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HomeMy WebLinkAbout039-210-034/4r vii 0� ,T: 1w) A� Environmental Health JUN 2 7 2003 Chico, Califomia li UTTE COUNTY ILDING DIVISIO APPROVED APPROVED BUILDING DIVISION COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE — OROVILLE, CALIFORNIA 95965 — TELEPHONE: (530) 538-7541 AGRICULTURAL BUILDING EXEMPTION PERMIT PERMIT NO. �� Agricultural building is defined as follows: Agricultural building is a structure designed and constructed to house farm implements, hay, grain, poultry, livestock, or other horticultural products. This structure shall not be a place of human habitation or a place of employment where agricultural products are processed, treated, or packaged, nor shall it be a place used by the public. ASSESSOR PARCEL N `® ®® 53 ZONING — OWNE CO�i- S row �/I�nr e(tt4 � � �C crS'�— PHONE NO •: �— rz— 3i OWNER'S ADDRESS © _ lo G V C Cl/! e G / F2_ LOCATION OF BUILDING 5' lw e-rVl ik i.- e c(ra L. USE OF BUILDING � S40'1 CL SIZE OF STRUCTURE 1L_X _L2-0 r SO. FT. TYPE OF CONSTRUCTION: WOOD FRAME STEEL CONCRETE OTHER (Specify) TYPE OF SIDING,,// ROOF COVERING FLOOnR TYPE ESTIMATED COST OF CONSTRUCTION $ 30 AG Buildings shall comply with the minimum front si e, and rear yard setback requirements of the applicable County Ordinances as follows: FRONT SIDES REAR AG Buildings shall be a minimum of five (5) feet from any septic tank or leach fields. AG Buildings less than 1000 sq. ft. in floor area shall be located a minimum of 6 feet from a residence, 10 feet from a mobilehome, and 23 feet from a commercial building. AG Buildings greater than 1000 sq. ft. in floor area shall be located a minimum of 23 feet from a residence and a mobilehome, and 40 feet from a commercial building. I declare under penalty of perjury that the building will be used as stated about, and the purposed use confirms with the AG Building definition. If any change in use or occupancy of the building is made, I will contact the Building Division and obtain any necessary permits, inspections, and approvals to comply with the requirements in effect at that time and before occupancy. Date �"" 2_y- ® Signature of Owner G Permit Fee -$109.98 The above described AG Building is exempt from a building permit. FLOOD I PARCEL P.D ROOFING 11.13MSUE!+Receipt No. 501 `2C�w/ Manager Buildi g Division Y 4 Date White — DPW, Yellow — Assessor, Pink — B. I., Goldenrod — Applicant COUNTY OF BUTTE - DEPARTMENT OF DE%XLOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive - Oroville, .:alifornia 95965 • Telephone (530) 538-7541 PERMIT NO. (Rev.12/96) ' APPLICATION AND PERMIT ASSESSO PARCEL NUMBER X39-210-034 ZONING A=40 BUILDING PERMIT OWNER TELEPHONE SO. FT. OCC. BUILDING VALUATION con t est.3068 OWNERS "UNG ADDRESS Chinn- CONTRACTOR'S NAME TELEPHONE CONTRACTORS MAIUNG ADDRESS CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ 356.00 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ 231.40 BUILDING ADDRESS 10940 Emma Ave Chico Energy Plan Checking Fee $ $ PERMIT FEE $ 607,40 LAT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 Each Trap 7.0023.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY Solar or heat um water heater Water piping 15.00 Each gas water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: „sa Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home ISI GI W @20.00 PERMIT FEE $ ELECTRICAL PERMIT Filing Fee 20.00 Main Service 2o0A GR 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.POWER License Class LIC. NO. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: Ea 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 Main Service 200A TO 1000A 46.00 45.00 NEW CONST. DWEWNG OCCUP. OR ADDNS. ( 8 ACC. BLAS. SO 3.5¢FT, T. NON�gGMuLTI. ESID. O CIRCUITS @7,50 APPARATUS 8 SINGLE OUTLET CIR. Ex. Occu OUTLET OR FD(TUREs 0 0 aA20 Q 1..00 Ex. Occup. o xUTLEEDrsA RESI6.UNSOEA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE $ Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if 1 should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. X Date C� _ �� a� Signature of Applicant - 0 Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories i height. r oft Mobile Home Installation Fee $ Energy Inspection Fee $ occ CONST. TYPE TOTAL FEE $695.40 HAZ. 0• FEES IMP FLOOD CDF PARCEL n HD ISSU This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicate e for whic fees have been paid. / 2 O 0 By Date 7 3 PERMIT EXPIRES ON �01 Date Receipt No. 7. ` WHITE-D.D.S.-B.D. CANARY-ASSESSO PINK -INSPECTOR GO ENROD-APPLICANT 74 P � 0 Oq40 rep Environmental Health 'K JUN 2 7 2003 Chico, Califomia COUNTY OF BUTTE -DEPARTMENT O.F. DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET OWNER:y' 9"��`�"i ASSESSOR PARCEL NUMBER `Z `"3 Proposed Building Use: 4040V 4141zo4oL��Counter Technician;/ Date: 6 Items required in o der to apply for a permit. All 19oxes MUST be checked OR marked NA in order to apply. JI. - Plot plans, 3 or 4 sets, signedty the preparer of the plans. 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. 3.Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 4. Engineered truss details and layouts in duplicate. No faxes! ❑ 5. Energy compliance design and supporting documentation in duplicate. ❑ 6. Manufactured homes: (A) Data sheets and installation instructions, (B) Marriage line information, (C) Floor Plan, (D) Tie down or foundation plans, all in duplicate. ❑ 7. Metal buildings: (A) Metal Building Plans, (B) Foundation plans and calculations in triplicate, (C) Elevation views in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. Items required for initial plan review. If checked items have not been received, plan review cannot proceed. The.permit will be indexed and returned to the plan review line-up when required items are received. ❑ 8. ❑ 9. ❑/10 V 11 ❑ 12 ❑ 13 Flood Elevation Certificate, wet -stamped and signed, in duplicate ................................ Plot plan and business license approval from the City of Biggs .................................... Letter of intent for non-residential buildings......................................................... Detached Accessory Building Form filled out by the owner ..................................... Hazardous Material Form............................................................................... Other Date Received By Remaining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) 14. Fees as shown on the attached Schedule of Fees Due Sheet ....................................... Statement of Intent for Non -heated and A/C Buildings ............................................. _I Sanitation and plot plan approval from the Environmental Health Department in City of Chico Plumbing permit......................................................................... ❑ 18. California Department of Forestry plan approval ❑ paid. Sent by: ...................... ❑ 19. Planning approval for (A) Use: (B)Parking: . (C) Parcel Check: ❑ 20. Contact Land Development about ❑ Improvements, ❑ Drainage ............................... ❑ 21. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). ❑ 22. Pre -Inspection for required ................ ❑ 23. Contractor's license information. (Number, Name Style, Classification) ...................... ❑, 24. Worker's Compensation Carrier j�nd Policy Number ..............:.............................. -25. Owner -Builder Verification (❑�Civen to owner, ❑ Mailed to owner) ..................... ❑ 26. Letter of Signature authorization .............A............ :� ......................................... ❑ 27. Recorded copy of Agricultural Acknowledgment Statement .................................... ❑ 28. Manufactured home utility clearance............................................................... ❑ 29. Existing violations and/or expired permits......................................................... ❑ 30. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts, ❑ Letter from Legal Owner, ❑ Check to H.C.D. $ ❑ 31. Other: When issued Telephone 2, Z- O 643o and hold for pickup. I have been informed of the above items and requirements for obtaining a building permit. Applicant: o W t4. 1. Index permit application for the above items numbered: Plan Check Letter 2. Additional items required Contractor, designer, owner, was advised cf the above data by ❑ p , ❑ mail, ❑ counter, by Date: _ Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Plans reviewed by: Date: Plans approved by:---7Date: Structural reviewed by: �- Date: Structural approved by:Date: Note transfer by: Date: Vellnw• Rnilriino flwic7n., 1 TO: FROM: SUBJECT: Building Department Environmental Health Sanitation Clearance E.W. USE ONLY Plot Plan Attached Floes Plan Attached Sent to B.D. / " /"Z, � �,, �, 9 ,�? W - Owner Location AP# Plan Approved for: Sewage Disposal Water Supply: Public Private Well Clearance for dwelling. Other "Ulu 111301 M. Final clearance O.K. for: NOTE: —11-00PRI-TE, 4 nvironmental Health Specialist Date 8/96 ^ 1 ' 0 COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive - Oroville, California 95965 - Telephone (530) 538-754 R T NC APPLICATION AND PERMIT ✓.1 "LyOJ :SESSOR P13iC8 NJYBEA �� � Zl — 3 �D►rw �U BUILDING PERMIT wr,ER jgr::�ee SQ. Fr. OCC. = BUILDING VALUATION d ws eWc „�-„ G�61Go �S pItTMCTO rM.EPNONE .,,f{p csoRS www ADDRESS p15TRu== LEMER Fireplace cNDg�F "t40.°" iiDDREM Total Valuation S cLcr+°ecT OR FJIDLNED+ txME NO. Fri, Fee $ 2D.00 _ Permit Fee S � I%CwrECT OR EHLINSUM MAJUM ADDRESS Plan Checking Fee S' q ¢,I IMrADDRESS l� Energy Plan Checking Fee S . S % PERMIT FEE t O aT �. suemsLonts NAME PARCEL YAP PLUMBING PERMIT Feng Fee 20.00 Each Trap — 7.00 USEOFSTRUCTURE >F ❑ Duplex ❑ Nlobtiehonle ❑, Other cPr Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 TYPE of WORK New ❑ AddBon ❑ Remodel ❑ Utilities ❑ Instak*n ❑ Other ❑ /�/n� ��,� Describe Work: 'T .L ',[ Gas pipintem 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home s G w 020.00 PERMIT FEE s ELECTRICAL PERMIT Feng Fee 20.00 Main Service °O°vy oR LFs�s 23.OD �� a L `� �' {fie ' f ✓� Vo Uel. a /, 11 6 Silk X ''s O ( �i � Vcc, _ �J _ " I v Medv -2-0442. Main Service tom► To IOWA 46.00 a � (v s Aix, :gtP- 3.5¢F° noµRESLn ravLrwLJn�r @7.50 Duni OR FK7UAES m 6 t.m Ex. Occup. eaL_ Fix Occup. �SAPXI 5.00 Temporary Service 23.00 Nbbfle Home Facilities 20.00 M6sc. Wiring 23.D0 -� PERMtT FEE MECHANICAL PERMIT Firing Fee 20.Do Heating ting Hood HoodL Ventilation001110m, _ PERMIT FEE: S Lbbile Home Installation Fee S Energy Inspection Fee S `DST. ttP£ TOTAL FEE $ 1 D. FEES IAIP FLDOD CDF PARCEL PD KDSUE This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. By Date PERMIT EXPIRES ON (Dela) Butte County Department of Development Services ADMINISTRATION * BUILDING * GIS * PLANNING 7 County Center Drive Oroville, CA 95965 BOB VANELLA 3068 CHICO AVE. s CHICO, CA 95928 i o.R-I OWNER -BUILDER VERIFICATION Attention Property Owner: An "owner -builder" building permit has been applied for in your name and bearing your signature. Please complete and return this information at your earliest opportunity to avoid unnecessary delay in processing and issuing your building permit. No building permit will be issued until this verification is received. 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement: YES 1K NO ❑ 2. I HAVE PC HAVE NOT ❑ signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction: NAME CITY. PHONE: CONTRACTOR'S LICENSE NO. 4. I plan to provide p 'ons of this work, but I have hired the following person to coordinate, supervise, and provide a major work: NAME: ADDRESS: =M, 5. I will provide some of the work but I have the work indicated: NAME ADDRESS CITY: 'S LICENSE NO. :ed (hired) the following persons to provide TYPE OF WORK SIGNED: PROPERTYOVVNER: SOCIAL SECURITY NUMBER DATE: NOTE. This Owner -Builder Verification is required by Section 19831 and 19832 of the California Health and Safety Code. This verification must be completed and returned to our office before we are permitted to issue the permit. O. .4 OWNER BUII.DER INFORMATION Dear Property Owner: An application for a building permit has been submitted in your name listing yourself as the builder of property improvements specified. . For your protection, you should be aware that as "owner -builder" you are the responsible party of record on such a permit Building permits are not required to be signed by property owners unless they are personally performing their own work. If your work is being performed by someone other than yourself, you may protect yourself from possible liability if that person applies for the proper permit in his or her name. Contractors are required by law to be licensed and bonded by the State of California and to have a business license from the city or county. They are also required by law to put their license number on all permits for which they apply. If you plan to do your own work, with the exception of various trades that you plan to subcontract, you should be aware of the following information for your benefit and protection: ♦ If you employ or otherwise engage any persons other than your immediate family, and the work (including materials and other costs) is '$300 or more for the entire project, and such persons are not licensed as contractors or subcontractors, then you may be an employer. ♦ If you are an employer, you must register with the State and Federal Governments as an employer and you are . subject to several obligations including state and federal income tax withholding, federal social security taxes, workers compensation insurance, disability insurance costs, and unemployment compensation contributions. ♦ There may be financial risks for you if you do not carry out these obligations, and these risks are especially serious with respect to worker's compensation insurance. ♦ For more specific information about your obligations under Federal Law, contract the Internal Revenue Service (and, ifyou wish, the U.S. Small Business Administration). For more specific information about your obligations under State Law, contact the Department of Benefit Payments and the Division of Industrial Accidents. If the structure is intended for sale, property owners who are not licensed contractors are allowed to perform their work personally or through their own employees, without a licensed contractor or subcontractor, only under limited conditions. A frequent practice of unlicensed persons professing to be contractors is to secure an "owner builder" building permit, erroneously implying dig the property owner is providing his or her own -labor -and material -personally. -Building permits are not required to be signed by property owners unless they are performing their own work personally. Information about licensed contractors may be obtained by contracting the Contractors State License Board in your community or at 1020 N Street, Sacramento, CA. 95814. Please complete the "Owner Builder Verification" on the reverse side of this form so that we can confirm that you are aware of these matters. The building permit will not be issued until the verification is returned rely, Mic el C. Vi ira, C.B.O. M er, Building Inspection NOTE. This Owner -Builder Information is required by Section 19830 of the.California Health and Safety Code OVER 1. Engineer or Architect shall identify on the plans when special inspection is required per Section 1701 of the Uniform Building Code, list the type of special inspection required and any special requirements for testing. 2. Plan check engineer will attach the "Special Inspection Note" form to the plans indicating which items will require special inspection. 3. Plan check engineer will notify applicant and list on.the data sheet that approval of the special inspector is required prior to issuance of the building permit. 4. A preconstruction conference may be required by the Plan Check Engineer to review special inspection requirements and procedures. 5. The special inspector shall be employed by the owner, architect or engineer of record, but not by the contractor. 6. Prior to our approval of a special inspector, a resume and other information may be requested to verify the qualifications and certification of the special inspector. 7. Special inspectors shall submit reports to the Building Division stating that all items requiring special inspection and testing were fulfilled Final report is to be submitted and approved prior to final inspection of building. In addition to the inspections required by the Uniform Building Code Section 108, a Special Inspection is required in this building in accordance with the Uniform Building Code Section 1701. Duties and Responsibilities of the Special Inspector: 1. The special inspector shall observe the work assigned for conformance with the approved design drawings and specifications. 2. The special inspector shall fiunish inspection reports to the building official and the engineer or architect of record. All discrepancies shall be brought to the immediate attention of the contractor for correction, then, if uncorrected, to the proper design authority and to the building official. 3. The special inspector shall submit a final signed report to the Building Division stating whether the work requiring special \ inspection was, to the best of his knowledge, in conformance with the approved plans and specifications and the applicable provisions of this code. 4. The special inspector shall advise the contractor that Building Division called inspections cannot be delegated to him, so inspections must also be made by Butte County. 5. Any change in special inspection firms made after permit issuance shall be approved by the Building Division prior to the new firm performing any inspections. t 1 6. Special inspections are in addition to the regular inspections performed by the Butte County Building Division. County inspection approval and sign off is not to be construed as authorization to proceed with work which obscures, covers or otherwise prevents proper special inspection. Special inspection is required for the following items: [ ]Reinforced Concrete (Taking of test specimens, placement of reinforcing and placing of concrete). [ ]Structural Masonry \IHigh Strength Bolting [ ] Welding [ ]Bolts installed in Concrete [ ]Other: December 1996 4.0 Q) (51C - olet:? GML Engineering 8037 Savage Way Valley Springs, California 95252 (209) 786-3055 (office) (209) 786-3066 (Fax) Job Number: Cr. Cr ��.. Client: Date: e,171410 -j' Structural Calculations Index Pace Ic2c2 10.,2.,&- -7 /- 4 - JUN 16 2003 Lf BUTT COUNTY BUILDING DIVISION APPROVED �f file"ftgsgrl0 SQUARE FOOTING INPUT D+L D+W P 4.40 P -5.60 H 0.00 H 2.80 WIDTH 2.83 SPa= 1200 DEPTH 2 D+L SP 549 Mas= 0.55 D+W UPLIFT PERIMETER FTG FTG WT FRICTION JOB NO 6944 PAGE NO LINE 1 - B & C BRACING ALLOW S.P 1000 P -4.60 PERM FTG 3.60 H 4.50 h/w 0.33 S.F 1.5 As 0.02 3.60 2.40 2.52 8.52 -8.40 FOOTING LINES 2 & 3 INPUT D+L D+W BRACING ALLOW S.P 1000 P 11.90 P -11.20 P -4.50 PERM FTG 3.60 H 5.50 H 9.00 H 4.70 h/w 0.33 WIDTH 4.5 SPa= 1300 S.F 1.5 DEPTH 2.5 D+L SP 588 Mas= 1.49 As 0.05 D+W UPLIFT PERIMETER FTG 3.-60 FTG WT 7.59 FRICTION 6.00 17.19 -16.80 to Z • c� � 1• d 2.d//I. a3x1 - 7--705, < O file"ftgsgrl0 JOB NO 6944 SQUARE PAGE NO -2- FOOTING LINE 4 - A & D INPUT D+L D+W BRACING ALLOW S.P 1000 P 4.40 P -4.60 P -4.50 PERM FTG 3.60 H 0.00 H 1.60 H 4.70 h/w 0.33 WIDTH 2.17 SPa= 1200 S.F 1.5 DEPTH 2 D+L SP 934 Mas= 0.55 As 0.02 D+W UPLIFT O PERIMETER FTG 3.60 FTG WT 1.41 �- ��' «Z �✓ FRICTION 1.93 6.94 -6.90 2-, N X FOOTING LINE4 B & C INPUT D+L D+W BRACING ALLOW S.P 1000 P 3.70 P -3.10 P -4.30 PERM FTG 3.60 H 0.00 H 2.80 H 3.70 h/w 0.33 WIDTH 2.17 SPa= 1200 S.F 1.5 DEPTH 2 D+L SP 786 Mas= 0.46 As 0.02 D+W UPLIFT *PERIMETER FTG 3 :'60 FTG WT 1.41 FRICTION 1.93 '/ /J 7� 4- X l ��r • ! • Oid%' 6.94 -6.45 ANCHOR BOLT LINES 1 & 4 JOB NO. 6944 PAGE NO. 3 INPUT LOADS DEAD LIVE WIND SEIS(Eh) INPUT phireinf y/n P 1.30 3.10 -8.30 0.49 0.85 (.85 .65) V 0.00 0.00 -4.50 0.57 INPUT BOLT BOLT BOLT BOLT EDGE NO SPCL INSP FACTO DIA EMBED QUAN GAGE DISTANCE 3 CONC db le ga de 2 STEEL 0.75 9.50 2.00 4.00 5.44 (de=>le use le f'c (psi)fut (psi) lamda 2500 60000 1.00 (normal wt conc) Ab Abt(threaded) f'c".5 Ap max Ap de 0.4418 0.3099 50 437 343.62 INPUT Ap MIN 345 Pss Pc Vss Vc Vcde 33.47 69.00 27.90 24.80 18.59 (<= Vc) INPUT Vc MIN 24.8 1.4 D .9 D 1.7 L Pu 1.82 1.17 5.27 Vu 0.00 0.00 0.00 1.3 W 1.7 W 1.3 Eh Pu -10.79 -14.11 0.64 Vu -5.85 -7.65 0.74 1.4 D+1.7 L Pu+- Pu/Pss Vu/Vss Sqr+Sqr Pu/Pc*phiVu/Vc*phi 5/3+5/3)/phi 0.00 0.00 0.00 7.09 0.00 0.00 0.00 .75(1.4 D +1.7 L + 1.7 W) Pu/Pss Vu/Vss Sqr+Sqr Pu/Pc*phiVu/Vc*phi 5/3+5/3)/phi 0.31 0.62 0.48 -7.02 0:27 0.82 0.74 .75(1.4 -D +0.0 L + 1.•7 -W) Pu/Pss Vu/Vss Sqr+Sqr Pu/Pc Vu/Vc 5/3+5/3)/phi 0.55 0.62 0.68 -12.29 0.47 0.82 0.90 .9 D + 1.3 W) Pu/Pss Vu/Vss Sqr+Sqr Pu/Pc Vu/Vc 5/3+5/3)/phi 0.57 0.53 0.62 -9.62 0.49 0.83 0.94 .9 D + 1.3 Eh) Pu/Pss Vu/Vss Sqr+Sqr Pu/Pc Vu/Vc 5/3+5/3)/phi 0.11 0.07 0.02 1.81 0.09 0.11 0.04 LOADS P V ANCHOR BOLT LINES 2 & 3 INPUT DEAD LIVE WIND SEIS(Eh) 3.38 8.50 -12.57 0.49 1.29 4.18 -10.30 0.57 INPUT JOB NO. 6944 PAGE NO. + INPUT phireinf y/n 0.85 (.85 .65) BOLT BOLT BOLT BOLT EDGE NO SPCL INSP FACTO DIA EMBED QUAN GAGE DISTANCE 3 CONC db le ga de 2 STEEL 0.75 15.00 4.00 4.00 12 (de=>le use le f'c (psi)fut (psi) 2500 60000 Ab Abt(threaded) 0.4418 0.3099 Pss Pc Z 66.95 -183.60 55. 1.4 D Pu 4.73 Vu 1.81 1.3 W Pu -16.34 Vu -13.39 lamda 1.00 (normal wt conc) f'c".5 Ap max Ap de 50 1020 918 INPUT Ap MIN 918 Vc Vcde 49.59 180.96 (<= Vc) INPUT Vc MIN 49.59 .9 D 1.7 L 3.04 14.45 1.16 7.11 1.7 W 1.3 Eh -21.37 0.64 -17.51 0.74 J. . -i LJt1 . / L YU+- Pu/Pss Vu/Vss Sqr+Sqr Pu/Pc*phiVu/Vc*phi 5/3+5/3)/phi 0.00 0.48 0.23 19.18 0.00 0.63 0.42 .75(1.4 D +1.7 L + 1.7 W) Pu/Pss Vu/Vss Sqr+Sqr Pu/Pc*phiVu/Vc*phi 5/3+5/3)/phi 0.05 0.35 0.12 -2.19 0.03 0.46 0.25 .75(1.4 D +0.0 L + 1.7 W) Pu/Pss Vu/Vss Sqr+Sqr Pu/Pc Vu/Vc 5/3+5/3)/phi 0.37 0.63 0.54 -16.64 0.24 0.84 0.75 .9 D + 1.3 W) Pu/Pss Vu/Vss Sqr+Sqr Pu/Pc Vu/Vc 5/3+5/3)/phi 0.40 0.56 0.47 -13.30 0.26 0.87 0.80 .9 D + 1.3 Eh) Pu/Pss Vu/Vss Sqr+Sqr Pu/Pc Vu/Vc 5/3+5/3)/phi 0.11 0.09 0.02 3.68 0.07 0.14 0.04 1 � Certificate of Desire THIS CERTIFICATE IS TO CONFIRM THAT ALL COMPONENTS OF THE STEEL BUILDING SYSTEM DESCRIBED BELOW, TO BE SUPPLIED BY HCI STEEL BUILDING SYSTEMS, INC. LOCATED IN ARLINGTON, WA HAVE BEEN OR WILL BE DESIGNED IN ACCORDANCE WITH THE FOLLOWING STANDARDS, LOADS AND DESIGN CRITERIA AS SPECIFIED IN THE ORDER DOCUMENTS, AND ARE DESIGNED AND PRODUCED IN AN AISC APPROVED FACILITY BY AN AISC CERTIFIED MANUFACTURER. 1. DESCRIPTION: HCI Job No: 2324 Project Name: V.F. Walnut Huller Building Customer's Name/Address: Built -Well Construction 18981 Gravel Plant Road, Redding California 96002 Building Type / Size: 60'-0" x 80'-0" x 20'-0" - 1.0:12 Slope Site Location: Chico, California 2. DESIGN STANDARDS: AISC "Manual of Steel Construction ": 9h edition. AISI "Cold Formed Steel Design Manual": 1996 edition. AWS D1.1 "Structural Welding Code -Steel": 2002 edition. AWS D1.3 "Structural Welding Code -Sheet Steel": 1998 edition. MBMA "Low Rise Building Systems Manuar: 2002 edition. ASTM "Standards in Building Codes": 2000 edition. 3. LOADS: BUTTE COUNTY BUILDING DIVISION APPROVED "IV 6�017 I�Z ... Applicable Building Code(s): 1997 UBC; Occupancy Category: 5 (a) Dead Load- Actual Material Weight (b) Collateral Load- `0' PSF (c) Roof Snow Load- `0' PSF, Roof Live Load -'10' PSF (d) Wind Load- Wind Speed `75' MPH @ Exposure `B'; Partially Enclosed (e) Seismic Load- Seismic Zone `3' Ca = 0.33 4. CERTIFICATION BY ENGINEER: No. C 64093 " FO I, Bruce A. Wellenbrink, not a subcontract engineer for HCI Steel Building Systems, Inc. and a licensed Engineer in the State of California - certify that I have reviewed the design criteria for the Steel Building System described above and, to the best of my knowledge all components have been or wille designe meet the applicable criteria as specified in the `IgRDER DOC;*,,IjENTS j� Signature: al=�= Date MAY 3 0 2003 Table Of Contents TABLE OF CONTENTS 1 - 1 rage i yr lz:) iwcl Job No 2324 3 modify DESIGN SUMMARY Customer BUILT -WELL CONSTRUCTION ROOF & SIDEWALL BRACING DESIGN Date 5/22/2003 FRONT SIDEWALL LINE D Description V.F. WALNUT HULLER BLDG BACK SIDEWALL LINE A Designed By MICHAEL LAPIERRE HCI STEEL BUILDING 68 - 88 RIGHT ENDWALL LINE 4 89 - 110 SYSTEMS. INC. 111 - 125 ADD►T�o.1PtL CP,LCUuP-l10 ks Checked By BW Table Of Contents TABLE OF CONTENTS 1 - 1 APPLICABLE_ DESIGN_CODES.OUT 2 - 2 MATERIAL_ SPECIFICATIONS.OUT 3 - 3 DESIGN SUMMARY 4 - 16 ROOF & SIDEWALL BRACING DESIGN 17 - 47 FRONT SIDEWALL LINE D 48 - 58 BACK SIDEWALL LINE A 59 - 67 LEFT ENDWALL LINE 1 68 - 88 RIGHT ENDWALL LINE 4 89 - 110 RIGID FRAME LINES 2 & 3 111 - 125 ADD►T�o.1PtL CP,LCUuP-l10 ks 1 1 MAY 3 0 2003 (/A MAIN BUILDING CALCULATIONS PROJECT: VANELLA FARMS WALNUT HULLER BLDG JOB NO: 2324 CUSTOMER: BUILT -WELL CONSTRUCTION LOCATION: CHICO, CA DATE: 5/22/2003 Design Specifications The Building described in these calculations was designed according to the following design specifications. 1: Hot rolled sections and built up components have been designed in accordance with: 1989 Specification for Structural Steel Buildings - Allowable Stress Design. RISC "American Institute of Steel Construction" 1 East Wacker Drive, Suite 3100, Chicago, Illinois 60601-2001. 2: Cold formed components have been designed in accordance with: Specification for the Design of Cold -Formed Steel Structural Members. AISI "American Iron and Steel Institute" 1996 Edition. 1000 16th Street, NW, Washinghton, DC 20036. 3: Welding has been applied in accordance with: AWS D1.1.96 "American Welding Society "Structural Welding Code - Steel Manual, 1996 Edition. 550 N.W. Lejeune Road, P.O. Box 351090, Miami,Fl 33135. i o.yc � vi .c.✓ Job No 2329 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS. INC. Checked By BW Design Specifications The Building described in these calculations was designed according to the following design specifications. 1: Hot rolled sections and built up components have been designed in accordance with: 1989 Specification for Structural Steel Buildings - Allowable Stress Design. RISC "American Institute of Steel Construction" 1 East Wacker Drive, Suite 3100, Chicago, Illinois 60601-2001. 2: Cold formed components have been designed in accordance with: Specification for the Design of Cold -Formed Steel Structural Members. AISI "American Iron and Steel Institute" 1996 Edition. 1000 16th Street, NW, Washinghton, DC 20036. 3: Welding has been applied in accordance with: AWS D1.1.96 "American Welding Society "Structural Welding Code - Steel Manual, 1996 Edition. 550 N.W. Lejeune Road, P.O. Box 351090, Miami,Fl 33135. IN Page 3 Of 125 lziii� , Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS, INC. „ Checked By BW 4. Sheeting Panels * Roof & Walls ASTM A653-00 SS Grade 50 Fy = 50 ksi Minimum Class 1 or 2 G-90 5. X -Bracing Members * Rods ASTM A36-01 Fy = 36 Ksi Minimum 6. High Strength Bolts ASTM A325-00 TYPE 1, PLAIN 7. Machine Bolts ASTM A307-97 GRADE A, PLAIN MATERIAL SPECIFICATIONS The following is the list of the material standards and specifications for which the building components have been designed: S1. Materials Specifications Grade No 1. Built -Up Members * Hot Rolled Bar ASTM A529-01 Grade 55 Fy = 55 Ksi Minimum * Structural Steel Sheet ASTM A570-98 Grade 55 Fy = 55 ksi Minimum * Structural Steel Plate ASTM A572-01 Grade 50 Fy = 50 ksi Minimum 2. Hot -Rolled Members * Beams ASTM A 992-00 Fy = 50 ksi Minimum * Tubes ASTM A500-99 Grade B Fy = 46 ksi Minimum * Pipes ASTM A53-00 GR B,Type E Fy = 35 ksi Minimum * Channels ASTM A36 -00a Fy = 36 ksi Minimum 3. Cold -Formed Secondary Members * Galvanized ASTM A653-00 SS Grade 55M Fy = 55 ksi Minimum Class 1 G-40 * Primed ASTM A570-98 Grade 55 Fy = 55 ksi Minimum 4. Sheeting Panels * Roof & Walls ASTM A653-00 SS Grade 50 Fy = 50 ksi Minimum Class 1 or 2 G-90 5. X -Bracing Members * Rods ASTM A36-01 Fy = 36 Ksi Minimum 6. High Strength Bolts ASTM A325-00 TYPE 1, PLAIN 7. Machine Bolts ASTM A307-97 GRADE A, PLAIN C 9" Job No 2324 Customer BUILT -WELL CONSTRUCTION MR 9 Description V.F. WALNUT HULLER BLDG HCI STEEL BUILDING SYSTEMS. INC. HCI STEEL PRODUCTS 18520 67 AVE NE ARLINGTON, WA 98223 STRUCTURAL DESIGN CALCULATIONS FOR BUILT -WELL CONSTRUCTION 18981 GRAVEL PLANT RD. REDDING, CA 96002 V.F. WALNUT HULLER BLDG 10940 EMMA RD. CHICO, CA 95928 2324 BUILDING DATA Width (ft) = 60.0 Length (ft) = 80.0 Eave Height (ft) = 20.0/ 25.0 Roof Slope (rise/12 ) = 1.00 Dead Load (psf ) = 2.5 Live Load (psf ) = 10.0 Collat. Load (psf ) = 0.0 Wind Speed(mph ) = 75.0 Wind Code = UBC 97 Closed/Open = P Exposure = B Importance - Wind = 1.00 Importance - Seismic = 1.00 rays � vi lc.� modify Date 5/22/2003 Designed By MICHAEL LAPIERRE Checked By BW rj Page 5 Of 125 k n Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS, INC. Checked By BW Seismic Zone = 3 Seismic Coeff (Ca) = 0.33 Designer = MICHAEL LAPIERRE --------------- 5/22/03 ------------------------------------------------------------------------------- 2324 Design Loads For Each Building Component 5/22/03 10:07am FRONT SIDEWALL: WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 9.0 -13.0 12.0 -16.0 9.0 -13.0 13.0 -13.0 BACK SIDEWALL: WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 9.0 -13.0 12.0 -16.0 9.0 -13.0 13.0 -13.0 LEFT ENDWALL: -------------- Girt/Header Panel Jamb Parapet Girt/Header Panel Jamb Parapet Page 6 Of 125 C I Job No 2321 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS. INC. z, -r Checked By BW 2324 Design Loads For Each Building Component 5/22/03 10:07am BASIC LOADS: Dead Live Snow Collateral Basic Wind Load Load Load Load Load Wind Ratio 2.5 10.0 0.0 0.0 10.0 1.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 9.0 -13.0 Column 9.0 -13.0 Girt/Header 9.0 -13.0 Jamb 12.0 -16.0 Panel 13.0 -13.0 Parapet WIND COEFFICIENTS: Surf Rafter Wind 1 Rafter Wind -2 Bracing Wind Long Surface Id Left Right Left Right Left Right Press Friction 1 0.80 -0.50 0.80 -0.50 0.80 -0.50 0.00 0.00 2 -1.20 -1.20 -1.20 -1.20 -1.20 -1.20 -1.20 0.00 3 -0.50 0.80 -0.50 0.80 -0.50 0.80 0.00 0.00 COLUMN & BRACING DESIGN LOADS: Load Dead Snow/ Rafter Wind Brace Wind Long Column Wind I Aux Load No Id Dead Coll Live Left Right Left Right Wind Press Suct Seisl Id Coef 8 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0 0.00 3 1.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0 0.00 4 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 5 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 6 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 8 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 RAFTER DESIGN LOADS: No. Load Snow/ Rafter Wind 1 Rafter Wind 2 1 Aux Load Load Id Dead Collat Live Left Right Left Right Seis I Id Coef 12 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 4 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 .j rC l. dljC Vl 1GJ Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 1 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS. INC.,. '};T Checked By BW ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 2324 Design Loads For Each Building Component 5/22/03 10:07am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 5 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 6 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 1 1.00 7 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 2 1.00 8 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 3 1.00 9 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 4 1.00 10 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 5 1.00 11 1.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 12 1.00 1.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 AUXILARY LOADS: No. Aux No. Add -- Comb -- Aux Id Combs Add -Id Coeff 5 1 ElUNB_LL 1 1 1 0.50 2 ElUNB LL 2 1 2 0.50 3 ElUNB_LL 3 1 3 0.50 4 ElUNB_LL 4 2 1 0.50 2 0.50 5 ElUNB_LL 5 2 2 0.50 3 0.50 ADDITIONAL LOADS: No. Add Surf Load I P V M Dx - Conc. Add Id, Id Type I W1 W2 Co Dxl Dx2 - Unif. 3 1 2 D -0.14 -0.14 0.08 0.00 20.07 2 2 D -0.14 -0.14 0.08 20.07 40.14 3 2 D -0.14 -0.14 0.08 40.14 60.21 RIGHT-ENDWALL� BASIC LOADS: Dead Live Snow Collateral Basic Wind Load Load Load Load Load Wind Ratio 2.5 10.0 0.0 0.0 10.0 1.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 9.0 -13.0 Column 9.0 -13.0 Girt/Header s. rayC o vl lca Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 1 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS. INC. Checked By BW ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 2324 Design Loads For Each Building Component 5/22/03 10:07am 9.0 -13.0 Jamb 12.0 -16.0 Panel 13.0 -13.0 Parapet WIND COEFFICIENTS: Surf Rafter _ Wind _1 Rafter_Wind_2 Bracing_Wind Long Surface Id Left Right Left Right Left Right Press Friction 1 0.80 -0.50 0.80 -0.50 0.80 -0.50 0.00 0.00 2 -1.20 -1.20 -1.20 -1.20 -1.20 -1.20 -1.20 0.00 3 -0.50 0.80 -0.50 0.80 -0.50 0.80 0.00 0.00 COLUMN & BRACING DESIGN LOADS: Load Dead Snow/ Rafter _Wind Brace Wind Long Column Wind I Aux' Load No Id Dead Coll Live Left Right Left Right' Wind Press Suct Seisl Id Coef 8 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0 0.00 3 1.00 0.00 0.50 0.00 0.00 0.00 .1.00 0.00 0.00 1.00 0.00 0 0.00 4 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 5 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 6 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 8 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 RAFTER DESIGN LOADS: No. Load Snow/ Rafter Wind 1 Rafter Wind 2 Load Id Dead Collat Live Left Right Left Right 12 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 2 1.00 0.00 0.00 1.00 0.00 0.00 0.00 3 1.00 0.00 0.00 0.00 1.00 0.00 0.00 4 1.00 0.00 0.00 0.00 0.00 1.00 0.00 5 1.00 0.00 0.00 0.00 0.00 0.00 1.00 6 1.00 1.00 0.50 0.00 0.00 0.00 0.00 7 1.00 1.00 0.50 0.00 0.00 0.00 0.00 8 1.00 1.00 0.50 0.00 0.00 0.00 0.00 9 1.00 1.00 0.50 0.00 0.00 0.00 0.00 10 1.00 1.00 0.50 0.00 0.00 0.00 0.00 11 1.00 1.00 0.00 0.00 0.00 0.00 0.00 12 1.00 1.00 0.00 0.00 0.00 0.00 0.00 AUXILARY LOADS: I Aux Load Seis I Id Coef 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 1 .1.00 0.00 2 1.00 0.00 3 1.00 0.00 4 1.00 0.00 5 1.00 1.00 0 0.00 -1.00 0 0.00 ADDITIONAL LOADS: ccayc .i vi 1LJ Job No 2324 No. Add modify Load I P V M Dx - Conc. Add Id, Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Dxl Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING -0.08 0.00 -r'. ,..... .;._ l' Checked By BW SYSTEMS, INC. -0.12 ----- ----------- --- -- -- - --- ---- ---- ---- -------------- -------- --- ---- ---- -------------- -- ----- -- 2324 Design Loads For Each ------------------------------------------------------------------------------- ------------ --- - --- - ---- - - ----- -------------- ---- - -- ---- --- -- -- Building Component 5/22/03 10:07am ------------------------------------------------------------------------------- No. Aux No. Add -- Comb -- D Aux Id Combs Add -Id Coeff 40.14 5 1 E2UNB LL 1 1 1 0.50 2 E2UNB LL 2 1 2 0.50 3 E2UNB LL 3 1 3 0.50 4 E2UNB LL 4 2 1 0.50 2 0.50 5 E2UNB LL 5 2 2 0.50 3 0.50 ADDITIONAL LOADS: No. Add Surf Load I P V M Dx - Conc. Add Id, Id Type I W1 W2 Co Dxl Dx2 - Unif. 3 1 2 D -0.12 -0.12 -0.08 0.00 20.07 2 2 D -0.12 k0.12 -0.08 20.07 40.14 3 2 D -0.12 -0.12 -0.08 40.14 60.21 ROOFDES: BASIC LOADS: Dead Live Snow Collateral Basic Wind Load Surface Load Load Load Load Wind Ratio Friction 2.5 10.0 0.0 0.0 10.0 1.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Suct_R 0.0 -14.0 Purlins 0.0 -17.0 Panels 8.0 -5.0 -7.0 Bracing PURLIN DESIGN LOADS: Surf No. Des Load Live/ Wind Wind Aux Id Loads Id Dead Collat Snow Press Suct Id 2 2 1 1.00 1.00 1.00 0.00 0.00 0 2 1.00 0.00 0.00 0.00 1.00 0 BRACING DESIGN LOADS: Surf No. Des Load Live/ Wind Wind Aux Sim Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 HCI STEEL BUILDING Description V.F. WALNUT HULLER.BLDG Designed By MICHAEL LAPIERRE L::' Checked By BW SYSTEMS. INC. ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 2324 Design ------------------------------------------------------------------------------- Loads For Each Building Component 5/22/03 10:07am ------------------------------------------------------------------------------- Id Loads Id Dead Collat Snow Press Suct Id 2 4 1 1.00 0.00 0.00 1.00 1.00 0 2 1.00 0.00 0.50 1.00 1.00 0 3 1.00 1.00 1.00 0.50 0.50 0 4 1.00 1.00 0.00 0.00 0.00 0 RIGID FRAME #1: --------------- BASIC LOADS: Basic Defl Seis Weak Axis React Dead Live Snow Collateral Wind Ratio Load L Col R Col 2.5 10.0 0.0 0.0 10.0 1.00 0.7 0.0 0.0 WIND COEFFICIENTS: Surf --Wind 1--- --Wind 2--- Surface Id Left Right Left Right Friction 1 0.80 -0.50 0.80 -0.50 0.00 2 -1.20 -1.20 -1.20 -1.20 0.00 3 -0.50 0.80 -0.50 0.80 0.00 DESIGN LOADS: --------------------Load Coefficients ------------------- No. Des Load Live/ Live ---Wind 1-- ---Wind 2-- Aux Loads Id Dead Collat Snow Right Left Right Left Right 'Seis Id 35 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 2 1.00 1.00 0.50 0.00 1.00 0.00 0.00 0.00 0.00 0 3 1.00 1.00 0.50 0.00 0.00 1.00 0.00 0.00 0.00 0 4 1.00 1.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 0 5 1.00 1.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0 6 1.00 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0 7 1.00 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0 8 1.00 1.00 1.00 0.00 0.00 0.00 0.50 0.00 0.00 0 9 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.50 0.00 0 10 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 11 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 12 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 13 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 15 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 16 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 J 2324 Reactions, Anchor Bolts, & Base Plates 5/22/03 10:07am ----- ----- ---- Foundation Loads (k) ---- --------- ----------------- ay c 1 1 V 1 1 L J rw MCI Job No 2324 modify Val Max Neg Customer Anc. BUILT -WELL CONSTRUCTION Plate Line ----- Date Id Horiz Vert 5/22/2003 HCI STEEL BUILDING Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE A -- ----- 5 Checked By BW SYSTEMS, INC. ----- -1.0 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 2324 ------------------------------------------------------------------------------- Design Loads For Each Building Component 5/22/03 10:07am ------------------------------------------------------------------------------- 17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 18 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 -2.5 0.00 0 19 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 1 0.00 0 20 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 1 0.00 0 21 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 8.00 0.00 0 22 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0 23 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 -1.0 0.00 0 24 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0 25 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 1.6 0.00 0 26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 27 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 28 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 29 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 30 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 31 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 32 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.40 0 33 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.40 0 34 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 35 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 2324 Reactions, Anchor Bolts, & Base Plates 5/22/03 10:07am ----- ----- ---- Foundation Loads (k) ---- --------- ----------------- Frame Col Max Pos Val Max Neg Val Anc. Bolt Base Plate Line ----- Line ----- Id Horiz Vert Id Horiz Vert No. Diam Width Len Thick 1 A -- ----- 5 1.2 ----- -1.0 -- 6 ----- -0.9 ----- -1.0 --- 4 ----- 0.750 ----- 6.00 ----- 7.88 ----- 0.375 1 0.0 1.9 1 B 5 2.6 -2.5 6 -1.8 -2.5 4 0.750 6.00 7.88 0.375 1 0.0 4.3 7 2.6 -3.6 1 C 5 2.8 -2.4 6 -2.0 -2.4 4 0.750 6.00 8.00 0.375 1 0.0 4.4 8 2.8 -5.6 1 D 5 1.6 -1.0 6 -1.1 -1.0 4 0.750 6.00 7.88 0.375 1 0.0 2.0 4 D 5 1.6 -0.7 6 -1.1 -0.7 4 0.750 6.00 7.88 0.375 *2 A 1 5.5 11.6 2 -7.4 -8.0 4 0.750 6.00 12.69 0.500 3 -0.2 -10.3 *2 D 4 9.0 -9.2 1 -5.5 11.9 4 0.750 8.00 12.75 0.500 1 -5.5 li.9 3 0.2 -11.2 ------------------------------------------------------------------------------ *2 Frame Lines : 2 3 Load Load Id Combination ---- ------------------------------ 1 DL+CO+LL 2 DL+WL1 3 DL+LnWndL 4 DL+WR2 5 DL+WRI+WS 6 DL+WP 7 DL+LL/2+WL2+WS 8 DL+LL/2+WR2+WS 9 DLCO BRACING/PANEL SHEAR REACTIONS: ------------------------------ -------Bracing(k )-------- Panel Yage iL Ur iZ5 Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS. INC. sjY Checked By BW 2324 Reactions, Anchor Bolts, & Base Plates 5/22/03 10:07am 9 0.0 3.1 7 1.6 -4.6 4 C 5 2.8 -1.9 6 -2.0 -1.9 4 0.750 6.00 8.00 0.375 9 0.0 4.0 8 2.8 -3.1 4 B 5 2.6 -2.0 6 -1.8 -2.0 4 0.750 6.00 7.88 0.375 1 0.0 3.6 4 A 5 1.2 -0.8 6 -0.9 -0.8 4 0.750 6.00 7.88 0.375 1 0.0 1.7 *2 A 1 5.5 11.6 2 -7.4 -8.0 4 0.750 6.00 12.69 0.500 3 -0.2 -10.3 *2 D 4 9.0 -9.2 1 -5.5 11.9 4 0.750 8.00 12.75 0.500 1 -5.5 li.9 3 0.2 -11.2 ------------------------------------------------------------------------------ *2 Frame Lines : 2 3 Load Load Id Combination ---- ------------------------------ 1 DL+CO+LL 2 DL+WL1 3 DL+LnWndL 4 DL+WR2 5 DL+WRI+WS 6 DL+WP 7 DL+LL/2+WL2+WS 8 DL+LL/2+WR2+WS 9 DLCO BRACING/PANEL SHEAR REACTIONS: ------------------------------ -------Bracing(k )-------- Panel rage lj Ut iz5 Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS. INC. Checked By BW ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 2324 Reactions, Anchor Bolts, & Base Plates 5/22/03 10:07am ---Wall-- Col ----Wind---- --Seismic--- Shear Loc Line Line Horz Vert Horz Vert (lb/ft) ---- ---- ----- ----- ----- ----- ------------ L-EW 1 B 2.53 2.63 2.28 2.37 C 4.46 4.63 2.28 2.37 F SW D 3 ,4 4.56 4.43 4.68 4.55 R EW 4 D 3.72 4.34 2.28 2.66 C 2.11 2.46 2.28 2.66 B SW A 4 ,3 4.22 3.20 4.51 3.42 2324 Additional Reactions Report 5/22/03 10:07am Rigid Frame Column Reactions ---------------------------- Frame Col ---Dead--- Collateral ---Live--- --Live R-- -Wind Ll -- Line Line Horiz Vert Horiz Vert. Horiz Vert Horiz Vert Horiz Vert ----- ------ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- *2 A 1.3 3.1 0.0 0.0 4.2 8.4 0.0 0.0 -8.7 -11.1 *2. D -1.3 3.4 0.0 0.0 -4.2 8.5 0.0 0.0 2.3 -9.3 ----------------------------------------------7------------------------------- Frame Col -Wind Rl-- -Wind L2-- -Wind R2-- Seismic L- Seismic_R- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert ----- ------ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- *2 A -0.1 -7.8 -8.7 -11.1 -0.1 -7.8 -0.8 -0.5 0.8 0.5 *2 D 10.3 -12.6 2.3 -9.3 10.3 -12.6 -0.6 0.5 0.6 -0.5 --L ---------------------------------------------------------------------------- *2 Frame Lines : 2 3 Ca4G 1'f V1 1LJ Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed B MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS. INC. Checked By BW 2324 Additional Reactions Report 5/22/03 10:07am Endwall Column Reactions ------------------------- Endwall Column Reactions ------------------------- Frame Col -Raf Wind L- -Raf Wind R- --Seismic-L- --Seismic_R- Line ----- -Out Of Plane - Frame Col Dead Collat Live -Brc Wind L- -Brc Wind R- Wind P Wind S Line ----- Line ---- Vert ----- Vert Vert Horz Vert Horz Vert Horz Horz 1 A 0.6 ----- 0.0 ----- 1.3 ----- 0.0 ----- -1.6 ----- 0.0 ----- -1.6 ------ -0.9 ------ 1.2 1 B 1.2 0.0 3.1 2.5 -6.3 0.0 1.0 -1.8 2.6 1 C 1.3 0.0 3.1 0.0 -1.1 4.5 -8.3 -2.0 2.8 1 D 0.7 0.0 1.3 0.0 -1.6 0.0 -1.6 -1.1 1.6 4 D 0.6 0.0 1.1 3.7 -5.7 0.0 1.1 -1.1 1.6 4 C 1.1 0.0 2.6 0.0 1.3 2.1 -5.5 -2.0 2.8 4 B 1.1 0.0 2.6 0.0 -3.1 0.0 -3.1 -1.8 2.6 4 ---------------------------------------------------------------------------- A 0.6 0.0 1.1 0.0 -1.3 0.0 -1.3 -0.9 1.2 Endwall Column Reactions ------------------------- Frame Col -Raf Wind L- -Raf Wind R- --Seismic-L- --Seismic_R- Line ----- Line ---- Horz ----- Vert ----- Horz Vert Horz Vert Horz Vert 1 A 0..0 -1.6 ----- 0.0 ----- -1.6 ----- 0.0 ----- 0.0 ----- ------ 0.0 0.0 1 B 0.0 -3.6 0.0 -3.6 0.0 -2.3 0.0 2.5 1 C 0.0 -3.7 0.0 -3.7 0.0 2.2 0.0 -2.4 1 D 0.0 -1.6 0.0 -1.6 0.0 0.0 0.0 0.0 4 D 0.0 -1.4 0.0 -1.4 0.0 -2.7 0.0 2.5 4 C 0.0 -3.0 0.0 -3.0 0.0 2.8 0.0 -2.6 4 B 0.0 -3.1 0.0 -3.1 0.0 -0.1 0.0 0.1 4 ---------------------------------------------------------------------------- A 0.0 -1.3 0.0 -1.3 0.0 0.0 0.0 0.0 Frame Col --Aux 1-- --Aux 2-- --Aux 3-- --Aux_ 4-- --Aux_ 5-- Line ----- Line ---- Horiz ----- Vert ----- Horiz ----- Vert Horiz ----- ----- Vert Horiz Vert ----- ----- ----- Horiz Vert ----- ----- ray= I J V 1 I G J Job No .2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS. INC. s _ Checked By BW ----------------------------------------------------------------------------- ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 2324 Seismic Design Report 5/22/03 10:07am Building Data Code =UBC 97 Length = 80.00 Width = 60.00 Left Eave Height = 20.00 Right Eave Height = 25.00 Seismic Formula --------------- Shear Force, V = Omega*Rho*2.5*Ca*W*I/R Zone = 3 -Ca = 0.33 I = 1.00 Rho = 2-20/(RMax*SQRT(W*L)) Building Weight For Seismic Bracing Calculations, W o Snow = 0.00 Roof Dead = 2.50 (psf ) Frame Dead = 2.00 (psf ) Roof Total = 4.50 (psf ) Weight= 21.60 (k ) EW Dead = 2.00 (psf ) Weight= 2.70 (k ) F -SW Dead = 2.00 (psf ) Weight= 2.00 (k ) B -SW Dead = 2.00 (psf ) Weight= 1.60 (k ) Total = 27.90 (k ) Seismic Forces -------------- Roof Bracing R = 5.60 , Rho = 1.42, RMax = 0.50, Omega= 2.20 Page 16 Of 125 Sidewall Bracing Front R = 5.60 , Rho = 1.42, RMax = 0.50, Omega= 2.20 W = 14.20 (k ) Force = 4.68 (k ) Back R = 5.60 , Rho = 1.42, RMax = 0.50, Omega= 2.20 W = 13.70 (k ) Force = 4.51 (k ) Endwall Bracing Left R = 5.60 , Rho = 1.42, RMax = 0.50, Omega= 2.20 W = 6.92 (k ) Force = 2.28 (k ) Right R = 5.60 , Rho = 1.42, RMax = 0.50, Omega= 2.20 W = 6.92 (k ) Force = 2.28 (k ) Rigid Frames R = 4.50 ,.Rho = 1.13, RMax = 0.33, Omega= 1.00 Frame 1 W = 8.90 (k ) Force = 1.36 (k ) End Plates Seismic factor= 2.80 Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS. INC. k' - Checked By BW -------------- --- --- - 2324 ------------------------------------------------------------------------------- --------------------- Seismic Design ------------------- Report ---- ---- - ------ --- 5/22/03 10:07am ------------------------------------------------------------------------------- W = 24.30 (k ) Force = 8.00 (k ) Sidewall Bracing Front R = 5.60 , Rho = 1.42, RMax = 0.50, Omega= 2.20 W = 14.20 (k ) Force = 4.68 (k ) Back R = 5.60 , Rho = 1.42, RMax = 0.50, Omega= 2.20 W = 13.70 (k ) Force = 4.51 (k ) Endwall Bracing Left R = 5.60 , Rho = 1.42, RMax = 0.50, Omega= 2.20 W = 6.92 (k ) Force = 2.28 (k ) Right R = 5.60 , Rho = 1.42, RMax = 0.50, Omega= 2.20 W = 6.92 (k ) Force = 2.28 (k ) Rigid Frames R = 4.50 ,.Rho = 1.13, RMax = 0.33, Omega= 1.00 Frame 1 W = 8.90 (k ) Force = 1.36 (k ) End Plates Seismic factor= 2.80 *---------------------- * < PROGRAM OPERATION > *---------------------- * *(1)JOBID: (Max: 60 char) '2329' *(2)PROGRAM OPTIONS: * Run Run Run * Purlin Panel Brace IV ly, IV •*(3)DESIGN CODE: * *Design ---Steel—Code--- Code teelCode--- Code Cold Hot 'WS' 'AISI96' 'AISC89' ---Build--- Seismic Country Code Year Zone '---- 'UBC ' '97' 13 ' *(9)DESIGN CONSTANTS: Wind * -----Steel Yield(ksi )---- ------Stress —Ratio ------ Lap Strength * Purlin Panel R Col W Col Purlin Panel Wind Frame Stiff Factor 55.0 50.0 50.0 55.0 1.00' 1.03 1.03 0.50 1.3333 *(5)DEFLECTION LIMITS: * _ ----- Purlin ------ ----Extension----- ---Panel--- Wind * Live Wind Total Live Wind Total Live Wind Frame 120.0 90.0 0.0 120.0 120.0 0.0 90.0 90.0 80.0 *(6)REPORTS: * Input Purlin Purlin Eave Roof Cable * Echo Design Summary Strut Panel Brace 'I' 'Y' '2' 'Y' 'Y' 'Y' *(7)BUILDING TYPE: * Build L Expand_EW R Expand_EW ------- Open_Wall------- * Type Use Offset Use Offset L EW F SW R EW B SW rayC 17 Vl lLJ Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING <3 ; Checked By BW SYSTEMS, INC. f *2329 Roof Design Input 5/22/03 8:38am *---------------------- * < PROGRAM OPERATION > *---------------------- * *(1)JOBID: (Max: 60 char) '2329' *(2)PROGRAM OPTIONS: * Run Run Run * Purlin Panel Brace IV ly, IV •*(3)DESIGN CODE: * *Design ---Steel—Code--- Code teelCode--- Code Cold Hot 'WS' 'AISI96' 'AISC89' ---Build--- Seismic Country Code Year Zone '---- 'UBC ' '97' 13 ' *(9)DESIGN CONSTANTS: Wind * -----Steel Yield(ksi )---- ------Stress —Ratio ------ Lap Strength * Purlin Panel R Col W Col Purlin Panel Wind Frame Stiff Factor 55.0 50.0 50.0 55.0 1.00' 1.03 1.03 0.50 1.3333 *(5)DEFLECTION LIMITS: * _ ----- Purlin ------ ----Extension----- ---Panel--- Wind * Live Wind Total Live Wind Total Live Wind Frame 120.0 90.0 0.0 120.0 120.0 0.0 90.0 90.0 80.0 *(6)REPORTS: * Input Purlin Purlin Eave Roof Cable * Echo Design Summary Strut Panel Brace 'I' 'Y' '2' 'Y' 'Y' 'Y' *(7)BUILDING TYPE: * Build L Expand_EW R Expand_EW ------- Open_Wall------- * Type Use Offset Use Offset L EW F SW R EW B SW rayC 10 V1 1GJ HCI STEEL BUILDING SYSTEMS. INC. Job No 2324 modify No. Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE Width Checked By BW 'FF-' 'N ' 15.500 'N 15.500 'N' 'N' 'N' 'N' *-------------------- * < BUILDING LAYOUT > *-------------------- * *(8)BUILDING SHAPE: * No. X Coord Y Coord * Surf (ft) (ft) 3 0.0000 20.0000 60.0000 25.0000 60.0000 0.0000 *(9)WALL BAY SPACING: (Max: 40 bays) * Wall Sets—Of Bay No. * Id Bays Width Bays 1 1 20.0000 3 2 2 28.2500 2 23.5000 1 3 1 20.0000 3 4 2 23.5000 1 28.2500 2 5 2 28.2500 2 23.5000 1 *(10)FRAMED OPENINGS: * Wall No. Bay Open Open Open Open * Id Opens Id Width Height Offset Type 1 0 2 2 1 0.0000 0.0000 0.0000 4 2 0.0000 0.0000 0.0000 4 3 1 2 10.0000 10.0000 5.0000 1 4 2 2 0.0000 0.0000 0.0000 4 3 0.0000 0.0000 0.0000 4 *(11)PARTIAL WALLS: * Wall Set—Of --Bay_Id-- Wall Base Full *(12)SURFACE EXTENSION/FRAME RECESS:, * Surf ---Surf Ext--- Frame Recess ----Rafter—Size ----- * Id Left Right Left Right Left Right 2 0.0000 0.0000 0.3333 0.3333 'W8xl0 'W8x10 ' ------------------- < FRAMING < FRAMING DESIGN > *------------------- * *(13)PURLINS: * Surf Purlin OS_Flg IS_Flg Set Set_Lap Max_Unbr * Id Type Brace Brace Depth Ext . Int Length 2 'ZB' 'Y' 'N' 0.000 0.0000 0.0000 0.0000 *(14)PURLIN SPACING: * Surf Peak Max Set Set Of -Set Space- * Id Space Space Space Space Space No. 2 0.0000 5.0100 0.0000 0* *(15)PURLIN SIZE: * Surf Set No. * Id Purl Purl Purlin Size 2 'N' 0 *(16)PANELS & EAVE STRUT: * Panel Standing Eave ---Gutter--- Girt Depth * Size Seam Type F SW B SW F SW B SW 'HHR 26 ' 'N' 'ZB' IN, IN, 10.000 10.000 *(17)WIND FRAMING SELECTION: * r a Y'= 1 v t 1 L J Job No 2324 modify Panel C I Wind Wind Weak Axis * Id Shear Customer BUILT -WELL CONSTRUCTION Column Date 5/22/2003 'N' Description V.F. WALNUT HULLER BLDG 'N' Designed By MICHAEL LAPIERRE HCI STEEL BUILDING 'Y ' 'N' 'N' 'N' 5 SYSTEMS. INC. 6t Checked By BW * Id Bays Start End Height Type Load Use 1 0 2 0 3 0 4 0 *(12)SURFACE EXTENSION/FRAME RECESS:, * Surf ---Surf Ext--- Frame Recess ----Rafter—Size ----- * Id Left Right Left Right Left Right 2 0.0000 0.0000 0.3333 0.3333 'W8xl0 'W8x10 ' ------------------- < FRAMING < FRAMING DESIGN > *------------------- * *(13)PURLINS: * Surf Purlin OS_Flg IS_Flg Set Set_Lap Max_Unbr * Id Type Brace Brace Depth Ext . Int Length 2 'ZB' 'Y' 'N' 0.000 0.0000 0.0000 0.0000 *(14)PURLIN SPACING: * Surf Peak Max Set Set Of -Set Space- * Id Space Space Space Space Space No. 2 0.0000 5.0100 0.0000 0* *(15)PURLIN SIZE: * Surf Set No. * Id Purl Purl Purlin Size 2 'N' 0 *(16)PANELS & EAVE STRUT: * Panel Standing Eave ---Gutter--- Girt Depth * Size Seam Type F SW B SW F SW B SW 'HHR 26 ' 'N' 'ZB' IN, IN, 10.000 10.000 *(17)WIND FRAMING SELECTION: * -----------Order Of Selection ----------- • Wall Panel Diagonal Wind Wind Weak Axis * Id Shear Bracing Bent Column Bending 2 'N' 'Y ' 'N' 'N' 'N' 4 'N' 'Y ' 'N' 'N' 'N' 5 'N' 'Y ' IV *(18)ROOF DIAGONAL BRACING: * Max Pan Brace Each User—Selected—Roof—Bays * Shear Type EW No. Bay_Id 100.0 'R' 'N' 1 2 0 *(19)SIDEWALL DIAGONAL BRACING: * Wall c a y c L v v i 1 L J Brace Job No 2324 * Id modify Type No. Bay Id 2 100.0 'R' 1 Customer BUILT -WELL CONSTRUCTION 100.0 Date 5/22/2003 1 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS, INC.: Checked By BW *(18)ROOF DIAGONAL BRACING: * Max Pan Brace Each User—Selected—Roof—Bays * Shear Type EW No. Bay_Id 100.0 'R' 'N' 1 2 0 *(19)SIDEWALL DIAGONAL BRACING: * Wall Max Pan Brace User Selected SW Bays * Id Shear Type No. Bay Id 2 100.0 'R' 1 3 4 100.0 'R' 1 1 *(20)WIND BENTS: *Wall Member Col Raf No Of * Id Type Depth Depth Bays Bay Id 2 'w' 0.00 0.00 0 4 'W' 0.00 0.00 0 *(21)WIND COLUMNS: * Wall --Member-- * Id Type Depth 2 'W' 0.00 4 'W' 0.00 No Of Left/ Col Bay Id Right 0 0 *(22)WALL BRACING ATTACHMENT *Wall No_Of Attach--Bay_Id-- No_Of * Id Attach Id Start End Level Level Height 2 1 1 1 3 1 25.0000 4 1 2 1 3 1 20.0000 *(23)EAVE EXTENSIONS SIZE: * *Wall No_Of Ext --Bay — ---Extension Size--- Edge Extend Eave *Id Extend Id Start End Height Width Slope Left Right Type 2 0 4 0 *(24)EAVE EXTENSIONS PURLINS: * *Ext Purlin OS Flg IS Flg Set Set Lap Max UnBr Peak Max Set rC1 G1 Vi 1GJ HCI STEEL BUILDING SYSTEMS, INC. Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE _; ". Checked By BW *Id Type Brace Brace Depth Ext Int Length Space Space Space *(25)CANOPY SIZE: * *Wall No Of Ext--Bay_Id-- ---Extension Size--- Edge_Extend Eave *Id Extend Id Start End Height Width Slope Left Right Type 1 0 2 0 3 0 4 0 *(26)CANOPY PURLINS: * *Ext Purlin OS Flg IS Flg Set Set Lap Max UnBr Peak Max Set *Id Type Brace Brace Depth Ext Int Length Space Space Space *(27)CANOPY PANELS: * *Ext Panel Standing *Id Size Seam *(28)FACIA/PARAPET LAYOUT: * *Wall No_Of Ext--Bay_Id-- *Id Extend Id Type Start End 1 0 2 0 3 0 4 0 Edge_Extend Eave Use Left Right Mount Type Gutter *(29)FACIA/PARAPET SIZE: * *Ext ----Extension Size ----- ---------Facia--------- Arm Back Facia *Id Height Width Slope Elev Height Slope Slope Slope Project *(30)FACIA/PARAPET PURLINS: * *Ext Purlin OS_Flg IS_Flg Set Set_Lap Max_UnBr Peak Max Set *Id Type Brace Brace Depth Ext Int Length Space Space Space *(31)FACIA/PARAPET PANELS: * *Ext ---Roof—Panel -- ----Soffit Panel--- -Front Panel-- ----Back—Panel ----- ray c L L v l 1 L J HCI STEEL BUILDING SYSTEMS. INC. Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE :: - Checked By BW *Id Size SSeam Size Rot Space Size SSeam Size Rot Space *(32)EXTENSION BRACING: * *Ext Max Pan Brace User -Selected -Bays *Id Shear Type No. Bay Id *(33)BASE ELEVATION: * Sidewalls * Front Back 0.00 0.00, *----------------- * < DESIGN LOADS > * *(34)BASIC LOADS: * Dead Collat Live Snow Basic Wind -Load -Ratio Frict Edge_Strip Seis % * Load Load Load Load Wind Defl Factor Coef Width Ratio Coef Snow 2.5 0.0 10.0 0.0 10.0 1.00 1.00 0.00 6.000 1.50 0.3294 0.00 *(35)WIND PRESSURE/SUCTION: (psf ) * * Wind Wind Wind * Press Suct Suct-R 0.0 -14.0 Purlins 0.0 -28.0 Gable Extension 0.0 -17.0 Panels 8.0 -5.0 -7.0 Bracing *-(36)EXTENSION' BASIC LOADS: *------Purlin Wind------ -------Panel Wind -------- *Ext Dead Collat Live Attach Beam Facia Beam Attach Beam Facia Beam *Id Load Load Load Press Suct Press Suct Press Suct Press Suct *(37)PURLIN DESIGN LOADS: * * Surf No Des Load Live/ Wind Wind Aux Load * Id Loads Id Dead Collat Snow Press Suct Id Coef 2 2 1 1.00 1.00 1.00 0.00 0.00 0 0.00 2 1.00 0.00 0.00 0.00 1.00 0 0.00 *(39)BRACING DESIGN LOADS: * * Surf No Des Load Live/ Wind Wind Aux Load * Id Loads Id Dead Collat Snow EW Roof Seis Id Coef 2 4 1 1.00 .0.00 0.00 1.00 1.00 0.00 0 0.00 2 1.00 0.00 0.50 1.00 1.00 0.00 0 0.00 3 1.00 1.00 1.00 0.50 0.50 0.00 0 0.00 4 1.00 1.00 0.00 0.00 0.00 1.00 0 0.00 *(40)EXTENSION DESIGN LOADS: * * No Des Load Live/ Wind Wind Aux Load * Loads Id Dead Collat Snow Press Suct Id Coef 0 *(41)EXTENSION DESIGN LOADS: Deflection * * No Des Load Live/ Wind Wind Aux Load * Loads Id Dead Collat Snow Press Suct Id Coef 0 *(42)AUXILIARY LOADS: * No. Aux Aux * Aux Id Name 0 No. Add Add Load Combs Id Coef *(43)ADDITIONAL LOADS: (F-lb/ft, W-psf, Dx-ft) * No. Add Surf Basic Load I Fy Dx - Concentrated * Add Id Id Load Type I W1 W2 Dxl Dx2 - Distributed 0 *(44)PURLIN LAPS: *Surf Data ------Set 1------- ------Set 2------- ------Set 3------- * Id Opt Sets Left Right Quan Left Right Quan Left Right Quan 2 '-' 0 *(45)PURLIN LAPS: Extensions rays 1-1 J_ lca 1111111131 �11111 im wm C I Job No 2324 modify Customer BUILT-WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING ` Checked By BW SYSTEMS. INC.6 *(38)PURLIN DESIGN LOADS: Deflection * * Surf No Des Load Live/ Wind Wind Aux Load * Id Loads Id Dead Collat Snow Press Suct Id Coef 2 0 *(39)BRACING DESIGN LOADS: * * Surf No Des Load Live/ Wind Wind Aux Load * Id Loads Id Dead Collat Snow EW Roof Seis Id Coef 2 4 1 1.00 .0.00 0.00 1.00 1.00 0.00 0 0.00 2 1.00 0.00 0.50 1.00 1.00 0.00 0 0.00 3 1.00 1.00 1.00 0.50 0.50 0.00 0 0.00 4 1.00 1.00 0.00 0.00 0.00 1.00 0 0.00 *(40)EXTENSION DESIGN LOADS: * * No Des Load Live/ Wind Wind Aux Load * Loads Id Dead Collat Snow Press Suct Id Coef 0 *(41)EXTENSION DESIGN LOADS: Deflection * * No Des Load Live/ Wind Wind Aux Load * Loads Id Dead Collat Snow Press Suct Id Coef 0 *(42)AUXILIARY LOADS: * No. Aux Aux * Aux Id Name 0 No. Add Add Load Combs Id Coef *(43)ADDITIONAL LOADS: (F-lb/ft, W-psf, Dx-ft) * No. Add Surf Basic Load I Fy Dx - Concentrated * Add Id Id Load Type I W1 W2 Dxl Dx2 - Distributed 0 *(44)PURLIN LAPS: *Surf Data ------Set 1------- ------Set 2------- ------Set 3------- * Id Opt Sets Left Right Quan Left Right Quan Left Right Quan 2 '-' 0 *(45)PURLIN LAPS: Extensions * *Ext Data ------Set-1 ------- ------Set-2 ------- ------Set 3------- * Id Opt Sets Left Right Quan Left Right Quan Left Right Quan *(46)PURLIN STRAPS: * Data ---Set 1--- ---Set 2--- ---Set 3--- ---Set 4 --- Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan 0 *(47)PURLIN STRAPS: Extensions * *Ext Data ---Set-1 --- ---Set-2 --- ---Set 3--- --- Set _4--- * Id Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan 2324 Roof Design Code 5/22/03 8:48am STRUCTURAL CODE: Design Basis - WS Hot Rolled Steel - AISC89 Cold Formed Steel - AISI96 BUILDING CODE: Wind Code - UBC Year - 97 Seismic Zone - 3 2324 Purlin Design Report 5/22/03 8:48am ----------------------------- ROOF PURLIN DESIGN RUN # 1, SURFACE # 2 (Edge Strip Zone= 6.00) ----------------------------- r ayt-in G5 V1 1GJ Job No 12324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS, INC. Checked By BW * *Ext Data ------Set-1 ------- ------Set-2 ------- ------Set 3------- * Id Opt Sets Left Right Quan Left Right Quan Left Right Quan *(46)PURLIN STRAPS: * Data ---Set 1--- ---Set 2--- ---Set 3--- ---Set 4 --- Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan 0 *(47)PURLIN STRAPS: Extensions * *Ext Data ---Set-1 --- ---Set-2 --- ---Set 3--- --- Set _4--- * Id Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan 2324 Roof Design Code 5/22/03 8:48am STRUCTURAL CODE: Design Basis - WS Hot Rolled Steel - AISC89 Cold Formed Steel - AISI96 BUILDING CODE: Wind Code - UBC Year - 97 Seismic Zone - 3 2324 Purlin Design Report 5/22/03 8:48am ----------------------------- ROOF PURLIN DESIGN RUN # 1, SURFACE # 2 (Edge Strip Zone= 6.00) ----------------------------- rayl- GJ Vl 1GJ Job No 2324 modify C I Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDS Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS. INC. " Checked By BW 2324 Purlin Design Report 5/22/03 8:48am PURLIN LAYOUT: Bay Span Purlin Span Lap Dist(ft) Left No. No. Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight --- ---- 1 -------- 8Z25U16 ----- 0.33 ----- ----- ----- 3.62 --- 2 ----- 0 ------ 0.9 ------ 1.8 1 2 8Z25U16 27.92 0.88 3.62 2 0 79.5 158.9 2 3 8Z25U16 28.25 0.88 0.88 3.62 2 0 82.8 165.6 3 4 8Z25U16 23.17 0.88 3.62 2 0 66.4 132.7 5 8Z25U16 0.33 3.62 2 0 0.9 1.8 Total(lb)= 460.9 Purlin DL= 0.80 (psf ) LOAD COMBINATION # 1 : DL+CO+LL -------------------------------------------------- PURLIN ANALYSIS: STRENGTH/DEFLECTION: -------MOMENT(f-k )------- --------SHEAR(k )-------- -----MOMENT(f-k )---- Span Left Left Right •Right Id ---- Sup ----- Lap ----- Lap ----- Sup ----- 1 0.00 Sup ----- 0.00 -0.01 2 0.49 -0.72 -0.76 3 0.67 0.63 -0.56 -0.60 4 0.64 0.60 14.86 -0.40 5 0.01 2.25 -1.78 0.00 STRENGTH/DEFLECTION: -------MOMENT(f-k )------- ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr Left Left Mid -Span Loc Calc Allow UC --- Right Right Sup ----- Lap ----- Mom ----- Loc ----- Lap ----- Sup ----- 0.00 0.00 0.00 •0.00 0.00 -2.71 10.99 3.08 3.73 3.73 3.16 -1.23 14.86 2.29 2.80 2.80 2.25 -1.78 14.27 0.00 0.00 0.00 0.33 0.00 Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id ---- Loc Calc Allow UC --- ------ ----- ---- Loc Calc Allow UC --- Loc UC Calc Allow 1 RS -0.01 2.31 0.01 ------ ----- ---- RS 0.00 4.33 0.00 --- ---- RS 0.00 ------ ----- 0.05 rCiVC LV Vl 1GJ Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS. INC.y BW Checked B ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2324 Purlin Design Report 5/22/03 8:48am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2 RL -0.72 2.31 0.31 RL 3.08 4.33 0.71 RL 0.54 -1.11 2.79 3 LL 0.63 2.31 0.27 LL 3.16 4.1.8 0.76 LL 0.56 -0.30 2.83 4 LL 0.60 2.31 0.26 LL 2.25 4.33 0.52 LL 0.29 -0.48 2.32 5 LS 0.01 2.31 0.01 LS 0.00 4.33 0.00 LS 0.00 0.03 UNBRACE LENGTHS --------------- Span LAP ------------Minor------------ Id Major LS LL MS RL RS ---- 2 ----- 27.9 ----- 22.0 ----- ----- 0.0 0.0 ----- 5.1 ----- 0.9 3 28.3 0.9 6.6 0.0 5.1 0.9 4 23.2 0.9 4.5 0.0 0.0 17.8 LAP BOLT SHEAR: LOAD COMBINATION # 2 : DL+WS -------------------------------------------------- PURLIN ANALYSIS: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id ---- Left ---- Right. ----- Left Right ---- ----- 2 Sup Lap Lap ----- ----- ----- 1.07 0.51 3 1.07 0.80 0.51 0.38 4 0.80 ----- 0.00 0.00 0.38 LOAD COMBINATION # 2 : DL+WS -------------------------------------------------- PURLIN ANALYSIS: --------SHEAR(k )-------- -------MOMENT(f-k )------- Span Left Left Right Right Left Left Mid -Span Right Right Id ---- Sup Lap Lap ----- ----- ----- Sup ----- Sup Lap ----- ----- Mom Loc ----- Lap Sup 1 0.00 0.02 0.00 ----- 0.00 0.00 ----- ----- 0.00 2 -0.74 1.08 1.13 0.00 4.04 10.99 -4.59 -5.56 C QI�G L / V1 1LJ Job No 2324 modify PON Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 (lift Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS. INC. ! Checked By BW ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2324 Purlin Design Report 5/22/03 8:48am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 3 -1.00 -0.94 0.84 0.90 -5.56 -4.71 1.84 14.86 -3.41 -4.17 4 -0.96 -0.90 0.60 -4.17 -3.36 2.65 14.27 0.00 5 -0.02 0.00 0.00 0.00 0.33 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k )------ ------------Minor------------ -----MOMENT(f-k )---- LS Mom+Shr DEFLECTION(in) Id ---- Loc --- Calc ------ Allow ----- UC ---- Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.02 3.08 0.01 --- RS ------ 0.00 ----- 5.77 ---- 0.00 --- RS ---- 0.00 ------ -0.11 ----- 2 RL 1.08 3.08 0.35 MS 4.04 4.04 1.00 RL 0.67 2.35 3.72 3 LL -0.94 3.08 0.30 LL -4.71 5.77 0.82 LL 0.70 0.64 3.77 4 LL -0.90 3.08 0.29 MS 2.65 4.04 0.66 LL 0.37 1.01 3.09 5 LS -0.02 3.08 0.01 LS 0.00 5.77 0.00 LS 0.00 -0.06 UNBRACE LENGTHS --------------- Span LAP BOLT ------------Minor------------ Id Major LS LL MS RL RS ---- 2 ----- 27.9 ----- 0.0 ----- 22.0 ----- 22.0 ----- 0.0 ----- 0.0 3 28.3 0.0 0.0 14.8 0.0 0.0 4 23.2 0.0 0.0 17.8 17.8 0.0 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id ---- Left Right ---- ----- Left Right ---- ----- 2 1.59 0.57 3 1.59 1.19 0.57 0.43 4 1.19 0.43 2324 Purlin Design Report 5/22/03 8:48am rayrt co vl icy Job No 2324 modify C I Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS, INC._ s y` Checked By BW ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2324 Purlin Design Report 5/22/03 8:48am PURLIN LAYOUT: Bay Span Purlin Id Id Size --- ---- 1 -------- 8Z25U16 1 2 8Z25U16 2 3 8Z25U16 3 4 8Z25U16 5 8Z25U16 ----------------------------- ROOF PURLIN DESIGN RUN # 1, SURFACE # 2 ----------------------------- Span Lap Dist(ft) Mid -Span No. No. Unit Total (ft) ----- Left Right ----- ----- Space ----- Row --- Brace ----- Weight ------ Weight ------ 0.33 4.57 9 0 0.9 8.3 27.92 0.88 4.57 9 0 79.5 715.2 28.25 0.88 0.88 4.57 9 0 82.8 745.2 23.17 0.88 4.57 9 0 66.4 597.2 0.33 4.57 9 0 0.9 8.3 Total(lb)= 2074.1 Purlin DL= 0.63 (psf ) LOAD COMBINATION # 1 : DL+CO+LL -------------------------------------------------- PURLIN ANALYSIS: -------MOMENT(f-k Left --------SHEAR(k )-------- Mid -Span Span Left Left Right Right Id ---- Sup ----- Lap ----- Lap ----- Sup ----- 1 0.00 ----- 0.00 -0.02 2 0.62 10.99 -0.91 -0.96 3 0.84 0.79 -0.71 -0.76 4 0.81 0.76 -2.25 -0.51 -------MOMENT(f-k Left Left Mid -Span Right Right Sup ----- Lap ----- Mom ----- Loc ----- Lap ----- Sup 0.00 0.00 0.00 ----- 0.00 0.00 -3.43 10.99 3.89 4.71 4.71 3.99 -1.56 14.86 2.89 3.54 3.54 2.85 -2.25 14.27 0.00 £' STRENGTH/DEFLECTION: Span ------SHEAR(k )------ ------------Minor------------ CQyC G7 V1 1GJ HCI STEEL BUILDING SYSTEMS. INC. Job No 2324 modify Loc --- Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE UC Checked By BW 2324 5 0.02 Purlin Design Report 5/22/03 8:48am 0.00 0.00 0.00 0.33 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k )------ ------------Minor------------ -----MOMENT(f-k )---- Major Mom+Shr DEFLECTION(in) Id ---- Loc --- Calc ------ Allow ----- UC ---- Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.02 2.31 0.01 --- RS ------ 0.00 ----- 4.33 ---- 0.00 --- RS ---- 0.00 ------ 0.06 ----- 2 RL -0.91 2.31 0.39 RL 3.89 4.33 0.90 RL 0.86 -1.41 2.79 3 LL 0.79 2.31 0.34 LL 3.99 4.18 0.96 LL 0.89 -0.38 2.83 4 LL 0.76 2.31 0.33 LL 2.85 4.33 0.66 LL 0.47 -0.60 2.32 5 LS 0.02 2.31 0.01 LS 0.00 4.33 0.00 LS 0.00 0.03 UNBRACE LENGTHS --------------- Span LAP ------------Minor------------ Id ---- Major LS LL MS RL RS 2 ----- 27.9 ----- 22.0 ----- 0.0 ----- 0.0 ----- 5.1 ----- 0.9 3 28.3 0.9 6.6 0.0 5.1 0.9 4 23.2 0.9 4.5 0.0 0.0 17.8 LAP BOLT SHEAR: LOAD COMBINATION # 2 : DL+WS -------------------------------------------------- LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307.) Id ---- Left ---- Right ----- Left Right ---- ----- 2 1.35 0.64 3 1.35 1.01 0.64 0.48 4 1.01 0.48 LOAD COMBINATION # 2 : DL+WS -------------------------------------------------- L Q G IV V 1 1 G J Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 1 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed B MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS. INC. Checked By BW 2324 Purlin Design Report 5/22/03 8:48am PURLIN ANALYSIS: --------SHEAR(k )-------- Span Left Left Right Right Id Sup Lap Lap Sup ---- ----- ----- ----- ----- 11 0.00 0.02 2 -0.75 0.87 0.92 3 -0.78 -0.74 0.66 0.70 4 -0.78 -0.73 0.63 5 -0.02 0.00 STRENGTH/DEFLECTION: -------MOMENT(f-k )------- ------SHEAR(k )------ ------------Minor------------ -----MOMENT(f-k )---- Left Left Mid -Span Id ---- Right Right Sup ----- Lap ----- Mom ----- Loc ----- Lap ----- Sup 0.00 UC 0.00 0.00 1 ----- 0.00 0.00 3.08 3.48 10.97 -3.70. -4.48 -4.48 -3.82 1.34 14.87 -2.77 -3.37 -3.37 -2.71 2.40 14.29 MS 0.00 0.00 0.86 0.00 0.33 2.15 0.00 Span ------SHEAR(k )------ ------------Minor------------ -----MOMENT(f-k )---- Major ----- Mom+Shr DEFLECTION(in) Id ---- Loc --- Calc ------ Allow ----- UC ---- Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.02 3.08 0.01 --- RS ------ 0.00 ----- 5.77 ---- 0.00 --- RS ---- 0.00 ------ -0.10 ----- 2 RL 0.87 3.08 0.28 MS 3.48 4.04 0.86 RL 0.44 2.15 3.72 3 LL -0.74 3.08 0.24 LL -3.82 5.77 0.66 LL 0.46 0.46 3.77 4 LL -0.73 3.08 0.24 MS 2.40 4.04 0.59 LL 0.24 0.97 3.09 5 LS -0.02 3.08 0.01 LS 0.00 5.77 0.00 LS 0.00 -0.06 UNBRACE LENGTHS --------------- Span ------------Minor------------ Id ---- Major ----- LS LL MS RL RS 2 27.9 ----- 0.0 ----- 21.9 ----- 21.9 ----- 0.0 ----- 0.0 3 28.3 0.0 0.0 14.3 0.0 0.0 4 23.2 0.0 0.0 17.8 17.8 0.0 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2324 Purlin Design Report 5/22/03 8:48am PURLIN LAYOUT: Bay Span Purlin Id Id rdUC J1 V1 1GJ --- Job No 2324 1 modify 8Z2.5U16 Customer BUILT-WELL CONSTRUCTION 8Z25U16 Date 5/22/2003 8Z25U16 Description V.F. WALNUT HULLER BLDG 8Z25U16 Designed By MICHAEL LAPIERRE HCI STEEL BUILDING 27.92 0.88 3.62 2 0 SYSTEMS. INC. 158.9 28.25 0.88 0.88 Checked By BW ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2324 ------------------------------------------------------------------------------ Purlin Design Report 5/22/03 8:48am ------------------------------------------------------------------------------ Id Left Right ---- ---- ----- Left Right ---- ----- 2 2 1.28 0.46 132.7 3 1.28 0.96 0.46 0.34 3.62 4 0.96 0.34 0.9 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2324 Purlin Design Report 5/22/03 8:48am PURLIN LAYOUT: Bay Span Purlin Id Id Size --- ---- 1 -------- 8Z25U16 1 2 8Z2.5U16 2 3 8Z25U16 3 4 8Z25U16 5 8Z25U16 --------------7-------------- ROOF PURLIN DESIGN RUN # 1, SURFACE # 2 (Edge Strip Zone= 6.00) ----------------------------- Span Lap Dist(ft) No. No. Unit Total (ft) ----- Left Right ----- ----- Space ----- Row --- Brace ----- Weight ------ Weight ------ 0.33 3.62 2 0 0.9 1.8 27.92 0.88 3.62 2 0 79.5 158.9 28.25 0.88 0.88 3.62 2 0 82.8 165.6 23.17 0.88 3.62 2 0 66.4 132.7 0.33 3.62 2 0 0.9 1.8 Total(lb)= 460.9 Purlin DL= 0.80 (psf ) LOAD COMBINATION # 1 : DL+CO+LL -------------------------------------------------- Page 32 Of 125 Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS, INC. Checked By BW ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2324 Purlin Design Report 5/22/03 8:48am PURLIN ANALYSIS: STRENGTH/DEFLECTION: -------MOMENT(f-k )------- --------SHEAR(k )-------- Left Span Left Left Right Right Id ---- Sup ----- Lap ----- Lap ----- Sup ----- 1 0.00 UC -2.71 -0.01 2 0.49 -1.23 -0.72 -0.76 3 0.67 0.63 -0.56 -0.60 4 0.64 0.60 ------ 0.05 -0.40 5 0.01 -0.72 2.31 0.00 STRENGTH/DEFLECTION: -------MOMENT(f-k )------- ------SHEAR(k )------ Left Left Mid -Span Mom+Shr Sup Lap Mom Loc ----- 0.00 ----- ----- 0.00 ----- 0.00 0.00 UC -2.71 10.99 3.73 3.16 -1.23 14.86 2.80 2.25 -1.78 14.27 0.00 ----- 4.33 0.00 0.33 Right Right Lap Sup 0.00 3.08 3.73 2.29 2.80 0.00 0.00 Span ------SHEAR(k )------ ------------Minor------------ -----MOMENT(f-k )---- Major Mom+Shr DEFLECTION(in) Id ---- Loc --- Calc ------ Allow ----- UC ---- Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.01 2.31 0.01 --- RS ------ 0.00 ----- 4.33 ---- 0.00 --- RS ---- 0.00 ------ 0.05 ----- 2 RL -0.72 2.31 0.31 RL 3.08 4.33 0.71 RL 0.54 -1.11 2.79 3 LL 0.63 2.31 0.27 LL 3.16 4.18 0.76 LL 0.56 -0.30 2.83 4 LL 0.60 2.31 0.26 LL 2.25 4.33 0.52 LL 0.29 -0.48 2.32 5 LS 0.01 2.31 0.01 LS 0.00 4.33 0.00 LS 0.00 0.03 UNBRACE LENGTHS --------------- Span ------------Minor------------ Id ---- Major LS LL MS RL RS 2 ----- 27.9 ----- 22.0 ----- 0.0 ----- 0.0 ----- 5.1 ----- 0.9 3 28.3 0.9 6.6 0.0 5.1 0.9 4 23.2 0.9 4.5 0.0 0.0 17.8 LAP BOLT SHEAR: LAP BOLT Span SHEAR(k ) Id Left Right SHEAR RATIO ( 0.5in A307 ) Left Right rcyt:! JJ kiI I Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS, INC. Checked By BW ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2324 Purlin Design Report 5/22/03 8:48am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ---- ---- ----- ---- ----- 2 1.07 0.51 3 1.07 0.80 0.51 0.38 4 0.80 0.38 LOAD COMBINATION # 2 : DL+WS -------------------------------------------------- PURLIN ANALYSIS: STRENGTH/DEFLECTION: -------MOMENT(f-k )------- --------SHEAR(k )-------- Span Left Left Right Right Id ---- Sup ----- Lap ----- Lap ----- Sup ----- 1 0.00 Sup ----- 0.00 0.02 2 -0.74 1 1.08 1.13 3 -1.00 -0.94 0.84 0.90 9 -0.96 -0.90 14.86 0.60 5 -0.02 -3.36 2.65 0.00 STRENGTH/DEFLECTION: -------MOMENT(f-k )------- ------SHEAR(k )------ -----MOMENT(f-k )---- Left Left Mid -Span Id ---- Right Right Sup ----- Lap ----- Mom ----- Loc ----- Lap ----- Sup ----- 0.00 UC 0.00 0.00 1 0.00 0.00 ----- 3.08 4.04 10.99 -4.59 -5.56 -5.56 -4.71 1.84 14.86 -3.41 -4.17 -4.17 -3.36 2.65 14.27 MS 0.00 0.00 1.00 0.00 0.33 2.35 0.00 Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id ---- Loc --- Calc ------ Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.02 ----- 3.08 ---- 0.01 --- RS ------ 0.00 ----- 5.77 ---- 0.00 --- RS ---- 0.00 ------ -0.11 ----- 2 RL 1.08 3.08 0.35 MS 4.04 4.04 1.00 RL 0.67 2.35 3.72 3 LL -0.94 3.08 0.30 LL -4.71 5.77 0.82 LL 0.70 0.64 3.77 4 LL -0.90 3.08 0.29 MS 2.65 4.04 0.66 LL 0.37 1.01 3.09 5 ' LS -0.02 3.08 0.01 LS 0.00 5.77 0.00 LS 0.00 -0.06 UNBRACE LENGTHS --------------- Span ------------Minor------------ Id Major LS LL MS RL RS M LAP BOLT SHEAR: LAP BOLT SHEAR RATIO rayC �y vl lc.: SHEAR(k ) Job No 2324 modify Left Right ---- ----- Customer BUILT-WELL.CONSTRUCTION Date 5/22/2003 HCI STEEL BUILDING Description V.F. WALNUT HULLER BLDG Designed B MICHAEL LAPIERRE r .`:: ; Checked By BW SYSTEMS. INC. ------ 0.09 2324 Purlin Design Report 5/22/03 8:48am ---- ----- ----- ----- 2 27.9 0.0 ----- ----- 22.0 22.0 ----- 0.0 0.0 -0.11 3 28.3 0.0 0.0 14.8 0.0 0.0 20.69 4 23.2 0.0 0.0 17.8 17.8 0.0 2 LAP BOLT SHEAR: Win (k )= Design in plane load Wout(k )= Design out plane load P1 (k )= Force in plane of roof per anti -roll PURLIN LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id ---- Left Right ---- ----- Left Right ---- ----- 2 1.59 0.57 3 1.59 1.19 0.57 0.43 4 1.19 0.43 2324 ---- 1 In -Plane Roof Force 5/22/03 8:48am Win (k )= Design in plane load Wout(k )= Design out plane load P1 (k )= Force in plane of roof per anti -roll PURLIN ROLL FORCES: Surf Load Line --Roof Load -- Id Id Id Win Wout P1 ---- 2 ---- 1 ---- 1 ------ 8.47 ------ 0.71 ------ 0.09 2 1 2 23.77 1.98 -0.11 2 1 3 20.69 1.72 -0.12 2 1 4 6.90 0.58 0.07 2 2 1 -10.05 0.18 -0.19 2 2 2 -22.36 0.40 -1.87 2 2 3 -19.54 0.35 -1.61 2 2 4 -8.54 0.15 -0.16 CHECK ON PURLIN CLIP: Page 35. Of 125 Type Description Clip Bolted clip Weld Welded clip Gusset Welded clip with gusset Bolt Direct bolt Strap Bolted strap PANEL SHEAR/PURLIN ANTI ROLL LOCATION: Surf Line Panel Shear DS AROLL No. Id Id Calc Allow Id Purlin ---- ---- ----- ------------- ------ 2 L_EW 40.6 100.0 2 RF 31.0 100.0 @006 1 2 R_EW 33.7 100.0 Purlin Location ------------------------- 13 2324 Roof Panel Report 5/22/03 8:48am ROOF PANEL DATA: Panel: HHR 26 ; Type = HR ; Gage = 26.00 ; Yield = 50.0 MOMENTS & DEFLECTIONS: -------- Moment (ft-lb/ft)---------- Surf Purlin Load Support Midspan -- Deflect(in) -- Id Space Id Calc Allow Ratio Calc Allow Ratio Calc Allow Ratio Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS. INC. Checked By BW ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2324 ------------------------------------------------------------------------------ In -Plane Roof Force 5/22/03 8:48am ------------------------------------------------------------------------------ ---Standard-Purlin-Connection--- --Required Anti Roll Connection -- Surf Line --Force/Purlin-- Force/Connection Id Id Row Type Thick Calc Allow UC No. Type Thick Calc Allow UC ---- ---- --- ----- .2 L EW 13 Weld ----- ----- 0.250 -0.19 ----- ---- 0.29 0.65 --- ------ ----- ----- ----- ---- 2 RF 13 Weld 0.250 -0.42 0.29 1.46 1 Gusset 0.250 -1.87 2.81 0.66 2 R EW 13 Weld 0.250 -0.16 0.29 0.54 Type Description Clip Bolted clip Weld Welded clip Gusset Welded clip with gusset Bolt Direct bolt Strap Bolted strap PANEL SHEAR/PURLIN ANTI ROLL LOCATION: Surf Line Panel Shear DS AROLL No. Id Id Calc Allow Id Purlin ---- ---- ----- ------------- ------ 2 L_EW 40.6 100.0 2 RF 31.0 100.0 @006 1 2 R_EW 33.7 100.0 Purlin Location ------------------------- 13 2324 Roof Panel Report 5/22/03 8:48am ROOF PANEL DATA: Panel: HHR 26 ; Type = HR ; Gage = 26.00 ; Yield = 50.0 MOMENTS & DEFLECTIONS: -------- Moment (ft-lb/ft)---------- Surf Purlin Load Support Midspan -- Deflect(in) -- Id Space Id Calc Allow Ratio Calc Allow Ratio Calc Allow Ratio Page 36 Of 125 fiff ( HCI STEEL BUILDING SYSTEMS. INC. Job No 2324 modify ----- -20.0 Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE 0.04 Checked By BW 2324 Roof Panel Report 5/22/03 8:48am ---- ------ ----- 2 4.573 D+L ----- 27.8 ----- 114.8 ----- 0.24 ----- -20.0 ----- 104.1 ----- 0.19 ----- -0.04 ----- 0.610 ----- 0..07 D+WP 5.6 153.1 0.04 -4.0 138.8 0.03 0.00 0.610 0.00 D+WS -32.5 138.8 0.23 23.4 153.1 0.15 0.07 0.610 0.11 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2324 Roof Diagonal Bracing Report 5/22/03 8:48am PANEL SHEAR: Allow = 0.0 Calc = 37.0 DIAGONAL BRACING: Bay Brace Loc. ------Diag Brace----- Diag Force(k ) Id Start End Type Size Part Wind Seismic ----------------- ---- -------------- ----- ------- 2 0.00 20.00 R 0.625 ROD625 3.54 3.27 20.00 40.00 R 0.500 ROD500 0.09 0.01 40.00 60.00 R 0.625 ROD625 3.63 3.28 Brace Tension(k Calc Allow 3.54 5.08 0.09 3.19 3.63 5.08 2324 Sidewall Diagonal Bracing Report 5/22/03 8:48am PANEL SHEAR: Wall Id Calc Allow 2 199.1 100.0 4 192.0 100.0 DIAGONAL BRACING: cage ji ur IL5 Job No 2324 modify Customer BUILT-WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By [MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS. INC. F.' Checked By BW ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2324 Sidewall Diagonal Bracing Report 5/22/03 8:48am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Wall Bay Level ------ Diag Brace----- Diag Force(k ) Brace Tension(k ) Id Id Height Type Size Part Wind Seismic Calc Allow ---- ----- ------ ---- -------------- ------------- ------ ------ 2 3 25.00 R 0.750 ROD750 6.36 6.52 6.52 7.52 4 1 20.00 R 0.750 ROD750 5.29 5.66 5.66 7.52 BASE REACTIONS: Wall Bay Col Wind Max Seismic Max Id Id Id Horz Vert(+/-) Horz Vert(+/-) ---- --- --- -------------- -------------- 2 3 3 -4.56 4.43 -4.68 4.55 2 3 4 4.56 4.43 4.68 4.55 4 1 1 -4.22 3.20 -4.51 3.42 4 1 2 4.22 3.20 4.51 3.42 2324 Braced Purlin Report 5/22/03 8:48am Surf Span Brace Purlin Load ----Axial(k )------Moment(f-k )-- Axl+Mom Id Id Loc. Size Id Calc Allow UC Calc Allow UC UC ---- ---- ------------- ---- ----- ----- ---- ----- ----- ----------- 2 2 20.0 8Z25U16 1 1.73 8.28 0.21 1.24 4.04 0.31 0.51 2 1.73 8.28 0.21 0.14 4.04 0.04 0.24 3 0.87 8.28 0.10 2.80 5.77 0.48 0.54 4 0.94 8.28 0.11 0.78 5.77 0.14 0.24 2 3 20.0 8Z25U16 1 1.81 8.28 0.22 -1.45 5.77 0.25 0.46 2 1.81 8.28 0.22 0.15 4.04 0.04 0.25 3 0.90 8.28 0.11 2.87 5.57 0.51 0.58 4 1.88 8.28 0.23 0.80 4.04 0.20 0.42 2 4 20.0 8Z25U16 1 1.73 8.28 0.21 0.82 4.04 0.20 0.40 2 1.73 8.28 0.21 0.10 4.04 0.03 0.23 3 0.87 8.28 0.10 2.05 5.77 0.35 0.42 4 0.78 8.28 0.09 0.57 5.77 0.10 0.18 2 2 40.0 8Z25U16 1 1.87 8.28 0.23 1.24 4.04 0.31 0.53 rage jb ur 1L5 C j Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 HCI STEEL BUILDING Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE Checked By BW SYSTEMS. INC. 2324 Braced Purlin Report ---------------------------- 5/22/03 8:48am 2 1.87 8.28 0.23 0.14 4.04 0.04 0.26 3 0.93 8.28 0.11 2.80 5.77 0.48 0.55 4 0.95 8.28 0.11 0.78 5.77 0.14 0.24 2 3 40.0 8Z25U16 1 1.87 8.28 0.23 -1.45 5.77 0.25 0.47 2 1.87 8.28 0.23 0.15 4.04 0.04 0.26 3 0.93 8.28 0.11 2.87 5.57 0.51 0.58 4 1.89 8.28 0.23 0.80 4.04 0.20 0.42 2 4 40.0 8Z25U16 1 1.87 8.28 0.23 0.82 4.04 0.20 0.41 2 1.87 8.28 0.23 0.10 4.04 0.03 0.25 3 0.93 8.28 0.11 2.05 5.77 0.35 0.43 4 0.79 8.28 0.10 0.57 5.77 0.10 0.18 2324 Front Sidewall Eave Strut Report 5/22/03 8:48am Wall Bay Eave. Load ----Axial(k )---- --Moment(f-k )-- Axl+Mom Id Id Size ---- -------------- Id ---- Calc Allow ----- UC Calc Allow UC UC 2 1 8Z25U16 1 ----- 0.98 8.28 ---- 0.12 ----- 0.49 ----- 4.04 ---- ------- 0.12 0.23 2 0.98 8.28 0.12 0.06 4.04 0.01 0.13 3 0.49 8.28 0.06 1.11 5.77 0.19 0.23 4 0.71 8.28 0.09 0.31 4.04 0.08 0.15 2 2 8Z25U16 1 3.94 8.28 0.48 -0.57 5.77 0.10 0.59 2 3.94 8.28 0.48 0.06 4.04 0.01 0.49 3 1.97 8.28 0.24 1.14 5.57 0.20 0.44 4 4.09 8.28 0.49 0.32 4.04 0.08 0.59 2 3 8Z25U16 1 3.94 8.28 0.48 -0.41 5.77 0.07 0.55 2 3.94 8.28 0.48 0.04 4.04 0.01 0.49 3 1.97 8.28 0.24 0.81 5.77 0.14 0.37 4 4.68 8.28 0.57 0.23 4.04 0.06 0.63 2324 Purlin ----------------------------- Design Report 5/22/03 8:48am PURLIN LAYOUT: Bay Span Purlin Id Id Size ray C J 7 V 1 1 G J Sam HCI STEEL BUILDING SYSTEMS, INC. Job No 2324 modify 8Z25U16 Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE „" Checked By BW ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2324 Purlin Design Report 5/22/03 8:48am EAVE STRUT PURLIN LAYOUT: Bay Span Purlin Id Id Size --- ---- 1 -------- 8Z25U16 1 2 8Z25U16 2 3 8Z25U16 3 4 8Z25U16 ----- ----- 5 8Z25U16 WALL #2 ----------------------------- Span Lap Dist(ft) No. No. Unit Total (ft) Left Right Space Row Brace Weight Weight ----- 0.33 ----- ----- ----- 1.81 --- 1 ----- 0 ------ 0.9 ------ 0.9 27.92 0.88 1.81' 1 0 79.5 79.5 28.25 0.88 0.88 1.81 1 0 82.8 82.8 23.17. 0.88 1.81 1 0 66.4 66.4 0.33 1.81 1 0 0.9 0.9 Total(lb)= 230.5 Purlin DL= 1.59 (psf ) LOAD COMBINATION # 1 : DL+CO+LL -------------------------------------------------- PURLIN ANALYSIS: --------SHEAR(k )-------- -------MOMENT(f-k )------- Span Left Left Right Right Left Left Mid -Span Right Right Id ---- Sup ----- Lap ----- Lap ----- Sup ----- Sup ----- Lap ----- Mom ----- Loc Lap Sup 1 0.00 -0.01 0.00 0.00 ----- 0.00 ----- ----- 0.00 2 0.25 -0.36 -0.38 0.00 -1.36 10.99 1.54 1.86 3 0.33 0.31 -0.28 -0.30 1.86 1.58 -0.62 14.86 1.14 1.40 4 0.32 0.30 -0.20 1.40 1.13 -0.89 14.27 0.00 5 0.01 0.00 0.00 0.00 0.33 0.00 Paqe 40 Of 125 Job No 2324 modify. Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS, INC. a; 4 Checked By BW 2324 Purlin Design Report 5/22/03 8:48am STRENGTH/DEFLECTION: Span ------SHEAR(k )------ ------------Minor------------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id ---- Loc --- Calc ------ Allow ----- UC ---- Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.01 2.31 0.00 --- RS ------ 0.00 ----- 4.33 ---- 0.00 --- RS ---- 0.00 ------ 0.02 ----- 2 RL -0.36 2.31 0.16 RL 1.54 4.33 0.36 RL 0.14 -0.56 2.79 3 LL 0.31 2.31 0.14 LL 1.58 4.18 0.38 LL 0.14 -0.15 2.83 4 LL 0.30 2.31 0.13 LL 1.13 4.33 0.26 LL 0.07 -0.24 2.32 5 LS 0.01 2.31 0.00 LS 0.00 4.33 0.00 LS 0.00 0.01 UNBRACE LENGTHS --------------- Span LAP ------------Minor------------ Id ---- Major ----- LS ----- LL MS RL RS 2 27.9 ----- 22.0 0.0 ----- 0.0 ----- 5.1 ----- 0.9 3 28.3 0.9 6.6 0.0 5.1 0.9 4 23.2 0.9 4.5 0.0 0.0 17.8 LAP BOLT SHEAR: LOAD COMBINATION # 2 : DL+WS -------------------------------------------------- PURLIN ANALYSIS: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id ---- Left ---- Right ----- Left ---- Right ----- 2 0.53 0.25 3 0.53 0.40 0.25 0.19 4 0.40 0.19 LOAD COMBINATION # 2 : DL+WS -------------------------------------------------- PURLIN ANALYSIS: STRENGTH/DEFLECTION: Span ------SHEAR(k )------ ------------Minor------------ -----MOMENT(f-k )---- Major rays yl vi lc.� C l Job No 2324 Calc modify UC Loc Customer BUILT -WELL CONSTRUCTION UC Date UC 5/22/2003 HCI STEEL BUILDING Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE ---- 0.00 Checked By BW SYSTEMS, INC. ---- 0.00 2324 Purlin Design Report 5/22/03 8:48am --------SHEAR(k )-------- -------MOMENT(f-k )------- 3.08 0.17 Span Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ----- ---- ----- ----- 1 0.00 ----- ----- 0.01 ----- ----- 0.00 ----- ----- 0.00 0.00 ----- 0.00 2 -0.37 0.54 0.57 0.00 2.02 10.99 -2.29 -2.78 3 -0.50 -0.47 0.42 0.45 -2.78 -2.35 0.92 14.86 -1.71 -2.08 4 -0.48 -0.45 0.30 -2.08 -1.68 1.32 14.27 5 0.00 5 -0.01 0.00 0.00 0.00 0.33 0.00 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k )------ ------------Minor------------ -----MOMENT(f-k )---- Major Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- 1 --- RS ------ 0.01 ----- 3.08 ---- 0.00 --- RS ----------- 0.00 5.77 ---- 0.00 --- RS ---- 0.00 ------ -0.05 ----- 2 RL 0.54 3.08 0.17 MS 2.02 4.04 0.50 RL 0.17 1.18 3.72 3 LL -0.47 3.08 0.15 LL -2.35 5.77 0.41 LL 0.17 0.32 3.77 4 LL -0.45 3.08 0.15 MS 1.32 4.04 0.33 LL 0.09 0.51 3.09 5 LS -0.01 3.08 0.00 LS 0.00 5.77 0.00 LS 0.00 -0.03 UNBRACE LENGTHS --------------- Span ------------Minor------------ Id Major LS LL MS RL RS ---- 2 ----- 27.9 ----- 0.0 ----- 22.0 ----- 22.0 ----- 0.0 ----- 0.0 3 28.3 0.0 0.0 14.8 0.0 0.0 4 23.2 0.0 0.0 17.8 17.8 0.0 LAP BOLT SHEAR: LAP BOLT Span SHEAR(k ) Id Left Right 2 0.79 SHEAR RATIO ( 0.5in A307 ) Left Right 0.28 rdyC 94 V1 1L7 HCI STEEL BUILDING SYSTEMS. INC. Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERP.E ,* Y`- Checked By BW 3 0.79 0.60 0.28 0.21 4 0.60 0.21 2324 Back Sidewall Eave Strut Report 5/22/03 8:48am Wall Bay Eave Load ----Axial(k )---- --Moment(f-k )-- Axl+Mom Id ---- Id --- Size ----------- Id Calc Allow UC Calc Allow UC UC 4 3 8Z25U16 ---- 1 ----- 0.82 ----- 8.28 ---- 0.10 ----- 0.62 ----- 4.04 ---- 0.15 ------- 0.24 2 0.82 8.28 0.10 0.07 4.04 0.02 0.11 3 0.41 8.28 0.05 1.40 5.77 0.24 0.26 4 0.65 8.28 0.08 0.39 4.04 0.10 0.16 4 2 8Z25U16 1 3.71 8.28 0.45 -0.72 5.77 0.13 0.59 2 3.71 8.28 0.45 0.07 4.04 0.02 0.47 3 1.85 8.28 0.22 1.43 5.57 0.26 0.48 4 3.97 8.28 0.48 0.40 4.04 0.10 0.60 4 1 8Z25U16 1 3.71 8.28 0.45 -0.52 5.77 0.09 0.54 2 3.71 8.28 0.45 0.05 4.04 0.01 0.46 3 1.85 8.28 0.22 1.02 5.77 0.18 0.39 4 4.51 8.28 0.55 0.29 4.04 0.07 0.62 2324 Purlin Design Report 5/22/03 8:48am ----------------------------- EAVE STRUT WALL #4 ----------------------------- PURLIN LAYOUT: Bay Span Purlin Span Lap Dist(ft) No. No. Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight --- ------------ ----- ----- ----- ----- --- ----- ------ ------ Purlin DL= 1.26 (psf ) LOAD COMBINATION # 1 : DL+CO+LL -------------------------------------------------- PURLIN ANALYSIS: --------SHEAR(k )-------- Span Left Left Right rayC 9 Id ---- Job No 2324 Lap ----- Sup ----- 1 modify Sup ----- 0.00 -0.01 2 0.31 1 -0.46 -0.48 3 0.42 0.40 Customer BUILT -WELL CONSTRUCTION 0.41 0.38 Date -0.25 5/22/2003 0.01 Description V.F.' WALNUT HULLER RL BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING -0.70 0.00 3 LL r Checked By BW SYSTEMS, INC. 2.00 --------- --------------- 2324 ------------------------------------------------------------------------------ --- ----- - - -- ---- -- ---- -------------- Purlin Design Report -- ------ 0.22 ---- ---- -------- ------ 5/22/03 -- 8:48am ------------------------------------------------------------------------------ 1 8Z25U16 0.33 0.38 2.29 1 0 0.9 0.9 3 2 8Z25U16 27.92 0.88 2.29 1 0 79.5 79.5 2 3 8Z25U16 28.25 0.88 0.88 2.29 1 0 82.8 82.8 1 4 8Z25U16 23.17 0.88 0.02 2.29 1 0 66.4 66.4 5 8Z25U16 0.33 2.29 1 0 0.9 0.9 Total(lb)= 230.5 Purlin DL= 1.26 (psf ) LOAD COMBINATION # 1 : DL+CO+LL -------------------------------------------------- PURLIN ANALYSIS: STRENGTH/DEFLECTION: -------MOMENT(f-k )------- --------SHEAR(k )-------- Span Left Left Right Right Id ---- Sup ----- Lap ----- Lap ----- Sup ----- 1 0.00 Sup ----- 0.00 -0.01 2 0.31 1 -0.46 -0.48 3 0.42 0.40 -0.36 -0.38 4 0.41 0.38 14.86 -0.25 5 0.01 1.42 -1.12 0.00 STRENGTH/DEFLECTION: -------MOMENT(f-k )------- ------SHEAR(k )------ -----MOMENT(f-k )---- Left Left Mid -Span Id ---- Right Right Sup ----- Lap ----- Mom ----- Loc ----- Lap ----- Sup ----- 0.00 UC 0.00 0.00 1 0.00 0.00 ----- 2.31 -1.71 10.99 1.95 2.36 2.36 2.00 -0.78 14.86 1.45 1.77 1.77 ' 1.42 -1.12 14.27 RL 0.00 0.00 0.45 0.00 0.33 -0.70 0.00 Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id ---- Loc --- Calc ------ Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.01 ----- 2.31 ---- 0.00 --- RS ------ 0.00 ----- 4.33 ---- 0.00 --- RS ---- 0.00 ------ 0.03 ----- 2 RL -0.46 2.31 0.20 RL 1.95 4.33 0.45 RL 0.22 -0.70 2.79 3 LL 0.40 2.31 0.17 LL 2.00 4.18 0.48 LL 0.22 -0.19 2.83 4 LL 0.38 2.31 0.16 LL 1.42 4.33 0.33 LL 0.12 -0.30 2.32 5 LS 0.01 2.31 0.00 LS 0.00 4.33 0.00 LS 0.00 0.02 rayC 9'1 V1 14 Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Alm Ll� Description V.F. WALNUT HULLER BLDG Designed B MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS. INC. {, < Checked By BW 2324 Purlin Design Report 5/22/03 8:48am UNBRACE LENGTHS --------------- Span LAP ------------Minor------------ Id Major LS LL MS RL RS ---- 2 ----- 27.9 ----- ----- 22.0 0.0 ----- 0.0 ----- 5.1 ----- 0.9 3 28.3 0.9 6.6 0.0 5.1 0.9 4 23.2 0.9 4.5 0.0 0.0 17.8 LAP BOLT SHEAR: LOAD COMBINATION # 2 : DL+WS -------------------------------------------------- PURLIN ANALYSIS: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id ---- Left ---- Right ----- Left ---- Right ----- 2 0.00 0.67 0.00 0.32 3 0.67 0.51 0.32 0.24 4 0.51 -0.59 0.24 0.57 LOAD COMBINATION # 2 : DL+WS -------------------------------------------------- PURLIN ANALYSIS: -------MOMENT(f-k )------- --------SHEAR(k )-------- Span Left Left Right Right Id ---- Sup ----- Lap ----- Lap ----- Sup 1 0.00 Sup 0.00 ----- 0.01 2 -0.47 ----- 0.68 0.72 3 -0.63 -0.59 0.53 0.57 4 -0.60 -0.57 14.86 0.38 5 -0.01 -2.12 1.67 0.00 -------MOMENT(f-k )------- Left Left Mid -Span Right Right Sup ----- Lap ----- Mom ----- Loc ----- Lap Sup 0.00 0.00 0.00 ----- ----- 0.00 0.00 2.55 10.99 -2.90 -3.51 -3.51 -2.98 1.16 14.86 -2.15 -2.63 -2.63 -2.12 1.67 14.27 0.00 0.00 0.00 0.33 0.00 rayC 4_J VL 141 C I Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS. INC. Checked By BW ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2324 Purlin Design Report 5/22/03 8:48am STRENGTH/DEFLECTION: Span ------SHEAR(k )------ ------------Minor------------ -----MOMENT(f-k )---- Major Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- 1 --- RS ------ 0.01 ----- 3.08 ---- 0.00 --- RS ------ 0.00 ----- 5.77 ---- 0.00 --- RS ---- 0.00 ------ -0.07 ----- 2 RL 0.68 3.08 0.22 MS 2.55 4.04 0.63 RL 0.27 1.49 3.72 3 LL -0.59 3.08 .0.19 LL -2.98 5.77 0.52 LL 0.28 0.40 3.77 4 LL -0.57 3.08 0.18 MS 1.67 4.04 0.41 LL 0.15 0.64 3.09 5 LS -0.01 3.08 0.00 LS 0.00 5.77 0.00 LS 0.00 -0.04 UNBRACE LENGTHS --------------- Span ------------Minor------------ Id Major LS LL MS RL RS ---- 2 ----- 27.9 ----- 0.0 ----- 22.0 ----- 22.0 ----- 0.0 ----- 0.0 3 28.3 0.0 0.0 14.8 0.0 0.0 4 23.2 0.0 0.0 17.8 17.8 0.0 LAP BOLT SHEAR: LAP BOLT Span SHEAR(k ) Id Left Right 2 1.00 3 1.00 0.75 4 0.75 SHEAR RATIO ( 0.5in A307 ) Left Right 0.36 0.36 0.27 0.27 2324 Strut Bolt Report 5/22/03 8:48am EAVE STRUTS: Wall Frm Line Id Id Type 2 1 EW 2 2 RF 2 3 RF 2 4 EW 4 1 EW 4 2 RF 4 3 RF 4 4 EW PURLINS: Surf Frm Line Id Id Type 2 1 EW 2 2 RF 2 3 RF 2 4 EW 2 1 EW 2 2 RF 2 3 RF 2 4 EW Brace Loc 20.00 20.00 20.00 20.00 40.00 40.00 40.00 40.00 ----Bolt Selected ----- No Type Diam Wshr 2 A325 0.500 1 ** 2 A325 0.500 1 ** 2 A325 0.500 1 ** 2 A325 0.500 1 ** 2 A325 0.500 1 ** 2 A325 0.500 1 ** 2 A325 0.500 1 ** 2 A325 0.500 1 ** ----Bolt-Selected oltSelected----- ----- ray WE HCI STEEL BUILDING SYSTEMS. INC. Job No 2324 modify 2 Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE ** Checked By BW ------------------------------------------------------------------------------ 2324 Strut Bolt Report 5/22/03 8:48am EAVE STRUTS: Wall Frm Line Id Id Type 2 1 EW 2 2 RF 2 3 RF 2 4 EW 4 1 EW 4 2 RF 4 3 RF 4 4 EW PURLINS: Surf Frm Line Id Id Type 2 1 EW 2 2 RF 2 3 RF 2 4 EW 2 1 EW 2 2 RF 2 3 RF 2 4 EW Brace Loc 20.00 20.00 20.00 20.00 40.00 40.00 40.00 40.00 ----Bolt Selected ----- No Type Diam Wshr 2 A325 0.500 1 ** 2 A325 0.500 1 ** 2 A325 0.500 1 ** 2 A325 0.500 1 ** 2 A325 0.500 1 ** 2 A325 0.500 1 ** 2 A325 0.500 1 ** 2 A325 0.500 1 ** ----Bolt-Selected oltSelected----- ----- No No Type Diam Wshr 0.52 2 A325 0.500 1 ** 2 A325 0.500 1 ** 2 A325 0.500 1 ** 2 A325 0.500 1 ** 2 A325 0.500 1 ** 2 A325 0.500 1 ** 2 A325 0.500 1 ** 2 A325 0.500 1 ** **NOTE : Not standard bolt connection ---Bolt Capacity --- Calc Allow Ratio 0.98 5.61 0.18 4.09 5.61 0.73 4.68 5.61 0.83 4.68 5.61 0.83 0.82 5.61 0.15 3.97 5.61 0.71 4.51 5.61 0.80 4.51 5.61 0.80 Load ---Bolt_Capacity--- Id Calc Allow Ratio 1 1.73 5.61 0.31 1 2.89 5.61 0.52 1 2.89 5.61 0.52 1 1.73 5.61 0.31 1 1.87 5.61 0.33 1 3.03 5.61 0.54 1 3.03 5.61 0.54 1 1.87 5.61 0.33 2324 Roof Design Weight Summary 5/22/03 8:48am Roof Purlins Eave Struts Roof Bracing 2995.98 460.92 190.59 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2324 Roof Design Warning Report 5/22/03 8:48am .. No Warnings rays �i vi lc� Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS. INC. Checked By BW 2324 Roof Design Weight Summary 5/22/03 8:48am Wall Bracing = 186.80 Total = 3834.29 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2324 Roof Design Warning Report 5/22/03 8:48am .. No Warnings r Q'3= - u Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS. INC. Checked By BW *2324 Sidewall Design Input File 5/22/03 8:27am *(1)JOBID: '2324' *(2)PROGRAM OPTIONS: *Sidewall Run Run Lap * Id Girt Panel Stiff 'F' 'Y' 'Y' 0.50 *(3)DESIGN CODE: * *Design ---Steel—Code--- Code teelCode--- Code Cold Hot 'WS' 'AISI96' 'AISC89' ---Build--- Seismic Country Code Year Zone '----' 'UBC 197' '3 ' *(4)DESIGN CONSTANTS: Wind * --- Steel _Yield(ksi )-- Stress Ratio Strength * C -Sec W -Sec R -Sec Panel Girt Panel Factor 55.0 50.0 50.0 50.0 1.03 1.03 1.3333 *(5)DEFLECTION LIMITS: * * ---Girt--- --Panel--- Part * Wall Facia Wall Facia Wall 90. 0. 90. 0. 90. *(6) REPORTS: * Input Wall Door Wall * Echo Girt Jamb Panel 'I' 12' 'Y' 'Y' *(7)BUILDING TYPE: * Build L_Expand_EW R_Expand _EW * Type Use Offset Use Offset 'FF-' 'N ' 15.500 'N ' 15.500 Page 49 Of 125 *(9)SIDEWALL BAY SPACING: (Max: 40 bays) * Sets Of Bay No. * Bays Width Bays 2 28.2500 2 23.5000 1 *(10)FRAMED Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Open Description V.F. WALNUT HULLER BLDG Open Designed By MICHAEL LAPIERRE HCI STEEL BUILDING Member Remove * Open Id Width Height SYSTEMS, INC. Type Height Elev Checked By BW *(8)BUILDING SHAPE: 2 1 * No. X-Coord Y-Coord Offset 0.0000 * Surf (ft) (ft) (in) 4 3 0.0000 20.0000 10.000 0.000 60.0000 25.0000 8.000 'C ' 60.0000 0.0000 10.000 2 *(9)SIDEWALL BAY SPACING: (Max: 40 bays) * Sets Of Bay No. * Bays Width Bays 2 28.2500 2 23.5000 1 *(10)FRAMED OPENINGS: * No. Bay Open Open Open Open Sill Base Set Member Remove * Open Id Width Height Offset Type Height Elev Depth Select Panels 2 1 0.0000 0.0000 0.0000 4 0.0000 0.000 0.000 'C ' 'Y' 2 0.0000 0.0000 0.0000 4 0.0000 0.000 0.000 'C ' 'Y' *(11)PARTIAL WALLS: * Set Of Base Full * Bays Type Load 0 --Bay Id-- Wall Start End Height *(12)GIRT DESIGN: * Girt In Flg Set Set Max Max Unbr * Type Brace Depth Lap Space Length 'ZB' 'N' 10.000 0.0000 7.3333 10.0000 *(13)GIRT.LOCATION: * Set No. Girt * Loc Girt Location 'Y' 3 7.3333 13.0000 18.3333 *(14)SPECIAL GIRT: * Sets_Of--Bay_Id-- Girt Girt Girt * Girts Start End Height Type Rotate 0 *(15)WALL PANELS/GUTTERS: *(16)FACIA/PARAPET: * * No Of -Location * Diff Ext Facia Bay Bay * Ext Id Type Start End 0 Edge Extend Left Right Ext Elev Height (ft) (ft) Mount *(17)FACIA/PARAPET GIRTS: * *Ext ----Top---- --Interior- ---Gutter-- ---Back Panel--- Angle *Id Type Rotate Type Rotate Type Rotate Part Rotate Spacing *(18)BASIC LOADS: * Basic Wind Load Ratio * Wind Deflect Factor 10.0 1.00 1.00 *(19)WIND PRESSURE/SUCTION: * Wind L -3C ✓ Vw V l 1 L J MCI Job No 2324 modify 9.0 Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 HCI STEEL BUILDING Description V.F. WALNUT HULLER BLDG Designed B MICHAEL LAPIERRE -13.0 Checked By BW SYSTEMS. INC. * Wall -----Gutter----- * Panel Use Type Width 'HHR 26 '-' IN, 0.000 *(16)FACIA/PARAPET: * * No Of -Location * Diff Ext Facia Bay Bay * Ext Id Type Start End 0 Edge Extend Left Right Ext Elev Height (ft) (ft) Mount *(17)FACIA/PARAPET GIRTS: * *Ext ----Top---- --Interior- ---Gutter-- ---Back Panel--- Angle *Id Type Rotate Type Rotate Type Rotate Part Rotate Spacing *(18)BASIC LOADS: * Basic Wind Load Ratio * Wind Deflect Factor 10.0 1.00 1.00 *(19)WIND PRESSURE/SUCTION: * Wind Wind * Pressure Suction 9.0 -13.0 Girt/Header 12.0 -16.0 Panel '9.0 -13.0 Jamb 13.0 -13.0 Parapet Girt *(20)GIRT LAPS: * * Data ------Set-1 ------- ------Set-2 ------- ------Set 3------- * Opt Sets Left Right Quan Left Right Quan Left Right Quan _ , 0 *(21)GIRT STRAPS: * * Data ---Set-1 --- ---Set-2 --- ---Set-3 --- --- Set_4--- *Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan 0 2324 Sidewall Design Code 5/22/03 8:27am rage Dl vi 1G7 Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING :.w Checked By BW SYSTEMS. INC. 2324 Sidewall Design Code ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 5/22/03 8:27am STRUCTURAL CODE: Design Basis - WS Hot Rolled Steel - AISC89 Cold Formed Steel - AISI96 BUILDING CODE: Wind Code - UBC Year - 97 Seismic Zone - 3 MODULUS OF ELASTICITY Hot Rolled Steel - 29000 Cold Formed Steel - 29500 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2324 Girt Design Report ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 5/22/03 8:27am -------------------------- GIRT: LEVEL # 1 ; SPAN # 1 -------------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt No. Girt Id Size Width Left Right Location Brace ----------- Weight ----- ---- ------------- ----- 3 1OZ30U12 23.50 7.3333 0 ------ 137.7 137.7 WIND PRESSURE Page 52 Of 125 Igam HCI STEEL BUILDING SYSTEMS. INC. Job No 2324 modify DEFLECTION(in) Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE µ, >'' s. Checked By BW 2324 ---------------- ------------- Girt Design Report 5/22/03 8:27am GIRT ANALYSIS: ---------SHEAR(k )----------------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 3 0.69 -0.69 0.00 -4.04 11.75 0.00 STRENGTH/DEFLECTION:. Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- 3 --- ------ ----- ---- LS 0.69 13.21 0.05 --- ------ ----- ---- MS -4.04 16.57 0.24 --- ---- LS 0.00 ------ ----- -0.56 3.13 UNBRACE LENGTHS --------------- Bay------------Minor------------ Id Major LS LL MS RL RS --- ----- ----- ----- ----- ----- ----- 3 23.5 23.5 0.0 0.0 0.0 23.5 WIND SUCTION ---------------- GIRT ANALYSIS: ---------SHEAR(k )----------------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- 3 -0.99 0.99 0.00 5.83 11.75 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- CdljC JJ V1 SGJ HCI STEEL BUILDING SYSTEMS. INC. Job No 2324 modify Loc UC Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE Checked By BW ------------------------------------------------------------------------------ 2324 Girt Design Report 5/22/03 8:27am STRENGTH/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id ---- Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 3 --- ------ ----- ---- LS -0.99 13.21 0.08 --- ------ ----- ---- MS 5.83 8.29 0.70 --- ---- LS 0.01 ------ ----- 0.81 3.13 UNBRACE LENGTHS --------------- Bay ------------Minor------------ Id Major LS LL MS. RL RS --- ----- ----- ----- ----- ----- ----- 3 23.5 23.5 23.5 23.5 23.5 23.5 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2324 Girt Design Report 5/22/03 8:27am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ -------------------------- GIRT: LEVEL # 2 ; SPAN # 1 -------------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt No. Girt Id Size Width Left Right Location Brace Weight ----------- ----- ---- ------------- ----- ------ 3 1OZ30U14 23.50 13.0000 0 97.3 97.3 WIND PRESSURE : ---------------- S, IL Page 54 Of 125 HCI STEEL BUILDING SYSTEMS. INC. Job No 2324 modify DEFLECTION(in) Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE --- ---- LS 0.02 Checked By BW ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2324 Girt Design Report 5/22/03 8:27am GIRT ANALYSIS: ---------SHEAR(k )----------------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- .3 0.58 -0.58 0.00 -3.42 11.75 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow -_-- 3 --- ------ ----- ---- LS 0.58 4.58 0.13 --- ------ ----- ---- MS -3.42 10.30 0.33 --- ---- LS 0.02 ------ ----- -0.67 3.13 UNBRACE LENGTHS --------------- Bay -------------Minor------------ Id Major LS LL MS RL RS --- ----- ----- ----- ----- ----- ----- 3 23.5 23.5 0.0 0.0 0.0 23.5 WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k )----------------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 3 -0.84 0.84 0.00 4.94 11.75 0.00 STRENGTH/DEFLECTION: rage oo us izo Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING Checked By BW SYSTEMS. INC., ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2324 Girt Design Report ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 5/22/03 8:27am Span------SHEAR(k )-----------MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- 3 LS -0.84 4.58 0.18 MS 4.94 5.15 0.96 --- LS ---- ------ ----- 0.03 0.97 3.13 UNBRACE LENGTHS --------------- Bay ------------Minor------------ Id Major LS LL MS RL RS --- ----- ----- ----- ----- ----- ----- 3 23.5 23.5 23.5 23.5 23.5 23.5 2324 Girt Design Report 5/22/03 8:27am -------------------------- GIRT: LEVEL # 3 ; SPAN # 1 -------------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt No. Girt Id Size Width Left Right Location Brace ----------- Weight ----- ---- ------------- ----- 3 1OZ30U14 23.50 18.3333 0 ------ 97.3 97.3 WIND PRESSURE ---------------- GIRT ANALYSIS: Page 56 Of 125 " = HCI STEEL BUILDING SYSTEMS. INC. Job No 2324 modify DEFLECTION(in) Customer BUILT -WELL CONSTRUCTION Date. 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE + Checked By BW ------------------------------------------------------------------------------ 2324 Girt Design Report 5/22/03 8:27am ---------SHEAR(k )----------------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 3 0.60 -0.60 0.00 -3.52 11.75 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- 3 --- ------ ----- ---- LS 0.60 9.58 0.13 --- ------ ----- ---- MS -3.52 10.30 0.34 --- ---- LS 0.02 ------ ----- -0.69 3.13 UNBRACE LENGTHS --------------- Bay_ ------------Minor------------ Id Major LS LL MS RL RS --- ----- ----- ----- ----- ----- ----- 3 23.5 23.5 0.0 0.0 0.0 23.5 WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k )----------------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 3 -0.87 0.87 0.00 5.09 11.75 0.00 STRENGTH/DEFLECTION: Span------SHEAR(k )-----------MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Page 57 Of 125 Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS, INC. a Checked By BW R --------- ------------- - - --- - -- ---- ----- - --------- ---- ---- - --------------- ----- ---- --------- -- - --- ---- -- -- - ---------------------- ---- -- ------ -- -- - -- --------- 2324 Girt Design Report 5/22/03 8:27am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 3 LS -0.87 4.58 0.19 MS 5.09 5.15 0.99 LS 0.04 1.00 3.13 UNBRACE LENGTHS --------------- Bay -------------Minor------------ Id Major LS LL MS RL RS --- ----- ----- ----- ----- ----- ----- 3 23.5 23.5 23.5 23.5 23.5 23.5 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2324 Sidewall Jamb/Header Summary 5/22/03 8:27am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ JAMB/HEADER LAYOUT: Bay Member Member Member Member Id Id Size Length Weight --- -------------- ------ ------ 2324 Wall Panel Report 5/22/03 8:27am PANEL REACTIONS: (Front Sidwall, Bay= 3) Panel: HHR 26 ; Type = HR ; Gage = 26.00 ; Yield = 50 MOMENTS & DEFLECTION: --------- Moment(ft"-lb/ft)--------- Span Span LD, Support Midspan ---Deflect(in)-- Id (ft) Id Calc Allow UC Calc Allow UC Calc Allow UC L QI�C JV V1 Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS. INC. , Checked By BW 2324 Wall Panel Report 5/22/03 8:27am ---- ----- -- ----- ----- ---- ----- ----- ---- ----- ----- ---- 1 7.33 WP 62.4 153.1 0.41 -52.5 138.8 0.38 -0.35 0.98 0.36 WS -83.2 138.8 0.60 70.0 153.1 0.46 0.47 0.98 0.48 2 5.67 WP 62.4 153.1 0.41 -10.1 138.8 0.07 0.00 0.76 0.00 WS -83.2 138.8 0.60 13.5 153.1 0.09 0.00 0.76 0.00 3 5.33 WP 44.3 153.1 0.29 -12.1 138.8 0.09 -0.02 0.71 0.03 WS -59.0 138.8 0.43 16.2 153.1 0.11 0.03 0.71 0.04 4 6.00 WP 44.3 153.1 0.29 -34.1 138.8 0.25 -0.15 0.80 0.19 WS -59.0 138.8 0.43 45.5 153.1 0.30 0.20 0.80 0.25 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2324 Weight Summary 5/22/03 8:27am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Girts = 332.29 Frame Openings = 0.00 332.29 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2324 Sidewall Design Warning Report 5/22/03 8:27am .. No Warnings Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS. INC.tee,'; Checked By BW *2324 Sidewall Design Input File 5/22/03 8:27am *(1)JOBID: '2324' *(2)PROGRAM OPTIONS: *Sidewall Run Run Lap * Id Girt Panel Stiff 'B' 'Y' 'Y' 0.50 *(3)DESIGN CODE: * *Design ---Steel—Code--- Code teelCode--- Code Cold Hot 'WS' 'AISI96' 'AISC89' ---Build--- Seismic Country Code Year Zone ' ----' 'UBC '97' 13 ' *(4)DESIGN CONSTANTS: * Wind * ---Steel Yield(ksi )-- Stress Ratio Strength * C -Sec W -Sec R -Sec Panel Girt Panel Factor 55.0 50.0 50.0 50.0 1.03 1.03 1.3333 *(5)DEFLECTION LIMITS: * * ---Girt--- --Panel--- Part * Wall Facia Wall Facia Wall 90. 0. 90. 0. 90. *(6).REPORTS: * Input Wall Door Wall * Echo Girt Jamb Panel '1' '2' 'Y' 'Y' *(7)BUILDING TYPE: * Build L_Expand_EW R_Expand_EW * Type Use Offset Use Offset 'FF-' 'N ' 15.500 'N ' 15.500 *(9)SIDEWALL BAY SPACING: (Max: 40 bays) * Sets Of Bay No. * Bays Width Bays 2 23.5000 1 28.2500 2 *(10)FRAMED OPENINGS: rays UU vl 1GJ Job No 2324 modify * No. Bay Open Open Open Open Customer BUILT -WELL CONSTRUCTION Set Date 5/22/2003 * Open Id Description V.F. WALNUT HULLER BLDG Offset Designed By MICHAEL LAPIERRE HCI STEEL BUILDING Depth Select Panels 2 2 0.0000 SYSTEMS. INC. 0.0000 4 0.0000 Checked By BW *(8)BUILDING SHAPE: Y' 3 * No. X-Coord Y-Coord Offset 0.0000 0.0000 * Surf (ft) (ft) (in) 0.0000 0.000 3 0.0000 20.0000 10.000 'C ' 'Y' 60.0000 25.0000 8.000 60.0000 0.0000 10.000 *(9)SIDEWALL BAY SPACING: (Max: 40 bays) * Sets Of Bay No. * Bays Width Bays 2 23.5000 1 28.2500 2 *(10)FRAMED OPENINGS: * No. Bay Open Open Open Open Sill Base Set Member Remove * Open Id Width Height Offset Type Height Elev Depth Select Panels 2 2 0.0000 0.0000 0.0000 4 0.0000 0.000 0.000 'C ' Y' 3 0.0000 0.0000 0.0000 4 0.0000 0.000 0.000 'C ' 'Y' *(11)PARTIAL WALLS: * Set Of Base Full * Bays Type Load 0 --Bay Id-- Wall Start End Height *(12)GIRT DESIGN: * Girt In_Flg Set Set Max Max _Unbr * Type Brace Depth Lap Space Length 'ZB' 'N' 10.000 0.0000 7.3333 10.0000 *(13)GIRT LOCATION: * Set No. Girt * Loc Girt Location 'Y' 2 7.3333 13.0000 *(14)SPECIAL GIRT: * Sets _Of--Bay_Id-- Girt Girt Girt * Girts Start End Height Type Rotate 0 *(15)WALL PANELS/GUTTERS: Page 61 Of 125 Job No 2329 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS. INC. Checked By BW _y * Wall -----Gutter----- * Panel Use Type Width 'HHR 26 '-' 'N' 0.000 *(16)FACIA/PARAPET: * * No Of -Location Edge Extend *-Diff Ext Facia Bay Bay Left Right Ext * Ext Id Type Start End Elev Height (ft) (ft) Mount 0 *(17)FACIA/PARAPET GIRTS: * *Ext ----Top---- --Interior- ---Gutter-- ---Back Panel--- Angle *Id Type Rotate Type Rotate Type Rotate Part Rotate Spacing *(18)BASIC LOADS: * Basic Wind Load Ratio * Wind Deflect Factor 10.0 1.00 1.00 *(19)WIND PRESSURE/SUCTION: * Wind Wind * Pressure Suction .9.0 -13.0 Girt/Header 12.0 -16.0 Panel 9.0 -13.0 Jamb 13.0 -13.0 Parapet Girt (20) GIRT LAPS: * * Data -------Set 1------- ------Set 2------- ------Set 3------- * Opt Sets Left Right Quan Left Right Quan Left Right Quan 11 0 *(21)GIRT STRAPS: * * Data ---Set 1--- ---Set 2--- ---Set 3--- ---Set 9 --- *Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan '-' 0 2324 Sidewall Design Code 5/22/03 8:27am rage hz uz lzo Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed B MICHAEL LAPIERRE HCI STEEL BUILDING Checked By BW SYSTEMS, INC. ------------------------------------------------------------------------------ 2324 Sidewall Design Code ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 5/22/03 8:27am STRUCTURAL CODE: Design Basis - WS Hot Rolled Steel - AISC89 Cold Formed Steel - AIS196 BUILDING CODE: Wind Code - UBC Year - 97 Seismic Zone - 3 MODULUS OF ELASTICITY Hot Rolled Steel - 29000 Cold Formed Steel - 29500 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2324 Girt Design Report ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 5/22/03 8:27am -------------------------- GIRT: LEVEL # 1 ; SPAN # 1 -------------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt No. Girt Id Size Width Left Right Location Brace ----------- ----- ---- ------------- ----- Weight 1 1OZ30U12 23.50 7.3333 0 ------ 137.7 137.7 WIND PRESSURE GIRT ANALYSIS: ---------SHEAR(k )----------------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.69 -0.69 0.00 -4.04 11.75 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- rays UJ vi lc� HCI STEEL BUILDING SYSTEMS, INC. Job No 2324 modify Loc UC Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE = Checked By BW ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2324 ---------------- Girt Design Report 5/22/03 8:27am GIRT ANALYSIS: ---------SHEAR(k )----------------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.69 -0.69 0.00 -4.04 11.75 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- 1 --- ------ ----- ---- LS 0.69 13.21 0.05 --- ------ ----- ---- MS -4.04 16.57 0.24 --- ---- LS 0.00 ------ ----- -0.56 3.13 UNBRACE LENGTHS --------------- Bay------------Minor------------ Id Major LS LL MS RL RS --- ----- ----- ----- ----- ----- ----- 1 23.5 23.5 0.0 0.0 0.0 23.5 WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k )----------------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 -0.99 0.99 0.00 5.83 11.75 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- ray c v y V 1 1 L J HCI STEEL BUILDING SYSTEMS. INC. Job No 2324 modify Loc UC Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE Checked By BW 2324 Girt Design Report 5/22/03 8:27am STRENGTH/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- 1 --- ------ ----- ---- LS -0.99 13.21 0.08 --- ------ ----- ---- MS 5.83 8.29 0.70 --- ---- LS 0.01 ------ ----- 0.81 3.13 UNBRACE LENGTHS --------------- Bay ------------Minor------------ Id Major LS LL MS RL RS --- ----- ----- ----- ----- ----- ----- 1 23.5 23.5 23.5 23.5 23.5 23.5 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2324 Girt Design Report 5/22/03 8:27am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ -------------------------- GIRT: LEVEL # 2 ; SPAN # 1 -------------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt No. Girt Id Size Width Left Right Location Brace Weight ----------- ----- ---- ------------- ----- ------ 1 10Z30U12 23.50 13.0000 0 137.7 137.7 WIND PRESSURE : ---------------- 0 GIRT ANALYSIS: ---------SHEAR(k )----------------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.63 -0.63 0.00 -3.73 11.75 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- rdyt:- of HCI STEEL BUILDING SYSTEMS, INC. Job No 2324 modify Loc UC Customer BUILT-WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE Checked By BW ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2324 Girt Design Report 5/22/03 8:27am GIRT ANALYSIS: ---------SHEAR(k )----------------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.63 -0.63 0.00 -3.73 11.75 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id ---- Loc Calc Allow UC --- ------ ----- Loc Calc Allow UC Loc UC Calc Allow 1 ---- RS -0.63 13.21 0.05 --- ------ ----- ---- MS -3.73 16.57 0.22 --- ---- RS 0.00 ------ ----- -0.52 3.13 UNBRACE LENGTHS --------------- Bay ------------Minor------------ Id Major LS LL MS RL RS --- ----- ----- ----- ----- ----- ----- 1 23.5 23.5 0.0 0.0 0.0 23.5 WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k )-----------.-----------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 -0.92 0.92 0.00 5.38 11.75 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- cayc U vl L4J HCI STEEL BUILDING SYSTEMS. INC. Job No 2324 I modify Loc UC Customer BUILT-WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE t Checked By BW ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2324 Girt Design Report 5/22/03 8:27am Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- 1 --- ------ ----- ---- LS -0.92 13.21 0.07 --- ------ ----- ---- MS 5.38 8.29 0.65 --- ---- LS 0.00 ------ ----- 0.75 3.13 UNBRACE LENGTHS --------------- Bay ------------Minor------------ Id Major LS LL MS RL RS --- ----- ----- ----- ----- ----- ----- 1 23.5 23.5 23.5 23.5 23.5 23.5 2324 Sidewall Jamb/Header Summary 5/22/03 8:27am JAMB/HEADER LAYOUT: Bay Member Member Member Member Id Id Size Length Weight --- -------------- ------ ------ 2324 Wall Panel Report 5/22/03 8:27am PANEL REACTIONS: (Back Sidwall, Bay= 1) Panel: HHR 26 ; Type = HR ; Gage = 26.00 ; Yield = 50 MOMENTS & DEFLECTION: --------- Moment(ft-lb/ft)--------- Page 67 Of 125 2324 Weight Summary 5/22/03 8:27am Girts = 275.42 Frame Openings = 0.00 275.42 2324 Sidewall Design Warning Report 5/22/03 8:27am .. No Warnings Job No 2329 modify "Cl Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS, INC. { Checked By BW ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2324 ------------------------------------------------------------------------------ Wall Panel Report 5/22/03 8:27am ------------------------------------------------------------------------------ Span Span LD Support Midspan ---Deflect(in)-- Id (ft) Id Calc Allow UC Calc Allow UC Calc Allow UC ---- ----- -- ----- 1 7.33 WP ----- ---- ----- 57.6 153.1 0.38 -54.4 ----- 138.8 ---- 0.39 ----- -0.38 ----- ---- 0.98 0.39 WS -76.8 138.8 0.55 72.6 153.1 0.47 0.50 0.98 0.52 2 5.67 WP 57.6 153.1 0.38 0.7 153.1.0.00 0.05 0.76 0.07 WS -76.8 138.8 0.55 -1.0 138.8 0.01 -0.07 0.76 0.09 3 6.33 WP 40.9 153.1 0.27 -41.5 138.8 0.30 -0.22 0.84 0.26 WS -54.5 138.8 0.39 55.3 153.1 0.36 0.29 0.84 0.34 2324 Weight Summary 5/22/03 8:27am Girts = 275.42 Frame Openings = 0.00 275.42 2324 Sidewall Design Warning Report 5/22/03 8:27am .. No Warnings *2324 Endwall Design Input Echo 5/22/03 8:27am *(1)JOBID: (Max: 60 char) '2324' *(2)PROGRAM OPTIONS: * EW Run Run Run Run No Des Lap * Id Col/Raf Girt Brace Panel Cycles Stiff 'L' 'Y' 'Y' 'Y' 'Y' 4 0.50 (3) DESIGN CODE: * *Design ---Steel—Code--- Code teelCode--- Code Cold Hot 'WS' 'AISI96' 'AISC89' ---Build--- Seismic Country Code Year Zone '----' 'UBC ' 197' '3 ' *(4)DESIGN CONSTANTS: Wind * ---------------Steel Yield(ksi )-------------- ---Stress Ratio--- Strength * Web Flg C -Sec W -Sec R -Sec U -Sec EP Panel Col/Raf Girt Panel Factor 50.0 55.0 55.0 50.0 50.0 36.0 55.0 50.0 1.03 1.03 1.03 1.3333 *(5)DEFLECTION LIMITS: * -----Rafter----- ---Girt--- --Panel--- Part Wind * Live Wind Total Column Wall Facia Wall Facia Wall Bent 120. 9*0. 0. 90. 90. 0. 90. 0. 90. 80. *(6)REPORTS: * Input. Column Wall Door Wall Cable * Echo Rafter Girt Jamb Panel Brace 'I' '3' 12' 'Y' Y. Y. *(7)BUILDING TYPE: * Build Expand EW * Type Use Offset 'FF-' IN ' 15.50 *(8)SURFACE SHAPE: * No. X-Coord Y-Coord Offset rdyc Job N;j 2324 modify Customer I BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS, INC. Checked By BW *2324 Endwall Design Input Echo 5/22/03 8:27am *(1)JOBID: (Max: 60 char) '2324' *(2)PROGRAM OPTIONS: * EW Run Run Run Run No Des Lap * Id Col/Raf Girt Brace Panel Cycles Stiff 'L' 'Y' 'Y' 'Y' 'Y' 4 0.50 (3) DESIGN CODE: * *Design ---Steel—Code--- Code teelCode--- Code Cold Hot 'WS' 'AISI96' 'AISC89' ---Build--- Seismic Country Code Year Zone '----' 'UBC ' 197' '3 ' *(4)DESIGN CONSTANTS: Wind * ---------------Steel Yield(ksi )-------------- ---Stress Ratio--- Strength * Web Flg C -Sec W -Sec R -Sec U -Sec EP Panel Col/Raf Girt Panel Factor 50.0 55.0 55.0 50.0 50.0 36.0 55.0 50.0 1.03 1.03 1.03 1.3333 *(5)DEFLECTION LIMITS: * -----Rafter----- ---Girt--- --Panel--- Part Wind * Live Wind Total Column Wall Facia Wall Facia Wall Bent 120. 9*0. 0. 90. 90. 0. 90. 0. 90. 80. *(6)REPORTS: * Input. Column Wall Door Wall Cable * Echo Rafter Girt Jamb Panel Brace 'I' '3' 12' 'Y' Y. Y. *(7)BUILDING TYPE: * Build Expand EW * Type Use Offset 'FF-' IN ' 15.50 *(8)SURFACE SHAPE: * No. X-Coord Y-Coord Offset 01, r Q V C V 7 V.L I c a Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS. INC. Checked By BW * Surf (ft) (ft) (in) 3 0.0000 20.0000 10.000 60.0000 25.0000 8.000 60.0000 0.0000 10.000 *(9)BAY SPACING: * Roof Frame Sets Of Bay No. * Bay Recess Bays Width Bays 28.2500 0.3333 1 20.0000 3 *(10)FRAMED OPENINGS: * No. Bay Open Open Open Open Sill Base Set Member Remove * Open Id Width Height Offset Type Height Elev Depth Select Panels 0 *(11)PARTIAL WALLS: * Set _Of Base Full--Bay_Id-- Wall * Bays Type Load Start End Height 0 *(12)COLUMNS: *--Left_Corner---Right Corner-- -Int Facia-- Int _No_Facia Max_UnBr Base * Type Rot Depth Type Rot Depth Type Depth Type Depth Same Length Elev * (in) (in) (in)' (in) Dep (ft) (in) 'R '-' 0.00 'R '-' 0.00 'R 0.00 'R 0.00 'N' 83.333 0.000 *(13)COLUMN SIZE: * Set No. Column * Member Column Size 'N' *(14)RAFTERS: * Rafter Set * Select Depth 'R 1 0.000 Rafter Flange Same Brace 'Y' 'Y' *(15)RAFTERS SIZE: * Set No. Rafter * Member Rafter Size 'N' CCIjC /V VL 1CJ Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS. INC. k,:; Checked By BW *(16)RAFTER SPLICES: * Surf No. Splice Splice * Id Splice Loc. Type 2 1 39.1386 'F ' *(17)ENDWALL GIRTS: * Girt Flange Set Set Max Girt To One Girt Max Unbr * Type Brace Depth Lap Space Rafter Depth/Bay Length 'ZF' 'Y' 8.000 0.0000 7.3333 'N' 'Y' 10.0000 *(18)ENDWALL GIRTS LOCATION: (Max: 20 girts) * Set No. Girt * Loc Girts Location 'Y' 3 7.3333 13.0000 18.3333 *(19)SPECIAL GIRT: * Sets Of --Bay Id-- Girt Girt Girt * Girts Start End Height Type Rotate 0 *(20)ROOF PURLINS: * Surf Peak Purl No. Surf * Id Space Space Purlin Ext 2 1.000 4.301 13 0.000 *(21)PANELS: * Wall * Panel 'HHR 26 ' *(22.)WIND FRAMING SELECTION: * -----Order Of Selection------ * Panel Diagonal Wind Wind * Shear Bracing Bent Column /N' ly, N/ /N/ *(23)WALL BRACING: * Wind Brace * Shear Type 100.0 'R ' *(24)WIND BENTS: No. _Bays Specified Specified Bays_For_Bracing 1 2 *(25)WIND COLUMNS: * --Member-- No Of Left/ * Type Depth Bays Bay Id Right '-' 0.00 0 *(26)WALL BRACING ATTACHMENT *No Of Attach --Bay Id-- No Of *Attach Id Start End Level 0 *(27)EAVE EXTENSION: * *Wall No Of Ext -Bay Id -- *Id Ext Id Start End Height Width 2 0 4 0 *(28)CANOPY: * *Wall No Of Ext -Bay Id -- *Id Ext Id Start End Height Width 1 0 2 0 4 0 Level Height -Edge Extend- Ext Slope Left Right Mount -Edge Extend- Ext Slope Left Right Mount *(29)FACIA/PARAPET * *Wall #Of Ext Fac Bay _Id ----Attach Beam--- ---Facia/Parapet--- Edge Extend Ext * Id Ext Id Typ St End Height Width Slope Elev Height Slope Left Right Mnt * (C,E) (ft) (ft) ?:12 (ft) (ft) ?:12 (ft) (ft) 1 0 2 0 4 0 *(30)FACIA/PARAPET GIRTS: * *Ext ----Top---- --Interior- ---Back—Panel--- Angle *Id Type Rotate Type Rotate Part Rotate Spacing r. c j C I Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 HCI STEEL BUILDING Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE Checked By BW SYSTEMS. INC. * --Member-- No Of * Type Depth Bays Bay Id '-' 0.00 0 *(25)WIND COLUMNS: * --Member-- No Of Left/ * Type Depth Bays Bay Id Right '-' 0.00 0 *(26)WALL BRACING ATTACHMENT *No Of Attach --Bay Id-- No Of *Attach Id Start End Level 0 *(27)EAVE EXTENSION: * *Wall No Of Ext -Bay Id -- *Id Ext Id Start End Height Width 2 0 4 0 *(28)CANOPY: * *Wall No Of Ext -Bay Id -- *Id Ext Id Start End Height Width 1 0 2 0 4 0 Level Height -Edge Extend- Ext Slope Left Right Mount -Edge Extend- Ext Slope Left Right Mount *(29)FACIA/PARAPET * *Wall #Of Ext Fac Bay _Id ----Attach Beam--- ---Facia/Parapet--- Edge Extend Ext * Id Ext Id Typ St End Height Width Slope Elev Height Slope Left Right Mnt * (C,E) (ft) (ft) ?:12 (ft) (ft) ?:12 (ft) (ft) 1 0 2 0 4 0 *(30)FACIA/PARAPET GIRTS: * *Ext ----Top---- --Interior- ---Back—Panel--- Angle *Id Type Rotate Type Rotate Part Rotate Spacing *(31)LOADS FOR EAVE EXTENSION, CANOPY, FACIA, AND PARAPET: * * *Ext Ext Beam Facia/Parapet Facia/Parapet Girt *Id Dead Collat Live Press Suct ' Press Suct Press Suct *(32)BASIC LOADS: rays is vl 141 Job No 2324 Snow Basic modify Ratio Seismic Torsion Forces * Load Load Load Load Wind Deflect Factor Customer BUILT -WELL CONSTRUCTION 2.5 0.0 10.0 Date 5/22/2003 1.00 Description V.F. WALNUT HULLER BLDG *(33)WIND PRESSURE/SUCTION: * Designed By MICHAEL LAPIERRE HCI STEEL BUILDING * Wind Wind SYSTEMS, INC. z * Press Suct Checked By BW *(31)LOADS FOR EAVE EXTENSION, CANOPY, FACIA, AND PARAPET: * * *Ext Ext Beam Facia/Parapet Facia/Parapet Girt *Id Dead Collat Live Press Suct ' Press Suct Press Suct *(32)BASIC LOADS: * Dead Collat. Live Snow Basic Wind Load Ratio Seismic Torsion Forces * Load Load Load Load Wind Deflect Factor Load Wind Seismic 2.5 0.0 10.0 0.0 10.0 1.00 1.00 2.28 0.00 0.00 *(33)WIND PRESSURE/SUCTION: * * Wind Wind * Press Suct 9.0 -13.0 Column 9.0 -13.0 Girt/Header 9.0 -13.0 Jamb 12.0 -16.0 Panel 13.0 -13.0 Parapet Girt *(34)WIND COEFFICIENTS: * Surf Rafter Wind 1 Rafter Wind -2 Bracing Wind Long Surface * Id Left Right Left Right Left Right Wind Friction 1 0.80 -0.50 0.80 -0.50 0.80 -0.50 0.00 0.00 2 -1.20 -1.20 -1.20 -1.20 -1.20 -1.20 -1.20 0.00 3 -0.50 0.80 -0.50 0.80 -0.50 0.80 0.00 0.00 *(35)COLUMN & BRACING DESIGN LOADS: * *Load Snow/ Rafter _Wind Brace Wind Long Column Wind I Aux Load *No Id Dead Coll Live Left Right Left Right Wind Press Suct Seisl Id Coef 8 1 •1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0 0.00 3 1.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0 0.00 4 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0 0.00 5 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 6 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 8 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 �*(36)COLUMN & BRACING DESIGN LOADS: Deflection rage i.s Ur 1Z5 Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING , Checked By BW SYSTEMS. INC. *Load Snow/ Rafter Wind Brace _Wind Long Column Wind I Aux Load *No Id Dead Coll Live Left Right Left Right Wind Press Suct Seisl Id Coef 0 *(37)RAFTER * DESIGN LOADS: * No. Load Snow/ Rafter Wind 1 Rafter Wind 2 1 Aux Load *Load Id Dead Collat Live Left Right Left Right Seis I Id Coef 12 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 4 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 5 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 6 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 1 1.00 7 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 2 1.00 8 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 3 1.00 9 1.00 1.00 0.50. 0.00 0.00 0.00 0.00 0.00 4 1.00 10 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 5 1.00 11 1.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 12 1.00 1.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 *(38)RAFTER * DESIGN LOADS: Deflection * No. Load Snow/ Rafter Wind 1 Rafter Wind 2 1 Aux Load *Load Id Dead Collat Live Left Right Left Right Seis I Id Coef 0 *(39)AUXILIARY LOADS: (Max: 10 loads, 10 comb/load) * No. Aux Aux No. Add Add Load * Aux Id Name Combs Id Coef 5 1 'ElUNB LL 1' 1 1 0.50 2 'ElUNB LL 2' 1 2 0.50 3 'ElUNB LL 3' 1 3 0.50 4 'ElUNB LL 4' 2 1 0.50 2 0.50 5 'ElUNB LL 5' 2 2 0.50 3 0.50 *(40)ADDITIONAL LOADS: (Max: 20 loads) * No. Add Surf Basic Load rays /'f Ui lcj FY Job No 2324 Y -Conc. modify Id Load Type I W1 W2 Co DL1 DL2 -Unif. Customer BUILT -WELL CONSTRUCTION 'D Date 5/22/2003 0.08 Description V.F. WALNUT HULLER BLDG 2 Designed B MICHAEL LAPIERRE HCI STEEL BUILDING -0.14 0.08 20.07 40.14 3 SYSTEMS. INC. IChecked s y...t 5,... -0.14 -0.14 Byl BW *(40)ADDITIONAL LOADS: (Max: 20 loads) * No. Add Surf Basic Load I FX FY M X Y -Conc. * Add Id Id Load Type I W1 W2 Co DL1 DL2 -Unif. 3 1 2 '------' 'D -0.14 -0.14 0.08 0.00 20.07 2 2 '------' 'D -0.14 -0.14 0.08 20.07 40.14 3 2 '------' 'D -0.14 -0.14 0.08 40.14 60.21 *(41)GIRT LAPS: * * Data ------Set 1------- ------Set 2------- ------Set 3------- * Opt Sets Left Right Quan Left Right Quan Left Right Quan '-' 0 *(42)GIRT STRAPS: * * Data ---Set-1 --- ---Set-2 --- ---Set-3 --- ---Set 4 --- *Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan 0 2324 Endwall Design Code 5/22/03 8:32am STRUCTURAL CODE: Design Basis - WS Hot Rolled Steel - AISC89 Cold Formed Steel - AISI96 BUILDING CODE: Wind Code - UBC Year - 97 Seismic Zone - 3 2324 Column & Rafter Design 5/22/03 8:32am raye Job No 2324 modify Total= 1528.93 DESIGN ACTIONS/STRESSES: (W/R/U-Section) Customer BUILT -WELL CONSTRUCTION Shear (k Date ,ksi )- 5/22/2003 Load Design Description V.F. WALNUT HULLER BLDG Allow Designed By MICHAEL LAPIERP.E HCI STEEL BUILDING Id ----- Id ---- Load ------ Stress ------ Stress ------ Load ------ Stress Stress Load Stress Stress SYSTEMS. INC. 1 1.92 0.65 13.61 0.00 ------ 0.00 ------ 20.00 ------ 0.00 Checked By BW Col -1 2324 Column & Rafter Design -1.24 ----------------- 5/22/03 8:32am MEMBER SIZES: 22.66 Col -1 3 -0.32 -0.11 40.00 -1.24 Member Member Member --- Web _Size -- -Flange Size- Member Member Id Locate ------ ------ Size ----------- Depth ----- Thick ----- Width ----- Thick Length Weight Col-1 0.8 W8x10 7.47 0.170 3.94 ----- 0.205 ------ 19.1 ------ 190.7 Col -2 20.0 W8x10 7.47 0.170 3.94 0.205 20.7 206.6 Col -3 40.0 W8xl3 7.49 0.230 4.00 0.255 22.3 290.3 Col -4 59.2 W8x10 7.47 0.170 3.94 0.205 23.9 239.3 Raf-1 W8xl0 7.47 0.170 3.94 0.205 39.2 391.9 Raf-2 W8x10 7.47 0.170 3.94 0.205 21.0 210.1 Total= 1528.93 DESIGN ACTIONS/STRESSES: (W/R/U-Section) --- Axial (k ,ksi )----- Shear (k ,ksi )---Moment (f -k ,ksi )- Mem Load Design Calc Allow Design Calc Allow Design Calc Allow Id ----- Id ---- Load ------ Stress ------ Stress ------ Load ------ Stress Stress Load Stress Stress Col-1 1 1.92 0.65 13.61 0.00 ------ 0.00 ------ 20.00 ------ 0.00 ------ 0.00 ------ 16.99 Col -1 2 -0.32 -0.11 40.00 -1.24 0.98 26.67 5.91 -9.08 22.66 Col -1 3 -0.32 -0.11 40.00 -1.24 0.98 26.67 5.91 -9.08 22.66 Col -1 4 -0.97 -0.33 40.00 0.86 0.68 26.67 -4.09 -6.28 22.66 Col -1 5 -0.97 -0.33 40.00 -1.24 0.98 26.67 5.91 -9.08 22.66 Col -1 6 -0.97 -0.33 40.00 -1.24 0.98 26.67 5.91 -9.08 22.66 Col -1 7 0.64 0.22 18.15 0.00 0.00 26.67 0.00 0.00 22.66 Col -1 8 0.58 0.20 18.15 0.00 0.00 26.67 0.00 0.00 22.66 Col -2 1 4.27 1.44 13.61 0.00 0.00 20.00 0.00 0.00 16.99 Col -2 2 -0.91 -0.31 40.00 -2.63 2.07 26.67 13.59 -20.88 22.66 Col -2 3 3.79 1.28 18.15 -2.63 2.07 26.67 13.59 -20.88 22.66 Col -2 4 -2.45 -0.83 40.00 1.82 1.43 26.67 -9.41 -14.45 22.66 Col -2 5 -2.45 -0.83 40.00 -2.63 2.07 26.67 13.59 -20.88 22.66 Col -2 6 -2.45 -0.83 40.00 -2.63 '2.07 26.67 13.59 -20.88 22.66 Col -2 7 1.26 0.43 18.15 0.00 0.00 26.67 0.00 0.00 22.66 Col -2 8 3.73 1.26 18.15 0.00 0.00 26.67 0.00 0.00 22.66 Col -3 1 4.35 1.13 13.67 0.00 0.00 20.00 0.00 0.00 20.93 Col -3 2 1.77 0.46 18.23 -2.84 1.65 26.67 15.87 -19.21 27.90 rayC ry vt lc� Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V F WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS, INC. Checked By BW ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2324 ------------------------------------------------------------------------------ Column & Rafter Design 5/22/03 8:32am ------------------------------------------------------------------------------ Col-3 3 -0.90 -0.23 40.00 -2.84 1.65 26.67 15.87 -19.21 27.90 Col -3 4 -2.44 -0.64 40.00 1.97 1.14 26.67 -10.99 -13.30 27.90 Col -3 5 -2.44 -0.64 40.00 -2.84 1.65 26.67 15.87 -19.21 27.90 Col -3 6 -2.44 -0.64 40.00 -2.84 1.65 26.67 15.87 -19.21 27.90 Col -3 7 3.55 0.93 18.23 0.00 0.00 26.67 0.00 0.00 27.90 Col -3 8. 1.21 0.32 18.23 0.00 0.00 26.67 0.00 0.00 27.90 Col -4 1 2.02 0.68 13.61 0.00 0.00 20.00 0.00 0.00 16.99 Col -4 2 -0.28 -0.10 40.00 -1.56 1.23 26.67 9.30 -14.29 22.66 Col -4 3 -0.28 -0.10 40.00 -1.56 1.23 26.67 9.30 -14.29 22.66 Col -4 4 -0.95 -0.32 40.00 1.08 0.85 26.67 -6.44 -9.90 22.66 Col -4 5 -0.95 -0.32 40.00 -1.56 1.23 26.67 9.30 -14.29 22.66 Col -4 6 -0.95 -0.32 40.00 -1.56 1.23 26.67 9.30 -14.29 22.66 Col -4 7 0.70 0.24 18.15 0.00 0.00 26.67 0.00 0.00 22.66 Col -4 8 0.64 0.22 18.15 0.00 0.00 26.67 0.00 0.00 22.66 Raf-1 1 0.16 0.05 20.03 -2.17 1.71 20.00 7.20 -11.06 32.70 Raf-1 2 0.48 0.16 26.71 1.46 1.15 26.67 -4.84 -7.43 43.61 Raf-1 3 0.48 0.16 26.71 1.46 1.15 26.67 -4.84 -7.43 43.61 Raf-1 4 0.48 0.16 26.71 1.46 1.15 26.67 -4.84 -7.43 43.61 Raf-1 5 0.48 0.16 26.71 1.46 1.15 26.67 -4.84 -7.43 43.61 Raf-1 6 0.12 0.04 20.63 -2.11 1.66 20.00 -5.76 -8.86 27.71 Raf-1 7 0.16 0.05 20.03 1.87 1.47 20.00 5.91 -9.08 32.70 Raf-1 8 0.09 0.03 20.03 -1.33 1.05 20.00 5.00 -7.69 32.70 Raf-1 9 0.17 0.06 20.03 -2.18 1.72 20.00 7.60 -11.67 32.70 Raf-1 10 0.15 0.05 20.03 -1.80 1.42 20.00 5.80 -8.92 32.70 Raf-1 11 1.48 0.50 26.71 -0.56 0.44 26.67 1.87 -2.87 43.61 Raf-1 12 1.60 0.54 26.71 -0.49 0.39 26.67 1.63 -2.50 43.61 Raf-2 1 0.18 0.06 20.63 2.17 1.71 20.00 7.19 -11.05 32.70 Raf-2 2 0.41 0.14 26.71 -1.46 1.15 26.67 -4.83 -7.42 43.61 Raf-2 3 0.41 0.14 26.71 -1.46 1.15 26.67 -4.83 -7.42 43.61 Raf-2 4 0.41 0.14 26.71 -1.46 1.15 26.67 -4.83 -7.42 43.61 Raf-2 5 0.41 0.14 26.71 -1.46 1.15 26.67 -4.83 -7.42 43.61 Raf-2 6 0.11 0.04 20.63 1.33 1.04 20.00 -3.50 -5.38 27.71 Raf-2 7 0.12 0.04 20.63 -1.87 1.47 20.00 5.90 -9.07 32.70 Raf-2 8 0.17 0.06 20.63 2.10 1.66 20.00 -5.75 -8.84 27.71 Raf-2 9 0.12 0.04 20.63 -1.77 1.39 20.00 5.47 -8.41 32.70 Raf-2 10 0.18 0.06 20.63 2.18 1.72 20.00 7.59 -11.66 32.70 Raf-2 11 1.51 0.51 26.71 0.56 0.44 26.67 1.87 -2.87 43.61 Raf-2 12 0.84 0.28 27.50 0.49 0.39 26.67 1.63 -2.50 43.61 ray Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS, INC. t : Checked By BW ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2324 Column & Rafter Design 5/22/03 8:32am STRESS RATIO: Mem Load Id ----- Id Axial Shear Moment Axl+Mom Shr+Mom Col-1 ---- 1 ----- 0.05 ----- 0.00 ------ 0.00 -------------- 0.05 Col -1 2 0.00 0.04 0.40 0.40 Col -1 3 0.00 0.04 0.40 0.40 Col -1 4 0.01 0.03 0.28 0.28 Col -1 5 0.01. 0.04 0.40 0.40 Col -1 6 0.01 0.04 0.40 0.40 Col -1 7 0.01 0.00 0.00 0.01 Col -1 8 0.01 0.00 0.00 0.01 Col -2 1 0.11 0.00 0.00 0.11 Col -2 2 0.01 0.08 0.92 0.92 Col -2 3 0.07 0.08 0.92 0.95 Col -2 4 0.02 0.05 0.64 0.64 Col -2 5 0.02 0.08 0.92 0.92 Col -2 6 0.02 0.08 0.92 0.92 Col -2 7 0.02 0.00 0.00 0.02' Col -2 8 0.07 0.00 0.00 0.07 Col -3 1 0.08 0.00 0.00 0.08 Col -3 2 0.03 0.06 0.69 0.70 Col -3 3 0.01 0.06 0.69 0.69 Col -3 4 0.02 0.04 0.48 0.48 Col -3 5 0.02 0.06 0.69 0.69 Col -3 6 0.02 0.06 0.69 0.69 Col -3 7 0.05 0.00 0.00 0.05 Col -3 8 0.02 0.00 0.00 0.02 Col -4 1 0.05 0.00 0.00 0.05 Col -4 2 0.00 0.05 0.63 0.63 Col -4 3 0.00 0.05 0.63 0.63 Col -4 4 0.01 0.03 0.44 0.44 Col -4 5 0.01 0.05 0.63 0.63 Col -4 6 0.01 0.05 0.63 0.63 Col -4 7 0.01 0.00 0.00 0.01 Col -4 8 0.01 0.00 0.00 0.01 Raf-1 1 0.00 0.09 0.34 0.34 Raf-1 2 0.01 0.04 0.17 0.17 Raf-1 3 0.01 0.04 0.17 0.17 rage is ur lzo Job No 2324 modify C I Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING :, .... Checked By BW SYSTEMS. INC. ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2324 ------------------------------------------------------------------------------ Column & Rafter Design 5/22/03 8:32am ------------------------------------------------------------------------------ Raf-1 4 0.01 0.04 0.17 0.17 Raf-1 5 0.01 0.04 0.17 0.17 Raf-1 6 0.00 0.08 0.32 0.32 Raf-1 7 0.00 0.07 0.28 0.28 Raf-1 8 0.00 0.05 0.24 0.24 Raf-1 9 0.00 0.09 0.36 0.36 Raf-1 10 0.00 0.07 0.27 0.27 Raf-1 11 0.02 0.02 0.07 0.07 Raf-1 12 •0.02 0.01 0.06 0.07 Raf-2 1 0.00 0.09 0.39 0.34 Raf-2 2 0.01 0.04 0.17 0.17 Raf-2 3 0.01 0.04 0.17 0.17 Raf-2 4 0.01 0.04 0.17 0.17 Raf-2 5 0.01 0.04 0.17 0.17 Raf-2 6 0.00 0.05 0.19 0.19 Raf-2 7 0.00 0.07 0.28 0.28 Raf-2 8 0.00 0.08 0.32 0.32 Raf-2 9 0.00 0.07 0.26 0.26 Raf-2 10 0.00 0.09 0.36 0.36 Raf-2 11 0.02 0.02 0.07 0.08 Raf-2 12 0.01 0.01 0.06 0.06 MEMBER DEFLECTIONS/COLUMN REACTIONS: Mem Load Deflection (in) Reaction (k ) Id Id ----- ---- Calc ------ Allow ------ Horz(OP) ------- Vert ----- Horz(IP) Col-1 1 0.00 2.54 0.00 1.92 ------- 0.00 Col -1 2 0.43 2.54 1.24 -0.32 0.00 Col -1 3 0.43 2.54 1.24 -0.32 0.00 Col -1 4 -0.30 2.54 -0.86 -0.97 0.00 Col -1 5 0.43 2.54 1.24 -0.97 0.00 Col -1 6 0.43 2.54 1.24 -0.97. 0.00 Col -1 7 0.00 2.54 0.00 0.64 0.00 Col -1 8 0.00 2.54 0.00 0.58 0.00 Col -2 1 0.00 2.76 0.00 4.27 0.00 Col -2 2 1.17 2.76 2.63 -3.58 2.53 Col -2 3 1.17 2.76 2.63 3.79 0.00 Col -2 4 -0.81 2.76 -1.82 -2.45 0.00 Job No 2324 modify Customer BUILT-WELL CONSTRUCTION Date 15/22/2003 Description V.F. WALNUT HULLER BLDG Designed Bye MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS. INC. Checked By BW 2324 Column & Rafter Design 5/22/03 8:32am Col-2 5 1.17 2.76 2.63 -2.45 0.00 Col-2 6 1.17 2.76 2.63 -2.45 0.00 Col-2 7 0.00 2.76 0.00 -1.14 2.28 Col-2 8 0.00 2.76 0.00 3.73 0.00 Col-3 1 0.00 2.98 0.00 4.35 0.00 Col-3 2 1.24 2.98 2.84 1.77 0.00 Col-3 3 1.24 2.98 2.84 -5.61 4.46 Col-3 4 -0.86 2.98 -1.97 -2.44 0.00 Col-3 5 1.24 2.98 2.84 -2.44 0.00 Col-3 6 1.24 2.98 2.84 -2.44 0.00 Col-3 7 0.00 2.98 0.00 3.55 0.00 Col-3 8 0.00 2.98 0.00 -1.19 2.28 Col-4 1 0.00 3.19 0.00 2.02 0.00 Col-4 2 1.07 3.19 1.56 -0.28 0.00 Col-4 3 1.07 3.19 1.56 -0.28 0.00 Col-4 4 -0.74 3.19 -1.08 -0.95 0.00 Col-4 5 1.07 3.19 1.56 -0.95 0.00 Col-4 6 1.07 3.19 1.56 -0.95 0.00 Col-4 7 0.00 3.19 0.00 0.70 0.00 Col-4 8 0.00 3.19 0.00 0.64 0.00 Raf-1 1 -0.32 2.00 Raf-1 2 0.21 2.67 Raf-1 3 0.21 2.67 Raf-1 4 0.21 2.67 Raf-1 5 0.21 2.67 Raf-1 6 -0.36 2.00 Raf-1 7 -0.19 2.00 Raf-1 8 -0.22 2.00 Raf-1 9 -0.30 2.00 Raf-1 10 -0.15 2.00 Raf-1 11 -0.08 2.67 Raf-1 12 -0.07 2.67 Raf-2 1 -0.32 2.00 Raf-2 2 0.21 2.67 Raf-2 3 0.21 2.67 Raf-2 4 0.21 2.67 Raf-2 5 0.21 2.67 Raf-2 6 -0.22 2.00 Raf-2 7 -0.13 2.00 Raf-2 8 -0.36 2.00 Page 80 Of 125 Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING Checked By BW SYSTEMS. INC. ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2324 Column & Rafter Design 5/22/03 8:32am ------------------------------------------------------------------------------ Raf-2 9 -0.15 2.00 Raf-2 10 -0.30 2.00 Raf-2 11 -0.08 2.67 Raf-2 12 -0.07 2.67 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2324 Column Actions & Unbraced Lengths 5/22/03 8:32am LOAD COMBINATION # 1 -------------------- --------Actions------- Unbraced Length Col Base Axial Shear Moment Major Minor Id Offset ---- k k f -k ft ft ------ 1 0.00 ------ 1.92 ------ 0.00 ------ 0.00 ----=- ------ 19.1 7.3 1 9.53 1.92 0.00 0.00 19.1 7.3 1 19.07 1.92 0.00 0.00 19.1 7.3 2 0.00 4.27 0.00 0.00 20.7 7.3 2 10.33 4.27 0.00 0.00 20.7 7.3 2 20.66 4.27 0.00 0.00 20.7 7.3 3 0.00 4.35 0.00 0.00 22.3 7.3 3 11.16 4.35 0.00 0.00 22.3 7.3 3 22.33 4.35 0.00 0.00 22.3 7.3 4 0.00 2.02 0.00 0.00 23.9 7.3 4 11.96 2.02 0.00 0.00 23.9 7.3 4 ,23.93 2.02 0.00 0.00 23.9 7.3 LOAD COMBINATION # 2 --------Actions------- Unbraced_Length Col Base Axial Shear Moment Major Minor Id Offset ---- ------ k k f -k ft ft 1 0.00 ------ -0.32 ------ -1.24 ------ 0.00 ------ ------ 19.1 7.3 1 9.53 -0.32 0.00 5.91 19.1 7.3 1 19.07 -0.32 1.24 0.00 19.1 7.3 LOAD COMBINATION # 3 -------------------- --------Actions------- Unbraced Length rcayC Oi V1 1GJ Base Job No 2324 Moment Major modify Id ---- Customer BUILT -WELL CONSTRUCTION f -k Date 5/22/2003 1 Description V.F. WALNUT HULLER BLDG ------ 19.1 Designed By MICHAEL LAPIERRE HCI STEEL BUILDING -0.32 0.00 5.91 19.1 7.3 1 19.07 -0.32 SYSTEMS. INC. 0.00 19.1 7.3 2 0.00 3.79 Checked By BW ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2324 Column Actions & Unbraced Lengths 3.79 5/22/03 8:32am 2 0.00 -0.91 -2.63 0.00 20.7 7.3 2 10.33 -0.91 0.00 13.59 20.7 7.3 2 20.66 -0.91 2.63 0.00 20.7 7.3 3 0.00 1.77 -2.84 0.00 22.3 7.3 3 11.16 1.77 0.00 15.87 22.3 7.3 3 22.33 1.77 2.84 0.00 22.3 7.3 4 0.00 -0.28 -1.56 0.00 23.9 7.3 4 11_.96 -0.28 0.00 9.30 23.9 7.3 4 23.93 -0.28 1.56 0.00 23.9 7.3 LOAD COMBINATION # 3 -------------------- LOAD COMBINATION # 4 --------------- --------Actions------- Unbraced Length Col Base Axial Shear Moment Major Minor Id ---- Offset ------ k k f -k ft ft 1 0.00 ------ -0.32 ------ -1.24 ------ 0.00 ------ 19.1 ------ 7.3 1 9.53 -0.32 0.00 5.91 19.1 7.3 1 19.07 -0.32 1.24 0.00 19.1 7.3 2 0.00 3.79 -2.63 0.00 20.7 7.3 2 10.33 3.79 0.00 13.59 20.7 7.3 2 20.66 3.79 2.63 0.00 20.7 7.3 3 0.00 -0.90 -2.84 0.00 22.3 .7.3 3 11.16 -0.90 0.00 15.87 22.3 7.3 3 22.33 -0.90 2.84 0.00 22.3 7.3 4 0.00 -0.28 -1.56 0.00 23.9 7.3 4 11.96 -0.28 0.00 9.30 23.9 7.3 4 23.93 -0.28 1.56 0.00 23.9 7.3 LOAD COMBINATION # 4 --------------- --------Actions------- Unbraced_Length Col Base Axial Shear Moment Major Minor Id ---- Offset ------ k k f -k ft ft 1 0.00 ------ -0.97 ------ 0.86 ------ 0.00 ------ 19.1 ------ 7.3 1 9.53 -0.97 0.00 -4.09 19.1 7.3 1 19.07 -0.97 -0.86 0.00 19.1 7.3 rage az ui lzo Job No 2324 modify C I Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed B MICHAEL LAPIERRE HCI STEEL BUILDING Checked By BW SYSTEMS. INC. I ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2324 Column Actions & Unbraced Lengths 5/22/03 8:32am 2 0.00 -2.45 1.82 0.00 20.7 7.3 2 10.33 -2.45 0.00 -9.41 20.7 7.3 2 20.66 -2.45 -1.82 0.00 20.7 7.3 3 0.00 -2.44 1.97 0.00 22.3 7.3 3 11.16 -2.44 0.00 -10.99 22.3 7.3 3 22.33 -2.44 -1.97 0.00 22.3 7.3 4 0.00 -0.95 1.08 0.00 23.9 7.3 4 11.96 -0.95 0.00 -6.44 23.9 7.3 4� 23.93 -0.95 -1.08 0.00 23.9 7.3 LOAD COMBINATION # 5 -------------------- --------Actions------- Unbraced Length Col Base Axial 'Shear Moment Major Minor Id Offset ---- ------ k k f -k ft ft 1 0.00 ------ -0.97 ------ -1.24 ------ 0.00 ------ ------ 19.1 7.3 1 9.53 -0.97 0.00 5.91 19.1 7.3 1 19.07 -0.97 1.24 0.00 19.1 7.3 2 0.00 -2.45 -2.63 0.00 20.7 7.3 2 10.33 -2.45 0.00 13.59 20.7 7.3 2 20.66 -2.45 2.63 0.00 20.7 7.3 3 0.00 -2.44 -2.84 0.00 22.3 7.3 3 11.16 -2.44 0.00 15.87' 22.3 7.3 3 22.33 -2.44 2.84 0.00 22.3 7.3 4 0.00 -0.95 -1.56 0.00 23.9 7.3 4 11.96 -0.95 0.00 9.30 23.9 7.3 4 23.93 -0.95 1.56 0.00 23.9 7.3 LOAD COMBINATION # 6 -------------------- --------Actions------- Unbraced_Length Col Base Axial Shear Moment Major Minor Id Offset ---- ------ k k f -k ft ft 1 0.00 ------ -0.97 ------ -1.24 ------ 0.00 ------ ------ 19.1 7.3 1 9.53 -0.97 0.00 5.91 19.1 7.3 1 19.07 -0.97 1.24 0.00 19.1 7.3 LOAD COMBINATION # 7 -------------------- Col Base Id Offset 1 0.00 1 9.53 1 19.07 2 0.00 2 10.33 2 20.66 3 0.00 3 11.16 3 22.33 4 0.00 4 11.96 4 23.93 LOAD COMBINATION # 8 -------------------- --------Actions------- Axial Shear Moment k k f -k ------ 0.64 ------ 0.00 cayc v✓ vl ic✓ (C Job No 2324 0.64 0.00 0.00 modify 0.00 Customer BUILT -WELL CONSTRUCTION 1.26 Date 5/22/2003 3.55 Description V.F. WALNUT HULLER BLDG 0.00 Designed By MICHAEL LAPIERRE HCI STEEL BUILDING 0.70 0.00 0.00 0.70 0.00 0.00 0.70 0.00 SYSTEMS. INC. Checked By BW 2324 Column Actions & Unbraced Lengths 5/22/03 8:32am 2 0.00 -2.45 -2.63 0.00 20.7 7.3 2 10.33 -2.45 0.00 13.59 20.7 7.3 2 20.66 -2.45 2.63 0.00 20.7 7.3 3 0.00 -2.44 -2.84 0.00 22.3 7.3 3 11.16 -2.44 0.00 15.87 22.3 7.3 3 22.33 -2.44 2.84 0.00 22.3 7.3 4 0.00 -0.95 -1.56 0.00 23.9 7.3 4 11.96 -0.95 0.00 9.30 23.9 7.3 4 23.93 -0.95 1.56 0.00 23.9 7.3 LOAD COMBINATION # 7 -------------------- Col Base Id Offset 1 0.00 1 9.53 1 19.07 2 0.00 2 10.33 2 20.66 3 0.00 3 11.16 3 22.33 4 0.00 4 11.96 4 23.93 LOAD COMBINATION # 8 -------------------- --------Actions------- Axial Shear Moment k k f -k ------ 0.64 ------ 0.00 ------ 0.00 0.64 0.00 0.00 0.64 0.00 0.00 1.26 0.00 0.00 1.26 0.00 0.00 1.26 0.00 0.00 3.55 0.00 0.00 3.55 0.00 0.00 3.55 0.00 0.00 0.70 0.00 0.00 0.70 0.00 0.00 0.70 0.00 0.00 Unbraced_Length --------Actions------- Col Base Axial Shear Moment Id ---- Offset ------ k k f -k 1. 0.00 ------ 0.58 ------ 0.00 ------ 0.00 1 9.53 0.58 0.00 0.00 1 19.07 0.58 0.00 0.00 Unbraced_Length Major Minor ft ft 19.1 7.3 19.1 7.3 19.1 7.3 20.7 7.3 20.7 7.3 20.7 7.3 22.3 7.3 22.3 7.3 22.3 7.3 23.9 7.3 23.9 7.3 23.9 7.3 Unbraced Length Major Minor ft ft 19.1 7.3 19.1 7.3 19.1 7.3 r a V'= L) y V 1 Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V F WALNUT HULLER BLDG Designed By MICHAEL LAPIERP.E HCI STEEL BUILDING 1.9 -0.7 0.9 Col -2 7.9 4.3 -2.7 2.7 SYSTEMS, INC. 8.0 4.4 -4.2 4.0 Col -4 7.9 Checked By BW 1.2 2324 Column Actions & Unbraced Lengths 5/22/03 8:32am 2 0.00 3.73 0.00 0.00 20.7 7.3 2 10.33 3.73 0.00 0.00 20.7 7.3 2 20.66 3.73 0.00 0.00 20.7 7.3 3 0.00 1.21 0.00 0.00 22.3 7.3 3 11.16 1.21 0.00 0.00 22.3 7.3 3 22.33 1.21 0.00 0.00 22.3 7.3 4 0.00 0.64 0.00 0.00 23..9 7.3 4 11.96 0.64 0.00 0.00 23.9 7.3 4 23.93 0.64 0.00 0.00 23.9 7.3 2324 Rafter Splice Report 5/22/03 8:32am Splice -Surface- ---Plate--- ---Design Load-------Bolts(A325 )---- Id Typ Id Locate Width Thick Id Axl Shr Mom Row Diam Space Gage -- --- -- ------ ----- ----- -- ---- ----- ----- --- ----- ----- ---- 1 F 2 39.1 6.0 0.375 10 0.1 1.8 5.8 1 0.750 0.00 3.00 2 0.4 1.1 -3.7 1 0.750 0.00 3.00 2324 Base Plate & Anchor Bolt Design 5/22/03 8:32am Column Base Max Reactions(k ) Id Depth Comp Tens Shear Col -1 7.9 1.9 -0.7 0.9 Col -2 7.9 4.3 -2.7 2.7 Col -3 8.0 4.4 -4.2 4.0 Col -4 7.9 2.0 -0.7 1.2 --Plate Size(in)-- Width Length Thick ----- ------ ----- 6.0 7.9 0.375 6.0 7.9 0.375 6.0 8.0 0.375 6.0 7.9 0.375 -Bolts(A307 )- Row Diam Gage 2 0.750 3.50 2 0.750 3.50 2 0.750 3.50 2 0.750 3.50 2324 Flush Girt Design Report 5/22/03 8:32am GIRT LOCATION: Bay No. Girt Id Id Girt 1 2 3 --- ---- -------- -------- -------- 1 3 7.333 13.000 18.333 2 3 7.333 13.000 18.333 3 3 7.333 13.000 18.333 GIRT SPAN: Bay No. Girt Id Id Girt 1 2 3 --- ---- -------- -------- -------- 1 3 18.252 18.252 18.252 2 3 19.250 19.250 19.250 3 3 18.252 18.252 18.252 GIRT SIZE: Bay No. Girt Id Id Girt 1 2 3 --- ---- -------- -------- -------- 1 3 8Z30Ul6 8Z30U16 8Z25U16 2 3 8Z30U16 8Z30U16 8Z25U16 3 3 8Z30U16 8Z30U16 8Z25U16 GIRT ACTIONS: Bay Girt Ld--Shear(k )-----Moment(f-k )-- ---Deflect(in)-- Id Id Id Calc Allow UC Calc Allow UC Calc Allow UC --- ---- -- ----- ----- ---- ----- ----- ---- ----- ----- ---- 1 1 WP -0.53 3.08 0.17 -2.44 5.85 0.42 -0.60 2.43 0.25 WS 0.77 3.08 0.25 3.52 3.95 0.89 0.87 2.43 0.36 1 2 WP -0.45 3.08 0.15 -2.06 5.85 0.35 -0.51 2.43 0.21 WS 0.65 3.08 0.21 2.98 3.95 0.75 0.74 2.43 0.30 1 3 WP -0.31 3.08 0.10 -1.40 5.77 0.24 -0.39 2.43 0.16 WS 0.44 3.08 0.14 2.02 2.89 0.70 0.56 2.43 0.23 2 1 WP -0.56 3.08 0.18 -2.71 5..85 0.46 -0.74 2.57 0.29 WS 0.81 3.08 0.26 3.91 3.95 0.99 1.08 2.57 0.42 rCLUC OJ VL 14J HCI STEEL BUILDING SYSTEMS. INC. Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG I Designed By MICHAEL LAPIERRE Checked By BW 2324 Flush Girt Design Report 5/22/03 8:32am GIRT LOCATION: Bay No. Girt Id Id Girt 1 2 3 --- ---- -------- -------- -------- 1 3 7.333 13.000 18.333 2 3 7.333 13.000 18.333 3 3 7.333 13.000 18.333 GIRT SPAN: Bay No. Girt Id Id Girt 1 2 3 --- ---- -------- -------- -------- 1 3 18.252 18.252 18.252 2 3 19.250 19.250 19.250 3 3 18.252 18.252 18.252 GIRT SIZE: Bay No. Girt Id Id Girt 1 2 3 --- ---- -------- -------- -------- 1 3 8Z30Ul6 8Z30U16 8Z25U16 2 3 8Z30U16 8Z30U16 8Z25U16 3 3 8Z30U16 8Z30U16 8Z25U16 GIRT ACTIONS: Bay Girt Ld--Shear(k )-----Moment(f-k )-- ---Deflect(in)-- Id Id Id Calc Allow UC Calc Allow UC Calc Allow UC --- ---- -- ----- ----- ---- ----- ----- ---- ----- ----- ---- 1 1 WP -0.53 3.08 0.17 -2.44 5.85 0.42 -0.60 2.43 0.25 WS 0.77 3.08 0.25 3.52 3.95 0.89 0.87 2.43 0.36 1 2 WP -0.45 3.08 0.15 -2.06 5.85 0.35 -0.51 2.43 0.21 WS 0.65 3.08 0.21 2.98 3.95 0.75 0.74 2.43 0.30 1 3 WP -0.31 3.08 0.10 -1.40 5.77 0.24 -0.39 2.43 0.16 WS 0.44 3.08 0.14 2.02 2.89 0.70 0.56 2.43 0.23 2 1 WP -0.56 3.08 0.18 -2.71 5..85 0.46 -0.74 2.57 0.29 WS 0.81 3.08 0.26 3.91 3.95 0.99 1.08 2.57 0.42 2 2 WP -0.48 r a y c v v v i 1 L J 1AP9NMT!n low HCI STEEL BUILDING SYSTEMS. INC. Job No 2324 modify -0.63 Customer BUILT -WELL CONSTRUCTION -1 Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed B I MICHAEL LAPIERRE _:::': Checked By BW ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2324 Flush Girt Design Report 5/22/03 8:32am 2 2 WP -0.48 3.08 0.15 -2.29 5.85 0.39 -0.63 2.57 0.25 WS 0.69 3.08 0.22 3.31 3.95 0.84 0.91 2.57 0.35 2 3 WP -0.39 3.08 0.13 -1.90 5.77 0.33 -0.59 2.57 0.23 WS 0.57 3.08 0.18 2.74 2.89 0.95 0.85 2.57 0.33 3 1 WP -0.53 3.08 0.17 -2.44 5.85 0.42 -0.60 2.43 0.25 WS 0.77 3.08 0.25 3.52 3.95 0.89 0.87 2.43 0.36 3 2 WP -0.45 3.08 0.15 -2.06 5.85 0.35 -0.51 2.43 0.21 WS 0.65 3.08 0.21 2.98 3.95 0.75 0.74 2.43 0.30 3 3 WP -0.44 3.08 0.14 -2.01 5.77 0.35 -0.56 2.43 0.23 WS 0.64 3.08 0.21 2.91 2.89 1.01 0.81 2.43 0.33 2324 Endwall Diagonal Bracing Summary 5/22/03 8:32am PANEL SHEAR WITH NO BRACING: Panel Shear (Allow) = 100.0 Panel Shear (Calc ) = 74.4 CABLE BRACING REQUIRED: Bay Level ------ Diag Brace ----- Id Height Type Size Part --- ------ ---- ------ -------- 2 21.50 R 0.750 ROD750 COLUMN BASE REACTIONS: Bay Col Max Max Id Id Horz Vert(+/-) --- ---- ---- --------- 2 2 -2.53 2.63 Diag_Force(k ) Brace Tension(k ) Wind Seismic Calc Allow ------------- ------ ------ 6.43 3.29 6.43 7.52 royt, of vl ICJ HCI STEEL BUILDING SYSTEMS, INC. Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE Allow Checked By BW 2 3 4.46 4.63 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2324 Wall Panel Report 5/22/03 8:32am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ PANEL DATA: Bay= 3 Panel: HHR 26 Type = HR Gage = 26.00 ; Yield = 50.0 MOMENTS & DEFLECTION: --------- Moment(ft-lb/ft)--------- Span Span LD Support Midspan ---Deflect(in)-- Id ---- (ft) ----- Id -- Calc ----- Allow UC Calc Allow UC. Calc Allow UC 1 7.33 WP 62.1 ----- 153.1 ---- 0.41 ----- -52.6 ----- 138.8 ---- 0.38 ----- -0.36 ----- 0.98 ---- 0.36 WS -82.8 138.8 0.60 70.1 153.1 0.46 0.47 0.98 0.49 2 5.67 WP 62.1 153.1 0.41 -9.3 138.8 0.07 0.01 0.76 0.01 WS -82.8 138.8 0.60 12.4 153.1 0.08 -0.01 0.76 0.01 3 5.33 WP 38.2 153.1 0.25 -13.9 138.8 0.10 -0.03 0.71 0.05 WS -51.0 138.8 0.37 18.5 153.1 0.12 0.04 0.71 0.06 4 5.41 WP 38.2 153.1 0.25 -26.8 138.8 0.19 -0.09 0.72 0.13 WS -51.0 138.8 0.37 35.8 153.1 0.23 0.12 0.72 0.17 2324 Endwall Design Warning Report 5/22/03 8:32am .. No Warnings 2324 Endwall Weight Summary 5/22/03 8:32am FORCED SPACING: Total Column Weight = 926.85 Page 88 Of 125 Job No 2329 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 LM Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS. INC. `E:: Checked By BW ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2329 Endwall Weight Summary ------------------------------------------------------------------------------ 5/22/03 8:32am ------------------------------------------------------------------------------ Total Rafter Weight = 602.08 Total Girt Weight = 485.07 Total Door Jamb Weight = 0.00 Total Bracing Weight = 88.08 Total Clips Weight = 29.70 Total Endwall Weight = 2131.78 Page 89 Of 125 Job No 2324 modify ,5;,� , Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS. INC. Checked By BW *-----------------------------------------------------------------=------------ ------------------------------------------------------------------------------ *2324 Endwall Design Input Echo 5/22/03 8:34am *(1)JOBID: (Max: 60 char) '2324' *(2)PROGRAM OPTIONS: * EW Run Run Run Run No Des Lap * Id..Col/Raf Girt Brace Panel Cycles Stiff 'R' 'Y, 'Y, 'Y' 'Y' 4 0.50 *(3)DESIGN CODE: * *Design ---Steel Code--- * Code Cold Hot 'WS' 'AIS196' 'AISC89' ---Build--- Seismic Country Code Year Zone ' ----' 'UBC 197' '3 ' *(4)DESIGN CONSTANTS: Wind * ---------------Steel Yield(ksi )-------------- ---Stress Ratio--- Strength * Web Flg C -Sec W -Sec R -Sec U -Sec EP Panel Col/Raf Girt Panel Factor 50.0 55.0 55.0 50.0 50.0 36.0 55.0 50.0 1.03 1.03 1.03 1.3333 *(5)DEFLECTION LIMITS: * -----Rafter----- ---Girt--- --Panel--- Part Wind * Live Wind Total Column Wall Facia Wall Facia Wall Bent 120. 90. 0. 90. 90. 0. 90. 0. 90. 80. *(6)REPORTS: * Input Column Wall Door Wall Cable * Echo Rafter Girt Jamb Panel Brace ,I, '3' 12' 'Y' 'Y' 'Y' *(7)BUILDING TYPE: * Build Expand EW * Type Use Offset 'FF-' 'N ' 15.50 *(8)SURFACE SHAPE: * No. X-Coord Y-Coord Offset *(9)BAY SPACING: * Roof Frame I Sets—Of Bay No. * Bay Redess I Bays Width Bays 23.5000 0.3333 1 20.0000 3 *(10)FRAMED OPENINGS: * No. Bay Open Open Open Open Sill Base Set Member Remove * Open Id Width Height Offset Type Height Elev Depth Select Panels 1 2 10.0000 10.0000 5.0000 41 0.0000 0.000 0.000 'C ' 'G' *(11)PARTIAL WALLS: * Set—Of Base Full --Bay Id-- Wall * Bays Type Load Start End Height 0 *(12)COLUMNS: *--Left_Corner---Right_Corner---Int_Facia-- Int _No_Facia Max_UnBr Base * Type Rot Depth Type Rot Depth Type Depth Type Depth Same Length Elev * (in) (in) (in) (in) Dep (ft) (in) 'R -' 0.00 'R '-' 0.00 'R 0.00 'R 1 0.00 'N' 83.333 0.000 *(13)COLUMN SIZE: * Set No. Column * Member Column Size 'N' *(19)RAFTERS: * Rafter Set Rafter Flange * Select Depth Same Brace 'R 1 0.000 'Y' 'Y' *(15)RAFTERS SIZE: * Set No. Rafter * Member Rafter Size IN, rays _�v vi lc� Job No 2324 modify Customer BUILT-WELL CONSTRUCTION Date 5/22/2003 HCI STEEL BUILDING Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE r. Checked By BW SYSTEMS. INC. * Surf (ft) (ft) (in) 3 0.0000 25.0000 10.000 60.0000 20.0000 8.000 60.0000 0.0000 10.000 *(9)BAY SPACING: * Roof Frame I Sets—Of Bay No. * Bay Redess I Bays Width Bays 23.5000 0.3333 1 20.0000 3 *(10)FRAMED OPENINGS: * No. Bay Open Open Open Open Sill Base Set Member Remove * Open Id Width Height Offset Type Height Elev Depth Select Panels 1 2 10.0000 10.0000 5.0000 41 0.0000 0.000 0.000 'C ' 'G' *(11)PARTIAL WALLS: * Set—Of Base Full --Bay Id-- Wall * Bays Type Load Start End Height 0 *(12)COLUMNS: *--Left_Corner---Right_Corner---Int_Facia-- Int _No_Facia Max_UnBr Base * Type Rot Depth Type Rot Depth Type Depth Type Depth Same Length Elev * (in) (in) (in) (in) Dep (ft) (in) 'R -' 0.00 'R '-' 0.00 'R 0.00 'R 1 0.00 'N' 83.333 0.000 *(13)COLUMN SIZE: * Set No. Column * Member Column Size 'N' *(19)RAFTERS: * Rafter Set Rafter Flange * Select Depth Same Brace 'R 1 0.000 'Y' 'Y' *(15)RAFTERS SIZE: * Set No. Rafter * Member Rafter Size IN, *(16)RAFTER SPLICES: * Surf No. Splice Splice * Id Splice Loc. Type 2 1 21.0693 'F ' *(17)ENDWALL GIRTS: * Girt Flange Set Set Max Girt To One Girt Max_Unbr * Type Brace Depth Lap Space Rafter Depth/Bay Length .'ZF' 'Y' 8.000 0.0000 7.3333 'N' 'Y' 10.0000 *(18)ENDWALL GIRTS LOCATION: (Max: 20 girts) * Set No. Girt * Loc Girts Location 'Y' 3 7.3333 13.0000 18.3333 *(19)SPECIAL GIRT: * Sets_Of--Bay_Id-- Girt Girt Girt * Girts Start End. Height Type Rotate 0 *(20)ROOF PURLINS: * Surf Peak Purl No. Surf * Id Space Space Purlin Ext 2 1.000 4.301 13 0.000 (21) PANELS: * Wall * Panel 'HHR 26 ' *(22)WIND FRAMING SELECTION: * -----Order Of Selection------ * Panel Diagonal Wind Wind * Shear Bracing Bent. Column 'N' 'Y' 'N' 'N' *(23)WALL BRACING: * Wind Brace No. _Bays Specified * Shear Type Specified Bays_For_Bracing 100.0 'R 1 1 rays 71 vt lc� MEMj lim Job No 2324 y modifAim Customer BUILT-WELL CONSTRUCTION Date 5/22/2003 w Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS, INC. Checked By BW *(16)RAFTER SPLICES: * Surf No. Splice Splice * Id Splice Loc. Type 2 1 21.0693 'F ' *(17)ENDWALL GIRTS: * Girt Flange Set Set Max Girt To One Girt Max_Unbr * Type Brace Depth Lap Space Rafter Depth/Bay Length .'ZF' 'Y' 8.000 0.0000 7.3333 'N' 'Y' 10.0000 *(18)ENDWALL GIRTS LOCATION: (Max: 20 girts) * Set No. Girt * Loc Girts Location 'Y' 3 7.3333 13.0000 18.3333 *(19)SPECIAL GIRT: * Sets_Of--Bay_Id-- Girt Girt Girt * Girts Start End. Height Type Rotate 0 *(20)ROOF PURLINS: * Surf Peak Purl No. Surf * Id Space Space Purlin Ext 2 1.000 4.301 13 0.000 (21) PANELS: * Wall * Panel 'HHR 26 ' *(22)WIND FRAMING SELECTION: * -----Order Of Selection------ * Panel Diagonal Wind Wind * Shear Bracing Bent. Column 'N' 'Y' 'N' 'N' *(23)WALL BRACING: * Wind Brace No. _Bays Specified * Shear Type Specified Bays_For_Bracing 100.0 'R 1 1 Page 92 Of 125 Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed B MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS, INC. x.." Checked By BW *(24)WIND BENTS: * --Member-- No Of * Type Depth Bays Bay Id '-' 0.00 0 *(25)WIND COLUMNS: * --Member-- No Of Left/ * Type Depth Bays Bay Id Right '-' 0.00 0 *(26)WALL BRACING ATTACHMENT *NO_Of Attach --Bay — No_Of *Attach Id Start End Level 0 *(27)EAVE EXTENSION: * *Wall No—Of Ext-Bay_Id-- *Id Ext Id Start End Height Width 2 0 4 0 *(28)CANOPY: * *Wall No_Of Ext-Bay_Id-- *Id Ext Id, Start End Height Width 3 0 2 0 4 0 Level Height -Edge Extend- Ext Slope Left Right Mount -Edge Extend- Ext Slope Left Right Mount *(29)FACIA/PARAPET * *Wall #Of Ext Fac Bay _Id ----Attach —Beam --- ---Facia/Parapet--- Edge_Extend Ext * Id Ext Id Typ St End Height Width Slope Elev Height Slope Left Right Mnt * (C,E) (ft) (ft) ?:12 (ft) (ft) ?:12 (ft) (ft) 3 0 2 0 4 0 *(30)FACIA/PARAPET GIRTS: * *Ext ----Top---- --Interior- ---Back—Panel--- Angle *Id Type Rotate Type Rotate Part Rotate Spacing *(31)LOADS FOR EAVE EXTENSION, CANOPY, FACIA, AND PARAPET: * * *Ext Ext_Beam Facia/Parapet Facia/Parapet_Girt *Id Dead Collat Live Press Suct Press Suct Press Suct *(32)BASIC LOADS: rcyc :7a vi lc� CCustomer Job No 2324 * modify Collat Live Snow Basic BUILT -WELL CONSTRUCTION Ratio Date 5/22/2003 * Description V.F. WALNUT HULLER BLDG Load Wind Designed By MICHAEL LAPIERRE HCI STEEL BUILDING Wind Seismic 2.5 0.0 10.0 0.0 10.0 SYSTEMS. INC. 1.00 2.28 0.00 0.00 Checked By BW *(31)LOADS FOR EAVE EXTENSION, CANOPY, FACIA, AND PARAPET: * * *Ext Ext_Beam Facia/Parapet Facia/Parapet_Girt *Id Dead Collat Live Press Suct Press Suct Press Suct *(32)BASIC LOADS: * Dead Collat Live Snow Basic Wind Load Ratio Seismic Torsion -Forces * Load Load Load Load Wind Deflect Factor Load Wind Seismic 2.5 0.0 10.0 0.0 10.0 1.00 1.00 2.28 0.00 0.00 *(33)WIND * PRESSURE/SUCTION: * Wind Wind * Press Suct 9.0 -13.0 Column 9.0 -13.0 Girt/Header 9.0 -13.0 Jamb 12.0 -16.0 Panel 13.0 -13.0 Parapet Girt *(34)WIND COEFFICIENTS: * Surf Rafter _ Wind _1 Rafter_Wind_2 Bracing -Wind Long Surface * Id Left Right Left Right Left Right Wind Friction 1 0.80 -0.50 0.80 -0.50 0.80 -0.50 0.00 0.00 2 -1.20 -1.20 -1.20 -1.20 -1.20 -1.20 -1.20 0.00 3 -0.50 0.80 -0.50 0.80 -0.50 0.80 0.00 0.00 *(35)COLUMN & BRACING DESIGN LOADS: * *Load Snow/ Rafter _Wind Brace _Wind Long Column Wind I Aux Load *No Id Dead Coll Live Left Right Left Right, Wind Press Suct Seisl Id Coef 8 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2. 1.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0 0.00 3 1.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0 0.00 4 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0 0.00 5 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 6 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 8 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 rage 79 ul 1LJ Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F.-WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING `<";; :., Checked By BW SYSTEMS. INC. *(36)COLUMN * & BRACING DESIGN LOADS: Deflection *Load Snow/ Rafter Wind Brace Wind Long Column Wind I Aux Load *No Id Dead Coll Live Left Right Left Right Wind Press Suct Seisl Id Coef 0 *(37)RAFTER * DESIGN LOADS: * No. Load Snow/ Rafter Wind 1 Rafter Wind 2 1 Aux Load *Load Id Dead Collat Live Left Right Left Right Seis i Id Coef 12 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 4 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 5 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 6 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 1 1.00 7 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 2 1.00 8 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 3 1.00 9 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 4 1.00 10 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 5 1.00 11 1.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 12 1.00 1.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 *(38)RAFTER * DESIGN LOADS: Deflection * No. Load Snow/ Rafter Wind 1 Rafter Wind 2 1 Aux Load *Load Id Dead Collat Live Left Right Left Right Seis I Id Coef 0 *(39)AUXILIARY LOADS: (Max: 10 loads, 10 comb/load) * No., Aux Aux No. Add Add Load * Aux. Id Name Combs Id Coef 5 1 'E2UNB LL 1' 1 1 0.50 2 'E2UNB LL 2' 1 2 0.50 3 'E2UNB LL 3' 1 3 0.50 4 'E2UNB LL 4' 2 1 0.50 2 0.50 5 'E2UNB LL 5' 2 2 0.50 3 0.50 1 *(40)ADDITIONAL LOADS: (Max: 20 loads) * No. Add Surf Basic Load ray c 7 J V 1 1 G J FY Job No 2324 Y -Conc. modify Id Load Type I W1 W2 Co DL1 DL2 -Unif. Customer BUILT-WELL CONSTRUCTION 'D Date 5/22/2003 -0.08 Description V.F. WALNUT HULLER BLDG 2 Designed By MICHAEL LAPIERRE HCI STEEL BUILDING -0.12 -0.08 20.07 40.14 3 SYSTEMS. INC. .... . ''.l4.. -. .. -0.12 -0.12 Checked By BW 3 0.50 1 *(40)ADDITIONAL LOADS: (Max: 20 loads) * No. Add Surf Basic Load I FX FY M X Y -Conc. * Add Id Id Load Type I W1 W2 Co DL1 DL2 -Unif. 3 1 2 '------' 'D -0.12 -0.12 -0.08 0.00 20.07 2 2 '------ ' 'D -0.12 -0.12 -0.08 20.07 40.14 3 2 '------' 'D -0.12 -0.12 -0.08 40.14 60.21 *(41)GIRT LAPS: * * Data ------Set 1------- ------Set-2 ------- ------Set 3------- * Opt Sets Left Right Quan Left Right Quan Left Right Quan '-' 0 *(42)GIRT STRAPS: * * Data ---Set 1--- ---Set 2-.-- ---Set 3--- ---Set 4 --- *Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan '-' 0 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2324 Endwall Design Code 5/22/03 8:35am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ STRUCTURAL CODE: Design Basis - WS Hot Rolled Steel - AISC89 Cold Formed Steel - AISI96 BUILDING CODE: Wind Code - UBC Year - 97 Seismic Zone - 3 2324 Column & Rafter Design 5/22/03 8:35am L QIJ.G JV Vl 1LJ Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS. INC. Checked By BW 2324 Column & Rafter Design 5/22/03 8:35am MEMBER SIZES: --- Axial (k ,ksi )----- Shear (k ,ksi ) --- Moment (f -k ,ksi )- Mem Member Member Member --- Web _Size-- -Flange_Size- Allow Member Member Id ------ Locate ------ Size ----------- Depth ----- Thick ----- Width ----- Thick ----- Length Weight Col-1 0.8 W8xl0 7.47 0.170 3.94 0.205 ------ 23.9 ------ 239.3 Col -2 20.0 W8xl3 7.49 0.230 4.00 0.255 22.3 290.3 Col -3 40.0 W8x10 7.47 0.170 3.94 0.205 20.7 206.6 Col -4 59.2 W8x1.0 7.47 0.170 3.94 0.205 19.1 190.7 Raf-1 4 W8x10 7.47 0.170 3.94 0.205 21.0 210.1 Raf-2 22.66 W8xl0 7.47 0.170 3.94 0.205 39.2 391.9 Total= 1528.93 DESIGN ACTIONS/STRESSES: (W/R/U-Section) --- Axial (k ,ksi )----- Shear (k ,ksi ) --- Moment (f -k ,ksi )- Mem Load Design Calc Allow Design Calc Allow Design Calc Allow Id ----- Id ---- Load ------ Stress ------ Stress ------ Load ------ Stress Stress Load Stress Stress Col-1 1 1.74 0.59 13.61 0.00 ------ 0.00 ------ 20.00 ------ 0.00 ------ 0.00 ------ 16.99 Col -1 2 -0.18 -0.06 40.00 -1.56 1.23 26.67 9.30 -14.29 22.66 Col -1 3 2.32 0:78 18.15 -1.56 1.23 26.67 9.30 -14.29 22.66 Col -1 4 -0.74 -0.25 40.00 1.08 0.85 26.67 -6.44 -9.90 22.66 Col -1 5 -0.74 -0.25 40.00 -1.56 1.23 26.67 9.30 -14.29 22.66 Col -1 6 -0.74 -0.25 40.00 -1.56 1.23 26.67 9.30 -14.29 22.66 Col -1 7 0.59 0.20 18.15 0.00 0.00 26.67 0.00 0.00 22.66 Col -1 8 3.15 1.06 18.15 0.00 0.00 26.67 0.00 0.00 22.66 Col -2 1 3.72 0.97 13.67 0.00 0.00 20.00 0.00 0.00 20.93 Col -2 2 3.80 0.99 18.23 -2.84 1.65 26.67 15.87 -19.21 27.90 Col -2 3 -0.61 -0.16 40.00 -2.84 1.65 26.67 15.87 -19.21 27.90 Col -2 4 -1.89 -0.49 40.00 1.97 1.14 26.67 -10.99 -13.30 27.90 Col -2 5 -1.69 -0.49 40.00 -2.84 1.65 26.67 15.87 -19.21 27.90 Col -2 6 -1.89 -0.49 40.00 -2.84 1.65 26.67 15.87 -19.21 27.90 Col -2 7 3.97 1.04 18.23 0.00 0.00 26.67 0.00 0.00 27.90 Col -2 8 1.22 0.32 18.23 0.00 0.00 26.67 0.00 0.00 27.90 Col -3 1 3.63 1.23 13.61 0.00 0.00 20.00 0.00 0.00 16.99 rays Job No 2324 modify Customer BUILT-WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS, INC. Checked By BW 2324 Column & Rafter Design 5/22/03 8:35am Col-3 2 -0.75 -0.25 40.00 -2.63 2.07 26.67 13.59 -20.88 22.66 Col-3 3 -0.75 -0.25 40.00 -2.63 2.07 26.67 13.59 -20.88 22.66 Col-3 4 -2.04 -0.69 40.00 1.82 1.43 26.67 -9.41 -14.45 22.66 Col-3 5 -2.04 -0.69 40.00 -2.63 2.07 26.67 13.59 -20.88 22.66 Col-3 6 -2.04 -0.69 40.00 -2.63 2.07 26.67 13.59 -20.88 22.66 Col-3 7 1.00 0.34 18.15 0.00 0.00 26.67 0.00 0.00 22.66 Col-3 8 1.14 0.38 18.15 0.00 0.00 26.67 0.00 0.00 22.66 Col-4 .1 1.65 0.56 13.61 0.00 0.00 20.00 0.00 0.00 16.99 Col-4 2 -0.22 -0.07 40.00 -1.24 0.98 26.67 5.91 =9.08 22.66 Col-4 3 -0.22 -0.07 40.00 -1.24 0.98 26.67 5.91 -9.08 22.66 Col-4 4 -0.76 -0.26 40.00 0.86 0.68 26.67 -4.09 -6.28 22.66 Col-4 5 -0.76 -0.26 40.00 -1.24 0.98 26.67 5.91 -9.08 22.66 Col-4 6 -0.76 -0.26 40.00 -1.24 0.98 26.67 5.91 -9.08 22.66 Col-4 7 0.53 0.18 18.15 0.00 0.00 26.67 0.00 0.00 22.66 Col-4 8 0.59 0.20 18.15 0.00 0.00 26.67 0.00 0.00 22.66 Raf-1 1 0.15 0.05 20.63 -1.83 1.44 20.00 6.06 -9.31 32.70 Raf-1 2 -0.40 -0.14 40.00 1.20 0.94 26.67 -3.96 -6.09 43.61 Raf-1 3 -0.40 -0.14 40.00 1.20 0.94 26.67 -3.96 -6.09 43.61 Raf-1 4' -0.40 -0.14 40.00 1.20 0.94 26.67 -3.96 -6.09 43.61 Raf-1 5 -0.40 -0.14 40.00 1.20 0.94 26.67 -3.96 -6.09 43.61 Raf-1 6 0.15 0.05 20.63 -1.79 1.41 20.00 -4.90 -7.53 27.71 Raf-1 7 0.10 0.04 20.63 1.59 1.26 20.00 5.02 -7.71 32.70 Raf-1 8 0.10 0.03 20.63 -1.12 0.89 20.00 -2.97 -4.57 27.71 Raf-1 9 0.16 0.05 20.63 -1.86 1.46 20.00 6.46 -9.93 32.70 Raf-1 10 0.11 0.04 20.63 1.50 1.18 20.00 4.65 -7.14 32.70 Raf-1 11 -1.58 -0.53 40.00 -0.42 0.33 26.67 1.40 -2.15 43.61 Raf-1 12 2.26 0.76 27.50 -0.50 0.39 26.67 1.64 -2.52 43.61 Raf-2 1 0.13 0.04 20.03 1.83 1.44 20.00 6.07 -9.32 32.70 Raf.72 2 -0.40 -0.13 40.00 -1.20 0.94 26.67 -3.97 -6.10 43.61 Raf-2 3 -0.40 -0.13 40.00 -1.20 0.94 26.67 -3.97 -6.10 43.61 Raf-2 4 -0.40 -0.13 40.00 -1.20 0.94 26.67 -3.97 -6.10 43.61 Raf-2 5 -0.40 -0.13 40.00 -1.20 0.94 26.67 -3.97 -6.10 43.61 Raf-2 6 0.08 0.03 20.03 1.13 0.89 20.00 4.26 -6.54 32.70 Raf-2 7 0.13 0.04 20.03 -1.59 1.25 20.00 5.02 -7.72 32.70 Raf-2 8 0.11 0.04 20.63 1.80 1.42 20.00 -4.91 -7.55 27.71 Raf-2 9 0.13 0.04 20.03 1.53 1.21 20.00 4.94 -7.60 32.70 Raf-2 10 0.14 0.05 20.03 1.86 1.47 20.00 6.47 -9.94 32.70 Raf-2 11 -1.54 -0.52 40.00 0.42 0.33 26.67 1.40 -2.16 43.61 Raf-2 12 1.48 0.50 26.71 0.50 0.39 26.67 1.64 -2.53 43.61 r-C1:2o UL IC I CJ Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS. INC. =` K Checked By BW 2324 Column & Rafter Design 5/22/03 8:35am STRESS RATIO: Mem Load Id ----- Id ---- Axial Shear Moment Axl+Mom Shr+Mom Col-1 1 ----- 0.04 ----- 0.00 ------ 0.00 -------------- 0.04 Col -1 2 0.00 0.05 0.63 0.63 Col -1 3 0.04 0.05 0.63 0.65 Col -1 4 0.01 0.03 0.44 0.44 Col -1 5 0.01 0.05 0.63 0.63 Col -1 6 0.01 0.05 0.63 0.63 Col -1 7 0.01 0.00 0.00 0.01 Col -1 8 0.06 0.00 0.00 0.06 Col -2 1 0.07 0.00 0.00 0.07 Col -2 2 0.05 0.06 0.69 0.71 Col -2 3 0.00 0.06 0.69 0.69 Col -2 4 0.01 0.04 0.48 0.48 Col -2 5 0.01 0.06 0.69 0.69 Col -2 6 0.01 0.06 0.69 0.69 Col -2 7 0.06 0.00 0.00 0.06 Col -2 8 0.02 0.00 0.00 0.02 Col -3 1 0.09 0.00 0.00 0.09 Col -3 2 0.01 0.08 0.92 0.92 Col -3 3 0.01 0.08 0.92 0.92 Col -3 4 0.02 0.05 0.64 0.64 Col -3 5 0.02 0.08 0.92 0.92 Col -3 6 0.02 0.08 0.92 0.92 Col -3 7 0.02 0.00 0.00 0.02 Col -3 8 0.02 0.00 0.00 0.02 Col -4 1 0.04 0.00 0.00 0.04 Col -4 2 0.00 0.04 0.40 0.40 Col -4 3 0.00 0.04 0.40 0.40 Col -4 4 0.01 0.03 0.28 0.28 Col -4 5 0.01 0.04 0.40 0.40 Col -4 6 0.01 0.04 0.40 0.40 Col -4 7 0.01 0.00 0.00 0.01 Col -4 8 0.01 0.00 0.00 0.01 Raf-1 1 0.00 0.07 0.28 0.29 Raf-1 2 0.00 0.04 0.14 0.14 Page 99 Of 125 Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 HCI STEEL BUILDING Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE a a Checked B y BW SYSTEMS. INC. ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2324 Column & Rafter Design 5/22/03 8:35am Raf-1 3 0.00 0.04 0.14 0.14 Raf-1 4 0.00 0.04 0.14 0.14 Raf-1 5 0.00 0.04 0.14 0.14 Raf-1 6 0.00 0.07 0.27 0.27 Raf-1 7 0.00 0.06 0.24 0.24 Raf-1 8 0.00 0.04 0.16 0.17 Raf-1 9 0.00 0.07 0.30 0.31 Raf-1 10 0.00 0.06 0.22 0.22 Raf-1 11 0.01 0.01 0.05 0.06 Raf-1 12 0.03 0.01 0.06 0.07 Raf-2 1 0.00 0.07 0.29 0.29 Raf-2 2 0.00 0.04 0.14 0.14 Raf-2 3 0.00 0.04 0.14 0.14 Raf-2 4 0.00 0.04 0.14 0.14 Raf-2 5 0.00 0.04 0.14 0.14 Raf-2 6 0.00 0.04 0.20 0.20 Raf-2 7 0.00 0.06 0.24 0.24 Raf-2 8 0.00 0.07 0.27 0.27 Raf-2 9 0.00 0.06 0.23 0.23 Raf-2 10 0.00 0.07 0.30 0.31 Raf-2 11 0.01 0.01 0.05 0.05 Raf-2 12 0.02 0.01 0.06 0.06 MEMBER DEFLECTIONS/COLUMN REACTIONS: Mem Load Deflection (in) Reaction (k ) Id ----- Id ---- Calc ------ Allow ------ Horz(:OP) Vert ------- Horz(IP) Col-1 . 1 0.00 3.19 0.00 ----- 1.74 ------- 0.00 Col -1 2 1.07 3.19 1.56 -4.58 3.72 Col -1 3 1.07 3.19 1.56 2.32 0.00 Col -1 4 -0.74 3.19 -1.08 -0.74 0.00 Col -1 5 1.07 3.19 1.56 -0.74 0.00 Col -1 6 1.07 3.19 1.56 -0.74 0.00 Col -1 7 0.00 3.19 0.00 -2.11 2.28 Col -1 8 0.00 3.19 0.00 3.15 0.00 Col -2 1 0.00 2.98 0.00 3.72 0.00 Col -2 2 1.24 2.98 2.84 3.80 0.00 Col -2 3 1.24 2.98 2.84 -3.11 2.11 i� rCljC"CC LVU VL 1LJ Job No 2324 modify Customer BUILT -WELL CONSTRUCTION I Date 5/22/2003 Description V F WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS. INC. Checked By BW 2324 Column & Rafter Design 5/22/03 8:35am Col -2 4 -0.86 2.98 -1.97 -1.89 0.00 Col -2 5 1.24 2.98 2.84 -1.89 0.00 Col -2 6 1.24 2.98 2.84 -1.89 0.00 Col -2 7 0.00 2.98 0.00 3.97 0.00 Col -2 8 0.00 2.98 0.00 -1.48 2.28 Col -3 1 0.00 2.76 0.00 3.63 0.00 Col -3 2 1.17 2.76 2.63 -0.75 0.00 Col -3 3 1.17 2.76 2.63 -0.75 0.00 Col -3 4 -0.81 2.76 -1.82 -2.04 0.00 Col -3 5 1.17 2.76 2.63 -2.04 0.00 Col -3 6 1.17 2.76 2.63 -2.04 0.00 Col -3 7 0.00 2.76 0.00 1.00 0.00 Col -3 8 0.00 2.76 0.00 1.14 0.00 Col -4 1 0.00 2.54 0.00 1.65 0.00 Col -4 2 0.43 2.54 1.24 -0.22 0.00 Col -4 3 0.43 2.54 1.24 -0.22 0.00 Col -4 4 -0.30 2.54 -0.86 -0.76 0.00 Col -4 5 0.43 2.54 1.24 -0.76 0.00 Col -4 6 0.43 2.54 1.24 -0.76 0.00 Col -4 7 0.00 2.54 0.00 0.53 0.00 Col -4 8 0.00 2.54 0.00 0.59 0.00 Raf-1 1 -0.27 2.00 Raf-1 2 0.17 2.67 Raf-1 3 0.17 2.67 Raf-1 4 0.17 2.67 Raf-1 5 0.17 2.67 Raf-1 6 -0.31 2.00 Raf-1 7 -0.11 2.00 Raf-1 8 -0.18 2.00 Raf-1. 9 -0.25 2.00 Raf-1 10 -0.13 2.00 Raf-1 11 -0.06 2.67 Raf-1 12 -0.07 2.67 Raf-2 1 -0.27 2.00 Raf-2 2 0.18 2.67 Raf-2 3 0.18 2.67 Raf-2 4 0.18 2.67 Raf-2 5 0.18 2.67 Raf-2 6 -0.18 2.00 Raf-2 7 -0.16 2.00 - ---------------------------------------------------------------- 2324 Column Actions & Unbraced Lengths 5/22/03 8:35am LOAD COMBINATION # 1 -------------------- Base rayC 1V1 V1 14J Qw Length Job No 2324 Axial modify Moment Major Customer BUILT -WELL CONSTRUCTION Offset ------ Date 5/22/2003 f -k Description V.F. WALNUT HULLER BLDG 1 Designed By, MICHAEL LAPIERRE HCI STEEL BUILDING ------ 0.00 ------ 23.9 ------ 7.3 1 11.96 1.74 SYSTEMS, INC. 0.00 23.9 7.3 1 Checked By BW ------------------------------------------------------------------------------ 0.00 23.9 7.3 2 0.00 3.72 ------------------------------------------------------------------------------ 2324 Column & Rafter Design 5/22/03 8:35am Raf-2 8 -0.31 2.00 11.16 Raf-2 9 -0.13 2.00 0.00 Raf-2 10 -0.25 2.00 2 Raf-2 11 -0.06 2.67 0.00 Raf-2 12 -0.07 2.67 7.3 - ---------------------------------------------------------------- 2324 Column Actions & Unbraced Lengths 5/22/03 8:35am LOAD COMBINATION # 1 -------------------- LOAD COMBINATION # 2 -------------------- --------Actions------- Unbraced Length Col Base --------Actions------- Unbraced Length Col Base Axial Shear Moment Major Minor Id ---- Offset ------ k ------ k f -k ft ft 1 0.00 1.74 ------ 0.00 ------ 0.00 ------ 23.9 ------ 7.3 1 11.96 1.74 0.00 0.00 23.9 7.3 1 23.93 1.74 0.00 0.00 23.9 7.3 2 0.00 3.72 0.00 0.00 22.3 7.3 2 11.16 3.72 0.00 0.00 22.3 7.3 2 22.33 3.72 0.00 0.00 22.3 7.3 3 0.00 3.63 0.00 0.00 20.7 7.3 3 10.33 3.63 0.00 0.00 20.7 7.3 3 20.66 3.63 0.00 0.00 20.7 7.3 4 0.00 1.65 0.00 0.00 19.1 7.3 4 9.53 1.65 0.00 0.00 19.1 7.3 4 19.07 1.65 0.00 0.00 19.1 7.3 LOAD COMBINATION # 2 -------------------- --------Actions------- Unbraced Length Col Base Axial Shear Moment Major Minor Id ---- Offset ------ k ------ k f -k ft ft 1 0.00 -0.18 ------ -1.56 ------ 0.00 ------ 23.9 ------ 7.3 1 11.96 -0.18 0.00 9.30 23.9 7.3 LOAD COMBINATION # 3 -------------------- Base --------Actions------- Unbraced_Length Moment Col Base Axial L Q V C 1 V L V 1 1 L J Moment Job No 2324 Id ---- Offset ------ modify k Customer BUILT-WELL CONSTRUCTION 1 Date 5/22/2003 ------ -1.56 Description V.F. WALNUT HULLER BLDG 11.96 Designed By MICHAEL LAPIERRE HCI STEEL BUILDING 23.9 7.3 1 23.93 2.32 1.56 0.00 23.9 SYSTEMS, INC. 2 0.00 -0.61 -2.84 0.00 22.3 Checked By BW 11.16 2324 Column Actions & Unbraced Lengths 22.3 5/22/03 8:35am 1 23.93 -0.18 1.56 0.00 23.9 7.3 2 0.00 3.80 -2.84 0.00 22.3 7.3 2 11.16 3.80 0.00 15.87 22.3 7.3 2 22.33 3.80 2.84 0.00 22.3 7.3 3 0.00 -0.75 -2.63 0.00 20.7 7.3 3 10.33 -0.75 0.00 13.59 20.7 7.3 3 20.66 -0.75 2.63 0.00 20.7 7.3 4 0.00 -0.22 -1.24 0.00 19.1 7.3 4 9.53 -0.22 0.00 5.91 19.1 7.3 4 19.07 -0.22 1.24 0.00 19.1 7.3 LOAD COMBINATION # 3 -------------------- LOAD COMBINATION # 4 -------------------- --------Actions------- Unbraced Length Col Base --------Actions------- Unbraced_Length Moment Col Base Axial Shear Moment Major Minor Id ---- Offset ------ k k f -k ft ft 1 0.00 ------ 2.32 ------ -1.56 ------ 0.00 ------ 23.9 ------ 7.3 1 11.96 2.32 0.00 9.30 23.9 7.3 1 23.93 2.32 1.56 0.00 23.9 7.3 2 0.00 -0.61 -2.84 0.00 22.3 7.3 2 11.16 -0.61 0.00 15.87 22.3 7.3 2 22.33 -0.61 2.84 0.00 22.3 7.3 3 0.00 -0.75 -2.63 0.00 20.7 7.3 3 10.33 -0.75 0.00 13.59 20.7 7.3 3 20.66 -0.75 2.63 0.00 20.7 7.3 4 0.00 -0.22 -1.24 0.00 19.1 7.3 4 9.53 -0.22 0.00 5.91 19.1 7.3 4 19.07 -0.22 1.24 0.00 19.1 7.3 LOAD COMBINATION # 4 -------------------- --------Actions------- Unbraced Length Col Base Axial Shear Moment Major Minor Id ---- Offset ------ k ------ k f -k ft ft 1 0.00 -0.74 ------ 1.08 ------ 0.00 ------ 23.9 ------ 7.3 1 11.96 -0.74 0.00 -6.44 23.9 7.3 ray c i v J v i 1 G J Ng Pff Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V F WALNUT HULLER BLDG Designed Bv MICHAEL LAPIERRE HCI STEEL BUILDING --------Actions------- Unbraced Length Col Base Axial Shear Moment Major SYSTEMS. INC. Id ---- Offset ------ k k f -k ft ft Checked By BW ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2324 ------------------------------------------------------------------------------ ------ 0.00 Column Actions & Unbraced Lengths 1 5/22/03. 8:35am ------------------------------------------------------------------------------ 1 23.93 -0.74 -1.08 0.00 23.9 7.3 2 0.00 -1.89 1.97 0.00 22.3 7.3 2 11.16 -1.89 0.00 -10.99 22.3 7.3 2 22.33 -1.89 -1.97 0.00 22.3 7.3 3 0.00 -2.04 1.82 0.00 20.7 7.3 3 10.33 -2.04 0.00 -9.41' 20.7 7.3 3 20.66 -2.04 -1.82 0.00 20.7 7.3 4 0.00 -0.76 0.86 0.00 19.1 7.3 4 9.53 -0.76 0.00 -4.09 19.1 7.3 4 19.07 -0.76 -0.86 .0.00 19.1 7.3 LOAD COMBINATION # 5 -------------------- LOAD COMBINATION # 6 -------------------- --------Actions------- Unbraced Length Col Base --------Actions------- Unbraced Length Col Base Axial Shear Moment Major Minor Id ---- Offset ------ k k f -k ft ft 1 0.00 ------ -0.74 ------ -1.56 ------ 0.00 ------ ------- 23.9 ----=1 7.3 1 11.96 -0.74 0.00 9.30 23.9 7.3 1 23.93 -0.74 1.56 0.00 23.9 7.3 2 0.00 -1.89 -2.84 0.00 22.3 7.3 2 11.16 -1.89 0.00 15.87 22.3 7.3 2 22.33 -1.89 2.84 0.00 22.3 7.3 3 0.00 -2.04 -2.63 0.00 20.7 7.3 3 10.33 -2.04 0.00 13.59 20.7 7.3 3 20.66 -2.04 2.63 0.00 20.7 7.3 4 0.00 -0.76 -1.24 0.00 19.1 7.3 4 9.53 -0.76 0.00 5.91 19.1 7.3 4 19.07 -0.76 1.24 0.00 19.1 7.3 LOAD COMBINATION # 6 -------------------- --------Actions------- Unbraced Length Col Base Axial Shear Moment Major Minor Id ---- Offset ------ k k f -k ft ft 1 0.00 ------ -0.74 ------ -1.56 ------ 0.00 ------ 23.9 ------ 7.3 1 11.96 -0.74 0.00 9.30 23.9 7.3 LOAD COMBINATION # 7 -------------------- Base --------Actions------- Unbraced_Length Moment i aIjC 1U•1 V1 14J WWI Job No 2324 Moment Major modify Id ---- Customer BUILT -WELL CONSTRUCTION f -k Date 5/22/2003 LM M Description V.F. WALNUT HULLER BLDG ------ 23.9 Designed By MICHAEL LAPIERRE HCI STEEL BUILDING 0.59 0.00 0.00 23.9 7.3 1 23.93 0.59 SYSTEMS. INC. 0.00 23.9 7.3 2 0.00 3.97 Checked By BW 22.3 2324 Column Actions & Unbraced Lengths 3.97 5/22/03 8:35am 1 23.93 -0.74 1.56 0.00 23.9 7.3 2 0.00 -1.89 -2.84 0.00 22.3 7.3 2 11.16 -1.89 0.00 15.87 22.3 7.3 2 22.33 -1.89 2.84 0.00 22.3 7.3 3 0.00 -2.04 -2.63 0.00 20.7 7.3 3 10.33 -2.04 0.00 13.59 20.7 7,3 3 20.66 -2.04 2.63 0.00 20.7 7.3 4 0.00 -0.76 -1.24 0.00 19.1 7.3 4 9.53 -0.76 0.00 5.91 19.1 7.3 4 19.07 -0.76 1.24 0.00 19.1 7.3 LOAD COMBINATION # 7 -------------------- LOAD COMBINATION # 8 -------------------- --------Actions------- Unbraced Length Col Base --------Actions------- Unbraced_Length Moment Col Base Axial Shear Moment Major Minor Id ---- Offset ------ k ------ k f -k ft ft 1 0.00 0.59 ------ 0.00 ------ 0.00 ------ 23.9 ------ 7.3 1 11.96 0.59 0.00 0.00 23.9 7.3 1 23.93 0.59 0.00 0.00 23.9 7.3 2 0.00 3.97 0.00 0.00 22.3 7.3 2 11.16 3.97 0.00 0.00 22.3 7.3 2 22.33 3.97 0.00 0.00 22.3 7.3 3 0.00 1.00 0.00 0.00 20.7 7.3 3 10.33 1.00 0.00 0.00 20.7. 7.3 3 20.66 1.00 0.00 0.00 20.7 7.3 4 0.00 0.53 0.00 0.00 19.1 7.3 4.. 9.53 0.53 0.00 0.00 19.1 7.3 4 19.07 0.53 0.00 0.00 19.1 7.3 LOAD COMBINATION # 8 -------------------- --------Actions------- Unbraced Length Col Base Axial Shear Moment Major Minor Id ---- Offset ------ k ------ k f -k ft ft 1 0.00 3.15 ------ 0.00 ------ 0.00, ------ 23.9 ------ 7.3 1 11.96 3.15 0.00 0.00 23.9 7.3 2324 Rafter Splice Report 5/22/03 8:35am Splice -Surface- ---Plate--- ---Design Load-------Bolts(A325 )---- Id Typ Id Locate Width Thick Id Axl Shr Mom Row Diam Space Gage -- --- -- ------ ----- ----- -- ----- ----- ----- --- ----- ----- ---- 1 F 2 21.1 6.0 0.375 9 0.1 1.5 4.9 1 0.750 0.00 3.00 2 0.4 0.9 -3.0 1 0.750 0.00 3.00 2324 Base Plate & Anchor Bolt Design 5/22/03 8:35am Column -Base Id Depth Col -1 7.9 Col -2 8.0 Col -3 7.9 Col -4 7.9 Max_Reactions(k ) Job No 2324 Shear 2.4 modify 3.0 Customer BUILT -WELL CONSTRUCTION 3.6 Date 5/22/2003 1.7 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS, INC. '< , Checked By BW 2324 Column Actions & Unbraced Lengths 5/22/03 8:35am 1 23.93 3.15 0.00 0.00 23.9 7.3 2 0.00 1.22 0.00 0.00 22.3 7.3 2 11.16 1.22 0.00 0.00 22.3 7.3 2 22.33 1.22 0.00 0.00 22.3 7.3 3 0.00 1.14 0.00 0.00 20.7 7.3 3 10.33 1.14 0.00 0.00 20.7 7.3 3 20.66 1.14 0.00 0.00 20.7 7.3 4 0.00 0.59 0.00 0.00 19.1 7.3 4 9.53 0.59 0.00 0.00 19.1 7.3 4 19.07 0.59 0.00 0.00 19.1 7,3 2324 Rafter Splice Report 5/22/03 8:35am Splice -Surface- ---Plate--- ---Design Load-------Bolts(A325 )---- Id Typ Id Locate Width Thick Id Axl Shr Mom Row Diam Space Gage -- --- -- ------ ----- ----- -- ----- ----- ----- --- ----- ----- ---- 1 F 2 21.1 6.0 0.375 9 0.1 1.5 4.9 1 0.750 0.00 3.00 2 0.4 0.9 -3.0 1 0.750 0.00 3.00 2324 Base Plate & Anchor Bolt Design 5/22/03 8:35am Column -Base Id Depth Col -1 7.9 Col -2 8.0 Col -3 7.9 Col -4 7.9 Max_Reactions(k ) Comp Tens Shear 2.4 -3.4 3.0 3.7 -2.3 2.7 3.6 -1.5 2.0 1.7 -0.6 0.9 --Plate_Size(in)-- Width Length Thick 6.0 7.9 0.375 6.0 8.0 0.375 6.0 7.9 0.375 6.0 7.9 0.375 -Bolts(A307 )- Row Diam Gage 2 0.750 3.50 2 0.750 3.50 2 0.750 3.50 2 0.750 3.50 2324 Flush Girt Design Report 5/22/03 8:35am Page .106 Of 125 HCI STEEL BUILDING SYSTEMS. INC. Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE . _. Checked By BW 2324 Flush Girt Design Report 5/22/03 8:35am GIRT LOCATION: Bay No. Girt Id Id Girt 1 2 3 --- ---- -------- -------- -------- 1 3 7.333 13.000 18.333 2 3 7.333 13.000 18.333 3 3 7.333 13.000 18.333 GIRT SPAN: Bay No. Girt Id Id Girt 1 2 3 --- ---- -------- -------- -------- 1 3 18.252 18.252 18.252 2 3 10.000 19.250 .19.250 3 3 18.252 18.252 18.252 GIRT SIZE: Bay No. Girt Id Id Girt 1 2 3 --- ---- -------- -------- -------- 1 3 8Z30Ul6 8Z30U16 8Z25U16 2 3 BZ25U16 8Z25U16 8Z25U16 3 3 8Z30U16 8Z30U16 8Z25U16 GIRT ACTIONS: Bay Girt Ld--Shear(k )-----Moment(f-k )-- ---Deflect(in)-- Id Id Id Calc Allow UC Calc Allow UC Calc Allow UC --- ---- -- ----- ----- ---- ----- ----- ---- ----- ----- ---- 1 1 WP -0.53 3.08 0.17 -2.44 5.85 0.42 -0.60 2.43 0.25 WS 0.77 3•.08 0.25 3.52 3.95 0.89 0.87 2.43 0.36 1 2 WP -0.45 3.08 0.15 -2.06 5.85 0.35 -0.51 2.43 0.21 WS 0.65 3.08 0.21 2.98 3.95 0.75 0.74 2.43 0.30 1 3 WP -0.44 3.08 0.14 -2.01 5.77 0.35 -0.56 2.43 0.23 WS 0.64 3.08 0.21 2.91 2.89 1.01 0.81 2.43 0.33 2 1 WP -0.29 3.08 0.09 -0.73 5.77 0.13 -0.06 1.33 0.05 Paqe 107 Of 125 on mom KAMM HCI STEEL BUILDING SYSTEMS. INC. Job No 2324 modify 0.25 Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE r ..:::: Checked By BW 2324 WS 0.42 Flush Girt Design Report 5/22/03 8:35am 3.08 0.14 1.06 5.60 0.19 0.09 1.33 0.07 2 2 WP -0.76 3.08 0.25 -3.27 5.77 0.57 -1.06 2.57 0.41 ------ 35.9 WS 1.09 3.08 0.35 4.72 5.60 0.84 1.54 2.57 0.60 2 3 WP -0.39 3.08 0.13 -1.90 5.77 0.33 -0.59 2.57 0.23 WS 0.57 3.08 0.18 2.74 2.89 0.95 0.85 2.57 0.33 3 1 WP -0.53 3.08 0.17 -2.44 5.85 0.42 -0.60 2.43 0.25 WS 0.77 3.08 0.25 3.52 3.95 0.89 0.87 2.43 0.36 3 2 WP -0.45 3.08 0.15 -2.06 5.85 0.35 -0.51 2.43 0.21 WS 0.65 3.08 0.21 2.98 3.95 0.75 0.74 2.43 0.30 3 3 WP -0.31 3.08 0.10 -1.40 5.77 0.24 -0.39 2.43 0.16 WS 0.44 3.08 0.14 2.02 2.89 0.70 0.56 2.43 0.23 2324 Door Jamb & Header Summary 5/22/03 8:35am JAMB/HEADER LAYOUT: Bay Member Member Member Member Id Id --- ------ Size -------- Length Weight 2 Jamb -L. 8C25E16 ------ 13.00 ------ 35.9 Jamb -R 8C25E16 13.00 35.9 Header MAN N 10.00 27.6 JAMB/HEADER UNBRACED LENGTHS: Bay Member Id --- Id ------ Major Minor 2 Jamb -L ------ 13.00 ------ 7.33 2 Jamb -R 13.00 7.33 2 Header 10.00 5.00 Page 108 Of 125 HCI STEEL BUILDING SYSTEMS. INC. Job No 2324 modify ---Moment(f-k )-- Customer BUILT -WELL CONSTRUCTION Date 5/22%2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE UC Checked By BW 2324 Door Jamb & Header Summary 5/22/03 8:35am STRENGTH/DEFLECTION: Bay Member Ld ----Shear(k )---- ---Moment(f-k )-- ---Deflect(in)-- Id Id --- ------ Id -- Calc ----- Allow UC Calc Allow UC Calc Allow UC 2 Jamb -L WP -0.44 ------ 3.08 ---- 0.14 ----- -1.43 ------ 5.59 ---- 0.26 ----- -0.20 ------ 1.73 ---- 0.12 WS 0.63 3.08 0.21 2.06 4.22 0.49 0.29 1.73 0.17 Jamb -R WP -0.44 3.08 0.14 -1.43 5.59 0.26 -0.20 1.73 0.12 WS 0.63 3.08 0.21 2.06 4.22 0.49 0.29 1.73 0.17 Header WP -0.07 3.08 0.02 -0.17 5.59 0.03 -0.01 1.33 0.01 WS 0.10 3.08 0.03 0.24 5.36 0.05 0.02 1.33 0.02 2324 Endwall Diagonal Bracing Summary 5/22/03 8:35am PANEL SHEAR WITH NO BRACING: Panel Shear (Allow) = 100.0 Panel Shear (Calc ) = 74.5 CABLE BRACING REQUIRED: Bay Level------Diag Brace ----- Id Height Type Size Part --- ------ ---- ------ -------- 1 23.09 R 0.750 ROD750 COLUMN BASE REACTIONS: Bay Col Max Max Id Id Horz Vert(+/-) --- ---- ---- --------- 1 1 -3.72 4.34 1 2 2.28 2.66 Diag_Force(k ) Brace_Tension(k ) Wind Seismic Calc Allow ------------- ------ ------ 5.72 3.50 5.72 7.52 2324 Wall Panel Report 5/22/03 8:35am PANEL DATA: Bay= 1 Panel: HHR 26 Type = HR Gage = 26.00 ; Yield = 50.0 MOMENTS & DEFLECTION: --------- Moment(ft-lb/ft)--------- Span Span LD rays ivy vl lc� HCI STEEL BUILDING SYSTEMS, INC. Job No 2324 modify ---Deflect(in)-- Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE s. Checked By BW 2324 Wall Panel Report 5/22/03 8:35am PANEL DATA: Bay= 1 Panel: HHR 26 Type = HR Gage = 26.00 ; Yield = 50.0 MOMENTS & DEFLECTION: --------- Moment(ft-lb/ft)--------- Span Span LD Support Midspan ---Deflect(in)-- Id ---- (ft) ----- Id -- Calc ----- Allow ----- UC Calc Allow UC Calc Allow UC 1 7.33 WP 62.1 153.1 ---- 0.41 ----- -52.6 ----- 138.8 ---- 0.38 ----- -0.36 ----- 0.98 ---- 0.36 WS -82.8 138.8 0.60 70.1 153.1 0.46 0.47 0.98 0.49 2 5.67 WP 62.1 153.1 0.41 -9.3 138.8 0.07 0.01 0.76 0.01 WS -82.8 138.8 0.60 12.4 153.1 0.08 -0.01 0.76 0.01 3 5.33 WP 38.2 153.1 0.25 -13.9 138.8 0.10 -0.03 0.71 0.05 WS -51.0 138.8 0.37 18.5 153.1 0.12 0.04 0.71 0.06 4 5.41 WP 38.2 153.1 0.25 -26.8 138.8 0.19 -0.09 0.72 0.13 WS -51.0 138.8 0.37 35.8 153.1 0.23 0.12 0.72 0.17 2324 Endwall Design Warning Report 5/22/03 8:35am .. No Warnings 2324 Endwall Weight Summary 5/22/03 8:35am FORCED SPACING: Total Column Weight = 926.85 Total Rafter Weight = 602.08 Total Girt Weight = 451.45 Total Door Jamb Weight = 99.36 iayc ilv vt lc.l Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS, INC. Checked B y BW 2324 Endwall Weight'Summary 5/22/03 8:35am Total Bracing Weight = 91.73 Total Clips Weight = 33.00 Total Endwall Weight = 2204.47 *(1)JOBID: '2324 *(2)PROGRAM OPTIONS: *Frame Frame Stress Frame No_Of End_Conn Splice Frame Frame * Id Type Space Space Cycle Lt Rt Fix Option Option_Id 1 'RF ' 5.00 28.25 7 'P' 'P' 1.00 '-' ' ' *(3)ANALYSIS OPTIONS: *Plate Depth Frame Column _Dep_Opt(in) Rafter_Dep_Opt(in) Web _Stiffener P * Opt Opt Sym Typ Min Max Typ Min Max Use Ratio Side Delta 'N' 'N' 'N' 'T ' 7.50 82.00 'T ' 10.00 82.00 'N' 0.00 'Y ' 'S' *(4)DESIGN CODE: * *Design ---Steel—Code--- Code teelCode--- Code Cold Hot 'WS ' 'AIS196' 'AISC89' ---Build--- Seismic Country Code Year Zone '----' 'UBC '97' '3 ' *(5)DESIGN CONSTANTS: * Wind * -----------Steel Yield(ksi )--------------- Stress _Ratio---- Strength * Web Flg R_Frm P_Frm T_Frm EP BP Frame Col EP BP Factor 50.0 55.0 50.0 35.0 .46.0 55.0 55.0 1.03 1.03 1.03 1.03 1.3333 *(6)DEFLECTION LIMITS: * Total Weak * Horz Vert Vert Axis 60.0 120.0 0.0 80.0 *(7)REPORTS: * Input Design End Base Revise Action Sec Flange Segment Unbrc Floor Cable * Echo Summary Plate Plate Input Stress Prop Brace Displ. Len React React 'I' 'Y' 'Y' 'Y' 'Y' 'N' 'N' 'N' 'N' 'N' 'Y' 'Y' *(8)BUILDING SHAPE: • c a y c l i l v i 1 G J Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING Checked By BW SYSTEMS, INC. *2324 Rigid Frame Design Input Echo 5/22/03 10:06am *(1)JOBID: '2324 *(2)PROGRAM OPTIONS: *Frame Frame Stress Frame No_Of End_Conn Splice Frame Frame * Id Type Space Space Cycle Lt Rt Fix Option Option_Id 1 'RF ' 5.00 28.25 7 'P' 'P' 1.00 '-' ' ' *(3)ANALYSIS OPTIONS: *Plate Depth Frame Column _Dep_Opt(in) Rafter_Dep_Opt(in) Web _Stiffener P * Opt Opt Sym Typ Min Max Typ Min Max Use Ratio Side Delta 'N' 'N' 'N' 'T ' 7.50 82.00 'T ' 10.00 82.00 'N' 0.00 'Y ' 'S' *(4)DESIGN CODE: * *Design ---Steel—Code--- Code teelCode--- Code Cold Hot 'WS ' 'AIS196' 'AISC89' ---Build--- Seismic Country Code Year Zone '----' 'UBC '97' '3 ' *(5)DESIGN CONSTANTS: * Wind * -----------Steel Yield(ksi )--------------- Stress _Ratio---- Strength * Web Flg R_Frm P_Frm T_Frm EP BP Frame Col EP BP Factor 50.0 55.0 50.0 35.0 .46.0 55.0 55.0 1.03 1.03 1.03 1.03 1.3333 *(6)DEFLECTION LIMITS: * Total Weak * Horz Vert Vert Axis 60.0 120.0 0.0 80.0 *(7)REPORTS: * Input Design End Base Revise Action Sec Flange Segment Unbrc Floor Cable * Echo Summary Plate Plate Input Stress Prop Brace Displ. Len React React 'I' 'Y' 'Y' 'Y' 'Y' 'N' 'N' 'N' 'N' 'N' 'Y' 'Y' *(8)BUILDING SHAPE: *(9)MEMBER DEPTHS: '--------' LpI�C 11L V1 1LJ Job No 2324 No. modify Depths Customer BUILT -WELL CONSTRUCTION Dep Date 5/22/2003 1 -------- ' Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING 3 20.2080 12.000 SYSTEMS. INC. 30.2080 12.000 0 Checked By BW * No. X Coord Y Coord Offset 2 * Surf (ft) (ft) (in) 0.0000 'VEE' 3 0.0000 20.0000 10.000 60.0000 25.0000 8.000 30.2080 '-EE' 60.0000 0.0000 10.000 3 *(9)MEMBER DEPTHS: '--------' 21.000 12.000 0 * Surf Member --Depth(in)-- No. Interior Depths * Id Size Start End Dep Loc.(ft) Depth(in) 1 -------- ' 12.000 26.000 0 2 '-------- 24.000 23.000 3 20.2080 12.000 30.2080 12.000 0 40.2080 12.000 3 '--------' 21.000 12.000 0 *(10)MEMBER SPLICES: * Surf No. Splice Splice * Id Splice Loc(ft) Type 1 0 2 2 0.0000 'VEE' 30.2080 '-EE' 3 1 0.0000 'VEE' *(11)SEGMENT PLATES: * Mem No. Seg Len Flange Plate Thickness (in) * Id Seg Id (ft) Width Web O.S.Flg I.S.Flg 1 1 1 0.0000 6.00 0.1875 0.3125 0.3750 2 1 2 0.0000 5.00 0.1875 0.2500 0.2500 3 1 3 0.0000 5.00 0.1345 0.2500 0.2500 4 1 4 0.0000 5.00 0.1345 0.2500 0.2500 5 1 5 0.0000 5.00 0.1875 0.2500 0.2500 6 1 6 0.0000 8.00 0.1875 0.3750 0.3750 *(12)INTERIOR COLUMNS: * No.' Col Col Col Col Connection Unbrace Length* Col Col * Col Id Typ Rot Loc Bot Top Major Minor Set Size rage ii -i Vr IZ5 HCI STEEL BUILDING SYSTEMS. INC. Job No 2324 modify Customer BUILT -[BELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE k Checked By BW 0 *(13)TAPERED INTERIOR COLUMNS: *Col Col ---Depth---- No. Start --Web-Depth--- Web Flg OS Flg IS Flg * Id Shape Min Max Mem Locate Start End Thick Width Thick Thick *(14)BASE ELEVATION: * Elev 0.00 Left Column 0.00 Right Column *(15)WALL GIRTS: *Surf Girt Girt Girt Girt No. * Id Type Depth Project Lap Girt Location(ft) 1 'ZB' 10.00 0.00 0.875 0 3 'ZB' 10.00 0.00 0.875 0 *(16)ROOF PURLINS: *Surf Purl Purl Purl Purl * Id Type Depth Project Lap 2 'ZB' 8.00 0.00 0.875 No. Peak Set Of -Set Space- Purlin Space Space Space No. 13 0.000 3 3.619 2 4.573 9 3.619 2 *(17)FLANGE BRACES: * Surf No. Flange Brace At * Id Brace Girt/Purlin Number 1 0 2 7 1 3 5' 7 10 12 13 3 0 *(18)SIDEWALL EXTENSIONS: *Surf No Ext-------Extension-Size ------- ----Facia Size---- Load * Id Ext Id Type Elev Width Slope Elev Height Slope Width 1 0 3 0 *(19)EXTENSION LOADS: *Ext Dead Collat Live Windl Coeff Windt Coeff Facia Wind *Id psf psf psf Left Right Left Right Left Right *(20)BASIC LOADS: * Basic Wind -Seismic- --weak-Axis- --Torsion-- Page 114 Of 125 C MF Job No 2324 Horiz Vert modify 4.51 3.42• Left Column 4.56 4.43 Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description) V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS. INC. 4f,. Checked By BW * Dead Live Snow Collat Wind Load Load Coef L Col R Col Wind Seis * Psf Psf Psf Psf Psf Ratio k k k k k 2.50 10.00 0.00 0.00 10.01 1.00 0.68 0.33 0.00 0.00 0.00 0.00 *(21)WIND COEFFICIENTS: * Surf --Wind 1--- --Wind 2--- Long Wind_l Surface * Id Left Right Left Right Lt Rt Friction 1 0.80 -0.50 0.80 -0.50 -1.20 -1.20 0.00 2 -1.20 -1.20 -1.20 -1.20 -1.20 -1.20 0.00 3 -0.50 0.80 -0.50 0.80 -1.20 -1.20 0.00 *(22)LONGITUDINAL BRACING LOADS: * * ----Wind----- ---Seismic--- * Horiz Vert Horiz Vert 4.22 3.20 4.51 3.42• Left Column 4.56 4.43 4.68 4.55 Right Column *(23)DESIGN LOADS: * --------------------Load Coefficients ------------------- *Load Live/ Live -Wind 1- -Wind_2- Long Wind -Seismic-- Aux Load *No Id Dead Coll Snow Right Lt Rt Lt Rt Lt Rt Long Tran Id Coeff 35 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.50 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.50 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 1.00 1.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.50. 0.00 0.00 0.00 0.00 0 0.00 10 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 11 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 12 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 13 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 15 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0.00 0.00 0 0.00 16 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0.00 0 0.00 18 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0 0.00 19 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 -0.50 0.00 0.00 0.00 0 0.00 20 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0 0.00 21 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.50 0.00 0.00 0 0.00 tGl l�C 11J VL 1!_J Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS, INC. Checked By BW 22 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 23 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0.00 0.00 0 0.00 24 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 25 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0.00 0 0.00 26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 27 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 28 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 29 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 30 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 31 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0 0.00 32 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.40 0 0.00 33 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.40 0 0.00 34 1.00.1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.40 0.00 0 0.00 35 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.40 0.00 0 0.00 *(24)DESIGN LOADS: *--------------------Load-Coefficients ------------------- Load oadCoefficients------------------- Load Live/ Live -Wind -l- -Wind-2- Long_Wind -Seismic-- Aux Load *No Id Dead Coll Snow Right Lt Rt Lt Rt Lt Rt Long Tran Id Coeff 0 *(25)AUXILARY LOADS: *No. Aux Aux *Aux Id Name 0 No. Add Add Comb Loads Id Coeff *(26)ADDITIONAL LOADS: (F -k , W-k/ft, Dx,Dy,Dl-ft) *No. Add Surf Basic Load Fx Fy M Dx Dy -Conc *Add Id Id Type Type W1 W2 Co Dll D12 -Dist 0 *(27)FLOOR BEAMS: * Bay No. Beam Beam Con_Type Con_Loc Beam Properties * Id Beam Id Ht Lt Rt Lt Rt Area Ixx 1 0 *(28)CABLES: * Bay No. Cable Cable Cable Cable * Id Cable Id Level Type Area 1 0 *(29)CRANE BRACKET: J b N 2324 d'f 0 o mo i y AAMM Him, Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS. INC. Checked By BW *Crane Bay Id Crane Crane Beam ----Offset---- ---Bracket---- Col Sup Load *No Id Lt Rt Type Height Depth Left Right Type Select L R (k ) 0 *(30)FRAME LINES: * No *Line Frame -Line -Id 2 2 3 *(31)DESIGN PLATES: *No. ---Plate----Plate-Size- Bolt Bolt ---Top---- -Bottom-- *Pit. Type Id Width Thick Dia Gage Row Space Row Space 0 2324 Rigid Frame Design Code 5/22/03 10:06am STRUCTURAL CODE: Design Basis - WS Hot Rolled Steel - AISC89 Cold Formed Steel - AISI96 BUILDING CODE: Wind Code - UBC Year - 97 Seismic Zone - 3 Seismic Coef - 0.33 2324 Base Plate and Anchor Bolt Design 5/22/03 10:06am Weak --Column_Base-- Max _Reactions(k ) Axis--Plate_Size(in)----Bolts(A307 )- Loc. Typ Depth Comp Tens Shear Tens Width Length Thick Row Diam Gage ----- --- ----- ---- ----- ----- ---- ----- ------ ---- --- ----- ---- Left P 12.7 11.6 -7.7 -5.5 0.0 6.0 12.69 0.500 2 0.750 3.50 Right P 12.8 11.9 -8.4 6.8 0.0 8.0 12.75 0.500 2 0.750 4.00 WELDS ray c l i g v i 1 G J Job No 2324 modify wig I Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS. INC. Checked By BW 4 2324 Base Plate and Anchor Bolt Design 5/22/03 10:06am ------------ Base Id Left Right ; ---- Outside _Flange--- Shear(k/in ) Size Typ Calc Allow 0.188 F1 0.64 2.78 0.188 F1 0.53 2.78 ----Inside Flange---- Shear(k/in ) Size Typ Calc Allow 0.188 F1 0.64 2.78 0.188 F1 0.53 2.78 --------- Web --------- Shear(k/in ) Size Typ Calc Allow 0.188 F 0.23 2.78 0.188 F 0.28 2.78 2324 Bolted -End -Plate Design 5/22/03 10:06am Splice Member Web -Splice(in)- Ten ---Load(k ,f -k )------Bolts(A325 )----- Id Typ Loc. Depth Width Thick Loc Id Axl Shr Mom Row Diam Space Gage ------ ------ ----- ----- ----- --- -- --- --- ---- --- ----- ----- ----- 1 VEE 1- 2 24.00 6.0 0.750 Top(b)x 0 11 124 2 0.750 4.00 3.00 Bot 12x 0 -8 86 2 0.750 4.00 3.00 2 -EE 3- 4 12.00 6.0 0.625 Top 13x 0 3 27 2 0.750 4.00 3.00 Bot 1 0 -1 34 2 0.750 4'.00 3.00 3 VEE 5- 6 23.00 8.0 0.750 Top 1 0 -10 113 2 0.750 4.00 3.50 Bot llx 0 9 136 2 0.750 4.00 3.50 (b)Moment: D+L+2.8*Seismic R x Loads shown are full loads. Design results are adjusted for wind strength factor (1.333) WELDS: ----Outside Flange --- Splice Shear(k/in ) Id Side Size Typ Calc Allow -- ---- ----- --- ----- ----- 1 L 0.250 F 2.76 3.71 1 R 0.250 F 2.93 3.71 ----Inside_Flange---- Shear(k/in ) Size Typ Calc Allow ----- --- ----- ----- 0.250 F 2.04 3.71 0.250 F 2.04 3.71 --------- Web --------- Shear(k/in ) Size Typ Calc Allow ----- --- ----- ----- 0.250 F 0.18 3.71 0.250 F 0.18 3.71 2324 Stiffener Report 5/22/03 10:06am Stiff -Plate-Size- Web Load -----Force(k )---- Location ---------- ray= 11V \JI IGJ Thick Job No 2324 modify Left Col 1 2.50 Customer BUILT -WELL CONSTRUCTION ----- ----- ---- 46.9 61.0 0.77 Right Col Date 0.250 5/22/2003 1 DescriptionV.F. 2 WALNUT HULLER BLDG Loc Designed B MICHAEL LAPIERRE HCI STEEL BUILDING 12 13 `'-' `' Checked By BW SYSTEMS. INC. 2 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 2324 Bolted -End -Plate Design 5/22/03 10:06am 2 L 0.250 F 1.67 3.71 0.250 F 2.86 3.71 0.250 F 0.08 3.71 2 R 0.250 F 1.67 3.71 0.250 F 2.86 3.71 0.250 F 0.08 3.71 3 L 0.313 F 3.78 4.64 0.250 F 3.41 3.71 0.250 F 0.22 3.71 3 R 0.250 F 3.56 3.71 0.250 F 3.41 3.71 0.250 F 0.22 3.71 2324 Stiffener Report 5/22/03 10:06am Stiff -Plate-Size- Web Load -----Force(k )---- Location ---------- No. Width --- ----- Thick Length Id Calc Allow UC Left Col 1 2.50 ----- 0.250 ------ 26.00 ---- 1 ----- ----- ---- 46.9 61.0 0.77 Right Col 1 4.00 0.250 21.00 1 64.4 84.7 0.76 Stiffener Yield = 50.0 ksi 2324 Flange Brace Report 5/22/03 10:06am Flange Brace Yield= 50.0 ksi Flange Brace Bolt = 0.500 (A307 ) Surf No. Id Brace Flange Braces 1 0 2 7 Loc 1 3 5 7 10 12 13 Sides: 2 2 2 2 2 2 2 Part : L2x.075 L2x.075 L2x.075 L2x.075 L2x.075 L2x.075 L2x.075 Force: 0.36 0.19 0.29 0.18 0.09 0.40 3 0 2324 Weld Report: Web To Flange 5/22/03 10:06am ----Max rays 117 V1 1LJ -------Weld—Provided ------ eldProvided------ Job No 2324 Section modify Shear Size Shear No. Id ------ •Id ------- Customer BUILT -WELL CONSTRUCTION (k/in ) ------- Date 5/22/2003 Type ---- Description V.F. WALNUT HULLER BLDG 1 Designed By MICHAEL LAPIERRE HCI STEEL BUILDING 0.188 3.71 F ---- 1 2 SYSTEMS. INC. 6 1 0.24 Checked By BW ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 2324 ------------------------------------------------------------------------------- Flange Brace Report 5/22/03 10:06am ------------------------------------------------------------------------------- 0.54 0.21 0.188 BrcUC: 0.28 0.15 0.22 0.14 0.07 0.32 4 0.44 1 0.28 ConUC: 0.18 0.10 0.15 0.09 0.04 0.21 5 0.28 20 1 3 0 2324 Weld Report: Web To Flange 5/22/03 10:06am 2324 Special Segment Report 5/22/03 10:06am TOP OF LEFT COLUMN: ----------------------------- Reqd Initial Web Thick= 0.188 ( 0.188) Flange Width= 5.000 ( 6.000) Flange Thick= 0.250 ( 0.313) TOP OF RIGHT COLUMN: ----Max Weld Shear----- -------Weld—Provided ------ eldProvided------ Member Member Segment Section Load Shear Size Shear No. Id ------ •Id ------- Id --- --- Id ------ (k/in ) ------- (in) ----- Win ) ------- Type ---- Side 1 1 1 10 0.51 0.188 3.71 F ---- 1 2 2 6 1 0.24 0.188 2.78 F 1 3 3 11 1 0.21 0.188 2.78 F 1 4 4 16 1 0.28 0.188 2.78 F 1 5 5 20 1 0.29 0.188 2.78 F 1 6 6 27 13 0.64 0.188 3.71 F 1 2324 Special Segment Report 5/22/03 10:06am TOP OF LEFT COLUMN: ----------------------------- Reqd Initial Web Thick= 0.188 ( 0.188) Flange Width= 5.000 ( 6.000) Flange Thick= 0.250 ( 0.313) TOP OF RIGHT COLUMN: rage lzu Uz Izo Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS. INC. z r Checked By BW 2324 Special Segment Report 5/22/03 10:06am ----------------------------- Regd Initial Web Thick= 0.188 ( 0.188) Flange Width= 5.000 ( 8.000) Flange Thick= 0.250 ( 0.375) 2324 Design Summary Report 5/22/03 10:06am FRAME: Id = 1 Type = RF Line Id= 2 3 MEMBERS: Mem Seg1 Flange IWeb_Depthl Plate_ Thickness I Max_UCV I Max UCO I Max_UCI Id Id I Len WidlStrt End[ Web O-flg I-flgiId Ld UcvlId Ld UcolId Ld Uci --- --- ---- --- ---- ---- ----- ----- ----- -- -- ---- -- -- ---- -- -- ---- 1 1 19.4 6.0 12.0 26.0 0.188 0.313 0.375 5 1 0.24 5 12 0.75 5 1 0.98 2 2 17.4 5.0 24.0 12.0 0.188 0.250 0.250 6 1 0.41 6 1 0.59 10 11 0.82 3 3 10.0 5.0 12.0 12.0 0.135 0.250 0.250 11 1 0.19 13 1 0.76 11 11 0.88 4 4 10.0 5.0 12.0 12.0 0.135 0.250 0.250 16 1 0.25 14 1 0.76 15 12 0.69 5 5 17.2 5.0 12.0 23.0 0.188 0.250 0.250 21 1 0.44 21 11 0.87 21 1 0.99 6 6 24.2 8.0 21.0 12.0 0.188 0.375 0.375 22 14 0.22 22 11 0.87 22 1 1.00 LOAD COMBINATIONS: 1 - DL+CO+LL 11 - DL+WR1 12 - DL+WL2 14 - DL+LW1 WEIGHTS: Member 1 2 3 4 5 6 rays 141 U1 14J Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS, INC. Checked By BW 2324 Design Summary Report 5/22/03 10:06am ---------- ---- ---- ---- ---- ---- ---- Weight (lb) 520 348 140 140 338 763 Total Weight (lb) Frame Members = Interior Col. _ Conn. Plates = Base Plates = Trans Stiff = REACTIONS: (Sidewall Columns) Load Id 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 ---------Left Column--------- Fx(k ) Fy(k ) Fz(k ) M(f-k ) ------ ------- ------- ------- 5.47 11.56 0.00 0.00 -5.29 -3.74 0.00 0.00 3.26 -0.45 0.00 0.00 -5.29 -3.74 0.00 0.00 3.26 -0.45 0.00 0.00 1.13 6.02 0.00 0.00 5.41 7.67 0.00 0.00 1.13 6.02 0.00 0.00 5.41 7.67 0.00 0.00 -7.38 -7.96 0.00 0.00 1.17 -4.67 0.00 0.00 -7.38 -7.96 0.00 0.00 1.17 -4.67 0.00 0.00 -0.18 -10.27 4.22 0.00 -0.10 -3.87 0.00 0.00 -0.18 -10.27 4.22 0.00 -0.10 -3.87 0.00 0.00 4.73 4.87 2.11 0.00 4.78 8.07 0.00 0.00 4.73 4.87 2.11 0.00 4.78 8.07 0.00 0.00 1.91 -6.04 4.22 0.00 1.99 0.35 0.00 0.00 2249 0 220 25 0 2493 ---------Right Column-------- Fx(k ) Fy(k ) Fz(k ) M(f-k ) ------ ------- ------- ------- -5.47 11.89 0.00 0.00 -1.07 -1.65 0.00 0.00 6.92 -4.94 0.00 0.00 -1.07 -1.65 0.00 0.00 6.92 -4.94 0.00 0.00 -4.32 7.25 0.00 0.00 -0.32 5.60 0.00 0.00 -4.32 7.25 0.00 0.00 -0.32 5.60 0.00 0.00 1.02 -5.90 0.00 0.00 9.01 -9.19 0.00 0.00 1.02 -5.90 0.00 0.00 9.01 -9.19 0.00 0.00 0.18 -11.22 4.56 0.00 0.10 -2.36 0.00 0.00 0.18 -11.22 4.56 0.00 0.10 -2.36 0.00 0.00 -4.73 4.58 2.28 0.00 -4.78 9.01 0.00 0.00 -4.73 4.58 2.28 0.00 -4.78 9.01 0.00 0.00 -1.91 -6.97 4.56 0.00 -1.99 1.89 0.00 0.00 v rage 1ZZ VT 1Z5 Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 HCI STEEL BUILDING Description V.F. WALNUT HULLER BLDG Designed By MICHAEL LAPIERRE Checked By BW SYSTEMS. INC. ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 2324 Design ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Summary Report 5/22/03 10:06am 24 1.91 -6.04 4.22 0.00 -1.91 -6.97 4.56 0.00 25 1.99 0.35 0.00 0.00 -1.99 1.89 0.00 0.00 26 -0.79 -0.49 0.00 0.00 -0.57 0.49 0.00 0.00 27 0.79 0.49 0.00 0.00 0.57 -0.49 0.00 0.00 28 0.51 2.62 0.00 0.00 -1.87 3.88 0.00 0.00 29 2.08 3.61 0.00 0.00 -0.72 2.89 0.00 0.00 30 1.29 -0.30 4.51 0.00 -1.29 -1.17 4.68 0.00 31 1.38 6.54 0.00 0.00 -1.38 7.94 0.00 0.00 32 .0.19 2.43 0.00 0.00 -2.10 4.07 0.00 0.00 33 2.39 3.81 0.00 0.00 -0.49 2.69 0.00 0.00 34 1.29 -1.67 6.31 '0.00 -1.29 -2.99 6.55 0.00 35 1.41 7.90 0.00 0.00 -1.41 9.76 0.00 0.00 DEFLECTIONS : (in) Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ ---- ---- ----- --------- Midspan 1 0.87 0.97 -3.21 2 1.14 1.11 0.89 3 -3.42 -3.47 2.01 4 1.14 1.11 0.89 5 -3.42 -3.47 2.01 6 1.17 1.23 -1.89 7 -1.11 -1.06 -1.53 8 1.17 1.23 -1.89 9 -1.11 -1.06 -1.53 10 0.81 0.74 2.03 11 -3.75 -3.84 3.16 12 0.81 0.74 2.03 13 -3.75 -3.84 3.16 14 -0.91 -0.95 2.02 15 -0.89 -0.93 2.01 16 -0.91 -0.95 2.02 17 -0.89 -0.93 2.01 18 0.31 0.38 -1.84 19 0.32 0.39 -1.85 20 0.31 0.38 -1.84 Page 123 Of 125 DEFLECTIONS LIMIT: Job No 2324 Load modify Of Col Customer BUILT -WELL CONSTRUCTION Left ---- Date 5/22/2003 LM M Description V.F. WALNUT HULLER BLDG 223 Designed By MICHAEL LAPIERRE HCI STEEL BUILDING 807 3 68 83 358 SYSTEMS, INC. i 261 807 Checked By BW 83 2324 Design Summary Report 5/22/03 10:06am 21 0.32 0.39 -1.85 7 22 -0.58 -0.58 0.80 469 23 -0.56 -0.56 0.79 237 24 -0.58 -0.58 0.80 210 25 -0.56 -0.56 0.79 10 26 0.65 0.65 -0.21 354 27 -0.65 -0.65 0.21 75 28 0.85 0.88 -0.92 288 29 -0.44 -0.42 -0.69 13 30 0.21 0.23 -0.76 227 31 0.22 0.24 -0.76 306 32 1.11 1.14 -1.01 259 33 -0.70 -0.68 -0.70 16 34 0.21 0.23 -0.76 356 35 0.23 0.25 -0.76 311 DEFLECTIONS LIMIT: Lateral Defl Load @ Top Of Col Vert Defl Id ---- Left ---- Right ----- @ Midspan --------- 1 267 299 223 2 204 261 807 3 68 83 358 4 204 261 807 5 68 83 358 6 198 237 381 7 210 273 469 8 198 237 381 9 210 273 469 10 288 392 354 11 62 75 227 3.2 288 392 354 13 62 75 227 14 256 306 356 15 259 311 357 16 256 306 356 17 259 311 357 C GING 1LY Vl 1L J Max Live Vertical = -2.46, Span/Deflection = 293. (Limit= 120.) Max Horizontal Drift= -3.75, Eave Height/Drift= 62. (Limit= 60.) P -DELTA CHECK: -------------- ---------Design Job No 2324. modify Load Sam Moment Deflect Stability Coeff Id Customer BUILT -WELL CONSTRUCTION in Cd Date 5/22/2003 ---- Left Column: 32 Description V.F. WALNUT HULLER BLDG ------- ---- 1.111' 4.00 Designed By MICHAEL LAPIERRE HCI STEEL BUILDING 4.89 -35.92 -1.063 4.00 0.003 0.100 SYSTEMS. INCA Checked By BW ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 2324 ------------------------------------------------------------------------------- Design Summary Report 5/22/03 10:06am ------------------------------------------------------------------------------- 18 741 761 390 19 726 748 390 20 741 761 390 21 726 748 390 22 403 504 903 23 413 516 911 24 403 504 903 25 413 516 911 26 359 448 3364 27 359 448 3364 28 272 331 779 29 527 692 1040 30 1130 1269 951 31 1049 1188 944 32 209 255 713 33 332 427 1030 34 1130 1269 951 35 1020 1158 941 Max Live Vertical = -2.46, Span/Deflection = 293. (Limit= 120.) Max Horizontal Drift= -3.75, Eave Height/Drift= 62. (Limit= 60.) P -DELTA CHECK: -------------- ---------Design Load ---------- Load P,Axial Moment Deflect Stability Coeff Id k f -k in Cd Calc Limit ---- Left Column: 32 ------------- 1.95 2.32 ------- ---- 1.111' 4.00 ----- 0.019 ----- 0.100 Right Column: 9 4.89 -35.92 -1.063 4.00 0.003 0.100 2324 Rigid Frame Clearances 5/22/03 10:06am Left Col Right Col Midspan HORIZONTAL CLEARANCE: -------------------- Left Col - Right Col 17'06-07" (X= 3'00-09", Y= 17'06-07") 22'01-12" (X= 57'04-07", Y= 22'01-12") 21107-10" (X= 40'02-09", Y= 21'07-10") 54'03-13" (X1= 3'00-09", X2= 57'04-07") 2324 Rigid Frame Design Warnings 5/22/03 10:06am No Warnings C QIjC 1LJ VL 1LJ Job No 2324 modify Customer BUILT -WELL CONSTRUCTION Date 5/22/2003 Description V.F. WALNUT HULLER BLDG Designed B MICHAEL LAPIERRE HCI STEEL BUILDING SYSTEMS. INC. ,. .... Checked By BW 2324 Rigid Frame Clearances 5/22/03 10:06am VERTICAL CLEARANCE: ------------------ Left Col Right Col Midspan HORIZONTAL CLEARANCE: -------------------- Left Col - Right Col 17'06-07" (X= 3'00-09", Y= 17'06-07") 22'01-12" (X= 57'04-07", Y= 22'01-12") 21107-10" (X= 40'02-09", Y= 21'07-10") 54'03-13" (X1= 3'00-09", X2= 57'04-07") 2324 Rigid Frame Design Warnings 5/22/03 10:06am No Warnings ADDITIONAL CALCULATIONS PROJECT: VANELLA FARMS WALNUT HULLER BLDG JOB NO: 2324 CUSTOMER: BUILT -WELL CONSTRUCTION LOCATION: CHICO, CA DATE: 5/22/2003 SEISMIC LOAD CALCULATIONS PER 1997 UBC DATE: 5/22/2003 JOB NO: 2324. PROJECT: V.,F,,._W/ LNUT..,H.UIL.E.R_BLDG0 CUSTOMER: BUILT -WELL CONSTRUCTION LOCATION: CH.LCO,._CA General DeSCrI tp jQn: This program calculates the Seismic Loads for Rigid Frames and Braced Frames. It follows equations in 1997 UBC Seismic Design. Input Data: Input items are shown bold red & italic blue. Items in blue may change for each project. A description of the input item is located to the right of the box, or see UBC for definitions of specific terms. Output Interpretation: The resulting graphic output shows the loads to the rigid frames and braced frames. BUILDING GEOMETRY: Total Buildinq SPAN 60.00 ft. LENGTH 80.00 ft. BAY 28.25 ft. EAVE HEIGHT 20.00 ft. ROOF SLOPE 1 : 12 EWAVE. EAVE HEIGHT 22.50 ft. DESIGN LOADS: Left Endwall SNOW LOAD = 0.0 psf 25% SNOW LOAD = 0.0 psf Collateral Load = 0.0 psf D. Wt. Roof = 4.5 psf D. Wt. Front Sidewall = 2.0 psf D. Wt. Back Sidewall = 2.0 psf D. Wt. Left Endwall =2.0 psf D. Wt. Right Endwall = 2.0 psf ROOF EXTENSION GEOMETRY. Front Sidewall Proj. - Back Sidewall Proj. Left Gable Proj. = Right Gable Proj. W= 27.90 kips Tributary Rigid Frame Wei ht Total Buildinq Weight Roof 1695.00 4.5 Item I Area,sf psf Wt., kips Roof 4800.00 4.5 21.60 Front Sidewall 1000.00 2.0 2.00 Back Sidewall 800.00 2.0 1.60 Left Endwall 675.00 2.0 1.35 Right Endwall 675.00 2.0 1.35 Additional Seismic Weight: Cranes, etc. 0.00 W= 27.90 kips Tributary Rigid Frame Wei ht Item Area,sf sf Wt., kips Roof 1695.00 4.5 7.63 Front Sidewall 282.50 2.0 0.57 Back Sidewall 282.50 2.0 0.57 Additional Seismic Weight: Cranes, etc. 0.00 W= 8.76 kips SEISMIC DESIGN COEFFICIENTS AND INFORMATION: fl.= 2.8 RIGID FRAME 3 = Number of bays ftp 2.2 BRACING 1 = Number of braced bays per sidewall Q2 2.8 PORTALS 0 = Number of PORTALS per sidewall Zone= 3 n2 2.0 WEAK AXIS 0 = Number of WEAK AXIS colums per sidewall I= 1.00 S2o 2..0 FIXED BASE 0 = Number of FIXED BASE columns per sidewall Ca = 0.33 R= 4.5 RIGID FRAME R= 5.6 BRACING R=1 4.5 1PORTALS R= 2.2 WEAK AXIS R=1 2.2 1 FIXED BASE DESIGN BASE SHEAR FORMULA: V=(2.5'Ca'I/R)'W = 0.183 *W (RIGID FRAME) 0.147 `W (SIDEWALL ROD BRACING) 0.183 'W (SIDEWALL PORTAL FRAMES) 0.375 `W (SIDEWALL WEAK AXIS COLUMN BENDING) 0.375 •1N (SIDEWALL FIXED BASE COLUMN) Cover Sheet Page 1 of 1 5/22/2003 614161 •.� _KOINUMN► M•• DATE: 5/�/.2.QQ3. JOB NO: 232.4 PROJECT: V.E. WALNUT HULLER BLDG CUSTOMER: BUILT -WELL CONSTRUCTION LOCATION:I�Q,�� SEISMIC LOADS TO RIGID FRAME 0.65 kips 0.65 kips Total W = 8.76 kips V = (2.5`Ca'I/R)'W = 1.61 kips Rigid Frame FMEMBER = p'V/1.4 = 1.30 kips r(max) = 0.33 p = 1.13 p(max) = 1.5 (or 1.0 in Zones 0, 1 & 2) Note to Design Engineer: Value of 0.65 to match the value listed as Seismic Load on Line 20 of MBS RfDes.in file. Note to Design Engineer: Seismic end plate connection moment is calculated using Q0 times base shear per UBC clause 2213.6 item 2. Total W = 27.90 kips V = (2.5'Ca`I/R)'W = 4.11 kips FCONNECTION = f)o V = . 9.04 kips FREACTIONS = p'V/1.4 = 4.18 kips 00 2.2 r(max) = 0.50 P = 1.42 p(max) =1.5 (or 1.0 in Zones 0, 1 & 2) Load per sidewall braced bay = 4.52 kips 0.5FCONWCT*„= 4.52t kips Left Endwall 4.521kips Note to Design Engineer: Value of 4.52 to match value listed as Seismic Maximum Horizontal Base Reaction in Sidewall Diagonal Bracing Report in RoofDes.out file. If the value does not match, the design engineer must scale the value listed as Seismic Coef on Line 34 of MBS RoofDes.in file. SIDEWALL BRACED BAY BAY EAVE HEIGHT ROOF SLOPE PURLIN DEPTH GIRT WIDTH VERTICAL ROD ANGLE 0: GEOMETRY 28.25 ft. ROD BRACING REATIONS ft. ---Seismic--- : 12 Horiz Vert in. 2.09 1.31 in. 20.00 1 70 8 58.00 Note to Design Engineer: Value of 7.88 to match value listed as Roof Bracing Force under Seismic Forces in Seismic Design Report in DesCalc.out file. If the value does not match, the design engineer must scale the value listed as Seismic Coef on Line 34 of MBS RoofDes.in file. EQAXiAL = 2.09 kips EQmAXiAL = 4.52 kips Rod Bracing . Page 1 of 1 5/22/2003 JOB: 2324 DATE: 5122I20Q PROJECT: V.F. WALNUT HULLER BLDG CUSTOMER: BUILT -WELL CONT LOCATION: -CH.LC0 CA General Descriptions This spreadsheet calculates the seismic forces to the endwall braced frames in accordance with 1997 UBC. All calculations can be easily checked by hand. Input Data: Input items are shown bold red & italic blue. For other X -bracing locations just change the dimension L1 to each bracing location. Output Interpretation: The building dead loads and the seismic base shear are calculated. The reaction forces and rod bracing tension forces are calculated for a particular bay. The number of bays are input and the total seismic force is divided by this number. BUILDING INFORMATION: psf ft ft ft ft :12 ft ft ft Span = Length = End Bay = Eave Height = Roof Slope = Number of sidewall bays Gable Projection = Front Sidewall Proj. = Back Sidewall Proj. = 60.00 80.00 28.25 20.00 9.0 3 0 0 0 Zone = Ca = R= I= no = P= 3 0.33 4.5 UBC 1630.4.4 1.00 Area,sf psf Wt., kips ROOF: 847.5 4.5 3.81 SIDEWALL: 282.5 2.0 0.57 ENDWALL: 637.5 2.0 1.28 W= 5.65 kips V = (2.5*Ca*I/R)*W = 0.183 *W Base Shear V = 1.04 kips FREACTIONS = P*V/1.4 = 0.74 kips UBC 2213.8.5 FDESIGN = !Do*V = 2.28 kips ENDWALL BRACING INFORMATION: No. Braced Bays = i Braced Bay Width B1= 10.00 ft Length L1 = 60.OD ft Height H1 = 24.17 ft 2.2 r(max)= 0.17 Angle Tan-'(H1/B1) = 50.4 degrees 1.00 p(max)=1.5 (or 1.0 in Zones 0, 1 & 2) Rod Tension P = 3 58 kips DESIGN LOADS: Snow Load = 0.0 psf 25%Snow Load = 0.0 psf Collateral = 0.0 psf D. Wt. Roof = 4.5 psf D. Wt. Sidewall = 2.0 psf D. Wt. Endwall = 2.0 psf Pst = F„*Ae F„= 36.0 ksi Rod Bracing Allowable Loads Rod Dia. Area, Ae st, F,ps 0.500 0.142 5.108 0.625 0.226 8.136 0.750 0.334 12.041 0.875 0.462 16.622 1.000 0.606 21.807 1.125 0.763 27.478 1.250 0.969 34.888 1.375 1.155 41.576 1.500 1.405 50.589 n 13 11 10 9 8 7 7 6 6 M Horizonal Reaction RH= 0.74 kips Vertical Reaction Rv = 0.89 kips FDESIGN(Total) = 2.28 kips 2.28 r 61 � Rod Tension =3.58 H1 RH= ♦ 0.74 1 Rv= * 0.89 Rv=10.89 L1 Note to Design Engineer: Value for FDESIGN should match the value listed as Seismic Load on Line 32 of MBS EwDes.in file. EW-SeismicUBC.xls Page 1 of 2 5/22/2003 WIND CALCULATIONS FOR ENDWALL BRACING PER 1997 UBC JOB: 2324 DATE: 5122!2003 Rod Properties: A36 Material 6yr = 36.0 ksi bur = 58.0 ksi (6yr)aff = 6yp +2/3((Yur - ayr) 50.7 ksi P, = 0.26(6 r)eadeZ*4/3 = 0.33(6 r)eliA,*4/3 Rod Bracin Allowable Loads Rod Dia. Area, Ae P,, kips 0.500 0.142 3.192 0.625 0.226 5.084 0.750 0.334 7.524 0.875 0.462 10.387 1.000 0.606 13.627 1.125 0.763 17.171 1.250 0.969 21.801 1.375 1.155 25.980 1.500 1.405 -1 31.613 PROJECT: V.F. WALNUT HULLER BLDG CUSTOMER:.BUILT=U. CONSTRUCTfON LOCATION: CRI.-C-0—GA EW-SeismicUBC.xis Page 2 of 2 5/22/2003 PURLIN ROLLING FORCE CALCULATIONS FOR SCREW DOWN ROOFS. DATE: S/22/20(13 JOB NO: 2324 PROJECT: V.F. NVALNUT HULLER BLDG CUSTOMER: BUILT -WELL CONSTRUCTION LOCATION: CHICO, CA General Description: This program calculates the purlin Rolling Force. It follows procedures set out in AISI Section D3.2.1. It will determine if welded clips are adequate, or if some method of resistance to purlin translation / rotation will be required. HCI designs all screw down roofs as multiple -span systems with restraints at the supports. No discrete bracing is used for screw down roofs. Input Data: Input items are shown bold red & italic blue. Items in blue may change for each project. A description of input item is located to the right of the box, or see AISI for definitions of specific terms. Output Interpretation: Output indicates if purlin gussets are required or not. Check against maximum gusset strength. Design Loads LL= Ill psf COL= 0 psf DL= 2— psf WL= 14 psf Purlin Properties tl = Design Thickness 0.0588 in. t2 = 0.0725 0.0588 in. b= 2.30 in. d= 8 in. L= 28.25 ft. S= 1.50 ft. np= 4 Roof Slope 1.00 Roof live load Collateral load Dead load Wind load Purlin thickness in the exterior bay Purlin thickness in the interior bay Flange width, in. Purlin depth, in. Bay spacing, ft. Purlin spacing, ft. No. of purlin lines between clips Roof Slope expressed in rise in 12 run Purlin Gauge Design Thickness 16 0.0588 14 0.0725 12 0.1030 PurlinAntiroll-HR ASD.xIs Page 1 of 3 5/22/2003 Load Calculations W = Total load supported by the purlins lines between adjacent supports (lb) W = (Load Combination)*L*np*s Gravity Load Combination (LL + DL + CL) W = 6356.25 lbs. Controls Wind Load Combination (WL - DL) W= -5847.75 lbs. Roll Force Calculation Multiple -Span System with Restraints at the Supports based on AISI SECTION D3.2.1 0.053b1.880.13 (Eq. D.3.2.1-5) PL = Ctr n0.95d1.07t0.94 °ose—sine W P for braces at end supports for braces at first interior supports for all other braces Design of Purlin CHD Purlin Depth (in) Allowable Loads (lb) Clip Only Clip/Gusset Clip/Gusset (upward) (downward) 8 217.5 5917.7 2109.1 9 193.3 5291.3 1784.6 10 174.0 4782.4 1546.7 11 158.2 4361.5 1364.7 12 145.0 4007.7 1221.1 14 124.3 3446.9 1008.7 for braces at end supports for braces at first interior supports for all other braces PurlinAntiroll-HR ASD.xIs Gravity Load Use clip with gusset Use clip with gusset Use clip with gusset Page 2 of 3 Uplift Load Use clip with gusset Use clip with gusset Use clip with gusset 5/22/2003 Gravity Uplift Load Load PL (lb) 716.7 -659.4 PL (lb) 989.8 -910.6 131, (lb) 921.5 -847.8 Gravity Load Use clip with gusset Use clip with gusset Use clip with gusset Page 2 of 3 Uplift Load Use clip with gusset Use clip with gusset Use clip with gusset 5/22/2003 Check Diaphragm Strength Ultimate Shear Strength of Diaphragm (See Test Report) Shear Stiffness of Diaphram (See Test Reports) Length of Diaphragm Width of Diaphragm Factor of Safety Std = Allowable Shear Strength Required Shear Strength along exterior support Shear Loading in the exterior bay Required Shear Stiffness in the exterior bay (Based on L/360 Deflection limit) Factor of Safety Std = Allowable Shear Strength Required Shear Strength along interior supports Shear Loading iri interior bays Required Shear Stiffness in interior bays (Based on L/360 Deflection limit) PurlinAntiroll-HR AM.As Page 3 of 3 269.7 lb/ft 3694.6 lb/in 28.25 R 18 ft 2.45 110.1 lb/ft 39.8 lb/ft 50.7 lb/ft 298.6 lb/in 2.45 110.1 lb/ft 27.5 lb/ft 35.0 lb/ft 206.2 lb/in ' OK OK OK 5/22/2003 w ��- fy` FOR BUILDING DIVISION USE ONLY.- Receipt NLY:Receipt Information: Number: / 7 S �{ Date. �- 3 ,-� Issued To: Amount: Fees Retained: /Processing Fee: $ p? 5 Uo Bldg Filing Fee: $ t Total Amount Retained: $ TOTAL REFUND DUE: `,$ • b Amount from 440-001 $ Amount from $ Amount from $ Amount from $ Plbg Filing Fee: $ Elec Filing Fee: $ Mech Filing Fee: $ Energy P/C Fee: $ Plan Check Fee: $ *All 0� Inspection Fee: SRA P/C Fee: $ $ Other: $ Total Amount Retained: $ TOTAL REFUND DUE: `,$ • b Amount from 440-001 $ Amount from $ Amount from $ Amount from $ REFUND CLAIM APPLICATION REQUEST FOR REFUND Refunds can only be made upon written request by the person who paid the fee(s). The request must be made within two years from the date of fee payment on permits not issued, and two years from the date of permit issuance for permits issued; however, on issued permits refunds can only be made if no construction work has been done. Filing fees, plan check fees for work plan checked are not refundable. Fees paid to other County Departments are not covered by this claim. CLAIMANT'S NAME:l/-0 MAILING ADDRESS: ASSESSOR'S PARCEL #: BUILDING PERMIT #: RECEIPT NUMBER(S): �S A request for refund of fees paid on the above receipt number(s) is for the following reasons: /P i/)',EQ"7�E` Please refund any applicable fees in the following categories: (Check those fees which you wish to have refunded.) (0/1 -"Building Permit Fees ( ) Sheriff Fees ( ) SRA Fees (CDF Fire Planning) ( ) Other (specify): Disposition of Plans: ( ) Plans returned to me at counter ( ) . Please mail plans to me at above address ( ) Please dispose of plans Signature i Date A COUNTY OF BUTTE GENERAL CLAIM FORM WILL BE MAILED TO YOU FOR SIGNATURE AFTER REVIEW BY BUILDING OFFICIAL. 039-210-034 03AG091 VANELLA, BOB 10940 EMMA AVE, CHICO AG. BLDG (60'X 80') BUILDING DIVISION COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE – OROVILLE, CALIFORNIA 95965 – TELEPHONE: (530) 538-7541 AGRICULTURAL BUILDING EXEMPTION PERMIT 1Mv Rg YN Agricultural building is defined as follows: Agricultural building is a structure designed and constructed to house farm implements, hay, grain, poultry, livestock, or other horticultural products. This structure shall not be a place of human habitation or a place of employment where agricultural products are processed, treated, or packaged, nor shall it be a place used by the public. ASSESSOR PARCEL NO. b .3 11 –Ito —O 3 —vo U ZONING OWNER l /CC K PHONE � OWNER'S ADD SS_� Oa p &O 014si Z LOCATION OF BU �QI G Uyqo fJ 2 USE OF BUILDING SIZE OF STRUCTURE4Z SQ. FT. TYPE OF CONSTRUCTION: WOOD FRAME STEEL CONCRETE OTHER (Specify) TYPE OF SIDING ROOF OVERING FLOOR TYPE ESTIMATED COST OF CONSTRUCTION `— AG Buildings shall comply with the minimum front, side, and rear yard setback requirements of the applicable County Ordinances as follows: FRONT +68" SIDES 44b— REAR AG Buildings shall be a minimum of five (5) feet from any septic tank or leach fields. AG Buildings less than 1000 sq. ft. in floor area shall be located a minimum of 6 feet from a residence, 10 feet from a mobilehome, and 23 feet from a commercial building. AG Buildings greater than 1000 sq. ft. in floor area shall be located a minimum of 23 feet from a residence and a mobilehome, and 40 feet from a commercial building. AG Buildings must comply with Flood Zone requirements. Finish floor elevation must be at or above elevation USGS Datum. I declare under penalty of perjury that the building will be used as stated above and the purposed use confirms with the AG Building definition. If any change in use or occupancy of the building is made, I will contact the Building Division and obtain any necessary permits, inspections, and approvals to comply with the requirements in effect at that time and before occupancy. Date 'v,�?K-63 ermit Fee - $60.00 Receipt No. 1--79� mad---) Signature of The above described AG Building is exempt from a building permit. Manager Building Division v By White — DPW, Yellow — Assessor, Pink — B. I., Goldenrod — Applicant D PARCEL P.D. I ROOFING ISSUE Date r.r ., .. .Jv .Y r+� .I .. .. • .A w ;'' „, r.,-••l''�~'a q..-..+..�.id''4'•_,b . ; -.. . .... t . e , ►;� BUILDING DIVISION COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT --SERVICES 7 COUNTY CENTER DRIVE — OROVILLE, CALIFORNIA 95965 — TELEPHONE: (530) 538-7541 . AGRICULTURAL BUILDING EXEMPTION PERMIT 't - 1 Agricultural building is defined as follows: Agricultural building is a struc pre designed and constructed to house farm implements, hay, grain, poultry, livestock, or other horticultural products. This structure shall•not be a place of human habitation or a place of employment where agricultural products are processed, treated, or packaged, nor shall it be a place used by the public. ~' A ASSESSOR PARCEL NO.011-110-039 r. VAU ZONING ' ! fj �1 / -r t OWNER V a/Ir r t,- i2 z •-rAuS1" p PHONE NO ) 3k/?- .3I � OWNER'S ADDRESSh_, co LOCATION OF BU Lj�ING S Z V Gu fz w 4 - USE OF BUILDING ! , W / SIZE OF STRUCTURE aU X _ 40—OSQ. FT. _. TYPE OF CONSTRUCTION: WOOD FRAME STEEL CONCRETE OTHER (Specify) TYPE OF SIDING ROOF COVERING FLOOR TYPE c� I+ ESTIMATED COST OF CONSTRUCTION $ " ,00U a AG Buildings shall comply with the minimum front, side, and rear yard setback requirements of the applicable County 'Ordinances as follows: FRONT 40" SIDES "'" REAR Ali— AG Buildings shall be a minimum of five (5) feet from any septic tank or leach fields. AG Buildings less than 1000 sq. ft. in floor area shall be located a minimum of 6 feet from a residence, 10 feet from a mobilehome, and 23 feet from a commercial building. AG Buildings greater than 1000 sq. ft. in floor area shall be located a minimum of 23 feet from a residence and a mobilehome, and 40 feet from a commercial building. AG Buildings must comply with Flood Zone requirements. Finish floor elevation must be at or above elevation USGS Datum. I declare under penalty of perjury that the building will be used as stated above and the purposed use confirms with the AG Building definition. If any change in use or occupancy of the building is made, I will contact the Building Division and obtain any necessary permits, inspections, and approvals to comply with the requirements in effect at that time and before occupancy. /1) A Date ..T-7�'—�3 er e - $ 60.00- $ 60.00 Receipt N1-7�j 5 aa� Signature of The above described AG Building is exempt from a building permit Manager Building Division By Date White - DPW, Yellow - Assessor, Pink - B. I., Goldenrod - Applicant m PARCEL P.D. ROOFING ISSUE 1. r Manager Building Division By Date White - DPW, Yellow - Assessor, Pink - B. I., Goldenrod - Applicant m _. . 4. BUILDING DIVISION COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES , 7 COUNTY CENTER DRIVE – OROVILLE, CALIFORNIA 95965 – TELEPHONE: (530) 538-7541 y ;� AGRICULTURAL BUILDING EXEMPTION PERMIT Apr 4 P ''I I!/ O' I Agricultural building is defined as follows: Agricultural building is a structure designed and constructed to house farm implements, hay, grain, poultry, livestock, or other horticultural products. This structure shall not be a place of human habitation or a place of employment where agricultural products are processed, treated, or packaged, nor shall it be a place used by the public. ASSESSOR PARCEL NO.f �.i� _� �� ��}U ZONING OWNER l �/rr ftr / �t.y. 12, 91 -TAu s �- � PHONE NO s t �3v � -3 k/9? S 3 I � OWNER'S ADDRESS LOCATION OF BULDING %} t, od%-o 4.1 rk., ox f Z.e' USE OF BUILDING 1 f SIZE OF STRUCTURE / 49r1s.. FT. TYPE OF CONSTRUCTION: WOOD FRAME STEEL --/V—\ CONCRETE OTHER (Specify) TYPE OF SIDING ROOF COVERING FLOOR TYPE f� ESTIMATED COST OF CONSTRUCTION $ AG Buildings shall comply with the minimum front, side, and rear yard setback requirements of the applicable County Ordinances as follows: FRONT SIDES REAR AG Buildings shall be a minimum of five (5) feet from any septic tank or leach fields. AG Buildings less than 1000 sq. ft. in floor area shall be located a minimum of 6 feet from a residence, 10 feet from a mobilehome, and 23 feet from a commercial building. AG Buildings greater than 1000 sq. ft. in floor area shall be located a minimum of 23 feet from a residence and a mobilehome, and 40 feet from a commercial building. 1 AG Buildings must comply with Flood Zone requirements. Finish floor elevation must be at or above elevation USGS Datum. I'declare under penalty of perjury that the building will be used as stated above and the purposed use confirms with the AG Building definition. If any change in use or occupancy of the building is made, I will contact the Building Division and obtain any necessary permits, inspections, and approvals to comply with the requirements in effect at that time and before occupancy. , /'� Date - �,'-- 3 Signature of Owner;—;OL / ,� e,/ 4 Permi� $60.00 The above described AG Building is exempt from a building permit. OOD PARCEL P.D. ROOFING ISSUE Receipt No. , Manager Building Division : By Date White — DPW, Yellow — Assessor, Pink — B. I., Goldenrod — Applicant r Lim T : BUILDING DIVISION 1 COUNTYOFBUTTE - DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE: (530) 538-7541' AGRICULTURAL BUILDING EXEMPTION PERMIT PERMIT NO+ / Agricultural building is defined as follows: Agricultural building is a structure designed and constructed to house farm implements, hay, grain, poultry, livestock, or other horticultural products. This structure shall not be a place of human habitation or a place of employment where agricultural products are processed, treated, or packaged, nor shall it be a place used by the public. �.x ASSESSOR PARCEL NO. 0� rf - 'bo -t� �y - Ut3C� ZONING OWNER % -7 ^� j PHONE NO. �.�� .,! } , —SY2-).3 OWNER'S ADDRESS/• ' / ~� �' '' 4 �A ) 5 �- .`l 1. ) (". s t 1•n t + t� ►1 f , IV .S C= LOCATION OF BUILDING USE OF BUILDING SIZE OF STRUCTURE , % ,r r - �(/ZSQ. TYPE OF CONSTRUCTION: WOOD FRAME STEEL CONCRETE OTHER (Specify) TYPE OF SIDING ROOF COVERING FLOOR TYPE ESTIMATED COST OF CONSTRUCTION f AG Buildings shall comply with the minimum front, side, and rear yard setback requirements of the applicable County Ordinances as follows: FRONT 4-lr� SIDES ^'"""' REAR' 1 AG Buildings shall be a minimum of five (5) feet from any septic tank or leach fields. I AG Buildings less than 1000 sq. ft. in floor area shall be located a minimum of 6 feet from a residence,' 10 feet from a mobilehome, and 23 feet from a commercial building. AG Buildings greater than 1000 sq. ft. in floor area shall be located a minimum of 23 feet from a residence and a mobilehome, and 40 feet from a commercial building. AG Buildings must comply with Flood Zone requirements. Finish floor elevation must be at or above elevation USGS Datum. Pdeclare under penalty of perjury that the building will be used as stated above and the purposed use confirms with the AG Building definition. If any change in use or occupancy of the building is made, I will contact the Building Division and obtain any necessary permits, inspections, and approvals to comply with the requirements in effect at that time and before occupancy. Date 1 -/� \'� 6 3 - Permit Fee - 60.00$ Receipt �No P /G , 1'e, Signature of Owner;r � � l, The above described AG Building is exempt from a building permit. Manager Building Division By White - DPW, Yellow - Assessor, Pink - B. I., Goldenrod - Applicant RLOOD I PARCEL I P.D. I ROOFING I ISSUE a Date INC SCHEDULE FOUNDATION NOTESFOOT TYPE SIZE DEPTH ANCHOR BOLTS PROJ. REBAR THRUST ANGLE HAIR PIN Ol 12''-10"12-0 � �� DIA. (4) 3/4” 0 LENGTH 12 3 11 3 - 05 L3x3x3/16x8 „ 4 x 10 ' 1 ALL CONCRETE SHALL WITHSTAND 2500 LBS. PER SQUARE INCH ULTIMATE„ COMPRESSIVE STRESS At 28 DAYS. GA 411 x 4" EACH WAY 5 EA LEG O 4'-6" x 4'-6" 2'-0" DIA. (4) 3/4" LENGTH 18" 3" L3 x 3 x 3/16 x 8" 2 ALL LOAD BEARING FOOTINGS SHALL BE A MINIMUM OF ONE FOOT (1'-0") BELOW FINAL GRADE. ALLOWABLE BEARING PRESSURE IS 1000 LBS. PER SQUARE FOOT. GA. 4" x 4" TOP 4 BOT 10' EA LEG O 2'-2" x 4'-0" 2'-0" DIA. (8) 3/4"OC LENGTH 12" 3" L3 x 3 x 3/16 x 8" " , LEG 3 ALL FOOTINGS TO EXTEND BELOW FROST LINE. 4 ALL REINFORCING BARS SHALL CONFORM TO ASTM A-615, GRADE 40. LAP MINIMUM GA. SEE A$. PLAN EACH„ WAY 5' EA O4 2'-2" x 2'-2" 2'-0" LENGTH (4) 2/4" 3�� EACHOI, OCWAY L-3 x 3 x 3/16 x 8" r2' ' EA LEG OF 40 DIAMETERS AT SPLICES. 5 ALL CONSTRUCTION SHALL COMPLY WITH THE UNIFORM BUILDING CODE LATEST GA. 4" x 4" DIA. (4) 3/4" 0 04 x , EDITION AS AMENDED BY THE LOCAL AGENCY HAVING JURISDICTION. O5 1'-0" x CONT 1'-6" LENGTH 12" 3" TOP # BOT L3 x 3 x 3/16 x 8" 5' EA EG 6 DO NOT SCALE DRAWINGS. WRITTEN DIMENSIONS ON DRAWINGS SHALL TAKE GA. 4" x 4" PRECEDENCE OVER SCALED DIMENSIONS. i CONTRACTOR SHALL INFORM THE ENGINEER OF ANY DISCREPANCIES, OMISSINS OR ERRORS ON THE PLAN BEFORE CONSTRUCTION. OTHERWISE, It SHALL BE DONE AS INTENDED BY THE ENGINEER. 8 THE ENGINEER ASSUMES NO RESPONSIBILITY FOR CONSTRUCTION SUPERVISION OR 'COUNTY DEVIATION FROM THESE PLANS WITHOUT PRIOR WRITTEN APPROVAL. BUTTE S ANY ENGINEERING DESIGN PROVIDED BY OTHERS MUST BE SUBMITTED FOR BUILDING DIVISfON REVIEW AND SHALL BEAR THE STAMP AND SIGNATURE OF A REGISTERED ENGINEER APPROVED 10 SEE METAL BUILDING PLANS FOR LOCATION OF ANCHOR BOLTS. 11 ALL ANCHOR BOLTS SHALL PROJECT FROM THE SAME ELEVATION. SEE PLAN REBAR SEE PLAN SEE SCHED. CONCRETE SLAB 1 1/2" PRFFORIED PLASTIC GAGE JOINT OR 1/8" SAW CUT W z o Q 20'-0" MAX SPACING SEE FOUN °4 TOP 1 BOTTOM NOTE 03—/.�- SEE SCHEDULE SEE 03 NOTE 9 A CONTROL JOINT DETAIL B SLAB SECTION 5 C FOOTING TYPE 1 2 3 4 E ANCHOR BOLT ASSY. REVISIONS S/ PRAWN DY. RWM F O U N ED J' --'t I I O I FLAN GML ENGINEERING OQAO `�Q���,O M. /L NO: DEBGRIPTIOM BY: DATE: C ECKM BY, 0MK4L PAM 6/16/03 •� pF ^T' V.F. WALNUT HULLER BUILDING PHONE: (209)786-3055 FAX: (209)786-3066 acALE: NONE '6944 LOCAT�OlL a% CH I CO, CA. JUN 1 7 1003 2 2 (ROOF PANEL 'WALL PANEL LINER PANEL SOFFIT PANEL RAKE EAVE TRIM WALL TRIM CORNER TRIM JAMB HEAD TRIM GUTTER SHEETING SCHEDULE TYPE COLOR HUSKY HI—RIB GALVANIZED HUSKY HI—RIB MALIBU WHITE MALIBU WHITE MALIBU WHITE MALIBU WHITE MALIBU WHITE GA. 26 26 26 26 26 26 SCREWS SCHEDULE 2.325 BOLT TIGHTENING REQUIREMENTS. MARK SIZE LENGTH FRAMING SCREW W 0 WASHER 12-14 1 " ROOF FRAMING SCREW 12-14 1 " WALL FRAMING SCREW 12-14 1 " TRIM FRAMING SCREW 12-14 1 " STITCH SCREW 1/4"-141 7/8" STRUCTURAL SCREW 12-24 1 1 1/4" 1.) MATERIALS HOT ROLLED BAR STRUCTURAL WIDE FLANGE SHAPES STRUCTURAL CHANNEL/ANGLE STRUCTURAL STEEL SHEET STRUCTURAL STEEL PLATE COLD FORMED SHAPES COLD FORMED SHAPES (GALV.) ROOF & WALL SHEETING (SCREW DOWN ROOF) ROOF & WALL SHEETING (STANDING SEAM ROOF) BOLTS GENERAL NOTES: ASTM DESIGNATION A529 GRADE 55 Fy = 55 ksi MIN. A992 Fy = 50 ksi MIN. A36 Fy = 36 ksi MIN. A570 GRADE 50 Fy = 50 ksi MIN. A572 GRADE 50 Fy = 50 ksi MIN. A570 GRADE 55 Fy = 55 ksi Min. A653 55M GRADE 55 CLASS 1 G40 Fy = 55 ksi Min. A653 SS GRADE 50 CLASS 1 OR 2 G90 26 Go. Fy = 50 ksi Min A653 SS GRADE 40 G90 24 Go. Fy = 40 ksi Min. A307 & A325 HCI STEEL BUILDING SYSTEMS RESERVES THE RIGHT TO SUBSTITUTE THE ABOVE MATERIALS WITH EQUAL OR BETTER MATERIALS. 2.325 BOLT TIGHTENING REQUIREMENTS. 5.)ALL BRACING SHOWN AND PROVIDED BY HCI STEEL BUILDING ALL HIGH STRENGTH BOLTS ARE A325 UNLESS NOTED OTHERWISE. SYSTEMS FOR THIS BUILDING IS REQUIRED AND SHALL BE HIGH STRENGTH BOLTS SHALL BE TIGHTENED BY THE "TURN OF INSTALLED BY THE ERECTOR AS A PERMANENT PART OF THE THE NUT" METHOD IN ACCORDANCE WITH THE LATEST EDITION OF STRUCTURE. IF ADDITIONAL BRACING IS REQUIRED FOR STABILITY RISC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 DURING ERECTION, IT SHALL BE THE ERECTOR'S RESPONSIBILTY OR A490 BOLTS". A325 BOLTS SHALL BE INSTALLED WITHOUT TO DETERMINE THE AMOUNT OF SUCH BRACING, AND TO WASHERS WHEN TIGHTENED BY THE 'TURN OF THE NUT" METHOD. PROCURE AND INSTALL AS NEEDED. ALL BOLTED CONNECTIONS, FOR SHEAR/BEARING CONNECTION 6.)ERECTOR NOTE: OSHA 2001 STEEL ERECTION STANDARDS — SUBPART "R" TYPE WITH BOLT THREADS EXCLUDED FROM THE SHEAR PLANE T 1926.758(e) REQUIRES THAT, IN GIRT AND EAVE STRUT—TO— SHALL SNUG TIGHT ONLY. FRAME CONNECTIONS, WHEN GIRTS OR EAVE STRUTS SHARE 3.) ALL STRUCTURAL STEEL SHALL RECEIVE A RUST INHIBITIVE COMMON CONNECTION HOLES, AT LEAST ONE BOLT WITH ITS PRIMER. THIS PAINT IS NOT INTENDED FOR LONG TERM EXPOSURE WRENCH TIGHT NUT REMAIN CONNECTED TO THE FIRST MEMBER TO THE ELEMENTS. SO THAT THE GIRT OR EAVE STRUT IS ALWAYS SECURED AGAINST DISPLACEMENT. HCI HAS PROVIDED AN ADEQUATE OTY 4.) PRE—FORMED CLOSURE STRIPS ARE PROVIDED AT THE EAVE OF THINHEAD BOLTS FOR THIS PURPOSE. HOWEVER, IT IS THE BENEATH THE ROOF SHEETS, AT THE ENDWALL BETWEEN THE RESPONSIBILITY OF THE CONTRACTOR TO UNDERSTAND AND RAKE TRIM AND THE ENDWALL SHEETS AND AT THE SIDEWALL FOLLOW OSHA SAFETY REGULATIONS AND PROCEDURES. BETWEEN THE EAVE TRIM AND THE SIDEWALL SHEETS. 16-4111w18520 67th AVE. N.E. .�• .',n° STEEL ARLINGTON, WA 98223 BUILDING 360 435-8871 SYSTEMS, INC. FAX 360 435-9267 BUILDING DRAWING PACKAGE CUSTOMER: BUILT -WELL CONSTRUCTION ADDRESS: 18981 GRAVEL PLANT RD. REDDING, CA 96002 PHONE: (530)224-9303 FAX: (530)221-9925 PROJECT: V.F. WALNUT HULLER BLDG LOCATION: CHICO, CA 95928 QNTY. I MARK 3070M N/A � 0 0 Q WINDOW SCHEDULE QNTY. DESCRIPTION Q N/A 0 INSULATION THICKNESS BY HCI NOT BY HCI Q ROOF N/A WALL N/A ROOF T—BLOCK BASIC BUILDING SIZE: SPAN 60'-0" x LENGTH 80'-0" x EAVE HT 20'-0" Q WALL T—BLOCK I ROOF PITCH: 1:12 SKYLIGHT/WALLITE PANELS SCHEDULE DESIGN CODE/ED.: UBC 97 EXPOSURE: B SEISMIC ZONE: 3 Q PROFILE QNTY. LENGTH LIVE LOAD: 10 psf. DEAD LOAD: 2.5 psf. SNOW LOAD: 0 psf. WIND LOAD: 75 mph. 0 �t2�v3 HUSKY HI RIB N/A CLOSURE: Partial COLLATERAL LOAD: 0 psf ADDITIONAL LOAD: WEATHER SPAN REV. DATE DRAWING RECORD DESCRIPTION PAGE NO. ANCHOR BOLT PLAN PEB-1 & 2 p ROOF FRAMING PLAN PEB-3 SIDEWALL ELEVATIONS PEB-4 & 5 ENDWALL ELEVATIONS PEB-6 & 7 CROSS SECTION PEB-8 B.F.E.W. DETAILS PEB-9 FRAMED OPENINGS PEB-10 ROOF DETAILS PEB-1 1 & 12 WALL DETAILS PEB-13 \ PURLIN/FB DETAILS PEB-14 FS -� TM JOB NO.: 2324 z Q�pFESS/per,�,,,, .� 4� P, WR MAY 3 0 FOR Pe_RmiT REVISION CIVIL 9�OF cA�\F�� MAY 2 8 -2003 CUSTOMER RESPONSIBILITIES 1.) IT IS THE RESPONSIBILITY OF THE ERECTOR TO PERFORM THE WORK IN A SAFE MANNER AND TO OBEY ALL THE SAFETY CODES. 2.) IT IS THE RESPONSIBILITY OF THE CUSTOMER TO ENSURE THAT ALL PROJECT PLANS, SPECIFICATIONS AND APPLIED DESIGN LOADS FULLY MEET THE PROPOSED INTENT AS WELL AS COMPLY WITH ALL APPLICABLE REQUIREMENTS OF ANY GOVERNING AUTHORITES, AND OBTAIN THE APPROPRIATE APPROVALS AND/OR PERMITS AS MAY BE REQUIRED FROM CITY, COUNTY, STATE OR FEDERAL AGENCIES. 3.) THE BUILDING WILL BE SUPPLIED AS THE HCI DRAWINGS INDICATE. IT IS THE RESPONSIBILITY OF THE CUSTOMER TO ENSURE THE THE BUILDING BEING SUPPLIED MEETS THE PROJECT REQUIREMENTS. 4.) IT IS THE RESPONSIBILITY OF THE CUSTOMER FOR OVERALL PROJECT COORDINATION, INTERFACE, COMPATIBILITY AND DESIGN CONCERNING ANY MATERIALS NOT SUPPLIED BY HCI STEEL BUILDING SYSTEMS, INC. WITH THE BUILDING THE TO BE SUPPLIED BY HCI STEEL BUILDING SYSTEMS, INC. THE SPECIFIC DESIGN CRITERIA CONCERNING THIS INTERFACE BETWEEN MATERIALS MUST BE FURNISHED BY THE CUSTOMER PRIOR TO RELEASE FOR FABRICATION, OR THE DESIGN ASSUMPTIONS OF HCI STEEL BUILDING SYSTEMS WILL GOVERN. /'7 5.) IT IS THE RESPONSIBILITY OF THE CUSTOMER TO VERIFY ALL DESIG O CRITERIA INCLUDING DEFLECTIONS AND TO NOTIFY HCI STEEL BUILD[ SYSTEMS OF ANY DISCREPANCIES OR INCONSISTENCIES PRIOR TO RELEASE FOR FABRICATION. 6.) THE CUSTOMER IS RESPONSIBLE FOR THE ACCURATE SETT OR BOLTS AND ERECTION OF STEEL IN ACCORDANCE WITH T C CTION" DRAWINGS ONLY. (SEE ANCHOR BOLT PLAN FOR ADDITI U AT AND ANCHOR BOLT NOTES) 7.) UNLESS SPECIFICALLY STATED OTHERWISE(THIN HCI S ILDING SYSTEMS PURCHASE AGREEMENT, T .. OW HALL o.) THIS BUILDING DRAWI GE A Y P YING CALCULATIONS REP THE P T AS IT BE LIED. THE BUILDING PPLI LY DRAWINGS INDICATE. b.) ANY FIEL [FICA T RATIO R E ACHMENT OF ANY EO NT M T TO T L BUILDING SYSTEM, OR TH MITT TA ANY PIECES, WITHOUT THE EXPRE AP F, ILDING SYSTEM, INC. SHALL VOID ANY rgl L AR NTIES. FRAMED OPENING SCHEDULE QNTY. DESCRIPTION ONE 10'-0'X10'-0" FO FOR OHD BY OTHERS MAN DOOR SCHEDULE QNTY. I MARK 3070M N/A � 0 0 Q WINDOW SCHEDULE QNTY. DESCRIPTION Q N/A 0 INSULATION THICKNESS BY HCI NOT BY HCI Q ROOF N/A WALL N/A ROOF T—BLOCK BASIC BUILDING SIZE: SPAN 60'-0" x LENGTH 80'-0" x EAVE HT 20'-0" Q WALL T—BLOCK I ROOF PITCH: 1:12 SKYLIGHT/WALLITE PANELS SCHEDULE DESIGN CODE/ED.: UBC 97 EXPOSURE: B SEISMIC ZONE: 3 Q PROFILE QNTY. LENGTH LIVE LOAD: 10 psf. DEAD LOAD: 2.5 psf. SNOW LOAD: 0 psf. WIND LOAD: 75 mph. 0 �t2�v3 HUSKY HI RIB N/A CLOSURE: Partial COLLATERAL LOAD: 0 psf ADDITIONAL LOAD: WEATHER SPAN REV. DATE DRAWING RECORD DESCRIPTION PAGE NO. ANCHOR BOLT PLAN PEB-1 & 2 p ROOF FRAMING PLAN PEB-3 SIDEWALL ELEVATIONS PEB-4 & 5 ENDWALL ELEVATIONS PEB-6 & 7 CROSS SECTION PEB-8 B.F.E.W. DETAILS PEB-9 FRAMED OPENINGS PEB-10 ROOF DETAILS PEB-1 1 & 12 WALL DETAILS PEB-13 \ PURLIN/FB DETAILS PEB-14 FS -� TM JOB NO.: 2324 z Q�pFESS/per,�,,,, .� 4� P, WR MAY 3 0 FOR Pe_RmiT REVISION CIVIL 9�OF cA�\F�� MAY 2 8 -2003 T m to O O O { Z m 1� N N 3 A D V-5" 1'-6' 11 2 �o' m O 1'-5" n C B c- 18'-7" 20'-0" 18'-7" o_ �0 cc) m0 N X -Bracing � rn D W C7 D ®r a m ao N O� 00 -M I w C= oD N 'Z I !� 00 0 C I O Z O -< =� c � F— FTI FTI F— I O � z C/) c7 1 c z n C) � m o D N 4 O ` V) Z m m m .. �9 r D V-5" 1'-6' 11 2 �o' m O 1'-5" n C B c- 18'-7" 20'-0" 18'-7" c7 C+� n < < T� 2 m0 N X -Bracing � D W C7 D n cr m a m ao N O� N -M I w C= HO MH N I !� 00 0 I O O c I O NO ck 1 c I o V) m m r 57'-0" 1'-6" HO HOLD CL TO CL OF INSIDE ANCHOR BOLTS MH X N � O I �8 eG) N D m D 10 m m X—Bracing 5'-0" 10'-0" 5'-0" r ' O f m 0 N 18'-7" 20'-0" 18'-7" 1'-5" -17 D S * REG/Sl� 8 U o U 0 6.. II U R(�CF�jA Ln o See Plan o O D 0 O ° m o "n 12 7 8" I m II m O / J 1 1/2" EW \ �,, 1'-0 > w �'ii O to 0 o N r- N o 0 D TI 0 I c D I O O r- m Lo I r �® ®� � f � J � - � EW o - - N O See Pion O See Plan o REG/SlF N _ - 0 1'-5" o '9 m o n L4 1 3/4" 1 3/4" w 1 3/4" 1 3/4" 1 3/4" 1 3/4" n o �-9 o o I \ EWEWA EW CM y Big v J o o r E I esl w I V D w® I® 00 D w® I® .r ole ale P \ _ rn orn - 0) Ln c- a c7 C+� n < < T� 2 m0 N M � n cr m a m ao w U o U 0 6.. II U R(�CF�jA Ln o See Plan o O D 0 O ° m o "n 12 7 8" I m II m O / J 1 1/2" EW \ �,, 1'-0 > w �'ii O to 0 o N r- N o 0 D TI 0 I c D I O O r- m Lo I r �® ®� � f � J � - � EW o - - N O See Pion O See Plan o REG/SlF N _ - 0 1'-5" o '9 m o n L4 1 3/4" 1 3/4" w 1 3/4" 1 3/4" 1 3/4" 1 3/4" n o �-9 o o I \ EWEWA EW CM y Big v J o o r E I esl w I V D w® I® 00 D w® I® .r ole ale P \ _ rn orn - 0) Ln c- a CD CNS � ao N -M C= F I !� U o U 0 6.. II U R(�CF�jA Ln o See Plan o O D 0 O ° m o "n 12 7 8" I m II m O / J 1 1/2" EW \ �,, 1'-0 > w �'ii O to 0 o N r- N o 0 D TI 0 I c D I O O r- m Lo I r �® ®� � f � J � - � EW o - - N O See Pion O See Plan o REG/SlF N _ - 0 1'-5" o '9 m o n L4 1 3/4" 1 3/4" w 1 3/4" 1 3/4" 1 3/4" 1 3/4" n o �-9 o o I \ EWEWA EW CM y Big v J o o r E I esl w I V D w® I® 00 D w® I® .r ole ale P \ _ rn orn - 0) Ln 4 4 r COLUMN LINE H yiv RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES IV FRAME LINE - -----------------Column Reactions (k ) - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Frm Col Load Hmox V Load Hmin V - Anc. Bolt Bose Plate (in) Grout Line Line Id H Vmox Id H Vmin No D(in) Wid Len Thk (in) 2 0 A 1 5.5 11.6 2 -7.4 -8.0 4 0.750 6.000 12.69 0.500 0.0 Collateral Load (p sf ) = 0.0 6 DL+WRI+WS Live Load (psf ) = 10.0 7 4 -0.2 -10.3 DL+LL/2+WL2+WS Wind Code = UBC 97 9 2 0 D 3 9.0 -9.2 1 -5.5 11.9 4 0.750 8.000 12.75 0.500 0.0 4 0.750 1 -5.5 11.9 4 0.2 -11.2 1.3 0.0 3.1 2 ' Frame lines: 2 3 NOTES FOR REACTIONS 1. All loading conditions ore examined and only moximum/minimum H or V and the FRAME: corresponding H or V ore reported. Hmax V 2. Positive reactions ore as shown in the sketch. Foundation loods ore in Column ----Dead---- -Collateral- opposite directions. --Wind-L1--- --Wind-R1--- 3. Bracing reactions ore in the plane of the brace with the H pointing away Line Line Horiz Vert from the braced bay. The vertical reaction is downward. Horiz Vert Horiz Vert 4. Building reactions are based on the following building data: 5. Loading conditions are: Width (ft) 60.0 1 DL+CO+LL Length (t) = 80.0 2 DL+WL1 Eove Height (ft) = 20.0/25.0 3 DL+WR2 Roof Slope rise/12 ) = 1.0 4 DL+LnWndL Dead Load psi ) = 2.5 5 OL+CO Collateral Load (p sf ) = 0.0 6 DL+WRI+WS Live Load (psf ) = 10.0 7 DL+WP Wind Speed (mph ) = 75.0 8 DL+LL/2+WL2+WS Wind Code = UBC 97 9 DL+LL/2+WR2+WS Exposure = B (in) 1 Closed/Open = P 0.7 0.0 Importance - Wind = 1.00 .0.0 -1.6 0.0 -1.6 Importance - Seismic = 1.00 4 0.750 Seismic Zone = 3 7.875 0.375 Seismic Coeff (Co) = 0.33 1 C GENERAL NOTES FOUNDATION NOTES: 1. ANCHOR BOLTS, EMBEDDED ITEMS AND FOUNDATION DESIGN ARE NOT BY HCI AND REQUIRE SPECIAL REINFORCEMENT. 2. FOUNDATION MUST BE SQUARE, LEVEL AND SMOOTH. ALL ANCHOR BOLTS MUST BE PLACED ACCURATELY IN THE POSITIONS SHOWN OR STEEL WILL NOT FIT. 3. BOTTOM OF ALL BASE PLATES TO BE AT SAME ELEVATION UNLESS NOTED. DESCRI REVISIONS 4. COLUMN REACTIONS ARE IN THOUSANDS OF POUNDS. 5. ANCHOR BOLTS ARE TO BE TYPE A36 AND REQUIRE FLAT WASHERS. 6. REACTIONS SHOULD BE CONSIDERED SWITCHABLE WHEN LOADS ARE APPLIED FROM THE OPPOSITE SIDE. 7. ALLOWABLE CONCRETE BEARING PRESSURE USED FOR BASE PLATE DESIGN IS 1.05 KSI. RIGID FRAME: BASIC COLUMN REACTIONS (k ) Hmax V Frame Column ----Dead---- -Collateral- ----Live---- --Wind-L1--- --Wind-R1--- -,-Wind - L2--- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert HorizVert 2 • A 1.29 3.12 0.00 0.00 4.18 8.45 -8.67 -11.08 -0.12 -7.79 -8.67 -11.08 2 0 D -1.29 3.38 0.00 0.00 -4.18 8.50 2.31 -9.28 10.30 -12.57 2.31 -9.28 Frame Column --Wind-R2--- -Seismic-L-- -Seismic-R-- Line Line Horiz Vert Horiz Vert Horiz Vert 2 • A -0.12 -7.79 -0.79 -0.49 0.79 0.49 2 0 D 10.30 -12.57 -0.57 0.49 0.57 -0.49 2 • Frame lines: 2 3 ENDWALL COLUMN: REACTIONS, ANCHOR BOLTS, & BASE PLATES --------------------Column-Reactions Reactions (k )------------------------------------ (k )------------------- Hmax V Load Hmin V Anc. Bolt Base Plate (in) Grout d H Out-Of-Plane ------- H ---------------- No D(in) Wid Len Frm Col Dead Coll Live Wind -Left Wind -Right Wd P Wd S Anc. Bolt Base Plate (in) Grout Line Line Vert Vert Vert Horiz Vert Horiz Vert Horiz Horiz NoD(in) Wid Len Thk (in) 1 D 0.7 0.0 1.3 .0.0 -1.6 0.0 -1.6 -1.1 1.6 4 0.750 6.000 7.875 0.375 0.0 1 C 1.3 0.0 3.1 0.0 -1.1 4.5 -8.3 -2.0 2.8 4 0.750 6.000 8.000 0.375 0.0 1 B 1.2 0.0 3.1 2.5 -6.3 0.0 1.0 -1.8 2.6 4 0.750 6.000 7.875 0.375 0.0 1 A 0.6 0.0 1.3 0.0 -1.6 0.0 -1.6 -0.9 1.2 4 0.750 6.000 7.875 0.375 0.0 4 D 0.6 0.0 1.1 3.7 -5.7 0.0 1.1 -1.1 1.6 4 0.750 6.000 7.875 0.375 0.0 4 C 1.1 0.0 2.6 0.0 1.3 2.1 -5.5 -2.0 2.8 4 0.750 6.000 8.000 0.375 0.0 4 B 1.1 0.0 2.6 0.0 -3.1 0.0 -3.1 -1.8 2.6 4 0.750 6.000 7.875 0.375 0.0 4 A 0.6 0.0 1.1 0.0 -1.3 0.0 -1.3 -0.9 1.2 4 0.750 6.000 7.875 0.375 0.0 ENDWALL COLUMN: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES Frm Col L< Line Line I 1 A I 1 B I 1 C 1 1 0 I 4 D I 4 C I 4 B I 4 A F -------Column Reactions (k )------------------------------------ od Hmax V Load Hmin V Anc. Bolt Base Plate (in) Grout d H Vmox Id H Vmin No D(in) Wid Len Thk (in) i 1.2 -1.0 7 -0.9 -1.0 4 0.750 6.000 7.875 0.375 0.0 3 ,4 0.0 1.9 4.7 4.5 R -EW 4 D 3.7 4.3 2.3 i 2.6 -2.5 7 -1.8 -2.5 4 0.750 6.000 7.875 0.375 0.0 4 ,3 0.0 4.3 8 2.6 -3.6 i 2.8 -2.4 7 -2.0 -2.4 4 0.750 6.000 8.000 0.375 0.0 0.0 4.4 9 2.8 -5.6 i 1.6 -1.0 7 -1.1 -1.0 4 0.750 6.000 7.875 0.375 0.0 0.0 2.0 i 1.6 -0.7 7 -1.1 -0.7 4 0.750 6.000 7.875 0.375 0.0 i 0.0 3.1 8 1.6 -4.6 i 2.8 -1.9 7 -2.0 -1.9 4 0.750 6.000 8.000 0.375 0.0 0.0 4.0 9 2.8 -3.1 i 2.6 -2.0 7 -1.8 -2.0 4 0.750 6.000 7.875 0.375 0.0 0.0 3.6 1.2 -0.8 7 -0.9 -0.8 4 0.750 6.000 7.875 0.375 0.0 0.0 1.7 NOTE: SEISMIC BRACING REACTIONS INCLUDE SYSTEM -OVERSTRENGTH FACTOR 00. STEEL PROJECT: FOR PE�rnf BUILDING CUSTOMER: DESCRIPTION REVISIONS bFdCDSYSTEMS INC. LOCATION: ANCHOR BOLT SUMMARY Ont Loc Dia f Reactions (k ) Panel ---Wall-- Col --Wind----Seismic- O 4 Shear Loc Line Line Harz Vert Harz Vert (Ib/ft) ------ L-EW 1 B 2.5 2.6 2.3 2.4 C 4.5 4.6 2.3 2.4 F -SW D 3 ,4 4.6 4.4 4.7 4.5 R -EW 4 D 3.7 4.3 2.3 2.7 C 2.1 2.5 2.3 2.7 B -SW A 4 ,3 4.2 3.2 4.5 3.4 NOTE: SEISMIC BRACING REACTIONS INCLUDE SYSTEM -OVERSTRENGTH FACTOR 00. STEEL PROJECT: FOR PE�rnf BUILDING CUSTOMER: DESCRIPTION REVISIONS bFdCDSYSTEMS INC. LOCATION: ANCHOR BOLT SUMMARY Ont Loc Dia Proj (in) (in) O 4 DJ 1/2- 2.00 0 32 EW 3/4 3.00 0 16 RF 3/4: 3.00 0 8 WB 3/4 3.00 V.F. WALNUT HULLER BLDG BUILT -WELL CONSTRUCTION CHICO, CA 95928 ,�IOFQ&S li C1V��Cp� MAY 3 0 2003 Q�pFES�/\ W EC(Fiy < �V X92 CO cc m �Vo. C 6 0 3 '` 1 HAY 2 8 2W3 DRAWN: DATE: JOB NO. PAGE: JES 5/23/03 CHECK: DATE: 2324 PEB-2 P-1 8Z25U16 P-2 8Z25U16 P-3 8Z25U16 E-1 8Z25U16 E-2 8Z25U16 E-3 8Z25U16 E-4 BZ25U16 E-5 8Z25U16 CB -9 ROD625 CB -10 ROD500 rlp— t 1 Qnna)C; P• CIVIL �P OF CA` � MAY 3 0 2003 QROFESSlo ti�Q� P• W EC(F��� uj co No. 09 IJV m PURLIN l' -O" I 1'-0. Tf�, `� CC LAP tt -o" t'-0" ERECTOR NOTE: q�OF VI��FOQ` ROOF FRAMING PLAN PIECE WM ARE LOCATED aN IVI THE LEFT END OF MEMBER AS ` DETAILED. ERECT MEMBER SO MAY 2 8:2003 PIECE MART( IS IN POSITION SHDWN ON ERECTION DRAWINGS AZ� C a STEEL PROJECT: V.F. WALNUT HULLER BLDG DRAWN: DATE: JOB NO. PAGE: a e /2 /03 FOR Fe -MIT MLM BUILDING CUSTOMER: BUILT—WELL CONSTRUCTION JES 5/23/03 REV. DATE DESCRIPTION REV. DATE DESCRIPTION SYSTEMS INC. LOCATION: CHICO, CA 95928 CHECK: DATE: 2324 PEB-3 REVISIONS REVISIONS w un.an a wig c3 -tea) FRONT SIDEWALL FRAMING: LINE D C-7 C-5 r- — — — — — — — — — — — — — — — — — — — — — -------------- TO ------------ TO REMAIN OPEN V I I I I ----------------------------- DESCI REVISIONS FRONT SIDEWALL SHEETING & TRIM: LINE D PANELS: 26 Go. HUSKY HI—RIB — MALIBU WHITE & (,:,/2./031 FOR PERMIT REV. DATE I DESCRIPTIOP REVISIONS EC -5 I co I N ICD I U N O1 E D U-8 1 OZ3OU 12 ERECTOR NOTE: G-9 1OZ30U14 PIECE MARKS ARE LOCATED ON T1$ LEFT END MEMBER As PETALED. ERECTT MEMBER SO CB -5 I I I I I PIAM 6 PIECE YIN POSITION CB -6 ROD750 SHOWN ON ERECTION DRAWINGS. DRAWN: ',n 10 to Lo In to Ln Ln n 2324 PEB-4 N N N N N N N N I N I I I I I I co I N ICD I U N O1 E D ROD BRACE BASE ANCHOR BASE ANCHOR DETAIL (3-8A) 1/2"0x1 1/4" ' BOLTS :OLUMN HALL GIRT WALL PANEL FRAMING SCREW w/OUT WASHER AT EACH GIRT TRIM (C-15) PANEL TERMINATION TRIM MAY 3 0 2003 V.F. WALNUT HULLER BLDG BUILT—WELL CONSTRUCTION CHICO, CA 95928 R FESS' No. R\64093 U-8 1 OZ3OU 12 ERECTOR NOTE: G-9 1OZ30U14 PIECE MARKS ARE LOCATED ON T1$ LEFT END MEMBER As PETALED. ERECTT MEMBER SO CB -5 ROD750 PIAM 6 PIECE YIN POSITION CB -6 ROD750 ROD BRACE BASE ANCHOR BASE ANCHOR DETAIL (3-8A) 1/2"0x1 1/4" ' BOLTS :OLUMN HALL GIRT WALL PANEL FRAMING SCREW w/OUT WASHER AT EACH GIRT TRIM (C-15) PANEL TERMINATION TRIM MAY 3 0 2003 V.F. WALNUT HULLER BLDG BUILT—WELL CONSTRUCTION CHICO, CA 95928 R FESS' No. R\64093 ERECTOR NOTE: PIECE MARKS ARE LOCATED ON T1$ LEFT END MEMBER As PETALED. ERECTT MEMBER SO �Ai 2 2003 PIAM 6 PIECE YIN POSITION SHOWN ON ERECTION DRAWINGS. DRAWN: DATE: JOB NO. PAGE: JES 5/23/03 CHECK: DATE: * 2324 PEB-4 0 I n co in a i� DA 4 80'-0" OUT -TO -OUT OF STEEL 3 Z 23'-6" 28'-3" 28'-3" LEA- t I -ESW (SEE PEB-4 FOR DETAIL) I 0 I 0 I 0 I 0 J 0 I 0 I 0 I 0 N N N N N N N N REVISIONS BACK SIDEWALL FRAMING: LINE A C-7 -------------------------------- I I I I TO REMAIN OPEN V I I I I I ------------------------------------J BACK SIDEWALL SHEETING & TRIM: LINE A PANELS: 26 Go. HUSKY HI—RIB — MALIBU WHITE Al AA (0/2/03 FOR PERrr\rTt MEM LINE V- I V I VLJVV I L CB -7 ROD750 CB -8 ROD750 V.F. WALNUT HULLER BLDG BUILT -WELL CONSTRUCTION CHICO, CA 95928 ERECTOR NOTE: PIECE NARKS ARE LOCATED ON THE LEFT END OF MEMBER AS DETAILED. ERECT MEMBER SO PIECE MM IS IN POSITION SHOTMN ON ERECTION ORAMnNM. DRAWN: DATE: JES/ 1 5/23/03 CHECK: I DATE: MAY 3 0 1003 Qwv MAY 2 8 2003 JOB NO. PAGE: 2324 PEB-5 0 O N .=_--a L_ r V-5' 18'-7" ,Q1" PURLIN ANTI -ROLL 12 GUSSET (TYP 5 PL) 60'-0" OUT -TO -OUT OF STEEL 20'-0" RAKE ANGLE I LOCA I ION (RA -10) ER -1 -ER- D FRAMING SCREW Columns w/o WASHER (TYP.) PURLIN 18'-7" — I FB -10 ER -2 __ _ FB -10 - ----- --- ER -1 FB -to FB -10 _---- - -- 10 ------- ------- ------ ------ ------ - I I I V_8" , G-1 ; G-2 ; G-1 ; I I I I I I I I I t I I I I v I I I I I I I I I iA G-1 G -2 G-1 I X2:--."" - � NG -1 ' G-1 I I I SAG STRAP I I � I I ' BA -210 --------------------------------- - I I I I I EC -1 EC -2 EC -3 EC -4 LEFT ENDWALL FRAMING: LINE 1 NOTE: FIELD SLOT GIRTS AS REO'D FOR ROD BRACING C-6 I I r ---r — — — — — — I I I SAG STRAP I I (SS -1) I I I I ENDWALL RAFTER I I I I I I FRAMING SCREW /-w/o WASHER (TYP.) v I I I I I GIRT I I LAP p GIRT -� � I WHERE REO'D. SAG STRAP I I (SS -1) I I NOTE: EXTEND TO LOWEST GIRT NOT TO BASE SAG STRAP DETAIL AT E.W. ENDWALL COLUMN ENDWALL GIRT 1 1/4" TEK 5 SCREW (1'-0" O.C.) BASE CHANNEL (BC -8) TRIM FRAMING SCREW (1 '-0" O.C.) WALL PANEL: -\-0/S CORNER (C-9) STITCH SCREW (1'-0" O.C.) ENDWALL OPEN TRIM F - 4 A325 3/4" 1 3/4" 4 A325 1/2" 1 1/2" MEMBER TABLE EC -1 W8x 10 EC -2 W8x10 EC -3 W8x13 EC -4 W8x 10 ER -1 W8x 10 ER -2 W8x 10 G-1 8Z30U 16 G-2 8Z3OU16 CB -1 ROD750 CB -2 ROD750 P• MAY 3 0 2.003 LEFT ENDWALL SHEETING & TRIM: LINE 1 ERECTOR NOTE: ''tOf�AL�Fv` PANELS: 26 Go. HUSKY HI -RIB - MALIBU WHITE PIECE MAPo(S ARE EOGTED ON THE LEFT END OF MEMBER AS DETAILED. ERECT MEMBER 50 PIECE MARK 6 IN POSITION MAY 2 g 2003 SHOWN ON ERECTION DRAgTNCS. A STEEL BUILDING PROJECT: V.F. WALNUT HULLER BLDG DRAWN: JES DATE: 5/23/03 JOB NO. PAGE: a ry/2/03 FOR Pef_%krr CUSTOMER: BUILT -WELL CONSTRUCTION REV. DATE I DESCRIPTION REV. DATE DESCRIPTION SYSTEMS INC. CHECK: DATE: 2324 PEB-6 LOCATION: CHICO, CA 95928 REVISIONS REVISIONS 1'-5' 00 I BA -210 L------------- -- ---- — -------------- I I ] C I I EC -5 EC -6 EC -7 EC -8 I^ 5'-0-.1 10'-0" 5'-0" NOTE: FIELD SLOT GIRTS AS REQ'D FOR ROD BRACING RIGHT ENDWALL FRAMING: LINE 4 C-6 EH -,5 -ER -4 4 A325 3/4" 1 3/4" Columns 4 A325 1/2" 1 1/2" MEMBER TABLE - V-5" VVOx IU EC -6 ER -3 FB - 10 12 EC -7 W8x10 1 — — — — RA -10 FB - 10 PURLIN ANTI -ROLL FB -10 W8x 1 O \G-1 — — _ ER -4 GUSSET (TYP 5 PL) ER -3 I G-2 I G-1 I W8x 1 O I I I I I I in 1\1 G-4 I G-1 I 8C25E 16 CORNER I 8Z30U 16 I G-2 8Z30U 16 ENDWALL G-3 8Z30U 16 1 1 ao 0 8Z30U 16 CLIP G-5 I I ,n N DH -1 ROD750 CB -4 ROD750 0 0 x 1 1/4" G-1 G-3 G-5 A307 BOLTS G-3 G-1 A307 BOLTS I oI SAG STRAP BA I I p o I o a I Gni I I I n I BA -210 L------------- -- ---- — -------------- I I ] C I I EC -5 EC -6 EC -7 EC -8 I^ 5'-0-.1 10'-0" 5'-0" NOTE: FIELD SLOT GIRTS AS REQ'D FOR ROD BRACING RIGHT ENDWALL FRAMING: LINE 4 C-6 EH -,5 -ER -4 4 A325 3/4" 1 3/4" Columns 4 A325 1/2" 1 1/2" MEMBER TABLE BEARING ENDWALL CORNER WITH FLUSH ENDWALLS MAY 3 0 10o3 U I I I I I II I_ I I I I I I I I I I I I I I I Ucivi\ %,,. ERECTOR NOTE: ��oF CAL�F�� RIGHT ENDWALL SHEETING & TRIM: LINE 4 PIECE HARKS a1E LOCATEo oN THE LETT END DE MEMBER AS MAY 2 8 X003 ' PANELS: 26 Ga. HUSKY HI -RIB - MALIBU WHITE DETAILED. ERECT MEMBER SO PIECE MARK IS IN POSMON SHOWN ON ERECTION ORa17NGS. 0 0 STEEL PROJECT: V.F. WALNUT HULLER BLDG DRAWN: DATE: JOB NO. PAGE: 6/2/03 FOR Ff_?- n1'fJES 5/23/03 BUILDING CUSTOMER: BUILT -WELL CONSTRUCTION REV. DATE DESCRIPTION REV. DATE DESCRIPTION SYSTEMS INC. LOCATION: CHICO, CA 95928 CHECK: DATE: 2324 PEB-7 REVISIONS REVISIONS Cl.—J VVOx IU EC -6 W8x13 EC -7 W8x10 EC -8 W8x 1 O ER -3 W8x 10 SIDEWALL ER -4 W8x 1 O GIRT DJ -1 8C25E 16 DH -1 8C25E 16 CORNER G-1 8Z30U 16 COLUMN G-2 8Z30U 16 ENDWALL G-3 8Z30U 16 GIRT (SC -I08E) G-4 8Z30U 16 CLIP G-5 8Z3OU 16 CB -3 ROD750 CB -4 ROD750 0 0 x 1 1/4" (2)1/20 x 1 1/4"(4)1/2"0 l'-5" A307 BOLTS A307 BOLTS BEARING ENDWALL CORNER WITH FLUSH ENDWALLS MAY 3 0 10o3 U I I I I I II I_ I I I I I I I I I I I I I I I Ucivi\ %,,. ERECTOR NOTE: ��oF CAL�F�� RIGHT ENDWALL SHEETING & TRIM: LINE 4 PIECE HARKS a1E LOCATEo oN THE LETT END DE MEMBER AS MAY 2 8 X003 ' PANELS: 26 Ga. HUSKY HI -RIB - MALIBU WHITE DETAILED. ERECT MEMBER SO PIECE MARK IS IN POSMON SHOWN ON ERECTION ORa17NGS. 0 0 STEEL PROJECT: V.F. WALNUT HULLER BLDG DRAWN: DATE: JOB NO. PAGE: 6/2/03 FOR Ff_?- n1'fJES 5/23/03 BUILDING CUSTOMER: BUILT -WELL CONSTRUCTION REV. DATE DESCRIPTION REV. DATE DESCRIPTION SYSTEMS INC. LOCATION: CHICO, CA 95928 CHECK: DATE: 2324 PEB-7 REVISIONS REVISIONS SPLICE PLATES & BOLTS SIZE TABLE in Splice Top Of Plate Bottom Of Plate OUTSIDE Plate Size Mark Qnt T p Dia Len Ont Typ Dio Len Wid Thick Length Sp— 1 x LEN 4 A325 0.750 2.50 4 A325 0.750 2.50 6" 3/4" 2'-7 3/8" Sp— 2 x 4 A325 0.750 2.25 4 A325 0.750 2.25 6" 5/8" V-7 1/4" Sp— 3 4 A325 0.750 2.50 4 A325 0.750 2.50 8" 3/4 2'-6 3/8 OFLANGE BRACES: B.S.(U.N.) FIELD CUT FB IF REQ a — L2x2x14Ga. O O N 29'-5.. 2 3" 2 SP® 3'-7 7 16" 3-8 1 8" 32:1-1" 27) 9 0 60'-0" OUT -TO -OUT OF STEEL on o' Un N NAY 3 0 2003 Q pFESS/p �jj, W A RIGID FRAME CROSS SECTION p ����� FOR FRAME LINE 2 3 ERECTOR NOTE: SOF CAL�F�� PIECE MARKS ARE LOCATED ON THE LEFT END OF MEMBER AS DETAILED. ERECT MEMBER so PIECE PAMAY 2.8 2003 RK 6 IN POSITION SHOWN ON ERECTION DRAWINGS. 0 STEEL PROJECT: V.F. WALNUT HULLER BLDG DRAWN: DATE: JOB NO. PAGE: 6 /2/o FOR PEQmr`C BUILDING CUSTOMER: BUILT—WELL CONSTRUCTION JES 5/23/03 REV. DATE I DESCRIPTION REV.1 DATE DESCRIPTION SYSTEMS INC. LOCATION: CHICO, CA 95928 CHECK: DATE: 2324 PEB-8 REVISIONS REVISIONS MEMBER SIZE TABLE in MARK WEB DEPTH WEB PLATE OUTSIDE FLANGE INSIDE FLANGE START END THICK LENGTH T x W x LEN T x W x LEN RF 1-1 12.0/26.0 0.188 234.2 5/16" x 6 x 232.1 _378T x 6 x 207.0 1/4" x 5 x 36.4 RFI -2 24.0/12.0 0.188 206.0 1/4." x 5 x 324.0 1/4" x 5 x 206.3 12.0/12.0 0.135 120.0 1 /4'; x 5 x 120.0 RF1-3 12.0/12.0 0.135 120.0 1/4" x 5 x 326.3 1/4' x 5 x 120.0 12.0/23.0 0.188 206.3 1/4" x 5 x 204.7 RF1-4 21.0/12.0 0.188 290.4 1/4" x 5 x 31.5 3/8" x 8 x 261.9 3/8 x 8 x 290.4 29'-5.. 2 3" 2 SP® 3'-7 7 16" 3-8 1 8" 32:1-1" 27) 9 0 60'-0" OUT -TO -OUT OF STEEL on o' Un N NAY 3 0 2003 Q pFESS/p �jj, W A RIGID FRAME CROSS SECTION p ����� FOR FRAME LINE 2 3 ERECTOR NOTE: SOF CAL�F�� PIECE MARKS ARE LOCATED ON THE LEFT END OF MEMBER AS DETAILED. ERECT MEMBER so PIECE PAMAY 2.8 2003 RK 6 IN POSITION SHOWN ON ERECTION DRAWINGS. 0 STEEL PROJECT: V.F. WALNUT HULLER BLDG DRAWN: DATE: JOB NO. PAGE: 6 /2/o FOR PEQmr`C BUILDING CUSTOMER: BUILT—WELL CONSTRUCTION JES 5/23/03 REV. DATE I DESCRIPTION REV.1 DATE DESCRIPTION SYSTEMS INC. LOCATION: CHICO, CA 95928 CHECK: DATE: 2324 PEB-8 REVISIONS REVISIONS PURLIN 0-1 RAFTER I o I STEEL LINE � I FLANGE BRACE �' SEE E.W. ELEVATION 1/2"0 x 1 1/4 3/8" COLUMN A307 BOLTS CAP PLATE EACH END GIRT (4) 1/2"0 x 1 1/2° A325 BOLTS (2) 1/2"0 x 1 1/4" �/J��_� y A307 BOLTS (TYP. U.N.) E.W. COLUMN TYPICAL ENDWALL COLUMN CONN. (FLUSH GIRT CONDITION) NOTE: SPLICE MAY INTERIOR OCCUR ON EITHER EAVE PURLIN PURLIN SIDE OF COLUMN II it 3/8" PL. w/(4) II II RAFTER II II II 3/4"0 x 13/24" II IIII A325 BOLTS II STEEL II (4)1/2"0 x 1 1121' I I II 'LINE II A325 BOLTS(TYP.) II II I� ENDWALL ENDWALL COLUMN COLUMN TYPICAL ENDWALL FRAMING DETAIL ENDWALL COLUMN MAY 3 0: Qc�oFESs�o, �. W EQ J� G OcivilL F CAS\F�Q�\P MAY 2 8 2003 0 A C a STEEL PROJECT: V.F. WALNUT HULLER BLDG DRAWN: DATE: JOB NO. PAGE: 6/2 /03 FOR PF-RIMIT- BUILDING CUSTOMER: BUILT -WELL COBSTRUCTION JES 5/27/03 REV DATE DESCRIPTION REV DATE DESCRIPTION SYSTEMS INC. LOCATION: CHICO, CA 95928 CHECK: 2324 PEB-9 /570/R/RKIER SPLICE ISSUED 12/20/99 MODa7ED: 7/19/00 REVISION BLOCK GIRT ENDWALL RAFTER GC -2 GC -2 -------------------- --- I �I I CA -33 HEADER CA -33 1 i -------------- ----- -- I I o I o � GIRT COLUMN I I/ COLUMN (4)1/2"0 x 1 1/4" CA -33 112"0 x 1 1/4" A307 BOLTS JAMB JAMB HEADER DETAIL WALL PANEL WALL FRAMING SCREW (0'-4" O.C.) HEAD TRIM (R-13) NSIDE CLOSURE W/ 3UTYL BEAD (BUT316) � EACH SIDE 1/2"0 x 1 1/4" A307 BOLTS F-4 F-4 I ul I CA -33 w CA -33I Q I ji F-2 CLIP CA -33 BASE ANCHORS I -- — I (NOT BY HCI) F-2 F-2 m I LZ Q 1 1 m 1/2"0 x 1 1/4" 41 i v I GIRT STEEL A307 BOLTS I c� I LINE — Li JAMB ENDWALL I I JAMB JAMB I ENDWALL COLUMN1 o I COLUMN F-4 CLIP CA -33 0 CA -33 I 1 1/2" OPENING FINISHED FLOOR JAMB TO BASE QaoFEssio' ��Q„� COLUMN COLUMN WEL(�c 5'-0" DOOR WIDTH = 10'-0" 5'-0" FLUSH GIRT TO JAMB m o BAY SPACING = 20'-0" _I OVERHEAD DOOR FRAME ELEVATION CIVIL (FLUSH (FLUSH GIRT) JAMB NAY 3 0 2W JAMB /\ WALL PANEL FIELD CUT U FIELD CUT RGFES' PANEL WALL PANEL PANEL WELD F2 uj WALL FRAMING SCREW 6.409 JAMB TRIM(C-13) (1'-0" O.C.) JAMB TRIM WALL FRAMING SCREW (BEND AS SHOWN) (C-13) STITCH SCREWcivil_Q�\P (1'-o" O.C.) (2'-0" O.C.) �OFCpUF� JAMB TRIM AT LOW RIB JAMB TRIM AT HI—RIB .MAY 2 8 2093 PROJECT: V.F. WALNUT HULLER BLDG DRAWN: DATE: JOB NO. PAGE: STEEL A (012/03 I FOR PERMtTBUILDING CUSTOMER: BUILT -WELL CONSTRUCTION JES 5/27/03 REV DATE DESCRIPTION REV DATE I DESCRIPTION SYSTEMS INC. LOCATION: CHECK: 2324 P E B -10 NORMAL E.W. FLUSH GIRT ISSUED 4/14/98 REV. 5/4/99 REVISION BLOCK CHICO, CA 95928 STITCH SCREW (2'-0" O.C.) ROOF FRAMING SCREW (0'-4" O.C.) ROOF PANEL—, OUTSIDE CLOSURE W/ BUTYL BEAD (BUT316) @ EACH SIDE EAVE TRIM (C-5) WALL FRAMING SCREW (0'-4" O.C.) FRAMING SCREW W/0 WASHER I FOR SHEETING ANGLE (UNDER EACH HI RIB) SHEETING ANGLE (HEA -1) STITCH I STITCH SCREW EAVE STRUT I (2'-0" O.C.) WALL PANEL OUTSIDE CLOSURE W/ BUTYL BEAD (BUT316) @ EACH SIDE EAVE TRIM DETAIL STITCH SCREW EAVE STITCH SCREW (2'-0" O.C.) (2'-0" O.C.) � OUTSIDE CLOSURE W/ STITCH SCREW \ BUTYL BEAD (BUT316) PURLIN ONE RUN BUTYL BEAD (2'-0" O.C.) \ @ EACH SIDE (BUT316) @ PANEL SIDE LAP \ HIGH SIDE EAVE -5) END LAP/HIGH EAVE ROOF PANEL FASTENER LAYOUT (ROOF FRAMING SCREWS) STITCH SCREW (2'-0" O.C.) (1) RUNS DBL. RIBBED BUTYL (BUT31678) FORM DRIP EDGE 30' @ PANEL ENDLAPS FOR 1:12 PITCH OR LESS RAKE TRIM INSIDE CLOSURE W/ (C-6) FRAMING SCREW BUYTL BEAD (BUT316) @ EACH SIDE INSIDE CLOSURE W/ \ W/O WASHER (TYP.) BUTYL BEAD (BUT316) PURLIN FRAMING SCREW w/o WASHER EA. SIDE STITCH SCREW FOR SHEETING ANGLE (UNDER EACH HIGH RIB) EAVE TRIM RAKE ANGLE (2'-0" O.C.) (RA -10) ROOF PANEL EAVE STRUT Q�QFESS/D/I�,,. SHEETING ANGLE STITCH SCREW P WELLF (LEA -1) _------ FRAMING SCREW HHR ROOF PANEL LAYOUT ���, ' ti F2�, EAVE TRIM (2'-0" O.C.) (W/O WASHER) (C-7) ROOF FRAMING SCREW ROOF PANEL a' 0 09 EA. SIDE OF HIGH RIB _ 3 9 ROOF FRAMING SCREW CiW. (2'-0" O.C.) LEAVE PURLIN STITCH SCREW RAKE) TRIM (0'-4" 0. C.) 9�OF CAV�F�Q�\� I ;Wr WALL FRAMING SCREW WALL FRAMING SCREW LOWER ROOF _ _ MAY 3 U 2003 OUTSIDE CLOSURE W/ (0'-4" O.C.) (0'-4" O.C.) PANEL BUTYL BEAD (BUT316)- - - - -y @ EACH SIDE I _ PURLIN I STITCH SCREW UPPER ROOF I PANEL (RA -10) 1 (2'-0" O.C.) (2) RUN OF DBL. QROF� /Q I RAKE ANGLE I RIBBED BUTYL P. WELL WALL PANEL—""*l OUTSIDE CLOSURE W/ (BUT31678) WALL PANEL BUTYL BEAD (BUT316) w CO m EACH SIDE OF CLOSURE ROOF PURLIN 6409 m EAVE TRIM DETAIL RAKE TRIM DETAIL PANEL ENDLAP DETAIL CIVIL SOF CAU MAY 2 8 2003 STEEL PROJECT: V.F. WALNUT HULLER BLDG DRAWN: DATE: JOB NO. PAGE: ,� (, Z 03 FOR PERMCUSTOMER: BUILT -WELL CONSTRUCTION lT BUILDING JES 5/27/03 REV DATE DESCRIPTION REV DATE DESCRIPTION CHECK: 2324 P E B -1 1 HRR SSLOPE DWG ISSUED 3/98 REV. 4 98 REVISION BLOCK SYSTEMS INC. LOCATION: CHICO, CA 95928 STITCH SCREW @ EA. PANEL SIDE LAP (2'-0" O.C.) RAKE ANGLE EAVE PURLIN GIRT (RA -10) RAKE TRIM (C-6) EAVE TRIM EAVE & BASE (C-7) WALL PANEL FASTENER LAYOUT (WALL FRAMING SCREWS) GIRT OUTSIDE CLOSURE W/BUTYL BEAD (BUT316) EACH SIDE BASE ANGLE (BA -210) STITCH SCREW (2'-0" O.C.) @ PANEL LAP OUTSIDE CORNER TRIM (C-9) HHR WALL PANEL LAYOUT CORNER TRIM (C-9) STITCH SCREW (2'-0" O.C.) OF RIB & STEEL LINE (TYP. UNLESS NOTED) WALL PANEL OUTSIDE CORNER TRIM WALL PANEL I WALL FRAMING SCREWS (0'-4" O.C.) I I I 4� MAY 3 0 2003 MAY 2 8 2003 0 ASTEEL PROJECT: V.F. WALNUT HULLER BLDG DRAWN: DATE: JOB NO. PAGE: A /0 2 lo3 1 FOR PE,'?,rArf mum c a BUILDING CUSTOMER: BUILT -WELL CONSTRUCTION JES 5/27/03 REV DATE DESCRIPTION REV DATE I DESCRIPTION SYSTEMS INC. LOCATION: CHECK: 2324' PEB-13 HRWALL STD. DWG. ISSUED 3/98 REV. 5/3/99 REVISION BLOCK CHICO, CA 95928 BASE ANGLE (BA -210) BASE ANCHOR (BY OTHERS) FINISHED FLOOR BASE ANGLE DETAIL P• V-10 1/2" 1/2"0 x 1 1/4" A307 BOLTS W/ (2) WASHERS 4"1 (@ PURLIN/GIRT CONN. END) `PURLIN FLANGE BRACE ° (2" x 2" ANGLE) 1/2"0 x 1 1/4" A307 RAFTER BOLTS W/ (1) WASHER (@ RAFTER/COLUMN CONN. END) FLANGE BRACE DETAIL (ENDBAY CONDITION) ®(2)1 /2"0x 1 1/4" A325 BOLTS w/(1) WASHER /_%. '" • ''" A307 BOLTS HOWN ABOVE PURLIN "- RAFTER END BAY CONN. DETAIL LAP LAP ROOF PURLIN <a>= (2)1 /2" Ox l 1/4" A325 BOLTS w/(1) WASHER (2)1 /2" ox 1 1 /4" A307 BOLTS(TYP.) U.N. AS SHOWN ABOVE f f (2)1/2"0 x 1 1/4" A307 BOLTS EA. LAP END I LAPPED PURLIN CONN. DETAIL • PURLIN Q�OFESS/p OR� W EL(F/%m PURLIN FLANGE RAFTER FLANGE GIRT V ~ Z 41R BRACE CLIP BRACE c No. 93 ° full 112"0 x 1 1/4" A307 \IF SOF �A�\F�Q� BOLT W/(2) WASHERS FRAME (@ PURLIN/GIRT CONN. END) BOLT IN THIS HOLE NLY. BRACE POINT DOE NOT MAY 3 0 2003 1/2"0 x 1 1/4" i COINCIDE WITH LAP OLE. A307 BOLT ER 1/2"0 x 1 1/4" WASHER r , A307 BOLT RAFTER FLANGE 1/2"0 x 1 1/4" A307 FLANGE BRACE BOLT W/(1) WASHER (2" x 2" ANGLE)AL OFE�p (@ BRACE/RAFTER CONN. END) � P, WEL�- ,C3 i V-10 1/2" t'-10 1/2" W ` No 93 AN RA AI q�, C1111t F WASHER PLACEMENT DETAIL WASHER PLACEMENT DETAIL FLANGE BRACE DETAIL pFCA1-\F (CONNECTION @ PURLIN/GIRT) (CONNECTION @ RAFTER/COLUMN) MAY 2-8 2003k; A 'A M (C a STEEL PROJECT: V.F. WALNUT HULLER BLDG DRAWN: DATE: JOB NO. PAGE: A AL (0/2./05 FOR 17E2MrT_ BUILDING CUSTOMER: BUILT -WELL CONSTRUCTION JES 5/27/03 REV DATE DESCRIPTION REV DATE DESCRIPTION SYSTEMS INC. LOCATION: CHECK: 2324 PEB-14 DONG/HHR SS/STD/ ISSUED 3/98 M. 6/]0/99 REVISION BLOCK CHICO, CA 95928