOR: W/ 2 = #5 TOP & BOTT. & 4" SLAB OVER DANIEL J. DOBBIE Page: P5 aD Professional Engineer Job No: 99005 20 Mayfair Drive Chico, CA 95973-0707 Date:February 1999 Phone/Fax (530) 3454743 Stewart Metal Building RIGID FRAME COLUMN FOOTINGS AT ENDWALLS MAXIMUM COLUMN REACTIONS• VERTICAL DOWNLOAD (Rvd) (D + L) 6.00 KIPS HORIZONTAL OUTWARD THRUST (Rho) -(D + L) 2.90 KIPS VERTICAL UPLIFT (Rvu) (D + WIND) (NEGATIVE = UPLIFT) -4.80 KIPS HORIZONTAL BRACE FORCE (Rhi) ((D + WIND) 5.30 KIPS DESIGN FOOTING TO RESIST UPLIFT: INCLUDE WEIGHT OF FOOTING PLUS 4'- 0" OF 4" SLAB BEYOND EDGES OF FOOTING Ls EDGE OF SLAB -- =COL i i ----; W NO SLAB ................. FOOTING / SLAB PLAN �*4 WEIGHT OF CONCRETE 0.15 KCF WIDTH OF FOOTING (Wf) 2.33 FT THICKNESS OF FOOTING BELOW SLAB (TO 1.67 FT WIDTH OF SLAB (Ws) = Wf + 4 6.33 FT THICKNESS OF SLAB (Ts) 4.00 IN DEAD LOAD RESISIANC,E TO UPLIFT (Zt)* REQUIRED DEAD LOAD RESISTANCE TO UPLIFT (Zt) = Rvu -4.8 KIPS FIND: REQUIRED LENGTH OF FOOTING (Lfr) WEIGHT OF FOOTING (Zf) =.15 " Wf * Tf * Lf r LENGTH OF SLAB (Ls) =Lfr/2 + 1 + 4 WEIGHT OF SLAB (Zs) =.15 " 4/12 * Ws * (Lfr/2 + 5) TOTAL RESISTANCE (Zt) Zf + Zs = Zt = Rvu REQUIRED LENGTH OF FOOTING (Lfr) 4.34 FT USE: FOOTING LENGTH (Lf) BENDING IN FOOTING: 7.00 FT SOIL PRESSURE (q) (D + L) 0.368 KSF BENDING MOMENT IN FOOTING (M) 5.25 KIP FT CONCRETE COMPRESSIVE STRENGTH ft) 2500 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI REINFORCING DEPTH (d) d = Tf *12 + 4 - 3.5 20.54 IN STRENGTH REDUCTION FACTOR (phi) 0.9 DEAD + LIVE LOAD FACTOR = (1.41) + 1.7L) / (D + L) 1.6 ULTIMATE MOMENT (Mu) 8.4 KIP FT REINFORCING STEEL RATIO (p) 0.000159 < pmin USE: REINFORCING STEEL RATIO (p) = 1.33 " p 0.000211 AREA OF REINFORCING STEEL REQUIRED (Asreq'd) 0.121 IN"2 USE: 2 - #5 As = 0.62 IN"2 RIGID FRAME COLUMN 2' - 4" WIDE x 1' - 8" THICK x 7' - 0" LONG FOOTING AT ENDWALLS: W/ 2 - #5 TOP & BOTT. & 4" SLAB OVER DANIEL J. DOBBIE Page: P6 aD Professional Engineer Q Q 20 Mayfair Drive Job No: 99005 Chico, CA 95973-0707 Date: February 1999 Phone/Fax (530) 3454743 Stewart Metal Building RIGID FRAME ANCHORS ANCHOR BOLT DESIGN (STRENGTH METHOD) FOR COMBINED SHEAR AND TENSION 1997 UBC SEC 1923.2 STRENGTH DESIGN FOR ANCHOR BOLTS IN CONCRETE ASSUMPTIONS: ALL BOLTS A307 OR A36 STEEL (fy = 36KSI) ALL NORMAL WEIGHT CONCRETE (lamda = 1.0) BOLTS IN TENSION ZONE? (YES OR NO) NO ADDITIONAL LOAD FACTOR 2.0 NO SPECIAL INSPECTION REQ'D DESIGN DATA: CONCRETE COMPRESSIVE STRENGTH ft) 2500 PSI BOLT STEEL TENSILE STRENGTH (fut) 60000 PSI STRENGTH REDUCTION FACTOR (phi) DESIGN VARIABLES: 0.65 NUMBER OF BOLTS IN TENSION (n) (LIMIT 4) 2 DISTANCE BETWEEN ANCHORS (z) 5 IN EFFECTIVE PROJECTED SURFACE AREA (Ap) 572 IN^2 BOLT DIAMETER (D) 0.75 IN BOLT AREA (Ab) 0.44 IN"2 EMBEDMENT LENGTH (E) 12 IN SHORTEST DISTANCE TO EDGE OF CONCRETE (de) 9.5 IN ULTIMATE TENSION LOAD ON BOLT ASSEMBLY (Pu) 6.24 KIPS ULTIMATE SHEAR LOAD ON BOLT ASSEMBLY (Vu) 6.89 KIPS FACTORED ULTIMATE TENSION LOAD (Pu') 12.5 KIPS FACTORED ULTIMATE SHEAR LOAD (Vu') 13.8 KIPS 1997 UBC SEC 1923 3 2 DESIGN STRENGTH IN TENSION: BOLT STRENGTH (Pss) Pss = 0.9*Ab*fut*n 47.7 KIPS OK CONCRETE STRENGTH (phiPc) phiPc = phi*4*Ap*fc^.5 74.3 KIPS OK 1997 UBC SEC 1923 3.3 DESIGN STRENGTH IN SHEAR: BOLT STRENGTH (Vss) Vss = 0.75*Ab*fut*n 39.8 KIPS OK CONCRETE STRENGTH (phiVc) phiVc = phi*800*Ab*f0.5*n AND SHEAR 23.0 KIPS OK 1994 UBC SEC 1925 3.4 COMBINED TENSION (1/phi) (Pu'/Pc) = 0.17 OK (1/phi) (Vu'Nc) = 0.60 OK 1/phi [(PU'/PC)"2 + (Vu'Nc)^2] = 0.25 OK (PU7PSs)^2 + (Vu'Nss)"2 = 0.19 OK RIGID FRAME ANCHORS: 2 - 3/4" x 16" ANCHOR BOLTS PR(*ECT PROCESSINGT -'ORD APPLICANT: OWNER: '. PERMMPT: A. P. • WORK DESCRIPTION: DATE 2. 2� DESCRIPTION OUTEP ' -------------- /Ofi lL l� �i •� �'� � cam.. � -- ��-- C-------------- A.t .9------------- Project: Richard Stewart A.P. NO.: 042-300-004 Building Permit #99-0280 �i�-G380 AFTER RECORDING, RETURN TO: BUTTE COUNTY LAND DEVELOPMENT DMSION 1 999—.im 1 8623 Recorded Official Records Cou_ntyE f CANDACE J. GRUBBS Recorder ROSEMARY DICKSON Assistant 11:34AM 30 -Apr -1999 I REC FEE 16.0E 1 1 I I 1 Maureen I Page 1 of 4 AGREEMENT RUNNING WITH THE LAND FOR INSTALLATION OF CURBS, GUTTERS, SIDEWALKS AND OTHER URBAN IMPROVEMENTS un,r, u i�u�ru�� aiyncd are Pr esei-Iur 06l ov,'ners of ~u'iaat i —ed cornimoall, iVlo1Ni", ab A.P. 042-300-004 (3558 Highway 32) located in Butte County, California, the legal description of which is set forth on EXHIBIT A, attached hereto and incorporated herein and; WHEREAS, said owners propose to develop said land with a 2,400 square foot building for personal storage, and hereby specifically agrees that should said building be expanded or become commercial in nature or should the County of Butte determine in its discretion that it is in the best interest of this particular area to install curbs, gutters and sidewalks, or other urban improvements, the undersigned or their successor in interest, upon notification by County of Butte, hereby consent to said installation and to provide payment of appropriate drainage fees and agree to install the same upon demand of the County, at their own expense or at the expense of their successor in interest. The undersigned or their successor in interest hereby agree that such improvements may be installed by County and become a lien upon the property. The undersigned hereby agree to cooperate and support the County of Butte in obtaining the permission and approval of property owners within any assessment district, within which the above- described property is included, formed for the purpose of installation of curbs, gutters, sidewalks or other urban improvements. In consideration of the foregoing and other good and valuable consideration, the undersigned owners of said parcel, expressly agree that the foregoing shall be an agreement running with the land jandshall be bindi on their heirs and all successors in interest. Signature f owner of record R,e.Hl-;a,2 Dated Signature of owner of record SIGNATURES MUST BE NOTARIZED DALand Dev\Forms\Agreement Running with the Land RECORDER'S MEMO: POOR RECORD VS DUE TO GIUAIM OfONGINAL DOCUMENT Dated C�. STATE OF California COUNTY OF Butte On before me, W. J. Golling, Notary Public n A (Name, Title of Officer) personally appeare personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the � '6 pori' of the' entity upon behalf of which the person(s) acted, executed the instrument. l W J. GOLLING O COMM. #1109370 G) .+� a NOTARY PUBLIC CALIFORN'A Q �R BUTTE COUNTY .1 V My Comm. Expires Sept. 20, 2000 (This area for notarial seal) j O No. c scr6row No. Loan No. WHEN RECORDED MAIL TO: Richard L. Stewart 1929 Mangrove Avenue Chico, CA 95926 /.it(,:/ _- z 9g o4e3eo DEC 261991 SPACE ABOVE THIS LINE FOR RECOROER'S USE MAIL TAX STATEMENTS TO: DOCUMENTARY TRANSFER TAX $ ............................................. Richard. L . Stewart ... Computed on the consideration or value of property conveyed; 1929 Mangrove Avenue • .. Computed on the consideration or value less liens or encumbrances remaining at time of sale: OR Chico, CA 95926 % ... Exempt from imposition of the Documentary Transfer Tax pursuant to Revenue and Taxation Code § 11927(a), on transferring community, . quasi -community. or quasi•macital property assets between spouses, *� , pursuant to a judgment, an order, or a written agreement between io" spouses in ntemplalion of any s h judgment or order. Signature of declaring grantor or grantee ' INTERSPOUSAL TRANSFER GRANT DEED (Excluded from reappraisal under California Constitution Article 13A § 1 et seq.) This is an Interspousal Transfer and not a change in ownership under § 63 of the Revenue and Taxation Code and Grantor(s) has(have) checked the applicable exclusion from reappraisal: ❑ A transfer to a trustee for the beneficial use of a spouse, or the surviving spouse of a deceased transferor, or by a trustee of such a trust to the spouse of the trustor; © A transfer to a spouse or former spouse in connection with a property settlement agreement or decree of dissolution of a marriage or legal separation; ❑ A creation, transfer, or termination, solely between spouses, of any co -owner's interest; ❑ The distribution of a legal entity's property to a spouse or former spouse in exchange for the interest of such spouse in the legal entity in connection with a property settlement agreement or a decree of dissolution of a marriage or legal separation; ❑ Other: _ ❑ Check when creating separate property interest in grantee spouse: It is the express Intent of the grantor, being the spouse of the grantee, to convey all right, title and interest of the grantor, community or otherwise, in and to the herein described property to the grantee as his/her sole and separate property. FOR A VALUABLE CONSIDERATION, receipt of which is hereby acknowledged, SUSAN COLLEEN STEWART hereby GRANT(S) to RICHARD LEE STEWART ''A (continued on reverse side) 1OOe I' MAIL TAX STATEMENTS AS DIRECTED ABOVE ot 2 Page t of 2 , �Qlder Nq, l l• �' �� - J - :; J L C U r , / row O. Loan No. • 91-005220 I Rec Fee 5.00 DOC .55 Recorded I Cash 5.55 . WHEN RECORDED MAIL TO: Official Records I County of I ' MR. AND MRS. RICHARD STEWART Butte 1922 Mangrove Candace J. Grubbs ; Chico, CA 95926 Recorder 10:01am 11 -Feb -91 I XX• 1 SPACE ABOVE THIS LINE FOR RECORDER'S USE MAIL TAX STATEMENTS TO: DOCUMENTARY TRANSFER TAX $ .55 Computed on the consideration of value of property conveyed: OR SAME AS ABOVE X Computed on the consideration or value We lens or encumbrances remaining at time of sale. • �?ia unr1F•rciArad ^r-rtr- riar•1^rac , Signature Of Declarant or Agent determintig tax - Firm Name GRANT DEED APN • rqk FOR A VALUABLE CONSIDERATION, receipt of which Is hereby acknowledged, CRAIG HAWES AND SUSAN HAWES, HUSBAND AND WIFE hereby GRANT(S) to RICHARD LEE STEWART AND SUSAN COLLEEN STEWART, HUSBAND AND WIFE the real property in the City of UNINCORPORATED AREA County of BUTTE State of California, described as • LOT 7, ACCORDING TO THAT CERTAIN MAP ENTITLED, "VISTA DEL MONTE SUBDIVISION, A PART OF LOT 40 OF THE 6TH SUBDIVISION OF THE JOHN BIDWELL RANCHO BUTTE CO., CAUFORNIA," WHICH MAP WAS FILED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, NOVEMBER 8, 1948, IN BOOK 17 OF MAPS, AT PAGE 6. Dated Fahnrary F, 1921 ) STATE OF CALIFORNIA )ss. COUNTY OF Butte ) On February 5, 1991 before me, the undersig a•Not Public In for said State, personalty appearedraig awes an� Susan Hawes .................... nersonaltv knnvm In me for moved to me on the basis of.satisfadory OFFICIAL SEAL . v - 4 { VP Buildings • gGM REG p. EEg 261999 (Project Name: 4515 Rich Stewart) (VP Quote No.: TQ990206022623) (VP Order No.: CA9925212-00) VP BUILDINGS STRUCTURAL DESIGN DATA Project Name: Building Name: Customer Name: Project Location: Builder Ref No.: Builder Name: Builder Location: 4515 Rich Stewart 40x60x14 Rich Stewart CHICO,CA DATE: 02/10/99 TEWE: 09:19 PAGE: 01 of 56 I (40z60z14) Version 3.52 BCM Construction Company, Inc. Chico,CA TABLE OF CONTENTS Letter of Certification Loading Information Building Reactions Covering Design Roof and Wall Bracing Design Roof and Wall Secondary Structural Design Primary Structural Design GcE� I,,DbI IO�S< c 2 4 9 14 23 25 33 --- I e, C071 �q VP Buildings LETTER OF CERTIFICATION (Project Name: 4515 Rich Stewart) (VP Quote No.: TQ990206022623) (VP Order No.: CA9925212-00) DATE: 02/10/99 TEWE: 09:19 PAGE: 02 of 56 [27214,11 (40x60x14) ........................... ----------------- ................................. ... X., .................. . ....... ......... ..... . . . . . ....... ... MW ............. . . . ... ............ ...... .............................. ................... LE ................. .................... ....................... Contact: SCOTT JANUARY PROJECT REFERENCE [27214,11 Name: BCM Construction Company, Inc. Address: Project Name : 4515 Rich Stewart City/State: Chico CA 95926 VP Job No.: CA9925212 Customer Name: Rich Stewart Street: n/a Job Disposition : Schedule for Fabrication (8) City/State: CHICO, CA MBMA End Use Code: 4 - Manufring. Production ( County : Butte ) This is to certify that the above referenced VP BUILDINGS project has been designed for the applicable portions of the following Building Code and in accordance with the order documents which have stipulated the following applied environmental toads and conditions: Overall Width: 40/0/0 Overall Length: 60/0/0 Eave Height: 14/0/0 Roof Pitch: 1.000/ 12 Roof Live Load = 20.00 PSF Building Code/Year = 94UBC Distance to Coast = N/A Reduced Live Load (BLdg)= Yes [1994 Uniform Building Code I Bldg Enclosure Category = Enclosed Ground Snow Load = 0.00 PSF Seismic Zone = 3 Bldg Base Elevation = 0/0/0 Roof Snow Load (flat) = N/A Building Use Category = 4 Snow Exposure Category = 3 Rf Sht+Scndry Dead Ld = 2.25 PSF Thermal Category = 1 Wind Load Speed = 80.00 MPH Add1L Gravity Collateral = 0.00 PSF Snow Load % for Seismic = 0.0 Wind Load Pressure = 17.32 PSF Add'[ Uplift Collateral = 0.00 PSF Built-up Section Spec. = 1989 AISC Wind Exposure Category = C (User Imposed Loads) Cold -Form Spec. = 1989 AISI Rainfall Intensity = 4.0 Inches per Hour Allow Overstress Ratio = 1.030 The steel design is in accordance with VP BUILDINGS standard design practices, which have been .estabLished based upon pertinent procedures and recommendations of the following organizations American Institute of Steel Construction (AISC), 9th Edition American Iron and Steel Institute (AISI), 1986 Edition w/ 1989 Addendum American Welding Society (AWS) (D1.11 American Society for Testing and Materials (ASTM) Metal Buildings Manufacturers Association (MBMA) AISC Category MB Manufacturer Certification. I This certification DOES NOT apply to the design of the foundation or other on-site structures or components not supplied by VP BUILDINGS, nor does it apply to unauthorized modifications to framing systems provided by VP BUILDINGS. Furthermore, it is understood that certification is based upon the premise that all components furnished by VP BUILDINGS will be erected or constructed in strict compliance with pertinent documents furnished by VP BUILDINGS. 0,1 Sincerely, 3F 1F2 ,A epared by: SM L -A No. C050732 m iewed by: VP BUILDINGS UP. 9/30/01 sl ChAL N gTFOF -a r z VP Bufldings LETTER OF CERTIFICATION (Project Name: 4515 Rich Stewart) (VP Quote No.: TQ990206022623) The Structural Design and/or Manufacture of this VP BUILDINGS building will be or has been at one of the following VP Buildings locations: Rainesville, AL - VP Alabama Plant [Manufacture Only] Pine Bluff, AR - VP Arkansas Service Center [Design and Manufacture] Turlock, CA - VP California Service Center [Design and Manufacture] St. Joseph, NO - VP Missouri Service Center [Design and Manufacture] Kernersville, NC - VP North Carolina Service Center [Design and Manufacture] VanWert, OH - VP Ohio Service Center [Design and Manufacture] Evansville, WI - VP Wisconsin Service Center [Design and Manufacture] Additional Structural Material may be fabricated and provided for by one of the following fabricators: BAR JOISTS - SMI, Inc. Hope, AR Hancock Salem, VA Vulcraft Grapeland, TX Canam Washington, MO Norfolk, NE Florence, SC Brigham City, UT DATE: 02/10/99 TME: 09:19 PAGE: 03 of 56 ISP El Paso, TX Socar Florence, SC (This information is presented in compliance with VP Building's AISC Certification responsibilities.) SIG G ON DRAu) THIS BUILDING HAS BEEN DESIGNED FOR 0.OPSF COLLATERAL LOAD. THEREFORE, NO COLLATERAL LOAD (DUCTS, LIGHTS OR ROOF UNITS) CAN BE APPLIED TO THE V -P BUILDING WITHOUT VARCO-PRUDENS APPROVAL. VP Bu ldingS LOADING REPORT (Project Name: 4515 Rich stewart) (VP Quote No.: TQ990206022623) DATE: 02/10/99 TDM: 09:19 PAGE: 04 of 56 Roof Covering Wt.: 0.950 PSF **** Collateral Loading **** Liner Sheet Wt. 0.000 PSF To be used w/Gravity Loads: 0.000 PSF Sec. Structl Wt. 1.296 PSF To be used w/Uplift Loads : 0.000 PSF Primary Frame Wt.: (Varies by Frame) Total Dead + Collateral(Gravity): 2.246 PSF + Frame Dead Load Total Dead + Collateral(Uplift) : 2.246 PSF + Frame Dead Load Input Live Load: 20.000 PSF Live Load Used: 20.000 PSF (reducible) Input Ground Snow Load 0.00 PSF (Does not control over Live Load) Building Enclosure Type to be Used: Enclosed Gust Factor: 1.320 Input Wind Speed 80.0 MPH Importance Factor: 1.000 Height Used , 15/0/0 Slope Used 4.764 degrees PRIMARIES, PARTS AND PORTIONS: Primary Zone Strip Width= Not Applicable 9 Parts and Portions Zone Strip Width= 4/0/0 [Least Horizontal Dimension= 40/0/0 Velocity Pressure (Calc) 16.38 PSF = 0.00256 * ( 1.00 * 80.00)^2 * 1.000 Comb Height/Exposure/Gust Coef: 1.06 Basic Wind Pressure : 17.32 PSF Exposure Category : C EXTERNAL WIND COEFFICIENTS - MAIN FRAMING and BRACING Comp Wind Load -- Windward--- --- Leeward--- Min Max Min Max Type Zone Case • Column Rafter Rafter Column Slope Slope H/W H/W VP BufldiDgS LOADING REPORT (Project Name: 4515 Rich Stewart) (VP Quote No.: TQ990206022623) (VP Order No.: CA9925212-00) DATE: 02/10/99 TME: 09:19 PAGE: 05 of 56 Frames All Zones Wind 1 0.80 0.70 0.70 0.50 0.00 9.5 0.0 9999.0 Frames All Zones Wind 2 -0.70 0.70 0.70 0.70 0.00 90.0 0.0 _9999.0 Bracing All Zones Wind 1 0.80 0.00 0.00 0.50 0.00 9999.0 0.0 9999.0 =========> INTERNAL WIND PRESSURE COEFFICIENTS - MAIN FRAMING <======= Porosity Load -- Windward--- --- Leeward--- Min Max Cond Case Colum Rafter Rafter Column Slope Slope Enclosed Wind 1 0.00 0.00 0.00 0.00 0.00 90.00 Enclosed Wind 2 0.00 0.00 0.00 0.00 0.00 90.00 Enclosed Wind 3 0.00 0.00 0.00 0.00 0.00 90.00 EXTERNAL WIND COEFFICIENTS - PARTS AND PORTIONS Cp=C* log(A)+K Bldg Wind Load A (sq.ft.) Min Max Max Typical Example Portion Zone Case K C Min Max Slope Slope Ht. A CP Roofs All Zones Wind 1 -1.300 0.000 0 10 0.0 9.5 - - 10 -1.30 Roofs All Zones Wind 1 -1.600 0.300 10 100 0.0 9.5 - - 100 -1.00 Roofs All Zones Wind 1 -1.000 0.000 100 1000 0.0 9.5 - - 600 -1.00 Roofs All Zones Wind 1 -0.700 0.000 1000 - - - 0.0 9.5 -- - 600 -0.70 Roofs Corner Wind 2 -2.300 0.000 0 10 0.0 9.5 -- -- 10 -2.30 Roofs Corner Wind 2 -3.100 0.800 10 100 0.0 9.5 -- -- 100 -1.50 Roofs Corner Wind 2 -1.500 0.000 100 1000 0.0 9.5 -- -- 600 -1.50 Roofs Corner Wind 2 -0.700 0.000 1000 - - - 0.0 9.5 -- -- 600 -0.70 Roofs Edge Strip Wind 2 -2.300 0.000 0 10 0.0 9.5 -- - 10 -2.30 Roofs Edge Strip Wind 2 -3.100 0.800 10 100 0.0 9.5 -- -- 100 -1.50 Roofs Edge Strip Wind 2 -1.500 0.000 100 1000 0.0 9.5 -- -- 600 -1.50 Roofs Edge Strip Wind 2 -0.700 0.000 1000 - - - 0.0 9.5 - -- 600 -0.70 Roofs Interior Wind 2 0.000 0.000 0 - - - 0.0 9.5 - -- 600 0.00 Overhangs All Zones Wind 1.. -2.800 0.000 0 10 0.0 9.5 -- -- 10 -2.80 Overhangs All Zones Wind 1 -3.600 0.800 10 100 0.0 9.5 -- -- 100 -2.00 Overhangs All Zones Wind 1 -2.000 0.000 100 1000 0.0 9.5 -- -- 600 -2.00 Overhangs All Zones Wind 1 -1.200 0.000 1000 - - - 0.0 9.5 -- -- 600 -1.20 Walls All Zones Wind 1 -1.200 0.000 0 10 0.0 90.0 -- -- 10 -1.20 Walls All Zones Wind 1 -1.500 0.300 10 100 0.0 90.0 -- -- 100 -0.90 Walls All Zones Wind 1 -0.900 0.000 100 1000 0.0 90.0 -- -- 600 -0.90 Walls All Zones Wind 1 -0.800 0.000 1000 - - - 0.0 90.0 -- -- 600 -0.80 Walls All Zones Wind 2 1.200 0.000 0 10 0.0 90.0 -- -- 10 1.20 Walls All Zones Wind 2 1.500 -0.300 10 100 0.0 90.0 -- -- 100 0.90 Walls All Zones Wind 2 0.900 0.000 100 1000 0.0 90.0 - -- 600 0.90 Walls All Zones Wind 2 0.800 0.000 1000 - - - 0.0 90.0 -- -- 600 0.80 Walls Exterior Wind 3 -1.500 0.000 0 10 0.0 90.0 -- -- 10 -1.50 Walls Exterior Wind 3 -1.800 0.300 10 100 0.0 90.0 -- -- 100 -1.20 Walls Exterior Wind 3 -1.200 0.000 100 1000 0.0 90.0 -- -- 600 -1.20 Walls Exterior Wind 3 -0.800 0.000 1000 - - - 0.0 90.0 -- -- 600 -0.80 Watts Interior Wind 3 0.000 0.000 0 - - - 0.0 90.0 -- -- 600 0.00 Walls Exterior Wind 4 1.200 0.000 0 10 0.0 90.0 -- -- 10 1.20 Walls Exterior Wind 4 1.500 -0.300 10 100 0.0 90.0 -- -- 100 0.90 .i VP Bwld.ngS LOADING REPORT (Project Name: 4515 Rich Stewart) wr,.. �rnmr»ncm�c��� DATE: 02/10/99 TEWE: 09:19 Seismic Zone 3 Importance Factor: 1.000 Zone Factor : 0.300 K (or C) Value : 2.750 Moment Resisting Elements: CS (or 1/Rw) Value: 0.167 Vertical Resisting Elements: CS (or 1/Rw) Value: 0.125 Plane Total Wt. Name Used ---------- ------------ WL 1.810 PSF WB 1.861 PSF WR 1.810 PSF WF 1.933 PSF ROOF1 4.746 PSF ROOF2 4.746 PSF % of Snow Load Used: 0.0 % - - ""--" - YAlih: U6 Ot- 56 Frame (VP Order No.: CA9925212-00) [27214.11 40x6Ox14 --------- 0.187 PSF 0.256 PSF 0.192 PSF 0.249 PSF Walls Exterior Wind 4 0.900 0.000 100 1000 0.0 90.0 -- -- 600 0.90 Walls Exterior Wind 4 0.800 0.000 1000 - - - 0.0 90.0 -- -- 600 0.80 Walls interior Wind 4 0.000 0.000 0 - - - 0.0 90.0 -- -- 600 0.00 Seismic Zone 3 Importance Factor: 1.000 Zone Factor : 0.300 K (or C) Value : 2.750 Moment Resisting Elements: CS (or 1/Rw) Value: 0.167 Vertical Resisting Elements: CS (or 1/Rw) Value: 0.125 Plane Total Wt. Name Used ---------- ------------ WL 1.810 PSF WB 1.861 PSF WR 1.810 PSF WF 1.933 PSF ROOF1 4.746 PSF ROOF2 4.746 PSF % of Snow Load Used: 0.0 % FRAMES: 1 (1.000) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Live 2 (1.333) 1.00 Dead Weight + 1.00 Wind 1 Right 3 (1.333) 1.00 Dead Weight + 1..00 Wind 1 Left 4 (1.333) 1.00 Dead Weight + 1.00 Wind 11 Ridge 5 (1.333) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Seismic Right 6 (1.333) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Seismic Left POSTS: 7 (1.333) 1.00 Wind 1 Right 8 (1.333) 1.00 Wind 1 Left PURLINS: 1 (1.000) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Live 2 (1.333) 1.00 Dead Weight + 1.00 Wind 1 Right + 1.00 W React 1 Right 3 (1.333) 1.00 Dead Weight + 1.00 Wind 1 Right + 1.00 W React 1 Left 4 (1.333) 1.00 Dead Weight + 1.00 Wind 2 Left + 1.00 W React 1 Right 5 (1.333) 1.00 Dead Weight + 1.00 Wind 2 Left + 1.00 W React 1 Left 6 (1.333) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 E React Right 7 (1.333) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 E React Left GIRTS: 1 (1.333) 1.00 Wind 1 Right Seismic Load Frame Bracing ---------- 0.249 PSF --------- 0.187 PSF 0.256 PSF 0.192 PSF 0.249 PSF 0.187 PSF 0.266 PSF 0.199 PSF 0.653 PSF 0.489 PSF 0.653 PSF 0.489 PSF FRAMES: 1 (1.000) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Live 2 (1.333) 1.00 Dead Weight + 1.00 Wind 1 Right 3 (1.333) 1.00 Dead Weight + 1..00 Wind 1 Left 4 (1.333) 1.00 Dead Weight + 1.00 Wind 11 Ridge 5 (1.333) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Seismic Right 6 (1.333) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Seismic Left POSTS: 7 (1.333) 1.00 Wind 1 Right 8 (1.333) 1.00 Wind 1 Left PURLINS: 1 (1.000) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Live 2 (1.333) 1.00 Dead Weight + 1.00 Wind 1 Right + 1.00 W React 1 Right 3 (1.333) 1.00 Dead Weight + 1.00 Wind 1 Right + 1.00 W React 1 Left 4 (1.333) 1.00 Dead Weight + 1.00 Wind 2 Left + 1.00 W React 1 Right 5 (1.333) 1.00 Dead Weight + 1.00 Wind 2 Left + 1.00 W React 1 Left 6 (1.333) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 E React Right 7 (1.333) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 E React Left GIRTS: 1 (1.333) 1.00 Wind 1 Right �VP Buildings LOADING REPORT (Project Name: 4515 Rich Stewart) /l7D !\....ti TJ.. Tf\�OINl1[M'fL�1R\ DATE: 02/10/99 TME: 09:19 VP Buildings LOADING REPORT DATE: 02/10/99 (Project Name: 4515 Rich Stewart) TIME: 09.19 nro A-- ?r... rnonmrwn�c�v� i VP Buildings REACTIONS REPORT (Project Name: 4515 Rich Stewart) nro n.....e u,.. -rncanenuvi�cw� (VP Order No.: CA9925212-00) DATE: 02/10/99 TEA& 09:19 94UBC - 1994 Uniform Building Code - Bldg. Use Category: 4 (MBMA Enduse= Manufring. Production [4) or 56 Roof Live Load • = 20.00 PSF Building Code/Year = 94UBC START/END Distance to Coast = N/A Reduced Live Load (Bldg)= Yes SPT [1994 Uniform Building Code LOAD ) Bldg Enclosure Category = Enclosed Ground Snow Load = 0.00 PSF Seismic Zone 3 LOCN Bldg Base Elevation = 0/0/0 Roof Snow Load (flat) = N/A 7 Building Use Category = 4 Point Ld Snow Exposure Category = 3 20/0/0 20/l/O 15/7/15 Rf Sht+Scndry Dead Ld = 2.25 PSF Thermal Category = 1 Wind Load Speed = 80.00 MPH Add'l Gravity Collateral = 0.00 PSF Snow Load % for Seismic = 0.0 Wind Load Pressure = 17.32 PSF Add'l Uplift Collateral = 0.00 PSF Built-up Section Spec, = 1989 AISC Wind Exposure Category = C (User Imposed Loads) Cold -Form Spec. = 1989 AISI Rainfall Intensity = 4.0 Inches per Hour Allow Overstress Ratio = 1.030 FRAMES: 1 , (1.000) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Live 2 (1.333) 1.00 Dead Weight + 1.00 Wind 1 Right 3 (1.333) 1.00 Dead Weight + 1.00 Wind 1 Left 4 (1.333) 1.00 Dead Weight + 1.00 Wind 11 Ridge 5 (1.333) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Seismic Right 6 (1.333) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Seismic Left ENDPOSTS: 1 (1.333) 1.00 Wind 1 Right 2 (1.333) 1.00 Wind 1 Left BRACING: 1 (1.333) 1.00 Wind 1 Right 2 (1.333) 1.00 Wind 1 Left 3 (1.333) 1.00 Seismic Right 4 (1.333) 1.00 Seismic Left , PLN PLN PLN LOAD LOAD START/END X-COORD Y-COORD Z-COORD -LOAD APPLICATION- SPT LOAD LOAD ID TYPE NAME TYPE CASE LD MAGNITUDE LOCN LOCN LOCN Frm Brc Grt Prl Pnl CODE DIR LOCN 7 ROOF ROOF2 Point Ld Wind 3.60 k 20/0/0 20/l/O 15/7/15 Y N N N N No -Y FO 7 ROOF ROOF2 Point Ld Wind 3.60 k 40/0/0 20/l/O 15/7/15 Y N N N N No -Y FO LON& SEis(vi ,c : (0.3)(.z, S) � 3 ` � ��, (6Ur I-. 6 10 iZS1 o� ^1 q VP Buildings REACTIONS REPORT (Project Name: 4515 Rich Stewart) (VP Quote No.: TQ990206022623) nm nom__ u_ n •nrv.cn.n nn� DATE: 02/10/99 TELAE: 09:19 PAGE: 10 of 56 Frm Pln= GRID GRID GRID [Values shown are FL1 C/1 0/B A/1 resisting forces [Pln=8] OF the Foundation] Note: Reactions shown as 'B' are due to bracing and are NOT included in Frame +Hyy� +H+HyyReactions by Load Combinatio H,V =kips 0 Combine per Code, as needed. xx M=in -kips Vzz t Vzz Frame ID / Seg. No.--> S1 / 2009 S1 / 2008 S2 / 4000 Colum Type ---------> Ext.Colm Ext.Colm Endpost Grid 1 / Grid 2 -----> C/ 1 A/ 1 0/ B Base Plate (W x L) --> 8.0 x 8.0 8.0 x 8.0 8.0 x 10.0 A. Bolt Oty./ Diam.--> ( 2)- 0.750 ( 2)- 0.750 ( 2)- 0.750 Loaa i t uescri Lion n- v -cc 1 n v -cc I n -AA Dead Weight Framing 0.5 1.2 -0.5 1.2 - Live Framing 2.3 4.8 -2.3 4.8 - - Wind 1 Right Framing 0.4 -3.7 5.9 -6.0 -2.4 Wind 1 Left Framing -5.8 -6.0 -0.5 -3.7 2.4 Wind 11 Ridge Framing -0.7 -4.8 0.7 -4.8 - - Seismic Right Framing 0.3 0.2 0.3 -0.2 - - Seismic Left Framing -0.3 -0.2 -0.3 0.2 - - W React 1 RightBracing - - - - - - - - - - W React 1 Left Bracing - - - - - - - - - - E React Right Bracing - - - - - - - - E React Left Bracing - - - - - - - Wind 1 Right Endpost - - - - - - -2.4E Wind 1 Left Endpost - - - - - - - - 2.4E Grid 1 Grid Z -----> C/ 1 I A/ 1 1 O B Ldg Comb (Strs lncrs) H- V-zz H- V-zz H-xx Frmg Cmb No. 1 (1.00) 2.9 6.0 -2.9 6.0 - - Frmg Cmb No. 2 (1.33) 1.0 -2.4 5.3 -4.8 -2.4 Frmg Cmb No. 3 (1.33) -5.3 -4.8 -1.0 -2.4 2.4 Frmg Cmb No. 4 (1.33) -0.2 -3.6 0.2 -3.6 - - Frmg Cmb No. 5 (1.33) 0.9 1.4 -0.2 1.0 - - Frmg Cmb No. 6 (1.33) 0.2 1.0 -0.9 1.5 - - Post Cmb No. 1 (1.33) - - - - - - - - -2.4E onef rmK un 7 /1 Zil- - F - F - - F - - E 2.4E 1. VP Buildings y Frm Pln= FL2 (P1n=91 GRID C/2 REACTIONS REPORT DATE: 02/10/99 (Project Name: 4515 Rich Stewart) ME: 09:19 (VP Quote No.: TQ990206022623) n . rw�e -1 PAGE: 11 of 56 GRID [Values shown are A/2 resisting forces OF the Foundation] +Hyy +Hyy V =kips +Hxx in -kips Vzz t Vzz Frame ID / Seg. No.--> S3 / 2001 S3 / 2000 Column Type ---------> Ext.Colm Ext.Colm Grid 1 / Grid 2 -----> C/ 2 A/ 2 Base Plate (W x L) --> 8.0 x 8.0 9.0 x 8.0 A. Bolt Qty./ Diam.--> ( 2)- 0.750 ( 2)- 1.000 Colm Base Elevation--> 100/0/0 00/0/0 Load Type Description H- V-zz H-xx I H- V-zz Dead Weight Framing 0.5 1.3 0.0 -0.5 1.3 Live Framing 2.2 4.7 0.0 -2.2 4.7 Wind 1 Right Framing 2.4 -2.2 0.0 7.5 -7.4 Wind 1 Left Framing -7.5 -7.4 0.0 -2.4 -2.2 Wind 11 Ridge Framing -2.4 -6.2 0.0 -1.2 -3.4 Seismic Right Framing 0.3 0.2 0.0 0.3 -0.2 Seismic Left Framing -0.3 -0.2 0.0 -0.3 0.2 W React 1 RightBracing 3.2B 2.5B -6.7B 3.4B -7.4B W React 1 Left Bracing -3.3B -2.58 O.OB -3.4B 7.4B E React Right Bracing 0.68 0.5B -1.3B 0.76 -1.4B E React Left Bracing -0.68 -0.5B 0.OB -0.7B 1.48 Wind 1 Right Endpost - - - - - - Wind 1 Left Endpost - - - - - - Grid 1 Grid 2-----> C 2 A 2 Log Comb (Strs Incrs) H- V-zz H-xx H- V-zz Frmg Cmb No. 1 (1.00) 2.7 6.0 0.0 -2.7 6.0 Frmg Cmb No. 2 (1.33) 2.9 -1.0 0.0 6.9 -6.1 Frmg Cmb No. 3 (1.33) -6.9 -6.1 0.0 -2.9 -1.0 Frmg Cmb No. 4 (1.33) -1.9 -4.9 0.0 -1.7 -2.1 Frmg Cmb No. 5 (1.33) 0.8 1.5 0.0 -0.2 1.0 Frmg Cmb No. 6 (1.33) 0.2 1.1 0.0 -0.9 1.5 Post Cmb No. 1 (1.33) - - - - - - o-+ r -k u., 9 i 9 zz % - - - - - - - - - - Note: Reactions shown as '8' are due to bracing and are NOT included in Frame Reactions by Load Combinatio Combine per Code. as needed. Frame ID / Seg. No.--> S3 / 2005 S3 / 2004 Column Type ---------> Ext.Colm Ext.Colm Grid 1 / Grid 2 -----> C/ 3 A/ 3 Base Plate (W x L) --> 8.0 x 8.0 9.0 x 8.0 A. Bolt Qty./ Diam.--> ( 2)- 0.750 ( 2)- 1.000 Calm ease Elevation--> 100/0/0 100/0/0 Load Type Description H- V-zz H-xx H- V-zz Dead Weight Framing . 0.5 1.3 0.0 -0.5 1.3 Live Framing 2.2 4.7 0.0 -2.2 4.7 Wind 1 Right Framing 2.4 -2.2 0.0 7.5 -7.4 Wind 1 Left Framing -7.5 -7.4 0.0 -2.4 -2.2 Wind 11 Ridge Framing -2.4 -6.2 0.0 -1.2 -3.4 Seismic Right Framing 0.3 0.2 0.0 0.3 -0.2 Seismic Left Framing -0.3 -0.2 0.0 -0.3 0.2 W React 1 RightBracing -3.3B -2.5B O.OB -3.4B 7.48 W React 1 Left Bracing 3.2B 2.56 6.7B 3.4B -7.48 E React Right Bracing -0.6B -0.56 0.08 -0.7B 1.4B E React Left Bracing 0.6B 0.5B 1.3B 0.78 -1.4B Wind 1 Right Endpost - - - Wind 1 Left Endpost - - - - - ----->1 C/ 3 1 A/ 3 Frmg Cmb No. 1 (1.00) 2.7 6.0 Vr Buwidmgs REACTIONS REPORT DATE: 02/10/99 Frmg Cmb No. 2 (1.33) 2.9 -1.0 (Project Name: 4515 Rich Stewart) TBff: 09:19 -6.1 Frmg Cmb No. 3 (1.33) (VP Quote No.: TQ990206022623) (VP Order No.: CA9925212-00) PAGE: 12 of 56 [27214.11 4Ox6Ox14 0.0 -2.9 -1.0 Frmg Cmb No. 4 (1.33) -1.9 Frm Pln= GRID FL3 C/3 GRID A/3 (Values shown are resisting forces -2.1 [P1n=10] 0.8 OF the Foundation] 0.0 -0.2 1.0 Note: Reactions Shown as 'B' 0.2 1.1 0.0 are due to bracing and are 1.5 Post Cmb No. 1 (1.33) - - NOT included in Frame - +H y-� +H yy01 Reactions by Load Combinatio - - H, V =kips +Hxx Combine per Code, as needed. - - M=in-kips tvzz f Vzz Frame ID / Seg. No.--> S3 / 2005 S3 / 2004 Column Type ---------> Ext.Colm Ext.Colm Grid 1 / Grid 2 -----> C/ 3 A/ 3 Base Plate (W x L) --> 8.0 x 8.0 9.0 x 8.0 A. Bolt Qty./ Diam.--> ( 2)- 0.750 ( 2)- 1.000 Calm ease Elevation--> 100/0/0 100/0/0 Load Type Description H- V-zz H-xx H- V-zz Dead Weight Framing . 0.5 1.3 0.0 -0.5 1.3 Live Framing 2.2 4.7 0.0 -2.2 4.7 Wind 1 Right Framing 2.4 -2.2 0.0 7.5 -7.4 Wind 1 Left Framing -7.5 -7.4 0.0 -2.4 -2.2 Wind 11 Ridge Framing -2.4 -6.2 0.0 -1.2 -3.4 Seismic Right Framing 0.3 0.2 0.0 0.3 -0.2 Seismic Left Framing -0.3 -0.2 0.0 -0.3 0.2 W React 1 RightBracing -3.3B -2.5B O.OB -3.4B 7.48 W React 1 Left Bracing 3.2B 2.56 6.7B 3.4B -7.48 E React Right Bracing -0.6B -0.56 0.08 -0.7B 1.4B E React Left Bracing 0.6B 0.5B 1.3B 0.78 -1.4B Wind 1 Right Endpost - - - Wind 1 Left Endpost - - - - - ----->1 C/ 3 1 A/ 3 Frmg Cmb No. 1 (1.00) 2.7 6.0 0.0 -2.7 6.0 Frmg Cmb No. 2 (1.33) 2.9 -1.0 0.0 6.9 -6.1 Frmg Cmb No. 3 (1.33) -6.9 -6.1 0.0 -2.9 -1.0 Frmg Cmb No. 4 (1.33) -1.9 -4.9 0.0 -1.7 -2.1 Frmg Cmb No. 5 (1.33) 0.8 1.5 0.0 -0.2 1.0 Frmg Cmb No. 6 (1.33) 0.2 1.1 0.0 -0.9 1.5 Post Cmb No. 1 (1.33) - - - - - - - - - n..,* r, k U.. 'I it z - - - - - - - - - - J VP Buildings =rm Pln= FL4 [P1n=11] REACTIONS REPORT (Project Name: 4515 Rich Stewart) (VP Quote No.: TQ990206022623) (VP Order No.: CA9925212-00) GRID GRID C/4 5/B DATE: 02/10/99 TME: 09:19 PAGE: 13 of 56 GRID [Values shown are A/4 resisting forces OF the Foundation] Note: Reactions shown as 'B' are due to bracing and are NOT included in Frame Reactions by Load Combinatio Combine per Code, as needed. +HYy +HYy H, V =kips +Hxx M=in -kips �+Vzz t Vzz BEilts">YDI3 Frame ID / Seg. No.--> S4 / 2012 S4 / 2013 S5 / 4001 Column Type ---------> Ext.Colm Ext.Colm Endpost Grid 1 / Grid 2 -----> A/ 4 C/ 4 5/ B Base Plate (W x L) --> 8.0 x 8.0 8.0 x 8.0 8.0 x 10.0 A. Bolt Oty./ Diam.--> ( 2)- 0.750 ( 2)- 0.750 ( 2)- 0.750 Corm Base Elevation--> 100/0 0 100/0/0 100/0/0 Load Type Description H- V-zz H- V-zz H-xx Dead Weight Framing -0.5 1.2 0.5 1.2 Live Framing -2.3 4.8 2.3 4.8 - Wind 1 Right Framing 5.8 -6.0 0.5 -3.7 -2.4 Wind 1 Left Framing -0.5 -3.7 -5.8 -6.0 2.4 Wind 11 Ridge Framing 0.7 -4.8 -0.7 -4.8 - - Seismic Right Framing 0.3. -0.2 0.3 0.2 - Seismic Left Framing -0.3 • 0.2 -0.3 -0.2 W React 1 RightBracing - - - - - - - - W React 1 Left Bracing - - - - - - E React Right Bracing - - - - - - - E React Left Bracing - - - - - - - - Wind 1 Right Endpost - - - - - - -2.4E Wind 1 Left Endpost - - - - - - 2.4E REAG!`I1 S3':•.At4D�X')1SiTA"TI::>::::::>>.>:><.><'[>`:>>> Grid 1 Grid 2-----> A 4 Cl4 5/ B Ldg Comb (Strs Incrs) H- V-zz H- V-zz H-xx Frmg Cmb No. 1 (1.00) -2.8 6.0 2.8 6.0 - - Frmg Cmb No. 2 (1.33) 5.3 -4.8 1.0 -2.4 -2.4 Frmg Cmb No. 3 (1.33) -1.0 -2.4 -5.3 -4.8 2.4 Frmg Cmb No. 4 (1.33) 0.2 -3.6 -0.2 -3.6 - - Frmg Cmb No. 5 (1.33) -0.2 1.0 0.9 1.4 - - Frmg Cmb No. 6 (1.33) -0.9 1.5 0.2 1.0 - Post Cmb No. 1 (1.33) - - - - - - - - -2.4E Post Cmb No. 2 (1.33) - E - E - - E - - E 2.4E Note: Reactions shown as 'B' are due to bracing and are NOT included in Frame Reactions by Load Combinatio Combine per Code, as needed. r a - VP Buildings COVERINGS and FASTENERS (Project Name: 4515 Rich Stewart) (VP Quote No.: TQ990206022623) (VP Order No.: CA9925212-00) DATE: 02/10/99 TETTE: 09:19 PAGE: 14 of 56 ****** PROJECT REFERENCE ******* Project Name : 4515 Rich Stewart Customer Name: Rich Stewart 1 Ma" 94UBC - 1994 Uniform Building Code R 2 ')52- TYP. _ . �► BEARING EDGE Roof Live Load = 20.00 Psf TOP OF RIB IN Distance to Coast = 101 Miles Reduced Live Load = Yes NOMINAL BASE METAL DEFLEC. LOAD Bldg Enclosure Category = Enclosed Ground Snow Load = 0.00 Psf Seismic Zone = 3 Bldg Base Elevation = 0/0/0 Roof Snow Load = 0.00 Psf Building Use Category = 4 Snow Exposure Category = 3 22 1 0.0273 1 0.0547 1 0.0575 .D.0559 1 0.0628 PANEL RIB ROOF & WALL Thermal Category = 1 Wind Load Velocity = 80.00 Mph Add't Gravity Collateral = 0.00 Psf Snow Load % for Seismic = 0.0 Wind Load Pressure = 17.32 Psf Add'l Uplift Collateral = 0.00 Psf Built-up Plate Spec., = 89AISC Wind Exposure Category = C (User Imposed Loads) Cold -Form Gage Spec. = 89AIS1 36" COVERAGE 12" TYP. 1" TYP• 1 Ma" nPNL R 2 ')52- TYP. _ . �► BEARING EDGE (ROOF PNLS ONLY) TOP OF RIB IN TOP OF RIB COMPRESSION IN TENSION NOMINAL BASE METAL DEFLEC. LOAD DEFLEC. LOAD GAGE THICKNESS IX (IN.4) SX (IN.3) IX (IN.4) SX (IN.3) 26 0.0184 0.0332 0.0367 0.0368 0.0454 24 0.0220 0.0417 0.0475 0.0444 0.0555 22 1 0.0273 1 0.0547 1 0.0575 .D.0559 1 0.0628 PANEL RIB ROOF & WALL PANELS (PR) �VP Buildings BRACING DESIGN DATA (Project Name: 4515 Rich Stewart) (VP Quote No.: TQ990206022623) (VP Order No.: CA9925212-00) N01' 15 - ZZ DATE: 02/10/99 TEWE: 09:19 PAGE: 23 of 56 f27214.11 (40x60x14) .... ....... .. . ............... .......... ..... ... ................ ..... ... .. DESCRIPTION: Diagonal Roof Bracing is typically used by VP Buildings to resist Lateral wind Loads and seismic forces acting perpendicular to the rigid frames. This Diagonal "XII -Bracing transmits the applied Loads throughout the roof planes, delivering them to vertical bracing systems, and eventually into the foundation. Vertical Bracing systems are typically diagonal "XII -Bracing similar to roof plane bracing, although may also utilize vertical diaphragms, moment- resisting frames, concentric braced frames utilizing tension/compression members or tension only members, or other types of bracing systems, as permitted by Specifications. ANALYSIS: VP Buildings Diagonal Bracing is analyzed by the Stiffness Method for the applied wind toads and seismic Loads acting on the structure. ALL diagonal members are assumed to be considered to have pinned connections, white moment frames are typically assumed to be AISC Type 1 'Construction (rigid frames). with pinned base connections. DESIGN: Diagonal Bracing is designed for axial forces, using the prevailing AISC Allowable forces acting on the Net Area of each member. Moment frames are also designed in accordance with AISC allowed working stresses. MATERIAL: Typical Rod Bracing used by VP Buildings is 65 ksi Structural Steel. Angle bracing is typically 50 ksi steel, tube bracing is 46 ksi, and moment frames are typically designed and constructed from 50 ksi steel. ...............................................`:><>#`i»»'>':<>>>`:>:;>::<:>: ......................................... .......................................................... ....................... ....... ... ................ ........... ........... . ... ... .. .......................................... ................... X ..................... X.., X., . ...... ............. .. .. - : ........... ........................ ... . ... .................. ....... ... ..... .. ...... ............. X. ............ ... . ..... . . ... . .............. ... ..... ............ .......... - ......... ....... Live Load 20.000 PSF Add1L Dead(Gravity): .000 PSF Date: 2-10-99 Time: 9:13 Ground Snow .000 PSF Roof Snow .000 PSF Frame Dead Load 2.500 PSF Purlins/Sheeting 2.100 PSF Wind Load 80.00 MPH( 17.316 PSF) Add1L Dead(UpLt) .000 PSF Building Code :94UBC Bldg Use Category :4 Exposure Factor :C Seismic Zone :3 Enclosure Factor:Enctosed Load Stress Design Case Factor Case Load Combinations 1 1.33 Y 1.00 Wind 1 Right 2 1.33 Y 1.00 Wind 1 Left 3 1.33 Y 1.00 Seismic Right 4 1.33 Y 1.00 Seismic Left notes VP Buildings BRACING DESIGN DATA (Project Name: 4515 Rich Stewart) (VP Quote No.: TQ990206022623) nm nom__ wr_ n ♦tvvcn.n nn DATE: 02/10/99 TEA& 09:19 PAGE: 24 of 56 note = Rodl and Rod2 are cross diagonals. Strutl and Strutt are the struts at the end of cross diagonals. I- —.__..._.. ••. _���.,�•� ••••�ILIZ14,11 1 14uxouxlq)IL/Z14,11 ::.;;'.;y.:: y.;::::::.:::..>:•.>:.s:.;::<.::.:.::.:::.:•.::;:.;•.;:::.:;;:::;;::;'::;::;::::::::>:::::i:%;:::;::i:;<:;:;::ii :;: �i ..{,, ;:L.�ss.r� ..:.s:.:.::.::.::.::.::.>::.>:.;.>.:i:.r::::::;::;: �tiRf. .. �Vltf. .. ....................................................................................................................................:...................................::::.::::. ....:..........: :.::.;:.>:.:::.:....>:.>:.».;:::.: :: :.:::.:::.::.::.::.>:.::.;:.:::::.::.>:.;:.;:........::.::.:+::::::i:::;`::::::::i:;:::;;::: ::::::::>:: ::i:: ::i::>::;:::i: �:ii :�fi�>�4:: �i:: ?;: �,i Max Max Max Brcl Brc2 Plane Frame Lines Strutl St1 Strutt St2 Brace Length Brace Stress Cntrtg No. No. Name From To No. Load No. Load Sha ft.) Load Ratio Ld Comb 6008 6009 WB FL3 FL2 base 18062 6.0 R.625 24.41 -8.13 0.75 1 6010 6011 ROOF2 FL2 FL3 18062 6.0 18037 1.9 R.500 28.33 -7.10 1.03 1 6012 6013 ROOF1 FL2 FL3 18037 1.9 18057 1.0 R.375 28.33 -2.30 0.59 1 note = Rodl and Rod2 are cross diagonals. Strutl and Strutt are the struts at the end of cross diagonals. I- �VP Buflftp SECONDARY STRUCTURAL DESIGN DATA DATE: 02/10/99 (Project Name: 4515 Rich Stewart) TEA& 09:19 (VP Quote No.: TQ990206022623) PAGE: 25 of 56 (VP Order No.: CA9925212-00) 127214 11 (41)x6flr141 .......... . ................. --- --- ---- -- ......... .......... ... ... ...................... ............. ..... . ............... DESCRIPTION: VP Buildings Purlins, Girts, Eave Purlins, and Miscellaneous Secondary Framing Members are typically cold -formed, Z-shaped or C-shaped members, either 6 1/211, 8 1/211, or 11 1/211 in depth. ANALYSIS: Simple Purlins and Girts- analyzed as simple beams, supported at each end by the Primary Frames. The boundary conditions used assume pinned connections at each frame support and span Lengths equal to the distance between the frame centerlines. Continuous Purlins and Girts- analyzed as continuous beams, utilizing the Stiffness Method of indeterminant analysis. PurLin or Girt continuity over frame supports is developed by extending them into adjacent bays and Lapping to each other to provide a double section in the region of highest moment. Pinned- connect ions occur at purLin or girt ends. DESIGN: Purlins, Girts and other cold -formed secondary 'structural members are designed in accordance with the American Iron and Steel Institute (AISI), typically using steel based upon ASTM A570 or A607, Grade 55. .............................. . ........... ....... .. ......... ................ ....... . ..... .. ............. ................ ...... X. . ................................ ........ X..., X :X .............. ................ ....... ......... ........................................... ......................................... .................................................................... Live Load 20.00 PSF Add1L Dead(Gravity): .00 PSF Date: 2-10-99 Time: 9:14 Wind Load 80.00 MPH Panel Dead Load : .95 PSF Bldg Wind Pressure : 17.32 PSF Secondary Wind Pressure : 17.32 PSF Add1L Dead(UpLt): .00 PSF Total Dead Load .95 PSF Building Code : 94UBC Bldg Use Category 4 Building Exposure Factor : C Seismic Zone 3 Secondary Exposure Factor: C Enclosure Factor: Enclosed Load Combinations for Girt Design Load Stress Case Factor Load Combinations 1 1.33 1.00 Wind 1 Right 2 1.33 1.00 Wind 2 Left 3 1.33 1.00 Wind 3 Right 4 1.33 1.00 Wind 4 Left Load Combinations for PurLin Design Load Stress Case Factor Load Combinations 1 1.00 1.00 Dead Weight + 1.00 CoLlat Grav + 1.00 Live 2 1.33 1.00 Dead Weight + 1.00 Wind 1 Right + 1.00 W React 1 Righ 3 1.33 1.00 Dead Weight + 1.00 Wind 1 Right + 1.00 W React 1 Left 4 1.33 1.00 Dead Weight + 1.00 wind 2 Left + 1.00 W React 1 Righ 5 1.33 1.00 Dead Weight + 1.00 Wind 2 Left + 1.00 W React 1 Left 6 1.33 1.00 Dead Weight + 1.00 CoLLat Grav + 1.00 E React Right 7 1.33 1.00 Dead Weight + 1.00 CoLlat Grav + 1.00 E React Left Load Combinations for Girt Deflection Load Stress Case Factor Load Combinations 1 1.00 .75 Wind 1 Right 2 1.00 .75 Wind 2 Left 3 1.00 .75 Wind 3 Right 4 1.00 .75 Wind 4 Left Notes: <Segment id> (string id, group id] Use Liquid Paper wherever Overplotting may Occur. <18004> <18005> (3, 31 <18002> <18003> 12.21 <18000> <18001> Project: 4515 Rich Stewart Building: 40x60x14 projky: 27214 bldg: 1 plane: 2 name: WL w Q- Notes: <segment id> (string id. group id) Use Liquid Paper wherever Overplotting may Occur. <18025> <18025>' (9. 3 <18023> <18024> 10.21 <18021> < 8022> (7, 1] N G Project: 4515 Rich Stewart Building: 40x60x14 projky: 27214 bldg: 1 plane: 4 name: WR Notes: <segment id> (string id, group id) Use Liquid Paper wherever Overplotting may Occur. 4 < 180 3 7> <iaofei <18019> <18012> 6, 6 \801/ <18014> <18007> A�180008> < 800 > 14. 41 Project: 4515 Rich Stewart Building: 40x60x14 projky: 27214 bldg: 1 plane: 3 name: WB Notes: <segment id> (string id, group id) Use Liquid Paper wherever Overplotting may Occur <18090> <18092> <18096> 119, 161 (21, 181 125.201 <18089> <18091> <18095> [18, 15 20, 17) 124, 17 112i B> <18031> <130--2> <1B033> 11, 8 112.9) 13, 10 1 1 my mm AOI and qui qui mr. m�u - mr� y•' V V-. VfU yN Project: 4515 Rich Stewart Building: 40x60x14 projky: 27214 bldg: 1 plane: 5 name: WF Notes: -1 <segment id> (string id. group id) , Use Liquid Paper wherever Overplotting may Occur. <18038> <18037> - <iBO36> <18043> 26. 21 -<18042> <18041> <18046> [27.22JJ <18047> <18045> <18053> 28. 22 <1B052> <18051> <18058> 29. 22 <18057> <18056> Project: 4515 Rich Stewart Building: 40x60x14 projky: 27214 bldg: 1 plane: 6 name: ROOF1 Notes: <Segment id> [string id, group id) Use Liquid Paper wherever Overplotting may Occur. <18063> <18062> <180615- >[31. (31. 24) 0806B> 6B> < BO 7>< > (32, 22 <i8073> <18072> <fe07l> 33, 22) <18080> c18077> <18076> (34, 221 <18087> <i80B4> <18O83> [35.21) Project: 4515 Rich Stewart Building: 40x60x14 projky: 27214 bldg: 1 plane: 7 name: ROOF2 a— �VP Buildings SECONDARY STRUCTURAL DESIGN DATA DATE: 02/10/99 (Project Name: 4515 Rich Stewart) TELAE' 09:19 (VP Quote No.: TQ990206022623) PAGE: 27 of 56 (VP Order No.: CA9925212-00) 07? 1 d 11 IdAyAny I dl ................ --------- ____ .;. ................. .......... ....... . . . . . . . . . . ...... .......... .......... x MO 2 W 2 W 3 W 2 A" 2 Ih" 50' LI P1 50' 8 16* 50' LIP J 6 It' LIP A LJ 2 2 W A" 2 'A' 2 Ih" 3 114" 6 W ZEE 6 W CEE 8 W ZEE 8 W CEE I I 'A' ZEE DESIGN IX 5x Ix SX DESIGN IX SX IX SX DESIGN ix SX THICKNESS IN4 IN3 IN4 IN3 THICKNESS IN4 IN3 IN4 IN3 THICKNESS-IN4 IN3 .059 4.36 1.225 4.71 1 1.297 .065 4.86 1.470 5.22 t 1.514 J 1 .059 9.04 1.778 8.89 1 1.860 .065 10.05 2.088 9.87 2.197 .073 11.50 2.561 11.24 2.601 .082 12.90 3.027 12.59 2.963 .092 14.43 3.396 14.08 3.3F3 .105 16.42 3.864 16600 3.765 .059 N.A. N.A. .065 24.97 2.959 .073 28.48 3.728 .082 31.94 4.499 .092 35.79 _-Y-350 .105 40.76 6.176_ .073 5656 1.709 5.93 11.791 S " .082 6.23 1.916 6.64 2.042 i .092 &96 2.142 7.41 2.280 .105 7a91 2.433 ]40 2.585 .120 8.99 2.766 9.53 2.932 120 18.70 4.400 18.19 4.280 8 1/2" GIRTS / PURLINS .120 46.48 7.479 11 1/2" PURLINS 6 1/2" GIRTS PURLINS ........ ...... .......... . .. 1, ................ .... ..................................... .. ... ...................... ......... .................................. Me-... .......... ....... . .... . . .......... . X: ...... . ..... ..................... .Design No. 1 Plane = WL (End Wall) [Start X =011 Y =40'-0" Z =31-10 3/4111 Qty: 2 -------- End 1 Span -------- --interior span -------- End 2 Span -------- Seg Seg Segment -Actual Stress-- Ld Lap -Actual Stress- Ld ---Actual Stress--- Ld Lap No. Lenqth Description I Bend l ShrlCombl We Case Lgth I Bend l ShriComb lwcp case I Bend 1Shr1Comb 1WcP1Case Lqth 18000 20.0 8.5"x.05911 Z S -Girt .66 .00 .66 .00 1 18001 20.0 8.5"x.05911 Z S -Girt .66 .00 .66 .00 1 Secondary Design Successfully Completed .Design No. 2 Plane = WL (End Wall) [Start'X =011 Y =401-011 Z =71-5 1/4111 Oty: 2 1 -------- End 1 Span -------- --.Interior Span -- -------- End 2 Span -------- Seg Seg Segment I -Actual Stress-- Ld Lap -Actual Stress- Ld ---Actual Stress--- Ld Lap No. Length Description I Bend l ShrlCombl We Case Lgth I Bend l ShrJComb JWcp Case I Bend JShrJComb JWcpJCase Lgth 18002 20.0 8.5"x.05911 Z S -Girt .75 .00 .75 .00 1 18003 20.0 8.5"x.05911 Z S -Girt .75 .00 .75 .00 1 Secondary Design Successfully Completed Design No. 3 Plane = WL (End Wall) [Start X =011 Y =401-011 Z =121-5 1/4111 Oty: 2 1 -------- End 1 Span -------- --interior Span -- -------- End 2 Span -------- Seg Seg Segment I -Actual Stress-- Ld Lap -Actual Stress- Ld ---Actual Stress--- Ld Lap Length Description I Bend l ShrlCombl We Case Lgth I Bend l ShrIComb lWcp Case I Bend 1Shr1Comb 1Wcp1Case Lqth .No. 18004 20.0 8.5"x.05911 Z S -Girt .66 .00 .66 .00 1 18005 20.0 8.5"x.05911 Z S -Girt .66 .00 .66 .00 1 Secondary Design Successfully Completed Design No. 4 Plane = WB (Side Wall) [Start X =601-011 Y =401-011 Z =31-10 3/4111 aty: 1 . VP Buildings SECONDARY STRUCTURAL DESIGN DATA DATE: 02/10/99 (Project Name: 4515 Rich Stewart) TIME: 09:19 (VP Quote No.: TQ990206022623) PAGE: 28 of 56 (VP Order No.: CA9925212-00) rrn i d 11 rdnyrnt 1 d1 18007 19.5 8.5°x.059" Z C -Girt .38 .00 .38 .00 1 .20 .12 .20 .00 1 18 18008 20.0 8.5"x.059" Z C -Girt .20 .10 .20 .00 1 18 .26 .17 .26 1 .20 .10 .20 .00 1 18 18009 19.5 8.5"x.059" Z C -Girt .20 .12 .20 .00 1 18 ( .38 .00 .38 .00 1 Secondary Design Successfully Completed Design No. 5 Plane = WB Side Wall) [Start X =60'-0" Y =401-0" Z =71-5 1/4113 Ot : 1 -------- End 1 Span -------- --Interior Span -- I -------- End 2 Span -------- Seg Seg Segment I -Actual Stress-- Ld Lap I -Actual Stress- Ld I ---Actual Stress--- Ld Lap No. Length Description I Bendl ShrlCombl Wcp Case L th I Bendl Shrlcomblwcp Case I 8end1Shr1Comb1Wcp1Case L th 18012 19.5 8.5"x.059" Z C -Girt 1 .43 .00 .43 .00 1 .22 .14 .22 .00 1 18 18013 20.0 8.5"x.059" Z C -Girt .22 .12 .22 .00 1 18 .29 .20 .29 1 .22 .12 .22 .00 1 18 18014 19.5 8.5"x.059" Z C -Girt .22 .14 .22 .00 1 18 .43 .00 .43 .00 1 Secondary Design Successfully Completed ' Design No. 6 Plane = WB Side Wall [Start X =60'-0" Y =40'-0" Z =121-5 1/4111 Ot : 1 1 -------- End 1 Span -------- --Interior Span -- I -------- End 2 Span -------- Seg Seg Segment I -Actual Stress-- Ld Lap -Actual Stress- Ld I ---Actual Stress--- Ld Lap No. Length Description I Bendl ShrlCombl Wcp Case L th I Bendl Shr1CombjWcp Case I Bend Shr Comb We Case L th- 18017 19.5 8.5"x.059" Z C -Girt 1 .34 .00 .34 .00 1 .18 .11 .18 .00 1 18 18018 20.0 8.5"x.059" Z C -Girt .18 .09 .18 .00 1 18 .24 .16 .24 1 .18 .09 .18 .00 1 18 18019 19.5 8.5"x.059" Z C -Girt .18 .11 .18 .00 1 18 .34 .00 .34 .00 1 Secondary Design Successfully Completed Desi n No. 7 Plane = WF Side Wall) [Start X =0" Y =011 Z =7'-5 1/4111 Qty: 1 -------- End 1 Span -------- --Interior Span -- -------- End 2 Span -------- Seg Seg Segment I -Actual Stress-- Ld Lap -Actual Stress- Ld ---Actual Stress--- Ld Lap No. Length Description I Bendl ShrlCombj Wcp Case L th I Bend Shr]ComblWcp Case I BendjShrjCombjWcpjCase L th 18028 1.0 8.5"x.059" Z S -Girt .00 .03 .00 .00 2 Secondary Design Successfully Completed Design No. 8 Plane = WF (Side Walt) [Start X =15'-6" Y =0" Z =7'-5 1/4111 Qty: 1 1 -------- End 1 Span -------- --Interior Span -- I -------- End 2 Span -------- Seg Seg Segment I -Actual Stress-- Ld Lap -Actual Stress- Ld I ---Actual Stress--- Ld Lap No. Length Description I Bendl ShrlCombl WcP Case L th I Bendl ShrjCombjWcp Case I Bend1Shr1CombjWcpjCase L th 18029 4.5 8.5"x.059" Z S -Girt .06 .00 .06 .00 1 18030 1.0 8.5"x.059" Z S -Girt .00 .00 .00 .00 1 Secondary Design Successfully Completed Design No. 9 Plane = WF Side Wall) [Start X =35'-011 Y =011 Z =7'-5 1/4111 Qty: 1 -------- End 1 Span -------- --Interior Span -- I -------- End 2 Span -------- Seg Seg Segment I -Actual Stress-- Ld Lap -Actual Stress- Ld I ---Actual Stress--- Ld Lap No. Length Description I Bendl ShrlCombj Wcp Case L th I Bendl ShrjCombjWcp Case I Bend1Shr1Comb1Wcp1Case L th 18031 5.0 8.5"x.059" Z S -Girt ( .08 .00 .08 .00 1 18032 1.0 8.5"x.059" Z S -Girt .00 .00 .00 .00 1 Secondary Design Successfully Completed Design No. 10 Plane = WF (Side Wall) [Start X =55'-0" Y =0" Z =7'-5 1/4113 Oty: 1 J �VP Buildings SECONDARY STRUCTURAL DESIGN DATA DATE: 02/10/99 (Project Name: 4515 Rich Stewart) TIME: 09:19 (VP Quote No.: TQ990206022623) PAGE: 29 of 56 (VP Order No.: CA9925212-00) [77714 11 (4flx6fly141 ............................................................... '601: --- ......... . ......... -------------------- ................................. ----------- -------- End 1 Span -------- --interior Span -------- End 2 Span -------- Seg Seg Segment -Actual Stress-- Ld Lap -Actual Stress- Ld ---Actual Stress--- Ld Lap No. Length Description I Bend l Shr Comb We Case Lgth I Bend l Shr jComb jWcp Case I Bend IShr Comb We Case Lqth 18033 4.5 8.5"x.05911 Z S -Girt 1 .07 .00 .07 .00 3 Secondary Design Successfully CompLeted Design No. 11 Plane = WF (Side Wall) [Start X =11-6" Y =011 Z =011] Qty: 1 1 -------- End 1 Span -------- --interior Span -------- End 2 Span -------- Seg Seg Segment I -Actual. Stress-- Ld Lap -Actual Stress- Ld ---Actual Stress--- Ld Lap No. Length Description I Bend i Shr Comb We Case Lgth I Bend l Shr lComb lWcp Case I Bend IShr IComb lWcpl Case Lgth 18078 12.5 8.5"x.05911 C Jamb 1 .48 .00 .48 .00 1 Secondary Design Successfully Completed Design No. 12 Plane = WF (Side Wall [Start X =151-611 Y =011 Z =011] Oty: 1 1 -------- End 1 Span -------- --Interior Span -------- End 2 Span -------- Seg Seg Segment I -Actual Stress-- Ld Lap -Actual Stress- Ld ---Actual Stress--- Ld Lap No. Length Description I Bend l Shr Comb We Case Lgth I Bend l Shr jComb jWcp Case I Bend I Shr Comb We Case Lgth 18079 12.5 8.5"x.05911 C Jamb 1 .59 .00 .59 .00 1 Secondary Design Successfully Completed Design No. 13 Plane = WF (Side Wall) [Start X =211-011 Y =011 Z =011] oty: 2 1 -------- End 1 Span -------- --Interior Span -------- End 2 Span -------- Seg Seg Segment I -Actual Stress-- Ld Lap -Actual Stress- Ld ---Actual Stress--- Ld Lap No. Length Description I Bend l Shr Comb We Case Lgth I Bend l Shr jComb jWcp Case I Bend 1Shr 1Comb 1WcP1Case Lqth 18085 12.5 8.5"x.05911 C Jamb 1 .48 .00 .48 .00 1 Secondary Design Successfully CompLeted Design No. 14 Plane = WF (Side Wall) [Start X =351-011 Y =011 Z =011] Oty: 1 1 -------- End 1 Span -------- --interior Span -------- End 2 Span -------- Seg Seg Segment I -Actual Stress-- Ld Lap -Actual Stress- Ld ---Actual Stress--- Ld Lap No. Length Description I Bend l Shr Comb We Case Lgth I Bend l Shr jComb jWcp Case I Bend 1Shr jComb jWcp1Case Lgth 18086 12.5 8.5"x.05911 C Jamb 1 .60 .00 .60 .00 1 Secondary Design Successfully CompLeted Design No. 15 Plane = WF (Side Wall) [Start X =11-611 Y =011 Z =121-011] Oty: 1 I -------- End 1 Span -------- --interior Span -------- End 2 Span -------- Seg Seg Segment I -Actual Stress-- Ld Lap -Actual Stress- Ld ---Actual Stress--- Ld Lap Length Description I Bend l Shr Comb We Case Lgth I Bend l Shr IComb lWcp Case I Bend I Shr I Comb lWcpCase Lgth .No. 18089 14.0 8.5"x.05911 C Header 1 .03 .00 .03 .00 1 Secondary Design Successfully CompLeted No. 16 Plane = WF (Side Wall) [Start X =611 Y =011 Z =121-6 1/211] Qty: 1 .Design VP Buildings SECONDARY STRUCTURAL DESIGN DATA DATE: 02/10/99 (Project Name: 4515 Rich Stewart) TBAE: 09:19 (VP Quote No.: TQ990206022623) PAGE: 30 of 56 (VP Order No.: CA9925212-00) 127214.11 (40x60x14) ..........................:»;:::;.>:::::::.:..:.;:.>;;:.;::>;;:.;::»>;;;:::;<:>;::>::»;:;:.;:;;:.;:.;;;;::;:.;;:.;:;>:.;;::.......;:.. (ss;'• S {i3!11E?t�RY:S `1 tllviiEf #'R7 . $ V : <:?»:?::::>::>':?::>z:> :> ::>::<:>: ;>>:?::::::»><.>':< :' <::<'«:><:`>::>:>:>::>>:>;.>;:::;:.;:::....:::: .... Uis. .v° .................................. :::::::::::::::.::::.::::.:::::::::::::::::. 18090 19.5 8.5"x.059" Z Jamb Sup .61 .26 .61 .00 2 Secondary Design Successfully Completed Design No. 17 Plane = WF Side Wall [Start X =211-0" Y =0" Z =12'-0111 Qty: 2 -------- End 1 Span -------- --Interior Span -- -------- End 2 Span -------- Seg Seg Segment I -Actual Stress-- Ld Lap -Actual Stress- Ld ---Actual Stress--- Ld Lap No. Length Description I Bendl ShrlCombj Wcp Case L th I Bendl ShrIComb[Wcp Case I BendIShricomblwcplcase L th 18091 14.0 8.5"x.059" C Header 1 .03 .00 .03 .00 1 Secondary Design Successfully Completed Design No. 18 Plane = WF Side Wall (Start X =20'-0" Y =0" Z =121-6 1/2111 Qty: 1 -------- End 1 Span -------- --Interior Span -- I -------- End 2 Span -------- Seg Seg Segment -Actual Stress-- Ld Lap -Actual Stress- Ld I---Actual'Stress--- Ld Lap No. Length Description Bendl ShrlCombj Wcp Case L th I Beng_L ShriComblWcp Case I Bend1ShrjCombjWcpjCase L th 18092 20.0 8.5"x.059" Z Jamb Sup 1 .68 .25 .68 .00 1 Secondary Design Successfully Completed Design No. 19 Plane = WF Side Wall [Start X =55'-011 Y =011 Z =0111 Ot : 1 1 -------- End 1 Span -------- --Interior Span -- -------- End 2 Span -------- Seg Seg Segment I -Actual Stress-- Ld Lap -Actual Stress- Ld ---Actual Stress--- Ld Lap No. Length Description I Bendl ShrlCombl WcP Case L th I Bendl ShrlComblWcp Case I 8enc11Shr1Comb1WcP1Case L th 18094 12.5 8.5"x.059" C Jamb 1 .59 .00 .59 .00 1 Secondary Design Successfully Completed Design No. 20 Plane = WF Side Wall [Start X =401-011 Y =0" Z =12'-6 1/2111 Qty: 1 -------- End 1 Span -------- --Interior Span -- I -------- End 2 Span -------- Seg Seg Segment I -Actual Stress-- Ld Lap -Actual Stress- Ld I ---Actual Stress--- Ld Lap No. Length Description I Bendl ShrlCombl WcP Case L th I Bendl ShrIComblWcp Case I Benc11Shr1Comb1WcP1 Case L th 18096 19.5 8.5"x.059" Z Jamb Sup 1 .61 .26 .61 .00 1 Secondary Design Successfully Completed :>::>::::::»::>::>::>::>::>::: <:>::>::>::>::>::»::»:.;:.: S1✓. QIAARY: i ii717£ i'ERiT:fES. iY. �''f�li .... ......... ......................... .............. ... Design No. 21 Plane = ROOF1 Roof [Start X =60'-0" Y =18'-5 3/8" Z =15'-6 7/16"1 Qty: 2 -------- End 1 Span -------- --Interior Span -- I -------- End 2 Span -------- Seg Seg Segment I-Actuai Stress-- Ld Lap -Actual Stress- Ld I ---Actual Stress--- Ld Lap No. Length Description I Bend Shr[Combi Wcp Case L th I Bendl ShrjCombjWcp Case I Bend Shr1comblW521case L th 18036 19.5 8.5"x.073" Z C-StPur 1 .00 .17 .87 .87 1 .32 .17 .55 .55 1 18 18037 20.0 8.5"x.059" Z C-StPur .32 .15 .55 .55 1 18 .30 .21 .53 3 .32 .15 .55 .55 1 18 18038 19.5 8.5"x.073" Z C-StPur .32 .17 .55 .55 1 18 .00 .17 .87 .87 1 Secondary Design Successfully Completed Design No. 22 Plane = ROOF1 Roof [Start X =60'-0" Y =13'-5 9/161, Z =15'-1 7/16,11 Ot : 6 -------- End 1 Span -------- --Interior Span -- I -------- End 2 Span -------- Seg Seg Segment I -Actual Stress-- Ld Lap -Actual Stress- Ld I ---Actual Stress--- Ld Lap No. Length Description I Bendl ShrlCombl Wcp Case L th I Bendl ShrIComblWcp Case I Bend1ShrjCombjWcpjCase L th 18046 19.5 8.5"x.073" Z C-Purin 1 .00 .20 1.00 1.00 1 1 .37 .20 .63 .63 1 18 SECONDARY STRUCTURAL VP Buflftgs DESIGN DATA DATE: 02/10/" (Project Name: 4515 Rich Stewart) TUM: 09:19 (VP Quote No.: TQ990206022623) PAGE: 31 of 56 (VP Order No.: CA9925212-00) [27214.11 (40x60x14) ............ .................. ............... 18047 20.0 8.5"x.0591, Z C-PurLn .37 .17 .63 .63 1 18 .60 .41 .60 1 .37 .17 .63 .63 1 18 18048 19.5 8.5"x.07311 Z C-PurLn .37 .20 .63 .63 1 18 .00 .20 1.00 1.00 1 Secondary Design Successfully Completed Design No. 23 Plane = ROOF1 (Roof) [Start X =601-011 Y =3 3/811 Z =141-0 1/4113 Oty: 1 -------- End 1 Span -------- --interior Span -- -------- End 2 Span -------- Seg Seg Segment -Actual Stress-- Ld Lap -Actual Stress- Ld ---Actual Stress--- Ld Lap No. Length Description I Bend l ShrlCombl We Case Lgth Bend l ShrjComb jWcp Case I Bend jShr1Comb 1Wcp1Case Lgth 18056 19.5 8.5"x.05911 EZ S-StPur .00 .19 .72 .72 1 18057 20.0 8.5"x.05911 EZ S-StPur ." .00 .56 .00 4 18058 19.5 8.5"x.05911 EZ S-StPur .00 .19 .72 .72 1 Secondary Design Successfully Completed Design No. 24 Plane = ROM (Roof) (Start X =601-011 Y =391-8 5/811 Z =141-0 1/4,11 Oty: 1 1 -------- End 1 Span -------- I --interior Span -- I -------- End 2 Span -------- Seg Seg Segment I -Actual Stress-- Ld Lap -Actual Stress- Ld I ---Actual Stress--- Ld Lap No. Length Description I Bend l ShrlCombl We Case Lgth I Bend l ShrIComb lWcp Case I Bend 1Shr1Comb 1Wcp1Case Lgth _ 18061 19.5 8.5"x.05911 EZ S-StPur .00 .19 .72 .72 1 18062 20.0 8.5"x.07311 EZ S-StPur .30 .00 .91 .00 4 18063 19.5 8.5"x.05911 EZ S-StPur .00 .19 .72 .72 1 Secondary Design Successfully Completed ... .... . ... ............................... .......... ................................. ............ ......................... .......................................... : .... ..... . ............. ................ ... . .. . ...................... ......................... ............. ....................... ................. : .......... . ............................ . .................. x. ------- ---- ............................. Pukin Anchorage Calculations for Plane RODFI No. Purlins = 5 Roof Pitch = .083 PurLin Anchorage Force = 1.81 Kips PurLin Anchorage Resistance = 3.66 Kips PurLin Anchorage Calculations for Plane ROM No. Purlins = 5 Roof Pitch = .083 PurLin Anchorage Force = 1.80 Kips PurLin Anchorage Resistance = 3.75 Kips ........ ........................ ........ ....................... ** ...... ................................ ... . ...... ....... ....... ... . .................................... .............................. .................. *�i.-'-".'...*--."-'-'.'.'i�i��.-"-'.-.-'.*'.--'i�-'.'-'-,."'.-."-*.*'-*'..'-'.-'.'.--'!�i.'--'.'..'.-'-i�i���i�..........:.::::::::::: ...................................... .......... X ...... ............ ..... ........................ .......... .... ........ ... .. : ........... ... ----- -------- - ............. ... . . ................. . ............................................... ......................................................... X ................... x .......... .......... .......... ....... .............................. ......... :. .................................... .. .. .. ...................... ... ............ .. .................... X-X-X-X SrRUCT(M= .... ............ . . ..................... Design No: Description Str. No. Pin Nm Plane Type ------Se ment Grouping ------- ---- Design 1 = 8.5 Simple Z---- 1 WL End Wait -18000-18001 7 WR End Wait -18021-18022 ----Design 2 = 8.5 Simple 2---- 2 WL End Wait -18002-18003 8 WR End Wait -18023-18024 ----Design 3 = 8.5 Simple Z____ 3 WL End Wait -18004-18005 9 WR End Wait -18025-18026 ----Design 4 = 8.5 Continuous Z---- 4 WB Side Wait -18006-18007-18008-18009-18010 ----Design 5 = 8.5 Continuous Z---- 5 WB Side Wait -18011-18012-18013-18014-18015 ----Design 6 = 8.5 Continuous 2---- 6 WB Side Wait -18016-18017-18018-18019-18020 �VP Buildings SECONDARY STRUCTURAL DESIGN DATA DATE: 02/10/99 (Project Name: 4515 Rich Stewart) TME: 09:19 (VP Quote No.: TQ990206022623) PAGE: 32 of 56 (VP Order No.: CA9925212-00) 127214.11 (40ifOx 141 .......... .. .. . ....... ........................................................................... ...... . . . . . . . . . . . . . . . . ...... . . . . . . . . . . . . bssm... : . . . ............ ........ , ......... . ............... .... . ::::::. --, .. — . ...... . .... ----Design 7 = 8.5 Continuous Z---- 10 WF Side Wall -18027-18028 ----Design 8 = 8.5 Simple Z---- 11 WF Side Wall -18029-18030 ---- Design 9 = 8.5 Simple Z---- 12 WF Side Wall -18031-18032 ----Design 10 = 8.5 Continuous Z---- 13 WF Side Wall -18033-18034 ----Design 11 = 8.5 Simple C ---- 14 WF Side Wall -18078 ----Design 12 = 8.5 Simple C---- 15. WF Side Walt -18079 ----Design 13 = 8.5 Simple C---- 16 WF Side Wall -18085 22 WF Side Wall -18093 ---- Design 14 = 8.5 Simple C---- 17 WF Side Wait -18086 ----Design 15 = 8.5 Simple C---- 18 WF Side Wall -18089 ----Design 16 = 8.5 Simple Z---- 19 WF 'Side Wall -18090 ----Design 17 = 8.5 Simple C---- 20 WF Side Wall -18091 24 WF Side Wall -18095 ----Design 18 = 8.5 Continuous Z---- 21 WF Side Wall -18092 ----Design 19 = 8.5 Simple C---- 23 WF Side Wall -18094 ----Design 20 = 8.5 Continuous Z---- 25 WF Side Wall -18096 .... ................................ ................................. ... 0. ...................... ................... ........ X ............. .................. .. . . .... . . ... . ..... ............................... ........ ....................... .. . ... ................... ... . ..a ., ------ ------ ...- Design No. Description Str. No. P1n Nm Plane Type ------Se ment Grouping ------- ---- Design 21 = 8.5 Continuous Z---- 26 ROOF1 Roof -18035-18036-18037-18038-18039 35 ROM Roof -18082-18083-18084-18087-18688 ----Design 22 = 8.5 Continuous Z---- 27 ROOF1 Roof -18040-18041-18042-18043-18044 28 ROOF1 Roof -18045-18046-18047-18048-18049 29 ROOF1 Roof -18050-18051-18052-18053-18054 32 ROOF2 Roof -18065-18066-18067-18068-18069 33 ROOF2 Roof -18070-18071-18072-18073-18074 34 ROOF2 Roof -18075-18076-18077-18080-18081 ----Design 23 = 8.5 Simple EZ---- 30 ROOF1 Roof -18055-18056-18057-18058-18059 ----Design 24 = 8.5 Simple EZ---- 31 ROOF2 Roof -18060-18061-18062-18063-18064 DATE: 02/10/99 T WE: 09:19 PAGE: 33 of 56 Date: 2-10-99 Time: 9:14 Machine: u020 Back Sidewall Ht 14'-0 Back Sw Col Base Elev 0'-0 Front Sidewall Ht 141-0 Front Sw Col Base Elev 0'-0 Distance to Ridge(from Back) : 20'-0 Average Bay Space = 201-0 Beam Bolts to Back Col Face Beam Bolts to Front Col Face A 1.0:12 1.0:12 1 y •�, i 11% � Frame Width ` PRIMARY FRAME •-1 Back VP Buildings Proj 01-8 1/2 Front DESIGN DATA Proj 01-8 1/2 (Project Name: 4515 Rich Stewart) Bldg (VP Quote No.: TQ990206022623) 401-0 (VP Order No.: CA9925212-00) Back Roof Pitch 1.00/12 Frame ID S1 ( Auto Design Strength. Version 3.52 ) Front Frame Type: Rigid Frame Pitch 1.00/12 Frame Back Front Back SW Col: Tapered(Out Fig Vertical) Plane Grid Grid Front SW Col: Tapered(Out Fig Vertical) 8-FL1 A C DATE: 02/10/99 T WE: 09:19 PAGE: 33 of 56 Date: 2-10-99 Time: 9:14 Machine: u020 Back Sidewall Ht 14'-0 Back Sw Col Base Elev 0'-0 Front Sidewall Ht 141-0 Front Sw Col Base Elev 0'-0 Distance to Ridge(from Back) : 20'-0 Average Bay Space = 201-0 Beam Bolts to Back Col Face Beam Bolts to Front Col Face A 1.0:12 1.0:12 1 y •�, i 11% � Frame Width r 381-7 •-1 Back Girt Proj 01-8 1/2 Front Girt Proj 01-8 1/2 Total Bldg Width 401-0 ' Back Roof Pitch 1.00/12 Front Roof Pitch 1.00/12 Back SW Col: Tapered(Out Fig Vertical) Front SW Col: Tapered(Out Fig Vertical) DATE: 02/10/99 T WE: 09:19 PAGE: 33 of 56 Date: 2-10-99 Time: 9:14 Machine: u020 Back Sidewall Ht 14'-0 Back Sw Col Base Elev 0'-0 Front Sidewall Ht 141-0 Front Sw Col Base Elev 0'-0 Distance to Ridge(from Back) : 20'-0 Average Bay Space = 201-0 Beam Bolts to Back Col Face Beam Bolts to Front Col Face A 1.0:12 1.0:12 1 y •�, i 11% � i f r •-1 I 40'-0 Frame Cross Section for Plane FL1 ( 8) PROJECT: 4515 Rich Stewart BUILDING: 40x60x14 J VP Buildings PRIMARY FRAME DESIGN DATA DATE: 02/10/99 (Project Name: 4515 Rich Stewart) TIlVIE• 09:19 (VP Quote No.: TQ990206022623) PAGE: 34 of 56 DESCRIPTION: VP Buildings RIGID FRAMES (Type "RF") are solid -web framing systems consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns. The frame provides a clear span (no interior columns) and is designed to support the applied loads as specified. (AISC Type 1 Construction) ANALYSIS: The boundary conditions established for RIGID FRAMES assume the rafter beam is a fully continuous member, spanning from building eave to building eave, with exterior columns rigidly attached (moment -resisting connection). The Exterior Columns are typically pinned connected (free to rotate) at their base connection to the foundation. DESIGN: RIGID FRAMES are designed in accordance with the AISC "Specification for Structural Steel Buildings", 9th Edition. MATERIAL: Structural steel plate, bar, and/or sheet intended for use in RIGID FRAME bolted and/or welded constructions typically will be of material based on the requirements of ASTM A529, A572, A570, or A607, Grade 50. Back Sidewall Girt Spacings (Base to Eave): PSF Collateral(Gravity): 1 at 3'-10 3/4 1 at 3'-6 1/2 1 at 5'-0 1 at 11-6 3/4 Front Sidewall Girt Spacings (Base to Eave): 2.25 PSF 1 at 7'-5 1/4 1 at 51-1 1/4 1 at 1'-5 1/2 PSF) Frame Dead Load Rafter Purlin Spacings (Ridge to Back Eave): Collateral(Uplt): .00 1 at 1'-6 11/16 3 at 51-0 1 at 3'-2 3/4 1 at 0'-3 5/16 Rafter Purlin Spacings (Ridge to Front Eave): Wind 1 Bldg Use Category 4 1 at 1'-6 11/16 3 at 5'-0 1 at 3'-2 3/4 1 at 0'-3 5/16 Live Load 20.00 PSF Collateral(Gravity): .00 PSF Total Dead Load 3.10 PSF Purlins/Sheeting :. 2.25 PSF Wind Load 80.00 MPH( 17.32 PSF) Frame Dead Load .85 PSF Collateral(Uplt): .00 PSF Total Dead Load 3.10 PSF Building Code 94UBC Wind 1 Bldg Use Category 4 3 1.33 Exposure Factor C. Dead -Seismic Zone 3 + 1.00 Enclosure Factor: Enclosed 4 1.33 N Load Stress Design Case Factor Case DEPTHS LENGTH Load Combinations WEB 1 1.00 Y 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Live 2 1.33 Y 1.00 Dead Weight + 1.00 Wind 1 Right 3 1.33 Y 1.00 Dead Weight + 1.00 Wind 1 Left 4 1.33 N 1.00 Dead Weight + 1.00 Wind 11 Ridge 5 1.33 N 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Seismic Right 6 1.33 N 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Seismic Left MEM FLANGE WEB DEPTHS LENGTH WEIGHT FLANGE WEB SPLICE CODES THICKNESS SHAPE WIDTH THK THK Endl End2 (FT) (LBS) Fy Fy Jtl Jt2 REF. 1 5.00 .1345 .1345 7.00 20.00 13.348 144.74 50.0 50.0 Base Pit Knee 0 0 3 -Plate 2 5.00 .1345 .1345 18.00 9.00 19.359 196.32 50.0 50.0 Knee Bolt Pit 0 0 3 -Plate 3 5.00 .1345 .1345 9.00 17.00 19.359 190.81 50.0 50.0 Bolt Pit Knee 0 0 3 -Plate VP Buildings DESIGN DATA DATE: 02/10/99 (Project Name: 4515 Rich Stewart) T M E: 09:19 (VP Quote No.: TQM06022623) I PAGE: 35 of 56 nron�__wt_ n�tvvcn� nn ".�-• •.".. "•"��"�•� ""� IL/Z14,11( 4Ux0Ux14 �.. ......................................................................................:.:::..::.::.......::::::::::::::::::::::..:: �:::::::::::..:::::. �:::::::•::::::::::::::::.:.::. _::. .. ............... ..�• i'.% :::' r; :%'::: : <; ;:; 2x _ : 2:::::::::: ::<:2:+ r::.: : ? ; : ii: i i : ::% :: { :: :::_::::.:?:: %::_ : %: :;i ?: : '::.................:ti r :.::.................................................... MEM FLANGE WEB DEPTHS LENGTH WEIGHT FLANGE WEB SPLICE CODES THICKNESS SHAPE WIDTH THK THK Endl End2 FT LBS Fy Fy Jtl Jt2 REF. 4 5.00 .1345 .1345 7.00 22.00 13.348 151.58 50.0 50.0 Base Plt Knee 0 0 3 -Plate Mbr it X-Suppt Y-Suppt Momnt X-Disp Y-Disp Rotatn No. No. O=Pin 1=fix in. in.) rad.) 1 1 1 1 0 .0000 .0000 .0000 4 1 1 1 0 .0000 .0000 .0000 Horizontal Clearance SW Columns : 351-1 (Clear Distance between SW Columns at Knee) Vertical Clearance at Back Haunch : 11'-11 3/4 ' Vertical Clearance at Front Haunch : 121-0 15/16 Vertical Clearance at Ridge : 14'-2 7/16 Vertical and horizontal clearances are based on geometry only and do not consider frame deflections. If frame deflection is critical to a clearance, consult VP Buildings for a specific recommendation. SIDE -----BASE LD CASE ---ANCHOR BOLT DATA---- LOAD COMBINATION HORIZONTAL VERTICAL MOMENT LOCATION EXT COL 8.00 X .3750 X 8.00 (2) 3/4 DIA. A36 OS -3 EXT COL 8.00 X .3750 (kips) (kips) (in -kips) Rows 4 -Bolt Rows 4 -Bolt TYPE OUTSIDE INSIDE 1 2 EXT COL 1 D +Cg +L 2.86 6.04 .00 AT .00 FT FROM BACK EXT COL 1 D +Cg +L -2.86 6.04 .00 AT 38.00 FT FROM BACK EXT COL 2 D +W1> -5.31 -4.77 .00 AT .00 FT FROM BACK EXT COL 2 D +W1> -.99 -2.45 .00 AT 38.00 FT FROM BACK EXT COL 3 D +<W1 1.00 -2.45 .00 AT .00 FT FROM BACK EXT COL 3 D +<W1 5.30 -4.77 .00 AT 38.00 FT FROM BACK EXT COL 4 D +WP -.18 -3.61 .00 AT .00 FT FROM BACK EXT COL 4 D +WP .18 -3.61 .00 AT 38.00 FT FROM BACK EXT COL 5 D +Cg +E> .20 1.00 .00 AT .00 FT FROM BACK EXT COL 5 D +Cg +E> -.87 1.43 .00 AT 38.00 FT FROM BACK EXT COL 6 D +Cg +<E .89 1.47 .00 AT .00 FT FROM BACK EXT COL 6 D +Cg +<E -.22 1.05 .00 AT 38.00 FT FROM BACK SIDE -----BASE PLATE DATA---- ---ANCHOR BOLT DATA---- WELDING WIDTH x THK x LENGTH QTY SIZE PATTERN EXT COL 8.00 X .3750 X 8.00 (2) 3/4 DIA. A36 OS -3 EXT COL 8.00 X .3750 X 8.00 (2) 3/4 DIA. A36 OS -3 MEMBER STIFFENER DESCRIPTION LOCATION WEB DEPTH H/T A/H A STIFFENER SIZE SIDES WELDING NUMBER FT. IN.) RATIO RATIO IN. THKNS x WIDTH L - S 1 1 COL./HAUNCH FLG EX 11.99 19.731 .1875 X 2.0000 BOTH STD. CK -OK 4 1 COL./HAUNCH FLG EX 12.10 21.731 .1875 X 2.0000 BOTH STD. CK -OK MBR JT ------- PLATE DATA ------ --------------BOLT DATA ------------- NO. NO. THK x WIDTH x LENGTH BOLT OUTSIDE INSIDE -----CONNECTION CAPACITY ------ SIZE Rows 4 -Bolt Rows 4 -Bolt TYPE OUTSIDE INSIDE 1 2 .3750 X 6.0 X 11- 6 1/ 2 3/4 " DIA A325 3 NO 3 NO EXT 431.1 "K 431.1 "K 2 1 .3750 X 6.0 X 11- 7 0/16 3/4 " DIA A325 3 NO 3 NO EXT 431.1 "K 431.1 "K J -' �VP Buildings DESIGN DATA DATE: 02/10/99 (Project Name: 4515 Rich Stewart) TEWE: 09:19 (VP Quote No.: TQ990206022623) PAGE: 36 of 56 MBR JT ------- PLATE DATA ------ --------------BOLT DATA ------------- Flg Brc?-> not reqd FB REQD(1) not reqd NO. NO. THK x WIDTH x LENGTH BOLT OUTSIDE 2 INSIDE -----CONNECTION CAPACITY ------ FB REQD(1) ' MBR Location 1'-6 61-6 11'-6 16'-6 3 SIZE Rows 4 -Bolt Rows 4 -Bolt TYPE OUTSIDE INSIDE 71-5 1/4 2 2 .3750 X 6.0 X 01-10 0/16 3/4 " DIA A325 1 NO 12 NO EXT 108.4 "K 141.4 "K 3 1 .3750 X 6.0 X 01-10 0/16 3/4 " DIA A325 1 NO 2 NO EXT 108.4 "K 141.4 "K .3 2 .3750 X 6.0 X 11- 6 0/16 3/4 11 DIA A325 3 NO 3 NO EXT 400.4 "K 400.4 "K 4 2 .3750 X 6.0 X 11- 5 1/ 2 3/4 Is DIA A325 3 NO 3 NO EXT 400.4 "K 400.4 "K MBR Location 3'-10 3/4 7'-5 1/4 121-5 1/4 Description 1 Flg Brc?-> not reqd FB REQD(1) not reqd 5.3* MBR Location 2'-10 3/8 71-10 3/8 121-10 3/8 171-10 3/8 2 Flg Brc?-> FB REQD(1) not reqd FB REQD0 ) FB REQD(1) ' MBR Location 1'-6 61-6 11'-6 16'-6 3 Flg Brc?-> FB REQD(1) not reqd FB REQD(1) FB REQD(1) MBR Location 71-5 1/4 12'-6 1/2 4 Flg Brc?-> not reqd not reqd --- ACTUAL FORCES ---- I-- ACTUAL STRESSES --- I--- A L L 0 W A B L E ---- (STRESS CONDITIONS LOCATION Mbr Ld Axial Shear Mmt-X Mmt-Y (Axial Shear Bnd-x Bnd-yl---- STRESS or LOAD -----I Sum % I % No.Case Depth (kips) ki s)(k-in) ki -in) ksi) (ksi) (ksi) (ksi) Axial Shear Bnd-x Bnd-y 1AxL+bnd1 Shear AT 11.99 FT 1 1 20.0 -6.2 -2.6 -371.6 .0 1.54 .96 16.98 .00 14.95 3.86 18.57 18.57 I .997 I .248 AT .74 FT 2 1 18.0 -3.4 4.9 -351.8 .0 .91 2.02 18.65 .00 18.01 4.78 19.51 19.51 11.002 I .423 AT 17.61 FT 3 1 17.0 -3.4 -4.9 -343.0 .0 .94 2.12 19.68 .00 18.39 5.37 20.04 20.04 11.029 I .395 AT 12.10 FT 4 1 22.0 -6.2 2.5 -368.9 .0 1.45 .86 14.71 .00 4.66 3.19 17.77 17.77 11.020 I .270 Location Depth Area Rx Ry Lx Ly -1 Ly -2 KLx KLyl KLy2 Sx Lb -1 Rt -1 Lb -2 Rt -2 Qs Ga Cb1 Cbl Mn Dist In) (In2) In) in In) In) (In) Rx /R R (In3) In) (In) (In) (In) 1 11.99 20.00 4.00 7.40 .84 143.9 54.6 17.0 29.2 65.2 20.3 21.88 54.6 1.14 17.0 1.13 .62 1.00 1.21 1.02 2 .74 18.00 3.73 6.75 .87 213.4 17.0 15.7 31.6 19.6 18.1 18.87 17.0 1.16 15.7 1.16 .65 1.00 1.02 1.11 3 17.61 17.00 3.60 6.42 .88 211.3 13.6 17.4 32.9 15.4 19.7 17.43 13.6 1.17 17.4 1.17 .67 1.00 1.09 1.03 4 12.10 22.00 4.27 8.04 .81 145.1 145.1 17.4 27.1 179.0 21.5 25.07 145.1 1.13 17.4 1.11 .59 1.00 1.75 1.03 Column Horz. Horz. Vert. Vert. Moment Description In Out Down Uplift (+ Ctr-Clk) Back Sidewall Col. 5.3* 2.9 6.0 4.8* .0 Front Sidewall Col. 5.3* 2.9 6.0- 4.8* .0 (* Load Case indicates Stress Increase = 1.33) Column <--- Base Plate Data ---> <--- Anchor Bolt Data ---> Description Width Length Numb. Dia. Type Back Sidewall Col. 8" x 8" (2) 3/4 A36 Front SidewalL Col. 8" x 8" (2) 3/4 A36 VP Buildings Frame ID : S2 ( Auto Design Strength Version 3.52 ) Frame Type: End Posts Bk -Bk C Frame Back Front Plane Grid Grid 8-FL1 A C T ��o�r GaNN, Z o L'S • NcLFS n t� L'� z'' Zai I 06TAI L DATE: 02/10/99 TWE: 09:19 PAGE: 37 of 56 Date: 2-10-99 Time: 9:14 Machine: u020 EOE. -jt) caN4• i>' Cow`N U.E Y 3/g Ff r1G--�? I I Lr?Er � US=T T}i zr,sp5. 13�1�x I ��8 /"2+• s�� T5 I r 1.0:12 �„� 1.0:12 —,-n 13/16 20'-o iai,._ 40'-0 Frame Cross Section for Plane FL1 ( S) PROJECT: 4515 Rich Stewart BUILDING: 40x60x14 a VP Buildings PRIMARY FRAME DESIGN DATA (Project Name: 4515 Rich Stewart) ivo n ....a U... f%1tM1G72. (VP Order No.: CA9925212-00) DATE: 02/10/99 TEWE: 09:19 35 Ot 56 DESCRIPTION: VP Buildings FRAMES are typically solid -web framing systems consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns, and are designed to support the applied loads as specified. (AISC Type 1 Construction) ANALYSIS: The boundary conditions established for VP Buildings FRAMES assume the rafter beam is a fully continuous member, spanning from building eave to building eave, with exterior columns rigidly attached (moment -resisting connection). The Exterior Columns and Interior Columns, if any, are typically pinned connected (free to rotate) at their base connection to the foundation. DESIGN: VP Buildings FRAMES are designed in accordance with the AISC "Specification for Structural Steel Buildings", 9th Edition. MATERIAL:' Structural steel plate, bar, and/or sheet intended for use in VP Buildings FRAME welded constructions typically will be of material based on the requirements of ASTM A529, A572, A570, or A607, Grade 50. End Post Girt Spacings (Base to Rafter): 1 at 3'-10 3/4 1 at 3'-6'1/2 1 at 51-0 1 at 31-2 3/4 Live Load 20.00 PSF Collateral(Gravity): .00 PSF Total Dead Load 2.00 PSF Purlins/Sheeting 2.00 PSF Wind Load 80.00 MPH( 17.32 PSF) Frame Dead Load .00 PSF Collateral(Uplt): .00 PSF' Total Dead Load 2.00 PSF Building Code 94UBC Bldg Use Category 4 Exposure Factor C Seismic Zone 3 Enclosure Factor: Enclosed Load Stress Design Case Factor Case Load Combinations 1 1.00 Y 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Live 2 1.33 Y 1.00 Dead Weight + 1.00 Wind 1 Right 3 ,1.33 Y 1.00 Dead Weight + 1.00 Wind 1 Left 4 1.33 N 1.00 Dead Weight + 1.00 Wind 11 Ridge 5 1.33 N 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Seismic Right 6 1.33 N 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Seismic Left MEM FLANGE WEB DEPTHS LENGTH WEIGHT FLANGE WEB SPLICE CODES THICKNESS SHAPE WIDTH THK THK Endl End2 (FT) (LBS) Fy Fy Jt1 Jt2 REF. 5 5.00 .8598• .+488 8.50 8.50 15.667 90.42 55.0 55.0 Base Pit Shop Spl -i3'tS •i;�F� 33 Mbr it X-Suppt Y-Suppt Momnt X-Disp Y-Disp Rotatn No. No. O=Pin 1=Fix) in. (in.) rad.) 5 1 1 1 0 .0000 .0000 .0000 5 2 1 0 0 .0000 .0000 .0000 PRIMARY FRAME VP Buildings DESIGN DATA DATE: 02/10/99 (Project Name: 4515 Rich Stewart) TIME: 09:19 (VP Quote No.: • TQ990206022623) PAGE: 39 of 56 (VP Order No.: CA9925212-00) [27214.1) (40x60x14) ......... .. .......... .. ........................ ....... ..................... ..... ......... . ........... .............. OF ......... MEW - ---- - --------- - ............... ............ ............ Mbr Joint No. No. 5 2 ................................................................................. ........... .. .... : -*--**--:-:-:-:-,-*-- .... -* ........ * .............. ............................ . ............ .............................................................. ......... ........... .............................. .. ........................................................ ......... ................................................................. ...................... .................................. ................................ .......................................... .............................. ... .............................. �,&-,---- 2.., ............ --- -- -- -------- ---- -- - - ------- -- ........................ ... ....................... ................ .............. ..... .............. .. ........... .......... ............... ....... ....... ... ............... ......... . . . . ................. ........... ....... . ............. .................... ............. .............. ................... . iiiiii. . .......... . LO CASE LOAD COMBINATION HORIZONTAL VERTICAL MOMENT LOCATION (kips) (kips) (in -kips) END POST 1 D +Cg +L .00 .09 .00 AT 20.00 FT FROM BACK END POST 2 D +Wl> 2.43 .09 .00 AT 20.00 FT FROM BACK END POST 3 D -Wl -2.43 .09 .00 AT 20.00 FT FROM BACK END POST 4 D +WP .00 .09 .00 AT 20.00 FT FROM BACK END POST 5 D +Cg +E> .00 .09 .00 AT 20.00 FT FROM BACK END POST 6 D +Cg -E .00 .09 .00 AT 20.00 FT FROM BACK .. ......... ..... ...... - ....... ................................. ... ....... .. ...... ............................. x"' ...... .. .... .. ......................... ............ . ............................... ... .................. :, .............................. ......................... .. ........... ... ............ ............................ . ... .. ... . ................................... ....... .... ............................... ...... ........ . .. . .. .. ......... ..... .................... SIDE -----BASE PLATE DATA---- ---ANCHOR BOLT DATA---- WELDING WIDTH x THK x LENGTH QTY SIZE PATTERN END POST 8.00 X .3750 X 10.00 (2) 3/4 DIA. A36 .. ................................ ......... ......... .... . . ......................... .......................................... .......... . ... ......................................... *-:-.,-',-.-:: ...................... ... .... ....... ....... ... . . .. ...... * ....... .... .... .. ....... .. ....... .................................................... .. ............. X.: .... ....... ...................... .. ....... ... ......... .......... * ............. ........ ....................... . .. ..... ........................ .. ... . .. . . : ... : .......................... . ..... . ................... MBR JT ------- PLATE DATA ------ --------------BOLT DATA ------------- NO. NO. THK x WIDTH x LENGTH BOLT OUTSIDE INSIDE ----- CONNECTION CAPACITY ------ SIZE Rows 4 -Bolt Rows 4 -Bolt TYPE OUTSIDE INSIDE ............ ... X...... " . * .. - . . :. x .... . .. ............................................. .. ...... .. ................... MR....... M .................... ............. ... .................................... .......................................... . . ...... ....... .. .. . .... .................. .............. ....................... ............................... XXXXXX.."...': .... ....................... .... .............. :.: .... ................ x MBR Location 31-10 3/4 71-5 1/4 121-5 1/4 5 FL9 Brc?-> not reqd not reqd not reqd* - FLANGE BRACE REMOVED DUE TO SHALLOW COLUMN DEPTH ...... . ...... ............................................................. ................... .. ..... .... *"*'** ... .......... ............. ....... ............................................. ......................... ............... ............. ------ ... . ..... .... ........ ... ... ............ .. ................................... .... w, & IFM- N.: HEIM .,es&-. A .................. ............ . .... .................... ................ --- ACTUAL FORCES ---- ACTUAL STRESSES --- A L L 0 W A B L E---- STRESS CONDITIONS LOCATION Mbr Ld Axial Shear Mmt-X Mmt-Y lAxial Shear Bnd-x Bnd-yl ---- STRESS or LOAD -----I SLan No.Case Depth (kips) (kips)(k-in) (kip-in)l(ksi) (ksi) (ksi) (ksi)iAxiaL Shear Bnd-x Bnd-y lAxL+bndl Shear AT 7.83 FT 5 2 8.5 -.1 .0 -113.9 .0 29.85 5.89 136.59 33.1T 1 .837 1 .002 Location Depth Area Rx Ry Lx Ly -1 Ly -2 KLx KLyl KLy2 Sx Lb -1 Rt -1 Lb -2 Rt -2 Os Oa Cbl Cbl Mn Dist In On2) In (In) (In) (In) In /Rx /Ry /Ry OnD (In) (in) On) (in) 5 7.83 8.50 1.70 3.23 1.13 188.0 60.0 58.2 53.0 3.72 102.5 1.00 ................................. ... ........... ........ .............. MA-MMUM: Fob. t W'. ................... ... .. .... . ...................... ........... . ......... x ... ............. . ....... : .......................... ........... .................. * ....... .... ... .... . ..... . . ..... Column Horz. Horz. Vert. Vert. Moment Description In out Down Uplift (+ Ctr-CLk) End Post No. 1 2.4* 2.4* .1 .0 .0 Load Case indicates Stress Increase = 1.33) Y ♦ 1 BuilWLp DESIGN DATA DATE: 02/10/99 (Project Name: 4515 Rich Stewart) TME: 09.19 (VP Quote No.: TQ990206022623) PAGE: 40.0E 56 nm nom__ v_ _ n •rv�nenn m� �VP Building PRIMARY FRAME DESIGN DATA (Project Name: 4515 Rich Sm -wart) DATE: 02/10/99 TIlAE: 09:19 w 38'-7 .'4 PRIMARY FRAME 0'-8 1/2 Back Sidewall Ht VP Buildings Front Girt Proj : 0'-8 1/2 Front Sidewall Ht 14'-0 DESIGN DATA Bldg Width : 401-0 (Project Name: 4515 Rich Stewart) Roof Pitch : 1.00/12 (VP Quote No.: TQ990206022623) Front Roof Pitch : (VP Order No.: CA9925212-00) Average Bay Space } .......... s. Back SW Col: Tapered(Out Flg Vertical) Frame ID S3 ( Auto Design Strength Version 3.52 ) SW Col: Tapered(Out Flg Vertical) Frame Type: Rigid Frame Frame Back Front Frame Back Front Plane Grid Grid Plane Grid Grid 941.2 A C 10-FL3 A C Frame Width 38'-7 Back Girt Proj . 0'-8 1/2 Back Sidewall Ht 14'-0 Front Girt Proj : 0'-8 1/2 Front Sidewall Ht 14'-0 Total Bldg Width : 401-0 Back Roof Pitch : 1.00/12 Front Roof Pitch : 1.00/12 Average Bay Space = 19'-9 Back SW Col: Tapered(Out Flg Vertical) Front SW Col: Tapered(Out Flg Vertical) Distance to Ridge(from Back) : 201-0 Beam Bolts to Back Cot Face Beam Bolts to Front Col Face DATE: 02/10/99 TEWE: 09:19 PAGE: 42 of 56 1 (40z60z14) Date: 2-10-99 Time: 9:14 Machine: u02O Back Sw Col Base Elev : 0'-0 Front Sw Col Base Elev : 0'-0 A 1.0:12 1.0:12 --n 13/16 20'-n i,/.- 40'-0 Frame Cross Section for Plane FL2 ( 9) PROJECT: 4515 Rich Stewart BUILDING: 40x60x14 �VP Buildings PRIMARY FRAME DESIGN DATA (Project Name: 4515 Rich Stewart) (VP Quote No.: TQ990206022623) (VP Order No.: CA9925212-00) DATE: 02/10/" TDO: 09:19 PAGE: 43 of 56 0111A 11 [AinvKnv1A1 . ... . .. ........ . .... . ............ ...... DESCRIPTION: VP Buildings RIGID FRAMES (Type "RF") are solid -web framing systems consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns. The frame provides a clear span (no interior columns) and is designed to support the applied Loads as specified. (AISC Type 1 Construction) ANALYSIS: The boundary conditions established for RIGID FRAMES assume the rafter beam is a fully continuous member, spanning from building eave to building eave, with exterior columns rigidly attached (moment -resisting connection). The Exterior Columns are typically pinned connected (free to rotate) at their base connection to the foundation. DESIGN: RIGID FRAMES are designed in accordance with the AISC "Specification for Structural Steel Buildings", 9th Edition. MATERIAL: Structural steel plate, bar, and/or sheet intended for use in RIGID FRAME bolted and/or welded construrtions typically will be of material based on the requirements of ASTM A529, A572, A570, or A607, Grade 50. .. .... . .... ... . .. . .... ... .................... ... ..... . . ... .. ... .... .-X-:X`-,` X ... . ..... ....... .. ... . . ........................... ..: ... ------------- .............. Back SidewaLL Girt Spacings (Base to Eave): 1 at 31-10 3/4 1 at 31-6 112 1 at 51-0 1 at 11-6 3/4 Front SidewaLL Girt Spacings (Base to Eave): 1 at 71-5 1/4 1 at 51-1 1/4 1 at 11-5 1/2 Rafter PurLin Spacings (Ridge to Back Eave): 1 at 11-6 11/16 3 at 51-0 1 at 31-2 3/4 1 at 01-3 5/16 Rafter PurLin Spacings (Ridge to Front Eave): 1 at 11-6 11/16 3 at 51-0 1 at 31-2 3/4 1 at 01-3 5/16 ................ ......... .......... ... ............... ................................. ............ ........................... % ............. . ............................ . ........ .... ................. ................................. .... .................... % ................................. .... .............. ..... ........... .......... ......................... ...... .... ..... Live Load 20.00 PSF ColtateraL(Gravity): .00 PSF Total Dead Load 3.22 PSF Purlins/Sheeting 2.25 PSF Wind Load 80.00 MPH( 17.32 PSF) Frame Dead Load .98 PSF CotLaterat(Upft): .00 PSF Total Dead Load 3.22 PSF Building Code : 94UBC Bldg Use Category 4 Exposure Factor : C Seismic Zone 3 Enclosure Factor: Enclosed Load Stress Design Case Factor Case Load Combinations 1 1.00 Y 1.00 Dead Weight + 1.00 CoLlat Grav + 1.00 Live 2 1.33 Y 1.00 Dead Weight + 1.00 Wind 1 Right 3 1.33 Y 1.00 Dead Weight + 1.00 Wind 1 Left 4 1.33 Y 1.00 Dead Weight + 1.00 Wind 11 Ridge 5 1.33 N 1.00 Dead Weight + 1.00 ColLat Grav + 1.00 Seismic Right 6 1.33 N 1.00 Dead Weight + 1.00 CoLtat Grav + 1.00 Seismic Left User Defined Point Loads( +Vert = Up +Horz = Right +Moment = Counterclockwise ) Frm Segmt Load VertLd HorzLd Momnt Load Prjctn Load Load Distnc-Ft Suppt Load Loading ID No. Category (kips) (kips) (In -K) Reference Code Dist Vert Horz Code Type Combinations S3 2002 Horz PtLd .00 3.60 0. Out FLang V 19.99 .00 19.92 No Wind 1 Right 2 S3 2002 Horz PtLd .00 -3.60 0. Out FLang V 19.99 .00 19.92 No wind 1 Left 3 S3 2002 Horz PtLd .00 -3.60 0. Out Flang V 19.99 .00 19.92 No Wind 11 Ridge 4 VP Buildings PRIMARY FRAME DESIGN DATA (Project Name: 4515 Rich Stewart) (VP Quote No.: TQ990206022623) (VP Order No.: CA9925212-00) Segment Segment Segment Start X/Y End X/Y No. Length -Ft. Type Coord-Ft. Coord-Ft. 2002 20.07 RafterBm .00 14.00 20.00 15.67 DATE: 02/10/99 THAE: 09:19 PAGE: 44 of 56 [27214,1] (40x6Ox14) Version 3.52 MEM FLANGE WEB DEPTHS LENGTH WEIGHT FLANGE WEB SPLICE CODES THICKNESS SHAPE .0000 WIDTH THK THK Endl End2 FT LBS Fy Fy Jt1 Jt2 REF. D 1 5.00 .1875 .1345 7.00 17.00 13.348 157.39 50.0 50.0 Base Pit Knee 0 0 3 -Plate 2 5.00 .1875 .1345 17.00 9.00 19.359 228.57 50.0 50.0 Knee Bolt Pit 0 0 3 -Plate 3 5.00 .1875 .1345 9.00 17.00 19.359 228.57 50.0 50.0 Bolt Pit Knee 0 0 3 -Plate 4 5.00 .1875 .1345 7.00 17.00 13.348 157.39 50.0 50.0 Base Pit Knee 0 0 3 -Plate Horizontal Clearance SW Columns : 35'-9 (Clear Distance between SW Columns at Knee) Vertical Clearance at Back Haunch : 121-0 1/2 Vertical Clearance at Front Haunch : 12'-0 1/2 Vertical Clearance at Ridge : 14'-2 7/16 Vertical and horizontal clearances are based on geometry only and do not consider frame deflections. If frame deflection is critical to a clearance, consult VP Buildings for a specific recommendation. Mbr Jt X-Suppt Y-Suppt Momnt X-Disp Y-Disp Rotatn No. No. O=Pin 1=Fix) in. in.) rad. 1 1 1 1 0 .0000 .0000 .0000 4 1 1 1 0 .0000 .0000 .0000 Horizontal Clearance SW Columns : 35'-9 (Clear Distance between SW Columns at Knee) Vertical Clearance at Back Haunch : 121-0 1/2 Vertical Clearance at Front Haunch : 12'-0 1/2 Vertical Clearance at Ridge : 14'-2 7/16 Vertical and horizontal clearances are based on geometry only and do not consider frame deflections. If frame deflection is critical to a clearance, consult VP Buildings for a specific recommendation. LD CASE LOAD COMBINATION HORIZONTAL VERTICAL MOMENT LOCATION (kips) (kips) (in -kips) EXT COL 1 D +Cg +L 2.70 6.01 .00 AT .00 FT FROM BACK EXT COL 1 D +Cg +L -2.70 6.01 .00 AT 38.00 FT FROM BACK EXT COL 2 D +W1> -6.93 -6.08 .00 AT .00 FT FROM BACK EXT COL 2 D +W1> -2.89 -.95 .00 AT 38.00 FT FROM BACK EXT COL ' 3 D +<W1 2.89 -.95 .00 AT .00 FT FROM BACK EXT COL 3 D +<W1 6.93 -6.08 .00 AT 38.00 FT FROM BACK EXT COL 4 D +WP 1.71 -2.10 .00 AT .00 FT FROM BACK EXT COL 4 D +WP 1.89 -4.93 .00 AT 38.00 FT FROM BAG( EXT COL 5 D +Cg +E> .19 1.04 .00 AT .00 FT FROM BACK EXT COL 5 D +Cg +E> -.85 1.46 .00 AT 38.00 FT FROM BACK EXT COL 6 D +Cg +<E .86 1.51 .00 AT .00 FT FROM BACK EXT COL 6 D +Cg +<E -.20 1.08 .00 AT 38.00 FT FROM BACK ASE3 A f 15 1T� ' '<...........................<` > ............................................................................................................ »' ><»<> >>><;<<?> ` >< s `> <».................................................. > < <« <> <<><>>»<>> SIDE -----BASE PLATE DATA---- ---ANCHOR BOLT DATA---- WELDING WIDTH x THK x LENGTH OTY SIZE PATTERN EXT COL 9.00 X .3750 X 8.00 (2) 1 DIA. A36 OS -3 EXT COL 8.00 X .3750 X 8.00 (2) 3/4 DIA. A36 OS-3 t)MI4AI� ....................................................................................................... ............................ MEMBER STIFFENER DESCRIPTION LOCATION WEB DEPTH H/T A/H A STIFFENER SIZE SIDES WELDING NUMBER (FT.) (IN. RATIO RATIO IN. THKNS x WIDTH L - S 1 1 COL./HAUNCH FLG EX 12.05 16.625 1 .1875 X 2.0000 BOTH STD. CK -OK 1 2 DIAGONAL KNEE STF. (ALT: WEB THKNS W/O STIFF = .1644) 1 .1875 X 2.0000 ONE PRIMARY FRAME VP Builfflngs DESIGN DATA DATE: 02/10/99 (Project Name: 4515 Rich Stewart) TDAE: 09:19 (VP Quote No.: TQ990206022623) PAGE: 45 of 56 (VP Order No.: CA9925212-W) [27214.11 (40x6OxI4) ...... ........ ..................... ------------------- ------ . ................................. ............. ... . . ...... 7 ......... . .... . . ... . ... .... ...................... MMNWW�i�i . ........... I ..... MEMBER STIFFENER DESCRIPTION LOCATION WEB DEPTH H/T A/H A STIFFENER SIZE SIDES WELDING NUMBER (FT.) IN. RATIO RATIO IN. THKNS x WIDTH L - S 4 1 COL./HAUNCH FLG EX 12.05 16.625 .1875 X 2.0000 BOTH STD. CK-OK 4 2 DIAGONAL KNEE STF. (ALT: WEB THKNS W/O STIFF = .1644) I .1875 X 2.0000 ONE .... .......... . ............................... .......... ......... ................................ ....... ....... ........... ........ .... . X. X, ................................ - - . - : - ... ..... ....................... ........... .. ............................ ..... ... . ........ ....................... .. % .......... 0 ..................... ............................. . . - ... .......... - : .:. .......... X111. % ......... ........ . . . ........ ........................................ MBR JT ------- PLATE DATA ------ --------------BOLT DATA ------------- NO. NO. THK x WIDTH x LENGTH BOLT OUTSIDE INSIDE ----- CONNECTION CAPACITY------ SIZE Rows 4-Bolt Rows 4-Bolt TYPE OUTSIDE INSIDE 1 2 .5000 X 6.0 X 11- 5 1/ 2 3/4 DIA A325 1 NO 2 NO EXT 421.3 "K 585.5 "K 2 1 .5000 X 6.0 X 11- 6 0/16 3/4 DIA A325 1 NO 2 NO EXT 421.3 "K 585.5 "K 2 2 .5000 X 6.0 X 01-10 0/16 3/4 DIA A325 1 NO I NO EXT 194.7 "K 194.7 "K 3 1 .5000 X 6.0 X 01-10 0/16 3/4 11 DIA A325 1 NO I NO EXT 1947.?"K 194.7 "K 3 2 .5000 X 6.0 X 11- 6 0/16 3/4 DIA A325 1 NO 2 NO EXT 421.3 "K 585.5 "K 4 2 .5000 X 6.0 X 11- 5 1/ 2 3/4 DIA A325 1 NO 2 NO EXT 421.3 "K 585.5 11K ...... ........ . ........................ . .. ... ................................. ................................ . ..... .......................... ......... .... ........... . .... .... ............ .... ...... ............ ... ...... *........'...........'.*...'�..'.'....... MANGE "XI.,11"', .... ............. X ................................. .. ............ ... . . . . . ... .... ....... MBR Location 31-10 3/4 71-5 1/4 121-5 1/4 1 Fig Brc?-> not reqd FS REOD(2) not reqd MBR Location 21-10 3/8 71-10 3/8 121-10 3/8 171-10 3/8 2 Fig Brc?-> FB REQD(2) not reqd FB REQD(1) FB REQD(1) MBR Location 11-6 61-6 111-6 161-6 3 Fig Brc?-> FB REQD(1) not reqd FB REQD(1) FB REQD(2) MBR Location 71-5 1/4 121-6 1/2 4 Fig Brc?-> FB REQD(1) not reqd ........................ ........... .. ........ .. ....... ......... ........... ... ......... ....... . ........... .... .. X. ......... . .. .. ....... .......... ............... .... ............... ................................ UfW V '-C .. ---- -------------- . . ....................... --- ACTUAL FORCES ---- ACTUAL STRESSES --- --- A L L 0 W A B L E---- STRESS CONDITIONS LOCATION Mbr Ld Axial Shear Mmt-X Mmt-Y JAxiaL Shear Bnd-x Bnd-yl---- STRESS or LOAD -----I SLffn % I % No.Case Depth (kips) (kips)(k-in) (kip-in)1(ksi) (ksi) (ksi) (ksi)lAxiai Shear Bnd-x Bnd-y lAxL+bndl Shear AT 12.05 FT 1 2 17.0 6.2 3.4 733.5 .0 1.51 1.50 33.88 .00 40.00 7.26 34.19 34.19 I .991 I .206 AT .63 FT 2 2 17.0 3.7 -5.5 721.8 .0 .91 2.41 33.35 .00 40.00 7.26 34.19 34.19 I .975 I .333 AT 18.03 FT 3 3 17.0 3.7 5.5 ...721.6 .0 .90 2.41 33.33 .00 40.00 7.26 34.19 34.19 I .975 I .333 AT 12.05 FT 4 3 17.0 6.2 -3.4 733.3 .0 1.51 1.50 33.87 .00 40.00 7.26 34.19 34.19 I .991 I .206 Location Depth Area Rx Ry Lx Ly-1 Ly-2 KLx KLyl KLy2 Sx Lb-1 Rt-1 Lb-2 Rt-2 Gs Oa Cb1 Cbl Mn Dist In (In2) In In In In (In) /Rx /Ry /Ry (In3) In) (in) (In) In 1 12.05 17.00 4.11 6.69 .98 144.6 55.3 15.3 32.4 56.7 15.7 21.65 55.3 1.24 15.3 1.24 .85 1.00 1.17 1.01 2 .63 17.00 4.11 6.69 .98 216.3 15.3 18.7 32.3 15.7 19.1 21.65 15.3 1.24 18.7 1.24 .85 1.00 1.01 1.07 3 18.03 17.00 4.11 6.69 .98 216.3 18.7 15.3 32.3 19.1 15.7 21.65 18.7 1.24 15.3 1.24 .85 1.00 1.07 1.01 4 12.05 17.00 4.11 6.69 .98 144.6 55.3 15.3 32.4 56.7 15.7 21.65 55.3 1.24 15.3 1.24 .85 1.00 1.17 1.01 ......... ................................ . . .................. ............................... ..... : ................ ............ ..... ..... . .............................................. - ":: : .... . ........... ............ ..... .... . M"i .... .. ....... ... ....... ....... .. .... .... Column Horz. Horz. Vert. Vert. Moment Description In Out Down Uplift (+ Ctr-Cik) Back Sidewatt Col. 6.9* 2.9* 6.0 6.1* .0 Front SidewaLL Col. 6.9* 2.9* 6.0 6.1* .0 LJ . �VP Buildings PRIMARY FRAME DESIGN DATA (Project Name: 4515 Rich Stewart) (VP Quote No.: TQ990206022623) (VP Order No.: CA9925212-00) DATE: 02/10/99 TEWE: 09:19 PAGE: 46 of 56 [27214.11 (40x60x14) r �VP Buildings PRIMARY FRAME DESIGN DATA (Project Name: 4515 Rich Stewart) Am /L...w W- T/Wd17lKM9C'fR\ DATE: 02/10/99 TWE: 09:19 �VP Buildings PRIMARY FRAME DESIGN DATA (Project Name: 4515 Rich Stewart) (VP Quote No.: TQ990206022623) DATE: 02/10/99 TME: 09:19 PAGE: 49 of 56 Frame Width 381-7 Back Girt Proj . 01-8 1/2 Front Girt Proj . 01-8 1/2 Total Bldg Width : 401-0 Back Roof Pitch : 1.00/12 Front Roof Pitch : 1.00/12 Back SW Col: Tapered(Out Flg Vertical) Front SW Col: Tapered(Out Flg Vertical) Back Sidewall Ht 141-0 Front Sidewall Ht 141-0 Distance to Ridge(from Back) : 20'-0 Average Bay Space = 201-0 Beam Bolts to Back Col Face Beam Bolts to Front Col Face Back Sw Col Base Elev 0'-0 Front Sw Col Base Elev 0'-0 A 1.0:12 1.0:12 ...., _n 13/16 20'-n ,��,_ 40'-0 Frame Cross Section for Plane FL4 (11) PROJECT: 4515 Rich Stewart BUILDING: 40x60x14 �VP Buildings PRIMARY FRAME DESIGN DATA DATE: 02/10/99 (Project Name: 4515 Rich Stewart) TME: 09:19 (VP Quote No.: TQM06022623) PAGE: 49 of 56 DESCRIPTION: VP Buildings RIGID FRAMES (Type "RF") are solid -web framing systems consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns. The frame provides a clear span (no interior columns) and is designed to support the applied loads as specified. (AISC Type 1 Construction) ANALYSIS: The boundary conditions established for RIGID FRAMES assume the rafter beam is a fully continuous member, spanning from building eave to building eave, with exterior columns rigidly attached (moment -resisting connection). The Exterior Columns are typically pinned connected (free to rotate) at their base connection to the foundation. DESIGN: RIGID FRAMES are designed in accordance with the AISC "Specification for Structural Steel Buildings", 9th Edition. MATERIAL: Structural steel plate, bar, and/or sheet intended for use in RIGID FRAME bolted and/or welded constructions typically will be of material based on the requirements of ASTM A529, A572, A570, or A607, Grade 50. Back Sidewall Girt Spacings (Base to Eave): 1 at 3'-10 3/4 1 at 3'-6 1/2. 1 at 51-0 Front Sidewall Girt Spacings (Base to Eave): 1 at 7'-5 1/4 1 at 51-1 1/4 1 at 1'-5 1/2 Rafter Purlin Spacings (Ridge to Back Eave): 1 at 1'-6 11/16 3 at 5'-0 1 at 3'-2 3/4 Rafter Purlin Spacings (Ridge to Front Eave): 1 at 1'-6 11/16 3 at 51-0 1 at 31-2 3/4 1 at 1'-6 3/4 1 at 0'-3 5/16 1 at 0'-3 5/16 Live Load 20.00 PSF Collateral(Gravity): .00 PSF Total Dead Load 3.10 PSF Purlins/Sheeting 2.25 PSF Wind Load 80.00 MPH( 17.32 PSF) Frame Dead Load .85 PSF Collateral(Uplt): .00 PSF Total Dead Load 3.10 PSF Building Code 94UBC Exposure Factor C Enclosure Factor: Enclosed Load Stress Design Bldg Use Category 4 Seismic Zone 3 1 1.00 Y 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Live 2 1.33 Y 1.00 Dead Weight + 1.00 Wind 1 Right 3 1.33 Y 1.00 Dead Weight + 1.00 Wind 1 Left 4 1.33 N 1.00 Dead Weight + 1.00 Wind 11 Ridge 5 1.33 N 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Seismic Right 6 1.33 N 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Seismic Left MEM FLANGE WEB DEPTHS LENGTH WEIGHT FLANGE WEB SPLICE CODES THICKNESS SHAPE WIDTH THK THK Endl End2 FT (LBS) Fy Fy Jt1 Jt2 REF. 1 5.00 .1345 .1345 7.00 20.00 13.348 144.74 50.0 50.0 Base Pit Knee 0 0 3 -Plate 2 5.00 .1345 .1345 18.00 9.00 19.359 196.32 50.0 50.0 Knee Bolt Pit 0 0 3 -Plate 3 5.00 .1345 .1345 9.00 18.00 19.359 196.31 50.0 50.0 Bolt Pit Knee 0 0 3 -Plate i VP Buildings PRIMARY FRAME DESIGN DATA DATE: 02/10/99 (Project Name: 4515 Rich Stewart) TDR: 09.19 (VP Quote No.: TQ990206W623) PAGE: 50 of 56 1 M\ Mbr Jt X-Suppt Y-Suppt Momnt �•• "•""• ••".. "•""""'•" ""� L/L14 1 4VxOVx.�14Q No. No. O=Pin 1=Fix in. in. (rad. MEM FLANGE WEB DEPTHS LENGTH WEIGHT FLANGE WEB SPLICE CODES THICKNESS SHAPE WIDTH THK THK Endl End2 FT LBS Fy Fy Jt1 Jt2 REF. 4 5.00 .1345 .1345 7.00 20.00 13.348 144.74 50.0 50.0 Base Plt Knee 0 0 3 -Plate Mbr Jt X-Suppt Y-Suppt Momnt X-Disp Y-Disp Rotatn No. No. O=Pin 1=Fix in. in. (rad. 1 1 1 1 0 .0000 .0000 .0000 4 1 1 1 0 .0000 .0000 .0000 Horizontal Clearance SW Columns : 35/-3 (Clear Distance between SW Columns at Knee) Vertical Clearance at Back Haunch : 11/-11 3/4 Vertical Clearance at Front Haunch : 111-11 3/4 Vertical Clearance at Ridge : 14'-2 7/16 Vertical and horizontal clearances are based on geometry only and do not consider frame deflections. If frame deflection is critical to a clearance, consult VP Buildings for a specific recommendation. SIDE -----BASE LD CASE ---ANCHOR BOLT DATA---- LOAD COMBINATION HORIZONTAL VERTICAL MOMENT PATTERN LOCATION .3750 X 8.00 (2) 3/4 DIA. A36 OS -3 EXT COL 8.00 X .3750 X 8.00 (kips) (kips) (in -kips) .1875 X 2.0000 BOTH STD. CK -OK .3750 X EXT COL 1 D +Cg +L 2.84 6.04 .00 AT .00 FT FROM BACK EXT COL 1 D +Cg +L -2.84 6.04 .00 AT 38.00 FT FROM BACK EXT COL 2 D +W1> -5.30 -4.77 .00 AT .00 FT FROM BACK EXT COL 2 D +W1> -1.01 -2.45 .00 AT 38.00 FT FROM BACK EXT COL 3 D -W1 1.01 -2.45 .00 AT .00 FT FROM BACK EXT COL 3 D -W1 5.30 -4.77 .00 AT 38.00 FT FROM BACK EXT COL 4 D +WP -.18 -3.61 .00 AT .00 FT FROM BACK EXT COL 4 D +WP .18 -3.61 .00 AT 38.00 FT FROM BACK EXT COL 5 D +Cg +E> .20 1.00 .00 AT .00 FT FROM BACK EXT COL 5 D +Cg +E> -.86 1.43 .00 AT 38.00 FT FROM BACK EXT COL 6 D +Cg -E .88 1.47 .00 AT .00 FT FROM BACK EXT COL 6 D +Cg -E -.21 1.05 .00 AT 38.00 FT FROM BACK SIDE -----BASE PLATE DATA---- ---ANCHOR BOLT DATA---- WELDING WIDTH x THK x LENGTH OTY SIZE PATTERN EXT COL 8.00 X .3750 X 8.00 (2) 3/4 DIA. A36 OS -3 EXT COL 8.00 X .3750 X 8.00 (2) 3/4 DIA. A36 OS -3 MEMBER STIFFENER DESCRIPTION LOCATION WEB DEPTH H/T A/H A STIFFENER SIZE SIDES WELDING NUMBER FT.) (IN.) RATIO RATIO (IN.) THKNS x WIDTH L - S 1 1 COL./HAUNCH FLG EX 11.99 19.731 .1875 X 2.0000 BOTH STD. CK -OK 4 1 COL./HAUNCH FLG EX 11.99 19.731 .1875 X 2.0000 BOTH STD. CK -OK MBR JT ------- PLATE DATA ------ --------------BOLT DATA ------------- NO. NO. THK x WIDTH x LENGTH BOLT OUTSIDE INSIDE -----CONNECTION CAPACITY ------ SIZE Rows 4 -Bolt Rows 4 -Bolt TYPE OUTSIDE INSIDE 1 2 .3750 X 6.0 X 11- 6 1/ 2 3/4 " DIA A325 2 NO 3 NO EXT 349.6 "K 431.1 "K 2 1 .3750 X 6.0 X 11- 7 0/16 3/4 " DIA A325 2 NO 3 NO EXT 349.6 "K 431.1 "K -r VP Buildings PRIMARY FRAME DESIGN DATA (Project Name: 4515 Rich Stewart) DATE: 02/10/99 TEWE: 09:19 (VP r Wote No.: 1%J99020602262.3) PAGE: 51 of 56 (VP Order No.: CA9925212-00) f27214.11 (4Ox6OxI4) ............................. div .... ... ... .............................. .... ........ ........ amm . .... ........... ........... ........ . ............ . .................. ......... ........ Y�q ......... MBR JT ------- PLATE DATA ------ --------------BOLT DATA ------------- NO. NO. THK x WIDTH x LENGTH BOLT OUTSIDE INSIDE ----- CONNECTION CAPACITY ------ SIZE Rows 4 -Bolt Rows 4 -Bolt TYPE OUTSIDE INSIDE 2 2 .5000 X 6.0 X 0'-10 0/16 3/4 11 DIA A325 1 No 1 NO EXT 192.7 "K 192.7 "K 3 1 .5000 X 6.0 X 01-10 0/16 3/4 11 DIA A325 1 NO 1 NO EXT 192.7 "K 192.7 "K 3 2 .3750 X 6.0 X 11- 7 0/16 3/4 DIA A325 2 No 3 NO EXT 349.6 "K 431.1 "K 4 2 .3750 X 6.0 X 11- 6 1/ 2 3/4 DIA A325 2 NO 3 NO EXT 349.6 "K 431.1 "K .. ................... .................... . ..... ........................... .... ... ................ . .... .... ........ ................. ......... . . .... . . . . . . . . . . ......... .......... ... ....... ............................. ........... ............................... MBR Location 31-10 3/4 71-5 1/4 121-5 1/4 1 Fig Brc?-> not reqd FB REQD(1) not reqd MBR Location 21-10 3/8 71-10 3/4 121-10 3/8 171-10 3/8 2 Fig Brc?-> FB REQD(1) not reqd FB REQD0) FB REQD(1) MBR Location 11-6 61-6 111-6 161-6 3 Fig Brc?-> FB REQD(1) not reqd FB REQD(1) FB REQD(1) MBR Location 71-5 1/4 121-6 1/2 4 Fig Brc?-> FB REQD(1) not'reqd .......... .......... ........ , , , , -.'.'.'..'.'W .. ........ ............ ......................................... ........... ......... . ........... ............ -------- ............ .................................,:::,;:;<,C>::::>::>::::>::::<.::;:::>:::>:>::::::>::>: ........... ..................... aW.C. .. . .. --- ACTUAL FORCES ---- ACTUAL STRESSES --- A L L 0 W A B L E---- STRESS CONDITIONS LOCATION Mbr Ld Axial Shear Mmt-X Mmt-Y JAxial Shear Bnd-x Bnd-yJ ---- STRESS or LOAD -----I Sum % I % No.Case Depth (kips) (kips)(k-in) (kip-in)l(ksi) (ksi) (ksi) (ksi)lAxial Shear Bnd-x Bnd-y JAxL+bndJ Shear AT 11.99 FT 1 1 20.0 -6.2 -2.6 -369.4 .0 1.54 .95 16.88 .00 14.95 3.86 18.57 18.57 .992 .247 AT .74 FT 2 1 18.0 -3.4 4.9 -349.5 .0 .90 2.03 18.52 .00 18.01 4.78 19.51 19.51 .996 .423 AT 17.78 FT 3 1 18.0 -3.4 -4.9 -349.5 .0 .90 2.03 18.52 .00 18.01 4.78 19.51 19.51 .996 .423 AT 11.99 FT 4 1 20.0 -6.2 2.6 -369.4 .0 1.54 .95 16.88 .00 14.95 3.86 18.57 18.57 .992 .247 Location Depth Area Rx Ry Lx Ly -1 Ly -2 KLx KLyl KLy2 Sx Lb -1 Rt -1 Lb -2 Rt -2 Qs Qa Cb1 Cbl Mn Dist (In) (1n2) In (In) (In) (In) (In) /Rx /Ry /Ry (1n3) (In) (In) In (In) 1 11.99 20.00 4.00 7.40 .84 143.9 54.6 17.0 29.2 65.2 20.3 21.88 54.6 1.14 17.0 1.13 .62 1.00 1.21 1.03 2 .74 18.00 3.73 6.75 .87 213.4 17.0 15.7 31.6 19.6 18.1 18.87 17.0 1.16 15.7 1.16 .65 1.00 1.03 1.11 3 17.78 18.00 3.73 6.75 .87 213.4 15.7 17.0 31.6 18.1 19.6 18.87 15.7 1.16 17.0 1.16 .65 1.00 1.11 1.03 4 11.99 20.00 4.00 7.40 .84 143.9 ..54.6 17.0 29.2 65.2 20.3 21.88 54.6 1.14 17.0 1.13 .62 1.00 1.21 1.03 .................... ....... ........................ ... ... ......... ...... ... ... .............. . ........ ............... ... . .... .... ....... ... ....................... .......... ------------- - ---- ----- .............. Column Horz. Horz. Vert. Vert. Moment Description In Out Down Uplift (+ Ctr-CLk) Back SidewaLL Col. 5.3* 2.8 6.0 4.8* .0 Front SidewaLL Cot. 5.3* 2.8 6.0 4.8* .0 Load Case indicates Stress Increase = 1.33) ...................................................... .............. .... . ... . .... ...... .......... ............. ...... ....... ... ....... ..... ..... ---, .......... .......... ...................... ....... .. ....... ................. ...... .. ......... ... ..... ........................ ................................. ........ ............ w ............ . .. ........... ............ . . . ................ .. ........... W ................ ......... - ..... ..... . X% ........ Column <--- Base Plate Data ---> <--- Anchor Bolt Data ---> Description Width Length Numb. Dia. Type Back SidewaLi Cot. 811 x 811 (2) 3/4 A36 Front SidewaLt Cot. BID x 811 (2) 3/4 A36 a VP Buildings PRIMARY FRAME DESIGN DATA DATE: 02/10/99 (Project Name: 4515 Rich Stewart) TIME: 09:19 (VP Quote No.: TQ990206022623) PAGE: 52 of 56 A 1.0:12 .a 1.0:12 13/16 20'-0 1,2/,, 40'-0 Frame Cross Section for Plane FL4 (11) PROJECT: 4515 Rich Stewart BUILDING: 40x60x14 r J ' r e t VP Buildings PRIMARY FRAME DESIGN DATA (Project Name: 4515 Rich Stewart) nro n ..e wr rmm"ncm"ci,� (VP Order No.: CA9925212-00) DATE: 02/10/99 TRKE: 09:19 YAUE: 53 of 56 1 (40x60x14) DESCRIPTION: VP Buildings FRAMES are typically solid -web framing systems consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns, and are designed to support the applied loads as specified. (AISC Type 1 Construction) ANALYSIS: The boundary conditions established for VP Buildings FRAMES assume the rafter beam is a fully continuous member, spanning from building eave to building eave, with exterior columns rigidly attached (moment -resisting connection). The Exterior Columns and Interior Columns, if any, are typically pinned connected (free to rotate) at their base connection to the foundation. DESIGN: VP Buildings FRAMES are designed in accordance with the AISC "Specification for Structural Steel Buildings", 9th Edition. MATERIAL: Structural steel plate, bar, and/or sheet intended for use in VP Buildings FRAME welded constructions typically will be of material based on the requirements of ASTM A529, A572, A570, or A667, Grade 50. End Post Girt Spacings (Base to Rafter): 1 at 31-10 3/4 1 at 31-6 1/2 1 at 51-0 1 at 31-2 3/4 Live Load 20.00 PSF Collateral(Gravity): .00PSF Total Dead Load 2.00 PSF Purlins/Sheeting 2.00 PSF Wind Load 80.00 MPH( 17.32 PSF) Frame Dead Load .00 PSF Collateral(Uplt): .00 PSF Total Dead Load 2.00 PSF Building Code : 94UBC Bldg Use Category : 4 Exposure Factor : C Seismic Zone : 3 Enclosure Factor: Enclosed Load Stress Design Case Factor Case Load Combinations 1 •1.00 Y 1.00 Dead Weight. + 1.00 Collat Grav + 1.00 Live 2 1.33 Y 1.00 Dead Weight + 1.00 Wind 1 Right 3 1.33 Y 1.00 Dead Weight + 1.00 Wind 1 Left 4 1.33 N 1.00 Dead Weight + 1.00 Wind 11 Ridge 5 1.33 N 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Seismic Right 6 1.33 N 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Seismic Left MEM FLANGE WEB DEPTHS LENGTH WEIGHT FLANGE WEB SPLICE CODES THICKNESS SHAPE WIDTH THK THK Endl End2 FT (LBS) F Fy Jt1 Jt2 REF. 5 5.00 .0590 .1180 8.50 8.50 15.667 90.42 55.0 55.0 Base Plt Shop Spl 17 0 Back -to -Back C Mbr Jt X-Suppt Y-Suppt Momnt X-Disp Y-Disp Rotatn No. No. Odin 1=Fix in. in.) rad.) 5 1 1 1 0 .0000 .0000 .0000 5 2 1 0 0 .0000 .0000 .0000 �} VP Buildings Mbr Joint No. No. 5 2 DESIGN DATA DATE: 02/10/99 (Project Name: 4515 Rich Stewart) TIlAE: 09:19 (VP Quote No.: TQM06022623) n � rvv�e -1 PAGE: 54 of 56 nm nom__ v_ MBR Location 3'-10 3/4 7'-5 1/4 12'-5 1/4 5 Flg arc?-> not reqd not reqd not read* * - FLANGE BRACE REMOVED DUE TO SHALLOW COLUMN DEPTH --- ACTUAL FORCES ---- I-- ACTUAL STRESSES --- I--- A L L 0 W A B L E----ISTRESS CONDITIONS LOCATION Mbr Ld Axial Shear Mmt-X Mmt-Y (Axial Shear Bnd-x Bnd-yl---- STRESS or LOAD -----I Sum % I q No.Case Depth (kips) ki )(k -in) ki -in ksi) (ksi) ksi) ksi) Axial Shear Bnd-x Bnd-y lAxL+bndl Shear AT 7.83 FT 5 2 8.5 -.1 .0 -113.9 .0 29.85 5.89 136.59 33.11-1 .837 I .002 Location Depth Area Rx Ry Lx Ly -1 Ly -2 Klx KLyl KLy2 Sx Lb -1 Rt -1 Lb -2 Rt -2 Gs Da Cbl Cb2 Mn Dist In Int In (In) In) In) In) Rx R R (In3) (In) In (In) In) 5 7.83 8.50 1.70 3.23 1.13 188.0 60.0 58.2 53.0 3.72 102.5 1.00 Colum Horz. Horz. Vert. Vert. Moment Description In Out Down Uplift + Ctr-Clk) End Post No. 1 2.4* 2.4* .1 .0 .0 (* Load Case indicates Stress Increase = 1.33) LD CASE LOAD COMBINATION HORIZONTAL VERTICAL MOMENT LOCATION (kips) (kips)(in-kips) END POST 1 D +Cg +L .00 .09 .00 AT 20.00 FT FROM BACK END POST 2 D +W1> 2.43 .09 .00 AT 20.00 FT FROM BACK END POST 3 D -W1 -2.43 .09 .00 AT 20.00 FT FROM BACK END POST 4 D +WP .00 .09 .00 AT 20.00 FT FROM BACK END POST 5 D +Cg +E> .00 .09 .00 AT 20.00 FT FROM BACK END POST 6 D +Cg -E .00 .09 .00 AT 20.00 FT FROM BACK MBR Location 3'-10 3/4 7'-5 1/4 12'-5 1/4 5 Flg arc?-> not reqd not reqd not read* * - FLANGE BRACE REMOVED DUE TO SHALLOW COLUMN DEPTH --- ACTUAL FORCES ---- I-- ACTUAL STRESSES --- I--- A L L 0 W A B L E----ISTRESS CONDITIONS LOCATION Mbr Ld Axial Shear Mmt-X Mmt-Y (Axial Shear Bnd-x Bnd-yl---- STRESS or LOAD -----I Sum % I q No.Case Depth (kips) ki )(k -in) ki -in ksi) (ksi) ksi) ksi) Axial Shear Bnd-x Bnd-y lAxL+bndl Shear AT 7.83 FT 5 2 8.5 -.1 .0 -113.9 .0 29.85 5.89 136.59 33.11-1 .837 I .002 Location Depth Area Rx Ry Lx Ly -1 Ly -2 Klx KLyl KLy2 Sx Lb -1 Rt -1 Lb -2 Rt -2 Gs Da Cbl Cb2 Mn Dist In Int In (In) In) In) In) Rx R R (In3) (In) In (In) In) 5 7.83 8.50 1.70 3.23 1.13 188.0 60.0 58.2 53.0 3.72 102.5 1.00 Colum Horz. Horz. Vert. Vert. Moment Description In Out Down Uplift + Ctr-Clk) End Post No. 1 2.4* 2.4* .1 .0 .0 (* Load Case indicates Stress Increase = 1.33) A_ VP Bufldings PRIMARY FRAME DESIGN DATA DATE: 02/10/99 (Project Name: 4515 Rich Stewart) TWE: 09:19 (VP Quote No.: TQ990206022623) PAGE: 55 of 56 <' VP Buildings PRIMARY FRAME DESIGN DATA DATE: 02/10/99 (Project Name:. 4515 Rich Stewart) TME: 09:19 (VP Quote No.: TQ990206022623) PAGE: 56 of 56 k V r vI w u.. ILl114,11 (4UXoUX14) Ci:DA V`�7i�li:::`:is::::::::iii`•:• t}������ ��yy��;;yy Y7�illl; :•:;•>:.>:. r:.::;•:::::.>:.:::::.s;:.::>:::;>:::y::::;::::::::.::;ar,.....>::::.;::i;r:::::.:::.;::::':::;::::;::•i::i:::::i;::::::::;:`:fi:i::>:::::;::::::;;;::<:;:;:;;:i:::;::......::.:::....::.>;:>:: Frame ID S4 ( Auto Design Strength Version 3.52 ) Date: 2-10-99 Time: 9:14 Frame Type: Rigid Frame Machine: u020 Load Stress Design Case Factor Case Load Combinations 1 1.00 N .75 Wind 1 Right 2 1.00 N .75 Wind 1 Left 3 1.00 N .75 Wind 11 Ridge 4 1.00 N .60 Seismic Right 5 1.00 N .60 Seismic Left Load Member Joint Case Max Hor Defl = 1.15" ( H/131 ) 1 2 1 Max Vert Defl = .88" ( L/504 ) 2 2 2 * Negative Hor Defl is left * Negative Vert Defl is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include the resistance from systems such as roof and endwall diaphragms. Therefore, these deflections may be considerably overstated. DANIEL J. DOBBIE Page: P1 ^ aD Professional Engineer Job No: 99005 20 Mayfair Drive Chico, CA 95973-0707 Date:February 1999 Phone/Fax (530) 3454743 Stewart Metal Building SQRpFESS/p\ 4k,�L J. Do %� �\ r^ r 2028,rn * xp.3/�/ \� OF C?�l PROJECT SCOPE:' PROVIDE ENGINEERING FOR A METAL BUILDING FOUNDATION. DESIGN COLUMN FOOTINGS FOR REACTION LOADS PROVIDED BY THE METAL BUILDING DESIGNER. DESIGN DATA: UNIFORM BUILDING CODE 1997 EDITION SEISMIC ZONE ' - ZONE 3 CONCRETE COMPRESSIVE STRENGTH ft) 2500 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60 KSI STRUCTURAL STEEL GRADE: SHAPES AND PLATE A36 ALLOWABLE SOIL BEARING PRESSURE 1000 PSF • i DANIEL J. DOBBIE Page: P3 aD Professional Engineer Job No: 99005 20 Mayfair Drive Chico, CA 95973-0707 Date:February 1999 Phone/Fax (530) 345-4743. Stewart Metal Building 4" SLAB RESITING UPLIFT FIND: TRIBUTARY WIDTH OF 4" SLAB CAPABLE RESISTING UPLIFT TRIBUTARY WIDTH IS BASED ON MOMENT CAPACITY OF SLAB BENDING FAILURE FORMS A HINGE POINT AT DISTANCE Wr FROM EDGE TRIBUTARY WIDTH OF SLAB RESISTING UPLIFT IS Wr/2 DESIGN DATA: CONCRETE STRENGTH (fc) 2500 PSI REINFORCING STRENGTH (Fy)* 60 KSI WIDTH OF SECTION (b) 12 IN THICKNESS OF SLAB (t) 4 IN DEPTH OF REINFORCING (d) (U2) I 2 IN WEIGHT OF CONCRETE 0.15 KCF BENDING STRENTH REDUCTION FACTOR (phi) 0.9 • LOAD FACTOR.FOR WIND 1.3 AREA OF REINFORCING STEEL (As) (6 x 6/11.4 x W1.4 WWM) 0.028 INA 2 REINFORCING RATIO (p) = As /(b * d) 0.001167 MOMENT CAUSED BY WEIGHT OF SLAB (Mw): HOW MUCH OF ITS OWN WEIGHT CAN THE SLAB CARRY? REQUIRED WIDTH OF SLAB TO CAUSE FAILURE (Wr) MOMENT CAUSED BY WEIGHT OF SLAB (Mw) .025*Wr"2 Mw=:15*4/12*Wr^2/2 MOMENT CAPACITY OF SLAB (Mc): ' ', ! - ' NOMINAL MOMENT CAPACITY OF SLAB (Mn) 3.30 KIP FT Mn=p*b*d*Fy*(d-:.5*p*d,/.85*Fy/fc) FIND REQUIRED WIDTH OF SLAB (WM EQUATE MOMENT CAUSED BY WEIGHT AND MOMENT CAPACITY (INCL FACTORS) Mn *Phi = 1.3*Mw Mn*0.9 = 1.3*:025*Wr^2 Wr^2 = 27.692 * Mn Wr = (27.692 * Mn)^ 5 9.57 FT ALLOWABLE TRIBUTARY WIDTH OF SLAB AVAILABLE TO RESIST UPLIFT: ALLOWABLE TRIBUTARY WIDTH (Wr / 2) 4.78 FT USE CONSERVATIVE ALLOWABLE WIDTH 4.00 FT e .. DANIEL J. DOBBIE Page: P4 Professional Engineer Q\rmn: 20 Mayfair Drive I Job No: 99005 Chico, CA 95973-0707 Date: February 1999 Phone/Fax (530) 345-4743 Stewart Metal Building TYPICAL RIGID FRAME COLUMN FOOTING @ INTERIOR VERTICAL DOWNLOAD (Rvd) (D + L) 6.0 KIPS HORIZONTAL OUTWARD THRUST (Rho) (D + L) 2.6 KIPS VERTICAL UPLIFT (Rvu) (D + WIND) (NEGATIVE = UPLIFT) -5.8 KIPS HORIZONTAL INWARD FORCE (Rhi) ((D + WIND) 3.4 KIPS DESIGN FOOTING TO RESIST UPLIFT: INCLUDE WEIGHT OF FOOTING PLUS 4'-'0" OF 4" SLAB BEYOND'EDGES OF FOOTING f Ls � EDGE OF SLAB * j ICOL Wf . -----' W i ♦ r ' FOOTING I SLAB PLAN FOOTING & SLAB DATA: WEIGHT OF CONCRETE 0.15 KCF WIDTH OF FOOTING (Wf) 2.33 FT THICKNESS OF FOOTING BELOW SLAB (Tf) 1.67 FT WIDTH OF SLAB (Ws) = Wf + 4 6.33 FT THICKNESS OF SLAB (Ts) 4.00 IN DEAD LOAD RESISTANCE TO UPLIFT (Zt): REQUIRED DEAD LOAD RESISTANCE TO UPLIFT (Zt) = Rvu -5.8 KIPS FIND: REQUIRED LENGTH OF FOOTING (Lfr) WEIGHT OF FOOTING (Zf) =.15 * Wf * Tf " Lf r LENGTH OF SLAB (Ls) = Lfr + 8 WEIGHT OF SLAB (Zs) = .15 * 4/12 * Ws *.(Lfr + 8) TOTAL RESISTANCE (Zt) Zf + Zs = Zt = Rvu REQUIRED LENGTH OF FOOTING (Lfr) 3.63 FT USE: FOOTING LENGTH (Lf) 6.00 FT BENDING IN FOOTING: SOIL PRESSURE (q) (D + L) 0.429 KSF BENDING MOMENT IN FOOTING (M) 4.50 KIP FT CONCRETE COMPRESSIVE STRENGTH ft) 2500 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI REINFORCING DEPTH (d) d = Tf *12 + 4 - 3.5 20.54 IN STRENGTH REDUCTION FACTOR (phi) 0.9 DEAD + LIVE LOAD FACTOR = (1,4D + 1.7L) / (D + L) 1.6 ULTIMATE MOMENT (Mu) 7.2 KIP FT REINFORCING STEEL RATIO (p) 0.000136 < pmin USE: REINFORCING STEEL RATIO (p') = 1.33 " p 0.000181 AREA OF REINFORCING STEEL REQUIRED (Asreq'd) 0.104 INA2 USE: 2 - #5 As = 0.62 IN"2 TYPICAL RIGID FRAME 21-411 WIDE x V- 8" THICK x 6' - 0" LONG ENTERIOR: W/ 2 - #6 TOP & BOTT. & 4" SLAB OVER 1 DANIEL J. DOBBIE aD Professional Engineer 4 �: 20 Mayfair Drive .� Chico, CA 95973-0707 Phone/Fax (530) 345-4743 RIGID FRAME COLUMN FOOTINGS AT ENDWALLS MAXIMUM COLUMN REACTIONS - VERTICAL DOWNLOAD (Rvd) (D + L) " HORIZONTAL OUTWARD THRUST (Rho) (D + L) VERTICAL UPLIFT (Rvu) (D + WIND) , I (NEGATIVE = UPLIFT) HORIZONTAL BRACE FORCE (Rhi) ((D + WIND) DESIGN FOOTING TO RESIST UPLIFT• INCLUDE WEIGHT OF FOOTING PLUS 4'- 0 OF 4" SLAB BEYOND EDGES OF FOOTING Ls U d EDGE OF SLAB ICOL i Wf ----; W NO SLAB FOOTING / SLAB PLAN FOOTING K SLAB DATA: WEIGHT OF CONCRETE WIDTH OF FOOTING (Wf) THICKNESS OF FOOTING BELOW SLAB (TO WIDTH OF SLAB (Ws) = Wf + 4 THICKNESS OF SLAB (Ts) DEAD LOAD RESISTANCE TO UPLIFT (Zt)e REQUIRED,DEAD LOAD RESISTANCE TO UPLIFT (Zt) = Rvu FIND: REQUIRED LENGTH OF FOOTING (Lfr) WEIGHT OF FOOTING (Zf) =..15 * Wf * Tf * Lf r LENGTH OF SLAB (Ls) =Lfr/2 + 1 + 4 WEIGHT OF SLAB (Zs) = .15 * 4/12 * Ws * (Lfr/2 + 5) TOTAL RESISTANCE (Zt) Zf + Zs = Zt = Rvu REQUIRED LENGTH OF FOOTING (Lfr) USE: FOOTING LENGTH (Lf) BENDING IN FOOTING: SOIL PRESSURE (q) (D + L) BENDING MOMENT IN FOOTING (M) CONCRETE COMPRESSIVE STRENGTH ft) REINFORCING STEEL YIELD STRENGTH (fy) REINFORCING DEPTH (d) d = Tf.*12 + 4 - 3.5 STRENGTH REDUCTION FACTOR (phi) DEAD + LIVE LOAD FACTOR = (1.4D + 1.7L) / (D + L) ULTIMATE MOMENT (Mu) REINFORCING STEEL RATIO (p) USE: REINFORCING STEEL RATIO (p) = 1.33 * p AREA OF REINFORCING STEEL REQUIRED (Asreq'd) Page: P5 Job No: 99005 Date:February 1999 Stewart Metal Building 6.00 KIPS 2.90 KIPS -4.80 KIPS 5.30 KIPS 0.15 KCF 2.33 FT 1.67 FT 6.33 FT 4.00 IN -4.8 KIPS 4.34 FT 7.00 FT 0.368 KSF 5.25 KIP FT 2500 PSI 60000 PSI 20.54 IN 0.9 1.6 8.4 KIP FT 0.000159 < pmin 0.000211 0.121 IN"2 USE: 2 - #5 As = 0.62 IN"2 RIGID FRAME COLUMN 2'- 4" WIDE x V- 8" THICK x 7'- 0" LONG FOOTING AT ENDWALLS: W/ 2 = #5 TOP & BOTT. & 4" SLAB OVER DANIEL J. DOBBIE IProfessional Engineer Q Q 20 Mayfair Drive Chico, CA 95973-0707 Phone/Fax (530) 3454743 RIGID FRAME ANCHORS ANCHOR BOLT DESIGN (STRENGTH METHOD)' FOR COMBINED SHEAR AND TENSION Page: P6 Job No: 99005 Date: February 1999 Stewart Metal Building 1997 UBC SEC 1923.2 STRENGTH DESIGN FOR ANCHOR BOLTS IN CONCRETE ASSUMPTIONS: ALL BOLTS A307 OR A36 STEEL (fy = 36KSI) ALL NORMAL WEIGHT CONCRETE (lamda = 1.0) BOLTS IN TENSION ZONE? (YES OR NO) NO ADDITIONAL LOAD FACTOR 2.0 NO SPECIAL INSPECTION REQ'D DESIGN DATA: CONCRETE COMPRESSIVE STRENGTH ft) 2500 PSI BOLT STEEL TENSILE STRENGTH (fut) 60000 PSI STRENGTH REDUCTION FACTOR (phi) DESIGN VARIABLES: 0.65 NUMBER OF BOLTS IN TENSION (n) (LIMIT 4) 2 DISTANCE BETWEEN ANCHORS (z) 5 IN EFFECTIVE PROJECTED SURFACE AREA '(Ap) 572 IN^2 BOLT DIAMETER (D) 0.75 IN BOLT AREA (Ab) 0.44 IN^2 EMBEDMENT LENGTH (E) 12 IN SHORTEST DISTANCE TO EDGE OF CONCRETE (de) 9.5 IN ULTIMATE TENSION LOAD ON BOLT ASSEMBLY (Pu) 6.24 KIPS ULTIMATE SHEAR LOAD ON BOLT ASSEMBLY (Vu) 6.89 KIPS FACTORED ULTIMATE TENSION LOAD (Pu') 12.5 KIPS FACTORED ULTIMATE SHEAR LOAD (Vu') SEC TENSION 13.8 KIPS 1997 UBC 1923.3.2 DESIGN STRENGTH IN BOLT STRENGTH (Pss) Pss = 0.9"Ab*fut*n 47.7 KIPS OK CONCRETE STRENGTH (phiPc) phiPc = phi*4*Ap*fc^.5 1997 IN SHEAR: 74.3 KIPS OK UBC SEC 1923.3.3 DESIGN STRENGTH BOLT STRENGTH (Vss) Vss = 0.75*Ab*fut*n 39.8 KIPS OK CONCRETE STRENGTH (phiVc) ` . phiVc = phi*800*Ab*fc^.5*n 1994 UBC SEC AND SHEARo 23.0 KIPS OK 1925 3 4 COMBINED TENSION (1/phi) (Pu7PC) _, 0.17 OK (1/phi) (Vu'Nc) _ - 0.60 OK 1/phi [(Pu'/PC)^2 + (Vu',Nc)"2] = 0.25 OK ' (Pu'/Pss)^2 +"(Vu'Nss)"2 = 0.19 OK RIGID FRAME ANCHORS: 2 - 3/4" x 16" ANCHOR BOLTS y VP Buildings (Project Name: 4515 Rich Stewart) (VP Quote No.: TQ990206022623) —nom__—. n. rvv 1 -- VP BUILDINGS STRUCTURAL DESIGN DATA '0° Project Name: Building Name: 199g Customer oProject Location: Builder Ref No.: Builder Name: Builder Location: 4515 Rich Stewart 40x60x14 Rich Stewart CHICO,CA DATE: 02/10/99 TME: 09:19 PAGE: 01 of 56 1(4UxoUx14) Version 3.52 BCM Construction Company, Inc. Chico,CA TABLE OF CONTENTS Letter of Certification 2 Loading Information 4 Building Reactions 9 Covering Design 14 Roof and Wall Bracing Design 23 Roof and Wall Secondary Structural Design 25 Primary Structural Design 33 VP Buildings LETTER OF CERTIFICATION (Project Name: 4515 Rich Stewart) (VP Quote No.: TQ990206022623) (VP Order No.: CA9925212-00) DATE: 02/10/99 TEWE: 09:19 PAGE: 02 of 56 f27214.I1(4Ox6OxI4) ........................ ...... .......... ................. ................... ............................. ............... ................... . .......................... ............. ..... ... ........ .......... ..... .............................. ........... .. .................. ............ ............. ... .. .................. . ......... . ..... X. . .. ....... . ... X. -I X, .............. K", ................. iiiiii .................. . ............. .......... ... .. .... ......... ..... . ................. ........ . ........ . .................. .... ............. ....... . . ........ .. Contact: SCOTT JANUARY PROJECT REFERENCE [27214,11 Name: BCM Construction Company, Inc. Address: Project Name : 4515 Rich Stewart City/State: Chico CA 95926 VP Job No.: CA9925212 Customer Name: Rich Stewart Street: n/a Job Disposition : Schedule for Fabrication (B) City/State: CHICO, CA MBMA End Use Code: 4 - Manufring. Production County : Butte This is to certify that the above referenced VP BUILDINGS project has been designed for the applicable portions of the following Building Code and in accordance with the order documents which have stipulated the following applied environmental Loads and conditions: Overall Width: 40/0/0 Overall Length: 60/0/0 Eave Height: 14/0/0 Roof Pitch: 1.000/ 12 Roof Live Load = 20.00 PSF Building Code/Year = 94UBC Distance to Coast = N/A Reduced Live Load (BLdg)= Yes [1994 Uniform Building Code I Bldg Enclosure Category = Enclosed Ground Snow Load = 0.00 PSF- Seismic Zone = 3 Bldg Base Elevation = 0/0/0 Roof'Snow Load (flat) = N/A Building Use Category = 4 Snow Exposure Category = 3 Rf Sht+Scndry Dead Ld = 2.25 PSF Thermal Category = 1 Wind Load Speed = 80.00 MPH Add1L Gravity Collateral = 0.00 PSF Snow Load % for Seismic = 0.0 Wind Load Pressure = 17.32 PSF Addll Uplift Collateral = 0.00 PSF Built-up Section Spec. = 1989 AISC Wind Exposure Category = C (User Imposed Loads) Cold -Form Spec. = 1989 AISI Rainfall Intensity = 4.0 inches per Hour Allow Overstress Ratio = 1.030 The steel design is in accordance with VP BUILDINGS standard design practices, which have been established based upon pertinent procedures and recommendations of the following organizations American Institute of Steel Construction (AISC), 9th Edition American Iron and Steel Institute (AISI), 1986 Edition w/ 1989 Addendum American Welding Society (AWS) [D1.1I American Society for Testing and Materials (ASTM) Metal Buildings Manufacturers Association (MBMA) AISC Category MB Manufacturer Certification. This certification DOES NOT apply to the design of the foundation or other on-site structures or components not supplied by VP BUILDINGS, nor does it apply to unauthorized modifications to framing systems provided by VP BUILDINGS. Furthermore, it is understood that certification is based upon the premise that all components furnished by VP BUILDINGS will be erected or constructed in strict compliance with pertinent documents furnished by VP BUILDINGS. Sincerely,AQP.3 c*1J red by: SM L No. C050732 iewed by: Xy VP BUILDINGS UP. 9/30/01 ;4,- CIVIL 11 OF CA r ? L VP Buildings 1 LETTER OF CERTIFICATION (Project Name: 4515 Rich Stewart) (VP Quote No.: TQ990206022623) The Structural Design and/or Manufacture of this VP BUILDINGS building will be or has been at one of the following VP Buildings locations: Rainesville, AL - VP Alabama Plant [Manufacture Only] Pine Bluff, AR - VP Arkansas Service Center [Design and Manufacture] Turlock, CA - VP California Service Center [Design and Manufacture] St. Joseph, MO - VP Missouri Service Center [Design and Manufacture] Kernersville, NC - VP North Carolina Service Center [Design and Manufacture] VanWert, ON - VP Ohio Service Center [Design and Manufacture] Evansville, WI - VP Wisconsin Service Center [Design and Manufacture] Additional Structural Material may be fabricated and provided for by one of the.following fabricators: BAR JOISTS - SMI, Inc. Hope, AR Hancock Salem, VA Vulcraft Grapeland, TX Canam Washington, MO Norfolk, NE Florence, SC Brigham City, UT ISP El Paso, TX Socar Florence, SC DATE: 02/10/99 TME: 09:19 PAGE: 03 of 56 (This information is presented in compliance with VP Building's AISC Certification responsibilities.) INOT' -ON 'DRALJ11NUs THIS BUILDING HAS BEEN DESIGNED FOR 0.OPSF COLLATERAL LOAD. THEREFORE, NO COLLATERAL LOAD (DUCTS, LIGHTS OR ROOF UNITS) CAN BE APPLIED TO THE V -P BUILDING WITHOUT VARCO-PRUDENS APPROVAL. t VP Buildhugs Building: 40x60x14 LOADING REPORT (Project Name: 4515 Rich Stewart) (VP Quote No.: TQ990206022623) [VP Order No. CA9925212 ) DATE: 02/10/99 ME: 09:19 PAGE: 04 of 56 94UBC - 1994 Uniform Building Code - Bldg. Use Category: 4 (MBMA Enduse= Manufring. Production [4) Roof Covering Wt.: 0.950 PSF **** Collateral Loading **** Liner Sheet Wt. : 0.000 PSF To be used w/Gravity Loads: 0.000 PSF Sec. Structl Wt. : 1.296 PSF To be used w/Uplift Loads : 0.000 PSF Primary Frame Wt.: (Varies by Frame) Total Dead + Collateral(Gravity): 2.246 PSF + Frame Dead Load Total Dead + Collateral(Uplift) : 2.246 PSF + Frame Dead Load . input Live Load: 20.000 PSF Live Load Used: 20.000 PSF (reducible) Input Ground Snow Load 0.00 PSF (Does not control over Live Load) Building Enclosure Type to be Used: Enclosed Gust Factor: 1.320 Input Wind Speed 80.0 MPH Importance Factor: 1.000 Height Used 15/0/0 Slope Used 4.764 degrees PRIMARIES, PARTS AND PORTIONS: Primary Zone Strip Width= Not Applicable Parts and Portions Zone Strip Width= 4/0/0 (Least Horizontal Dimension= 40/0/0 1 Velocity Pressure (Calc) : 16.38 PSF = 0.00256 * ( 1.00 * 80.00)^2 * 1.000 Comb Height/Exposure/Gust Coef: 1.06 Basic Wind Pressure : 17.32 PSF Exposure Category : C EXTERNAL WIND COEFFICIENTS - MAIN FRAMING and BRACING Comp Wind Load -- Windward--- --- Leeward--- Min Max Min Max Type Zone Case Column Rafter Rafter Column Slope Slope H/W H/W (27214,1) VP Buildings LOADING REPORT DATE: 02/10/99 (Project Name: 4515 Rich Stewart) TEA& 09:19 (VP Quote No.: TQ990206022623) PAGE: 05 of 56 Frames All Zones Wind 1 0.80 0.70 0.70 0.50 0.00 9.5 0.0 9999.0 Frames ALL Zones Wind 2 -0.70 0.70 0.70 0.70 0.00 90.0 0.0 9999.0 Bracing All Zones Wind 1 0.80 0.00 0.00 0.50 0.00 9999.0 0.0 9999.0 INTERNAL WIND PRESSURE COEFFICIENTS - MAIN FRAMING <_______ Porosity Load -- Windward--- --- Leeward--- Min Max Cond Case Column Rafter Rafter COLL= Slope Slope Enclosed Wind 1 0.00 0.00 0.00 0.00 0.00 90.00 Enclosed Wind 2 0.00 0.00 0.00 0.00 0.00 90.00 Enclosed Wind 3 0.00 0.00 0.00 0.00 0.00 90.00 EXTERNAL WIND COEFFICIENTS - PARTS AND PORTIONS Cp = C * Log(A) + K Bldg Wind Load A (sq.ft.) Min Max Max Portion Zone Case K C Min Max Slope Slope Ht. Roofs All Zones Wind 1 -1.300 0.000 Roofs All Zones Wind 1 -1.600 0.300 Roofs All Zones Wind 1 -1.000 0.000 Roofs ALI Zones Wind 1 -0.700 0.000 Roofs Corner Wind 2 -2.300 0.000 Roofs Corner Wind 2 -3.100 0.800 Roofs Corner Wind 2 -1.500 0.000 Roofs Corner Wind 2 -0.700 0.000 Roofs Edge Strip Wind 2 -2.300 0.000 Roofs Edge Strip Wind 2 -3.100 0.800 Roofs Edge Strip Wind 2 -1.500 0.000 Roofs Edge Strip Wind 2 -0.700 0.000 Roofs Interior Wind 2 0.000 0.000 Overhangs AIL Zones Wind T. -2.800 0.000 Overhangs All Zones Wind 1 -3.600 0.800 Overhangs All Zones Wind 1 -2.000 0.000 Overhangs All Zones Wind 1 -1.200 •0.000 Walls All Zones' Wind 1 -1.200 0.000 Walls All Zones Wind 1 -1.500 0.300 Walls All Zones Wind 1 -0.900 0.000 Walls All Zones Wind 1 -0.800 0.000 Walls All Zones Wind 2 1.200 0.000 Walls All Zones Wind 2 1.500 -0.300 Walls All Zones Wind 2 0.900 0.000 WaLLs All Zones Wind 2 0.800 0.000 Walls Exterior Wind 3 -1.500 0.000 Walls Exterior Wind 3 -1.800 0.300 Walls Exterior Wind 3 -1.200 0.000 Walls Exterior Wind 3 -0.800 0.000 Walls Interior Wind 3 0.000 0.000 Walls Exterior Wind 4 1.200 0.000 Walls Exterior Wind 4 1.500 -0.300 0 10 10 100 100 1000 1000 - - - 0 10 10 100 100 1000 1000 - - - 0 10 10 100 100 1000 1000 - - - 0 --- 0 10 10 100 100 1000 1000 - - - 0 10 10 100 100 1000 1000 - - - -0 10 10 100 100 1000 1000 - - - 0 10 10 100 100 1000 1000 - - - 0 --- 0 10 10 100 Typical Example A Cp 0.0 9.5 - -- 10 -1.30 0.0 9.5 -- -- 100 -1.00 0.0 9.5 - -- 600 -1.00 0.0 9.5 -- -- 600 -0.70 0.0 9.5 - -- 10 -2.30 0.0 9.5 -- -- 100 -1.50 0.0 9.5 - - 600 -1.50 0.0 9.5 -- -- 600 -0.70 0.0 9.5 - -- 10 -2.30 0.0 9.5 - -- 100 -1.50 0.0 9.5 - -- 600 -1.50 0.0 9.5 -- -- 600 -0.70 0.0 9.5 -- -- 600 0.00 0.0 9.5 -- -- 10 -2.80 0.0 9.5 - -- 100 -2.00 0.0 9.5 - -- 600 -2.00 0.0 9.5 - -- 600 -1.20 0.0 90.0 -- - 10 -1.20 0.0 90.0 -- -- 100 -0.90 0.0 90.0 - -- 600 -0.90 0.0 90.0 - -- 600 -0.80 0.0 90.0 -- -- 10 1.20 0.0 90.0 - - 100 0.90 0.0 90.0 -- -- 600 0.90 0.0 90.0 -- -- 600 0.80 0.0 90.0 - -- 10 -1.50 0.0 90.0 -- -- 100 -1.20 0.0 90.0 -- -- 600 -1.20 0.0 90.0 -- -- 600 -0.80 0.0 90.0 -- -- 600 0.00 0.0 90.0 -- -- 10 1.20 0.0 90.0 -- -- 100 0.90 �VP Buildings LOADING REPORT (Project Name: 4515 Rich Stewart) rtm ti._._ v_ Tnrvin�ncm�c��� (VP Order No.: CA9925212-00) DATE: 02/10/99 TBIE: 09:19 : U6 of 56 x14) Walls Exterior Wind 4 0.900 0.000 100 1000 0.0 90.0 -- -- 600 0.90 Walls Exterior Wind 4 0.800• 0.000 1000 - - - 0.0 90.0 -- -- 600 0.80 Walls Interior Wind 4 0.000 0.000 0 - - - 0.0 90.0 -- -- 600 0.00 Seismic Zone 3 Importance Factor: 1.000 Zone Factor 0.300 K (or C) Value 2.750 Moment Resisting Elements: CS (or 1/Rw) Value: 0.167 Vertical Resisting Elements: CS (or 1/Rw) Value: 0.125 Plane Total Wt. Name Used ---------- ------------ WL 1.810 PSF WB 1.861 PSF WR 1.810 PSF WF 1.933 PSF ROOF1 4.746 PSF ROOF2 4.746 PSF % of Snow Load Used: 0.01 FRAMES: 1 (1.000) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Live 2 (1.333) 1.00 Dead Weight + 1.00 Wind 1 Right 3 (1.333) 1.00 Dead Weight + 1,00 Wind 1 Left 4 (1.333) 1.00 Dead Weight + 1.00 Wind 11 Ridge 5 (1.333) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Seismic Right 6 (1.333) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Seismic Left POSTS: 7 (1.333) 1.00 Wind 1 Right - 8 (1.333) 1.00 Wind 1 Left PURLINS: 1 (1.000) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Live 2 (1.333) 1.00 Dead Weight +.1.00 Wind 1 Right + 1.00 W React 1 Right 3 (1.333) 1.00 Dead Weight + 1.00 Wind 1 Right + 1.00 W React 1 Left 4 (1.333) 1.00 Dead Weight + 1.00 Wind 2 Left + 1.00 W React 1 Right 5 (1.333) 1.00 Dead Weight + 1.00 Wind 2 Left + 1.00 W React 1 Left 6 (1.333) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 E React Right 7 (1.333) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 E React Left GIRTS: 1 (1.333) 1.00 Wind 1 Right Seismic Load Frame Bracing ---------- 0.249 PSF --------- 0.187 PSF 0.256 PSF 0.192 PSF 0.249 PSF 0.187 PSF 0.266 PSF 0.199 PSF 0.653 PSF 0.489 PSF 0.653 PSF 0.489 PSF FRAMES: 1 (1.000) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Live 2 (1.333) 1.00 Dead Weight + 1.00 Wind 1 Right 3 (1.333) 1.00 Dead Weight + 1,00 Wind 1 Left 4 (1.333) 1.00 Dead Weight + 1.00 Wind 11 Ridge 5 (1.333) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Seismic Right 6 (1.333) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Seismic Left POSTS: 7 (1.333) 1.00 Wind 1 Right - 8 (1.333) 1.00 Wind 1 Left PURLINS: 1 (1.000) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Live 2 (1.333) 1.00 Dead Weight +.1.00 Wind 1 Right + 1.00 W React 1 Right 3 (1.333) 1.00 Dead Weight + 1.00 Wind 1 Right + 1.00 W React 1 Left 4 (1.333) 1.00 Dead Weight + 1.00 Wind 2 Left + 1.00 W React 1 Right 5 (1.333) 1.00 Dead Weight + 1.00 Wind 2 Left + 1.00 W React 1 Left 6 (1.333) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 E React Right 7 (1.333) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 E React Left GIRTS: 1 (1.333) 1.00 Wind 1 Right VP Buildings LOADING REPORT DATE: 02/10/99 (Project Name: 4515 Rich Stewart) TEWE• 09:19 (VP Quote No.: TQ990206022623) PAGE: 07 of 56 2 (1.333) 1.00 Wind 2 left 3 (1.333) 1.00 Wind 3 Right 4 (1.333) 1.00 Wind 4 Left BRACING: 1 (1.333) 1.00 Wind 1 Right 2 (1.333) 1.00 Wind 1 Left 3 (1.333) 1.00 Seismic Right 4 (1.333) 1.00 Seismic Left PLN PLN PLN LOAD LOAD START/END X-COORD Y-COORD Z-COORD -LOAD APPLICATION- SPT LOAD LOAD ID TYPE NAME TYPE CASE LD MAGNITUDE LOCN LOCN LOCN Frm Brc Grt PrL PnL CODE DIR LOCN 7 ROOF ROM Point Ld Wind 3.60 k 20/0/0 20/1/O 15/7/15 Y N N N N No -Y FO 7 ROOF ROOF2 Point Ld Wind O 3.60 k i 40/0/0 20/1/O 15/7/15 Y N N N N No -Y FO M� „- VP Buildings LOADING REPORT (Project Name: 4515 Rich Stewart) DATE: 02/10/99 TME: 09:19 VP Buildings REACTIONS REPORT DATE: 02/10/99 (Project Name: 4515 Rich Stewart) TME: 09.19 (VP Quote No.: TQ990206022623) PAGE: 09 of 56 94UBC - 1994 Uniform Building Code - Bldg. Use Category: 4 (MBMA Enduse= Manufring. Production [4) i3LIAIG: i .. AifkR Roof Live Load = 20.00 PSF Building Code/Year = 94UBC Distance to Coast = N/A Reduced Live Load (Bldg)= Yes [1994 Uniform Building Code ) Bldg Enclosure Category = Enclosed Ground Snow Load = 0.00 PSF Seismic Zone = 3 Roof Snow Load (flat) = N/A Building Use Category = 4 Z-COORD -LOAD APPLICATION- Rf Sht+Scndry Dead Ld = 2.25 PSF Wind Load Speed = 80.00 MPH Add'l Gravity Collateral = 0.00 PSF Wind Load Pressure = 17.32 PSF Add'( Uplift Collateral = 0.00 PSF Wind Exposure Category = C (User Imposed Loads) CODE Rainfall Intensity = 4.0 Inches per Hour ROOF FRAMES: 1 (1.000) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Live 2 (1.333) 1.00 Dead Weight + 1.00 Wind 1 Right 3 (1.333) 1.00 Dead Weight +.1.00 Wind 1 Left 4 (1.333) 1.00 Dead Weight + 1.00 Wind 11 Ridge 5 (1.333) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Seismic Right 6 (1.333) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Seismic Left ENDPOSTS: 1 (1.333) 1.00 Wind 1 Right 2 (1.333) 1.00 Wind 1 Left BRACING: 1 (1.333) 1.00 Wind 1 Right 2 (1.333) 1.00 Wind 1 Left 3 (1.333) 1.00 Seismic Right 4 (1.333) 1.00 Seismic Left Bldg Base Elevation = 0/0/0 Snow Exposure Category = 3 Thermal Category = 1 Snow Load % for Seismic = 0.0 Built-up Section Spec, = 1989 AISC Cold -Form Spec. = 1989 AISI Allow Overstress Ratio = 1.030 P PLN PLN PLN LOAD LOAD START/END X-COORO Y-COORD Z-COORD -LOAD APPLICATION- SPT LOAD LOAD ID TYPE NAME TYPE CASE LD MAGNITUDE LOCN LOCN LOCH Frm Brc Grt Prl Pnl CODE DIR LOCN 7 ROOF ROOF2 Point Ld Wind 3.60 k 20/0/0 20/l/O 15/7/15 Y N N N N No -Y FO 7 ROOF ROOF2 Point Ld . Wind 3.60 k 40/0/0 20/l/O 15/7/15 Y N N N N No -Y FO LON6--,6.7 ioRSio�J VP Buildings REACTIONS REPORT DATE: 02/10/99 (Project Name: 4515 Rich Stewart) TMWE: 09:19 (VP Quote No.: TQ990206022623) PAGE: 10 of 56 kvr VIUCT 1,4U..f27214.11 (40x60x14) .......... .......... ........................ ................................ ............................................... ........... .. .. %,-:� ......... ............. .............. . .......... ....................... xx` ............. ... " .................... X ....... ... .......... %, x . .......... . . . ......... Frm Pln= GRID GRID GRID [Values Shown are FLI C/I 0/8 A/1 resisting forces (Pln=8] OF the Foundation] Note: Reactions shown as '8' are due to bracing and are NOT included in Frame +Hyy +Hyy Reactions by Load Combinatior H,V =kips +H Combine per Code, as needed. M=in-kips�+Vzz ;>/ f�Vzz . X, .. .. ........................... .... ........................... ........................... ........ .... .............. ............................. ...... ............... X .......... ................................ . ................................ .. ......... ............ ...... .... ..... .... ............ .. .... .... ............... X` -:-X... .... Frame ID Seg. No.-- S1 2009 S1 2008 S2 4000 Collum Type ---------> Ext.CoLm Ext.Cotm Endpost Grid 1 / Grid 2 -----> C/ 1 A/ 1 0/ B Base Plate (W x L) - 8.0 x 8.0 8.0 x 8.0 8.0 x 10.0 A. Bolt Qty./ Diam.- ( 2)- 0.750 2)- 0.750 2)- 0.750 CoLm Base Elevation--> 100F0/0 100(0/0 100/0/0 Load Type Description H-yy V-zz JH_YY V-zz H-xx Dead Weight Framing 0.5 1.2 -0.5 1.2 Live Framing 2.3 4:8 -2.3 4.8 Wind 1 Right Framing 0.4 -3.7 5.9 -6.0 -2.4 Wind I Left Framing -5.8 -6.0 -0.5 -3.7 2.4 Wind 11 Ridge Framing -0.7 -4.8 0.7 -4.8 - - - Seismic Right Framing 0.3 0.2 0.3 -0.2 - - Seismic Left Framing -0.3 -0.2 -0.3 0.2 - - W React 1 RightBracing - - - - - - - - - - W React 1 Left Bracing - - E React Right Bracing - - E React Left Bracing - - Wind 1 Right Endpost - - - - - -2.4E Wind 1 Left Endpost - - - - - 2.4E ............................... ... ............. . ......... ... . . . . .......................... .... ............ .................................. ............. ................ . .... ............... . . ........... Grid 1 Grid 2 ----- > C/ 1 A/ 1 0/ B Ldg Comb (Strs Incrs) H-yy V-zz H-yy V-zz H-xx Frmg Cmb No. 1 (1.00) 2.9 6.0 -2.9 6.0 Frmg Cmb No. 2 (1.33) 1.0 -2.4 5.3 -4.8 -2.4 Frmg Cmb No. 3 (1.33) -5.3 -4.8 -1.0 -2.4 2.4 Frmg Cmb No. 4 (1.33) -0.2 -3.6 0.2 -3.6 Frmg Cmb No. 5 (1.33) 0.9 1.4 -0.2 1.0 Frmg Cmb No. 6 (1.33) 0.2 1.0 -0.9 1.5 Post Cmb No. 1 (1.33) - - - - - - - - -2.4E Post Cmb No. 2 (1.33)1 E I - E I E E 2.4E s VP Buildings REACTIONS REPORT (Project Name: 4515 Rich Stewart) (VP Quote No.: TQ9 MOW22623) nm n __ __ . --1 -1 DATE: 02/10/99 TDM: 09:19 PAGE: 11 of 56 Frm Pln= GRID GRID [Values shown are FL2 C/2 A/2 resisting forces [P1n=91 OF the Foundation] Note: Reactions shown as 'B' are due to bracing and are NOT included in Frame +Hyy +Hyy Reactions by Load Combinatio H,V =kips Combine per Code, as needed. +Hxx M=in -kips Vzz �+Vzz Frame ID / Seg. No.--> S3 / 2001 S3 / 2000 Column Type ---------> Ext.Colm Ext.Cotm Grid 1 / Grid 2 -----> C/ 2 A/ 2 Base Plate (W x L) --> 8.0 x 8.0 9.0 x 8.0 A. Bolt Qty./ Diam.--> ( 2)- 0.750 ( 2)- 1.000 Colm Base Elevation--> 100/0/0 100/0/0 Load Type Description H- V-zz H-xx H- V-zz Dead Weight Framing 0.5 1.3 0.0 -0.5 1.3 Live Framing 2.2 4.7 0.0 -2.2 4.7 Wind 1 Right Framing 2.4 -2.2 0.0 7.5 -7.4 Wind 1 Left Framing -7.5 -7.4 0.0 -2.4 -2.2 Wind 11 Ridge Framing -2.4 -6.2 0.0 -1.2 -3.4 Seismic Right Framing 0.3 0.2 0.0 0.3 -0.2 Seismic Left Framing -0.3 -0.2 0.0 -0.3 0.2 W React 1 RightBracing 3.28 2.58 -6.7B 3.48 -7.4B W React 1 Left Bracing -3.38 -2.5B O.OB -3.4B 7.48 E React Right Bracing 0.6B 0.5B -1.3B 0.7B -1.4B E React Left Bracing -0.68 -0.58 O.OB -0.78 1.48 Wind 1 Right Endpost - - - - - - - - - Wind 1 Left Endpost - - - - - - - - - - E LUM I.UIIIU ka LI -b 111L1 b) n- v -LL I "-AA n- v-zz Frmg Cmb No. 1 (1.00) 2.7 6.0 0.0 -2.7 6.0 Frmg Cmb No. 2 (1.33) 2.9 -1.0 0.0 6.9 -6.1 Frmg Cmb No. 3 (1.33) -6.9 -6.1 0.0 -2.9 -1.0 Frmg Cmb No. 4 (1.33) -1.9 -4.9 0.0 -1.7 -2.1 Frmg Cmb No. 5 (1.33) 1 0.8 1.5 0.0 -0.2 1.0 Frmg Cmb No. 6 (1.33) 0.2 1.1. 0.0 -0.9 1.5 Post Cmb No. 1 (1.33) - - - - - - Post Cmb No. 2 (1.33) - - - - - - - - VP Buildings Frm Pln= FL3 . (P1n=10] H. V =kips M=in -kips GRID C/3 REACTIONS REPORT DATE: 02/10/99 (Project Name: 4515 Rich Stewart) T ME: 09.19 (VP Quote No.: TQ990206022623) PAGE: 12 of 56 nrn nom,._ wi_ n �tvv,c�,� nn, GRID (Values shown are A/3 resisting forces OF the Foundation] +Hyy� +Hyy +HXx/ Vzz ,✓ �+Vzz Frame ID / Seg. No.--> S3 / 2005 S3 / 2004 Column Type ---------> Ext.Colm Ext.Colm Grid 1 / Grid 2 -----> C/ 3 A/ 3 Base Plate (W x L) --> 8.0 x 8.0 9.0 x 8.0 A. Bolt Qty./ Diam.--> ( 2)- 0.750 ( 2)- 1.000 CoLm Base ELevation--> MUM 100/0/0 Load Type Description H- V-zz H-xx H- V-zz Dead Weight Framing 0.5 1.3 0.0 -0.5 1.3 Live Framing 2.2 4.7 0.0 -2.2 4.7 Wind 1 Right Framing 2.4 -2.2 0.0 7.5 -7.4 Wind 1 Left Framing -7.5 -7.4 0.0 -2.4 -2.2 Wind 11 Ridge Framing -2.4 -6.2• 0.0 -1.2 -3.4 Seismic Right Framing 0.3 0.2 0.0 0.3 -0.2 Seismic Left Framing -0.3 -0.2 0.0 -0.3 0.2 W React 1 RightBracing -3.3B -2.5B 0.08 -3.4B 7.4B W React 1 Left Bracing 3.2B 2.5B 6.76 3.4B -7.4B E React Right Bracing -0.6B -0.5B 0.08 -0.7B 1.4B E React Left Bracing 0.6B 0.5B 1.3B 0.7B -1.48 Wind 1 Right Endpost - - - - - - - Wind 1 Left Endpost - - - - - Grid 1 Grid 2-----> C 3 1 A/ 3 Ldg Comb Strs Incrs) H- V-zz H-xx I H- V-zz Frmg Cmb No. 1 (1.00) 2.7 6.0 0.0 -2.7 6.0 Frmg Cmb No. 2 (1.33) 2.9 -1.0 0.0 6.9 -6.1 Frmg Cmb No. 3 (1.33) -6.9 -6.1 0.0 -2.9 -1.0 Frmg Cmb No. 4 (1.33) -1.9 -4.9 0.0 -1.7 -2.1 Frmg Cmb No. 5 (1.33) 0.8 1.5 0.0 -0.2 1.0 Frmg Cmb No. 6 (1.33) 0.2 1.1 0.0 -0.9 1.5 Post Cmb No. 1 (1.33) - - - - - - - - - 0. � rte, u.. 'J i i Tx N - Note: Reactions shown as 'B' are due to bracing and are NOT included in Frame Reactions by Load Combinatio Combine per Code, as needed. VP Bii1&np REACTIONS REPORT DATE: 02/10/99 (Project Name: 4515 Rich Stewart) T H: 09:19 (VP Quote No.: TQ990206022623) PAGE: 13 of 56 Frame ID / Seg. No.--> S4 / 2012 S4 / 2013 S5 / 4001 Column Type.--------- > Ext.COIm Ext.COIm Endpost Grid 1 / Grid 2 -----> A/ 4 C/ 4 5/ B Base Plate (W x L) --> 8.0 x 8.0 8.0 x 8.0 8.0 x 10.0 A. Bolt Qty./ Diam.--> ( 2)- 0.750 ( 2)- 0.750 ( 2)- 0.750 Colm Base Elevation--> 100/0/0 100/0/0 100/0/0 Dead Weight Framing -0.5 1.2 0.5 1.2 - Live Framing -2.3 4.8 2.3 4.8 - - Wind 1 Right Framing 5.8 -6.0 0.5 -3.7 -2.4 Wind 1 Left Framing -0.5 -3.7 -5.8 -6.0 2.4 Wind 11 Ridge Framing 0.7 -4.8 -0.7 -4.8 - - Seismic Right Framing 0.3 -0.2 0.3 0.2 - - Seismic Left Framing -0.3 0.2 -0.3 -0.2 - - W React 1 RightBracing - - - - - - W React 1 Left Bracing - - - - - - - - E,React Right Bracing - - - - - - - E React Left Bracing - - - - - - - - - Wind 1 Right Endpost - - - - - - -2.4E Wind 1 Left Endpost - - - - - - - 2.4E Frmg Cmb No. 1 (1.00) -2.8 6.0 2.8 6.0 - - Frmg Cmb No. 2 (1.33) 5.3 -4.8 1.0 -2.4 -2.4 Frmg Cmb No. 3 (1.33) -1.0 -2.4 -5.3 -4.8 2.4 Frmg Cmb No. 4 (1.33) 0.2 -3.6 -0.2 -3.6 - - Frmg Cmb No. 5 (1.33) -0.2 1.0 0.9 1.4 - - Frmg Cmb No. 6 (1.33) -0.9 1.5 0.2 1.0 - - Post Cmb No. 1 (1.33) - - - - - - - - -2.4E Dnet rmh Wn 2 f1 IAN - F - F - - F - - E 2.4E �VP Buildings COVERINGS and FASTENERS (Project Name: 4515 Rich Stewart) (VP Quote No.: TQ990206022623) (VP Order No.: CA9925212-00) ****** PROJECT REFERENCE ******* Project Name : 4515 Rich Stewart Customer Name: Rich Stewart 94UBC - 1994 Uniform Building Code Seismic Zone = 3 Building Use Category = 4 Addll Gravity Collateral = 0.00 Psf Addll Uplift Collateral = 0.00 Psf (User Imposed Loads) DATE: 02/10/99 TME: 09:19 PAGE: 14 of 56 Distance to Coast = 101 Miles Bldg Enclosure Category = Enclosed Bldg Base Elevation = 0/0/0 Snow Exposure Category = 3 Thermal Category = 1 Snow Load % for Seismic = 0.0 Built-up Plate Spec., = 89AISC Cold -Form Gage Spec. = 89AISI 36" COVERAGE Roof Live Load = 20.00 Psf Reduced Live Load = Yes Ground Snow Load = 0.00 Psf SURFACE 1 a1s" Roof Snow Load = '0.00 Psf Wind Load Velocity = 80.00 Mph Wind Load Pressure = 17.32 Psf BEARING EDGE Wind Exposure Category = C (ROOF PNLS ONLY) Seismic Zone = 3 Building Use Category = 4 Addll Gravity Collateral = 0.00 Psf Addll Uplift Collateral = 0.00 Psf (User Imposed Loads) DATE: 02/10/99 TME: 09:19 PAGE: 14 of 56 Distance to Coast = 101 Miles Bldg Enclosure Category = Enclosed Bldg Base Elevation = 0/0/0 Snow Exposure Category = 3 Thermal Category = 1 Snow Load % for Seismic = 0.0 Built-up Plate Spec., = 89AISC Cold -Form Gage Spec. = 89AISI 36" COVERAGE 12" TYP. 1" TYP. SMOOTH EXTERIOR SURFACE 1 a1s" ROOF PNL 2 }Ys2' TYP.—I �- BEARING EDGE (ROOF PNLS ONLY) TOP OF RIB IN TOP OF RIB COMPRESSION IN TENSION NOMINAL BASE METAL DEFLEC. LOAD DEFLEC. LOAD GAGE THICKNESS IX (IN.4) SX (IN.3) IX (IN.4) SX (IN.3) 26 0.0184 0.0332 0.0367 0.0368 0.0454 24 0.0220 0.0417 0.0475 0.04440.0555 22 0.0273 1 0.0547 1 0.0575 0.0559 0.0628 PANEL RIB ROOF & WALL PANELS (PR) oVP Buildings BRACING DESIGN DATA (Project Name: 4515 Rich Stewart) (VP Quote No.: TQ990206022623) (VP Order No.: CA9925212-00) No 1� 15 - ZZ DATE: 02/10/99 TEWE: 09:19 PAGE: 23 of 56 r777IA 11 (AAyAny1A1 ............ -- ----------- ................... ............ .. ... ......... ....... . ............ % .... : ......... ........... X. . .. . . ........ .... .. . ... .................. i .. -.::.>:a::.:::.>:...........; . , " .......... . I I .... ... .... . .......... ........ DESCRIPTION: Diagonal Roof Bracing is typically used by VP Buildings to resist Lateral wind Loads and seismic forces acting perpendicular to the rigid frames. This Diagonal "XII -Bracing transmits the applied loads throughout the roof planes, delivering them to vertical bracing systems, and eventually into the foundation. Vertical Bracing systems are typically diagonal "XII -Bracing similar to roof plane bracing, although may also utilize vertical diaphragms, moment- resisting frames, concentric braced frames utilizing tension/compression members or tension only members, or other types of bracing systems, as permitted by Specifications. ANALYSIS: VP Buildings Diagonal Bracing is analyzed by the Stiffness Method for the applied wind Loads and seismic loads acting on the structure. ALL diagonal members are assumed to be considered to have pinned connections, while moment frames are typically assumed to be AISC Type 1 'Construction (rigid frames). with pinned base connections. DESIGN: Diagonal Bracing is designed for axial forces, using the prevailing AISC Allowable forces acting on the Net Area of each member. Moment frames are also designed in accordance with AISC allowed working stresses. MATERIAL: Typical Rod Bracing used by VP Buildings is 65 ksi structural Steel. Angle bracing is typically 50 ksi steel, tube bracing is 46 ksi, and moment frames are typically designed and constructed from 50 ksi steel. .X. ........................... ....... .. .. .. ...... ......"ACIN . L .. . ....... .... .. ........ . ................................ ....... .. ........ . --:' ....... .. Live Load 20.000 PSF Add1L Dead(Gravity): .000 PSF Date: 2-10-99 Time: 9:13 Ground Snow .000 PSF Roof Snow .000 PSF Frame Dead Load 2.500 PSF Purlins/Sheeting 2.100 PSF Wind Load 80.00 MPH( 17.316 PSF) Add1L Dead(UpLt) .000 PSF Building Code :94UBC Bldg Use Category :4 Exposure Factor :C Seismic Zone :3 Enclosure Factor:Enciosed Load Stress Design Case Factor Case Load Combinations 1 1.33 Y 1.00 Wind 1 Right 2 1.33 Y 1.00 Wind 1 Left 3 1.33 Y 1.00 Seismic Right 4 1.33 Y 1.00 Seismic Left notes �VP Buildings BRACING DESIGN DATA (Project Name: 4515 Rich Stewart) (VP Quote No.: TQ990206022623) nm nom__ v_ n DATE: 02/10/99 TME: 09:19 PAGE: 24 of 56 note = Rodl and Rod2 are cross diagonals. Strutl and Strut2 are the struts at the end of cross diagonals. . �. • "•'•�• ••"•• "•"�••"•••" ""� IL/L14.11( 4VEbUx14 :•::.>:.:;.:: >•:i»;';;:.:::::;:::. ;.:•.:•.:.:;:.>;::.>:.>:;.::;::.>:.:;.:;:::;:i:;::iii::::::::::::::t: ;:i:;::k::i: ::::t::::::: rr .......................... i ::: ::.:....:::::: :::::::::::::::::::::: ...............................................................:.:...................................................................... :::i::::t....::::::::::::::::i::::................................ ....: ?::::::::::: :::::::: ::;::: ::i::::i :: ::::::::::::>:2r :::::: ?:::::::;:; ::i::::i: :<::::::::%:::::isL`::::......::........................................................... .gR3AV. .................................:. ............. Max Max Max Brcl Brc2 Plane Frame Lines Strutl St1 Strutt St2 Brace Length Brace Stress Cntrlg No. No. Name From To No. Load No. Load Sha ft. Load Ratio Ld Comb 6008 6009 WB FL3 FL2 base 18062 6.0 R.625 24.41 -8.13 0.75 1 6010 6011 ROOF2 FL2 FL3 18062 6.0 18037 1.9 R.500 28.33 -7.10 1.03 1 6012 6013 ROOF1 FL2 FL3 18037 1.9 18057 1.0 R.375 28.33 -2.30 0.59 1 note = Rodl and Rod2 are cross diagonals. Strutl and Strut2 are the struts at the end of cross diagonals. �VP Buildings SECONDARY STRUCTURAL DESIGN DATA DATE: 02/10/99 (Project Name: 4515 Rich Stewart) TELAE: 09:19 (VP Quote No.: TQ990206022623) PAGE: 25 of 56 (VP Order No.: CA9925212-00) rr»id n ren�Mn IAN �1rri(�%tai:l7`•.i':itS)��7R�7iFsk#.'T:�z<<rs<<%?<'�''':::st::::?<':�:::::>::':::>::�:>::' �?::: ��..................................:..:....::..::. �.::::::. �:::::::. ......................................................................................................................................... DESCRIPTION: VP Buildings Purlins, Girts, Eave Purlins, and Miscellaneous Secondary Framing Members are typically cold -formed, Z-shaped or C-shaped members, either 6 1/211, 8 1/211, or 11 1/211 in depth. ANALYSIS: Simple Purlins and Girts- analyzed as simple beams, supported at each end by the Primary Frames. The boundary conditions used assume pinned connections at each frame support and span lengths equal to the distance between the frame centerlines. Continuous Purlins and Girts- analyzed as continuous beams, utilizing the Stiffness Method of indeterminant analysis. Purlin or Girt continuity over frame supports is developed by extending them into adjacent bays and lapping to each other to provide a double section in the region of highest moment. Pinned -connections occur at purlin or girt ends. DESIGN: Purlins, Girts and other cold -formed secondary structural members are designed in accordance with the American Iron and Steel Institute (AISI), typically using steel based upon ASTM A570 or A607, Grade 55. d 53'BE3C1`tflLA <<isflAii `SCRtiil4 48T > »» > '> <>'> < > > > ... ... •. .. < ....... ''> ` >#> < >' > >' > ` > > > .. >` ..... >? > > > <' >: Live Load 20.00 PSF Addll Dead(Gravity): .00 PSF Date: 2-10-99 Time: 9:14 Wind Load 80.00 MPH Panel Dead Load . .95 PSF Bldg Wind Pressure : 17.32 PSF Secondary Wind Pressure : 17.32 PSF Add'l Dead(Uplt): .00 PSF Total Dead Load ' . .95 PSF Building Code : 94UBC Bldg Use Category : 4 Building Exposure Factor : C Seismic Zone : 3 Secondary Exposure Factor: C Enclosure Factor: Enclosed Load Combinations for Girt Design Load Stress Case Factor Load Combinations 1 1.33 1.00 Wind 1 Right 2 1.33 1.00 Wind 2 Left 3 1.33 1.00 Wind 3 Right 4 1.33 1.00 Wind 4 Left Load Combinations for Purlin Design Load Stress Case Factor Load Combinations 1 1.00 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Live 2 1.33 1.00 Dead Weight + 1.00 Wind 1 Right + 1.00 W React 1 Righ 3 1.33 1.00 Dead Weight + 1.00 Wind 1 Right + 1.00 W React 1 Left 4 1.33 1.00 Dead Weight + 1.00 Wind 2 Left + 1.00 W React 1 Righ 5 1.33 1.00 Dead Weight + 1.00 Wind 2 Left + 1.00 W React 1 Left 6 1.33 1.00 Dead Weight + 1.00 Collat Grav + 1.00 E React Right 7 1.33 1.00 Dead Weight + 1.00 Collat Grav + 1.00 E React Left Load Combinations for Girt Deflection Load Stress Case Factor Load Combinations 1 1.00 .75 Wind 1 Right 2 1.00 .75 Wind 2 Left 3 1.00 .75 Wind 3 Right 4 1.00 .75 Wind 4 Left Notes: <segment id> [string id, group id) Use Liquid Paper wherever, Overplotting may Occur. t < 8004> <1800> [3. 3 .. <18002> <18003> (2.2) <18000> <18001> Project: 4515 Rich Stewart Building: 40x60x14 projky: 27214 bldg: 1 plane: 2 name: WL N Q Notes: <Segment id> (string id, group id) Use: Liquid Paper wherever Overplotting may Occur. <18025> <18028> (9, 31 t <18023> <18024> B, 2 <i8021> <18022> (7, 11 Project: 4515 Rich Stewart Building: 40x60x14 projky: 27214 bldg: 1 plane: 4 name: WR Notes: <segment id> (string id, group id) Use Liquid Paper wherever Overplotting may Occur. - <t8017> < BO 8> <18019> <18012> 6, 6 80 <18014> <16007> <18008> < 8009> [4, 4] Project: 4515 Rich Stewart Building: 40x60x14 projky: 27214 bldg: 1 plane: 3 name: WB Notes: <segment id> (string id, group id) Use Liquid Paper wherever Overplotting may Occur. <18090> <18092> <18096> (19, 161 [21, 181 [25.201 <10089> c18091> < 8095> -- JIB. 151 (20. 171 3, 10 f 0 > <18029> <130W> ^ U B03f> <130---2> vim <10033> 11, 81 am 1 I 1 ] - o V o m Q m Project: 4515 Rich Stewart Building: 40x60x14 projky: 27214 bldg: 1 plane: 5 name: WF 3, 10 ^ ma vim my mm am n ^ - o o m Q m ^I mlp m� mN mm N , N V^ V V V V Notes: <segment id> !string id. group id] Use Liquid Paper wherever Overplotting may Occur. <18038> <18037> <18036> <18043> 26. 21 <18042> U8041> < 110411> Y2722,1 < 11046> <18053> 2tl. 22 <18052> <18051> <18058> [29.221 d"' Project: 4515 Rich Stewart Building: 40x60x14 projky: 27214 bldg: 1 plane: 6 name: ROOF1 Notes: <segment id> (string id, group id) Use Liquid Paper wherever Overplotting may Occur. <18053> <f > <18061> (31.241 <18068> <10067> <18066> [32, 221 <18073> <18072> <18071> 33,22] <18080> Jeo <18076> (34.221 <18087> <18084> <18083> (35,21) Project: 4515 Rich Stewart Building: 40x60x14 projky: 27214 bldg: 1 plane: 7 name: ROOF2 f/I N a— �VP Buildings SECONDARY STRUCTURAL DESIGN DATA DATE: 02/10/99 (Project Name: 4515 Rich Stewart) TME: 09:19 (VP Quote No.: TQ990206022623) PAGE: 27 of 56 (VP Order No.: CA9925212-00) x7721 11 (AfIlyffivIdl ......... . . . .......... 2 W 2 'A' 3 1W 2 A" 2 W 50 7- 56' 8lyt- 50* LIPup6 LIP� 11 2 A' 2 16" 3 16" 6 ZEE 6 "' CEE 8 W ZEE 8 W CEE 11 "' ZEE DESIGN IX SX Ix Sx DESIGN IX ix I% Sk DESIGN IX SX THICKNESS IN4 IN3 IN4 IN3 THICKNESS IN4 !N3 1.144 IN3 THICKNESS -1144 IN3 .059 4.36 1.225 4.71 1 1.297 1 .065 4.86 1.470 5 22 1.514 .059 9.04 1 1.778 .065 10.05 1 2.088 1 9.87 2.197 .073 11.50 1 2.561 1 11.24 2.601 .065 24.97 2.959 .073 28.48 3.728 .073 5.56 1.709 5.93 1.791 .082 6.23 4 2 .916 2 22 12.142 �i. L4 .082 12.90 1 3.027 1 12.59 2.963 .092 14.43 1 3.396 1 14.08 3.313 .105 16.42 1 3.854 1 16.00 3.765 .120 18.70 1 4.400 1 18.19 4.280 8 1/2" GIRTS /'PURLINS .082 31.94 4.499 .092 35.79 5.350 .105 4036 6.176 .120 46.48 7.479 11 1/2" PURLINS .092 6.96 2! .105 7.91 2.433 &40 2.585 2.932 .120 EL99 2366 9.5341 6 1/2" GIRTS PURLINS . . . . . . . . . . . . . . . . . . ............. . . . . . . . . . . . ......... ........ DENGN.................................. Design No. 1 Plane = WL (End Wall) [Start X =011 Y =401-01, Z =31-10 3/4111 Qty: 2 1 -------- End 1 Span -------- --Interior Span -------- End 2 Span -------- Seg Seg Segment I -Actual Stress-- Ld Lap -Actual Stress- Ld ---Actual Stress--- Ld Lap No. Length Description I Bend l ShrlCombl We Case Lgth I Bend l ShrIComb lWcp Case Bend 1Shr1Comb 1Wcp1Case Lgth 18000 20.0 8.5"x.05911 Z S -Girt .66 .00 .66 .00 1 18001 20.0 8.5"x.05911 Z S -Girt .66 .00 .66 .00 1 Secondary Design Successfully Completed Design No. 2 Plane = WL (End Wall ) (Start X =011 Y =401-011 Z =71-5 1/4111 Qty: 2 I -------- End 1 Span -------- --interior Span -- -------- End 2 Span -------- Seg Seg Segment I -Actual Stress-- Ld Lap -Actual Stress- Ld --- Actual Stress --- Ld Lap No. Length Description I Bend l ShrlCombj We Case Lgth I Bend l ShrjComb jWcp Case I Bend jShrjComb 1WcpjCase Lqth 18002 20.0 8.5"x.05911 Z S -Girt .75 .00 .75 .00 1 18003 20.0 8.5"x.05911 Z S -Girt .75 .00 .75 .00 1 Secondary Design Successfully Completed Design No. 3 Plane = WL (End Walt) [Start X =011 Y =401-011 Z =121-5 1/4111 Qty: 2 I -------- End 1 Span -------- --interior Span -- -------- End 2 Span -------- Seg Seg Segment I -Actual Stress-- Ld Lap -Actual Stress- Ld ---Actual Stress--- Ld Lap No. Length Description I Bend l ShrlCombl We Case Lgth I Bend l ShrIComb lWcp Case I Bend 1ShrjComb jWcpjCase Lgth 18004 20.0 8.5"x.05911 Z S -Girt .66 .00 .66 .00 1 18005 20.0 8.5"x.05911 Z S -Girt .66 .00 .66 .00 1 Secondary Design Successful[ y Completed Desiqn No. 4 Plane = WB (Side Wall) [Start X =601-011 Y =401-011 Z =31-10 3/4111 Qty: 1 �VP Buildings SECONDARY STRUCTURAL DESIGN DATA DAM 02/10/99 (Project Name: 4515 Rich Stewart) TEWE: 09:19 (VP Quote No.: TQ990206022623) PAGE: 28 of 56 (VP Order No.: CA9925212-00) r27714 11 WrAffirlAl X..... ..... ........... ...................... ..... ..................... 18007 19.5 8.5"x.05911 Z C -Girt .38 .00 .38 .00 1 .20 .12 .20 .00 1 18 18008 20.0 8.5"x.05911 Z C -Girt .20 .10 .20 .00 1 18 .26 .17 .26 1 .20 .10 .20 .00 1 18 18009 19.5 8.5"x.05911 Z C -Girt .20 .12 .20 .00 1 18 .38 .00 .38 .00 1 Secondary Design Successfully Completed Design No. 5 Plane = W8 (Side Wall ) [Start X =601-011 Y =401-011 Z =71-5 1/4111 oty: 1 1 -------- End 1 Span -------- --interior Span -- -------- End 2 Span -------- Seg Seg Segment I -Actual Stress-- Ld Lap -Actual Stress- Ld ---Actual Stress--- Ld Lap No. Length Description I Bend l ShrlCombl We Case Lgth I Bend l ShrlComb lwcp Case I Bend 1Shr1 Comb 1Wcp1Case Lgth 18012 19.5 8.5"x.05911 Z C -Girt 1 .43 .00 .43 .00 1 .22 .14 .22 .00 1 18 18013 20.0 8.5"x.05911 Z C -Girt .22 .12 .22 .00 1 18 .29 .20 .29 1 .22 .12 .22 .00 1 18 18014 19.5 8.5"x.05911 Z C -Girt .22 .14 .22 .00 1 18 .43 .00 .43 .00 1 Secondary Design Successfully CompLeted Design No. 6 Plane = WB (Side Wall ) [Start X =601-011 Y =401-011 Z =121-5 1/4111 Qty: 1 1 -------- End 1 Span -------- --interior Span -- -------- End 2 Span -------- Seg Seg Segment I -Actual Stress-- Ld Lap -Actual Stress- Ld ---Actual Stress--- Ld Lap No. Length Description I Bend l ShriCombl We Case Lgth I Bend l ShrIComb lWcp Case I Bend 1Shr1 Comb 1Wcp1Case Lgth 18017 19.5 8.5"x.05911 Z C -Girt 1 .34 .00 .34 .00 1 .18 .11 .18 .00 1 18 18018 20.0 8.5"x.05911 Z C -Girt .18 .09 .18 .00 1 18 .24 .16 .24 1 .18 .09 .18 .00 1 18 18019 19.5 8.5"x.05911 Z C -Girt .18 .11 .18 .00 1 18 .34 .00 .34 .00 1 Secondary Design Successfully Completed Design No. 7 Plane = WF (side Wall ) (Start X =01, Y =011 Z =71-5 1/4111 Oty: 1 1 -------- End 1 Span -------- .--interior Span -------- End 2 Span -------- Seg Seg Segment I -Actual Stress-- Ld Lap -Actual Stress- Ld ---Actual Stress--- Ld Lap No. Length Description I Bend l ShrlCombl We Case Lgth I Bend l ShrIComb lWcp Case I Bend 1Shr1 Comb 1WcpjCase Lqth 18028 1.0 8.5"x.05911 Z S -Girt 1 .00 .03 .00 .00 2 Secondary Design Successfully Completed Design No. 8 Plane = WF (Side Wall) (Start X =151-611 Y =011 Z =71-5 1/4,11 Qty: 1 I -------- End 1 Span -------- --interior Span -- I -------- End 2 Span -------- Seg Seg Segment I -Actual Stress-- Ld Lap -Actual Stress- Ld I ---Actual Stress--- Ld Lap No. Length Description I Bend l ShrlCombl We Case Lgth I Bend l Shr1Comb 1WcP Case I Bend 1Shr1 Comb 1WcP1Case Lgth 18029 4.5 8.5"x.05911 Z S -Girt .06 .00 .06 .00 1 18030 1.0 8.5"x.05911 Z S -Girt .00 .00 .00 .00 1 Secondary Design Successfully Completed .Design No. 9 Plane = WF (Side Wall) [Start X =351-011 Y =011 Z =71-5 1/4,11 Qty: 1 1 -------- End 1 Span -------- --interior Span -- I -------- End 2 Span -------- Seg Seg Segment I -Actual Stress-- Ld Lap -Actual Stress- Ld I --- Actual Stress--- Ld Lap Length Description I Bend l Shrlcombl We Case Lgth I Bend l ShrlComb lwcp Case I Bend jShr1 Comb 1Wcp1Case Lqth .No. 18031 5.0 8.5"x.05911 Z S -Girt .08 .00 .08 .00 1 18032 1.0 8.5"x.05911 Z S -Girt .00 .00 .00 .00 1 Secondary Design Successfully Completed Design No. 10 Plane = WF (Side Wall) [Start X =551-011 Y =011 Z =71-5 1/411] Oty: 1 VP -Buildings SECONDARY STRUCTURAL DESIGN DATA DATE: 02/10/99 (Project Name: 4515 Rich Stewart) ITWE: 09:19 (VP Quote No.: TQ990206022623) PAGE: 29 of 56 (VP Order No.: CA9925212-00) [27214.11 (40x60x14) -------- End 1 Span -------- --Interior Span - -------- End 2 Span -------- Seg Seg Segment -Actual Stress-- Ld Lap -Actual Stress- Ld ---Actual Stress--- Ld Lap No. Length Description I Bendl ShrlCombl Wcp Case L th I Bendl ShrICoffblWcp Case I Bend Shr Comb We Case L th 18033 4.5 8.5"x.059" Z S -Girt .07 .00 .07 .00 3 Secondary Design Successfully Completed Design No. 11 Plane = WF Side Wall [Start X =1'-6" Y =01' Z =0113 Qty: 1 -------- End 1 Span -------- --interior Span -- -------- End 2 Span -------- Seg Seg Segment I -Actual Stress-- Ld Lap -Actual Stress- Ld ---Actual Stress--- Ld Lap No. Length Description I Bendl ShrlCombl Wcp Case L th I Bendl ShrIComblWcp Case I 8end1Shr1Comb1WcP1Case L th 18078 12.5 8.5"x.0591, C Jamb 1 .48 .00 .48 .00 1 Secondary Design Successfully Completed ' Design No. 12 Plane = WF Side Wall [Start X =15'-6" Y =0" Z =0111 Ot : 1 -------- End 1 Span -------- --interior Span - -------- End 2 Span -------- Seg Seg Segment I -Actual Stress-- Ld Lap -Actual Stress- Ld ---Actual Stress--- Ld Lap No.'Len th Description I Bendl ShrlCombl Wcp Case L th I Bendl ShrIComblWcp Case I Bend I Shr lComblWcpl Case L th 18079 12.5 8.5"x.059" C Jamb 1 .59 .00 .59 .00 1 Secondary Design Successfully Completed Design No. 13 Plane = WF Side Walt (Start X =21'-0" Y =0" Z =0113 Qty: 2 -------- End 1 Span -------- --interior Span -- -------- End 2 Span -------- Seg Seg Segment -Actual Stress-- Ld Lap -Actual Stress- Ld ---Actual Stress--- Ld Lap No. Length - Description I Bendl ShrlCombl Wcp Case L th I Bendl Shricomblwcp Case I Bend1Shr1Comb1WcP1Case L th 18085 12.5 8.5"x.059" C Jamb 1 .48 .00 .48 .00 1 Secondary Design Successfully Completed Design No. 14 Plane = WF Side Wall [Start X =35'-0" Y =0" Z =0113 of : 1 -------- End 1 Span -------- --Interior Span -- -------- End 2 Span -------- Seg Seg Segment I -Actual Stress-- Ld Lap -Actual Stress- Ld ---Actual Stress--- Ld Lap No. Length Description Bendl ShrlCombl Wcp Case L th I Bendl ShrlComblWcp Case I Bend I Shr lComblWcpl Case L th 18086 12.5 8.5"x.059" C Jamb 1 .60 .00 .60 .00 1 Secondary Design Successfully Completed Design No. 15 Plane = WF Side Wall) [Start X =1'-611 Y =0" Z =12'-0"3 Ot : 1 -------- End 1 Span -------- --interior Span - -------- End 2 Span -------- Seg Seg Segment -Actual Stress-- Ld Lap -Actual Stress- Ld ---Actual Stress--- Ld Lap No. Length Description I Bendl ShrlCombl Wcp Case L th I Bendl ShrIComblWcp Case I Bend1Shr1Comb1WcP1Case L th 18089 14.0 8.5"x.059" C Header 1 .03 .00 .03 .00 1 Secondary Design Successfully Completed Design No. 16 Plane = WF (Side Wall) [Start X =6" Y =0" Z =121-6 1/2111 of : 1 �VP Buildings SECONDARY STRUCTURAL DESIGN DATA DATE: 02/10/99 (Project Name: 4515 Rich Stewart) TME: 09:19 (VP Quote No.: TQ990206022623) PAGE: 30 of 56 (VP Order No.: CA9925212-00) DT)ld ii (AAtM:ldl �S' 3 €.................................................................................................................................................................... 18090 19.5 8.5"x.059" Z Jamb Sup I .61 .26 .61 .00 2 Secondary Design Successfully Completed Desi n No. 17 Plane = WF Side Wall [Start X =211-0" Y =0" Z =120-0107 Qty: 2 I -------- End 1 Span -------- --Interior Span -- -------- End 2 Span -------- Seg Seg Segment I -Actual Stress-- Ld Lap -Actual Stress- Ld ---Actual Stress--- Ld Lap No. Length Descri tion I Bendl ShrlCombl Wcp Case L th I Bendl ShrIComblWcp Case I Bend1Shr1Comb1WcP1Case L th 18091 14.0 8.5"x.059" C Header I .03 .00 .03 .00 1 Secondary Design Successfully Completed Desi n No. 18 Plane = WF Side Wall [Start X =201-0" Y =0" Z =12'-6 1/2111 Qty: 1 I -------- End 1 Span -------- --Interior Span -- I -------- End 2 Span -------- Seg Seg Segment I -Actual Stress-- Ld Lap -Actual Stress- Ld I ---Actual' Stress--- Ld Lap No. Length Description I Bendl ShrlCombl Wcp Case L th I Bendl Shricomblwcp Case I Bend1Shr1Comb1WcP1Case L th 18092 20.0 8.5"x.059" Z Jamb Sup I .68 .25 .68 .00 1 Secondary Design Successfully Completed Design No. 19 Plane = WF (Side Wall) [Start X =55'-0" Y =0" Z =0917 Qty: 1 I -------- End 1 Span -------- --Interior Span -- -------- End 2 Span -------- Seg Seg Segment I -Actual Stress-- Ld Lap -Actual Stress- Ld ---Actual Stress--- Ld Lap No. Length Description I Bendl ShrlCombl Wcp Case L th I Bendl ShriComblWcp Case I Bend1Shr1Comb1WcP1Case L th 18094 12.5 8.5"x.059" C Jamb I .59 .00 .59 .00 1 Secondary Design Successfully Completed .Design No. 20 Plane = WF Side Wall [Start X =40'-0" Y =0" Z =121-6 1/2111 Qty: 1 I -------- End 1 Span -------- --Interior Span -- I -------- End 2 Span -------- Seg Seg Segment I -Actual Stress-- Ld Lap -Actual Stress- Ld I ---Actual Stress--- Ld Lap No. Length Description I Bendl ShrlCombl Wcp Case L th I Bendl ShrlComblWcp Case I Bend1Shr1Comb1Wcp1Case L th 18096 19.5 8.5"x.059" Z Jamb Sup I .61 .26 .61 .00 1 Secondary Design Successfully Completed i!Ik?Ait ..5 i'ii�<TE3`.FfRA>� �f�S��.87r,[�:..S[�4�ARg............................................................................................................................................................. Design No. 21 Plane = ROOF1 Roof (Start X =60'-0" Y =18'-5 3/81, Z =15'-6 7/16113 Qty: 2 I -------- End 1 Span -------- --Interior Span -- I -------- End 2 Span -------- Seg Seg Segment i-Actuai Stress-- Ld Lap -Actual Stress- Ld I ---Actual Stress--- Ld Lap No. Length Description I Bendl ShrlCombl Wcp Case L th I Bendl ShrlComblWcp Case I Bend Shr '1Comb1Wcp1Case L th 18036 19.5 8.5"x.073" Z C-StPur I .00 .17 .87 .87 1 I .32 .17 .55 .55 1 18 I 18037 20.0 8.5"x.059" Z C-StPur I .32 .15 .55 .55 1 18 I .30 .21 .53 3 I .32 .15 .55 .55 1 18 I 18038 19.5 8.5"x.073" Z C-StPur I .32 .17 .55 .55 1 18 I .00 .17 .87 .87 1 I Secondary Design Successfully Completed Design No. 22 Plane = ROOF1 Roof [Start X =60'-0" Y =13'-5 9/1611 Z =15'-1 7/16111 Qty: 6 I -------- End 1 Span -------- -I --Interior Span -- I -------- End 2 Span -------- Seg Seg Segment I -Actual Stress-- Ld Lap I -Actual Stress- Ld I ---Actual Stress--- Ld Lap No. Length Description I Bendl ShrlCombl Wcp Case L th I Bendl ShrlComblWcp Case I Bend1Shr1Comb1WcP1Case L th 18046 19.5 8.5"x.073" Z C-Purin I .00 .20 1.00 1.00 1 I .37 .20 .63 .63 1 18 I SECONDARY STRUCTURAL VP Buildings DESIGN DATA DATE: 02/10/99 (Project Name: 4515 Rich Stewart) TIM: 09:19 (VP Quote No.: TQ990206022623) PAGE: 31 of 56 (VP Order No.: CA9925212-00) [27214.11 (4Ox6Ox14) ........... . . . .. . ... .... . . .. .... ..... ........... ........... 18047 20.0 8.5"x.0591, Z C-PurLn .37 .17 .63 .63 1 18 .60 .41 .60 1 .37 .17 .63 .63 1 18 18048 19.5 8.5"x.0731, Z C-Purtn .37 .20 .63 .63 1 18 .00 .20 1.00 1.00 1 Secondary Design Successfully Completed Design No. 23 Plane = ROOF1 (Roof) [Start X =601-00 Y =3 3/811 Z =141-0 1/4111 Qty: 1 1 -------- End 1 Span -------- --interior Span -- -------- End 2 Span -------- Seg Seg Segment I -Actual Stress-- Ld Lap -Actual Stress- Ld --- Actual Stress--- Ld Lap No. Length Description I Bend l ShrlCombl We Case Lgth Bend l ShrIComb lWcp Case I Bend IShrIComb lWcplCase Lgth 18056 19.5 8.5"x.05911 EZ S-StPur .00 .19 .72 .72 1 18057 20.0 8.5"x.05911 EZ S-StPur .44 .00 .56 .00 4 18058 19.5 8.5"x.05911 EZ S-StPur .00 .19 .72 .72 1 Secondary Design Successfully Completed Design No. 24 Plane = ROM (Roof) [Start X =601-011 Y =391-8 5/811 Z =141-0 1/4111 Qty: 1 -------- End 1 Span -------- --interior Span -------- End 2 Span -------- Seg Seg Segment -Actual Stress-- Ld Lap -Actual Stress- Ld ---Actual Stress--- Ld Lap No. Lenqth Description I Bend l ShrlCombl We Case Lqth I Bend l ShrIComb lWcp Case I Bend 1Shr1Comb 1WcP1Case Lgth 18061 19.5 8.5"x.05911 EZ S-StPur .00 .19 .72 .72 1 18062 20.0 8.5"x.07311 EZ S-StPur .30 .00 .91 .00 4 18063 19.5 8.5"x.05911 EZ S-StPur .00 .19 .72 .72 1 Secondary Design Successfully Completed .... Mib * , . ................................. ................ X ..... ..... .. -.*'*"* *":: * ::: ..... : ...... * ............ :: .. ...................... ....................... ........ ... . ... . ... . ::: .. -X ......... ............... ---------- . . . ....... ........... .. .. ..... .... ......... .. ........ PurLin Anchorage Calculations for Plane ROOF1 No. Purlins = 5 Roof Pitch = .083 Purtin Anchorage Force = 1.81 Kips PurLin Anchorage Resistance = 3.66 Kips PurLin Anchorage Calculations for Plane ROM No. Purlins = 5 Roof Pitch = .083 PurLin Anchorage Force = 1.80 Kips PurLin Anchorage Resistance = 3.75 Kips ........... ................................. ............ R ........ .................... . . . ... .... ----------- ------------ -------- ------ ........... ............... .......... ...... . . ... ..................... ........ ..................... ....... .. ............ ......... ........... 4 ........... ........................... .......... ....... ... . . . .................................... X . . .... . . .... WSE .. . .. . . ........ ..... .. ...... .................. .............. X ........................ ................. Design No. Description Str. No. PLn Nm Plane Type ------Se ment Grouping ------- ---- Design 1 = 8.5 Simple Z---- 1 WL End Wall -18000-18001 7 WR End Wall -18021-18022 ----Design 2 = 8.5 Simple 2---- 2 WL End Wall -18002-18003 8 WR End Wall -18023-18024 ----Design 3 = 8.5 Simple 2---- 3 WL End Wall -18004-18005 9 WR End Wall -18025-18026 ----Design 4 = 8.5 Continuous Z---- 4 WB Side Wall -18006-18007-18008-18009-18010 ----Design 5 = 8.5 Continuous Z---- 5 WB Side Wall -18011-18012-18013-18014-18015 ----Design 6 = 8.5 Continuous Z---- 6 WB Side Wall -18016-18017-18018-18019-18020 �VP Buildings SECONDARY STRUCTURAL DESIGN DATA DATE: 02/10/99 (Project Name: 4515 Rich Stewart) TME: 09:19 (VP Quote No.: TQ990206022623) PAGE: 32 of 56 (VP Order No.: CA9925212-00) M7714 11 (Any6fiv1d) ...... . . ........... -XI . ... ............... x spa............ --------------------- ....................... ----Design 7 = 8.5 Continuous Z---- 10 WF Side Wait -18027-18028 ----Design 8 = 8.5 Simple Z---- 11 WF Side Wait -18029-18030 ----Design 9 = 8.5 Simple Z---- 12 WF Side Wait -18031-18032 ----Design 10 = 8.5 Continuous Z---- 13 WF Side Wait -18033-18034 ----Design 11 = 8.5 Simple C---- 14 WF Side Watt -18078 ----Design 12 = 8.5 Simple C---- 15. WF Side Wait -18079 ----Design 13 = 8.5 Simple C---- 16 WF Side Watt -18085 22 WF Side Wait -18093 ----Design 14 = 8.5 Simple C---- 17 WF Side Wait -18086 ----Design 15 = 8.5 Simple C---- 18 WF Side Wait -18089 ---- Design 16 = 8.5 Simple Z---- 19 WF Side Wait -18090 ----Design 17 = 8.5 Simple C ---- 20 WF Side Wait -18091 24 WF Side Wait -18095 ---- Design 18 = 8.5 Continuous Z---- 21 WF Side Wait -18092 ----Design 19 = 8.5 Simple C---- 23 WF Side Watt -18094 ----Design 20 = 8.5 Continuous Z---- 25 WF Side wait -18096 ........ ..... . X X ...... .................................... ....M . . .. .... . . .............. ...... ..... .............. %.%.,..,.., .... .....i. : ....... Design No. Description Str. No. Pin Nm Plane Type ------Se ment Grouping ------- ---- Design 21 = 8.5 Continuous Z---.-- 26 ROOF1 Roof -18035-18036-18037-18038-18039 35 ROM Roof -18082-18083-18084-18087-18088 ----Design 22 = 8.5 Continuous Z---- 27 ROOF1 Roof -18040-18041-18042-18043-180" 28 ROM Roof -18045-18046-18047-18048-18049 29 ROOF1 Roof -18050-18051-18052-18053-18054 32 ROM Roof -18065-18066-18067-18068-18069 33 ROM Roof -18070-18071-18072-18073-18074 34 ROM Roof -18075-18076-18077-18080-18081 ----Design 23 = 8.5 Simple EZ---- 30 ROOF1 Roof -18055-18056-18057-18058-18059 ----Design 24 = 8.5 Simple EZ---- 31 ROM Roof -18060-18061-18062-18063-18064 �VP Buildings PRIMARY FRAME DESIGN DATA (Project Name: 4515 Rich Stewart) (VP Quote No.: TQ990206022623) DATE: 02/10/99 T ME: 09:19 PAGE: 33 of 56 Frame Width 381-7 Back Girt Proj . 01-8 1/2 Front Girt Proj : 01-8 1/2 Total Bldg Width : 401-0. Back Roof Pitch : 1.00/12 Front Roof Pitch : 1.00/12 Back SW Col: Tapered(Out Flg Vertical) Front SW Col: Tapered(Out Flg Vertical) Back Sidewall Ht 14'-0 Front Sidewall Ht 14'-0 Distance to Ridge(from Back) : 201-0 Average Bay Space = 20'-0 Beam Bolts to Back Col Face Beam Bolts to Front Col Face Back Sw Col Base Elev 01-0 Front Sw Col Base Elev 0'-0 A 1.0:12 7 1.0:12 40'-0 Frame Cross Section for Plane FL1 ( 8) PROJECT: 4515 Rich Stewart BUILDING: 40x60x14 �VPBuildings PRIMARY FRAME DESIGN DATA DATE: 02/10/99 (Project Name: 4515 Rich Stewart) TME: 09:19 (VP Quote No.: TQ990206022623) PAGE: 34 of 56 DESCRIPTION: VP Buildings RIGID FRAMES (Type "RF") are solid -web framing systems consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns. The frame provides a clear span (no interior columns) and is designed to support the applied loads as specified. (AISC Type 1 Construction) ANALYSIS: The boundary conditions established for RIGID FRAMES assume the rafter beam is a fully continuous member, spanning from building eave to building eave, with exterior columns rigidly attached (moment -resisting connection). The Exterior Columns are typically pinned connected (free to rotate) at their base connection to the foundation. DESIGN: RIGID FRAMES are designed in accordance with the AISC "Specification for Structural Steel Buildings", 9th Edition. MATERIAL: Structural steel plate, bar, and/or sheet intended for use in RIGID FRAME bolted and/or welded constructions typically will be of material based on the requirements of ASTM A529, A572, A570, or A607, Grade 50. Back Sidewalt Girt Spacings (Base to Eave): 1 at 3'-10 3/4 1 at 3'-6 1/2 1 at 5'-0 Front Sidewalt Girt Spacings (Base to Eave): 1 at 7'-5 1/4 1 at 5'-1 1/4 1 at 1'-5 1/2 Rafter Purlin Spacings (Ridge to Back Eave): 1 at 1'-6 11/16 3 at 5'-0 1 at 3'-2 3/4 Rafter Purlin Spacings (Ridge to Front Eave): 1 at 1'-6 11/16 3 at 5'-0 1 at 3'-2 3/4 1 at 1'-6 3/4 1 at 0'-3 5/16 1 at 0'-3 5/16 Live Load 20.00 PSF Collateral(Gravity): .00 PSF Total Dead Load 3.10 PSF Purlins/Sheeting 2.25 PSF Wind Load 80.00 MPH( 17.32 PSF) Frame Dead Load .85 PSF Collateral(Uplt): .00 PSF Total Dead Load 3.10 PSF Building Code : 94UBC Right Bldg Use Category 4 1.33 Y Exposure Factor : C Weight - •Seismic Zone 3 1.00 Wind 1 Enclosure Factor: Enclosed 1.33 N 1.00 Load Stress Design Case Factor Case Load Combinations 1 1.00 Y 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Live 2 1.33 Y 1.00 Dead Weight + 1.00 Wind 1 Right 3 1.33 Y 1.00 Dead Weight - + 1.00 Wind 1 Left 4 1.33 N 1.00 Dead Weight + 1.00 Wind 11 Ridge 5 1.33 N 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Seismic Right 6 1.33 N 1:00 Dead Weight + 1.00 Collat Grav + 1.00 Seismic Left MEM FLANGE WEB DEPTHS LENGTH WEIGHT FLANGE WEB SPLICE CODES THICKNESS SHAPE 1 5.00 .1345 .1345 7.00 20.00 13.348 144.74 50.0 50.0 Base Pit Knee 0 0 3 -Plate 2 5.00 .1345 .1345 18.00 9.00 19.359 196.32 50.0 50.0 Knee Bolt Pit 0 0 3 -Plate 3 5.00 .1345 .1345 9.00 17.00 19.359 190.81 50.0 50.0 Bolt Pit Knee 0 0 3 -Plate PRIMARY FRAME VP Buflffinp DESIGN DATA DATE: 02/10/99 (Project Name: 4515 Rich Stewart) TEWE: 09:19 (VP Quote No.: TQM06022623) PAGE: 35 of 56 (VP Order No.: CA9925212-00) [27214.11 (4Ox6OxI4) .............. ..................... ...... .......... ......... .................... ......... ... .... MEM FLANGE WEB DEPTHS LENGTH WEIGHT FLANGE WEB SPLICE CODES THICKNESS SHAPE WIDTH THK THK Endl End2 (FT) (LBS) Fy Fy iti Jt2 REF. 4 5.00 .1345 .1345 7.00 22.00 13.348 151.58 50.0 50.0 Base Pit Knee 0 0 3-Plate ................................................. ....................................... ............................. . . ............ .................. ...... - ,.. - - - - - .. ...... ....... ------- ------------------ --- ..... .. ...... . . .. ... .. .......... ... : .., .... ...... ............. Mbr Jt X-Suppt Y-$uppt Momnt X-Disp Y-Disp Rotatn No. No. (0=Pin,1=Fix) in. in. (rad.) 1 1 1 1 0 .0000 .0000 .0000 4 1 1 1 0 .0000 .0000 .0000 ... ............. ......... .. ...... .. ... ........... ....... ....... .. ..................................................................... .. ... ... .. ................................................... .......... ......................................................................................................... % ... .... ................. ... ............. , . . ..., .. ................................................. ................................ ..................... X...................................................... ..... ............................. ....... ................................... ...... ............................. ...... ......................... .. ... ............... ................................. .......... .. . ......................... .............................. . ........ . . .. ................. ..................................... , ---------------- .................... Horizontal Clearance SW Columns 351-1 (Clear Distance between SW Columns at Knee) Vertical Clearance at Back Haunch 111-11 3/4 Vertical Clearance at Front Haunch 121-0 15/16 Vertical Clearance at Ridge 141-2 7/16 Vertical and horizontal clearances are based on geometry only and do not consider frame deflections. If frame deflection is critical to a clearance, consult VP Buildings for a specific recommendation. ..... ..... - : * .... .. .. . . ..... ........... .. . .... . ....... . .. .... ... .. . ...... ...... ....... . .. .............. ............ . .............. ... ... ... ........... I ............ .............. ------------------ - ... .. .. ... . .......................... .. . .. . ........ ........ i ........ ............ ............ .. .............. . .................... ......................... LD CASE LOAD COMBINATION HORIZONTAL VERTICAL MOMENT LOCATION (kips) (kips) (in-kips) EXT COL I D +Cg +L 2.86 6.04 .00 AT .00 FT FROM BACK EXT COL 1 D +Cg +L -2.86 6.04 .00 AT 38.00 FT FROM BACK EXT COL 2 D +Wl> -5.31 -4.77 .00 AT .00 FT FROM BACK EXT COL 2 D +Wl> -.99 -2.45 .00 AT 38.00 FT FROM BACK EXT COL 3 D +<W1 1.00 -2.45 .00 AT .00 FT FROM BACK EXT COL 3 D -W1 5.30 -4.77 .00 AT 38.00 FT FROM BACK EXT COL 4 D +WP -.18 -3.61 .00 AT .00 FT FROM BACK EXT COL 4 D +WP .18 -3.61 .00 AT 38.00 FT FROM BACK EXT COL 5 D +Cg +E> .20 1.00 .00 AT .00 FT FROM BACK EXT COL 5 D +Cg +E> -.87 1.43 .00 AT 38.00 FT FROM BACK EXT COL 6 D +Cg -E .89 1.47 .00 AT .00 FT FROM BACK EXT COL 6 D +Cg -E -.22 1.05 .00 AT 38.00 FT FROM BACK ... . ............ ................................................. ............. ......................................... ..................... ............................ ... ...... .......................... . ..... . <<z>»...... ............. . ........ .. .................. -- -- -------- ---- -- ---- - ------- ** ................ ................................ .......... .. . . ... ...... .................................... % .......... ...... .......................... .................................. .... . % .... ........ x ... ........... . , , : ........ .. ...... SIDE -----BASE PLATE DATA ---- --- ANCHOR BOLT DATA---- WELDING WIDTH x THK x LENGTH OTY SIZE PATTERN EXT COL 8.00 X .3750 X 8.00 (2) 3/4 DIA. A36 OS-3 EXT COL 8.00 X .3750 X 8.00 (2) 3/4 DIA. A36 OS-3 ..................... .. ................................ .............. :: � ........................ ... ...................... ....... .... .................. .. .......... * .... ..... .... ...... ........ ..... ... ------------- -------------- - ............ ... ............. ............... .......................................... .......................... .................. ........... ... . ................................... ........ ... .... ......................................... MEMBER STIFFENER DESCRIPTION LOCATION WEB DEPTH H/T A/H A STIFFENER SIZE SIDES WELDING NUMBER (FT.) (IN.) RATIO RATIO (IN.) THKNS x WIDTH L - S 1 1 COL./HAUNCH FLG EX 11.99 19.731 .1875 X 2.0000 BOTH STD. CK-OK 4 1 COL./HAUNCH FLG EX 12.10 21.731 .1875 X 2.0000 BOTH STD. CK-OK X. ........................ ................. ... ............ ....................... ........ ........................ .............. ................................ .. .............. X*K:X ..... ....... .. ......... ........ ........................ ......................... ...... "I'll C- OME .............................................................. ............ ................................... ........................ ........ ............. ............ ............ . ................. . ....... ;.. . . . ....... . ........................ . ...... X. .. . ....... ...................... . . .. ............. ... ....................... . ...... % ............................ .. ............................................................. ........ . ............................. .......... . . .... ......... . ..................... MBR JT ------- PLATE DATA ------ --------------BOLT DATA ------------- NO. NO. THK x WIDTH x LENGTH BOLT OUTSIDE INSIDE -----CONNECTION CAPACITY------ SIZE Rows 4-Boit Rows 4-Bolt TYPE OUTSIDE INSIDE 1 2 .3750 X 6.0 X 11- 6 1/ 2 3/4 DIA A325 3 NO 3 NO EXT 431.1 "K 431.1 "K 2 1 .3750 X 6.0 X 11- 7 0/16 3/4 DIA A325 3 NO 3 110 EXT 431.1 "K 431.1 "K �VP Buildings PRIMARY FRAME DESIGN DATA DATE: 02/10/99 (Project Name: 4515 Rich Stewart) TIME: 09:19 (VP Quote No.: TQ9MO6022623) PAGE: 36 of 56 MBR JT ------- PLATE DATA ------ --------------BOLT DATA ------------- not reqd FB REOD0 ) not reqd 4.8* .0 NO. NO. THK x WIDTH x LENGTH BOLT OUTSIDE 2 INSIDE -----CONNECTION CAPACITY ------ FB REOD 0 ) ' MBR Location 1'-6 6'-6 11'-6 16'-6 SIZERows 4 -Bolt Rows 4 -Bolt TYPE OUTSIDE INSIDE Location 2 2 1 .3750 X 6.0 X 01-10 0/16 1 3/4 " DIA A325 1 NO 2 NO EXT 108.4 "K 141.4 "K 3 1 I .3750 X 6.0 X 0'-10 0/16 1 3/4 " DIA A325 1 NO 2 NO EXT 108.4 "K 141.4 "K 3 2 I .3750 X 6.0 X 1'- 6 0/16 I 3/4 " DIA A325 3 NO 3 NO EXT 400.4 "K 400.4 "K 4 2 I .3750 X 6.0 X 11- 5 1/ 2 I 3/4 " DIA A325 3 NO 3 NO EXT 400.4 "K 400.4 "K MBR Location 31-10 3/4 7'-5 1/4 12'-5 1/4 Vert. Moment Uplift + Ctr-Clk) 1 Fig Brc?-> not reqd FB REOD0 ) not reqd 4.8* .0 MBR Location 2'-10 3/8 71-10 3/8 121-10 3/8 17'-10 3/8 2 Fig Brc?-> FB REOD(1) not reqd FB REOD(1) FB REOD 0 ) ' MBR Location 1'-6 6'-6 11'-6 16'-6 3 Fig Brc?-> FB REOD0 ) not read FB REOD(1) FB REOD(1) MBR Location 7'-5 1/4 12'-6 1/2 4 Fig Brc?-> not reqd not reqd --- ACTUAL FORCES ---- I-- ACTUAL STRESSES --- I--- A L L 0 W A B L E---- STRESS CONDITIONS LOCATION Mbr Ld Axial Shear Mmt-X Mmt-Y (Axial Shear Bnd-x Bnd-yl---- STRESS or LOAD -----I Stmt Y I Y No.Case Depth (kips) ki s)(k-in) ki -in) ksi) (ksi) (ksi) (ksi)lAxial Shear Bnd-x Bnd-y lAxt+bndl Shear AT 11.99 FT 1 1 20.0 -6.2 -2.6 -371.6 .0 1.54 .96 16.98 .00 14.95 3.86 18.57 18.57 I .997 I .248 AT .74 FT 2 1 18.0 -3.4 4.9 -351.8 .0 .91 2.02 18.65 .00 18.01 4.78 19.51 19.51 11.002 I .423 AT 17.61 FT 3 1 17.0 -3.4 -4.9 -343.0 .0 .94 2.12 19.68 .00 18.39 5.37 20.04 20.04 ( 1.029 I .395 AT 12.10 FT 4 1 22.0 -6.2 2.5 -368.9 .0 1.45 .86 14.71 .00 4.66 3.19 17.77 17.77 11.020 I .270 Location Depth Area Rx Ry Lx Ly -1 Ly -2 KLx KLyl KLy2 Sx Lb -1 Rt -1 Lb -2 Rt -2 Os Oa Cb1 Cb2 Mn Dist In Int) (In) (in) (In) In In Rx Ry /Ry Un3) In) (in) (In) (In) 1 11.99 20.00 4.00 7.40 .84 143.9 54.6 17.0 29.2 65.2 20.3 21.88 54.6 1.14 17.0 1.13 .62 1.00 1.21 1.02 2 .74 18.00 3.73 6.75 .87 213.4 17.0 15.7 31.6 19.6 18.1 18.87 17.0 1.16 15.7 1.16 .65 1.00 1.02 1.11 3 17.61 17.00 3.60 6.42 .88 211.3 13.6 17.4 32.9 15.4 19.7 17.43 13.6 1.17 17.4 1.17 .67 1.00 1.09 1.03 4 12.10 22.00 4.27 8.04 .81 145.1 145.1 17.4 27.1 179.0 21.5 25.07 145.1 1.13 17.4 1.11 .59 1.00 1.75 1.03 Column Description Base Plate Data ---> Horz. In Horz. Out Vert. Down Vert. Moment Uplift + Ctr-Clk) Back Sidewall Col. 5.3* 2.9 6.0 4.8* .0 Front Sidewall Col. 5.3* 2.9 6.0 4.8* .0 3/4 (* Load Case indicates Stress Increase = 1.33) Coltman <--- Base Plate Data ---> <--- Anchor Bolt Data ---> Description Width Length Numb. Dia. Type Back Sidewall Col. 8" x 8" (2) 3/4 A36 Front Sidewall Col. 8" x 8" (2) 3/4 A36 VP Buildings PRIMARY FRAME DESIGN DATA (Project Name: 4515 Rich Stewart) (VP Quote No.: TQ990206022623) DATE: 02/10/99 TEWE: 09:19 PAGE: 37 of 56 T �Zo�.'S. Naffs or►LY 'Z Z I 0 6t-J&%51r 06TAIL F-x'F6N� caNr�• ({ Co�N U.E z) 314"'0 a3as SALTS 4 WS PXS0,V- FirlcEz 13�1� x I Ns 1.0:12 1.0:12 _�n_o 1316 20'-0 iai,._ 1 40'-0 Frame Cross Section for Plane FL1 ( 8) PROJECT: 4515 Rich Stewart BUILDING: 40x60x14 VP Buildings I9 P D 9 , ' DESIGN DATA DATE: 02/10/99 (Project Name: 4515 Rich Stewart) TME: 09:19 (VP Quote No.: TQ9MO6022623) PAGE: 38 of 56 nm nom__ ir_ _ n.cn.n rv. DESCRIPTION: VP Buildings FRAMES are typically solid -web framing systems consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns, and are designed to support the applied loads as specified. (AISC Type 1 Construction) ANALYSIS: The boundary conditions established for VP Buildings FRAMES assume the rafter beam is a fully continuous member, spanning from building eave to building eave, with exterior columns rigidly attached (moment -resisting connection). The Exterior Columns and Interior Columns, if any, are typically pinned connected (free to rotate) at their base connection to the foundation. DESIGN: VP Buildings FRAMES are designed in accordance with the AISC "Specification for Structural Steel Buildings", 9th Edition. MATERIAL: Structural steel plate, bar, and/or sheet intended for use in VP Buildings FRAME welded constructions typically will be of material based on the requirements of ASTM A529, A572, A570, or A607, Grade 50. End Post Girt Spacings (Base to Rafter): 1 at 31-10 3/4 1 at 3'-6 1/2 1 at 5'-0 1 at 3'-2 3/4 Live Load 20.00 PSF Collateral(Gravity): .00 PSF Total Dead Load 2.00 PSF Purlins/Sheeting 2.00 PSF Wind Load 80.00 MPH( 17.32 PSF) Frame Dead Load .00 PSF Collateral(Uplt): .00 PSF Total Dead Load 2.00 PSF Building Code 94UBC 3 Bldg Use Category 4 Y 1.00 Exposure Factor C + Sei.smic Zone 3 Wind 1 Left 4 Enclosure Factor: Enclosed 1.00 Dead Weight Load Stress Design Case Factor Case Y-Disp Rotatn No. Load Combinations 1 1.00 Y 1.00 Dead Weight + 1.00 Coilat Grav + 1.00 Live 2 1.33 Y 1.00 Dead Weight + 1.00 Wind 1 Right 3 1.33 Y 1.00 Dead Weight + 1.00 Wind 1 Left 4 1.33 N 1.00 Dead Weight + 1.00 Wind 11 Ridge 5 1.33 N 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Seismic Right 6 1.33 N 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Seismic Left MEM FLANGE WEB DEPTHS LENGTH WEIGHT FLANGE WEB SPLICE CODES THICKNESS SHAPE WIDTH THK THK Endl End2 (FT) (LBS) Fy Fy Jti Jt2 REF. 5 5.00 8598• .4489 8.50 8.50 15.667 90.42 55.0 55.0 Base Plt Shop Spl �i3'ts •►i`F5 31? Mbr Jt X-Suppt Y-Suppt Momnt X-Disp Y-Disp Rotatn No. No. 0=Pin 1=Fix) in. (in.) (rad.) 5 1 1 1 0 .0000 .0000 .0000 5 2 1 0 0 .0000 .0000 .0000 VP Buildings PRIMARY FRAME DESIGN DATA DATE: 02/10/99 (Project Name: 4515 Rich Stewart) TEA& 09:19 (VP Quote No.: TQ990206022623) PAGE: 39 of 56 (VP Order No.: CA9925212-00)f-27214.11 (4Ox60xI4) .... ............... ............. ........... ............. . ............. .............. .................. ..... ........ ..................................... .................. ... .......... ................... ..... ........... ... ........... ........... . ...... . ........ ...... Mbr Joint No. No. 5 2 .................................... .............. ....... . .. ....... .... ................. .... .. .. . ....... ..... ... . ......... .. ..... ................. ......................................... ................................. ............... x . ....... ...... ................ .............. .. ............ ..... X.: .................. ..... ... . ..... ............ . ... ... - --------- LD CASE LOAD COMBINATION HORIZONTAL VERTICAL MOMENT LOCATION (kips) (kips) (in -kips) END POST 1 D, +Cq +L .00 .09 .00 AT 20.00 FT FROM BACK END POST 2 D +Wl> 2.43 .09 .00 AT 20.00 FT FROM BACK END POST 3 D -W1 -2.43 .09 .00 AT 20.00 FT FROM BACK END POST 4 D +WP .00 .09 .00 AT 20.00 FT FROM BACK END POST 5 D +Cg +E> .00 .09 .00 AT 20.00 FT FROM BACK END POST 6 D +Cg -E .00 .09 .00 AT 20.00 FT FROM BACK .......... ...................................................................................... ....... . . .................. . . x ... ............................................................. .... X- : . -.: : ......... ................................................... X ........>»<>>>>>>... .......... .......... %<s?............................. X* ...... ..... ......... ............ .... ............... .......... . . .. . .... .... ............................. .. ........ ...... .. .............. ......... SIDE -----BASE PLATE DATA---- ---ANCHOR BOLT DATA---- WELDING WIDTH x THK x LENGTH QTY SIZE PATTERN END POST 8.00 X .3750 X 10.00 (2) 3/4 DIA. A36 . .............. ............................... ............... 1'1'1-'-. " ;; . +-.-..+... . .................................. ..... ................ ...................................... * ..... . .... .. ..... . ... .. ............................ . ................................ ...... . .................... % ........... ......... ..... .... ... ............................................... ...................................................... ............... ........ , " , , .. ..... ......... ....... ..... ............ .. ...... .................................................... MBR JT ---- PLATE DATA ------ --------------BOLT DATA ------------- NO. NO. THK x WIDTH x LENGTH BOLT OUTSIDE INSIDE -----CONNECTION CAPACITY ------ SIZE Rows 4 -Bolt Rows 4 -Bolt TYPE OUTSIDE INSIDE .......................... ............ ............... .. ......................... .. ... ..... . .. .. ............. ....... ......... .... .. .... ..... . .. . . .+.:. :j� .. . ....... ........ ........ .... .. . . ........ MBR Location 31-10 3/4 71-5 1/4 121-5 1/4 5 FIg Brc?-> not reqd not reqd not reqd* FLANGE BRACE REMOVED DUE TO SHALLOW COLUMN DEPTH ........ . ............. ........................ .......... .... .. ....... . ................................................................. ... .. .... .................. .......... .. .......... .. ..... ...................... .... ..... . .............. FRAME .............. ........................ -----------------................. ...................... ..... ... . ...... ............. .............. . ... ... .. : .. ....... . .. ..... . ....... . .. .... ......... .... ....... . . ......................... ... ........... ...... ...................... %>::>:::>::»::'.<><<'.>>>><>»<><"'>':>`:<<«>><':>X .. ....... 'N6 "D...... ...................... ----------- --- ACTUAL FORCES ---- ACTUAL STRESSES --- A L L 0 W A B L E---- STRESS CONDITIONS LOCATION Mbr Ld Axial Shear, Mmt-X Mmt-Y JAxial Shear Bnd-x Bnd-y1 ---- STRESS or LOAD -----I Sun % I % No.Case Depth (kips) (kips)(k-in) (kip-in)(ksi) (ksi) (ksi) (ksi)lAxiaL Shear Bnd-x Bnd-y lAxL+bndl Shear AT 7.83 FT 5 2 8.5 .-.1 .0 -113.9 .0 29.85 5.89 136.59 33.1T 1 .837 1 .002 Location Depth Area RX Ry Lx Ly -1 Ly -2 KLx KLyl KLy2 Sx Lb -1 Rt -1 Lb -2 Rt -2 Qs Qa Cb1 Cb2 Mn Dist In (In2) (In) In (In) (in) (In) /Rx /Ry /Ry (In3) (In) In In (In) 5 7.83 8.50 1.70 3.23 1.13 188.0 60.0 58.2 53.0 3.72 102.5 1.00 . .... ................................................................................................................................. ................................................................ ................................. ..... .................. .... ............ .... .......... . iY Ai C1iS31<JkF:i?+QYiAi1)A COT . . . ........................ .............. ......................... ......... .... .. .. .. .... ........ : . ........ ::::> .......................................................... ....................................................... . ................................................................................................................... ...................... . .......... ..................... ...................................... ........ ....... ..... ...... ......... .... .. ................. ...... ........................ ............ ........... . ... .. : .............................. . Column Horz. Horz. Vert. Vert. Moment Description In Out Down UpLift (+ Ctr-Clk) End Post No. 1 2.4* 2.4* .1 .0 .0 Load Case indicates Stress Increase = 1.33) VP Builftp PRIMARY FRAME DESIGN DATA DATE: 02/10/99 (Project Name: 4515 Rich Stewart) TEWE: 09:19 nro n . .e wr,.. rnn`vnncm�c��� VP Buildings PRIMARY FRAME DESIGN DATA DATE: 02/10/99 (Project Name: 4515 Rich Stewart) TDO: 09:19 nro ^—.e wr... �vcwnncm�c�� �VP Buildwgs PRIMARY FRAME DESIGN DATA (Project Name: 4515 Rich Stewart) (VP Quote No.: TQ990206022623) nm nom__ wt_ n � nrv.en.n nn. DATE: 02/10/99 T W: 09:19 PAGE: 42 of 56 Frame Width �.• •••••-• •••,.. ••••��•,.,••••• •,•,� IL/L14.11( 4UXOUX14 Girt Proj 01-8 1/2 Front Frame ID S3 ( Auto Design Strength Version 3.52 ) Date: 2-10-99 Time: 9:14 Frame Type: Rigid Frame 401-0 Machine: u020 Frame Back Front Frame Back Front Front Plane Grid . Grid Plane Grid Grid Back 9-FL2 A C 10-FL3 A C SW Col: Tapered(Out Frame Width 381-7 Back Girt Proj 01-8 1/2 Front Girt Proj 0'-8 1/2 Total Bldg Width 401-0 Back Roof Pitch 1.00/12 Front Roof Pitch 1.00/12 Back SW Col: Tapered(Out Flg Vertical) Front SW Col: Tapered(Out Flg Vertical) Back Sidewall Ht 141-0 Front Sidewall Ht 14'-0 Distance to Ridge(from Back) : 201-0 Average Bay Space = 191-9 Beam Bolts to Back Col Face Beam Bolts to Front Col Face Back Sw Col Base Elev 01-0 Front Sw Col Base Elev 0'-0 A 1.0:12 1.0:12 --n 13/16 20' -0 11/— i- 40' -0 Frame Cross Section for Plane FL2 ( 9) PROJECT: 4515 Rich Stewart BUILDING: 40x60x14 �VP Buildings PRIMARY FRAME DESIGN DATA (Project Name: 4515 Rich Stewart) (VP Quote No.: TQ990206022623) (VP Order No.: CA9925212-00) DATE: 02/10/99 TEWE: 09:19 PAGE: 43 of 56 17771d 11 tAnvA.nvld\ ......................................... >:.>:.:::.::.::.::::;..:.::.::.::.>:.::............................. ::.,:::.;......::.:::.::.::::.;:.:-:::::::::.;;.y:.y:::.•x..:;- DESCRIPTION: VP Buildings RIGID FRAMES (Type "RF") are solid -web framing systems consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns. The frame provides a clear span (no interior columns) and is designed to support the applied loads as specified. (AISC Type 1 Construction) ANALYSIS: The boundary conditions established for RIGID FRAMES assume the rafter beam is a fully continuous member, spanning from building eave to building eave, with exterior columns rigidly attached (moment -resisting connection). The Exterior Columns are typically pinned connected (free to rotate) at their base connection to the foundation. DESIGN: RIGID FRAMES are designed in accordance with the AISC "Specification for Structural Steel Buildings", 9th Edition. MATERIAL: Structural steel plate, bar, and/or sheet intended for use in RIGID FRAME bolted and/or welded constructions typically will be of material based on the requirements of ASTM A529, A572, A570, or A607, Grade 50. :.. X.X Back Sidewalt Girt Spacings (Base to Eave): 1 at 3'-10 3/4 1 at 31-6 1/2 1 at 5'-0 1 at 1'-6 3/4 Front Sidewalt Girt Spacings (Base to Eave): 1 at 7'-5 1/4 1 at 5'-1 1/4 1 at 1'-5 1/2 Rafter Purlin Spacings (Ridge to Back Eave): 1 at 11-6 11/16 3 at 5'-0 1 at 3'-2 3/4 1 at 0'-3 5/16 Rafter Purlin Spacings (Ridge to Front Eave): 1 at 11-6 11/16 3 at 5'-0 1 at 3'-2 3/4 1 at 0'-3 5/16 xxx .......................................................................................................................................................................................................:.:•:.....::::::::::::......................... Live Load 20.00, PSF Collateral(Gravity): .00 PSF Total Dead Load 3.22 PSF Purlins/Sheeting 2.25 PSF Wind Load 80.00 MPH( 17.32 PSF) Frame Dead Load .98 PSF Collateral(Uplt): .00 PSF Total Dead Load 3.22 PSF Building Code 94UBC Bldg Use Category 4 Exposure Factor C Seismic Zone 3 Enclosure Factor: Enclosed Load Stress Design Case Factor Case Load Combinations 1 1.00 Y 1.00 Dead Weight + 1.00 Collar Grav + 1.00 Live 2 1.33 Y 1.00 Dead Weight + 1.00 Wind 1 Right 3 1.33 Y 1.00 Dead Weight + 1.00 Wind 1 Left 4 1.33 Y 1.00 Dead Weight + 1.00 Wind 11 Ridge 5 1.33 N 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Seismic Right 6 1.33 N 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Seismic Left User Defined Point Loads( +Vert = U +Horz = Right +Moment = Counterclockwise ) Frm Segmt Load VertLd HorzLd Momnt Load Prjctn Load Load Distnc-Ft Suppt Load Loading ID No. Category (kips) (kips) (In -K) Reference Code Dist Vert Horz Code Type Combinations S3 2002 Horz PtLd .00 3.60 0. Out Flang V 19.99 .00 19.92 No Wind 1 Right 2 S3 2002 Horz PtLd .00 -3.60 0. Out Flang V 19.99 .00 19.92 No Wind 1.Left 3 S3 2002 Horz PtLd .00 -3.60 0. Out Flang V 19.99 .00 19.92 No Wind 11 Ridge 4 - VP Buildings PRIMARY FRAME DESIGN DATA DATE: 02/10/99 LENGTH WEIGHT (Project Name: 4515 Rich Stewart) TIME' 09:19 SPLICE CODES (VP Quote No.: TQ990206022623) (VP Order No.: CA9925212-00) PAGE: 44 of 56 [27214,1] (40z60z14) 1 Segment Segment Segment Start X/Y End X/Y Version 3.52 Endl No. Length -Ft. Type Coord-Ft. Coord-Ft. LBS ' 2002 20.07 RafterBm .00 14.00 20.00 15.67 Jt2 MEM FLANGE WEB DEPTHS LENGTH WEIGHT FLANGE WEB SPLICE CODES THICKNESS SHAPE 1 WIDTH THK THK Endl End2 FT LBS Fy Fy Jt1 Jt2 REF. 1 5.00 .1875 .1345 7.00 17.00 13.348 157.39 50.0 50.0 Base Pit Knee 0 0 3 -Plate 2 5.00 .1875 .1345 17.00 9.00 19.359 228.57 50.0 50.0 Knee Bolt Pit 0 0 3 -Plate 3 5.00 .1875 .1345 9.00 17.00 19.359 228.57 50.0 50.0 Bolt Pit Knee 0 0 3 -Plate 4 5.00 .1875 .1345 7.00 17.00 13.348 157.39 50.0 50.0 Base Pit Knee 0 0 3 -Plate SIDE -----BASE Mbr Jt X-Suppt Y-Suppt Momnt X-Disp Y-Disp Rotatn Clearance No. No. O=Pin 1=fix in. in.) rad.) 1 1 1 1 0 .0000 .0000 .0000 Clearance at Front Haunch 4 1 1 1 0 .0000 .0000 .0000 SIDE -----BASE Horizontal Clearance SW Columns : 351-9 (Clear Distance between SW Columns at Knee) WIDTH x Vertical Clearance at Back Haunch : 12'-0 1/2 PATTERN EXT COL 9.00 X .3750 X 8.00 (2) 1 DIA. A36 OS -3 Vertical Clearance at Front Haunch : 12'-0 1/2 3/4 DIA. A36 OS -3 Vertical Clearance at Ridge : 141-2 7/16 ...... . ........ ........................................ ...... .. ............ . MEMBER STIFFENER DESCRIPTION LOCATION WEB DEPTH H/T Vertical and horizontal clearances are based on geometry only and do not consider frame deflections. RATIO IN. If frame deflection is critical to a clearance, consult VP Buildings for a specific recommendation. (ALT: WEB THKNS W/O STIFF = .1644) .1875 X 2.0000 ONE LD CASE LOAD COMBINATION HORIZONTAL VERTICAL MOMENT LOCATION (kips) (kips) (in -kips) EXT COL 1 D +Cg +L 2.70 6.01 .00 AT .00 FT FROM BACK EXT COL 1 D +Cg +L -2.70 6.01 .00 AT 38.00 FT FROM BACK EXT COL 2 D +W1> -6.93 -6.08 .00 AT .00 FT FROM BACK EXT COL 2 D +W1> -2.89 -.95 .00 AT 38.00 FT FROM BACK EXT COL 3 D +<W1 2.89 -.95 .00 AT .00 FT FROM BACK EXT COL 3 D +<W1 6.93 -6.08 .00 AT 38.00 FT FROM BACK EXT COL 4 D +WP 1.71 -2.10 .00 AT .00 FT FROM BACK EXT COL 4 D +WP 1.89 -4.93 .00 AT 38.00 FT FROM BACK EXT COL 5 D +Cg +E> .19 1.04 .00 AT .00 FT FROM BACK EXT COL 5 D +Cg +E> -.85 1.46 .00 AT 38.00 FT FROM BACK EXT COL 6 D +Cg +<E .86 1.51 .00 AT .00 FT FROM BACK EXT COL 6 D +Cg +<E -.20 1.08 .00 AT 38.00 FT FROM BACK SIDE -----BASE PLATE DATA---- ---ANCHOR BOLT DATA---- WELDING WIDTH x THK x LENGTH OTY SIZE PATTERN EXT COL 9.00 X .3750 X 8.00 (2) 1 DIA. A36 OS -3 EXT COL 8.00 X .3750 X 8.00 (2) 3/4 DIA. A36 OS -3 ........ )> R(TR. ...... . ........ ........................................ ...... .. ............ . MEMBER STIFFENER DESCRIPTION LOCATION WEB DEPTH H/T A/H A STIFFENER SIZE SIDES WELDING NUMBER FT.) IN. RATIO RATIO IN. THKNS x WIDTH L - S 1 1 COL./HAUNCH FLG EX 12.05 16.625 .1875 X 2.0000 BOTH STD. CK -OK 1• 2 DIAGONAL KNEE STF. (ALT: WEB THKNS W/O STIFF = .1644) .1875 X 2.0000 ONE VP Buildings PRIMARY FRAME DESIGN DATA DATE: 02/10/99 (Project Name: 4515 Rich Stewart) TDM: 09:19 (VP Quote No.: TQ990206022623) PAGE: 45 of 56 (VP Order No.: CA9925212-00) 127214.11 (4Ox6Ox14) ......... .. ...... . .. XW, .......... MEMBER STIFFENER DESCRIPTION LOCATION WEB DEPTH H/T A/H A STIFFENER SIZE SIDES WELDING NUMBER (FT.) (IN ") RATIO RATIO IN. THKNS x WIDTH L - S 4 1 COL./HAUNCH FLG EX 12.05 16.625 I .1875 X 2.0000 BOTH STD. CK-OK 4 2 DIAGONAL KNEE STF. (ALT: WEB THKNS W/O STIFF = .1644) I .1875 X 2.0000 ONE ...... .................................... ...... ... ...... * ........... * ... ................ ...... ...... . ....... ............................. .................. ........... ............. ............. .. ... ... ...... . . ............... ........... ............. ....... ....... .............. ......... . ... ....... ........ . .... ..... ...... ...... . .. .... MBR JT ------- PLATE DATA ------ --------------BOLT DATA ------------- NO. NO. THK x WIDTH x LENGTH BOLT OUTSIDE INSIDE ----- CONNECTION CAPACITY------ SIZE Rows 4-Boit Rows 4-Bolt TYPE OUTSIDE INSIDE 1 2 .5000 X 6.0 X 11- 5 1/ 2 3/4 DIA A325 I NO 2 NO EXT 421.3 "K 585.5 "K 2 1 .5000 X 6.0 X 11- 6 0/16 3/4 DIA A325 1 NO 2 NO EXT 421.3 "K 585.5 "K 2 2 .5000 X 6.0 X 01-10 0/16 314 11 DIA A325 1 NO 1 NO EXT 194.7 "K 194.7 "K 3 1 .5000 X 6.0 X 01-10 0/16 3/4 11 DIA A325 1 NO 1 NO EXT 194,7 "K 194.7 "K 3 2 .5000 X 6.0 X 1'- 6 0/16 3/4 DIA A325 1 NO 2 NO EXT 421.3 "K 585.5 "K 4 2 .5000 X 6.0 X 1'- 5 1/ 2 3/4 DIA A325 1 No 2 NO EXT 421.3 "K 585.5 "K ................... �k ................................. ................. ...... . ............... .................. ................. ................ .. .......... ...... . . . ........... ............... .:. ............ ..... . .. ...... . ..... . .... ............... . . FLANGE -10ERMNNU�: .. .. ­..................1-1,1. ..*, .. - .. .. - .*.,.'..--'. ii�i ----- ------------------ ........... ...... .... ..................... MBR Location 31-10 3/4 71-5 1/4 121-5 1/4 1 FLg Brc?-> not reqd FB REQD(2) not reqd MBR Location 21-10 3/8 71-10 3/8 121-10 3/8 171-10 3/8 .2 FLg Brc?-> FB REQD(2) not reqd FB REQD(1) FB REOD(l) MBR Location 11-6 61-6 111-6 161-6 3 FLg Brc?-> FB REQD0) not reqd FB REQD(1) FB REOD(2) MBR Location 71-5 1/4 121-6 1/2 4 FLg Brc?-> FB REQD(1) not reqd ... . .. ... ..... ...................... . ......... .... . .... .......... ... ......................... . ........ ......... .............. . ........ . ...... . . .. .... ......... . ....... ......... . . ........ . ... ......... .................... .-,,X�X,:�� ................ ................... ................................................ ............ ............................................... .................. ................... ......... --- ACTUAL FORCES ---- ACTUAL STRESSES --- A L L 0 W A B L E---- STRESS CONDITIONS LOCATION Mbr Ld Axial Shear Mmt-X Mmt-Y JAxial Shear Bnd-x Bnd-yl ---- STRESS or LOAD -----I sum % I % No.Case Depth (kips) (kips)(k-in) (kip-in)(ksi) (ksi) (ksi) ksi) Axial Shear Bnd-x Bnd-y lAxL+bndl Shear AT 12.05 FT 1 2 17.0 6.2 3.4 733.5 .0 1.51 1.50 33.88 .00 40.00 7.26 34.19 34.19 I .991 I .206 AT .63 FT 2 2 17.0 3.7 -5.5 721.8 .0 .91 2.41 33.35 .00 40.00 7.26 34.19 34.19 I .975 I .333 AT 18.03 FT 3 3 17.0 3.7 5.5 ...721.6 .0 .90 2.41 33.33 .00 40.00 7.26 34.19 34.19 I .975 I .333 AT 12.05 FT 4 3 17.0 6.2 -3.4 733.3 .0 1.51 1.50 33.87 .00 40.00 7.26 34.19 34.19 I .991 I .206 Location Depth - Area Rx Ry Lx Ly-1 Ly-2 KLx KLyl KLy2 Sx Lb-1 Rt-1 Lb-2 Rt-2 Gs Oa Cbl Cb2 Mn Dist (In) (Int ) (In) (In) (In) (In) (In) /Rx /Ry /Ry (In3) (In) (In) (In) (In) 1 12.05 17.00 4.11 6.69 .98 144.6 55.3 15.3 32.4 56.7 15.7 21.65 55.3 1.24 15.3 1.24 .85 1.00 1.17 1.01 2 .63 17.00 4.11 6.69 .98 216.3 15.3 18.7 32.3 15.7 19.1 21.65 15.3 1.24 18.7 1.24 .85 1.00 1.01 1.07 3 18.03 17.00 4.11 6.69 .98 216.3 18.7 15.3 32.3 19.1 15.7 21.65 18.7 1.24 15.3 1.24 .85 1.00 1.07 1.01 4 12.05 17.00 4.11 6.69 .98 144.6 55.3 15.3 32.4 56.7 15.7 21.65 55.3 1.24 15.3 1.24 .85 1.00 1.17 1.01 ... .... . ..... ............. ....... ... .... .... .. ....... ....... .. ..... ... : .. . ................. . ..... .. ........ ... ..... .. ........ .... ............... .. ........ . ..... Column Horz. Horz. Vert. Vert. Moment .Description In out Down Uplift (+ Ctr-Clk) Back SidewaLL Col. 6.9* 2.9* 6.0 6.1* .0 Front SidewaLL Col. 6.9* 2.9* 6.0 6.1* .0 VP Buildings PRIMARY FRAME DESIGN DATA DATE: 02/10/99 (Project Name: 4515 Rich Stewart) T W: 09:19 (VP Quote No.: TQ990206022623) PAGE: 46 of 56 (VP Order No.: CA9925212-00) 127214.11 (40x60x14) VP Buildings PRIMARY FRAME DESIGN DATA DATE: 02/10/99 (Project Name: 4515 Rich Stewart) TEWE• 09.19 /AFD /1....•e Li.. TlYYLYf/\CM�1G'1'l\ Frame Width : 381-7 Back Girt Proj : 01-8 1/2 Back SidewaLt Ht 141-0 Back Su Cot Base ELev 01-0 Front Girt Proj : 01-8 1/2 Front SidewaLt Ht 141-0 Front Sw Cot Base Etev 01-0 Total Bldg Width : 401-0 Back Roof Pitch : 1.00/12 Distance to Ridge(from Back) : 201-0 Front Roof Pitch : 1.00/12 Average Bay Space = 201-0 Back SW Cot: Tapered(Out FLg Vertical) Beam Botts to Back Cot Face Front SW Cot: Tapered(Out FL9 Vertical) Beam Botts to Front Cot Face 1.0:12 1.0:12 n 1-A/16 2()'-n , , i - 40' -0 Frame Cross Section for Plane FL4 (11) PROJECT: 4515 Rich Stewart BUILDING: 40x60x14 PRIMARY FRAME VP Buildings • DESIGN DATA DATE: 02/10/99 (Project Name: 4515 Rich Stewart) Tun: 09:19 (VP Quote No.: TQ990206022623) PAGE: 48 of 56 (VP Order No.: CA9925212-00) 27214, 11 (40x60x14) . .. .. .. ..... ... .... ............ ............ . . .................. Frame ID S4 Auto Design Strength Version 3.52 Date: 2-10-99 Time: 9:14 Frame Type: Rigid Frame Machine: u020 Frame Back Front Plane Grid Grid 11-FL4 A C Frame Width : 381-7 Back Girt Proj : 01-8 1/2 Back SidewaLt Ht 141-0 Back Su Cot Base ELev 01-0 Front Girt Proj : 01-8 1/2 Front SidewaLt Ht 141-0 Front Sw Cot Base Etev 01-0 Total Bldg Width : 401-0 Back Roof Pitch : 1.00/12 Distance to Ridge(from Back) : 201-0 Front Roof Pitch : 1.00/12 Average Bay Space = 201-0 Back SW Cot: Tapered(Out FLg Vertical) Beam Botts to Back Cot Face Front SW Cot: Tapered(Out FL9 Vertical) Beam Botts to Front Cot Face 1.0:12 1.0:12 n 1-A/16 2()'-n , , i - 40' -0 Frame Cross Section for Plane FL4 (11) PROJECT: 4515 Rich Stewart BUILDING: 40x60x14 '- �VP Buildings PRIMARY FRAME DESIGN DATA (Project Name: 4515 Rich Stewart) -M A...... XT_ . TfYfM'1/1LMqzgq% (VP Order No.: CA9925212-00) DATE: 02/10/99 TEWE: 09:19 49 of 56 DESCRIPTION: VP Buildings RIGID FRAMES (Type "RF") are solid -web framing systems consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns. The frame provides a clear span (no interior columns) and is designed to support the applied loads as specified. (AISC Type 1 Construction) ANALYSIS: The boundary conditions established for RIGID FRAMES assume the rafter beam is a fully continuous member, spanning from building eave to building eave, with exterior columns rigidly attached (moment -resisting connection). The Exterior Columns are typically pinned connected (free to rotate) at their base connection to the foundation. DESIGN: RIGID FRAMES are designed in accordance with the AISC "Specification for Structural Steel Buildings", 9th Edition. MATERIAL: Structural steel plate, bar, and/or sheet intended for use in RIGID FRAME bolted and/or welded constructions typically will be of material based on the requirements of ASTM A529, A572, A570, or A607, Grade 50. Back Sidewall Girt Spacings (Base to Eave): 1 at 3'-10 3/4 1 at 31-6 1/2 1 at 5'-0 Front Sidewall Girt Spacings (Base to Eave): 1 at 7'-5 1/4 1 at 51-1 1/4 1 at 1'-5 1/2 Rafter Purlin Spacings (Ridge to Back Eave): 1 at 1'-6 11/16 3 at 51-0 1 at 3'-2 3/4 Rafter Purlin Spacings (Ridge to Front Eave): 1 at 11-6 11/16 3 at 5'-0 1 at 31-2 3/4 1 at 1'-6 3/4 1 at 0'-3 5/16 1 at 0'-3 5/16 Live Load 20.00 PSF Collateral(Gravity): .00 PSF Total Dead Load 3.10 PSF Purlins/Sheeting 2.25 PSF Wind Load 80.00 MPH( 17.32 PSF) Frame Dead Load .85 PSF Collateral(Uplt): .00 PSF Total Dead Load 3.10 PSF Building Code : 94UBC 1 Bldg Use Category 4 .1345 .1345 Exposure Factor : C 13.348 Seismic Zone 3 50.0 50.0 Enclosure Factor: Enclosed 0 0 3 -Plate 2 Load Stress Design Case Factor Case 1 1.00 Y 2 ' 1.33 Y 3 1.33 Y 4 1.33 N 5 1.33 N 6 1.33 . N 1.00 Dead Weight + 1.00 Collat Grav 1.00 Dead Weight + 1.00 Wind 1 Right 1.00 Dead Weight + 1.00 Wind 1 Left 1.00 Dead Weight + 1.00 Wind 11 Ridge 1.00 Dead Weight + 1.00 Collat Grav 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Live + 1.00 Seismic Right + 1.00 Seismic Left MEM FLANGE WEB DEPTHS LENGTH WEIGHT FLANGE WEB SPLICE CODES THICKNESS SHAPE WIDTH THK THK Endl End2 FT (LBS) Fy Fy Jtl Jt2 REF. 1 5.00 .1345 .1345 7.00 20.00 13.348 144.74 50.0 50.0 Base Plt Knee 0 0 3 -Plate 2 5.00 .1345 .1345 18.00 9.00 19.359 196.32 50.0 50.0 Knee Bolt Plt 0 0 3 -Plate 3 5.00 .1345 .1345 9.00 18.00 19.359 196.31 50.0 50.0 Bolt Plt Knee 0 0 3 -Plate .° SVP Buildings U PRIMARY FRAME DESIGN DATA DATE: 02/10/99 (Project Name: 4515 Rich Stewart) TEWE: 09:19 (VP Quote No.: TQ990206022623) PAGE: 50 of 56 nen n�__v_ nwnenn M �•• •••••••• ••••� L/L141 4UxWx14 ................................................................................................................................::: MEM FLANGE WEB DEPTHS LENGTH WEIGHT FLANGE WEB SPLICE CODES THICKNESS SHAPE WIDTH THK THK Endl End2 - FT LBS Fy Fy Jtl Jt2 REF. 4 5.00 .1345 .1345 7.00 20.00. 13.348 144.74 50.0 50.0 Base Plt Knee 0 0 3 -Plate Mbr Jt X-Suppt Y-Suppt Momnt X-Disp Y-Disp Rotatn No. No. O=Pin 1=Fix in. in. rad. 1 1 1 1 0 .0000 .0000 .0000 4 1 1 1 0 .0000 .0000 .0000 Horizontal Clearance SW,Collmns : 351-3 (Clear Distance between SW Columns at Knee) Vertical Clearance at Back Haunch : 111-11 3/4 Vertical Clearance at Front Haunch : 11'-11 3/4 Vertical Clearance at Ridge : 14'-2 7/16 Vertical and horizontal clearances are based on geometry only and do not consider frame deflections. If frame deflection is critical to a clearance, consult VP Buildings for a specific recommendation. SIDE -----BASE LD CASE ---ANCHOR BOLT DATA---- LOAD COMBINATION HORIZONTAL VERTICAL MOMENT LOCATION PATTERN EXT COL 8.00 X .3750 X 8.00 (2) 3/4 DIA. A36 OS -3 EXT COL 8.00 X (kips) (kips) (in -kips) OS -3 Rows 4 -Bolt Rows 4 -Bolt TYPE OUTSIDE INSIDE EXT COL 1 D +Cg +L 2.84 6.04 .00 AT .00 FT FROM BACK EXT COL 1 D +Cg +L -2.84 6.04 .00 AT 38.00 FT FROM BACK EXT COL 2 D +W1> -5.30 -4.77 .00 AT .00 FT FROM BACK EXT COL 2 D +W1> -1.01 -2.45 .00 AT 38.00 FT FROM BACK EXT COL 3 D +<W1 1.01 .-2.45 .00 AT .00 FT FROM BACK EXT COL 3 D +<W1 5.30 -4.77 .00 AT 38.00 FT FROM BACK EXT COL 4 D +WP -.18 -3.61 .00 AT .00 FT FROM BACK EXT COL 4 D +WP .18 -3.61 .00 AT 38.00 FT FROM BACK EXT COL 5 D +Cg +E> .20 1.00 .00 AT .00 FT FROM BACK EXT COL 5 D +Cg +E> -.86 1.43 .00 AT 38.00 FT FROM BACK EXT COL 6 D +Cg +<E .88 1.47 .00 AT .00 FT FROM BACK EXT COL 6 D +Cg +<E -.21 1.05 .00 AT 38.00 FT FROM BACK SIDE -----BASE PLATE DATA---- ---ANCHOR BOLT DATA---- WELDING WIDTH x THK x LENGTH OTY SIZE PATTERN EXT COL 8.00 X .3750 X 8.00 (2) 3/4 DIA. A36 OS -3 EXT COL 8.00 X .3750 X 8.00 (2) 3/4 DIA. A36 OS -3 MEMBER. STIFFENER DESCRIPTION LOCATION WEB DEPTH H/T A/H A STIFFENER SIZE SIDES WELDING NUMBER FT. (IN.) RATIO RATIO IN. THKNS x WIDTH L - S 1 1 COL./HAUNCH FLG EX 11.99 19.731 .1875 X 2.0000 BOTH STD. CK -OK 4 1 COL./HAUNCH FLG EX 11.99 19.731 .1875 X 2.0000 BOTH STD. CK -OK MBR JT ------- PLATE DATA ------ --------------BOLT DATA ------------- NO. NO. THK x WIDTH x LENGTH BOLT OUTSIDE INSIDE -----CONNECTION CAPACITY ------ SIZE Rows 4 -Bolt Rows 4 -Bolt TYPE OUTSIDE INSIDE 1 2 .3750 X 6.0 X 11- 6 1/ 2 3/4 " DIA A325 2 NO 3 NO EXT 349.6 "K 431.1 "K 2 1 .3750 X 6.0 X 11- 7 0/16 3/4 " DIA A325 2 NO 3 NO EXT 349.6 "K 431.1 "K rt VP Buildings PRIMARY FRAME DESIGN DATA DATE: 02/10/99 (Project Name: 4515 Rich Stewart) TEUE: 09:19 (VP Quote No.: TQ990206022623) PAGE: 51 of 56 I.•Mnf11 M\ \ .. v...v. .. .. w vi✓r.r v� MBR JT ------- PLATE DATA ------ --------------BOLT DATA ------------- not reqd FB REOD(1) not read 5.3* MBR NO. - NO. THK x WIDTH x LENGTH BOLT OUTSIDE Fig Brc?-> INSIDE -----CONNECTION CAPACITY ------ MBR Location 1'-6 6'-6 11'-6 16'-6 SIZERows 4 -Bolt Rows 4 -Bolt TYPE OUTSIDE MBR INSIDE 7'-5 1/4 2 2 .5000 X 6.0 X 0'-10 0/16 3/4 " DIA A325 1 NO 1 NO EXT 192.7 "K 192.7 "K 3 1 .5000 X 6.0 X 0'-10 0/16 3/4 " DIA A325 1 NO 1 NO EXT 192.7 "K 192.7 "K 3 2 .3750 X 6.0 X 11- 7 0/16 3/4 " DIA A325 2 NO 3 NO EXT 349.6 "K 431.1 "K 4 2 .3750 X 6.0 X 1'- 6 1/ 2 3/4 " DIA A325 2 NO 3 NO ( EXT 349.6 "K 431.1 "K MBR Location 31-10 3/4 71-5 1/4 121-5 1/4 Back Sidewall Col. 1 Fig Brc?-> not reqd FB REOD(1) not read 5.3* MBR Location 2'-10 3/8 7'-10 3/8 12'-10 3/8 17'-10 3/8 2 Fig Brc?-> FB REOD(1) not reqd FB REOD(1) FB REOD(1) MBR Location 1'-6 6'-6 11'-6 16'-6 3 Fig Brc?-> FB REOD(1) not reqd FB REOD(1) FB REOD(1) MBR Location 7'-5 1/4 '12'-6 1/2 4 Fig Brc?-> FB REOD(1) not reqd --- ACTUAL FORCES ---- I-- ACTUAL STRESSES --- I--- A L L 0 W A B L E----ISTRESS CONDITIONS LOCATION Mbr Ld Axial Shear Mmt-X Mmt-Y (Axial Shear Bnd-x Bnd-yl---- STRESS or LOAD -----I Sum % I % No.Case Depth (kips) ki s) k -in (ki -in) (ksi) (ksi) (ksi) (ksi) Axial Shear Bnd-x Bnd-y lAxL+bndl Shear AT 11.99 FT 1 1 20.0 -6.2 -2.6 -369.4 .0 1.54 .95 16.88 .00 14.95 3.86 18.57 18.57 I .992 I .247 AT .74 FT 2 1 18.0 -3.4 4.9 -349.5 .0 .90 2.03 18.52 .00 18.01 4.78 19.51 19.51 I .996 ( .423 AT 17.78 FT 3 1 18.0 -3.4 -4.9 -349.5 .0 .90 2.03 18.52 .00 18.01 4.78 19.51 19.51 I .996 I .423 AT 11.99 FT 4 1 20.0 -6.2 2.6 -369.4 .0 1.54 .95 16.88 .00 14.95 3.86 18.57 18.57 I .992 I .247 Location Depth Area Rx Ry Lx Ly -1 Ly -2 KLx KLyt KLy2 Sx Lb -1 Rt -1 Lb -2 Rt -2 Os Oa Cbl Cb2 Mn Dist (In) (In2) (In) In In) In) (In) Rx R /R (In3) In) In) In) in 1 11.99 20.00 4.00 7.40 .84 143.9 54.6 17.0 29.2 65.2 20.3 21.88 54.6 1.14 17.0 1.13 .62 1.00 1.21 1.03 2 .74 18.00 3.73 6.75 .87 213.4 17.0 15.7 31.6 19.6 18.1 18.87 17.0 1.16 15.7 1.16 .65 1.00 1.03 1.11 3 17.78 18.00 3.73 6.75 .87 213.4 15.7 17.0 31.6 18.1 19.6 18.87 15.7 1.16 17.0 1.16 .65 1.00 1.11 1.03 4 11.99 20.00 4.00 7.40 .84 143.9 .54.6 17.0 29.2 65.2 20.3 21.88 54.6 1.14 17.0 1.13 .62 1.00 1.21 1.03 Column Description Horz. In Horz. Out Vert. Down Vert. Moment Uplift (+ Ctr-CLk) Back Sidewall Col. 5.3* 2.8 6.0 4.8* .0 Front Sidewall Col. 5.3* 2.8 6.0 4.8* .0 (* Load Case indicates Stress Increase = 1.33) Column <--- Base Plate Data ---> <--- Anchor Bolt Data ---> Description Width Length Numb. Dia. Type Back Sidewall Col. 8" x 8" (2) 3/4 A36 Front Sidewall Col. 8" x 8" (2) 3/4 A36 VP Buildings PRIMARY FRAME DESIGN DATA DATE: 02/10/99 (Project Name: 4515 Rich Stewart) TIME: 09:19 _ , AM A..n.n M-. grf%nn fWm,1L99\ VP Buildings PRIMARY FRAME DESIGN DATA (Project Name: 4515 Rich Stewart) /l/D lf....•e AiAfJV" '51% (VP Order No.: CA9925212-00) DATE: 02/10/99 TTM: 09:19 : 53 of 56 x14) DESCRIPTION: VP Buildings FRAMES are typically solid -web framing systems consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns, and are designed to support the applied loads as specified. (AISC Type 1 Construction) ANALYSIS: The boundary conditions established for VP Buildings FRAMES assume the rafter beam is a fully continuous member, spanning from building eave to building eave, with exterior columns rigidly attached (moment- resisting connection). The Exterior Columns and Interior Columns, if any, are typically pinned connected (free to rotate) at their base connection to the foundation.. DESIGN: VP Buildings FRAMES are designed in accordance with the AISC "Specification for Structural Steel Buildings", 9th Edition. MATERIAL: Structural steel plate, bar, and/or sheet intended for use in VP Buildings FRAME welded constructions typically will be of material based on the requirements of ASTM A529, A572, A570, or A607, Grade 50. .End Post Girt Spacings (Base to Rafter): 1 at 31-10 3/4 1 at 31-6 1/2 1 at 5'-0 1 at 31-2 3/4 Live Load 20.00 PSF Collateral(Gravity): .00 PSF Total Dead Load 2.00 PSF Purlins/Sheeting 2.00 PSF Wind Load 80.00 MPH( 17.32 PSF) Frame Dead Load .00 PSF Collateral(Uplt): .00 PSF Total Dead Load 2.00 PSF Building Code 94UBC Bldg Use Category 4 Exposure Factor C Seismic Zone 3 Enclosure Factor: Enclosed Load Stress Design Case Factor Case Load Combinations 1 1.00 Y 1.00 Dead Weight + 1.00 Collat Gray. + 1.00 Live 2 1.33 Y 1.00 Dead Weight + 1.00 Wind 1 Right 3 1.33 Y 1.00 Dead Weight + 1.00 Wind 1 Left 4 1.33 N 1.00 Dead Weight + 1.00 Wind 11 Ridge 5 1.33 N 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Seismic Right 6 1.33 N 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Seismic Left MEM FLANGE WEB DEPTHS LENGTH WEIGHT FLANGE WEB SPLICE CODES THICKNESS SHAPE WIDTH THK THK Endl End2 (FT) LBS F Fy Jt1 Jt2 REF. 5 5.00 .0590 .1180 8.50 8.50 15.667 90.42 55.0 55.0 Base Plt Shop Spl 17 0 Back -to -Back C Mbr Jt X-Suppt Y-Suppt Momnt X-Disp Y-Disp Rotatn No. No. O=Pin 1=fix) in. in. (rad.) 5 . 1 1 1 0 .0000 .0000 .0000 5 2• 1 0 0 .0000 .0000 .0000 + VP Buildings V Mbr Joint No. No. 5 2 DESIGN DATA DATE: 02/10/99 (Project Name: 4515 Rich Stewart) TIME: 09:19 (VP Quote No.: TQ990206022623) PAGE: 54 of 56 mm� --wr_ n�nm c���-1 SIDE -----BASE LD CASE LOAD COMBINATION HORIZONTAL VERTICAL MOMENT 8.00 X LOCATION (2) 3/4 DIA. A36 :>::::: ....................................................................... . (kips) (kips) (in -kips) DATA ------------- NO. NO. THK x WIDTH x LENGTH BOLT END POST 1 D +Cg +L .00 .09 .00 AT 20.00 FT FROM BACK END POST 2 D +W1> 2.43 .09 .00 AT 20.00 FT FROM BACK END POST 3 D +<W1 -2.43 .09 .00 AT 20.00 FT FROM BACK END POST 4 D +WP .00 .09 .00 AT 20.00 FT FROM BACK END POST 5 D +Cg +E> .00 .09 .00 AT 20.00 FT FROM BACK END POST 6 D +Cg +<E .00 .09 .00 AT 20.00 FT FROM BACK SIDE -----BASE PLATE DATA---- ---ANCHOR BOLT DATA---- WELDING WIDTH x THK x LENGTH OTY SIZE PATTERN END POST 8.00 X .3750 X 10.00 (2) 3/4 DIA. A36 :>::::: ....................................................................... . MBR JT ------- PLATE DATA ------ --------------BOLT DATA ------------- NO. NO. THK x WIDTH x LENGTH BOLT OUTSIDE INSIDE -----CONNECTION CAPACITY ------ SIZE Rows 4 -Bolt Rows 4 -Bolt TYPE OUTSIDE INSIDE MBR Location 3'-10 3/4 7'-5 1/4 12'-5 1/4 5 Flg Brc?-> not reqd not reqd not reqd* * - FLANGE BRACE REMOVED DUE TO SHALLOW COLUMN DEPTH --- ACTUAL FORCES ---- -- ACTUAL STRESSES --- I--- A L L O W A B L E---- STRESS CONDITIONS LOCATION Mbr Ld Axial Shear Mmt-X Mmt-Y lAxial Shear Bnd-x Bnd-yl---- STRESS or LOAD -----i Sum Y No.Case Depth (kips) ki s) k -in ki -in)(ksi) ksi) (ki) ksi) Axial Shear Bnd-x Bnd-y lAxL+bndl Shear AT 7.83 FT 5 2 8.5 -.1 .0 -113.9 .0 29.85 5.89 136.59 33.11-1 .837 I .002 Location Depth Area Rx Ry Lx Ly -1 Ly -2 KLx KLyl KLy2 Sx Lb -1 Rt -1 Lb -2 Rt -2 Os Oa Cbl Cbl Mn Dist In) Int) In) In (In) (In) (In /Rx Ry /Ry (In3) In) (In) In) In) 5 7.83 8.50 1.70 3.23. 1.13 188.0 60.0 58.2 53.0 3.72 102.5 1.00 Column Horz. Horz. Vert. Vert. Moment Description In Out Down Uplift + Ctr-Clk) End Post No. 1 2.4* 2.4* .1 .0 .0 (* Load Case indicates Stress Increase = 1.33) r C . 1 VP Buildings PRIMARY FRAME DESIGN DATA DA'L'E: 02/10/99 (Project Name: 4515 Rich Stewart) TME: 09:19 AM n..,..e ur... �rn[vvnncm",v)a% • '` VP Buildings PRIMARY FRAME DESIGN DATA (Project Name: 4515 Rich Stewart) DATE: 02/10/99 TIME: 09:19 09/91/1999 16:27 5303429367 THE OFFICE PAGE 02 r r 3/31/99 Dear Martha Whitney, I. Rich Stewart, the owner of 3558 HWY 32 will not have any vehicles parked or pulled into the building. I will provide signs stating "No vehicle access to building" at each bay. Permit # 99-0280 Assessor Parcel # 042-30a-004 AGENT AUTHORIZATION I, RICHARD .STEWART, Owner of property at 3225 HWY 32 Chico. Ca . A.P. No 042-300-004, do hereby authorize DON HORST, to act as my agent in obtaining permit (s) from the County of Butte Building Division for work which shall be performed at th- ry v •'t; .. _,�J .0 ..1„r• � r..1 ..r�-1.. �.^..,,,.-r..,_,.,�w...�r • ^r,.•.�sr.,... i� ry+•. ..r t"'.-L�.•'`t. �, r, -.r• . •�..r .e yam. '�... .. .. 6, d BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) r r School District f 01 Building Department No. A.P. Number QqA-3 6 —CO"1 Jurisdiction: F_____1 City %.� County Property Own r ,,, i c. (� Property Location/Address 3 ✓ 5 9 3eq T, Subdivision AI :.........................................................................._......................................, Residential Development Sq. Footage No of Living Mobile Home Units Installation Lot No. I Commercial/Industrial L.15,J L� New Addition Building Department Representative Addition/ *Supplemental to (Group R) Conversion Permit I '(No foundation inspection); ............................................................................. �Sq. Footage��� y(Inc(uding Exterior Roofed Areas). Date moor rlans reyiewea Dy acnooi uistrl Ct rersonneil 9 • t District Identificabon No. 0 A AW, , School District certifies that tApplicant) F of. (Street Address) (Phone Number) 1 tyl IS Ci.,a+rf' �*IZiVcode)_ 46— Iq has complied with the requirements of Resolution No. payment of $ representing (/ [ W square feet. AB 2926 S FULL MITIGATION _ ALI /I, School District Re 'r sentative Date Paid by Check # Remarks: Notice: You may protest' ihehimposition of the fees identified ab a by bmitt g e tt n protest to the District, in compliance with Government Code Section 66020(a), within 90 days from the date fees are paid. Failure to submit a timely written protest will prohibit you from challenging the imposition of the fees in any court action. 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.xls i10/98ldmm • L.. �� . � rte,, �",�. r DANIEL J. DOBBIE Page: P1 aD Professional Engineer Job No: 99005 20 Mayfair Drive Chico, CA 95973-0707 Date:February 1999 Phone/Fax (530) 345-4743 Stewart Metal Building QRpF ESS/p 0 ��c2� 42028 rn CIVI -9.OF CA1.�F0� PROJECT SCOPE: PROVIDE ENGINEERING FOR A METAL BUILDING FOUNDATION. DESIGN COLUMN FOOTINGS FOR REACTION LOADS PROVIDED BY THE METAL BUILDING DESIGNER. DESIGN DATA: i UNIFORM BUILDING CODE 1997 EDITION SEISMIC ZONE ZONE 3 CONCRETE COMPRESSIVE STRENGTH ft) -t 2500 PSI REINFORCING STEEL YIELD STRENGTH (fy)60 KSI STRUCTURAL STEEL GRADE:, SHAPES AND PLATE FA36 ALLOWABLE SOIL BEARING PRESSURE <000 -P -SF r1le Cody qq-00oa DANIEL J. DOBBIE Page: P2 Professional Engineer Job No: 98030 20 Mayfair Drive Date: March 1999 .... .. Chico, CA 95973-0707 . .... :077. Stewart Metal Building Phone/Fax (530) 3454743 Revised 3/10/99 CODE CHECK CODE CHECK UNIFORM BUILDING CODE4-997—E4)949N OCCUPANCY GROUP MODERATE HAZARD STORAGE S-1 TYPE OF CONSTRUCTION V -N LOCATION ON PROPERTY > 60' CLEAR TO HIGHAY 32 AT SOUTH 5' CLEAR TO PROPERTY LINE AT EAST 25' CLEAR TO PROPERTY LINE AT NORTH 55' CLEAR TO PROPERTY LINE AT WEST MINIMUM ONE-HOUR FIRE RESISTIVE WALL REQUIRED AT EAST WALL ALLOWABLEFLOORAREA 8,000 SF UBC TABLE 5-B BASIC ALLOWABLE EASES (SEC 505) SEPARATION ON TWO SIDES 3.500 SF (60 - 55) x 1.25 = 43.715% (100% MAX) TOTAL ALLOWABLE FLOOR AREA 11,500 SF PROPOSED FLOOR AREA 2,400 SF OK OCCUPANT LOAD OCCUPANT LOAD FACTOR FORSTORAGE = 300 2400 / 300 = 8OCCUPANTS ONE EXIT REQUIRED Vq,0FESSj N 2028 M C#V IL OF C 1 DANIEL J. DOBBIE . Page: P3 �D Professional Engineer 20 Mayfair Drive Job No: 99005 Chico, CA 95973-0707 Date:February 1999 Phone/Fax (530) 345-4743 Stewart Metal Building 4" SLAB RESITING UPLIFT FIND:. TRIBUTARY WIDTH OF 4" SLAB CAPABLE RESISTING UPLIFT TRIBUTARY WIDTH IS BASED ON MOMENT CAPACITY OF SLAB BENDING FAILURE FORMS A HINGE POINT AT DISTANCE Wr FROM EDGE TRIBUTARY WIDTH OF SLAB RESISTING UPLIFT IS Wr/2 DESIGN DATA: CONCRETE STRENGTH ft) 2500 PSI REINFORCING STRENGTH (Fy) 60 KSI WIDTH OF SECTION (b) 12 IN THICKNESS OF SLAB (t) 4 IN DEPTH OF REINFORCING (d) (t/2) 2 IN WEIGHT OF CONCRETE 0.15 KCF BENDING STRENTH REDUCTION FACTOR (phi) 0.9 LOAD FACTOR FOR WIND 1.3 AREA OF REINFORCING STEEL (As) (6 x 6/W1.4 x W1.4 WWM) 0.028 IN A2 REINFORCING RATIO (p) = As /(b * d) 0.001167 MOMENT CAUSED BY WEIGHT OF SLAB (Mw): HOW MUCH OF ITS OWN WEIGHT CAN THE SLAB CARRY? REQUIRED WIDTH OF SLAB TO CAUSE FAILURE (Wr) MOMENT CAUSED BY WEIGHT OF SLAB (Mw) .025*Wr^2 Mw=.15*4/12*Wr^2/2 MOMENT CAPACITY OF SLAB (Mc)_ NOMINAL MOMENT CAPACITY OF SLAB (Mn) 3.30 KIP FT Mn= p*b*d*Fy*(d-.5*p*d/.85*Fy/fc) FIND REQUIRED WIDTH OF SLAB (Wr): EQUATE MOMENT CAUSED BY WEIGHT AND MOMENT CAPACITY (INCL FACTORS) Mn*phi = .1.3*Mw Mn*0.9 = 1.3*.025*Wr^2 Wr^2 = 27.692 * Mn Wr = (27.692 * Mn)".5 9.57 FT ALLOWABLE TRIBUTARY WIDTH OF SLAB AVAILABLE TO RESIST UPLIFT: ALLOWABLE TRIBUTARY WIDTH (Wr / 2) 4.78 FT USE CONSERVATIVE ALLOWABLE WIDTH 4.00 FT DANIEL J. DOBBIE Page: P4 ,4z< Professional Engineer 20 Mayfair Drive Job No: 99005 Chico, CA 95973-0707 Date: February 1999 Phone/Fax (530) 3454743 Stewart Metal Building TYPICAL RIGID FRAME COLUMN FOOTING a@ INTERIOR MAXIMUM COLUMN REACTIONS: VERTICAL DOWNLOAD (Rvd) (D + L) 6.0 KIPS HORIZONTAL OUTWARD THRUST (Rho) (D + L) 2.6 KIPS VERTICAL UPLIFT (Rvu) (D + WIND) (NEGATIVE = UPLIFT) -5.8 KIPS HORIZONTAL INWARD FORCE (Rhi) ((D + WIND) 3.4 KIPS DESIGN FOOTING TO RESIST UPLIFT: INCLUDE WEIGHT OF FOOTING PLUS 4'- 0" OF 4" SLAB BEYOND EDGES OF FOOTING Ls EDGE OF SLAB I��JII j ICOL i Wf -----' W FOOTING I SLAB PLAN EQQTING >li ��4B DATA: WEIGHT OF CONCRETE 0.15 KCF WIDTH OF FOOTING.(Wf), 2.33 FT THICKNESS OF FOOTING BELOW SLAB (TO 1.67 FT WIDTH OF SLAB (Ws) = Wf + 4 6.33 FT THICKNESS OF SLAB (Ts) 4.00 IN DEAD LOAD RESISTANCE TO UPLIFT (Zt); REQUIRED DEAD LOAD RESISTANCE TO UPLIFT (Zt) = Rvu -5.8 KIPS FIND: REQUIRED LENGTH OF FOOTING (Lfr) WEIGHT OF FOOTING (Zf) = .15 * Wf * Tf * Lf r LENGTH OF SLAB (Ls) = Lfr + 8 WEIGHT OF SLAB (Zs) =.15 * 4/12 * Ws * (Lfr + 8) TOTAL RESISTANCE (Zt) Zf + Zs = Zt = Rvu REQUIRED LENGTH OF FOOTING (Lfr) 3.63 FT USE: FOOTING LENGTH (Lf)6.00 FT BENDING IN FOOTING: SOIL PRESSURE (q) (D+ L) 0.429 KSF BENDING MOMENT IN FOOTING (M) 4.50 KIP FT CONCRETE COMPRESSIVE STRENGTH ft) 2500 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI REINFORCING DEPTH (d) d = Tf *12 + 4 - 3.5 20.54 IN STRENGTH REDUCTION FACTOR (phi) 0.9 Y DEAD + LIVE LOAD FACTOR = (1.4D + 1.7L) / (D + L) 1.6 ULTIMATE MOMENT (Mu) 7.2 KIP FT REINFORCING STEEL RATIO (p) 0.000136 < pmin USE: REINFORCING STEEL RATIO (p') = 1.33 * p 0.000181 AREA OF REINFORCING STEEL REQUIRED (Asreq'd) 0.104 IN A2 USE: 2 - #5 As = 0.62 IN"2 r - TYPICAL RIGID FRAME 2'-4" WIDE x 1' -81' THICK x 6'-0" LONG - EOOTING 0 INTERIOR: W/ 2 - #5 TOP & BOTT. & 4" SLAB OVER DANIEL J. DOBBIE Page: P5 Professional Engineer Job No: 99005 Q Q 20 Mayfair Drive Chico, CA 95973-0707 Date:February 1999 Phone/Fax (530) 3454743 Stewart Metal Building RIGID FRAME COLUMN FOOTINGS AT ENDWALLS MAXIMUM COLUMN REACTIONS• VERTICAL DOWNLOAD (Rvd) (D + L) 6.00 KIPS HORIZONTAL OUTWARD THRUST (Rho) (D + L) 2.90 KIPS VERTICAL UPLIFT (Rvu) (D + WIND) (NEGATIVE= UPLIFT) -4.80 KIPS HORIZONTAL BRACE FORCE (Rhi) ((D + WIND) ' 5.30 KIPS DESIGN FOOTING TO RESIST UPLIFT• INCLUDE WEIGHT OF FOOTING PLUS 4'- 0" OF 4" SLAB BEYOND EDGES OF FOOTING Ls - Lf EDGE OF SLAB r =COL i Wf ---` W NO SLAB ' `•; FOOTING / SLAB PLAN FOOTING & SLAB DATA: WEIGHT OF CONCRETE 0.15 KCF WIDTH OF FOOTING (WO 2.33 FT THICKNESS OF FOOTING BELOW SLAB_ (TO 1.67 FT WIDTH OF SLAB (Ws) = Wf + 4 # ' - 6.33 FT THICKNESS OF SLAB (Ts) DEAD LOAD RESISTANCE 4.00 IN TO UPLIFT (Zt): REQUIRED DEAD LOAD RESISTANCE TO UPLIFT (Zt) = Rvu -4.8 KIPS FIND: REQUIRED LENGTH OF FOOTING (Lfr) WEIGHT OF FOOTING (Zf) =.1 5 " Wf " Tf " Lf r LENGTH OF SLAB (Ls) =Lfr/2 + 1'+ 4 WEIGHT OF SLAB (Zs) =.15 " 4/12 ' Ws " (Lfr/2 + 5) TOTAL RESISTANCE (Zt) Zf + Zs = Zt = Rvu REQUIRED LENGTH OF FOOTING (Lfr) 4.34 FT USE: FOOTING LENGTH (Lf) BENDING IN FOOTING: 7.00 FT SOIL PRESSURE (q) (D + L) 0.368 KSF BENDING MOMENT IN FOOTING (M) 5.25 KIP FT CONCRETE COMPRESSIVE STRENGTH ft) 2500 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI REINFORCING DEPTH (d) d = Tf "12+4-3.5 20.54 IN STRENGTH REDUCTION FACTOR (phi) 0.9 DEAD + LIVE LOAD FACTOR = (1.41) + 1.7L) / (D + L) 1.6 ULTIMATE MOMENT (Mu) 8.4 KIP FT REINFORCING STEEL RATIO (p) 0.000159 < pmin USE: REINFORCING STEEL RATIO (p) = 1.33 " p 0.000211 AREA OF REINFORCING STEEL REQUIRED (Asreq'd) 0.121 IN^2 USE: 2 - #5 As = 0.62 IN^2 RIGID FRAME COLUMN 2'- 4" WIDE x V- 8" THICK x 7' - 0" LONG FOOTING AT ENDWALLS: W/ 2 - #5 TOP & BOTT. & 4" SLAB OVER DANIEL J. DOBBIE Page: P6 aD Professional Engineer Q 20 Mayfair Drive Job No: 99005 Chico, CA 95973-0707 Date: February 1999 Phone/Fax (530) 3454743 Stewart Metal Building RIGID FRAME ANCHORS ANCHOR BOLT DESIGN (STRENGTH METHOD) FOR COMBINED SHEAR AND TENSION 1997 UBC SEC '1923.2 STRENGTH DESIGN FOR ANCHOR BOLTS IN CONCRETE ASSUMPTIONS: ALL BOLTS A307 OR A36 STEEL (fy = 36KSI) ALL NORMAL WEIGHT CONCRETE (lamda = 1.0) BOLTS IN TENSIONZONE? (YES OR NO) NO ADDITIONAL LOAD FACTOR 2.0 V NO SPECIAL INSPECTION REQ'D DESIGN DATA• ' " CONCRETE COMPRESSIVE STRENGTH ft) 2500 SI BOLT STEEL TENSILE STRENGTH (fut) 60000 PSI STRENGTH REDUCTION FACTOR (phi) ' 0. DESIGN VARIABLES: NUMBER OF BOLTS IN TENSION (n) (LIMIT, 4) 2 DISTANCE BETWEEN ANCHORS (z) 5 IN EFFECTIVE PROJECTED SURFACE AREA (Ap) 572 IN^2 BOLT DIAMETER (D) 0.75 IN BOLT AREA (Ab) 0.44 IN^2 EMBEDMENT LENGTH (E) 12 IN SHORTEST DISTANCE TO EDGE OF CONCRETE (de) . 9.5 IN ULTIMATE TENSION LOAD ON BOLT ASSEMBLY (Pu) 6.24 KIPS ULTIMATE SHEAR LOAD ON BOLT ASSEMBLY (Vu) 6.89 KIPS .FACTORED ULTIMATE TENSION LOAD (Pu') 12.5 KIPS FACTORED ULTIMATE SHEAR LOAD (Vu') 1997 UBC SEC 1923:3.2 DESIGN IN TENSION: 13.8 KIPS STRENGTH BOLT STRENGTH (Pss) Pss = 0.9*Ab*fut*n 47.7 KIPS CONCRETE STRENGTH (phiPc) phiPc = phi*4*Ap*fc^.5 1997 UBC SEC IN SHEAR: 74.3 KIPS 1923.3.3 DESIGN STRENGTH BOLT STRENGTH (Vss) Vss = 0.75*Ab*fut*n 39.8 KIPS CONCRETE STRENGTH (phiVc) phiVc = phi*800*Ab*fc^.5*n 23.0 KIPS 1994 UBC SEC 1926.3.4 COMBINED TENSION_ AND SHEAR: (1/phi) (Pu7PC) = 0.17 OK (1/phi) (Vu'Nc) = 0.60 OK 1/phi [(PU'/PC)"2 + (Vu'Nc)^2] = 0.25 OK (Pu'/Pss)^2 + (Vu'Nss)"2 = 0.19 OK RIGID FRAME ANCHORS: 2 - 3W' x 16" ANCHOR BOLTS OK OK OK OK Ail APPLIED TESTING CONSULTANTS MATERIALS ENGINEERING TESTING AND INSPECTION January 29, 1999 Rich Stewart 3558 Highway 32 Chico, Ca 95973 Attn.:.Mr. Rich Stewart / Don Horst Re: Stewart Building Pad - Chico, Ca Gentlemen: We have recently completed compaction testing on the building pad for the new metal building located at 3558 Highway 32 in Chico. The pad was tested at approximate finished pad grade to a depth of 12 inches. The nuclear density test data sheet and moisture density curve per ASTM 1557 are attached. Based on the test data compiled on this project and witnessing the earthwork operations, we certify per Article 3, sections 6735.5 and 6735.6a of the Business and Professions Code that the building pad was properly moisture conditioned and compacted in accordance with the chapters 18 and 33 of the 1994 Uniform Building Code. Applied Testing Consultants is not a licensed surveyor. We do not verify or certify grades or elevations. Test elevations are derived from information provided by the contractor and/or the client. Please call if you have any questions regarding our services described above. Very truly yours, ' ROFrSS/gN APPLIED TESTING CONSULTANTS ' , A q� c 89 x� 3-3I- Jj9 CIVIL 1E0`�� Brad Forsythe Ch C rts Vice President Staff Engineer Director of Operations / l q9 - 0280 3080 Thorntree Drive, Ste. 35 • Chico, CA 95973 • Telephone: (530) 891-6625 • Facsimile: (530) 891-4243 APPLIED TESTING CONSULTANTS. MATERIALS ENGINEERING TESTING AND INSPECTION ASTM 1557 Moisture/Density Curve Client: Address: City, State Zip: Ann: Project: Soil Description: Trial No: Water Added Gross compacted wt: Container Tare: Net compacted wt: Wet density, pcf: Dry density, pcf; Pan No: Gross wet wt: Gross dry wt: Pan tare: Net dry wt: Moisture loss: % Moisture Content: Rich Stewart 3558 Highway 32 Chico, CA 95973 Rich Stewart Stewart Building Pad Class II A.B. - Valley Rock 1 2 3 4 50 150 250 7804 7901 7877 2750 2750 2750 5054 5151 5127 148.61 151.41 150.7 142.11 142.71 139.3 1 2 3 4 1306.7 1223.6 1431.1 1253.4 1158.3 1329.7 87.0 89.3 88.6 1166.4 1069.0 1241.1 53.31 65.31 101.4 4.6 %1 6.1%1 8.2% Sample No: T-1 Date: 29 -Jan -99 Tech: Art Forma Sample Weight: 15400 grams Rock Correction Total sample wt: +3/4 rock wt: % of +3/4 rock: Density of +3/4: Rock adj. density: 144.0 - 143.0 a 142.0 - r c 141.0 - ?_1 140.0 D 139.0 138.0 - 3.0% 4.0% 5.0% 6.0% 7.0% 8.0% 9.0% 10.0% Moisture Content (% of dry weight) Max density from curve: 142.8 Max adjusted density: 142.8 pcf Optimum moisture: ,5.7% This test was performed per ASTM 1557 Reviewed by: 3080 Thorntree Drive, Ste. 35 •Chico, CA 95973 •Telephone: (530) 891-6625 -'Facsimile: (530) 891-4243 f APPLIED TESTING CONSULTANTS MATERIALS ENGINEERING TESTING AND INSPECTION Nuclear Density Testing Report Per ASTM 1557 Report Seq. No. Client: Rich Stewart Page: 1 of 1 Address: 3558 Highway 32 Date: 1/29/99 City, State: Chico, CA 95973 Tech: B. Forsythe Ann: Rich Stewart Project: Stewart Building Pad Soil Description: Class'II Aggregate Base -- Valley Rock Gauge # CALIBRATION DATA: Density Std. ois ure Std. Density xi of re xi Compaction Equipment Req'd % mpac ion Curve No. T-1 Max Dry Density 142.8 Opt. Moist. Content 5.7 ' 90% Test # Test Depth Location: Building Pad Elev. Wet Density H2O Density Dry Density Moisture Content % Comp. Results 1 12" North East Corner of Pad FPG 143.3 7.71 135.6 5.7 95% PASS 2112" North West Corner of Pad FPG 1 144.0 8.4 135.6 6.2 95% PASS 3 12" At Center of Pad FPG 143.6 7.9 135.8 5.8 96% PASS 4 12" South East Corner of Pad FPG 144.1 7.11 137.0 5.2 96% PASS 5112" South West Corner of Pad FPG 141.4 7.3 134.1 5.4 94% PASS Arrived at jobsite at 1400 hrs. to perform compaction testing of the Building Pad. Performed 5 nuclear density tests at random locations, as indicated above. A sample of the material was obtained and returned to the laboratory for a moisture density curve. At the completion of the curve; all test results indicate at least 90% relative compaction. Departed jobsite at 1445 hrs. to: 3080 Thorntree Drive, Ste. 35 • Chico, CA 95973 - Telephone: (530) 891-6625 - Facsimile: (530) 891-4243 COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES OWNER'S STATEMENT OF USE - DETACHED ACCESSORY BUILDING 3N: ONE: BUILDING PMT. # D�2-- 3z - co� C-( qq - 0280 OWNER: `l. !G ✓m1� '��TI5G�4.-� PHONE: 3 a� 1 MAIL ADDRESS,/lel�✓� t/� !tel/ � i �7k��� c SITE ADDRESS: J 56 Z 4-2L�1 � Z PROPOSED USE:°.G'clG Tom- OWned V-KdI a& d 40 0 F-2-0. +'�Ue V)111 be 5f Ka4e. o -t% ' S w4ur z -?t wavekevA4 M b PLEASE ANSWER QUESTIONS 20. PLEASE EXPLAIN YES ANSWERS (2-18) IN THE SPACE PROVIDED ON THE REVERSE OF TAS FORM. PRECEDE EACH COMMENT WITH RELATED QUESTION #) GENERAL INFORMATION: 1. Is there a primary dwelling on the property? 2. Is the structure already built,^under construction or under notice of code violation? 3. Will items produced in this building be offered for sale? 4. Will the public have access to this building? - 5. Will any advertising, on or off site, be associated with the use of this building? 6. Will this building be occupied at any time as a sleeping quarters? 7. Will this building be occupied at any time as an eating area? 8. Will this building be. occupied at any time as a cooking area? 9. Will this building be occupied at any time as a living area? SITE CONDITIONS: Yes: No: Yes: r� No: Yes: No: Yes: No: k/ Yes: No: Yes: No: Yes: No: Yes: No: Yes: No: 10. Is the structure foundation within T of septic tank or 10' of leach lines? Yes: No: 11. Is any portion of the proposed structure located closer than 20' to your front property line? Yes: No: !/ 12. Do you plan to add a driveway or modify existing access to a county maintained road? Yes: No: ✓T 13. Will the proposed structure encroach within any recorded easement? Yes: No: CONSTRUCTION FEATURES: r- -• 14. Will this building have insulated floor, walls, or,c?l Yes: No: 15. Will this building be heated or cooled? Yes: No: T 16. Will this building have a water closetttoilet? Yes: No: ✓ 17. Will this building have a sink? Yes: No: p, 18. Will this building have a water heater? Yes: No: v 19. What type of floor covering will the building ha,,,,vC 6%w C FF Tc - 20. What type of wall covering will the building hale. /YJ � J, L ADDITIONAL INFORMATION: tfoZ UIVAll Irl---S'rA a0770-1 12 &01 I hearby affirm under penalty of perjury the above infromation is true and correct. I understand that any changes to the use, or character of use, of this building will require p from t perrni ng authority. I understand that Real Estate Disclosure laws require disclosure of this information if or when offered for sale. NE S SI TUR DATE OWNER'S SIGNATURE DATE FOR DEPARTMENTAL USE REVIEWED BY: COMMENTS: 1-97-1,11111[4 • COUNTY OF BUTTE — DEPARTMENT OF PUBLIC WORKS 7 County Center Drive - 9roville, California 95965 Telep66e: 534-4541 /1/410 APPLICATION AND PERMIT aumonze represeniauves or me 1✓ounry o1 tuxxe 10 enier upon me above-mentioned prope ty for inspection purposes. Signature of Perrmmitee oorr Agent Receipt No. White-D.P.W. - Yellow -Assessor - Pink -Inspector - Goldenrod -Applicant This permit is hereby issued under the applicable provisions of the Butte County Code and/or resolutions to do work indicated above for which fees have been paid. DIRECTOR OF PUBLIC WORKS By Date Building permit expires Date BUILDING Owner 1CHNO STCWiA'v?rr SQ. FT. OCC. BUILDING VALUATION CQA)i U Mailing Address Telephone No. Contractor 13C—L- A4(u, COAI TRACT eS Mailing Address Sot C -SPL ANA06 Fireplace Total Valuation 000 Q41(O1.3 ele hon . t/�,-/�s Permit Fee �,k 7.004P Building Address ft /(% (,(Jv 32 /'tf'Pi an Checking Fee /or Penalty j 0 Permit Fee S'® 30 1 (9-75 W O M01Z 4(16 , PLUMBING No.1 @ FEE PERMIT FILING FEE $3.00 3.00 Each Trap 2" 2.00 C141CO Repair drainage or vent piping 1.50 hq 3n A. P. No. L �+ — �� rn Zoning & P nning Water piping J.60 Each gas water heater or vent 1.50 F s I O/C. I Sanitation Fire Dept. FireZone Use Permit Gas piping system 1 - 5 outlets 1.50 EQA P rk(ng Parcel f�are7f 60' R/1N� improvements sans Declaration p Bldg. Plans ec'd t4k-Parkil Approval Plans Approval Each additional outlet .30 %Building sewer 5.00 Lawn sprinkler system 2.00 NEW ADDITION ❑ UTILITIES ❑ OTHER ❑ Permit Fee $ 100 $ / � ELECTRICAL No.1 @ FEE Single Family ❑ Duplex ❑ Mobil Home ❑ Others PERMIT FILING FEE $3.00 3.00 Main service 600V OR LESS 100 AMP OR LESS 5•QO 6.00 Main service EA. ADD'L 100 AMP 2.50 Main service OVER eoov 25.00 100 AMP OR LESS Main service EA. ADD'L 100 AMP 1.00 NEW CONSDWELING O OR ADDNST ( ACCLBLDGS,CCUP. N) 20sgft CONTRACTORS LICENSE LAW I am licensed under the provisions of Chapter 9, Div. 3, of the State of California Business & Professions Code under the name style of:/� _ X1%%,o 1 2u (KxffW C-1-DSz Z_ NEW CONSTRESID. BRANCMILI OUTL T NON-RESID. BRANCH CIRCUITS) 2.50ea ,� NEW CONSTR. (POWER APPARATUS & NON-RESID. SINGLE OUTLET CIR. EX. OCCup(OUTLETS OR FIXTIIREE IBAL@10Q FIXED APPLNS. OR EX. Occup.(OUTLETS (RESID.) EA) 2.00 Temporary service 10.00 �IiZ ��� nJAhl✓ License No. Z-70203 Classification �� 1 Mobile Home Facilities 15.00 Misc. Wiring +6.25 ❑ I am exempt from the Contractors License Laws of the State of California. Permit Fee $ WORKMEN'S COMPENSATION INSURANCE 1 am aware of the provisions of Section3700 of the California Labor Code which requires every employer to be insured against liability for Workmen's Compensation. I have placed on file with the County of Butte a certificate of Workmen's Compensation Insurance. I certify that in the performance of the work for which this permit is issued I shall not employ any person in any manner so as to become subject to the Workmen's Compensation Laws of California. MECHANICAL No. @ FEE PERMIT FILING FEE $3.00 Heating Cooling Ventilation Hood 2.00 Permit Fee $ $ I certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating to building construction, and hereby Land Development Fee $ z5%0a TOTAL PERMIT FEE $�/r1'_ a aumonze represeniauves or me 1✓ounry o1 tuxxe 10 enier upon me above-mentioned prope ty for inspection purposes. Signature of Perrmmitee oorr Agent Receipt No. White-D.P.W. - Yellow -Assessor - Pink -Inspector - Goldenrod -Applicant This permit is hereby issued under the applicable provisions of the Butte County Code and/or resolutions to do work indicated above for which fees have been paid. DIRECTOR OF PUBLIC WORKS By Date Building permit expires Date __ � ......_... `k• icy d > ►. ` r -`1 Y ---COUNTY OF BUTTE — DEPARTMENT 6,F'RUBLIC WORKS — BUILDING DIVISION 7 County Center Drive — 0roville, Califo=rnia 95965 — Telephone 534.4541 PERMIT APPLICATION DATA SHEET Permit OWNER ii!fs? j� i f Vt?{ � A. P. No. o. �Z'3D •Uc1 Proposed Building Use 'ftj- iX1 ST©PA6;e-. Permit fee based ,u ori: 1� Complete Contract Price DPW Valuation � /, Other (explain) p Building Inspector .TITTIwNd; Date 90 At time of permit application, I was,;3dvised the following data must be submitted prior to permit processing and/or issuance: U DATE RECEIVED APPROVED 1. - All items have been submitted................................................................... 2. Plot plans in duplicate/triplicate...............................................................-10 _ Complete plans in duplicate/triplicate................................................... — 4. Complete engineered plans and calcs..................................................... 5. Plans with Energy Design Compliance Statement ............................ 6. State Energy Forms No. .................... _ Statement of Intent for Non -Heated & AC Buildings ................... 8. Fees of $ -.................................................. /9. Letter of signature authorization............................................................. ✓ 10. Sanitation approval from Health Dept.... 11. Planning approval for ' 12. Certificate of Workmen's Compensation Insurance ........................ 13. Contractors License Information (no., name style, � ✓14. classification) ............................... Improvements may be required. Contact Land Development Section of Dept. Public Works (see addressbelow)................................................................................................. 15. Pre -inspection for required. Pre•inspec. request to bldg. inspector (date) 16. Other ` When you issue - Mail Mail thepermit, process as follows: to owner to contractor. Telephone2, (�� `> and hold for pick-up at CNICo office. Deliver w/inspection. Other 4 Applicant. Date -- 1 el -- Fk ca Copy of plans sent Health Dept., Fire Dept., Other Dater During the plan checking process, the.following data must be submitted prior to permit issuance: (For required items not checked above 1. Index permit for above Iti 2. Additional items required: (Contractor(sign , Owner) was advised of above required data by X Plans cnecked by Plans approved by OTHER: Coov/DPW z, Date Date Telephone Mail Other / Date PAGE MULTIPLE FAMILY AND COMMERCIAL PLAN CHECKING GUIDE Bldg. Pe #it `1 80+ OWNER 1JMr"* A.P. #Z-� �4.� A. GENERAL Zoning require I ts (sideyards, parking) sp ciaconditions).N` 1 2.Valuation. too.) 000 � � I� 1bJ $ =- 148f� Signature by R.C.E. or Architect (if required). Calculations: Improvements and drainage., Complete plot plan with dimensions, easements, other buildings, and other pertinent data.. B. OCCUPANCY REQUIREMENTS ttwt � � � J. Building use Occupancy Class 2. Type of construction Fire Zone 3 3. Building floor area sq. ft. Occupant load 3� 7004CL ©Total allowable floor area sq.ft. Basic allowable floor area 6000 sq.ft.1 BasLs for increase Fl- !M -+a A 1KC 9(000 •, 4O A 1106 SWES 4L 1.25 JO -0 2% % 1'iC . = 10.000 ddition_s.,,. alt_evations, and repairs exceeding Irea ompliance with occupancy group requirements. 7ccupancy separations (Sec. 503). separations (Sec. 505). irewalls due to location on property.(Sec. 504). Maximum height requirements (Sec. 507).• Attic separations (Sec. 3205). Ventilation and special hazards requirements ] Fire extinguishing systems (Chapter 38). Mechanical code requirements. 1Restaurant Act requirements. 1 Smoke detection system. 50% (Sec. 104). (Chapters 5-13). C. TYPES OF CONSTRUCTION REQUIREMENTS (Chapters 6-13 d! Fire retardant roof coverings (Sec. 1704). Z/ Parapet walls (Sec. 1709). Toilet room floors and walls (Sec. 1711). Physically handicapped (Sec. 1711 & Table 33A). Guardrails (Sec. 1716). F� Detailed types of construction requirements (Chapters 18-22). 7/.` Proper roof pitch for roof covering (Chapter 32). .a**' Attic access and ventilation (Sec. 3204). 9000* Roof drainage (Sec. 3207). 100' Skylights (Chapter 34). 110"Stages and platforms (Chapter 39). swLWA4 %S a/e4 �A�A► � 12% -O -Interior wall and ceiling finish (Chapter 42). 13/' Fire resistive requirements (Chapter 43). 14! Wall and ceiling coverings (Chapter 47). 15f Glass and glazing (Chapter 54). Human Impact (Sec. 5406). s �. 1 ' mow s bK. P �y AIS 5Q �t�r�..�D,►k� �S otkR, -ASA s TA2- PAGE 2 MULTIPLE FAMILY AND COMMERCIAL PLAN CHECKING GUIDE (continued) D. STAOS, EXITS AND OCCUPANT LOADS umber of exits, width and locations (Sec. 3302). �oors (Sec: 3303). �orridors and exterior exit balconies (Sec. 3304). .htairways, rise & run, width, winders, and construction*(Sec. 3305). eorizontal exit (Sec. 3307). exit and smokeproof enclosures (Sec. 3308 & 3309). xit signs and illumination (Sec. 3312). Exits for.occupancy groups A -t (Sec. 3315-3319). EW2ftEERING REGULATIONS DESIGN UALITY MATERIALS AND'DETAILED REQUIREMENTS omplete plans sufficient to show how building is proposed to be constructed and to verify conformance with Chapters.23-29. Plans must include plot plan, floor plan, foundation plan, elevations, and complete structural details. �,1Ay�+L11o% Energy design, calcs, and necessary details (State law). J! Veneer (Chapter 30). Chimneys and fireplaces (Chapter 37). Engineered plansif required. Plastics (Chapter 52). 60"* Excavation and grading (Chapter 70) - not adopted. 7/`Continuous or Special Inspection (Sec. 305). Factory or other certification. Soils or compaction data. BUILDING PERMIT 004 SITE PLAN CHECKLIST APN: ®WZ —_900 Building Permit No.: 99 Proposed Use: Use: SFD U MH O Res. Accessory ❑ Ag. Bldg. O Commercial 0 Industrial 0 Other: W c*1 b`V� Zone District: 16 The Proposed Use Is: Permitted: Not Permitted: Requires a Minor Use Permit: Accessory Bldg. Use: General Plan: Requires a Use Permit: Requires an Administrative Permit: Parcel Created By Map? No: Yes:. Book/Page Map Conditions? No: Yes: , See reverse side Use Permit: Variance: Dev. Agreement: Applicable Setback Zoning Code Streets & Hwy. Fire Prevention Subdivision Map Front r. (!;- F7 Side (� Side, street P /A Rear D Height "A IF Parcel in Land Conservation Agreement? No: X Yes: , Check Use Parcel in North Chico Specific Plan? No: X Yes: —-,Check NCSP Zoning Parcel in Floodplain? No: -� Yes: , Zone: ' ><1 Panel No.: Q (=,, 001'7 — 03 2..0 1C, Parcel in Enterprise Zone? No: Yes: , Check Use Cominercial/Industrial Uses Parking Requirements: OK as shown Landscaping Requirements: OK as shown Comments: Other: _ Other Reviewed By: Date: 2-1 `7— 19 CHECK SPECIAL CONDITIONS WHICH APPLY TO PARCEL: ALL FEES TO BF PAID TO THE BUI nrN Dllr: ION UNLESS 0TH .RWI .NOT D. —1. Submit a plan of the existing on-site mature trees, located in the proposed for building and driveway area prior to grading or vegetation removal. Minimize the removal of mature trees, where possible. A mature tree shall be defined as a tree with a trunk measuring 4 inches in diameter, 4 feet from ground level. Mature trees removed shall be replaced by planting replacement trees of equal number and not less than _ gallon size. _2. Prior to the commencement of grading and/or construction activity, all individual or groups of oak trees which are to be retained as part of the project, shall be fully protected through the use of root protection zones (RPZ). During construction, RPZs shall be established using protective fencing enclosing an area with a radius 1.5 times the distance from the trunk to the dripline. Within this protective buffer, no grading, trenching, fill, or vegetation alteration of any kind shall be allowed ' The RPZs shall be maintained after the completion of construction in order to continue to protect the oak trees, but the fencing shall be removed. _3. Fencing for areas other than residential areas shall be limited to a maximum of 5 wire strands. The lower strand shall be at least 16" above the ground and the upper strand shall be no higher than 48" above the ground _4. Pay the required CSA 87 Traffic and Drainage Mitigation fee of $2,500. _5. Prior to any clearing, grading and/or construction in a Federal or State identified 100 year floodplain and/or streambed the following entitilements must be obtained a California Fish and Game 1604 Streambed Alteration permit and an Army Corps 404 permit or exemption certificate. _6. Pay the current West Chico Fire Station Fee of $75. —7. Pay water tender fees in the amount of $200 to Battalion Number of the Butte County Fire Department. —8. Automatic fire suppression sprinkler systems shall be installed in all residential structures in accordance with the National Fine Protection Association Standard for the installation of sprinkler systems in one and two family dwellings and mobile homes, NFPA Standard 13D, unless a pressurized community water system, with hydrants that meet Fire Department specifications, serves the parcel. —9. Obtain approval from the Department of Fish and Game for vegetation removal. Contact Fish & Game at 916-355-7010. _ 10. A traffic mitigation fee for each new or additional living unit shall be paid. Pay the amount of $750 as stated in the Oroville Area Traffic Mitigation Fee Agreement. Payment to be made to tlhe Planning Division. 11. Provide information showing that proposed construction will mitigate exterior sound levels to a 45 dB interior level. 12. —13. 14 KABLDGC1I4.FR.\4 2