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BLD-05-0109 FROM YELM SEWER DEPT FAX NO 360-458-El166 Oct 07 2005 02 23PM P1 FAX TR.ANSMISSION CITY OF YELM P.O. BOX 479....931 NP ROAD NE \ YELM, W A 98597 (' .. ~ r. 360~458-8411 \(j\.I\ . FAX 360-458-8166 TO: &f~HE}') DATE: 10-7-0-{ FAX#: P AGES: I , including this Cover sheet From: (;~;VO Y Subject" fli\.JA L / fJ!\Ph !1u TO fM[\S 5,\0\1.( COMMENTS- :)"oq 'of EL w) l\ uE- . ~ . otJ .-> I b1d ,OC) ** If ynu do not receive all COplCS or an)' copy IS not legIble, pleasc call (360) 458-8411 as soon as possible. t 'Vr. Ii; , ',\ " I, ,) : f: , ' , ; r , ~ J ,\ ,Il Ii ~ .~ I Ii. : II . ~ Ii I ~ II i ' ! ~ il i o o o o o CITY OF YELM INSPECTION LOG PROJECT /'J. 1\ (/ J\- .A i.N)::v PERMIT NUMBER 0 S-'- 0 I DC] ADDRESS S- cP1 - A \./ f3=~ N \rl ~ SET BACkS Date Front Rear SIde Flacl.mg SIde FOOTING CJ 12"' o 16" o other o reqUlred \'ents WALL CJ 6" o 8" o other FOOTI;\G REBAR Date WALL REBAR Date C0!!'!.~~!'!~ Comments CJ E1ectnc ~ Vapor barner n Other ~ P\'-\ COl\lBI;\[D FRA~lEI EXTERIOR SHEAR W .\LL I\SPECTIO~ Hold downs =:J Shear Nadmg C Frame::J Gas'Propane :J Plumbmg :J Mechamcal :J I:\Sl LA TION J Gas o Foam and Seal Comments OTHER Comments FI~AL o Sewer Final o Address Q Electrical o InsulatIon o Cml Final o SIte Dramage o C of 0 o Landscape F mal o SJde\\ al'" Comments SHEET ROCK/SHEAR \V .\lL :\A1L Comments o SEATTLE DIVISION 2411356THAVEW MOUNTLAKE TERRACE. WA 98043 (425) 248-2400 . FAX (425) 248-2401 . RECEI\ ~D JUL 1 8 ' FR 48641 l~s;lIriformation .:. · To Build On ........ .JiII- ~ -111_'" TACOMA DIVISION 10025 SO. TACOMA WAY SUITE H1 TACOMA, WA 98499 (253) 589-1804' FAX (253) 589-2136 o PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND, OR 97217 (503) 289.1778' FAX (503) 289-1918 Cl,l~N.r ADoliess. : Mr Bill Roush .11409 66th Ave E . Puvallup, WA 98373 p.R;O~crNO. : . . . . . . . . PERMIT NO~ .. MU."~~.~~iT:{ '. . ..... EN.GiNEER ARCt:fIT~Cr' .. ....... ..... CONTRACTOR PR(j~~TAJJD~S~' . · 509 Yelm Ave - Yelm 742-50138 05-109 . . City of Yelm DATE W.O. June 23, 2005 74371 ArtEN'rIQN PO;.NO' f'R()j~CT . .... Yelm NAPA Store PSI REPRESENTATIVE ON SITE FOR TURN OF NUT INSPECTION OF A-325 BOLTS PER AISC AND PLANS PER CLIENT'S REQUEST UPON ARRIVAL, INSPECTOR FOUND All BOLTS WERE INSTAllED, SOME WERE MARKED AT A THIRD OF TURN BUT NO SKIDMORE TEST WAS PERFORMED PRIOR TO INST AlLA TION OF BOLTS PER AISC INSPECTOR FOUND 3/4" BOLTON SITE THAT HAD NOT BEEN USED, IT WAS TESTED WITH SKIDMORE PER AISC 3/4 BOLTS SHOULD ACHIEVE 27 KIPS AT 1/3 TURN. BOLT WAS THEN CHECKED WITH TORQUE WRENCH AT 450' POUNDS. NO BOLTS TESTED MEET THE 450' POUNDS. NO LARGER BOLTS (A-325) COULD BE TESTED DUE TO NO EXTRA BOLTS ON SITE. Bill ROUSH WAS NOTIFIED OF PROBLEM AND HE CONTACTED JIM MillER. INSPECTION Will HAVE TO BE RE-SCHEDUlED EQUIPMENT IDENTIFICATION AND S/N#' COPIES TO' INSPECTOR. I I DATE. .' . .. . ITEIVJ$INspecrEt,>lO MICHAEL E. BRIST June 23, 2005 ApPROVEDPLj\NS ARE: ~CLlENT ~CONTRACTOR FIELD CONTACT I I DATE. ENGINEER x BUILDING DEPT CONFORMING. o. ARCHITECT SUPPLIER .NONCONFQRiIiIiNG I!l FIELD REPORT .This report is provided for the information DUM client only. The reproduction of this report. by any method. and its transmittal to a third party, by any means, except in full, without the full permission of Professional Service Industries, Inc., is prohibited. .This certification attests to the accuracy of the results oDtained from the actual test performed and/or observations macJe within the cJefined scope of the work. Certification shall not be construed to represent an Inspection. approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.. NAME ON OFF ST OT MILES M. BRIST 7:00 11:30 4.5 1 RT TOTAL HOURS Certified Report by Professional Service Industries tJfUU'7.e/H R~ r Date J~ ~ 2005 TS - 98-1 o. o City of Yelm Community Development Department Building Division Phone: (360) 458-8407 Fax: (360) 458-3144 Permit No BLD-05-0109- YL Issue Date. 04/11/2005 (Work must be started within 180 days) Receipt No 36120 Applicant: Name: Roush Environmental LLC Phone: 253-606-7572 Address. 11409 66th Ave. E City' Puyallup State: WA Zip 98373 Property Information: Site Address. 509-A Yelm Avenue East Assessor Parcel No. 22719342901 Subdivision. N/A Lot: N/ A Contractor Information. Name. Osburn Steel Buildings Contact: Phone. 253-847-9830 Address. 216 Puyallup Ave. #149 Contractor License No OSBURNSB054LN City' Tacoma State: WA Zip 98421 Expires, 11/15/06319 Business License. Project Information: Project: NAPA Auto Parts Description of Work: 6300 sf NAPA Auto Parts Sq. Ft. perfloor (1st) 6300 (2nd) 0 (3rd) 0 Garage 0 Basement 0 Heat Type (Electric, Gas, Other): GAS Fees: Item Item Fee Base Amt Unit Fee Unit Rate No. Units Unit Desc --------------------------- ------------- Building Permit 100-500k 1,833.75 993.75 840 00 5 6000 150 0000 $1,000 Building Plan Review 1,19193 0.00 000 o 0000 o 0000 Mechanical Permit 86.00 000 0.00 0.0000 0.0000 Plumbing Permit 48.00 2000 28.00 7 0000 4 0000 Fixture Sewer ERU 5,41700 0.00 5,41700 5,417 0000 1 0000 ERU Sewer Inspection 145.00 000 145.00 145.0000 1 0000 ERU Sewer Deposit 50.00 5000 0.00 o 0000 o 0000 Water Meter (Commercial) 300.00 300 00 000 o 0000 o 0000 Water Meter (Irrigation) 650 00 300 00 0.00 0.0000 o 0000 Water Deposit 40.00 4000 000 o 0000 o 0000 Water ERU 1,500.00 0.00 1,50000 1.500.0000 1 0000 ERU Traffic Facilities Charge 4,14000 000 4,14000 750 0000 5 5200 Peak PM Trip State Building Fee 4.50 450 000 o 0000 o 0000 TOTAL FEES $15,406.18 Applic::ant's AffaQavit: OFFICIAL USE ONLY # Sets of Prints: Firm Final Inspection: Dol, 1!f!f By' ( flECEIP1 No 35120 ~ ~ o "I\'l o ~ ~ !Z. g ------ ~ ~4c~lJ1F O. ~ pO 80)(,nQ ~ Y~~6~68i~gi' RE9~~}FIrTEEN THOUSAND FOUR OI\IE. 04/11/05 REC NO 36120 REI" NO 1039 HUNDRED SIX DOLLARS & 18 CENTS AMOUNT 15,406.18 CHECR RECEIVE.D FROIVI ROUSH ENVIROMENTAL LLC 11409 66TH AVE E PUYALLUP, ~A 98373 SITE 509-A YELM AVE E o MISCELLANEOUS RECEIPT GRETCHEN _0-- ~ __o-o---------~------ __-------::------C ., 0' -----~~------- --- -.-" --BLD--pr.R1833 15.PLN REV 1191 93. HECH B6. PLUH 48. SEW ERU 5411. SEWINS 145. CONS DEP 90. WAT llET 300. WAT HET 650. WAT ERU 1500. TRAP 4140. BLD pEE 4 50 flECEIP1 No 35121 t~cit{ ,gf 0.1 /~ l.lGu.-.1'VR ;~ PO\'.lO)(47n ~/. ~ '7 , Yelrn 'v'Jf\ 98597 ~ 360.458.R402, Rr"CE\\IEO c.....pOURTEEN THOUSAND pOUR HUNDRED THIRTY NINE DOLLARS & 81 CENTS M()UN-~ RFF t'Kl RECEI'IED 'ROM O^"E REG NO ^.' - .. ROUSH ENVIROHENTAL LLC 04/11/05 36121 14.439 81 CHECR 1039 11409 66TH AVE E PUYALLUF. ~A 98373 SITE 509-B YELM AVE E \ MISCELLANEOUS RECEIPT GRETCHEN '~---B LoPfiR_102735;PLNooRB\i6G1o:n;- HECH_n-.JS:PLiffi48:-siWiRU54.l7:0SEviOOiNs-t45 TRAP 6961.50. CONS DEP 90. BLD pEE 4 50 o w C' o '-' .t:> (Jl r:t> (Jl <:) \!J to ~ eo () "fl o ! ~ ~ o ~ 'CO ~ 9, ,!;> (..~ r:p i.,."1 o <0 '.0 o o Page 1 of 1 Gary Carlson From Sherwin, Geoff [Sherwin@ApexEngineering net] Sent: Thursday, April 07, 2005 9'34 AM To Gary Carlson Subject: RE NAPA Gary, The landscape architect has called out for a 1 Y2 inch irrigation meter I would say the %" meter is sufficient for the Napa building Let me know if there is anything else -----Original Message----- From: Gary Carlson [mailto garyc@ci yelm wa us] Sent: Thursday, April 07, 2005 9 22 AM To: Sherwin, Geoff Subject: RE NAPA Geoff, You are correct on the NAPA meter, you designed it to go to the Walt's. However you have a new meter into NAPA and an irrigation meter My guess is that NAPA would only need a standard 5/8-3/4 meter Irrigation meters are sized on head design and that I cannot guess on Some one should verify what the NAPA meter is because the question of sizing the meter setters will come up soon Bill is chomping at the bit to get the permit and this is the only thing I have left to give it to him Gary From: Sherwin, Geoff [mailto Sherwin@ApexEngineering net] Sent: Wednesday, April 06, 2005 5 08 PM To: Gary Carlson Subject: RE NAPA Gary, I do not believe that I actually did any sizing for the meters. We utilized the same size that was previously there if I remember correctly Let me know if there are any questions. Thanks, Geoff -----Original Message----- From: Gary Carlson [mailto garyc@ci yelm wa.us] Sent: Wednesday, April 06, 2005 459 PM To: Sherwin, Geoff Subject: NAPA Geoff, To complete the permits for Bill I need the meter sizing for the 3 meters shown on page 6 Thank you Gary 4/7/2005 o o CITY OF YELM COMMERCIAL BUILDING PERMIT APPLICATION FORM Project Address ..../) {)9 Y-E.L41.4v.;:;: f Parcel #' ;;2,::<..7 (9 --=-~..2 9() / Zoning, Current Use' Proposed Use )ilJew Construction 0 Re-Model/ Re-Roof I Tenant Improvement o Plumbing 0 Mechanical 0 Fire Prevent/Suppress/Alarm Project Description/Scope of Work: AJeaJ Nil/]!! AtJTfJ 13ff5 1/> /7 Project Value ,;;2/:::01 (J(J (/ , o Other ,S'-raRE Building Area (sq ft) Parking Garage Building Height02~' Are there any environmentally sensitive areas located on the parcel? completed environmental checklist must accompany permit application 1 st FIOOrt:.):5 a?2nd Floor srd Floor_ NO If yes, a TELEPHON ~RGHl'tEQ]A,E;N:GINEE;R , ADDRESS CITY STATE LICENSE # ~. 795 TELEPHONE F:'J.l.iMBI.NG;QQNTR;A;G[:QfR ADDRESS CITY STATE CONTRACTOR'S LICENSE # ZIP FAX EXP DATE CITY LICENSE # MEdffi,f\t-!tQ,f\~(QQN!E8AQTOR ADDRESS CITY STATE CONTRACTOR'S LICENSE # TELEPHONE ZIP FAX EXP DATE CITY LICENSE # Copy of City Mitigation documentation (TFC). I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above described property will be 'niaccordance with the laws, rules and regulations of the State of Washington and the City of Vel ~ . al ~ cant's-Signat re ert@OOtrac!9,!:.-Y Owner's Agent / Contractor's Agent / Tenant t--:-~1J-(74 Date (Please circle one.) All permits are non-transferable and will expire if work authorized by such permit is not begun within 180 days of issuance, or if work is suspended or abandoned for a period of 180 days C:\Community Development\Forms & Procedures\Building Permits\CommBldgPermitApp.doc Page 2 of 4 MAY-25-04 TUE 09:01 A~ her STEE~ FAx NO, 3604358267 p, 23 ~-;c; Hel STE!::l BU ILDING SYSTEMS, INC, Date 05/19/04 Jcb# Project Information, Name of Company (Builder). Date: 05/19/04 Project: SHOP OSBURN STEEL BUILDINGS, iNC As a material supplier in the COl1structlon Industry, Hel STEEL BUILDING SYSTEMS, INC requires information on projects in which we are directly Involved We would appreciate your assistance In providing the following information so we can complete our job file and process your order' (1 \ Exact legal name and physical address of nroject: flAP ~ AOTO l};~T5 509 Y~L-/J1 AvE., </E:L./f1 J It/A 9PL::9 7 (2) €:;act legal name, and addre~(physfcal, postal apd lelephQ(1e) of project owner' B14-eOU51t (.253)~75-3079 W/0-:!.;;2L:JnlS-r; C-r; E J SPAA.//I-?UAY) a).4 98387 (3) Exact legal name a'1d address (phYSical, postal and telephone) of prime contractor {JWA/E.e. t()();€K//UG /IS 6U)/V G~C-I (4) E~ct legal name and.-address (P~YSi , postal and teJepl1one) of swbcontractors: t..):5~ L..J JZIU ...:J IlEa-. C-P6?/ / IIJc (40) 9 72 - .:L7'S'T :2/(;, Po YALLUP vG.) #/71-31 7/lt!t! 4111- / jtJ /l 98'1-2-/ (5) What is your company's position on the ladder of material andior labor supply? General Contractor, Subcontractor, Material Supplier, Fabricator, elc. 5LJ t3 eo/(} -r;e1Cro /2.- (6) Is this a pri'/ate or public project? ?12-1 (,/' AlE (7) Is there a bond on this project? !f so, what Is the name of the bonding agent, bonding company and bonding nllmber. Please provide a copy No Her PURCHASE ORD::R AGREEMENT RE;V'SION:.A..DATE.-29illJ2QQL li~aAG7 Customer Ini':;_ Page 19 of21 City of Yelm bltP1 V::yr- Community Development Department 105 Yelm Avenue West P.O. Box 479 Y~lm. WA 98597 To Geoft Sherwin, Apex Engineenng Kathleen Bradley Reader, Bradley Design Group From: Tami Mernman, Assistant Planner Date November 19, 2004 Re Landscape plan review for NAPA Auto Parts The City has completed its review of the landscape plans submitted November 15, 2004 There are a couple of Items that need revised before they can be approved, I have a concern with the evergreen trees proposed for the 8-foot pen meter landscape strrp on the northwestern side of the property These evergreen trees can grow qUite large and may become a burden for the bUilding and parkIng areas, as well as causing site distance and sign blockage I would suggest that from the rear of the building out to Yelm Avenue, a mix of smaller evergreen and decldous trees be planted These may be planted at an average of 20-feet on center, with shrubs In between Although the Autumn Blaze Maple is listed on our street tree list, It IS a large tree ThiS may cause a sIght distance Issue with traffic entenng and eXIting this Site, as well as site distance of the intersection I would suggest that the two Maple trees located at the driveway entrance on Yelm Avenue be replaced with a smaller species of street tree City of Yelm Design GUidelines sections I F (1), and" F (1), reqUire comer lots to provide enhancement, and pedestrian access ThIS plan does not provide for the Sidewalk to connect to the pedestnan access through the parking lot, nor does it provide adequate corner enhancement. At the eastern driveway entrance, the SIdewalk shall be connected from the public nght- of-way to the pedestrian access through the parking lot. Exact placement of the connection to the SIdewalk, provided It meets ADA requirements, IS at your discretion A decorative screen wall enhancement shall be installed, similar to the screen walls Installed at other intersectIons. You may wish to look at the comer of Yelm Avenue and VancIl Road. Both Rite-Aid and Jack-In-the-Box have installed a "river rock" wall, with pedestrian seating. At the corner of Yelm Avenue, and Plaza Drive, Dairy Queen also installed a decorative screen wall, but matched the facing of the wall to their building (360) 458-3835 (360) 458-3144 FAX www.ci.yelm.wa._ facade This screen wall and landscaping will meet the corner enhancement requirements of the City, and also increase the visibility of this project. Although not a requirement of the landscape plan, business signage should be considered to prevent landscaping from blocking your sign, or the need to remove landscaping once installed If you have any questions, please don't hesitate to call I can be reached at (360) 458-8496 Sincerely, ------ I h /';;t//-k 7~<<'t1tmu~ T ami Merriman Assistant Planner November 22, 2004 Page 20f2 ;.. John R Tissell, PE, 16621 Deer RIdge Lane S E June 25, 2004 Sht, 1 of 2 Yelm, WA 98597-7906, Phone 360 894-2125, FAX 360 894-1827 File'NA0604 SIte NAPA Auto Parts Summary Sheet 1 of 1 Design Code Concrete 1997 UBC 2,500 psi Rebar' 60,000 psi SoIl 2,000 psf Design by others. Steel buil,ding FoundatIon. ! Footing ThIckened slab with two #4 bars at bottom and two #4 bars at top ThIckened slab, at columns, end walls 24" wide x 24" long, with two #4 at bottom, two #4 bars at top, two #4 cross bars at top Thickened slab, at six column, side walls 36" WIde x 36" long, wIth three 3 bars at bottom, three #4 bars at top, three #4 cross bars at top Footing to be minimum of 18" below undisturbed ground surface Cross tIe at three interior frames Two #5 bars bent outside the outSIde row of anchor bolts and extending parallel to edge of the floor slab a mimmum of 6" beyond the bolts Lap splices minimum of 24 inches Anchor bolts All anchor bolts are 3/4" (except at the four comers of the building, which ar 1/2") extending a mimmum of 7" mto the concrete (EXPIRES file footiOgfl ~ 0_23-03 2.000 ps' so\\ bearing 60,000 Stee\ 02.:33 ptJI print lime 06/2.5/2.004 and oate oead Li'Je 3,300 2.4,~60 \lertica\ co\Umn 2.~4 Beam 3 300 2.4,~60 , lota\ Li'Je 9,2.00 oead coluroo ~ -5 Bearo 5B ~ ,500 lota\ ~ ,500 9,2.00 Side t~) lota\ Load on Co\Umn footing Siz.e ~\\O~ab\e soi\ bearing ~d\Ustment 'or ~:;> '\' Iria\ &. enor _ 0' S~uare 'Ja\Ue 'of footing \ nCfease feet \nches ~ 42. ~ 42. 3 ~~ 3 ~ 2.1,460 Chec\< 2.843 ~\\O'l-lab\e 2..09 2.1,460 Chec\< tota\ ~ .2.2. ~.2.2. ~0,100 2. ~ ~0,100 Chec\< tota\ Chec\< 2,438 ~\\o'l-lab\e 2.438 ~ctua\ Stee\ 03~ NO 2 o 62 Q\<. Re~ Stee\ \1oriZ.ontia\ oead Li'Je ~ 3,050 0435 ~,6~0 ~ ~ ,440 Co\Umn 2.4 ~ 3,050 ChecK tota\ ~,6~0 ~ ~ ,440 lota\ '~~;"r~~,~. HCI STEEL ,BUILDING ~SYSTEMS, INC. Steel Building Systems' -Steel Roof Systems Building Components Corporate Office: 18520 67'h, Ave. NE Arlington, WA98223 phone: 360-435-8871 fax: 360~435-9267 www.hcisteel.com I I I. Date: 6/23/04 1 Job # 2618 TO: ,Osburn Steel Buildings, Inc. ~. "216 PuyalIup Ave Tacoma, W A 98421 :!.''''I ,'~:. il~ Weare shipping to you via: Attn: Jim Osburn Re: NAPA Auto Parts Yelm, Washington UPS Copies Date Job # Description 3 6/23/04 2618 Approval Drawmgs 1 6/23/04' 2618 Engmeenng calculatIOns These are transmitted as follows: For approval Remarks: Copy to: Bill Holden"Drafting "I Signed: Melanie I Cert~ficate of Design 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 2618 PrOject Name Napa Auto Parts Customer's Name/Address Osburn Steel Bldgs, Inc. 216 Puyallup Ave, Tacoma, W A 98421 BUIldmg Type / SIze'60'-0" x 105'-0" x 14'-6" 40'12 Slope SIte LocatIOn. Yelm, Washmgton 2. DESIGN STANDARDS AISC "Manual of Steel Construction" 9th edition. AISI "Cold Formed Steel Design Manual" 1996 editIon. AWS Dl 1 "Structural Welding Code-Steel" 2002 edItIon. A WS D1.3 "Structural Welding Code-Sheet Steel" 1998 editIon. MBMA "Low Rise Building Systems Manual" 2002 edItIon. ASTM "Standards in Building Codes" 2000 edItion. JUN 2 2 2004 3 LOADS: Applicable Building Code(s): 1997 UBC; Occupancy Category: 4 (a) Dead Load- Actual Matenal WeIght (b) Collateral Load- '5 0' PSF (c) Roof Snow Load- '25' PSF, Roof LIve Load- '20' PSF (d) Wind Load- Wind Speed '80' MPH @ Exposure 'B', Enclosed (e) SeIsmIC Load- SeIsmIC Zone '3' Ca = 0.33 4. CERTIFICATION BY ENGINEER: I, John R. Spam, not a subcontract engmeer for HCI Steel BUIldmg Systems, Inc and a hcensed Engmeer m the State of Washmgton - certIfy that I have revIewed the desIgn cntena for the Steel BUIldmg System described above and to the best of my knowledge all components have been or WIll be desIgned to meet the apphcable cntena as speCIfied m the "ORDER CUMENTS " , Date JUN 2 2 2004 , MAIN BUILDING CALCULATIONS PROJECT JOB NO' CUSTOMER. LOCA nON DATE. NAP A Auto Parts 2618 Osburn Steel BuildinQs, Inc. Yelm, WA 5/25/2004 == Job No 2618 Customer Osburn Steel Buildings, Ine Description NAPA Auto Parts HCI STEEL BUILDING SYSTEMS,INC, Table Of Contents TABLE OF CONTENTS APPLICABLE_DESIGN_CODES OUT MATERIAL_SPECIFICATIONS.OUT Design Summary Roof Design Back Sidewall Design Front Sidewall Deslgn Left Endwall Deslgn Right Endwall Design Rigid Frame Design modify Page 1 Of 139 Date 5/25/2004 Designed B I JRS Checked By 1 2 3 4 18 64 71 82 102 123 - 1 - 2 - 3 - 17 - 63 - 70 - 81 - 101 - 122 - 139 Page 2 Of 139 HCI Job No 2618 modify HCI STEEL BUILDING SYSTEMS, I NC Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By 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 AISC "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, POBox 351040, Miami,FI 33135 Page 3 Of 139 HCI Job No 2618 modify HCI STEEL BUILDING SYSTEMS,INC Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By MATERIAL SPECIFICATIONS The following is the list of the material standards and specifications for which the building components have been designed Sl 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 SSM 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 H = HCI STEEL BUILDING SYSTEMS,INC Job No 2618 Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts HCI STEEL PRODUCTS 18520 67 AVE NE ARLINGTON, WA 98223 STRUCTURAL DESIGN CALCULATIONS FOR Osburn Steel Buildings, Inc 216 Puyallup Avenue Tacoma, WA 98421 NAPA Auto Parts 509 Yelm Avenue Yelm, WA 2618 BUILDING DATA Width (ft) 60 0 Length ( ft) 105 0 Eave Height ( ft) 14 5/ 14 5 Roof Slope (risel12 4 00/ 4 00 Dead Load (psf 2 5 Live Load (psf 20 0 Collat Load (psf 5 0 Snow Load (psf ) 25 0 Wind Speed (mph ) 80 0 wind Code UBC 97 Closed/Open C Exposure B Importance - Wind 1 00 modify Page 4 Of 139 Date 5/25/2004 Designed B JRS Checked By HCI HCI STEEL BUILDING SYSTEMS,INC Page 5 Of 139 Job No 2618 modify Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By Importance - Seismic Seismic Zone 1 00 3 o 33 Seismic Coeff (Ca) Designer JRS 5/25/04 2618 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 9 05am Design Loads For Each Building Component 5/25/04 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- FRONT SIDEWALL WIND PRESSURE/SUCTION Wind Wind Wind Press Suct Long 9 8 -9 8 13 1 -13 1 9 8 -9 8 14 2 -14 2 BACK SIDEWALL WIND PRESSURE/SUCTION Wind Wind Wind Press Suct Long 9 8 -9 8 13 1 -13 1 9 8 -9 8 14 2 -14 2 LEFT ENDWALL Girt/Header Panel Jamb Parapet Girt/Header Panel Jamb Parapet HC= Job No 2618 Page 6 Of 13 9 modify Date 5/25/2004 HCI STEEL BUILDING SYSTEMS,INC Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts .......,....?~ Designed B:y JRS Checked By 2618 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 9 05am Design Loads For Each Building Component 5/25/04 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- BASIC LOADS Dead Live Snow Collateral Basic Wind_Load Load Load Load Load Wind Ratio 2 5 20 0 25 0 5 0 10 9 1 00 WIND PRESSURE/SUCTION Wind Wind Press Suct 9 8 -9 8 9 8 -9 8 9 8 -9 8 13 1 -13 1 14 2 -14 2 Column Girt/Header Jamb Panel Parapet WIND COEFFICIENTS Surf Rafter_Wind_1 Rafter_Wind_2 Id 1 2 3 4 Left o 80 -0 90 -0 70 -0 50 Right -0 50 -0 70 -0 90 o 80 Left o 80 o 30 -0 70 -0 50 Right -0 50 -0 70 o 30 o 80 COLUMN & BRACING DESIGN LOADS Load No Id 8 1 2 3 4 5 6 7 8 Dead Bracing_Wind Long Press Surface Friction Left o 80 o 30 -0 70 -0 50 Snow/ Rafter_Wind Brace_Wind Dead ColI Live Left Right Left Right 1 00 1 00 1 00 1 00 0 00 0 50 1 00 0 00 0 50 1 00 0 00 0 00 1 00 0 00 0 00 1 00 0 00 0 00 1 00 1 00 0 00 1 00 1 00 0 00 RAFTER DESIGN LOADS No Load Load Id 9 1 2 o 00 o 00 o 00 o 00 1 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 1 00 o 00 o 00 o 00 1 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 1 00 o 00 o 00 o 00 o 00 o 00 Right -0 50 -0 70 o 30 o 80 o 00 -0 70 -0 70 o 00 o 00 o 00 o 00 o 00 1 00 1 00 1 00 o 00 1 00 o 00 o 00 1 00 o 00 o 00 Long Column_Wind I Aux_Load Wind Press Suct Seisl Id Coef o 00 0 00 0 00 0 00 0 0 00 o 00 0 00 1 00 0 00 0 0 00 o 00 0 00 1 00 0 00 0 0 00 o 00 1 00 0 00 0 00 0 0 00 o 00 0 00 1 00 0 00 0 0 00 o 00 0 00 1 00 0 00 0 0 00 o 00 0 00 0 00 1 00 0 0 00 o 00 0 00 0 00 -1 00 0 0 00 o 00 o 00 I Aux_Load Seis I Id Coef o 00 0 0 00 o 00 0 0 00 Snow/ Rafter_Wind_1 Rafter_Wind_2 Dead Collat Live Left Right Left Right o 00 o 00 HC= HCI STEEL BUILDING SYSTEMS, I NC Job No 2618 Osburn Steel Buildings, Customer Description I ~?< NAPA Auto Parts Page 7 Of 13 9 modify Ine Date 5/25/2004 Designed B~ JRS Checked By 2618 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 9 05am Design Loads For Eaeh Building Component 5/25/04 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 3 4 5 6 7 8 9 1 00 1 00 1 00 1 00 1 00 1 00 1 00 AUXILARY LOADS No Aux Aux Id 1 1 E1UNB_LL 1 ADDITIONAL LOADS o 00 o 00 o 00 1 00 1 00 1 00 1 00 o 00 o 00 o 00 1 25 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 1 00 o 00 o 00 o 00 o 00 o 00 o 00 1 No Add Add Id, 1 1 Surf Load I P V Id Type I WI W2 2 D -0 30 -0 30 RIGHT ENDWALL BASIC LOADS No Add o 00 1 00 o 00 o 00 o 00 o 00 o 00 Combs -- Comb -- Add-Id Coeff 1 o 50 M Co o 33 Dead Live Snow Collateral Basie Wind_Load Load Load Load Load Wind Ratio 2 5 20 0 25 0 5 0 10 9 1 00 WIND PRESSURE/SUCTION Wind Wind Press Suet 9 8 -9 8 9 8 -9 8 9 8 -9 8 13 1 -13 1 14 2 -14 2 Column Girt/Header Jamb Panel Parapet WIND COEFFICIENTS Surf Rafter_Wind_1 Rafter_Wind_2 Id 1 2 Left Right o 80 -0 50 -0 90 -0 70 Left Right o 80 -0 50 o 30 -0 70 Bracing_Wind Left Right o 80 -0 50 o 30 -0 70 o 00 o 00 1 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 1 00 -1 00 Dx Dx1 Dx2 o 00 31 62 Long Press o 00 -0 70 o 0 00 o 0 00 o 0 00 1 -2 50 1 2 50 o 0 00 o 0 00 - Cone - Unif Surface Friction o 00 o 00 He; Job No 2618 modify Customer Osburn Steel Buildings, Inc Date 5/25/2004 Description NAPA Auto Parts Designed By JRS HCI STEEL BUILDING SYSTEMS, I NC ,T :::W;;:< Checked By ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 2618 Design Loads For Each Building Component 5/25/04 9 05am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 3 -0 70 -0 90 -0 70 0 30 -0 70 0 30 -0 70 0 00 4 -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 Colurnn_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_l Rafter_Wind_2 I Aux_Load Load Id Dead Collat Live Left Right Left Right Seis I Id Coef 9 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 1 25 0 00 0 00 0 00 0 00 0 00 1 -2 50 7 1 00 1 00 0 00 0 00 0 00 0 00 0 00 0 00 1 2 50 8 1 00 1 00 0 00 0 00 0 00 0 00 0 00 1 00 0 0 00 9 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 1 1 E2UNB_LL 1 1 1 0 50 ADDITIONAL LOADS No Add Surf Load I p V M Dx - Conc Add Id, Id Type I WI W2 Co Dxl Dx2 - Un if 1 1 2 D -0 38 -0 38 0 33 0 00 31 62 ROOFDES -------- Page 8 Of 139 Page 9 Of 139 Me= HCI STEEL BUILDING SYSTEMS,INC Job No 2618 modify Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 2618 Design Loads For Each Building Component 5/25/04 9 05am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- BASIC LOADS Dead Live Snow Collateral Basic Wind_Load Surface Load Load Load Load Wind Ratio Friction 2 5 20 0 25 0 5 0 10 9 1 00 o 00 WIND PRESSURE/SUCTION Wind Wind Wind Press Suct Suct_R 0 0 -10 9 purlins 0 0 -14 2 Panels 8 7 -5 4 -7 6 Bracing PURL IN 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 3 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 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 3 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 Den Seis Weak_Axis_React Dead Live Snow Collateral Wind Ratio Load L_Col R_Col 2 5 20 0 25 0 5 0 10 9 1 00 1 1 0 0 0 0 == HCI STEEL BUILDING SYSTEMS,INC Job No 2618 Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Page 10 Of 139 modify Date 5/25/2004 Designed B JRS Checked By =============================================================================== 9 05am 2618 Design Loads For Each Building Component 5/25/04 ----------------------------------------------------------------- ----------------------------------------------------------------- WIND COEFFICIENTS Surf --Wind_l--- Id Left Right 1 0 80 -0 50 2 -0 90 -0 70 3 -0 70 -0 90 4 -0 50 0 80 DESIGN LOADS Load No Id Dead Coll 37 1 1 00 1 00 2 1 00 1 00 3 1 00 1 00 4 1 00 1 00 5 1 00 1 00 6 1 00 1 00 7 1 00 1 00 8 1 00 1 00 9 1 00 1 00 10 1 00 0 00 11 1 00 0 00 12 1 00 0 00 13 1 00 0 00 14 1 00 0 00 15 1 00 0 00 16 1 00 0 00 17 1 00 0 00 18 1 00 1 00 19 1 00 1 00 20 1 00 1 00 21 1 00 1 00 22 1 00 1 00 23 1 00 1 00 24 1 00 1 00 25 1 00 1 00 26 0 00 0 00 27 0 00 0 00 28 1 00 1 00 29 1 00 1 00 --Wind_2 --- Left Right o 80 -0 50 o 30 -0 70 -0 70 0 30 -0 50 0 80 Live/ Live Snow Right 1 00 0 00 o 50 0 00 o 50 0 00 o 50 0 00 o 50 0 00 1 00 0 00 1 00 0 00 1 00 0 00 1 00 0 00 o 00 0 00 o 00 0 00 o 00 0 00 o 00 0 00 o 00 0 00 o 00 0 00 o 00 0 00 o 00 0 00 1 00 0 00 1 00 0 00 1 00 0 00 1 00 0 00 o 50 0 00 o 50 0 00 o 50 0 00 o 50 0 00 o 00 0 00 o 00 0 00 o 00 0 00 o 00 0 00 -Wind_l-- Lt Rt o 00 0 00 1 00 0 00 o 00 1 00 o 00 0 00 o 00 0 00 o 50 0 00 o 00 0 50 o 00 0 00 o 00 0 00 1 00 0 00 o 00 1 00 o 00 0 00 o 00 0 00 o 00 0 00 o 00 0 00 o 00 0 00 o 00 0 00 o 00 0 00 o 00 0 00 o 00 0 00 o 00 0 00 o 00 0 00 o 00 0 00 o 00 0 00 o 00 0 00 o 00 0 00 o 00 0 00 o 00 0 00 o 00 0 00 Surface Friction o 00 o 00 o 00 o 00 -Wind_2- Long_Wind Lt Rt Lt Rt o 00 0 00 0 00 0 00 o 00 0 00 0 00 0 00 o 00 0 00 0 00 0 00 1 00 0 00 0 00 0 00 o 00 1 00 0 00 0 00 o 00 0 00 0 00 0 00 o 00 0 00 0 00 0 00 o 50 0 00 0 00 0 00 o 00 0 50 0 00 0 00 o 00 0 00 0 00 0 00 o 00 0 00 0 00 0 00 1 00 0 00 0 00 0 00 o 00 1 00 0 00 0 00 o 00 0 00 1 00 0 00 o 00 0 00 -1 00 0 00 o 00 0 00 0 00 1 00 o 00 0 00 0 00 -1 00 o 00 0 00 0 50 0 00 o 00 0 00 -0 50 0 00 o 00 0 00 0 00 0 50 o 00 0 00 0 00 -0 50 o 00 0 00 1 00 0 00 o 00 0 00 -1 00 0 00 o 00 0 00 0 00 1 00 o 00 0 00 0 00 -1 00 o 00 0 00 0 00 0 00 o 00 0 00 0 00 0 00 o 00 0 00 0 00 0 00 o 00 0 00 0 00 0 00 -Seismic-- Aux Long Tran Id o 00 0 00 0 o 00 0 00 0 o 00 0 00 0 o 00 0 00 0 o 00 0 00 0 o 00 0 00 0 o 00 0 00 0 o 00 0 00 0 o 00 0 00 0 o 00 0 00 0 o 00 0 00 0 o 00 0 00 0 o 00 0 00 0 o 00 0 00 0 o 00 0 00 0 o 00 0 00 0 o 00 0 00 0 o 00 0 00 0 o 00 0 00 0 o 00 0 00 0 o 00 0 00 0 o 00 0 00 0 o 00 0 00 0 o 00 0 00 0 o 00 0 00 0 o 00 1 00 0 o 00 -1 00 0 o 00 1 00 0 o 00 -1 00 0 HC= HCI STEEL BUILDING SYSTEMS,INC Job No 2618 Page 11 Of 139 Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts modify Date 5/25/2004 Designed B JRS Checked By 2618 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 9 05am Design Loads For Each Building Component 5/25/04 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 30 1 00 1 00 31 1 00 1 00 32 1 00 1 00 33 1 00 1 00 34 1 00 1 00 35 1 00 1 00 36 1 00 1 00 37 1 00 1 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 1 00 o 00 o 00 o o o o o o o o o 00 o 00 0 00 1 25 -1 25 o 00 1 25 o 00 -1 00 o 00 0 00 1 40 o 00 0 00 -1 40 o 00 1 40 0 00 o 00 -1 40 o 00 0 00 o 00 o 00 o 00 o 00 o 00 2618 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 9 05am Reactions, Anchor Bolts, & Base Plates 5/25/04 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Frame Col Line Line Id Horiz Vert Id Horiz Vert 1 A 1 B 1 C 1 D 5 D 5 C 5 B 5 A *2 A Max Pos Val Foundation Loads (k) ---- 7 3 7 3 7 3 7 3 o 7 -0 4 o 0 3 7 1 9 -1 0 o 0 10 0 1 9 -1 1 o 0 10 0 o 7 -2 2 o 0 Max Neg Val 8 -0 7 9 0 7 8 -1 9 9 1 9 8 -1 9 7 1 9 8 -0 7 4 2 7 -0 5 -0 7 -0 9 -1 5 -0 9 -1 1 -0 1 o 7 -2 2 -0 2 -2 8 -1 2 -1 4 -1 1 -1 9 -0 6 -1 0 2 -5 1 -4 8 Anc Bolt Base Plate Diam Width Len Thick No 4 o 750 6 00 6 00 6 00 6 00 7 88 0 375 7 88 0 375 7 88 0 375 7 88 0 375 6 00 7 88 0 375 6 00 7 88 0 375 6 00 7 88 0 375 6 00 7 88 0 375 6 00 12 56 0 500 7 3 7 3 7 3 7 3 o 7 -2 5 o 0 5 2 1 9 -0 7 o 0 12 5 1 9 -1 9 o 0 12 6 o 7 -1 0 o 0 4 7 1 16 8 25 5 8 -0 7 9 0 7 8 -1 9 9 1 9 8 -1 9 7 1 9 8 -0 7 7 0 7 4 o 750 4 o 750 4 o 750 4 0 750 4 0 750 4 0 750 4 0 750 4 0 750 Page 12 Of 139 Me= Job No 2618 modify Customer Osburn Steel Buildings, Inc Date 5/25/2004 Description NAPA Auto Parts Designed By JRS Checked By HCI STEEL BUILDING SYSTEMS, INC, ~ 2618 Reactions, Anchor Bolts, & Base Plates 5/25/04 9 05am *2 D 3 15 5 5 4 1 3 -15 5 26 7 -7 3 32 1 4 0 2 6 -17 3 541 -4 9 29 5 -7 3 4 o 750 6 00 12 56 0 500 *2 Frame Lines 234 Load Load Id Combination 1 DL+CO+LL+WR2/2 2 DL+WLl 3 DL+CO+LL 4 DL+LnWndL 5 DL+WRl 6 DL+CO+LL+WL2/2 7 DL+WRl+WS 8 DL+WP 9 DL+WLl+WS BRACING/PANEL SHEAR REACTIONS ------Reactions(k )------- Panel Shear ---Wall-- Col ----Wind---- --Seismic--- Loc Line Line Horz Vert Horz Vert ---- ---- ----- ----- ----- ----- ----- L - EW 1 B 3 49 3 22 0 96 0 89 C 3 49 3 22 0 96 0 89 (lb/ft) F_SW D 2 ,3 4 12 1 92 5 68 2 65 R_EW 5 C B 3 87 3 87 3 57 3 57 1 16 1 16 1 07 1 07 Page 13 Of 13 9 em Job No 2618 modify Hel STEEL BUILDING SYSTEMS,INC Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By B_SW A 3 ,2 4 12 1 92 5 53 2 58 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 2618 Additional Reactions Report 5/25/04 9 05am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Rigid Frame Column Reactions Frame Col ---Dead--- Collateral ---Live--- --Live - R-- -Wind - L1-- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert ------ *2 A 1 6 3 0 2 4 4 1 11 5 19 5 5 6 4 7 -6 7 -7 9 *2 D -1 6 3 3 -2 4 4 6 -11 5 24 2 -5 6 19 3 0 9 -8 7 Frame Col -Wind_ R1-- -Wind_ L2-- -Wind - R2-- Seismic - L- Seismic R- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert ------ *2 A -1 9 -6 0 -5 6 -1 2 2 6 -2 4 -1 1 -0 5 1 1 0 5 *2 D 5 7 -10 6 -3 6 -5 1 4 7 -3 9 -1 1 0 5 1 1 -0 5 Frame Col -LnWind_ L- -LnWind_ R- Line Line Horiz Vert Horiz Vert ------ *2 A -1 4 -7 9 -1 4 -7 9 *2 D 1 4 -7 9 1 4 -7 9 *2 Frame Lines 234 Endwall Column Reactions Frame Col Dead Collat Live -Out_Of_Plane- -Brc_Wind_L- -Brc_Wind_R- Wind_P Wind_S Hel HCI STEEL BUILDING SYSTEMS, INC. Job No 2618 Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts modify Page 14 Of 139 Date 5/25/2004 Designed B JRS Checked By 2618 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 9 05am Additional Reactions Report 5/25/04 Line ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Horz Line Vert 1 1 1 1 5 5 5 5 Line Frame Col Line Frame 1 1 1 1 5 5 5 5 A B C D D C B A o 5 1 2 1 1 o 8 1 0 1 4 1 5 o 6 Vert o 6 1 5 1 5 o 6 o 7 1 9 1 9 o 7 Vert 2 7 7 3 7 3 2 8 3 5 9 2 9 2 3 4 Horz o 0 3 5 o 0 o 0 o 0 3 9 o 0 o 0 Vert Horz o 4 -2 6 1 7 -2 7 o 5 -2 6 1 0 -1 1 Endwall Column Reactions Vert o 0 o 0 o 0 o 0 o 0 o 0 o 0 o 0 -1 2 -2 7 -1 6 -2 8 -3 8 -2 8 -2 8 -1 2 Vert o 0 o 0 3 5 o 0 o 0 o 0 3 9 o 0 -0 9 1 2 -2 5 o 4 -3 4 1 6 -2 7 o 6 Horz -0 7 -1 9 -1 9 -0 7 -0 7 -1 9 -1 9 -0 7 Horz -Raf_Wind_L- -Raf_Wind_R- --Seismic_L- --Seismic_R- Vert A B C D D C B A Col --Aux_ 1-- Line Line Horiz Vert 1 1 1 1 5 5 A B C D D C o 0 o 0 o 0 o 0 o 0 o 0 1 4 3 5 o 2 o 0 1 7 4 4 Horz Vert o 0 o 0 o 0 o 0 o 0 o 0 o 0 o 0 -0 9 -2 2 -2 2 -3 1 -3 5 -2 1 -3 4 -1 6 Horz Vert o 0 o 0 o 0 o 0 o 0 o 0 o 0 o 0 o 1 -1 0 o 9 o 0 o 1 -1 2 1 1 o 0 Horz o 0 o 0 o 0 o 0 o 0 o 0 o 0 o 0 o 0 o 9 -1 0 o 1 o 0 1 1 -1 2 o 1 o 7 1 9 1 9 o 7 o 7 1 9 1 9 o 7 Page 15 Of 139 = Job No 2618 modify HCI STEEL BUILDING SYSTEMS, I NC Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 2618 Additional Reactions Report 5/25/04 9 05am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 5 5 B A o 0 o 0 o 2 o 0 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 2618 Seismic Design Report 5/25/04 9 05am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Building Data ------------- Code =UBC 97 Length 105 00 Width 60 00 Left Eave Height 14 50 Right Eave Height 14 50 Seismic Formula Rigid frame, endwall frame, wind bent, wind column & base reactions Shear Force, E Rho*2 5*Ca*Ie*W/(R*1 4) Diagonal bracing, splice at rigid frame & wind bent knee Shear Force, Em = Omega*2 5*Ca*Ie*W/R Note The value of E is included as E/1 4 Zone 3 o 330 1 000 2-20/(RMax*SQRT(W*L)) Ca Ie Rho Seismic Dead Load, W -------------------- Snow Factor 0 000 Roof Dead+Collat= 7 50 (psf Frame Dead 2 00 (psf Roof Total 9 50 (psf Weight= 60 36 (k L - EW Dead 2 00 (psf Weight= 1 17 (k Page 16 Of 139 H, = Job No 2618 modify HCI STEEL BUILDING SYSTEMS,INC Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 2618 Seismic Design Report 5/25/04 9 05am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- R_EW Dead 2 00 (psf Weight= 1 17 (k F_SW Dead 2 00 (psf Weight= 1 52 (k B_SW Dead 2 00 (psf Weight= 1 52 (k L_EW Extend Dead 2 50 (psf Weight= 0 51 (k ------- Total 66 26 (k ) Seismic Forces -------------- Roof Bracing R 5 6 Rho 1 50, RMax 0 50, Omega= 2 20 W 62 70 (k ) Force, Em 21 84 (k ) Sidewall Bracing Front R 5 6 Rho 1 50, RMax 0 50, Omega= 2 20 W 33 77 (k ) Force, Em 11 76 (k ) Force, E 5 68 (k ) Back R 5 6 Rho 1 50, RMax 0 50, Omega= 2 20 W 32 89 (k ) Force, Em 11 45 (k ) Force, E 5 53 (k ) Endwall Bracing Left R 5 6 Rho 1 00, RMax 0 25, Omega= 2 20 W 9 13 (k Force, Em 2 96 (k Force, E 0 96 (k Right R 5 6 Rho 1 00, RMax 0 25, Omega= 2 20 W 11 02 (k ) Force, Em 3 57 (k ) Force, E 1 16 (k ) Rigid Frames R 4 5 Rho 1 00, RMax 0 25, Omega= 1 00 Frame 1 W 15 43 (k ) Force, E 2 16 (k ) He; HCI STEEL BUILDING SYSTEMS, INC. Page 17 Job No 2618 modify Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By 2618 =============================================================================== seismic Design Report 5/25/04 9 05am End Plates Frame -------------------------------------------------- -------------------------------------------------- Omega= 2 80 ============================================================================== Of 139 Page 18 Of 13 9 HCI STEEL BUILDING SYSTEMS,INC Job No 2618 modify He NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By Customer Osburn Steel Buildings, Inc *============================================================================== *2618 Roof Design Input 5/25/04 8 49am *============================================================================== *---------------------- * < PROGRAM OPERATION > *---------------------- * *(1)JOBID (Max 60 char) '2618' * (2) PROGRAM OPTIONS * Run Run Purl in Panel Run * Brace 'Y' 'Y' 'Y' *(3)DESIGN CODE * *Design ---Steel_Code--- ---Build--- Seismic * Code Cold Hot Country Code Year Zone 'WS' 'AISI96' 'AISC89' 'UBC ' '97' '3 ' *(4)DESIGN CONSTANTS Wind * -----Steel_Yield(ksi ) nn ------Stress Ratio------ Lap Strength - * Purlin Panel R_Col W_Co1 Purlin Panel Wind Frame Stiff Factor - 55 0 40 0 50 0 55 0 1 03 1 03 1 03 0 50 1 3333 * (5) DEFLECTION LIMITS * ------Pur1in------ ----Extension----- Facia ---panel--- Facia Wind * Live Wind Total Live Wind Total Girt Live Wind Panel Frame 120 0 90 0 0 0 120 0 90 0 0 0 90 0 90 0 90 0 90 0 80 0 * (6) REPORTS * Input Pur1in pur1in 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 Job No 2618 modify Date 5/25/2004 em Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Designed B JRS Checked By HCI STEEL BUILDING SYSTEMS,INC 'FF-' 'N' 15 500 'N' 15 500 'N' 'N' 'N' 'N' *-------------------- * < BUILDING LAYOUT > *-------------------- * * (8)BUILDING SHAPE * No x_Coord Y_Coord * Surf (ft) (ft) 4 o 0000 14 5000 30 0000 24 5000 60 0000 14 5000 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 1 26 2500 4 3 1 20 0000 3 4 1 26 2500 4 5 1 26 2500 4 * (10) FRAMED OPENINGS * Wall No Bay Open Open Open Open * Id Opens Id Width Height Offset Type 1 0 2 4 3 8 0000 7 0000 3 4167 1 3 8 0000 7 0000 14 8333 1 4 10 0000 8 0000 2 0000 2 4 8 0000 7 0000 15 4167 1 3 2 1 8 0000 7 0000 1 3333 1 1 8 0000 7 0000 10 3333 1 4 0 * (11) PARTIAL WALLS * Wall Set_Of uBay_Id-- Wall Base Full Page 19 Of 139 H = Job No 2618 modify Page 20 Of 139 Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 HCI STEEL BUILDING SYSTEMS,INC * 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 * Id Left Right Left Right 2 0 0000 3 2500 0 3333 0 3333 3 0 0000 3 2500 0 3333 0 3333 ----Rafter_Size----- Left 'W8x10 'W8x10 *------------------- * < FRAMING DESIGN > *------------------- * Right , W8x13 , W8x13 * ( 13 ) PURL INS * Surf purlin OS_FIg IS_FIg Set Set_Lap Max_Unbr * Id Type Brace Brace Depth Ext Int Length 2 'ZB' 'Y' 'Y' 9 000 0 0000 0 0000 8 3333 3 'ZB' 'Y' 'Y' 9 000 0 0000 0 0000 8 3333 * (14) PURL IN SPACING * Surf Peak Max Set Set_Of -Set_Space- * Id Space Space Space Space Space No 2 1 0000 5 0100 0 0000 0 3 1 0000 5 0100 0 0000 0 * (15)PURLIN SIZE * Surf Set No * Id Purl Purl Purlin_Size 2 'N' 0 3 'N' 0 * (16) PANELS & EAVE STRUT F_SW B_SW Girt_Depth * Panel Standing Eave ---Gutter--- * Size F SW 8 000 Seam Type 'ws 24 'Y' 'Y' 'ZB' 'Y' *(17)WIND FRAMING SELECTION * -----------Order_Of_Sele9tion----------- * Wall Panel Diagonal Wind Wind Weak_Axis B_SW 8 000 Designed B JRS Checked By Of 139 Page 21 modify Job No 2618 == Date 5/25/2004 Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Designed B JRS Checked By HCI STEEL BUILDING SYSTEMS, I NC Bending Bent Column Shear Bracing * Id 2 4 5 'N' 'N' 'N' 'N' 'Y , 'N' TN' 'N' 'N' 'Y I 'N' 'Y I *(18)ROOF DIAGONAL BRACING Each User_Selected_Roof_Bays * Max_Pan Brace Shear Type 100 0 'R' Bay_Id 2 EW No * 'N' 1 o * (19) SIDEWALL DIAGONAL BRACING * Wall Max_Pan Brace User_Selected_SW_Bays * Id Shear Type No Bay_Id 2 100 0 'R' 1 2 4 100 0 'R' 1 3 *(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-- No_Of Left/ * Id Type Depth Col Bay_Id Right ') 'w' 0 00 0 '" 4 'W' 0 00 0 *(22)WALL BRACING ATTACHMENT No_Of Level Level_Height 1 14 5000 --Bay_Id-- Start End No_Of Attach Attach Id 1 1 *Wall * Id 1 4 2 14 5000 4 1 1 2 4 1 *(23)EAVE EXTENSIONS SIZE * Edge_Extend Left Right o 00 3 25 ---Extension_Size--- Eave --Bay_Id-- Start End *Wall *Id No_Of Ext Extend Id 1 1 Width 3 250 Slope 4 00 Height o 000 Type 'ZF' 1 4 2 Page 22 Of 139 lIe= Job No 2618 modify HCI STEEL BUILDING SYSTEMS, I NC 4 0 Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By * (24)EAVE EXTENSIONS PURL INS * *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 1 'ZF' 'Y' 'Y' 0 000 0 0000 0 0000 8 3333 0 000 5 010 0 000 * (25) CANOPY SIZE * *Wall No_Of Ext --Bay_Id-- ---Extension_Size--- Edge_Extend *Id Extend Id Start End Height Width Slope Left Right 1 0 2 0 3 0 4 0 Eave Type * (26) CANOPY PURL INS * *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 *Id Size Standing 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 Left Right Eave Use 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 * Page 23 Of 139 Job No 2618 modify II = HCI STEEL BUILDING SYSTEMS. INC. Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By *Ext *Id purlin OS_FIg IS_FIg Type Brace Brace Set Depth Set_Lap Ext Int Max_UnBr Length Peak Max Set Space Space Space * (31) FACIA/PARAPET PANELS * *Id Size SSeam Size Rot Space -Front_Panel-- Size SSeam ----Back_Panel----- Size Rot Space *Ext ---Roof panel-- ----Soffit panel--- * (32) EXTENSION BRACING * *Ext Max_Pan Brace User_Selected_Bays *Id Shear Type No Bay_Id 1 0 0 0 *(33)BASE ELEVATION * Sidewalls * Front Back o 00 o 00 * * < DESIGN LOADS > * * *(34)BASIC LOADS * Dead Collat Live Snow Basic Wind_Ld_Rat Frict Edge_Strip --Seis_Coef-- % * Load Load Load Load Wind Defl Factor Coef Width Ratio Frame Brace Snow 2 5 5 0 20 0 25 0 10 9 1 00 1 00 0 00 6 000 1 80 0 1683 0 3483 0 00 *(35)WIND PRESSURE/SUCTION (psf * * Wind Wind Wind * Press Suct Suct R - 0 0 -10 9 Purlins 0 0 -33 8 Gable Extension 0 0 -14 2 Panels 8 7 -5 4 -7 6 Bracing * (36) EXTENSION BASIC LOADS * ------Purlin_Wind------ *Ext Dead Collat Live Attach_Beam Facia_Beam *Id Load Load Load Press suct Press suct 1 2 5 5 0 50 0 0 0 -33 8 0 0 0 0 -------Panel_Wind-------- Attach_Beam Facia_Beam Press Suct Press Suct o 0 -14 2 0 0 0 0 IIC= HCI STEEL BUILDING SYSTEMS, INC Job No 2618 modify Date Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts * *(37)PURLIN DESIGN LOADS * Surf * Id 2 No_Des Loads 3 2 Load Id 1 2 1 2 Live/ Dead Collat Snow 1 00 1 00 1 00 1 00 0 00 0 00 1 00 1 00 1 00 1 00 0 00 0 00 * *(38)PURLIN DESIGN LOADS Deflection * Surf * Id 2 3 No_Des Loads 2 Load Id o o Live/ Dead Collat Snow * * (39)BRACING DESIGN LOADS * Surf * Id 2 No_Des Loads 3 4 Load Id 1 2 3 4 1 2 3 4 Live/ Dead Collat Snow 1 00 0 00 0 00 1 00 0 00 0 50 1 00 1 00 1 00 1 00 1 00 0 00 1 00 0 00 0 00 1 00 0 00 0 50 1 00 1 00 1 00 1 00 1 00 0 00 * * (40) EXTENSION DESIGN LOADS * * No_Des Loads 2 4 Load Id 1 2 Live/ Dead Collat Snow 1 00 0 00 1 00 1 00 0 00 0 00 * * (41) EXTENSION DESIGN LOADS Deflection * * No_Des Loads o Load Id Wind Press o 00 o 00 o 00 o 00 Wind Press Wind EW 1 00 1 00 o 50 o 00 1 00 1 00 o 50 o 00 Wind Press o 00 o 00 Live/ Wind Dead Collat Snow Press Wind Suet o 00 1 00 o 00 1 00 Wind Suet Wind Roof 1 00 1 00 o 50 o 00 1 00 1 00 o 50 o 00 Wind Suet o 00 1 00 Wind Suet Seis o 00 o 00 o 00 1 00 o 00 o 00 o 00 1 00 Designed Byj JRS Checked By Aux_Load Id Coef o 0 00 o 0 00 o 0 00 o 0 00 Aux_Load Id Coef Aux_Load Id Coef o 0 00 o 0 00 o 0 00 o 0 00 o 0 00 o 0 00 o 0 00 o 0 00 Aux_Load Id Coef o 0 00 o 0 00 Aux_Load Id Coef Page 24 Of 139 5/25/2004 Page 25 Of 139 = Job No 2618 modify HCI STEEL BUILDING SYSTEMS, INC. Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By * (42)AUXILIARY LOADS Name No _Add Combs Add_Load * No Aux Aux * Aux Id Id Coef o * (43)ADDITIONAL LOADS (F-lb/ft, W-psf, Dx-ft) * No Add * Add Id o Surf Basic Id Load Load Type Fy WI Dx - Concentrated Dx2 - Distributed W2 Dx1 * (44) PURL IN LAPS *Surf Data ------Set 1------- ------Set_2------- ------Set 3------- * Id Opt Sets Left 2 '-' 0 Right Quan Left Right Quan Left Right Quan 3 o *(45)PURLIN LAPS Extensions * *Ext Data ------Set 1------- ------Set_2------- ------Set 3------- * Id 1 Opt Sets Left Right Quan Left Right Quan Left Right Quan o * (46)PURLIN STRAPS * Data ---Set 1--- ---Set_2--- ---Set 3--- ---Set_4--- Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan * '-' 0 * (47) PURL IN STRAPS Extensions * *Ext Data ---Set 1--- ---Set_2--- ---Set 3--- ---Set 4--- * Id Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan 1 '-' 0 * Code file used was C \MBS\CODE\ROOFUBC 97 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Roof Design Code 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ STRUCTURAL CODE Design Basis - WS Page 26 Of 139 HCI Job No 2618 modify Date 5/25/2004 HCI STEEL BUILDING SYSTEMS, INC Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Designed By JRS Checked By I " ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Roof Design Code 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Hot Rolled Steel - AISC89 Cold Formed Steel - AISI96 BUILDING CODE Wind Code - UBC Year - 97 Seismic Zone - 3 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Purl in Design Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ROOF PURLIN DESIGN RUN # 1, SURFACE # 2 (Edge Strip Zone= 6 00) PURLIN LAYOUT Bay Span Purlin Span Lap_Dist (ft) No No Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight --- ---- -------- ----- ----- ----- ----- --- ----- ------ ------ 1 9Z35U14 0 33 4 34 2 0 1 4 2 8 1 2 9Z35U14 25 92 1 88 4 34 2 3 115 1 230 1 2 3 9Z35U14 26 25 1 88 0 88 4 34 2 3 120 1 240 1 3 4 9Z35U14 26 25 0 88 1 88 4 34 2 3 120 1 240 1 4 5 9Z35U14 25 92 1 88 4 34 2 3 115 1 230 1 6 9Z35U14 3 58 4 34 2 0 14 8 29 7 ------ Total (lb) = 972 9 Purlin DL= 1 04 (psf ) LOAD COMBINATION # 1 DL+CO+LL em HCI STEEL BUILDING SYSTEMS, I NC Job No 2618 Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts modify Page 27 Of 139 Date 5/25/2004 Designed B JRS Checked By 2618 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ purlin Design Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ PURLIN ANALYSIS Span Id --------SHEAR(k )-------- Left Sup 1 2 3 4 5 6 o 00 1 31 1 79 1 58 1 99 o 39 Left Right Right Lap Lap Sup -1 78 1 55 -1 47 1 47 -1 55 1 75 STRENGTH/DEFLECTION Span Id -0 04 -2 02 -1 58 -1 79 -1 34 o 00 -------MOMENT(f-k )------- Left Sup o 00 o 01 9 30 6 46 9 13 o 69 Left Lap 6 16 5 12 5 63 Mid-Span Mom Loc o 00 -6 63 -3 23 -3 31 -6 29 o 00 o 00 10 17 13 97 12 33 15 49 3 58 ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr Loc Calc Allow 1 2 3 4 5 6 RS RL LL RL LL LS -0 04 -1 78 1 55 -1 55 1 75 o 39 UNBRACE LENGTHS Span Id Major 2 3 4 5 UC Loc Calc Allow 3 84 0 01 RS 3 84 0 46 MS 3 84 0 41 LL 3 84 0 40 RL 3 84 0 46 MS 3 84 0 10 LS o 01 -6 63 6 16 6 00 -6 29 o 69 UC Loc 7 08 0 00 LS 7 03 0 94 RL 7 08 0 87 LL 7 08 0 85 RL 7 03 0 89 LL 7 08 0 10 LS ------------Minor------------ 25 9 26 3 26 3 25 9 LS 6 5 1 9 o 9 1 9 LL MS RL 3 7 4 3 4 9 5 9 RS 1 9 o 9 1 9 o 5 o 00 o 76 o 84 o 80 o 73 o 02 Right Right Lap Sup 5 73 5 13 6 00 o 01 9 30 6 46 9 13 o 69 o 00 UC DEFLECTION ( in) Calc Allow o 05 -1 10 -0 35 -0 37 -1 04 o 51 2 59 2 63 2 63 2 59 6 5 5 0 4 3 3 7 6 5 6 6 6 6 6 5 Page 28 Of 139 IIC= Job No 2618 modify HCI STEEL BUILDING SYSTEMS,INC Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Purlin Design Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ LAP BOLT SHEAR LAP BOLT SHEAR RATIO Span SHEAR(k ) ( o 5in A325 Id Left Right Left Right 2 1 24 0 57 3 1 24 1 85 0 57 0 85 4 1 85 1 22 0 85 0 56 5 1 22 0 56 WEB CRIPPLING WEB CRIPPLING RATIO Bearing Width (in) Reqd_Flg_Width End 3 4 5 6 For UC= 1 03 -------------- Left 1 31 1 19 1 09 1 01 5 8 Right 0 81 0 75 0 69 0 63 2 1 LOAD COMBINATION # 2 DL+WS PURL IN 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 Lac Lap Sup 1 0 00 0 02 0 00 0 00 0 00 0 00 2 -0 76 1 04 1 18 0 00 3 87 10 18 -3 32 -5 40 3 -1 04 -0 90 0 86 0 92 -5 40 -3 58 1 85 13 91 -3 07 -3 85 4 -0 94 -0 87 0 89 1 03 -3 85 -3 06 2 04 12 54 -3 20 -4 99 5 -1 10 -0 96 0 84 -4 99 -3 06 3 09 14 69 -1 63 6 -0 91 0 00 -1 63 0 00 3 58 0 00 Page 29 Of 139 2618 modify Osburn Steel Buildings, Inc Date 5/25/2004 NAPA Auto Parts Designed B JRS Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Purlin Design Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ STRENGTH/DEFLECTION Span -nn-SHEAR(k ) nnn --n-MOMENT(f-k ) _n_ Mom+Shr DEFLECTION ( in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ------ ------ 1 RS 0 02 5 12 0 00 RS 0 00 9 44 0 00 LS 0 00 -0 05 2 RL 1 04 5 12 0 20 MS 3 87 9 37 0 41 RL 0 14 0 96 3 46 3 LL -0 90 5 12 0 18 LL -3 58 9 44 0 38 LL 0 16 0 29 3 50 4 RL 0 89 5 12 0 17 RL -3 20 9 44 0 34 RL 0 13 0 36 3 50 5 LL -0 96 5 12 0 19 MS 3 09 9 37 0 33 LL 0 12 0 75 3 46 6 LS -0 91 5 12 0 18 LS -1 63 9 44 0 17 LS 0 06 -0 30 UNBRACE LENGTHS --------------- Span ------------Minor------------ Id Major LS LL MS RL RS 2 25 9 6 5 6 5 6 5 3 7 1 9 3 26 3 1 9 5 0 6 6 4 4 0 9 4 26 3 0 9 4 3 6 6 4 5 1 9 5 25 9 1 9 3 7 6 5 4 3 2 1 LAP BOLT SHEAR LAP BOLT SHEAR RATIO Span SHEAR(k ) ( o 5in A325 Id Left Right Left Right 2 0 72 0 25 3 0 72 1 10 0 25 0 38 4 1 10 0 67 0 38 0 23 5 0 67 0 23 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 purlin Design Report 5/25/04 11 02am ---------------------------------------------~-------------------------------- ------------------------------------------------------------------------------ Page 30 Of 139 "(em HCI STEEL BUILDING SYSTEMS, I NC Job No 2618 modify Customer Osburn Steel Buildings, Inc Date 5/25/2004 Description NAPA Auto Parts Designed B~ JRS Checked By ;'Y ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 purlin Design Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ROOF PURL IN DESIGN RUN # 1, SURFACE # 2 PURL IN LAYOUT Bay Span Purlin Span Lap_Dist(ft) No No Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight --- ---- -------- ----- ----- ----- ----- --- ----- ------ ------ 1 9Z35U14 0 33 4 34 3 0 1 4 4 1 1 2 9Z35U14 25 92 1 88 4 34 3 3 115 1 345 2 2 3 9Z35U14 26 25 1 88 0 88 4 34 3 3 120 1 360 2 3 4 9Z35U14 26 25 0 88 1 88 4 34 3 3 120 1 360 2 4 5 9Z35U14 25 92 1 88 4 34 3 3 115 1 345 2 6 9Z35U14 3 58 4 34 3 0 14 8 44 5 ------ Total(lb)= 1459 4 purlin DL= 1 04 (psf ) LOAD COMBINATION # 1 DL+CO+LL PURL IN ANALYSIS n---n-SHEAR (k )-------- -------MOMENT(f-k ) __nn_ 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 04 0 00 0 00 0 00 0 01 2 1 31 -1 78 -2 02 0 01 -6 63 10 17 5 73 9 30 3 1 79 1 55 -1 47 -1 58 9 30 6 16 -3 23 13 97 5 13 6 46 Page 31 Of 139 tiel Job No 2618 modify HC' STEEL BUILDING SYSTEMS, I NC Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By ------------------------------------------.------------------------------------ ------------------------------------------------------------------------------ 2618 Purlin Design Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 4 5 6 1 58 1 99 o 39 1 47 1 75 -1 55 -1 79 -1 34 o 00 6 46 9 13 o 69 5 12 5 63 -3 31 -6 29 o 00 12 33 15 49 3 58 6 00 9 13 o 69 o 00 STRENGTH/DEFLECTION Span -u_uSHEAR(k )__uu -----MOMENT(f-k )uu Mom+Shr DEFLECTION (in) Id Lac Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0 04 3 84 0 01 RS 0 01 7 08 0 00 LS 0 00 0 05 2 RL -1 78 3 84 0 46 MS -6 63 7 03 0 94 RL 0 76 -1 10 2 59 3 LL 1 55 3 84 0 41 LL 6 16 7 08 0 87 LL 0 84 -0 35 2 63 4 RL -1 55 3 84 0 40 RL 6 00 7 08 0 85 RL 0 80 -0 37 2 63 5 LL 1 75 3 84 0 46 MS -6 29 7 03 0 89 LL 0 73 -1 04 2 59 6 LS 0 39 3 84 0 10 LS 0 69 7 08 0 10 LS 0 02 0 51 UNBRACE LENGTHS --------------- Span ------------Minor------------ Id Major LS LL MS RL RS 2 25 9 6 5 6 5 6 5 3 7 1 9 3 26 3 1 9 5 0 6 6 4 3 0 9 4 26 3 0 9 4 3 6 6 4 9 1 9 5 25 9 1 9 3 7 6 5 5 9 0 5 LAP BOLT SHEAR LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0 Sin A325 Id Left Right Left Right 2 1 24 0 57 3 1 24 1 85 0 57 0 85 4 1 85 1 22 0 85 0 56 5 1 22 0 56 Page 32 Of 139 HC= Job No 2618 modify HCI STEEL BUILDING SYSTEMS, I NC Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Purlin Design Report 5/25/04 11 02arn ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ WEB CRIPPLING WEB CRIPPLING RATIO Bearing Width (in) Reqd_Flg_width End 3 4 5 6 For UC: 1 03 -------------- Left 1 31 1 19 1 09 1 01 5 8 Right 0 81 0 75 0 69 0 63 2 1 LOAD COMBINATION # 2 DL+WS PURL IN ANALYSIS --------SHEAR (k )-------- -------MOMENT(f-k )------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Morn Lac Lap Sup 1 0 00 0 01 0 00 0 00 0 00 0 00 2 -0 57 0 55 0 62 0 00 2 25 10 32 -1 77 -2 86 3 -0 53 -0 46 0 41 0 45 -2 86 -1 94 0 87 14 20 -1 44 -1 81 4 -0 45 -0 42 0 45 0 52 -1 81 -1 43 0 97 12 28 -1 73 -2 64 5 -0 57 -0 50 0 61 -2 64 -1 63 1 79 14 57 -0 88 6 -0 49 0 00 -0 88 0 00 3 58 0 00 STRENGTH/DEFLECTION Span ------SHEAR(k )------ -----MOMENT (f-k ) ---- Morn+Shr DEFLECTION (in) Id Lac Calc Allow UC Lac Calc Allow UC Lac UC Calc Allow ------ ------ 1 RS 0 01 5 12 0 00 RS 0 00 9 44 0 00 LS 0 00 -0 03 2 LS -0 57 5 12 0 11 MS 2 25 9 37 0 24 RL 0 04 0 61 3 46 3 LL -0 46 5 12 0 09 LL -1 94 9 44 0 20 LL 0 05 0 15 3 50 4 RL 0 45 5 12 0 09 RL -1 73 9 44 0 18 RL 0 04 0 19 3 50 5 RS 0 61 5 12 0 12 MS 1 79 9 37 0 19 LL 0 03 0 49 3 46 Page 33 Of 139 tiel Job No 2618 modify HCI STEEL BUILDING SYSTEMS, INC. Customer Osburn Steel Buildings, Ine Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Purlin Design Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 6 LS -0 49 5 12 0 10 LS -0 88 9 44 0 09 LS 0 02 -0 22 UNBRACE LENGTHS Span ------------Minor------------ Id Major LS LL MS RL RS 2 25 9 6 5 6 5 6 5 3 8 1 9 3 26 3 1 9 4 7 6 6 4 3 0 9 4 26 3 0 9 4 1 6 6 4 8 1 9 5 25 9 1 9 3 8 6 5 4 8 1 7 LAP BOLT SHEAR LAP BOLT SHEAR RATIO Span SHEAR(k ) ( o 5in A325 Id Left Right Left Right 2 0 38 0 13 3 0 38 0 52 0 13 0 18 4 0 52 0 35 0 18 0 12 5 0 35 0 12 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------ 2618 Purlin Design Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ROOF PURLIN DESIGN RUN # 1, SURFACE # 2 (Edge Strip Zone= 6 00) PURLIN LAYOUT Page 34 Of 139 c; HCI STEEL BUILDING SYSTEMS, INC. Job No 2618 modify Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By ------------------------------------------------------------------------------- ------------------------------------------------------------------------------ 2618 Purlin Design Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Bay Span purlin Span Lap_Dist(ft) No No Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight -------- ------ 1 9Z35U14 0 33 4 34 2 0 1 4 2 8 1 2 9Z35U14 25 92 1 88 4 34 2 3 115 1 230 1 2 3 9Z35U14 26 25 1 88 0 88 4 34 2 3 120 1 240 1 3 4 9Z35U14 26 25 0 88 1 88 4 34 2 3 120 1 240 1 4 5 9Z35U14 25 92 1 88 4 34 2 3 115 1 230 1 6 9Z35U14 3 58 4 34 2 0 14 8 29 7 Total(lb)= 972 9 Purlin DL= 1 04 (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 04 0 00 0 00 0 00 0 01 2 1 31 -1 78 -2 02 0 01 -6 63 10 17 5 73 9 30 3 1 79 1 55 -1 47 -1 58 9 30 6 16 -3 23 13 97 5 13 6 46 4 1 58 1-47 -1 55 -1 79 6 46 5 12 -3 31 12 33 6 00 9 13 5 1 99 1 75 -1 34 9 13 5 63 -6 29 15 49 0 69 6 0 39 0 00 0 69 0 00 3 58 0 00 STRENGTH/DEFLECTION Span ----nSHEAR(k ) nnn ---nMOMENT(f-k ) nn Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ------ 1 RS -0 04 3 84 0 01 RS 0 01 7 08 0 00 LS 0 00 0 05 Page 35 Of 139 HC= Job No 2618 modify HCI STEEL BUILDING SYSTEMS, INC. Customer Osburn Steel Buildings, Ine Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 purlin Design Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2 RL -1 78 3 84 0 46 MS -6 63 7 03 0 94 RL 0 76 -1 10 2 59 3 LL 1 55 3 84 0 41 LL 6 16 7 08 0 87 LL 0 84 -0 35 2 63 4 RL -1 55 3 84 0 40 RL 6 00 7 08 0 85 RL 0 80 -0 37 2 63 5 LL 1 75 3 84 0 46 MS -6 29 7 03 0 89 LL 0 73 -1 04 2 59 6 LS 0 39 3 84 0 10 LS 0 69 7 08 0 10 LS 0 02 0 51 UNBRACE LENGTHS --------------- Span ------------Minor------------ Id Major LS LL MS RL RS 2 25 9 6 5 6 5 6 5 3 7 1 9 3 26 3 1 9 5 0 6 6 4 3 0 9 4 26 3 0 9 4 3 6 6 4 9 1 9 5 25 9 1 9 3 7 6 5 5 9 0 5 LAP BOLT SHEAR LAP BOLT SHEAR RATIO Span SHEAR(k ) ( o 5in A325 Id Left Right Left Right 2 1 24 0 57 3 1 24 1 85 0 57 0 85 4 1 85 1 22 0 85 0 56 5 1 22 0 56 WEB CRIPPLING WEB CRIPPLING RATIO Bearing Width (in) Reqd_Flg_Width End 3 4 5 6 For UC= 1 03 -------------- Left 1 31 1 19 1 09 1 01 5 8 Right 0 81 0 75 0 69 0 63 2 1 He; HCI STEEL BUILDING SYSTEMS, INC. Job No 2618 Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Page 36 Of 139 modify Date 5/25/2004 Designed B JRS Checked By 2618 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 5/25/04 11 02am Purlin Design Report ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ LOAD COMBINATION # 2 PURL IN ANALYSIS Span Id DL+WS --------SHEAR(k )-------- Left Sup Left Right Right Lap Lap Sup 1 2 3 4 5 6 o 00 -0 76 -1 04 -0 90 -0 94 -0 87 -1 10 -0 96 -0 91 STRENGTH/DEFLECTION Span Id 1 04 o 86 o 89 o 02 1 18 o 92 1 03 o 84 o 00 -------MOMENT(f-k )------- Left Sup o 00 o 00 -5 40 -3 85 -4 99 -1 63 Left Lap -3 58 -3 06 -3 06 Mid-Span Mom Loc o 00 3 87 1 85 2 04 3 09 o 00 o 00 10 18 1391 12 54 14 69 3 58 ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr Loc Calc Allow UC Loc Calc Allow 1 2 3 4 5 6 RS RL LL RL LL LS o 02 1 04 -0 90 o 89 -0 96 -0 91 UNBRACE LENGTHS Span Id Major 2 3 4 25 9 26 3 26 3 5 12 0 00 RS 5 12 0 20 MS 5 12 0 18 LL 5 12 0 17 RL 5 12 0 19 MS 5 12 0 18 LS o 00 3 87 -3 58 -3 20 3 09 -1 63 UC Loc 9 44 0 00 LS 9 37 0 41 RL 9 44 0 38 LL 9 44 0 34 RL 9 37 0 33 LL 9 44 0 17 LS ------------Minor------------ LS MS RL 3 7 4 4 4 5 RS 1 9 o 9 1 9 o 00 o 14 o 16 o 13 o 12 o 06 Right Right Lap Sup -3 32 -3 07 -3 20 o 00 -5 40 -3 85 -4 99 -1 63 o 00 LL 6 5 1 9 o 9 6 5 5 0 4 3 6 5 6 6 6 6 UC DEFLECTION (in) Calc Allow -0 05 o 96 o 29 o 36 o 75 -0 30 3 46 3 50 3 50 3 46 Page 37 Of 139 =1 Job No 2618 modify HCI STEEL BUILDING SYSTEMS, I NC Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By ============================================================================== 2618 purlin Design Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 5 25 9 1 9 3 7 6 5 4 3 2 1 LAP BOLT SHEAR LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0 5in A325 Id Left Right Left Right 2 0 72 0 25 3 0 72 1 10 0 25 0 38 4 1 10 0 67 0 38 0 23 5 0 67 0 23 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Purlin Design Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ROOF PURLIN DESIGN RUN # 2, SURFACE # 3 (Edge Strip Zone= 6 00) PURL IN LAYOUT Bay Span Purlin Span Lap_Dist(ft) No No Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight -------- ------ ------ 1 9Z35U14 0 33 4 34 2 0 1 4 2 8 1 2 9Z35U14 25 92 1 88 4 34 2 3 115 1 230 1 2 3 9Z35U14 26 25 1 88 0 88 4 34 2 3 120 1 240 1 3 4 9Z35U14 26 25 0 88 1 88 4 34 2 3 120 1 240 1 4 5 9Z35U14 25 92 1 88 4 34 2 3 115 1 230 1 6 9Z35U14 3 58 4 34 2 0 14 8 29 7 ------ Total(lb)= 972 9 Hem HCI STEEL BUILDING SYSTEMS,INC Job No 2618 Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts ,,' .. modify Date Page 38 Of 139 5/25/2004 Designed By JRS Checked By 2618 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ purlin Design Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ LOAD COMBINATION # 1 PURLIN ANALYSIS Span Id DL+CO+LL --------SHEAR(k )-------- Left Sup 1 2 3 4 5 6 o 00 1 31 1 79 1 58 1 99 o 39 Lap Left Right Right Lap Sup 1 55 1 47 1 75 STRENGTH/DEFLECTION Span Id -1 78 -1 47 -1 55 -0 04 -2 02 -1 58 -1 79 -1 34 o 00 Purlin DL= 1 04 (psf ) -------MOMENT(f-k )------- Left Sup o 00 o 01 9 30 6 46 9 13 o 69 Left Lap Mid-Span Loc o 00 10 17 13 97 12 33 15 49 3 58 ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr Loc Calc Allow UC Loc Calc Allow UC Loc UC 1 2 3 4 5 6 RS RL LL RL LL LS -0 04 -1 78 1 55 -1 55 1 75 o 39 UNBRACE LENGTHS Span Id Major 3 84 0 01 RS 3 84 0 46 MS 3 84 0 41 LL 3 84 0 40 RL 3 84 0 46 MS 3 84 0 10 LS o 01 -6 63 6 16 6 00 -6 29 o 69 Mom 6 16 5 12 5 63 o 00 -6 63 -3 23 -3 31 -6 29 o 00 LS LL MS RL 7 08 0 00 LS 7 03 0 94 RL 7 08 0 87 LL 7 08 0 85 RL 7 03 0 89 LL 7 08 0 10 LS ------------Minor------------ o 00 o 76 o 84 o 80 o 73 o 02 Right Right Lap 5 73 5 13 6 00 Sup o 01 9 30 6 46 9 13 o 69 o 00 DEFLECTION (in) Calc Allow o 05 -1 10 -0 35 -0 37 -1 04 o 51 2 59 2 63 2 63 2 59 RS Page 39 Of 139 Hem HCI STEEL BUILDING SYSTEMS,INC Job No 2618 modify Date 5/25/2004 Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts , ,i,' Designed By JRS Checked By ------------------------------------------------------ ------------------------------------------------------ 2618 Purlin Design Report 5/25/04 11 02am ============================================================================== ---- ----- ----- ----- ----- ----- ----- 2 25 9 6 5 6 5 6 5 3 7 1 9 3 26 3 1 9 5 0 6 6 4 3 0 9 4 26 3 0 9 4 3 6 6 4 9 1 9 5 25 9 1 9 3 7 6 5 5 9 0 5 LAP BOLT SHEAR LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0 5in A325 ) Id Left Right Left Right ---- ---- ----- ---- ----- 2 1 24 0 57 3 1 24 1 85 0 57 0 85 4 1 85 1 22 0 85 0 56 5 1 22 0 56 WEB CRIPPLING WEB CRIPPLING RATIO Bearing Width (in) Reqd_Flg_Width End 3 4 5 6 For UC= 1 03 ----- ---- ---- ---- ---- -------------- Left 1 31 1 19 1 09 1 01 5 8 Right 0 81 0 75 0 69 0 63 2 1 LOAD COMBINATION # 2 DL+WS PURLIN ANALYSIS n n - - - - SHEAR (k ) nn_n_ -------MOMENT(f-k )nnn_ Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Lac Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- == HCI STEEL BUILDING SYSTEMS. INC. Job No 2618 Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts modify Page 40 Of 139 Date 5/25/2004 Designed B JRS Checked By 2618 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Purlin Design Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1 2 3 4 5 6 o 00 -0 76 -1 04 -0 94 -1 10 -0 91 -0 90 -0 87 -0 96 STRENGTH/DEFLECTION Span Id 1 04 o 86 o 89 o 02 1 18 o 92 1 03 o 84 o 00 o 00 o 00 -5 40 -3 85 -4 99 -1 63 -3 58 -3 06 -3 06 o 00 3 87 1 85 2 04 3 09 o 00 o 00 10 18 1391 12 54 14 69 3 58 ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr Loc Calc Allow DC Loc Calc Allow DC Loc 1 2 3 4 5 6 RS RL LL RL LL LS o 02 1 04 -0 90 o 89 -0 96 -0 91 DNBRACE LENGTHS Span Id Major 2 3 4 5 5 12 0 00 RS 5 12 0 20 MS 5 12 0 18 LL 5 12 0 17 RL 5 12 0 19 MS 5 12 0 18 LS o 00 3 87 -3 58 -3 20 3 09 -1 63 ------------Minor------------ 25 9 26 3 26 3 25 9 LAP BOLT SHEAR LAP BOLT Span SHEAR(k) Id Left Right 2 3 o 72 o 72 1 10 LS MS RL 3 7 4 4 4 5 4 3 9 44 0 00 LS 9 37 0 41 RL 9 44 0 38 LL 9 44 0 34 RL 9 37 0 33 LL 9 44 0 17 LS RS 1 9 o 9 1 9 2 1 o 00 o 14 o 16 o 13 o 12 o 06 -3 32 -3 07 -3 20 o 00 -5 40 -3 85 -4 99 -1 63 o 00 DC DEFLECTION(in) Calc Allow -0 05 o 96 o 29 o 36 o 75 -0 30 3 46 3 50 3 50 3 46 LL 6 5 1 9 o 9 1 9 6 5 5 0 4 3 3 7 6 5 6 6 6 6 6 5 SHEAR RATIO ( 0 5in A325 Left Right o 25 o 25 0 38 Page 41 Of 139 He; Job No 2618 modify HCI STEEL BUILDING SYSTEMS,INC Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By 4 5 1 10 0 67 o 67 o 38 0 23 o 23 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Purlin Design Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ROOF PURLIN DESIGN RUN # 2, SURFACE # 3 PURLIN LAYOUT Bay Span Purlin Span Lap_Dist(ft) No No Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight -------- ------ ------ 1 9z35U14 0 33 4 34 3 0 1 4 4 1 1 2 9Z35U14 25 92 1 88 4 34 3 3 115 1 345 2 2 3 9Z35U14 26 25 1 88 0 88 4 34 3 3 120 1 360 2 3 4 9Z35U14 26 25 0 88 1 88 4 34 3 3 120 1 360 2 4 5 9Z35U14 25 92 1 88 4 34 3 3 115 1 345 2 6 9Z35U14 3 58 4 34 3 0 14 8 44 5 ------ Total(lb)= 1459 4 Purlin DL= 1 04 (psf LOAD COMBINATION # 1 DL+CO+LL PURLIN ANALYSIS --------SHEAR(k )-------- -------MOMENT(f-k )------- Lap Sup Left Sup Left Lap Mid-Span Right Right Span Id Left Sup Left Right Right Lap Mom Loc Lap Sup Page 42 Of 139 Hea Job No 2618 modify HCI STEEL BUILDING SYSTEMS,INC Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By 2618 Purlin Design Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1 0 00 -0 04 0 00 0 00 0 00 0 01 2 1 31 -1 78 -2 02 0 01 -6 63 10 17 5 73 9 30 3 1 79 1 55 -1 47 -1 58 9 30 6 16 -3 23 13 97 5 13 6 46 4 1 58 1 47 -1 55 -1 79 6 46 5 12 -3 31 12 33 6 00 9 13 5 1 99 1 75 -1 34 9 13 5 63 -6 29 15 49 0 69 6 0 39 0 00 0 69 0 00 3 58 0 00 STRENGTH/DEFLECTION Span n-n-SHEAR(k ) n____ nn-MOMENT (f-k }_n_ Mom+Shr DEFLECTION (in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ------ ------ ------ 1 RS -0 04 3 84 0 01 RS 0 01 7 08 0 00 LS 0 00 0 05 2 RL -1 78 3 84 0 46 MS -6 63 7 03 0 94 RL 0 76 -1 10 2 59 3 LL 1 55 3 84 0 41 LL 6 16 7 08 0 87 LL 0 84 -0 35 2 63 4 RL -1 55 3 84 0 40 RL 6 00 7 08 0 85 RL 0 80 -0 37 2 63 5 LL 1 75 3 84 0 46 MS -6 29 7 03 0 89 LL 0 73 -1 04 2 59 6 LS 0 39 3 84 0 10 LS 0 69 7 08 0 10 LS 0 02 0 51 UNBRACE LENGTHS --------------- Span ------------Minor------------ Id Major LS LL MS RL RS 2 25 9 6 5 6 5 6 5 3 7 1 9 3 26 3 1 9 5 0 6 6 4 3 0 9 4 26 3 0 9 4 3 6 6 4 9 1 9 5 25 9 1 9 3 7 6 5 5 9 0 5 LAP BOLT SHEAR LAP BOLT Span SHEAR(k) Id Left Right SHEAR RATIO ( 0 5in A325 Left Right 2 1 24 o 57 Page 43 Of 139 HC= HCI STEEL BUILDING SYSTEMS, I NC Job No 2618 modify Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By ----------------------- ----------------------- ------------------------------------------------------- ------------------------------------------------------- 2618 purlin Design Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 3 4 5 1 24 1 85 1 22 1 85 1 22 o 57 0 85 o 85 0 56 o 56 WEB CRIPPLING WEB CRIPPLING RATIO Bearing Width (in) Reqd_Flg_Width End 3 4 5 6 For UC= 1 03 -------------- Left 1 31 1 19 1 09 1 01 5 8 Right 0 81 0 75 0 69 0 63 2 1 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 Lac Lap Sup 1 0 00 0 01 0 00 0 00 0 00 0 00 2 -0 57 0 55 0 62 0 00 2 25 10 32 -1 77 -2 86 3 -0 53 -0 46 0 41 0 45 -2 86 -1 94 0 87 14 20 -1 44 -1 81 4 -0 45 -0 42 0 45 0 52 -1 81 -1 43 0 97 12 28 -1 73 -2 64 5 -0 57 -0 50 0 61 -2 64 -1 63 1 79 14 57 -0 88 6 -0 49 0 00 -0 88 0 00 3 58 0 00 STRENGTH/DEFLECTION Lac UC DEFLECTION (in) Calc Allow Span Id ------SHEAR(k )------ Lac Calc Allow UC -----MOMENT(f-k )---- Lac Calc Allow UC Mom+Shr 1 RS o 01 5 12 0 00 RS o 00 9 44 0 00 LS 0 00 -0 03 Page 44 Of 13 9 HCI Job No 2618 modify HCI STEEL BUILDING SYSTEMS. INC Customer Osburn Steel Buildings, Ine Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Purlin Design Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2 LS -0 57 5 12 0 11 MS 2 25 9 37 0 24 RL 0 04 0 61 3 46 3 LL -0 46 5 12 0 09 LL -1 94 9 44 0 20 LL 0 05 0 15 3 50 4 RL 0 45 5 12 0 09 RL -1 73 9 44 0 18 RL 0 04 0 19 3 50 5 RS 0 61 5 12 0 12 MS 1 79 9 37 0 19 LL 0 03 0 49 3 46 6 LS -0 49 5 12 0 10 LS -0 88 9 44 0 09 LS 0 02 -0 22 UNBRACE LENGTHS --------------- Span ------------Minor------------ Id Major LS LL MS RL RS 2 25 9 6 5 6 5 6 5 3 8 1 9 3 26 3 1 9 4 7 6 6 4 3 0 9 4 26 3 0 9 4 1 6 6 4 8 1 9 5 25 9 1 9 3 8 6 5 4 8 1 7 LAP BOLT SHEAR LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0 Sin A325 Id Left Right Left Right 2 0 38 0 13 3 0 38 0 52 0 13 0 18 4 0 52 0 35 0 18 0 12 5 0 35 0 12 2618 Purlin Design Report 5/25/04 11 02am ROOF PURLIN DESIGN RUN # 2, SURFACE # 3 (Edge Strip Zone= 6 00) Page 45 Of 139 II = Job No 2618 modify HCI STEEL BUILDING SYSTEMS, INC Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Purlin Design Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ PURLIN LAYOUT Bay Span Purlin Span Lap_Dist(ft} No No Unit Total Id Id Size ( ft) Left Right Space Row Brace Weight Weight -------- ------ ------ 1 9Z35U14 0 33 4 34 2 0 1 4 2 8 1 2 9Z35U14 25 92 1 88 4 34 2 3 115 1 230 1 2 3 9Z35U14 26 25 1 88 0 88 4 34 2 3 120 1 240 1 3 4 9Z35U14 26 25 0 88 1 88 4 34 2 3 120 1 240 1 4 5 9Z35U14 25 92 1 88 4 34 2 3 115 1 230 1 6 9Z35U14 3 58 4 34 2 0 14 8 29 7 Total(lb)= 972 9 Purlin DL= 1 04 (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 04 0 00 0 00 0 00 0 01 2 1 31 -1 78 -2 02 0 01 -6 63 10 17 5 73 9 30 3 1 79 1 55 -1 47 -1 58 9 30 6 16 -3 23 13 97 5 13 6 46 4 1 58 1 47 -1 55 -1 79 6 46 5 12 -3 31 12 33 6 00 9 13 5 1 99 1 75 -1 34 9 13 5 63 -6 29 15 49 0 69 6 0 39 0 00 0 69 0 00 3 58 0 00 STRENGTH/DEFLECTION Page 46 Of 139 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Job No 2618 modify He HCI STEEL BUILDING SYSTEMS,INC Customer Osburn Steel Buildings, Inc Date 5/25/2004 NAPA Auto Parts Designed B JRS Checked By 2618 purlin Design Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 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 04 3 84 0 01 RS 0 01 7 08 0 00 LS 0 00 0 05 2 RL -1 78 3 84 0 46 MS -6 63 7 03 0 94 RL 0 76 -1 10 2 59 3 LL 1 55 3 84 0 41 LL 6 16 7 08 0 87 LL 0 84 -0 35 2 63 4 RL -1 55 3 84 0 40 RL 6 00 7 08 0 85 RL 0 80 -0 37 2 63 5 LL 1 75 3 84 0 46 MS -6 29 7 03 0 89 LL 0 73 -1 04 2 59 6 LS 0 39 3 84 0 10 LS 0 69 7 08 0 10 LS 0 02 0 51 UNBRACE LENGTHS --------------- Span ____________Minor------------ Id Major LS LL MS RL RS 2 25 9 6 5 6 5 6 5 3 7 1 9 3 26 3 1 9 5 0 6 6 4 3 0 9 4 26 3 0 9 4 3 6 6 4 9 1 9 5 25 9 1 9 3 7 6 5 5 9 0 5 LAP BOLT SHEAR LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0 5in A325 Id Left Right Left Right 2 1 24 0 57 3 1 24 1 85 0 57 0 85 4 1 85 1 22 0 85 0 56 5 1 22 0 56 WEB CRIPPLING WEB CRIPPLING RATIO Bearing width (in) End 3 4 5 6 Reqd_Flg_Width For UC= 1 03 tiel HCI STEEL BUILDING SYSTEMS, INC. Job No 2618 Osburn Steel Buildings, Inc Customer Description NAPA Auto Parts , Page 47 Of 139 modify Date 5/25/2004 Designed By JRS Checked By 2618 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 5/25/04 11 02am Purlin Design Report ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Left Right 1 31 1 19 1 09 1 01 o 81 0 75 0 69 0 63 LOAD COMBINATION # 2 PURLIN ANALYSIS Span Id DL+WS --------SHEAR(k )-------- Left Sup 1 2 3 4 5 6 o 00 -0 76 -1 04 -0 94 -1 10 -0 91 Lap Left Right Right Lap Sup -0 90 -0 87 -0 96 STRENGTH/DEFLECTION Span Id 1 04 o 86 o 89 o 02 1 18 o 92 1 03 o 84 o 00 5 8 2 1 -------MOMENT(f-k )------- Left Sup o 00 o 00 -5 40 -3 85 -4 99 -1 63 Left Lap -3 58 -3 06 -3 06 Mid-Span Mom o 00 3 87 1 85 2 04 3 09 o 00 Loc o 00 10 18 13 91 12 54 14 69 3 58 ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr Loc Calc Allow UC Loc Calc Allow UC Loc UC 1 2 3 4 5 6 RS RL LL RL LL LS o 02 1 04 -0 90 o 89 -0 96 -0 91 UNBRACE LENGTHS Span Id Major 5 12 0 00 RS 5 12 0 20 MS 5 12 0 18 LL 5 12 0 17 RL 5 12 0 19 MS 5 12 0 18 LS o 00 3 87 -3 58 -3 20 3 09 -1 63 9 44 0 00 LS 9 37 0 41 RL 9 44 0 38 LL 9 44 0 34 RL 9 37 0 33 LL 9 44 0 17 LS ------------Minor------------ LS MS RL RS o 00 o 14 o 16 o 13 o 12 o 06 Right Right Lap Sup LL -3 32 -3 07 -3 20 o 00 -5 40 -3 85 -4 99 -1 63 o 00 DEFLECTION ( in) Calc Allow -0 05 o 96 o 29 o 36 o 75 -0 30 3 46 3 50 3 50 3 46 Page 48 Of 139 = Job No 2618 modify HCI STEEL BUILDING SYSTEMS, INC. Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Purlin Design Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2 3 4 5 25 9 26 3 26 3 25 9 6 5 1 9 o 9 1 9 6 5 5 0 4 3 3 7 6 5 6 6 6 6 6 5 3 7 4 4 4 5 4 3 1 9 o 9 1 9 2 1 LAP BOLT SHEAR LAP BOLT SHEAR RATIO Span SHEAR(k ) ( o 5in A325 Id Left Right Left Right 2 0 72 0 25 3 0 72 1 10 0 25 0 38 4 1 10 0 67 0 38 0 23 5 0 67 0 23 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Purlin Design Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ EAVE EXTENSION TOP PURLIN EXTENSION ID # 1, WALL # 2 (Extension width= 3 25) No Purlins Required! ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Extension Eave Strut Design Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Page 49 Of 139 == Job No 2618 modify HCI STEEL BUILDING SYSTEMS, INC. Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Extension Eave Strut Design Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ EAVE EXTENSION EAVE STRUT EXTENSION ID # 1, WALL # 2 (Extension Width= 3 25) EAVE STRUT LAYOUT Bay Span Eave Span Space Id Id Size (ft) (ft) Weight -------- ------ 1 1 9Z25U12 25 88 1 71 133 3 2 2 9Z25U12 25 50 1 71 131 3 3 3 9Z2SU12 25 50 1 71 131 3 4 4 9Z25U12 25 88 1 71 133 3 5 5 9Z25U16 3 25 1 71 9 7 Total(lb)= 538 8 STRESS/DEFLECTION Span Load ----Shear (k ) --- --Moment ( f-k ---Deflect(in)-- Id Id Calc Allow UC Calc Allow UC Calc Allow UC 1 1 -1 05 11 08 0 09 -6 79 7 77 0 87 -1 57 2 5 0 61 2 -0 70 14 77 0 05 4 51 10 35 0 44 1 18 3 4 0 34 2 1 1 03 11 08 0 09 -6 60 7 88 0 84 -1 48 2 5 0 58 2 -0 69 14 77 0 05 4 38 10 50 0 42 1 11 3 4 0 33 3 1 1 03 11 08 0 09 -6 60 7 88 0 84 -1 48 2 5 0 58 2 -0 69 14 77 0 05 4 38 10 50 0 42 1 11 3 4 0 33 4 1 -1 05 11 08 0 09 -6 79 7 77 0 87 -1 57 2 5 0 61 2 -0 70 14 77 0 05 4 51 10 35 0 44 1 18 3 4 0 34 5 1 0 13 2 04 0 06 -0 11 4 84 0 02 0 00 0 3 0 00 2 0 09 2 72 0 03 0 07 6 45 0 01 0 00 0 4 0 00 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Roof Panel Report 5/25/04 11 02am Page 50 Of 139 Job No 2618 modify H~ = HCI STEEL BUILDING SYSTEMS,INC Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Roof Panel Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ROOF PANEL DATA Panel WS 24 , Type WS Gage 24 00 Yield 40 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 ------ 2 4 375 D+L 50 9 189 3 0 27 -36 7 204 7 0 18 -0 02 0 583 0 04 D+WP 4 9 252 4 0 02 -3 5 272 9 0 01 0 00 0 583 0 00 D+WS -24 2 272 9 0 09 17 4 252 4 0 07 0 01 0 583 0 02 D+WP D+WS 50 9 189 3 4 9 252 4 -24 2 272 9 o 27 o 02 o 09 -36 7 204 7 -3 5 272 9 17 4 252 4 o 18 o 01 o 07 -0 02 0 583 o 00 0 583 o 01 0 583 o 04 o 00 o 02 3 4 375 D+L ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Extension Panel Report 5/25/04 11 02am EXTENSION PANEL DATA Ext Id Part Type Gage Yield lR WS 24 WS 24 00 40 0 -------- Moment (ft-lb/ft)---------- Id Space Id Support Calc Allow Ratio Midspan -- Deflect(in) -- Calc Allow Ratio Calc Allow Ratio Ext Purlin Load Page 51 Of 139 Hem Job No 2618 modify HCI STEEL BUILDING SYSTEMS,INC Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Extension Panel Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1R 3 426 D+L D+WP D+WS o 0 189 3 0 00 o 0 252 4 0 00 o 0 252 4 0 00 -69 5 204 7 0 34 -3 5 272 9 0 01 17 4 252 4 0 07 -0 03 0 457 o 00 0 457 o 01 0 457 o 07 o 00 o 02 R - Roof Panel ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Roof Diagonal Bracing Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ PANEL SHEAR Allow 0 0 Calc 69 6 DIAGONAL BRACING Brace_Tension(k ) Bay Brace Loc ------Diag_Brace----- n--Windnn ---Seismic-- Max Id Start End Type Size Part Calc Allow Calc Allow DC ------- ------- ------ -------- 2 0 00 20 00 R 0 750 ROD750 3 83 7 52 9 37 12 04 0 78 20 00 30 00 R 0 500 ROD500 0 00 3 19 0 00 5 11 0 00 30 00 40 00 R 0 500 ROD500 0 00 3 19 0 00 5 11 0 00 40 00 60 00 R 0 750 ROD750 3 83 7 52 9 37 12 04 0 78 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Sidewall Diagonal Bracing Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ PANEL SHEAR Wall Id Calc Allow 2 4 165 6 109 1 100 0 100 0 Page 52 Of 13 9 el Job No 2618 modify HCI STEEL BUILDING SYSTEMS, INC. Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Sidewall Diagonal Bracing Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ DIAGONAL BRACING Brace_Tension(k ) Wall Bay Level ------Diag_Brace----- ----Wind---- ---Seismic-- Max Id Id Height Type Size Part Calc Allow Calc Allow DC ------ ------ -------- 2 2 14 50 R 0 875 ROD875 4 55 10 39 12 98 16 62 0 78 4 3 14 50 R 0 875 ROD875 4 55 10 39 12 64 16 62 0 76 BASE REACTIONS Wall Bay Col Wind_Max Seismic_Max Id Id Id Horz Vert(+/-} Horz Vert(+/-) --------- --------- 2 2 2 -4 12 1 92 -5 68 2 65 2 2 3 4 12 1 92 5 68 2 65 4 3 3 -4 12 1 92 -5 53 2 58 4 3 4 4 12 1 92 5 53 2 58 2618 Extension Diagonal Bracing Report 5/25/04 11 02am PANEL SHEAR Ext --Panel_Shear_ Id Calc Allow 1 o 00 o 00 2618 Braced Purl in Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Surf Span Brace Purlin Load ----Axial(k )---- --Moment(f-k )-- Axl+Mom Id Id Loc Size Id Calc Allow DC Calc Allow DC DC HCI STEEL BUILDING SYSTEMS, I NC Job No 2618 = modify Page 53 Of 139 Date 5/25/2004 Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Designed B JRS Checked By 2618 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Braced Purlin Report 5/25/04 11 02am 2 20 0 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2 2 3 20 0 2 20 0 4 2 20 0 5 9Z35U14 9Z35U14 9Z35U14 9Z35U14 Id Loc Surf Span Brace Purlin Size Id 3 40 0 2 3 40 0 3 3 4 40 0 3 40 0 5 9Z35U14 9Z35U14 9z35U14 9Z35U14 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 84 1 84 o 92 1 83 1 84 1 84 o 92 5 48 1 84 1 84 o 92 3 65 1 84 1 84 o 92 1 83 16 65 0 11 16 65 0 11 16 65 0 06 16 65 0 11 16 50 0 11 16 50 0 11 16 50 0 06 16 50 0 33 16 50 0 11 16 50 0 11 16 50 0 06 16 50 0 22 16 65 0 11 16 65 0 11 16 65 0 06 16 65 0 11 1 19 -1 36 -5 83 -1 61 -1 09 1 27 5 42 1 49 -0 96 1 40 5 37 1 48 -0 88 -1 66 -5 72 -1 57 9 37 0 13 9 37 0 14 9 37 0 62 9 37 0 17 9 44 0 12 9 44 0 13 9 44 0 57 9 44 0 16 9 44 0 10 9 44 0 15 9 44 0 57 9 44 0 16 9 44 0 09 9 37 0 18 9 37 0 61 9 37 0 17 o 22 o 24 o 60 o 26 o 22 o 23 o 56 o 49 o 20 o 25 o 55 o 37 o 19 o 27 o 59 o 26 Load ----Axial(k )---- --Moment(f-k )-- Axl+Mom Id Calc Allow UC 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 84 1 84 o 92 1 83 1 84 1 84 o 92 5 48 1 84 1 84 o 92 3 65 1 84 1 84 o 92 1 83 16 65 0 11 16 65 0 11 16 65 0 06 16 65 0 11 16 50 0 11 16 50 0 11 16 50 0 06 16 50 0 33 16 50 0 11 16 50 0 11 16 50 0 06 16 50 0 22 16 65 0 11 16 65 0 11 16 65 0 06 16 65 0 11 Calc Allow UC 1 19 -1 36 -5 83 -1 61 -1 09 1 27 5 42 1 49 -0 96 1 40 5 37 1 48 -0 88 -1 66 -5 72 -1 57 9 37 0 13 9 37 0 14 9 37 0 62 9 37 0 17 9 44 0 12 9 44 0 13 9 44 0 57 9 44 0 16 9 44 0 10 9 44 0 15 9 44 0 57 9 44 0 16 9 44 0 09 9 37 0 18 9 37 0 61 9 37 0 17 UC o 22 o 24 o 60 o 26 o 22 o 23 o 56 o 49 o 20 o 25 o 55 o 37 o 19 o 27 o 59 o 26 2618 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Front Sidewall Eave Strut Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ .c= HCI STEEL BUILDING SYSTEMS, I NC Job No 2618 Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Page 54 Of 13 9 modify Date 5/25/2004 Designed B JRS Checked By 2618 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 5/25/04 11 02am Front Sidewall Eave Strut Report ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Id Wall Bay Eave Id Size 2 1 9Z35U12 Load ----Axial(k )---- --Moment(f-k )-- Id Calc Allow 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 o 70 o 70 o 35 1 11 3 69 3 69 1 84 10 65 o 70 o 70 o 35 2 23 o 70 o 70 o 35 1 11 29 42 0 02 29 42 0 02 29 42 0 01 29 42 0 04 29 13 0 13 29 13 0 13 29 13 0 06 29 13 0 37 29 13 0 02 29 13 0 02 29 13 0 01 29 13 0 08 29 42 0 02 29 42 0 02 29 42 0 01 29 42 0 04 UC Calc Allow 1 71 14 15 0 12 -1 97 14 15 0 14 -8 45 14 15 0 60 -2 33 14 15 0 16 1 76 14 15 0 12 -2 02 14 15 0 14 -8 67 14 15 0 61 -2 39 14 15 0 17 1 76 14 15 0 12 -2 02 14 15 0 14 -8 67 14 15 0 61 -2 39 14 15 0 17 1 34 14 15 0 09 -2 23 14 15 0 16 -8 35 14 15 0 59 -2 30 14 15 0 16 Axl+Mom UC UC 2 2 9Z35U12 o 13 o 14 o 52 o 18 o 24 o 26 o 61 o 55 o 13 o 15 o 54 o 23 o 11 o 16 o 52 o 18 2618 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 5/25/04 11 02am 2 3 9Z35U12 2 4 9Z35U12 PURLIN LAYOUT Bay Span Id Id Purlin Size Purlin Design Report EAVE STRUT WALL #2 Span Lap_Dist(ft) (ft) Left Right Space Row Brace No No Unit Weight Total Weight tlca HCI STEEL BUILDING SYSTEMS.INC Job No 2618 Osburn Steel Buildings, Inc Customer L Description ': '. NAPA Auto Parts Page 55 Of 139 modify Date 5/25/2004 Designed B~ JRS Checked By 2618 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 5/25/04 11 02am Purlin Design Report ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1 2 3 4 1 9z35U12 2 9Z35U12 3 9z35U12 4 9Z35U12 5 9Z35U12 6 9Z35U14 o 33 25 92 26 25 26 25 25 92 3 58 LOAD COMBINATION # 1 PURLIN ANALYSIS DL+CO+LL Span Left --------SHEAR(k )-------- Left Right Right Id Sup Lap Lap Sup 1 2 3 4 5 6 o 00 1 50 1 52 1 52 1 47 o 35 STRENGTH/DEFLECTION -0 04 -1 50 -1 52 -1 52 -1 52 o 00 3 90 3 90 3 90 3 90 3 90 3 90 1 1 1 1 1 1 o 3 3 3 3 o Total(lb)= 2 0 151 9 153 8 153 8 151 9 14 8 2 0 151 9 153 8 153 8 151 9 14 8 Left -------MOMENT(f-k )------- 628 2 Purlin DL= 1 49 (psf ) Left Mid-Span Sup Lap Mom Loc Lap Sup Right Right o 00 o 01 o 00 o 00 o 00 o 62 o 00 -9 69 -9 95 -9 95 -9 39 o 00 o 00 12 96 1313 13 13 12 75 3 58 Span Id ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr Loc Calc Allow UC Loc Calc Allow UC Loc UC 1 2 3 4 RS LS LS LS -0 04 11 08 0 00 RS 1 50 11 08 0 14 MS 1 52 11 08 0 14 MS 1 52 11 08 0 14 MS o 01 10 61 0 00 LS -9 69 10 61 0 91 LS -9 95 10 61 0 94 LS -9 95 10 61 0 94 LS o 00 o 00 o 00 o 00 o 01 o 00 o 00 o 00 o 62 o 00 DEFLECTION (in) Calc Allow o 06 -1 45 -1 53 -1 53 2 59 2 63 2 63 Page 56 Of 139 H = Job No 2618 modify HCI STEEL BUILDING SYSTEMS, I NC Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Purlin Design Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 5 RS -1 52 11 08 0 14 MS -9 39 10 61 0 88 RS 0 02 -1 40 2 59 6 LS 0 35 3 84 0 09 LS 0 62 7 08 0 09 LS 0 02 0 60 UNBRACE LENGTHS --------------- Span ------------Minor------------ Id Major LS LL MS RL RS 2 25 9 6 5 6 5 6 5 6 5 6 5 3 26 3 6 6 6 6 6 6 6 6 6 6 4 26 3 6 6 6 6 6 6 6 6 6 6 5 25 9 6 5 6 5 6 5 6 5 6 5 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 87 0 87 0 00 5 65 12 96 0 00 3 -0 88 0 88 0 00 5 79 13 13 0 00 4 -0 88 0 88 0 00 5 79 13 13 0 00 5 -0 82 0 93 0 00 4 94 12 12 -1 46 6 -0 82 0 00 -1 46 0 00 3 58 0 00 STRENGTH/DEFLECTION Loc Calc Allow UC Loc Calc Allow UC Loc UC DEFLECTION ( in) Calc Allow Span Id ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr 1 RS o 02 14 77 0 00 RS o 00 14 15 0 00 LS 0 00 -0 05 Hem HCI STEEL BUILDING SYSTEMS, INC. Job No 2618 Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts modify Page 57 Of 139 Date 5/25/2004 Designed B JRS Checked By 2618 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ purlin Design Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2 3 4 5 6 LS LS LS RS LS UNBRACE LENGTHS Span Id Major 2 25 9 3 26 3 4 26 3 5 25 9 -0 87 14 77 0 06 MS -0 88 14 77 0 06 MS -0 88 14 77 0 06 MS o 93 14 77 0 06 MS -0 82 5 12 0 16 LS 5 65 14 15 0 40 LS 5 79 14 15 0 41 LS 5 79 14 15 0 41 LS 4 94 14 15 0 35 RS -1 46 9 44 0 16 LS o 00 o 00 o 00 o 01 o 05 ------------Minor------------ LS LL MS 6 5 6 6 6 6 6 5 RL RS 6 5 6 6 6 6 4 8 6 5 6 6 6 6 1 7 1 27 1 33 1 33 1 09 -0 41 3 46 3 50 3 50 3 46 2618 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 6 5 6 6 6 6 6 5 6 5 6 6 6 6 6 5 Back Sidewall Eave Strut Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Wall Bay Eave Id Id Size 4 4 9Z35U14 4 3 9Z35U14 4 2 9Z35U14 4 1 9Z35U14 Load ----Axial(k )---- --Moment(f-k )-- Id Calc Allow UC Calc Allow UC 1 2 3 4 1 2 3 4 1 2 3 4 1 2 o 70 o 70 o 35 1 04 3 69 3 69 1 84 10 42 o 70 o 70 o 35 2 08 o 70 o 70 16 65 0 04 16 65 0 04 16 65 0 02 16 65 0 06 16 50 0 22 16 50 0 22 16 50 0 11 16 50 0 63 16 50 0 04 16 50 0 04 16 50 0 02 16 50 0 13 16 65 0 04 16 65 0 04 o 59 -0 68 -2 91 -0 80 -0 54 o 64 2 71 o 75 -0 48 o 70 2 69 o 74 -0 43 -0 83 9 37 0 06 9 37 0 07 9 37 0 31 9 37 0 09 9 44 0 06 9 44 0 07 9 44 0 29 9 44 0 08 9 44 0 05 9 44 0 07 9 44 0 28 9 44 0 08 9 44 0 05 9 37 0 09 Axl+Mom UC o 10 o 11 o 29 o 14 o 28 o 29 o 37 o 73 o 09 o 11 o 27 o 20 o 08 o 12 Page 58 Of 139 == Job No 2618 modify HCI STEEL BUILDING SYSTEMS,INC Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By 3 4 o 35 1 04 16 65 0 02 16 65 0 06 -2 86 -0 79 9 37 0 31 9 37 0 08 o 28 o 14 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Purlin Design Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 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 -------- ------ 1 9z35U14 0 33 2 19 1 0 1 4 1 4 4 2 9Z35U14 25 92 1 88 2 19 1 3 115 1 115 1 3 3 9Z35U14 26 25 1 88 0 88 2 19 1 3 120 1 120 1 2 4 9Z35U14 26 25 0 88 1 88 2 19 1 3 120 1 120 1 1 5 9Z35U14 25 92 1 88 1 88 2 19 1 3 122 8 122 8 6 9Z35U14 3 58 1 88 2 19 1 0 22 6 22 6 ------ Total(lb)= 502 0 Purlin DL= 2 12 (psf LOAD COMBINATION # 1 DL+CO+LL PURL IN ANALYSIS --------SHEAR(k }-------- -------MOMENT(f-k }------- Sup Left Sup Left Lap Mid-Span Right Right Span Id Left Sup Left Right Right Lap Lap Mom Loc Lap Sup H~ = HCI STEEL BUILDING SYSTEMS,INC 2618 Job No 2618 Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Purlin Design Report Page 59 Of 139 modify Date 5/25/2004 Designed B JRS Checked By 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1 2 3 4 5 6 o 00 o 66 o 90 o 80 1 00 o 19 o 78 o 74 o 88 o 09 STRENGTH/DEFLECTION Span Id -0 90 -0 74 -0 78 -0 55 -0 02 -1 02 -0 80 -0 90 -0 68 o 00 o 00 o 00 4 69 3 26 4 60 o 35 3 11 2 58 2 84 o 08 o 00 -3 34 -1 63 -1 67 -3 17 o 00 -0 02 -0 90 o 78 -0 78 o 88 o 10 UNBRACE LENGTHS ------SHEAR(k )------ Loc Calc Allow UC -----MOMENT(f-k )---- Loc Calc Allow UC 1 2 3 4 5 6 RS RL LL RL LL LS Span Id Major 2 3 4 5 25 9 26 3 26 3 25 9 3 84 0 01 RS 3 84 0 23 MS 3 84 0 20 LL 3 84 0 20 RL 3 84 0 23 MS 3 84 0 03 LS o 00 -3 34 3 11 3 03 -3 17 o 17 7 08 0 00 LS 7 03 0 48 RL 7 08 0 44 LL 7 08 0 43 RL 7 03 0 45 LL 7 08 0 02 LS ------------Minor------------ LAP BOLT SHEAR Span Id LAP BOLT SHEAR(k ) Left Right 2 o 63 LS 6 5 1 9 o 9 1 9 LL MS 6 5 5 0 4 3 3 7 6 5 6 6 6 6 6 5 RL 3 7 4 3 4 9 4 6 RS 1 9 o 9 1 9 o 5 o 00 10 17 13 97 12 33 15 49 3 58 Mom+Shr Loc UC o 00 o 19 o 21 o 20 o 19 o 00 2 89 2 58 3 03 -0 80 o 00 4 69 3 26 4 60 o 35 o 00 DEFLECTION (in) Calc Allow o 03 -0 55 -0 18 -0 19 -0 52 o 26 2 59 2 63 2 63 2 59 SHEAR RATIO ( 0 5in A325 Left Right o 29 Page 60 Of 13 9 Job No 2618 modify H<< = HCI STEEL BUILDING SYSTEMS, I NC Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By I ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Purlin Design Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 3 4 5 6 o 63 o 93 o 61 o 05 o 93 o 61 o 05 o 29 o 43 o 28 o 02 o 43 o 28 o 02 LOAD COMBINATION # 2 DL+WS PURL IN ANALYSIS -n-nnSHEAR (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 38 0 52 0 59 0 00 1 95 10 18 -1 67 -2 72 3 -0 52 -0 45 0 43 0 47 -2 72 -1 80 0 93 13 91 -1 55 -1 94 4 -0 47 -0 44 0 45 0 52 -1 94 -1 54 1 03 12 54 -1 61 -2 52 5 -0 55 -0 48 0 35 0 42 -2 52 -1 54 1 56 14 69 -0 09 -0 82 6 -0 46 -0 22 0 00 -0 82 -0 19 0 00 3 58 0 00 STRENGTH/DEFLECTION Span --n--SHEAR(k ) _n_n nn-MOMENT (f-k ) nn Mom+Shr DEFLECTION (in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ------ ------ ------ 1 RS 0 01 5 12 0 00 RS 0 00 9 44 0 00 LS 0 00 -0 02 2 RL 0 52 5 12 0 10 MS 1 95 9 37 0 21 RL 0 04 0 48 3 46 3 LL -0 45 5 12 0 09 LL -1 80 9 44 0 19 LL 0 04 0 15 3 50 4 RL 0 45 5 12 0 09 RL -1 61 9 44 0 17 RL 0 03 0 18 3 50 5 LL -0 48 5 12 0 09 MS 1 56 9 37 0 17 LL 0 03 0 38 3 46 6 LS -0 23 5 12 0 04 LS -0 41 9 44 0 04 LS 0 00 -0 15 UNBRACE LENGTHS --------------- Page 61 Of 139 ===c= Job No 2618 modify HCI STEEL BUILDING SYSTEMS,INC Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Purlin Design Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Span ------------Minor------------ Id Major LS LL MS RL RS 2 25 9 6 5 6 5 6 5 3 7 1 9 3 26 3 1 9 5 0 6 6 4 4 0 9 4 26 3 0 9 4 3 6 6 4 5 1 9 5 25 9 1 9 3 7 6 5 4 6 1 9 LAP BOLT SHEAR LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0 5in A325 Id Left Right Left Right 2 0 36 0 13 3 0 36 0 55 0 13 0 19 4 0 55 0 34 0 19 0 12 5 0 34 0 11 0 12 0 04 6 0 11 0 04 2618 Strut Bolt Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ EAVE STRUTS Wall Frm_Line ----Bolt Selected----- ---Bolt_Capacity--- Id Id Type No Type Diam Wshr Calc Allow Ratio 2 1 EW 2 A325 0 500 1 ** 1 11 8 24 0 14 2 2 RF 4 A325 0 500 1 ** 10 65 16 48 0 65 2 3 RF 4 A325 0 500 1 ** 10 65 16 48 0 65 2 4 RF 2 A325 0 500 1 ** 2 23 8 24 0 27 2 5 EW 2 A325 0 500 1 ** 1 11 8 24 0 14 HC= HCI STEEL BUILDING SYSTEMS, I NC Job No 2618 Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts modify Page 62 Of 139 Date 5/25/2004 Designed B JRS Checked By 2618 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Strut Bolt Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ PURL INS 4 4 4 4 4 1 2 3 4 5 EW RF RF RF EW Surf Frm_Line Id Id Type 2 2 2 2 2 3 3 3 3 3 **NOTE 1 2 3 4 5 1 2 3 4 5 EW RF RF RF EW EW RF RF RF EW Brace Loc 20 00 20 00 20 00 20 00 20 00 40 00 40 00 40 00 40 00 40 00 2 A325 4 A325 4 A325 2 A325 2 A325 o 500 o 500 o 500 o 500 o 500 1 ** 1 ** 1 ** 1 ** 1 ** No Type ----Bolt_Selected----- 2 A325 2 A325 2 A325 2 A325 2 A325 2 A325 2 A325 2 A325 2 A325 2 A325 Diam Wshr o 500 o 500 o 500 o 500 o 500 o 500 o 500 o 500 o 500 o 500 Not standard bolt connection 1 04 10 42 10 42 2 08 1 04 5 80 11 60 11 60 5 80 5 80 o 18 o 90 o 90 o 36 o 18 Load ---Bolt_Capacity--- Id Calc Allow Ratio 1 ** 1 ** 1 ** 1 ** 1 ** 1 ** 1 ** 1 ** 1 ** 1 ** 1 4 4 1 1 1 4 4 1 1 1 84 5 48 3 65 1 84 1 84 1 84 5 48 3 65 1 84 1 84 5 80 5 80 5 80 5 80 5 80 5 80 5 80 5 80 5 80 5 80 o 32 o 94 o 63 o 32 o 32 o 32 o 94 o 63 o 32 o 32 2618 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Roof Design Weight Summary 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Roof Purl ins Eave Struts Extension Eave Struts Roof Bracing Wall Bracing Total 6810 30 1130 16 538 82 277 82 243 33 9539 23 2618 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Roof Design Warning Report 5/25/04 11 02am II = HCI STEEL BUILDING SYSTEMS, INC. Page 63 Job No 2618 modify Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By 2618 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Roof Design Warning Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ No Warnings Of 139 Page 64 Of 13 9 - Job No 2618 modify HCI STEEL BUILDING SYSTEMS, INC. Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By *============================================================================== *2618 Sidewall Design Input 5/25/04 11 02am *============================================================================== *(l)JOBID '2618' * (2) PROGRAM OPTIONS *Sidewall * Id Run Girt Run Lap Panel Stiff 'B' 'Y' 'Y' o 50 *(3)DESIGN CODE * *Design ---Steel_Code--- ---Build--- Seismic * Code Cold Hot Country Code Year Zone 'WS' 'AISI96' 'AISC89' 'UBC ' '97' '3 ' *(4)DESIGN CONSTANTS * Wind Stress_Ratio Strength * ---Steel_Yield(ksi )-- * 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 90 90 90 90 *(6) REPORTS * Input Wall Door Wall Echo Girt Jamb Panel * 'I' '2 ' 'Y' 'Y' * (7) BUILDING TYPE * Build * Type L_Expand_EW R_Expand_EW Use Offset Use Offset 'FF-' 'N ' 15 500 'N' 15 500 = HCI STEEL BUILDING SYSTEMS,INC * (8)BUILDING SHAPE Job No 2618 Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts * No X-Coord Y-Coord Offset * Surf (ft) (ft) (in) 4 o 0000 14 5000 8 000 30 0000 24 5000 9 000 60 0000 14 5000 9 000 60 0000 0 0000 8 000 * (9) SIDEWALL BAY SPACING (Max 40 bays) * Sets_Of * Bays Bay No Width Bays 26 2500 4 1 * (10) FRAMED OPENINGS * No Bay Id Open Width * Open o * (11) PARTIAL WALLS * Set_Of Base Full * Bays Type Load o *(12)GIRT DESIGN * Girt In_FIg Set Depth 8 000 * Type Brace 'ZB' 'N' *(13)GIRT LOCATION * Set No * Loc Girt Girt Location 'Y' 1 7 3333 * (14) SPECIAL GIRT * Sets_Of --Bay_Id-- * Girts Start End o Open Height Open Offset --Bay_Id-- Start End Set Lap o 0000 Max Space 7 3333 Girt Girt Height Type * (15)WALL PANELS/GUTTERS * Wall -----Gutter----- * Panel Use Type Width Open Type Sill Height Base Elev Set Depth modify Date Designed B Checked By Member Remove Select Panels Page 65 Of 139 5/25/2004 JRS Wall Height Max_Unbr Length 10 0000 Girt Rotate Page 66 Of 139 = Job No 2618 modify HCI STEEL BUILDING SYSTEMS.INC Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By 'HHR 26 'y' o 000 * (16) FACIA/PARAPET * * No_Of -Location * Diff Ext Facia Bay Bay Edge_Extend Left Right Ext * Ext Id Type Start End Elev Height (ft) (ft) Mount o * (17) FACIA/PARAPET GIRTS * *Ext ----Top---- --Interior- ---Gutter-- ---Back_panel--- Angle *Id Type Rotate Type Rotate Type Rotate Part Rotate Spacing *(18)BASIC LOADS * --Edge_Strip_Zone-- * Basic Wind_Load_Ratio Girt Panel * Wind Deflect Factor Width Ratio Ratio 10 9 1 00 1 00 0 000 1 00 1 00 *(19)WIND PRESSURE/SUCTION * Wind Wind * Pressure Suction 9 8 -9 8 Girt/Header 13 1 -13 1 Panel 9 8 -9 8 Jamb 14 2 -14 2 Parapet Girt *(20)GIRT LAPS * * Data ------Set_1------- ------Set_2------- ------Set 3------- * Opt Sets Left o Right Quan Left Right Quan Left Right Quan *(21)GIRT STRAPS * * Data ---Set 1--- ---Set_2--- ---Set 3--- ---Set 4--- *Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan o 2618 Sidewall Design Code 5/25/04 11 02am Page 67 Of 139 HeR Job No 2618 modify HCI STEEL BUILDING SYSTEMS,INC Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Sidewall Design Code 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ STRUCTURAL CODE Design Basis - WS Hot Rolled Steel - AISC89 Cold Formed Steel - AISI96 BUILDING CODE Wind Code Year - UBC - 97 Seismic Zone - 3 MODULUS OF ELASTICITY Hot Rolled Steel - 29000 Cold Formed Steel - 29500 2618 Girt Design Report 5/25/04 11 02am 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 8Z25U16 26 25 0 88 7 3333 0 74 9 2 8Z25U16 26 25 0 88 0 88 7 3333 0 77 3 3 8Z25U16 26 25 0 88 0 88 7 3333 0 77 3 4 8Z25U16 26 25 0 88 7 3333 0 74 9 ------ 304 3 Page 68 Of 139 = Job No 2618 modify HCI STEEL BUILDING SYSTEMS, I NC, Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Girt Design Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 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 70 -1 02 -1 08 0 00 -3 60 10 31 4 09 5 00 2 0 95 0 89 -0 77 -0 83 5 00 4 20 -1 70 14 06 2 64 3 34 3 0 83 0 77 -0 89 -0 95 3 34 2 64 -1 70 12 19 4 20 5 00 4 1 08 1 02 -0 70 5 00 4 09 -3 60 15 94 0 00 STRENGTH/DEFLECTION Span nnnSHEAR(k ) _n___ nn-MOMENT (f-k )nn Mom+Shr DEFLECTION (in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ------ ------ 1 RL -1 02 3 08 0 33 RL 4 09 5 77 0 71 RL 0 54 -1 63 3 50 2 LL 0 89 3 08 0 29 LL 4 20 5 70 0 74 LL 0 56 -0 48 3 50 3 RL -0 89 3 08 0 29 RL 4 20 5 70 0 74 RL 0 56 -0 48 3 50 4 LL 1 02 3 08 0 33 LL 4 09 5 77 0 71 LL 0 54 -1 63 3 50 UNBRACE LENGTHS --------------- Bay ------------Minor------------ Id Major LS LL MS RL RS 1 26 3 0 0 0 0 0 0 4 8 0 9 2 26 3 0 9 6 1 0 0 4 2 0 9 3 26 3 0 9 4 2 0 0 6 1 0 9 4 26 3 0 9 4 7 0 0 0 0 0 0 WIND SUCTION Page 69 Of 139 tiel Job No 2618 modify Date 5/25/2004 Designed B JRS Checked By HCI STEEL BUILDING SYSTEMS, INC. Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Girt Design Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 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 70 1 02 1 08 0 00 3 60 10 31 -4 09 -5 00 2 -0 95 -0 89 0 77 0 83 -5 00 -4 20 1 70 14 06 -2 64 -3 34 3 -0 83 -0 77 0 89 0 95 -3 34 -2 64 1 70 12 19 -4 20 -5 00 4 -1 08 -1 02 0 70 -5 00 -4 09 3 60 15 94 0 00 STRENGTH/DEFLECTION Span _nu -SHEAR (k ) nun --n-MOMENT(f-k ) nn Mom+Shr DEFLECTION ( in) Id Loc Calc Allow DC Loc Calc Allow DC Lac DC Calc Allow ------ ------ 1 RL 1 02 3 08 0 33 MS 3 60 4 04 0 89 RL 0 54 1 63 3 50 2 LL -0 89 3 08 0 29 LL -4 20 5 77 0 73 LL 0 56 0 48 3 50 3 RL 0 89 3 08 0 29 RL -4 20 5 77 0 73 RL 0 56 0 48 3 50 4 LL -1 02 3 08 0 33 MS 3 60 4 04 0 89 LL 0 54 1 63 3 50 DNBRACE LENGTHS --------------- Bay ------------Minor------------ Id Major LS LL MS RL RS 1 26 3 20 6 20 6 20 6 0 0 0 0 2 26 3 0 0 0 0 14 2 0 0 0 0 3 26 3 0 0 0 0 14 2 0 0 0 0 4 26 3 0 0 0 0 20 6 20 6 20 6 2618 Wall Panel Report 5/25/04 11 02am Page 70 Of 139 =; HCI STEEL BUILDING SYSTEMS,INC Job No 2618 modify Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Wall Panel Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ PANEL REACTIONS (Back Sidwall, Bay= I) Panel HHR 26 Type HR Gage 26 00 Yield 50 MOMENTS & DEFLECTION ---------Moment(ft-Ib/ft)--------- Span Span LD Support Midspan ---Deflect(in)-- Id (ft) Id Calc Allow DC Calc Allow DC Calc Allow DC 1 7 33 WP 79 2 153 1 0 52 -52 9 138 8 0 38 -0 33 0 98 0 34 WS -79 2 138 8 0 57 52 9 153 1 0 35 0 33 0 98 0 34 2 6 50 WP 79 2 153 1 0 52 -35 3 138 8 0 25 -0 14 0 87 0 16 WS -79 2 138 8 0 57 35 3 153 1 0 23 0 14 0 87 0 16 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Weight Surmnary 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Girts Frame Openings 304 29 o 00 304 29 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Sidewall Design Warning Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ No Warnings Page 71 Of 139 = Job No 2618 modify HCI STEEL BUILDING SYSTEMS, INC. Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By *============================================================================== *2618 Sidewall Design Input 5/25/04 11 02am *============================================================================== *(I}JOBID '2618' * (2) PROGRAM OPTIONS *Sidewall * Id Run Run Lap Panel Stiff Girt 'F' 'Y' 'Y' o 50 *(3}DESIGN CODE * *Design ---Steel_Code--- ---Build--- Seismic * Code Cold Hot Country Code 'UBC ' Year Zone 'WS' 'AISI96' 'AISC89, '97' '3 ' * (4) DESIGN CONSTANTS * Wind Stress_Ratio Strength * ---Steel_Yield(ksi )-- * 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 90 90 90 90 * (6) REPORTS * Input Wall Door Wall * Echo Girt Jamb Panel 'I' '2 ' 'Y' 'Y' * (7) BUILDING TYPE * Build * Type L_Expand_EW R_Expand_EW Use Offset Use Offset 'FF-' 'N ' 15 500 'N' 15 500 ~ Page 72 Of 139 = Job No 2618 modify HCI STEEL BUILDING SYSTEMS,INC * (8) BUILDING SHAPE Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By * No X-Coord * Surf (ft) 4 o 0000 30 0000 60 0000 60 0000 Y-Coord Offset (ft) (in) 14 5000 8 000 24 5000 9 000 14 5000 9 000 0 0000 8 000 * (9) SIDEWALL BAY SPACING (Max 40 bays) * Sets_Of Bay No * Bays 1 Width Bays 26 2500 4 * (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 4 3 8 0000 7 0000 3 4167 31 2 0000 0 000 0 000 'C , 'F' 3 8 0000 7 0000 14 8333 31 2 0000 0 000 0 000 'C , 'F' 4 10 0000 8 0000 2 0000 42 0 0000 0 000 0 000 'C , 'Y' 4 8 0000 7 0000 15 4167 31 2 0000 0 000 0 000 'C , 'F' * (11) PARTIAL WALLS * Set_Of Base Full * Bays Type Load o --Bay_Id-- Start End Wall Height *(12)GIRT DESIGN * Girt In_FIg * Type Brace Set Depth 8 000 Set Lap o 0000 Max Space 7 3333 Max_Unbr Length 10 0000 'ZB' 'N' *(13}GIRT LOCATION * Set No * Loc Girt Girt Location 'Y' 1 7 3333 * (14) SPECIAL GIRT * Sets_Of --Bay_Id-- Girt Girt Girt * Girts Start End Height Type Rotate o Job No 2618 modify Date 5/25/2004 = Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Designed B JRS Checked By HCI STEEL BUILDING SYSTEMS, INC. *(15)WALL PANELS/GUTTERS * Wall -----Gutter----- * Panel Use Type Width 'HHR 26 ' " 'Y' 0 000 * (16) FACIA/PARAPET * * No_Of * Diff Ext Facia * Ext Id Type o -Location Edge_Extend Left Right (ft) (ft) Bay Bay Start End Ext Elev Height 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 * --Edge_Strip_Zone-- * Basic Wind_Load_Ratio Girt Panel * Wind Deflect Factor Width Ratio Ratio 10 9 1 00 1 00 0 000 1 00 1 00 *(19)WIND PRESSURE/SUCTION * Wind Wind * Pressure Suction 9 8 -9 8 Girt/Header 13 1 -13 1 Panel 9 8 -9 8 Jamb 14 2 -14 2 Parapet Girt *(20)GIRT LAPS * * Data ------Set_1------- Sets Left Right Quan o ------Set_2------- Left Right Quan ------Set 3------- Left Right Quan * Opt *(21)GIRT STRAPS * * Data ---Set_1--- Sets Strap Quan ---Set 2--- Strap Quan ---Set_3--- Strap Quan ---Set_4--- Strap Quan *Opt ,_, 0 Page 73 Of 139 Page 74 Of 139 Hem HCI STEEL BUILDING SYSTEMS,INC Job No 2618 modify Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Sidewall Design Code 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 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 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Girt Design Report 5/25/04 11 02am 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 8225U16 26 25 0 88 7 3333 0 74 9 2 8Z25U16 26 25 0 88 0 88 7 3333 0 77 3 3 8Z25U16 26 25 0 88 7 3333 0 74 9 4 8Z25U16 1 63 7 3333 0 4 5 ------ He; HCI STEEL BUILDING SYSTEMS, INC. Job No 2618 Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts . ',' modify Date Page 75 Of 139 5/25/2004 Designed By JRS Checked By 2618 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Girt Design Report 5/25/04 11 02arn ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ WIND PRESSURE GIRT ANALYSIS ---------SHEAR(k )-------- Bay Id Left Sup 1 2 3 4 o 71 o 92 o 98 1 32 Left Right Right Lap Lap Sup -1 01 o 86 -0 80 o 92 STRENGTH/DEFLECTION -1 07 -0 86 -0 83 1 21 Span Id ------SHEAR(k )------ Loc Calc Allow UC -----MOMENT(f-k )---- Loc Calc Allow UC 1 2 3 4 RL LL LL LS UNBRACE LENGTHS Bay Id Major 1 26 3 2 26 3 3 26 3 4 1 6 -1 01 o 86 o 92 1 32 3 08 0 33 RL 3 08 0 28 LL 3 08 0 30 LL 3 08 0 43 LS 231 5 --------------MOMENT(f-k )-------------- Left Sup o 00 4 82 4 08 2 05 3 90 4 04 3 25 2 05 ------------Minor------------ LS LL MS RL RS o 0 0 0 0 0 4 5 0 9 o 9 6 2 0 0 5 4 0 9 o 9 2 5 0 0 0 0 3 0 1 6 1 6 1 6 1 6 1 6 Left Lap Mid-Span Morn Loc 10 42 13 54 14 25 o 81 Morn+Shr Loc UC 5 77 0 68 RL 0 50 5 66 0 71 LL 0 52 5 77 0 56 LL 0 35 5 77 0 36 LS 0 00 Right Right Lap Sup 3 90 3 36 4 82 4 08 2 05 o 00 DEFLECTION (in) Calc Allow -1 69 -0 29 -1 21 o 18 3 50 3 50 3 50 4 04 3 25 -3 68 -1 39 -2 91 1 00 Job No 2618 = Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts HCI STEEL BUILDING SYSTEMS,INC 2618 Girt Design Report WIND SUCTION Page 76 Of 139 modify Date 5/25/2004 Designed B JRS Checked By 5/25/04 11 02am 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 71 1 01 1 07 0 00 3 68 10 42 -3 90 -4 82 2 -0 92 -0 86 0 80 0 86 -4 82 -4 04 1 39 13 54 -3 36 -4 08 3 -0 98 -0 92 0 83 -4 08 -3 25 2 91 14 25 -2 05 4 -1 32 -1 21 -2 05 -1 00 0 81 0 00 STRENGTH/DEFLECTION Span ------SHEAR(k ) ------ -----MOMENT (f-k )---- Mom+Shr Id Loc Calc Allow UC Loc Calc All ow UC Loc UC ------ 1 RL 1 01 3 08 0 33 MS 3 68 4 04 0 91 RL 0 50 2 LL -0 86 3 08 0 28 LL -4 04 5 77 0 70 LL 0 52 3 LL -0 92 3 08 0 30 LL -3 25 5 77 0 56 LL 0 35 4 LS -1 32 3 08 0 43 LS -2 05 5 77 0 36 LS 0 00 UNBRACE LENGTHS --------------- Bay ------------Minor------------ Id Major LS LL MS RL RS 1 26 3 20 8 20 8 20 8 0 0 0 0 2 26 3 0 0 0 0 12 8 0 0 0 0 3 26 3 0 0 0 0 3 4 8 5 0 0 4 1 6 0 0 0 0 0 0 0 0 0 0 DEFLECTION (in) Calc Allow ------ 1 69 3 50 0 29 3 50 1 21 3 50 -0 18 2618 Girt Design Report ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 5/25/04 11 02am Page 77 Of 139 = Job No 2618 modify HCI STEEL BUILDING SYSTEMS, INC. Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Girt Design Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ GIRT LEVEL # 1 ; SPAN # 2 GIRT LAYOUT Bay Id Girt Size Bay Width Lap Dist(ft) Left Right Girt Location No Girt Brace Weight 4 8Z25U12 13 88 7 3333 o 66 5 66 5 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 4 0 47 -0 47 0 00 -1 63 6 94 0 00 STRENGTH/DEFLECTION Span Id ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr Loc Calc Allow UC Loc Calc Allow UC Loc UC DEFLECTION ( in) Calc Allow 4 RL -1 01 15 96 0 06 RL 3 90 5 89 0 66 LS 0 00 -0 15 1 85 UNBRACE LENGTHS Job No 2618 H I Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts HCI STEEL BUILDING SYSTEMS.INC Page 78 Of 139 modify Date 5/25/2004 Designed B JRS Checked By 2618 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 5/25/04 11 02am Girt Design Report ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Bay Id Major 4 13 9 WIND SUCTION GIRT ANALYSIS Bay Id ------------Minor------------ LS LL MS RL RS 13 9 o 0 o 0 13 9 13 9 ---------SHEAR(k )-------- Left Sup 4 -0 47 --------------MOMENT(f-k )-------------- Left Right Right Lap Lap Sup Left Lap Mid-Span Mom Loc Left Sup o 47 o 00 1 63 6 94 STRENGTH/DEFLECTION Span Id ------SHEAR(k )------ Loc Calc Allow UC 4 RL -----MOMENT(f-k )---- Loc Calc Allow UC Mom+Shr Loc UC 1 01 15 96 0 06 LL 3 17 5 89 0 54 LS 0 00 UNBRACE LENGTHS Bay Id Major ------------Minor------------ LS LL MS RL RS Right Right Lap Sup o 00 DEFLECTION (in) Calc Allow o 15 1 85 2618 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 5/25/04 11 02am 4 13 9 13 9 13 9 13 9 00139 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Sidewall Jamb/Header Summary HCI STEEL BUILDING SYSTEMS, I NC, 2618 = Job No 2618 Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Sidewall Jamb/Header Summary JAMB/HEADER LAYOUT Bay Member Id Id 3 3 3 3 3 3 4 4 4 4 4 4 Jamb-L Jamb-R Sill Jamb-L Jamb-R Sill Jamb-L Jamb-R Header Jamb-L Jamb-R Sill Member Size 8C25E16 8C25E16 8C25E16 8C25E16 8C25E16 8C25E16 8C25E16 8C25E16 8C25E16 8C25E16 8C25E16 8C25E16 STRENGTH/DEFLECTION Bay Member Ld Id Id Id 3 Jamb-L WP WS Jamb-R WP WS Sill WP WS Jamb-L WP Member Member Length Weight 7 33 7 33 8 00 7 33 7 33 8 00 13 83 13 83 10 00 7 33 7 33 8 00 ----Shear(k }---- Calc Allow UC -0 14 o 14 -0 14 o 14 -0 04 o 04 -0 14 o 14 -0 14 o 14 -0 04 o 04 o 59 -0 59 -0 60 3 08 0 05 3 08 0 05 3 08 0 05 3 08 0 05 3 08 0 01 3 08 0 01 3 08 0 05 3 08 0 05 3 08 0 05 3 08 0 05 3 08 0 01 3 08 0 01 3 08 0 19 3 08 0 19 3 08 0 20 20 2 20 2 22 1 20 2 20 2 22 1 38 2 38 2 27 6 20 2 20 2 22 1 ---Moment(f-k }-- Calc Allow UC -0 26 o 26 -0 26 o 26 -0 08 o 08 -0 26 o 26 -0 26 o 26 -0 08 o 08 2 99 -2 99 -2 89 5 59 0 05 4 22 0 06 5 59 0 05 4 22 0 06 5 59 0 01 3 89 0 02 5 59 0 05 4 22 0 06 5 59 0 05 4 22 0 06 5 59 0 01 3 89 0 02 4 22 0 71 5 59 0 54 5 59 0 52 Page 79 Of 139 modify Date 5/25/2004 Designed B JRS Checked By 5/25/04 11 02am ---Deflect(in)-- Calc Allow UC -0 01 o 01 -0 01 o 01 o 00 o 00 -0 01 o 01 -0 01 o 01 o 00 o 00 o 34 -0 34 -0 40 o 98 0 01 o 98 0 01 o 98 0 01 o 98 0 01 1 07 0 00 1 07 0 00 o 98 0 01 o 98 0 01 o 98 0 01 o 98 0 01 1 07 0 00 1 07 0 00 1 84 0 19 1 84 0 19 1 84 0 22 3 4 WS Jamb-R WP WS Sill WP WS Jamb-L WP WS Jamb-R WP II = HCI STEEL BUILDING SYSTEMS,INC 2618 WS Header WP 4 WS Jamb-L WP WS Jamb-R WP WS Sill WP WS 2618 Job No 2618 Customer Osburn Steel Buildings, Ine Description NAPA Auto Parts Sidewall Jamb/Header Summary o 60 -0 14 o 14 -0 14 o 14 -0 14 o 14 -0 04 o 04 3 08 0 20 3 08 0 05 3 08 0 05 3 08 0 05 3 08 0 05 3 08 0 05 3 08 0 05 3 08 0 01 3 08 0 01 Wall Panel Report 2 89 -0 36 o 36 -0 26 o 26 -0 26 o 26 -0 08 o 08 PANEL REACTIONS (Front Sidwall, Bay= 1) Panel HHR 26 MOMENTS & DEFLECTION , Type HR , Gage 4 22 0 68 5 59 0 06 2 85 0 13 5 59 0 05 4 22 0 06 5 59 0 05 4 22 0 06 5 59 0 01 3 89 0 02 26 00 Yield o 40 -0 03 o 03 -0 01 o 01 -0 01 o 01 o 00 o 00 50 Page 80 Of 139 modify Date 5/25/2004 Designed B JRS Checked By 5/25/04 11 02am 1 84 0 22 1 33 0 02 1 33 0 02 o 98 0 01 o 98 0 01 o 98 0 01 o 98 0 01 1 07 0 00 1 07 0 00 5/25/04 11 02am ---------Moment(ft-lb/ft)--------- Span Span LD Support Midspan ---Deflect(in)-- Id (ft) Id Calc Allow DC Calc Allow DC Calc Allow DC 1 7 33 WP 79 2 153 1 0 52 -52 9 138 8 0 38 -0 33 0 98 0 34 WS -79 2 138 8 0 57 52 9 153 1 0 35 0 33 0 98 0 34 2 6 50 WP 79 2 153 1 0 52 -35 3 138 8 0 25 -0 14 0 87 0 16 WS -79 2 138 8 0 57 35 3 153 1 0 23 0 14 0 87 0 16 2618 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 5/25/04 11 02am Weight Summary ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Page 81 Of 139 ; Job No 2618 modify HCI STEEL BUILDING SYSTEMS, INC Customer Osburn Steel Buildings, Ine Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Weight Sununary 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Girts Frame Openings 297 96 291 64 589 60 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Sidewall Design Warning Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ No Warnings Job No 2618 II ; HCI STEEL BUILDING SYSTEMS, INC. Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Page 82 Of 13 9 modify Date 5/25/2004 Designed B JRS Checked By *2618 Endwall Design Input *============================================================================== 5/25/04 11 02am *============================================================================== *(l)JOBID (Max 60 char) '2618' * (2)PROGRAM OPTIONS * EW * Id Run Run Run Run No_Des Lap Cycles Stiff 4 0 50 Col/Raf Girt Brace Panel 'L' 'Y' 'Y' 'Y' 'Y' *(3)DESIGN CODE * *Design * Code ---Steel_Code--- Cold Hot 'AISI96' 'AISC89' Country ---Build--- Code Year 'UBC' , 97 ' 'WS' * (4)DESIGN CONSTANTS * ---------------Steel_Yield{ksi * Web FIg C-Sec W-Sec R-Sec 50 0 55 0 55 0 50 0 50 0 )-------------- U-Sec EP Panel 36 0 55 0 50 0 * (5)DEFLECTION LIMITS * -----Rafter----- Seismic Zone '3 ' ---Stress_Ratio--- Col/Raf Girt Panel 1 03 1 03 1 03 * Live Wall Facia ---Girt--- --panel--- Part Wind Bent Wind Total Column Wall Facia 120 90 0 90 90 90 90 90 * (6)REPORTS * Input Column Wall Door Wall Cable * Echo Rafter Girt Jamb Panel Brace 'I' '3 ' '2 ' 'Y' 'Y' 'Y' * (7) BUILDING TYPE * Build Build Build Expand_EW * Type Width Length Use Offset 'FF-' 60 0000 105 0000 'N , 15 50 *(8)SURFACE SHAPE * No X-Coord Y-Coord Offset Wall 90 80 Wind Strength Factor 1 3333 H(C= HCI STEEL BUILDING SYSTEMS. INC. Job No 2618 Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts * Surf (ft) (ft) (in) 4 0 0000 14 5000 8 000 30 0000 24 5000 9 000 60 0000 14 5000 9 000 60 0000 0 0000 8 000 *(9)BAY SPACING * Frame I Recess I o 3333 Bays 1 Roof Bay 26 2500 Sets Of Bay Width 20 0000 * * (10) FRAMED OPENINGS * No Bay Open * Open Id Width o Open Height Open Offset * (11) PARTIAL WALLS * Set_Of Base Full * Bays Type Load o --Bay_Id-- Start End * (12) COLUMNS * --Left_Corner-- -Right_Corner-- No Bays 3 Open Type Sill Height Elev Set Depth Page 83 Of 13 9 Base Wall Height modify Date 5/25/2004 Designed By JRS Checked By Member Remove Select Panels * Type Rot Depth Type (in) , '-' 8 00 'R Rot Depth (in) , , , 8 00 'R -Int_Facia-- Int_No_Facia Max_UnBr Base Type Depth Type Depth Same Length Elev (in) (in) Dep (ft) (in) , 8 00 'R ' 8 00 'N' 83 333 0 000 * 'R * ( 13 ) COLUMN SIZE * Set No Column * Member Column Size 'N' * (14) RAFTERS * Rafter Set Rafter Flange * Select Depth Same Brace 'R , 8 000 'Y' 'Y' *(15)RAFTERS SIZE * Set Member No Rafter Rafter Size * 'N' Hem Job No 2618 modify HCI STEEL BUILDING SYSTEMS, INC. Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Designed B JRS Checked By * (16)RAFTER SPLICES * Surf No Id Splice 2 0 3 1 Splice Loc Splice Type * o 0000 'F ' *(17)GIRT DESIGN * Girt In_Flg * Type Brace Max Girt_To Rafter Set Lap o 0000 Set Depth 8 000 Space 7 3333 'N' '2F' 'Y' *(18)GIRT LOCATION * Set No * Loc Girt Girt Location 'N' 0 *(19)SPECIAL GIRT * Sets_Of --Bay_Id-- Girt Girt Girt * Girts Start End Height Type Rotate o *(20)ROOF PURL INS * Surf Peak Purl No Surf * Id Space Space Purlin Ext 2 1 000 4 375 7 0 000 3 1 000 4 375 7 0 000 *(21)PANELS * Wall * Panel 'HHR 26 *(22)WIND FRAMING SELECTION * -----Order_Of_Selection------ * Panel Diagonal Wind Wind * Shear Bracing Bent Column 'N' 'N' 'Y' 'N' *(23)WALL BRACING * Wind Brace * Shear Type No _Bays Specified Specified Bays_For_Bracing One_Girt Depth/Bay 'Y' Page 84 Of 13 9 Date 5/25/2004 Max_Unbr Length 10 0000 II Page 85 Of 13 9 = Job No 2618 modify HCI STEEL BUILDING SYSTEMS.INC Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By 100 0 'R ' 1 2 *(24)WIND BENTS * --Member-- * Type Depth o 00 No_Of Bays o Bay_Id *(25)WIND COLUMNS * --Member-- No_Of * Type Depth o 00 Bays o Bay_Id Left/ Right *(26}WALL BRACING ATTACHMENT *No_Of Attach --Bay_Id-- *Attach Id Start End No_Of Level Level_Height o *(27)EAVE EXTENSION * *Wall No_Of Ext -Bay_Id-- *Id Ext Id Start End Height 2 1 1 1 4 14 500 4 0 width 3 250 Slope 4 000 -Edge_Extend- Left Right Ext Mount o 000 3 250 'F' * (28}CANOPY * *Wall No Of Ext -Bay_Id-- *Id Ext Id Start End Height Width 1 0 2 0 4 0 Slope -Edge_Extend- Ext Left Right Mount * (29) FACIA/PARAPET * *Wall #Of Ext Fac Bay_Id * Id Ext Id Typ St End * (C,E) 1 0 2 0 4 0 ----Attach_Beam--- ---Facia/Parapet--- Edge_Extend Ext Height Width Slope Elev Height Slope Left Right Mnt (ft) (ft) ? 12 (ft) (ft) ? 12 (ft) (ft) * (30) FACIA/PARAPET GIRTS * Page 86 Of 139 He= Job No 2618 modify Customer Osburn Steel Buildings, Inc Date 5/25/2004 Description NAPA Auto Parts Designed By JRS Checked By HCI STEEL BUILDING SYSTEMS.INC I:ll::l::,/ c: . *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 1 o 1 5 0 2 5 o 0 -33 8 14 2 -14 2 14 2 -14 2 *(32)BASIC LOADS 2 5 5 0 20 0 --Edge_Strip_Zone-- Snow Basic Wind_Load_Ratio Girt Panel Load Wind Deflect Factor Width Ratio Ratio 25 0 10 9 1 00 1 00 0 000 1 00 1 00 * * Dead * Load Collat Live Load Load *(33)BASIC LOADS AT EAVE * Seis_Coeff Seis_Load Frame Brace Torsion_Forces Wind Seismic * Frame Brace o 1052 0 3241 o 96 2 96 o 00 o 00 *(34)WIND PRESSURE/SUCTION * * Wind Wind * Press Suct 9 8 -9 8 Column 9 8 -9 8 Girt/Header 9 8 -9 8 Jamb 13 1 -13 1 Panel 14 2 -14 2 Parapet Girt *(35)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 -0 90 -0 70 0 30 -0 70 0 30 -0 70 -0 70 0 00 3 -0 70 -0 90 -0 70 0 30 -0 70 0 30 -0 70 0 00 4 -0 50 0 80 -0 50 0 80 -0 50 0 80 0 00 0 00 * (36) COLUMN & BRACING DESIGN LOADS * *Load Snow/ Rafter_Wind Brace_Wind Long Column_Wind I Aux_Load *No Id Dead ColI Live Left Right Left Right Wind Press Suct seisl Id Coef "em HCI STEEL BUILDING SYSTEMS, INC 8 1 1 00 1 00 1 00 2 1 00 0 00 0 50 3 1 00 0 00 0 50 4 1 00 0 00 0 00 5 1 00 0 00 0 00 6 1 00 0 00 0 00 7 1 00 1 00 0 00 8 1 00 1 00 0 00 Job No Customer Description o 00 0 00 o 00 0 00 o 00 0 00 o 00 0 00 1 00 0 00 o 00 1 00 o 00 0 00 o 00 0 00 2618 Osburn Steel Buildings, NAPA Auto Parts o 00 1 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 1 00 o 00 o 00 o 00 o 00 o 00 * * (37) COLUMN & BRACING DESIGN LOADS Deflection *Load *No Id Snow/ Rafter_Wind Brace_Wind Dead ColI Live Left Right Left Right o * * (38}RAFTER DESIGN LOADS * No *Load Load Id 1 2 3 4 5 6 7 8 9 9 o 00 o 00 o 00 1 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 1 00 o 00 o 00 o 00 o 00 Page 87 Of 139 modify Inc Date 5/25/2004 Designed B JRS Checked By o 00 0 0 00 o 00 0 0 00 o 00 0 0 00 o 00 0 0 00 o 00 0 0 00 o 00 0 0 00 1 00 0 0 00 -1 00 0 0 00 * *(39)RAFTER DESIGN LOADS Deflection * No *Load Load Id o o 00 1 00 1 00 o 00 1 00 1 00 o 00 o 00 Long Column_Wind Wind Press Suct Snow/ Rafter_Wind_1 Rafter_Wind_2 Dead Collat Live Left Right Left Right 1 00 1 00 1 00 0 00 0 00 0 00 0 00 1 00 0 00 0 00 1 00 0 00 0 00 0 00 1 00 0 00 0 00 0 00 1 00 0 00 0 00 1 00 0 00 0 00 0 00 0 00 1 00 0 00 1 00 0 00 0 00 0 00 0 00 0 00 1 00 1 00 1 00 1 25 0 00 0 00 0 00 0 00 1 00 1 00 0 00 0 00 0 00 0 00 0 00 1 00 1 00 0 00 0 00 0 00 0 00 0 00 1 00 1 00 0 00 0 00 0 00 0 00 0 00 Snow/ Rafter_wind_1 Rafter_Wind_2 Dead Collat Live Left Right Left Right * (40) AUXILIARY LOADS * No Aux Aux * Aux Id Name 1 1 'E1UNB LL l' (Max 80 loads, 20 comb/load) No _Add Add_Load Combs Id Coef 1 1 0 50 Seis o 00 o 00 o 00 o 00 o 00 o 00 o 00 1 00 -1 00 Seis Aux_Load Seisl Id Coef Aux_Load Id Coef o 0 00 o 0 00 o 0 00 o 0 00 o 0 00 1 -2 50 1 2 50 o 0 00 o 0 00 Aux_Load Id Coef Page 88 Of 139 = Job No 2618 modify Hel STEEL BUILDING SYSTEMS,INC Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By * (41)ADDITIONAL LOADS * No Add Surf Basic Load FX FY M X Y -Conc * Add Id Id Load Type W1 W2 Co DL1 DL2 -Unif 1 1 2 , 'D , -0 299 -0 299 0 33 0 00 31 62 *(42}GIRT LAPS * * Data ------Set_1------- ------Set_2------- ------Set 3------- * Opt Sets Left Right Quan Left Right Quan Left Right Quan o *(43)GIRT STRAPS * * Data ---Set 1--- ---Set 2--- ---Set_3--- ---Set 4--- *Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan o * Code file used was C \MBS\CODE\EW_UBC 97 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Endwall Design Code 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ STRUCTURAL CODE Design Basis - WS Hot Rolled Steel - AISC89 Cold Formed Steel - AISI96 BUILDING CODE Wind Code - UBC Year - 97 Seismic Zone - 3 2618 Column & Rafter Design 5/25/04 11 02am lIel HCI STEEL BUILDING SYSTEMS,INC Job No 2618 modify Page 89 Of 139 Date 5/25/2004 Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Designed B JRS Checked By 2618 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Column & Rafter Design 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ MEMBER SIZES Member Col-1 Col-2 Col-3 Col-4 Raf-1 Raf-2 Id Member Locate o 7 20 0 40 0 59 3 Member Size W8x10 W8x10 W8x10 W8x10 W8x10 W8x10 ---Web_Size-- Depth Thick 7 47 7 47 7 47 7 47 7 47 7 47 DESIGN ACTIONS/STRESSES (W/R/U-Section) o 170 o 170 o 170 o 170 o 170 o 170 -Flange_Size- Width Thick 3 94 3 94 3 94 3 94 3 94 3 94 Member Length o 205 o 205 o 205 o 205 o 205 o 205 13 6 20 0 20 0 13 6 31 6 31 6 Member Weight 135 8 200 2 200 2 135 8 316 2 316 2 1304 56 --- 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 Col-1 Col-1 Col-1 Col-1 Col-1 Col-1 Col-1 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-3 Col-3 Col-3 Col-3 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 1 2 3 4 3 75 2 28 o 94 -0 60 -0 87 -0 58 1 14 1 05 10 04 5 52 6 14 -1 07 -1 69 -1 17 2 67 3 68 9 95 6 51 5 52 -1 13 1 27 o 77 o 32 -0 20 -0 30 -0 20 o 38 o 35 3 39 1 87 2 07 -0 36 -0 57 -0 40 o 90 1 24 3 36 2 20 1 86 -0 38 13 61 18 15 18 15 40 00 40 00 40 00 18 15 18 15 13 61 18 15 18 15 40 00 40 00 40 00 18 15 18 15 13 61 18 15 18 15 40 00 o 00 -0 67 -0 67 o 67 -0 67 -0 67 o 00 o 00 o 00 -1 93 -1 93 1 93 -1 93 -1 93 o 00 o 00 o 00 -1 93 -1 93 1 93 o 00 o 52 o 52 o 52 o 52 o 52 o 00 o 00 o 00 1 52 1 52 1 52 1 52 1 52 o 00 o 00 o 00 1 52 1 52 1 52 20 00 26 67 26 67 26 67 26 67 26 67 26 67 26 67 20 00 26 67 26 67 26 67 26 67 26 67 26 67 26 67 20 00 26 67 26 67 26 67 Total= o 00 0 00 2 26 -3 47 2 26 -3 47 -2 26 -3 47 2 26 -3 47 2 26 -3 47 o 00 0 00 o 00 0 00 o 00 0 00 9 66 -14 84 9 66 -14 84 -9 66 -14 84 9 66 -14 84 9 66 -14 84 o 00 0 00 o 00 0 00 o 00 0 00 9 66 -14 84 9 66 -14 84 -9 66 -14 84 16 99 22 66 22 66 22 66 22 66 22 66 22 66 22 66 16 99 22 66 22 66 22 66 22 66 22 66 22 66 22 66 16 99 22 66 22 66 22 66 = HCI STEEL BUILDING SYSTEMS, I NC 2618 Job No 2618 modify Page 90 Of 139 Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By Column & Rafter Design 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Col-3 Col-3 Col-3 Col-3 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Raf-1 Raf-1 Raf-1 Raf-1 Raf-1 Raf-1 Raf-1 Raf-1 Raf-1 Raf-2 Raf-2 Raf-2 Raf-2 Raf-2 Raf-2 Raf-2 Raf-2 Raf-2 5 6 7 8 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 9 1 2 3 4 5 6 7 8 9 -0 69 -1 26 3 61 2 61 4 20 -0 65 2 66 -0 27 -2 13 -2 37 1 37 1 46 1 45 -1 42 -0 98 o 50 o 61 o 51 1 63 o 67 o 99 1 45 -1 41 -1 12 -1 02 o 51 1 60 o 52 o 98 o 67 STRESS RATIO Col-1 Col-1 Col-1 Mem Load Id Id 1 2 3 -0 23 -0 43 1 22 o 88 1 42 -0 22 o 90 -0 09 -0 72 -0 80 o 46 o 49 o 49 -0 48 -0 33 o 17 o 21 o 17 o 55 o 23 o 33 o 49 -0 48 -0 38 -0 35 o 17 o 54 o 18 o 33 o 23 Axial o 09 o 04 o 02 40 00 40 00 18 15 18 15 13 61 40 00 18 15 40 00 40 00 40 00 18 15 18 15 19 30 40 00 40 00 25 73 25 73 19 30 19 30 25 73 25 73 19 30 40 00 40 00 40 00 25 73 19 30 19 30 25 73 25 73 Shear o 00 o 02 o 02 -1 93 -1 93 o 00 o 00 o 00 -0 67 -0 67 o 67 -0 67 -0 67 o 00 o 00 -4 97 1 03 o 71 -0 99 o 75 1 48 -5 85 -1 32 -1 20 4 91 o 74 o 95 o 66 o 96 5 79 -1 44 1 16 1 28 Moment o 00 o 15 o 15 1 52 1 52 o 00 o 00 o 00 o 52 o 52 o 52 o 52 o 52 o 00 o 00 3 92 o 81 o 56 o 78 o 59 1 17 4 61 1 04 o 95 3 87 o 58 o 75 o 52 o 76 4 56 1 14 o 91 1 01 Axl+Mom o 09 o 17 o 16 26 67 26 67 26 67 26 67 20 00 26 67 26 67 26 67 26 67 26 67 26 67 26 67 20 00 26 67 26 67 26 67 26 67 20 00 20 00 26 67 26 67 20 00 26 67 26 67 26 67 26 67 20 00 20 00 26 67 26 67 Shr+Mom 9 66 -14 84 9 66 -14 84 o 00 0 00 o 00 0 00 o 00 0 00 2 26 -3 47 2 26 -3 47 -2 26 -3 47 2 26 -3 47 2 26 -3 47 o 00 0 00 o 00 0 00 17 66 -27 13 3 46 -5 32 2 27 -3 48 -3 13 -4 81 -2 69 -4 14 5 50 -8 45 19 97 -30 69 -3 71 -5 69 -3 38 -5 19 17 36 -26 68 -2 93 -4 50 -2 93 -4 50 -2 93 -4 50 -2 75 -4 23 19 73 -30 31 5 22 -8 02 3 70 -5 68 4 07 -6 26 22 66 22 66 22 66 22 66 16 99 22 66 22 66 22 66 22 66 22 66 22 66 22 66 32 70 36 69 36 69 36 69 43 61 32 70 32 70 36 69 36 69 32 70 36 69 38 85 36 69 36 69 32 70 32 70 43 61 43 61 He= Job No 2618 Page 91 Of 13 9 modify Date 5/25/2004 HCI STEEL BUILDING SYSTEMS,INC Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Designed B JRS Checked By 2618 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 5/25/04 11 02am Column & Rafter Design ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Col-1 Col-1 Col-1 Col-1 Col-1 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Raf-1 Raf-1 Raf-1 Raf-1 Raf-1 Raf-1 Raf-1 Raf-1 Raf-1 Raf-2 Raf-2 4 5 6 7 8 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 9 1 2 o 01 o 01 o 00 o 02 o 02 o 25 o 10 o 11 o 01 o 01 o 01 o 05 o 07 o 25 o 12 o 10 o 01 o 01 o 01 o 07 o 05 o 10 o 01 o 05 o 00 o 02 o 02 o 03 o 03 o 03 o 01 o 01 o 01 o 01 o 01 o 03 o 01 o 01 o 03 o 01 o 02 o 02 o 02 o 00 o 00 o 00 o 06 o 06 o 06 o 06 o 06 o 00 o 00 o 00 o 06 o 06 o 06 o 06 o 06 o 00 o 00 o 00 o 02 o 02 o 02 o 02 o 02 o 00 o 00 o 20 o 03 o 02 o 03 o 02 o 06 o 23 o 04 o 04 o 19 o 02 o 15 o 15 o 15 o 00 o 00 o 00 o 66 o 66 o 66 o 66 o 66 o 00 o 00 o 00 o 66 o 66 o 66 o 66 o 66 o 00 o 00 o 00 o 15 o 15 o 15 o 15 o 15 o 00 o 00 o 83 o 15 o 09 o 13 o 09 o 26 o 94 o 16 o 14 o 82 o 12 o 15 o 15 o 15 o 02 o 02 o 25 o 70 o 71 o 66 o 66 o 66 o 05 o 07 o 25 o 71 o 70 o 66 o 66 o 66 o 07 o 05 o 10 o 15 o 18 o 15 o 15 o 15 o 03 o 03 o 85 o 15 o 09 o 13 o 10 o 26 o 96 o 16 o 15 o 83 o 12 114 Job No 2618 Customer Osburn Steel Buildings, Inc NAPA Auto Parts Page 92 Of 139 modify Date 5/25/2004 Designed B JRS Checked By 2618 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 5/25/04 11 02am Column & Rafter Design Raf-2 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Raf-2 Raf-2 Raf-2 Raf-2 Raf-2 Raf-2 3 4 5 6 7 8 9 o 01 o 01 o 01 o 03 o 01 o 01 o 01 o 03 o 02 o 03 o 23 o 06 o 03 o 04 MEMBER DEFLECTIONS/COLUMN REACTIONS Mem Load Id Id Col-1 Col-1 Col-1 Col-1 Col-1 Col-1 Col-1 Col-1 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-4 Col-4 Deflection (in) Calc Allow 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 1 2 o 00 o 08 o 08 -0 08 o 08 o 08 o 00 o 00 o 00 o 78 o 78 -0 78 o 78 o 78 o 00 o 00 o 00 o 78 o 78 -0 78 o 78 o 78 o 00 o 00 o 00 o 08 1 81 1 81 1 81 1 81 1 81 1 81 1 81 1 81 2 67 2 67 2 67 2 67 2 67 2 67 2 67 2 67 2 67 2 67 2 67 2 67 2 67 2 67 2 67 2 67 1 81 1 81 o 12 o 12 o 12 o 93 o 25 o 13 o 14 o 12 o 12 o 12 o 94 o 25 o 14 o 15 Reaction (k ) Horz(OP) Vert Horz(IP) o 00 o 67 o 67 -0 67 o 67 o 67 o 00 o 00 o 00 1 93 1 93 -1 93 1 93 1 93 o 00 o 00 o 00 1 93 1 93 -1 93 1 93 1 93 o 00 o 00 o 00 o 67 3 75 2 28 o 94 -0 46 -0 74 -0 45 1 14 1 05 10 04 2 24 6 14 -0 87 -1 49 -0 97 1 77 3 68 9 95 6 51 2 24 -0 93 -0 49 -1 06 3 61 1 70 4 20 -0 51 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 3 49 o 00 o 00 o 00 o 00 o 96 o 00 o 00 o 00 3 49 o 00 o 00 o 00 o 00 o 96 o 00 o 00 Page 93 Of 139 He; Job No 2618 modify HCI STEEL BUILDING SYSTEMS. I NC Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Column & Rafter Design 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Col-4 3 0 08 1 81 0 67 2 66 0 00 Col-4 4 -0 08 1 81 -0 67 -0 14 0 00 Col-4 5 0 08 1 81 0 67 -1 99 0 00 Col-4 6 0 08 1 81 0 67 -2 23 0 00 Col-4 7 0 00 1 81 0 00 1 37 0 00 Col-4 8 0 00 1 81 0 00 1 46 0 00 Raf-1 1 -0 82 2 00 Raf-1 2 0 25 2 67 Raf-1 3 0 16 2 67 Raf-1 4 -0 22 2 67 Raf-1 5 0 12 2 67 Raf-1 6 -0 17 2 00 Raf-1 7 -1 02 2 00 Raf-1 8 -0 24 2 67 Raf-1 9 -0 22 2 67 Raf-2 1 -0 79 2 00 Raf-2 2 -0 12 2 67 Raf-2 3 0 13 2 67 Raf-2 4 0 08 2 67 Raf-2 5 -0 19 2 67 Raf-2 6 -0 98 2 00 Raf-2 7 -0 15 2 00 Raf-2 8 -0 20 2 67 Raf-2 9 -0 22 2 67 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Column Actions & Unbraced Lengths 5/25/04 11 02am LOAD COMBINATION # 1 --------Actions------- Unbraced_Length Col Base Axial Shear Moment Major Minor Id Offset k k f-k ft ft ------ ------ ------ ------ 1 0 00 3 75 0 00 0 00 13 6 7 3 1 6 79 3 68 0 00 0 00 13 6 7 3 1 13 58 3 61 0 00 0 00 13 6 7 3 H~ Job No 2618 Customer Osburn Steel Buildings, Inc NAPA Auto Parts Page 94 Of 13 9 modify Date 5/25/2004 Designed Byj JRS Checked By 2618 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 5/25/04 11 02am Column Actions & Unbraced Lengths ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2 2 2 3 3 3 4 4 4 o 00 10 01 20 02 o 00 10 01 20 02 o 00 6 79 13 58 10 04 9 94 9 84 9 95 9 85 9 75 4 20 4 13 4 06 LOAD COMBINATION # 2 Col Id o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 Base Axial --------Actions------- Offset k 1 1 1 2 2 2 3 3 3 4 4 4 2 28 2 22 2 15 5 52 5 42 5 32 6 51 6 41 6 31 -0 51 -0 58 -0 65 o 00 6 79 13 58 o 00 10 01 20 02 o 00 10 01 20 02 o 00 6 79 13 58 LOAD COMBINATION # 3 Col Id k f-k Shear Moment -0 67 o 00 o 67 -1 93 o 00 1 93 -1 93 o 00 1 93 -0 67 o 00 o 67 o 00 2 26 o 00 o 00 9 66 o 00 o 00 9 66 o 00 o 00 2 26 o 00 Base Axial --------Actions------- Offset k k f-k Shear Moment -0 67 o 00 o 67 o 00 2 26 o 00 20 0 20 0 20 0 20 0 20 0 20 0 13 6 13 6 13 6 7 3 7 3 7 3 7 3 7 3 7 3 7 3 7 3 7 3 Unbraced_Length Major ft 13 6 13 6 13 6 20 0 20 0 20 0 20 0 20 0 20 0 13 6 13 6 13 6 Minor ft 7 3 7 3 7 3 7 3 7 3 7 3 7 3 7 3 7 3 7 3 7 3 7 3 Unbraced_Length Major ft 13 6 13 6 13 6 Minor ft 7 3 7 3 7 3 1 1 1 o 94 o 87 o 80 o 00 6 79 13 58 He; HCI STEEL BUILDING SYSTEMS, INC. Job No i 2618 CUstomer Osburn Steel Buildings, Inc Description NAPA Auto Parts Page 95 Of 139 modify Date 5/25/2004 Designed B JRS Checked By 2618 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 5/25/04 11 02am Column Actions & Unbraced Lengths ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2 2 2 3 3 3 4 4 4 o 00 10 01 20 02 o 00 10 01 20 02 o 00 6 79 13 58 LOAD COMBINATION # 4 Col Id Base Offset 1 1 1 2 2 2 3 3 3 4 4 4 o 00 6 79 13 58 o 00 10 01 20 02 o 00 10 01 20 02 o 00 6 79 13 58 LOAD COMBINATION # 5 Col Id Base Offset 1 1 1 o 00 6 79 13 58 6 14 6 04 5 94 5 52 5 42 5 32 2 66 2 59 2 52 -1 93 o 00 1 93 -1 93 o 00 1 93 -0 67 o 00 o 67 o 00 9 66 o 00 o 00 9 66 o 00 o 00 2 26 o 00 Axial --------Actions------- k -0 46 -0 53 -0 60 -0 87 -0 97 -1 07 -0 93 -1 03 -1 13 -0 14 -0 20 -0 27 Shear Moment k f-k o 67 o 00 -0 67 1 93 o 00 -1 93 1 93 o 00 -1 93 o 67 o 00 -0 67 o 00 -2 26 o 00 o 00 -9 66 o 00 o 00 -9 66 o 00 o 00 -2 26 o 00 Axial --------Actions------- k -0 74 -0 81 -0 87 Shear Moment k f-k -0 67 o 00 o 67 o 00 2 26 o 00 20 0 20 0 20 0 20 0 20 0 20 0 13 6 13 6 13 6 7 3 7 3 7 3 7 3 7 3 7 3 7 3 7 3 7 3 Unbraced_Length Major ft 13 6 13 6 13 6 20 0 20 0 20 0 20 0 20 0 20 0 13 6 13 6 13 6 Minor ft 7 3 7 3 7 3 7 3 7 3 7 3 7 3 7 3 7 3 7 3 7 3 7 3 Unbraced_Length Major ft 13 6 13 6 13 6 Minor ft 7 3 7 3 7 3 Hel HCI STEEL BUILDING SYSTEMS. INC. Job No 2618 Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Page 96 Of 139 modify Date 5/25/2004 Designed B JRS Checked By 2618 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 5/25/04 11 02am Column Actions & Unbraced Lengths ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2 2 2 3 3 3 4 4 4 o 00 10 01 20 02 o 00 10 01 20 02 o 00 6 79 13 58 LOAD COMBINATION # 6 Col Id Base Offset 1 1 1 2 2 2 3 3 3 4 4 4 o 00 6 79 13 58 o 00 10 01 20 02 o 00 10 01 20 02 o 00 6 79 13 58 LOAD COMBINATION # 7 Col Id Base Offset 1 1 1 o 00 6 79 13 58 -1 49 -1 59 -1 69 -0 49 -0 59 -0 69 -1 99 -2 06 -2 13 -1 93 o 00 1 93 -1 93 o 00 1 93 -0 67 o 00 o 67 o 00 9 66 o 00 o 00 9 66 o 00 o 00 2 26 o 00 Axial --------Actions------- k -0 45 -0 51 -0 58 -0 97 -1 07 -1 17 -1 06 -1 16 -1 26 -2 23 -2 30 -2 37 k f-k Shear Moment -0 67 o 00 o 67 -1 93 o 00 1 93 -1 93 o 00 1 93 -0 67 o 00 o 67 o 00 2 26 o 00 o 00 9 66 o 00 o 00 9 66 o 00 o 00 2 26 o 00 Axial --------Actions------- k 1 14 1 07 1 00 k f-k Shear Moment o 00 o 00 o 00 o 00 o 00 o 00 20 0 20 0 20 0 20 0 20 0 20 0 13 6 13 6 13 6 7 3 7 3 7 3 7 3 7 3 7 3 7 3 7 3 7 3 Unbraced_Length Major ft 13 6 13 6 13 6 20 0 20 0 20 0 20 0 20 0 20 0 13 6 13 6 13 6 Minor ft 7 3 7 3 7 3 7 3 7 3 7 3 7 3 7 3 7 3 7 3 7 3 7 3 Unbraced_Length Major ft 13 6 13 6 13 6 Minor ft 7 3 7 3 7 3 Page 97 Of 139 ~~ = Job No 2618 modify Customer Osburn Steel Buildings, Inc Date 5/25/2004 Description NAPA Auto Parts Designed B JRS HCI STEEL BUILDING SYSTEMS,INC Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Column Actions & Unbraced Lengths 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2 0 00 2 67 0 00 0 00 20 0 7 3 2 10 01 2 57 0 00 0 00 20 0 7 3 2 20 02 2 47 0 00 0 00 20 0 7 3 3 0 00 3 61 0 00 0 00 20 0 7 3 3 10 01 3 51 0 00 0 00 20 0 7 3 3 20 02 3 41 0 00 0 00 20 0 7 3 4 0 00 1 37 0 00 0 00 13 6 7 3 4 6 79 1 30 0 00 0 00 13 6 7 3 4 13 58 1 24 0 00 0 00 13 6 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 1 05 0 00 0 00 13 6 7 3 1 6 79 0 98 0 00 0 00 13 6 7 3 1 13 58 0 91 0 00 0 00 13 6 7 3 2 0 00 3 68 0 00 0 00 20 0 7 3 2 10 01 3 58 0 00 0 00 20 0 7 3 2 20 02 3 48 0 00 0 00 20 0 7 3 3 0 00 2 61 0 00 0 00 20 0 7 3 3 10 01 2 50 0 00 0 00 20 0 7 3 3 20 02 2 40 0 00 0 00 20 0 7 3 4 0 00 1 46 0 00 0 00 13 6 7 3 4 6 79 1 39 0 00 0 00 13 6 7 3 4 13 58 1 33 0 00 0 00 13 6 7 3 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Rafter Splice Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Splice -Surface- ---Plate--- ---Design_Load--- ----Bolts(A325 }---- Id Typ Id Locate Width Thick Id Axl Shr Mom Row Diam Space Gage 1 F 3 o 0 6 0 0 375 4 o 5 o 3 1 1 1 0 750 0 00 3 00 Page 98 Of 139 HCI Job No 2618 modify Customer Osburn Steel Buildings, Inc Date Description NAPA Auto Parts Designed B HCI STEEL BUILDING SYSTEMS, INC. Checked By 1 0 0 0 1 -6 0 1 0 750 0 00 3 00 5/25/2004 JRS ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Base Plate & Anchor Bolt Design 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Column_Base Max_Reactions(k ) --Plate_Size(in)-- -Bolts (A307 } - Id Depth Comp Tens Shear width Length Thick Row Diam Gage ------ Col-1 7 9 3 7 -0 6 0 5 6 0 7 9 0 375 2 0 750 3 50 Col-2 7 9 10 0 -1 1 3 0 6 0 7 9 0 375 2 0 750 3 50 Col-3 7 9 10 0 -0 8 3 0 6 0 7 9 0 375 2 0 750 3 50 Col-4 7 9 4 2 -1 7 0 5 6 0 7 9 0 375 2 0 750 3 50 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Flush Girt Design Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ GIRT LOCATION Bay No Girt Id Id Girt 1 2 3 -------- -------- -------- 1 2 7 333 12 500 2 3 7 333 12 500 17 667 3 2 7 333 12 500 GIRT SPAN Bay No Girt Id Id Girt 1 2 3 -------- -------- -------- 1 2 18 419 18 419 2 3 19 250 19 250 19 250 3 2 18 419 18 419 GIRT SIZE Bay No Girt Id Id Girt 1 2 3 -------- -------- -------- 1 2 8Z25U16 8Z25U16 H = HCI STEEL BUILDING SYSTEMS,INC Job No 2618 Page 99 Of 139 modify Date 5/25/2004 Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Designed B JRS Checked By 2618 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 5/25/04 11 02am Flush Girt Design Report ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2 3 3 2 8Z25U16 8Z25U16 8Z25U16 8Z25U16 8Z25U16 GIRT INSIDE FLANGE BRACE No _Brace/Bay 1 2 3 1 1 1 GIRT ACTIONS Bay Girt Ld Id Id Id --Shear (k ) --- Calc Allow UC 1 1 WP -0 56 WS 0 56 1 2 WP -0 41 WS 0 41 2 1 WP -0 59 WS 0 59 2 2 WP -0 49 WS 0 49 2 3 WP -0 49 WS 0 49 3 1 WP -0 56 WS 0 56 3 2 WP -0 41 WS 0 41 3 08 0 18 3 08 0 18 3 08 0 13 3 08 0 13 3 08 0 19 3 08 0 19 3 08 0 16 3 08 0 16 3 08 0 16 3 08 0 16 3 08 0 18 3 08 0 18 3 08 0 13 3 08 0 13 --Moment(f-k }-- Calc Allow UC -2 60 2 60 -1 88 1 88 -2 84 2 84 -2 35 2 35 -2 35 2 35 -2 60 2 60 -1 88 1 88 5 77 0 45 2 89 0 90 5 77 0 33 2 89 0 65 5 77 0 49 2 89 0 98 5 77 0 41 2 89 0 81 5 77 0 41 2 89 0 82 5 77 0 45 2 89 0 90 5 77 0 33 2 89 0 65 ---Deflect(in)-- Calc Allow UC -0 73 o 73 -0 53 o 53 -0 88 o 88 -0 72 o 72 -0 73 o 73 -0 73 o 73 -0 53 o 53 2 46 0 30 2 46 0 30 2 46 0 22 2 46 0 22 2 57 0 34 2 57 0 34 2 57 0 28 2 57 0 28 2 57 0 28 2 57 0 28 2 46 0 30 2 46 0 30 2 46 0 22 2 46 0 22 2618 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 5/25/04 11 02am Endwall Diagonal Bracing Summary ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Page 100 Of 139 He; Job No 2618 modify HCI STEEL BUILDING SYSTEMS, INC. Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Endwall Diagonal Bracing Summary 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ PANEL SHEAR WITH NO BRACING Panel Shear (Allow) Panel Shear (Calc ) 100 0 58 2 DIAGONAL BRACING REQUIRED Bay Level ------Diag_Brace----- Brace_Tension(k ) ----Wind---- ---Seismic-- Max Id Height Type Size Part Calc Allow Calc Allow UC 2 19 19 R o 625 ROD625 4 75 5 08 4 03 8 14 0 93 COLUMN BASE REACTIONS Bay Col Wind_Max Seismic _Max Id Id Horz Vert(+/-) Horz Vert(+/-) --------- --------- 2 2 -3 49 3 22 -0 96 0 89 2 3 3 49 3 22 0 96 0 89 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Wall Panel Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 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 66 3 153 1 0 43 -58 0 138 8 0 42 -0 40 0 98 0 40 ws -66 3 138 8 0 48 58 0 153 1 0 38 0 40 0 98 0 40 2 5 17 WP 66 3 153 1 0 43 -5 8 138 8 0 04 0 02 0 69 0 04 ws -66 3 138 8 0 48 5 8 153 1 0 04 -0 02 0 69 0 04 3 3 87 WP 16 5 153 1 0 11 -16 9 138 8 0 12 -0 03 0 52 0 06 Page 101 Of 139 Job No 2618 modify Date Description NAPA Auto Parts Designed B Checked By 5/25/2004 JRS Customer Osburn Steel Buildings, Inc HCI STEEL BUILDING SYSTEMS,INC ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Wall Panel Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ WS -16 5 138 8 0 12 16 9 153 1 0 11 o 03 0 52 0 06 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Endwall Design Warning Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ No Warnings ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Endwall Weight Summary 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ FORCED SPACING Total Column Weight 672 10 Total Rafter Weight 632 46 Total Girt Weight 362 74 Total Door Jamb Weight 0 00 Total Bracing Weight 58 87 Total Clips Weight 23 10 -------- Total Endwall Weight 1749 26 Page 102 Of 13 9 == Job No 2618 modify HCI STEEL BUILDING SYSTEMS, INC. Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By *============================================================================== *2618 Endwall Design Input 5/25/04 11 02am *============================================================================== *(l}JOBID (Max 60 char) '2618' * (2) PROGRAM OPTIONS * EW Run Run Run Run No_Des Lap Cycles Stiff 4 0 50 * Id Col/Raf Girt Brace Panel 'R' 'Y' 'Y' 'Y' 'Y' *(3)DESIGN CODE * *Design * Code ---Steel_Code--- Cold Hot 'AISI96' 'AISC89' ---Build--- Seismic Country Code Year Zone 'WS' 'UBC ' '97' '3 ' U-Sec EP Panel ---Stress_Ratio--- Col/Raf Girt Panel Wind Strength Factor *(4)DESIGN CONSTANTS * ---------------Steel_Yield(ksi * Web FIg C-Sec W-Sec R-Sec )-------------- 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 o 90 90 90 90 90 90 80 * (6) REPORTS * Input Column Wall Door Wall Cable * Echo Rafter Girt Jamb Panel Brace 'I' '3 ' '2 ' 'Y' 'Y' 'Y' * (7}BUILDING TYPE * Build Build Build Expand_EW * Type Width Length Use Offset 'FF- , 60 0000 105 0000 'N , 15 50 * (8}SURFACE SHAPE * No X-Coord Y-Coord Offset Page 103 Of 139 Job No 2618 modify II = HCI STEEL BUILDING SYSTEMS, I NC Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By * Surf (ft) (ft) (in) 4 0 0000 14 5000 8 000 30 0000 24 5000 9 000 60 0000 14 5000 9 000 60 0000 0 0000 8 000 *(9}BAY SPACING * Roof Bay Frame Sets_Of Bay No Bays Width Bays * Recess 26 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 2 1 8 0000 7 0000 1 3333 31 2 0000 0 000 0 000 'C , 'N' 1 8 0000 7 0000 10 3333 31 2 0000 0 000 0 000 'C , 'N' *(ll)PARTIAL WALLS * Set_Of Base Full Load --Bay_Id-- Start End Wall Height * Bays o Type * (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 8 00 'R , , - , 8 00 'R 8 00 'R 8 00 'N' 83 333 0 000 * ( 13 ) COLUMN SIZE * Set No Column * Member Column Size 'N' * (14) RAFTERS * Rafter Rafter Flange * Select Set Depth 8 000 Same Brace 'R 'Y' 'Y' * (15) RAFTERS SIZE * Set No Rafter Job No 2618 H~ = HCI STEEL BUILDING SYSTEMS, INC modify Page 104 Of 139 Date 5/25/2004 Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts * Member Rafter Size 'N' * (16) RAFTER SPLICES * Surf No Splice Splice * Id Splice Loc Type 2 0 3 1 0 0000 'F , *(17)GIRT DESIGN * Girt In_FIg * Type Brace Max Girt_To Rafter Set Lap o 0000 Set Depth 8 000 Space 7 3333 'N' I ZF' 'Y' *(18)GIRT LOCATION * Set No * Loc Girt Girt Location 'N' 0 *(19)SPECIAL GIRT * Sets_Of --Bay_Id-- Girt Girt Girt * Girts Start End Height Type Rotate o *(20)ROOF PURL INS * Surf Peak Purl No Surf * Id Space Space Purlin Ext 3 1 000 4 375 7 3 250 2 1 000 4 375 7 3 250 * (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 One_Girt Depth/Bay 'y' Designed B JRS Checked By Max_Unbr Length 10 0000 HC= Job No 2618 Osburn Steel Buildings, Inc Customer Description NAPA Auto Parts HCI STEEL BUILDING SYSTEMS, I NC ,,:,;,:..,. ' * Wind Shear Specified Bays_For_Bracing Brace No _Bays Specified 1 2 * Type 100 0 'R ' *(24}WIND BENTS * --Member-- No_Of * Type Depth o 00 Bay_Id Bays o *(25)WIND COLUMNS * --Member-- No_Of Left! Right * Type Depth o 00 Bay_Id Bays o *(26}WALL BRACING ATTACHMENT *No_Of Attach --Bay_Id-- *Attach Id Start End No_Of Level Level_Height o *(27)EAVE EXTENSION * *Wall No_Of Ext -Bay_Id-- *Id Ext Id Start End Height width 3 250 Slope 4 000 2 4 1 4 14 500 1 o 1 * (28)CANOPY * *Wall No_Of Ext *Id Ext Id 3 0 2 0 4 0 -Bay_Id-- Start End Height Width Slope * (29) FACIA/PARAPET * *Wall #Of Ext Fac Bay_Id * Id Ext Id Typ St End * (C,E) 3 0 2 0 4 0 -Edge_Extend- Left Right o 000 3 250 -Edge_Extend- Left Right Page 105 Of 139 modify Date 5/25/2004 Designed By JRS Checked By Ext Mount 'F' Ext Mount ----Attach_Beam--- ---Facia/Parapet--- Edge_Extend Ext Height Width Slope Elev Height Slope Left Right Mnt (ft) (ft) ? 12 (ft) (ft) ? 12 (ft) (ft) Job No 2618 modify Date 5/25/2004 H = Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Designed B JRS Checked By HCI STEEL BUILDING SYSTEMS. I NC * (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 Press Suct Facia/Parapet Facia/Parapet_Girt *Id Dead Collat Live Press Suct Press Suct 1 o 1 5 0 2 5 o 0 -33 8 14 2 -14 2 14 2 -14 2 *(32)BASIC LOADS * --Edge_Strip_Zone-- * Dead Collat Live Snow Basic Wind_Load_Ratio Girt Panel * Load Load Load Load Wind Deflect Factor width Ratio Ratio 2 5 5 0 20 0 25 0 10 9 1 00 1 00 0 000 1 00 1 00 *(33)BASIC LOADS AT EAVE * Seis_Coeff Seis_Load Frame Brace Torsion_Forces Wind Seismic * Frame Brace o 1052 0 3241 1 16 o 00 o 00 3 57 *(34}WIND PRESSURE/SUCTION * * Wind Wind * Press Suct 9 8 -9 8 Column 9 8 -9 8 Girt/Header 9 8 -9 8 Jamb 13 1 -13 1 Panel 14 2 -14 2 Parapet Girt *(35)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 -0 90 -0 70 0 30 -0 70 0 30 -0 70 -0 70 0 00 3 -0 70 -0 90 -0 70 0 30 -0 70 0 30 -0 70 0 00 4 -0 50 0 80 -0 50 0 80 -0 50 0 80 0 00 0 00 * (36) COLUMN & BRACING DESIGN LOADS * Page 106 Of 139 HC= Job No 2618 modify Customer Osburn Steel Buildings, Inc Date 5/25/2004 Description NAPA Auto Parts Designed By JRS HCI STEEL BUILDING SYSTEMS,INC Checked By *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 o 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 * (37) 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 * (38) RAFTER DESIGN LOADS * * No Load Snow/ Rafter_Wind_1 Rafter_Wind_2 I Aux_Load *Load Id Dead Collat Live Left Right Left Right Seis I Id Coef 9 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 1 25 0 00 0 00 0 00 0 00 0 00 1 -2 50 7 1 00 1 00 0 00 0 00 0 00 0 00 0 00 0 00 1 2 50 8 1 00 1 00 0 00 0 00 0 00 0 00 0 00 1 00 0 0 00 9 1 00 1 00 0 00 0 00 0 00 0 00 0 00 -1 00 0 0 00 * (39)RAFTER DESIGN LOADS Deflection * * No Load Snow/ Rafter_Wind_1 Rafter_Wind_2 I Aux_Load *Load Id Dead Collat Live Left Right Left Right Seis I Id Coef 0 * (40)AUXILIARY LOADS (Max 80 loads, 20 comb/load) * No Aux Aux No _Add Add_Load * Aux Id Name Combs Id Coef 1 1 'E2UNB_LL l' 1 1 o 50 Page 107 Of 139 Page 10S Of 139 II Job No 2618 modify Customer Osburn Steel Buildings, Inc Date 5/25/2004 NAPA Auto Parts Designed B JRS Checked By * (41}ADDITIONAL LOADS * No Add Surf Basic * Add Id 1 1 Id 2 Load Load Type FX W1 -0 378 FY W2 -0 378 M Co X DL1 o 00 Y -Conc 'D ' o 33 DL2 -Unif 31 62 *(42)GIRT LAPS * * Data ------Set_1------- ------Set_2------- ------Set 3------- * Opt Sets Left Right Quan Left Right Quan Left Right Quan o *(43}GIRT STRAPS * * Data ---Set 1--- ---Set 2--- ---Set 3--- ---Set_4--- *Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan o * Code file used was C \MBS\CODE\EW_UBC 97 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Endwall Design Code 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ STRUCTURAL CODE Design Basis - WS Hot Rolled Steel - AISC89 Cold Formed Steel - AISI96 BUILDING CODE Wind Code - UBC Year - 97 Seismic Zone - 3 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Column & Rafter Design 5/25/04 11 02am ============================================================================== H~ = HCI STEEL BUILDING SYSTEMS, INC Job No 2618 modify Page 109 Of 139 Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By 2618 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Column & Rafter Design 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ MEMBER SIZES Member Col-1 Col-2 Col-3 Col-4 Raf-1 Raf-2 Id Member Locate o 7 20 0 40 0 59 3 Member Size W8x10 W8x10 W8x10 W8x10 W8x13 W8x13 ---Web_Size-- Depth Thick 7 47 7 47 7 47 7 47 7 49 7 49 DESIGN ACTIONS/STRESSES (W/R/U-Section) o 170 o 170 o 170 o 170 o 230 o 230 -Flange_Size- Width Thick 3 94 3 94 3 94 3 94 4 00 4 00 Member Member Length Weight o 205 o 205 o 205 o 205 o 255 o 255 13 6 20 0 20 0 13 6 31 6 31 6 135 8 200 2 200 2 135 8 411 1 411 1 1494 29 --- 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 Col-1 Col-1 Col-1 Col-1 Col-1 Col-1 Col-1 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-3 Col-3 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 1 2 5 25 3 30 -0 81 -0 36 -2 98 -2 68 1 79 1 68 12 53 6 92 7 67 -1 42 -1 59 -0 86 3 25 4 47 12 64 7 20 1 77 1 12 -0 27 -0 12 -1 01 -0 90 o 60 o 57 4 23 2 34 2 59 -0 48 -0 54 -0 29 1 10 1 51 4 27 2 43 13 61 18 15 40 00 40 00 40 00 40 00 18 15 18 15 13 61 18 15 18 15 40 00 40 00 40 00 18 15 18 15 13 61 18 15 o 00 -0 67 -0 67 o 67 -0 67 -0 67 o 00 o 00 o 00 -1 93 -1 93 1 93 -1 93 -1 93 o 00 o 00 o 00 -1 93 o 00 o 52 o 52 o 52 o 52 o 52 o 00 o 00 o 00 1 52 1 52 1 52 1 52 1 52 o 00 o 00 o 00 1 52 20 00 26 67 26 67 26 67 26 67 26 67 26 67 26 67 20 00 26 67 26 67 26 67 26 67 26 67 26 67 26 67 20 00 26 67 Total= o 00 0 00 2 26 -3 47 2 26 -3 47 -2 26 -3 47 2 26 -3 47 2 26 -3 47 o 00 0 00 o 00 0 00 o 00 0 00 9 66 -14 84 9 66 -14 84 -9 66 -14 84 9 66 -14 84 9 66 -14 84 o 00 0 00 o 00 0 00 o 00 0 00 9 66 -14 84 16 99 22 66 22 66 22 66 22 66 22 66 22 66 22 66 16 99 22 66 22 66 22 66 22 66 22 66 22 66 22 66 16 99 22 66 H = HCI STEEL BUILDING SYSTEMS, INC. Job No 2618 modify Page 110 Of 139 Date 5/25/2004 Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Designed B JRS Checked By 2618 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Column & Rafter Design 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Raf-1 Raf-1 Raf-1 Raf-1 Raf-1 Raf-1 Raf-1 Raf-1 Raf-1 Raf-2 Raf-2 Raf-2 Raf-2 Raf-2 Raf-2 Raf-2 Raf-2 Raf-2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 9 1 2 3 4 5 6 7 8 9 6 93 -1 34 -1 47 -2 13 4 55 3 33 4 70 1 15 2 85 -0 75 -0 73 -1 10 1 29 1 40 1 83 -1 41 -1 77 o 65 -1 28 o 63 2 05 o 83 1 21 1 84 -1 24 -1 79 o 77 o 63 2 03 o 67 1 22 o 84 STRESS RATIO Col-1 Mem Load Id Id 1 2 34 -0 45 -0 50 -0 72 1 54 1 13 1 59 o 39 o 96 -0 25 -0 25 -0 37 o 44 o 47 o 48 -0 37 -0 46 o 17 -0 33 o 16 o 53 o 22 o 32 o 48 -0 32 -0 47 o 20 o 16 o 53 o 17 o 32 o 22 Axial o 13 18 15 40 00 40 00 40 00 18 15 18 15 13 61 18 15 18 15 40 00 40 00 40 00 18 15 18 15 19 25 40 00 40 00 25 66 40 00 19 25 19 25 25 66 25 66 19 25 40 00 40 00 25 66 25 66 19 25 19 25 25 66 25 66 Shear o 00 -1 93 1 93 -1 93 -1 93 o 00 o 00 o 00 -0 67 -0 67 o 67 -0 67 -0 67 o 00 o 00 -6 21 -1 20 -0 93 -1 22 -0 83 1 83 -7 34 -1 62 -1 48 6 28 -0 89 -1 30 -0 94 1 26 7 39 -1 85 1 53 1 67 Moment o 00 1 52 1 52 1 52 1 52 o 00 o 00 o 00 o 52 o 52 o 52 o 52 o 52 o 00 o 00 3 61 o 70 o 54 o 71 o 48 1 06 4 26 o 94 o 86 3 65 o 52 o 76 o 55 o 73 4 29 1 07 o 89 o 97 Axl+Mom o 13 26 67 26 67 26 67 26 67 26 67 26 67 20 00 26 67 26 67 26 67 26 67 26 67 26 67 26 67 20 00 26 67 26 67 26 67 26 67 20 00 20 00 26 67 26 67 20 00 26 67 26 67 26 67 26 67 20 00 20 00 26 67 26 67 Shr+Mom 9 66 -14 84 -9 66 -14 84 9 66 -14 84 9 66 -14 84 o 00 0 00 o 00 0 00 o 00 0 00 2 26 -3 47 2 26 -3 47 -2 26 -3 47 2 26 -3 47 2 26 -3 47 o 00 0 00 o 00 0 00 21 96 -26 59 -3 69 -4 46 -3 68 -4 46 -3 51 -4 25 -3 68 -4 46 6 56 -7 94 25 00 -30 28 5 19 -6 28 4 73 -5 73 22 31 -27 02 2 85 -3 45 4 36 -5 28 -3 39 -4 10 -3 96 -4 80 25 32 -30 66 6 87 -8 32 4 99 -6 04 5 44 -6 59 22 66 22 66 22 66 22 66 22 66 22 66 16 99 22 66 22 66 22 66 22 66 22 66 22 66 22 66 33 00 40 00 38 86 38 86 38 86 33 00 33 00 44 00 44 00 33 00 38 86 38 86 44 00 38 86 33 00 33 00 44 00 44 00 / = Job No 2618 Page 111 Of 139 modify Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By HCI STEEL BUILDING SYSTEMS, INC. 2618 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 5/25/04 11 02am Column & Rafter Design ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Col-1 Col-1 Col-1 Col-1 Col-1 Col-1 Col-1 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-2 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-3 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Col-4 Raf-1 Raf-1 Raf-1 Raf-1 Raf-1 Raf-1 Raf-1 Raf-1 Raf-1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 1 o 06 o 01 o 00 o 03 o 02 o 03 o 03 o 31 o 13 o 14 o 01 o 01 o 01 o 06 o 08 o 31 o 13 o 13 o 01 o 01 o 02 o 08 o 06 o 12 o 02 o 05 o 01 o 01 o 01 o 02 o 03 o 02 o 01 o 01 o 01 o 01 o 01 o 03 o 01 o 01 o 02 o 02 o 02 o 02 o 02 o 00 o 00 o 00 o 06 o 06 o 06 o 06 o 06 o 00 o 00 o 00 o 06 o 06 o 06 o 06 o 06 o 00 o 00 o 00 o 02 o 02 o 02 o 02 o 02 o 00 o 00 o 18 o 03 o 02 o 03 o 02 o 05 o 21 o 04 o 03 o 15 o 15 o 15 o 15 o 15 o 00 o 00 o 00 o 66 o 66 o 66 o 66 o 66 o 00 o 00 o 00 o 66 o 66 o 66 o 66 o 66 o 00 o 00 o 00 o 15 o 15 o 15 o 15 o 15 o 00 o 00 o 81 o 11 o 11 o 11 o 11 o 24 o 92 o 14 o 13 o 19 o 15 o 15 o 15 o 15 o 03 o 03 o 31 o 72 o 74 o 66 o 66 o 66 o 06 o 08 o 31 o 73 o 72 o 66 o 66 o 66 o 08 o 06 o 12 o 16 o 18 o 15 o 15 o 15 o 02 o 03 o 82 o 11 o 11 o 11 o 11 o 25 o 94 o 15 o 14 ') <.. 3 4 5 6 7 8 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 9 Job No 2618 II = Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts HCI STEEL BUILDING SYSTEMS,INC Page 112 Of 139 modify Date 5/25/2004 Designed B I JRS Checked By 2618 Column & Rafter Design ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Raf-2 1 0 02 0 18 0 82 0 83 Raf-2 2 0 01 0 02 0 09 0 09 Raf-2 3 0 01 0 03 0 14 0 14 Raf-2 4 0 01 0 02 0 09 0 10 Raf-2 5 0 01 0 03 0 12 0 12 Raf-2 6 0 03 0 21 0 93 0 95 Raf-2 7 0 01 0 05 0 25 0 26 Raf-2 8 0 01 0 03 0 14 0 15 Raf-2 9 0 01 0 04 0 15 0 16 MEMBER DEFLECTIONS/COLUMN REACTIONS Mem Load Deflection (in) Reaction (k ) Id Id Calc Allow Horz (OP) Vert Horz(IP) ------ ------- ------- Col-1 1 0 00 1 81 0 00 5 25 0 00 Col-1 2 0 08 1 81 0 67 3 30 0 00 Col-1 3 0 08 1 81 0 67 -0 67 0 00 Col-1 4 -0 08 1 81 -0 67 -0 22 0 00 Col-1 5 0 08 1 81 0 67 -2 85 0 00 Col-1 6 0 08 1 81 0 67 -2 54 0 00 Col-1 7 0 00 1 81 0 00 1 79 0 00 Col-1 8 0 00 1 81 0 00 1 68 0 00 Col-2 1 0 00 2 67 0 00 12 53 0 00 Col-2 2 0 78 2 67 1 93 3 29 3 87 Col-2 3 0 78 2 67 1 93 7 67 0 00 Col-2 4 -0 78 2 67 -1 93 -1 22 0 00 Col-2 5 0 78 2 67 1 93 -1 39 0 00 Col-2 6 0 78 2 67 1 93 -0 66 0 00 Col-2 7 0 00 2 67 0 00 2 16 1 16 Col-2 8 0 00 2 67 0 00 4 47 0 00 Col-3 1 0 00 2 67 0 00 12 64 0 00 Col-3 2 0 78 2 67 1 93 7 20 0 00 Col-3 3 0 78 2 67 1 93 3 29 3 87 Col-3 4 -0 78 2 67 -1 93 -1 14 0 00 Col-3 5 0 78 2 67 1 93 -1 27 0 00 Col-3 6 0 78 2 67 1 93 -1 93 0 00 Col-3 7 0 00 2 67 0 00 4 55 0 00 Col-3 8 0 00 2 67 0 00 2 24 1 16 Page 113 Of 139 Job No 2618 modify II ; HCI STEEL BUILDING SYSTEMS, INC. Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Column & Rafter Design 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Col-4 1 0 00 1 81 0 00 4 70 0 00 Col-4 2 0 08 1 81 0 67 1 15 0 00 Col-4 3 0 08 1 81 0 67 2 85 0 00 Col-4 4 -0 08 1 81 -0 67 -0 61 0 00 Col-4 5 0 08 1 81 0 67 -0 60 0 00 Col-4 6 0 08 1 81 0 67 -0 96 0 00 Col-4 7 0 00 1 81 0 00 1 29 0 00 Col-4 8 0 00 1 81 0 00 1 40 0 00 Raf-1 1 -0 78 2 00 Raf-1 2 0 13 2 67 Raf-1 3 -0 12 2 67 Raf-1 4 -0 19 2 67 Raf-1 5 0 08 2 67 Raf-1 6 -0 14 2 00 Raf-1 7 -0 98 2 00 Raf-1 8 -0 22 2 67 Raf-1 9 -0 20 2 67 Raf-2 1 -0 81 2 00 Raf-2 2 0 16 2 67 Raf-2 3 0 24 2 67 Raf-2 4 0 12 2 67 Raf-2 5 -0 22 2 67 Raf-2 6 -1 00 2 00 Raf-2 7 -0 17 2 00 Raf-2 8 -0 22 2 67 Raf-2 9 -0 24 2 67 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Column Actions & Unbraced Lengths 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ LOAD COMBINATION # 1 --------Actions------- Unbraced_Length Col Base Axial Shear Moment Major Minor Id Offset k k f-k ft ft ------ ------ ------ ------ ------ 1 0 00 5 25 0 00 0 00 13 6 7 3 Page 114 Of 139 lIel Job No 2618 modify Customer Osburn Steel Buildings, Inc Date 5/25/2004 Description NAPA Auto Parts Designed B JRS HCI STEEL BUILDING SYSTEMS, INC Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Column Actions & Unbraced Lengths 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1 6 79 5 18 0 00 0 00 13 6 7 3 1 13 58 5 11 0 00 0 00 13 6 7 3 2 0 00 12 53 0 00 0 00 20 0 7 3 2 10 01 12 43 0 00 0 00 20 0 7 3 2 20 02 12 33 0 00 0 00 20 0 7 3 3 0 00 12 64 0 00 0 00 20 0 7 3 3 10 01 12 54 0 00 0 00 20 0 7 3 3 20 02 12 44 0 00 0 00 20 0 7 3 4 0 00 4 70 0 00 0 00 13 6 7 3 4 6 79 4 63 0 00 0 00 13 6 7 3 4 13 58 4 56 0 00 0 00 13 6 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 3 30 -0 67 0 00 13 6 7 3 1 6 79 3 24 0 00 2 26 13 6 7 3 1 13 58 3 17 0 67 0 00 13 6 7 3 2 0 00 6 92 -1 93 0 00 20 0 7 3 2 10 01 6 82 0 00 9 66 20 0 7 3 2 20 02 6 72 1 93 0 00 20 0 7 3 3 0 00 7 20 -1 93 0 00 20 0 7 3 3 10 01 7 10 0 00 9 66 20 0 7 3 3 20 02 7 00 1 93 0 00 20 0 7 3 4 0 00 1 15 -0 67 0 00 13 6 7 3 4 6 79 1 08 0 00 2 26 13 6 7 3 4 13 58 1 02 0 67 0 00 13 6 7 3 LOAD COMBINATION # 3 -------------------- --------Actions------- Unbraced_Length Col Base Axial Shear Moment Major Minor Id Offset k k f-k ft ft ------ ------ ------ ------ ------ 1 0 00 -0 67 -0 67 0 00 13 6 7 3 H<< Page 115 Of 139 I Job No 2618 modify HCI STEEL BUILDING SYSTEMS.INC Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Column Actions & Unbraced Lengths 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1 6 79 -0 74 0 00 2 26 13 6 7 3 1 13 58 -0 81 0 67 0 00 13 6 7 3 2 0 00 7 67 -1 93 0 00 20 0 7 3 2 10 01 7 57 0 00 9 66 20 0 7 3 2 20 02 7 47 1 93 0 00 20 0 7 3 3 0 00 6 93 -1 93 0 00 20 0 7 3 3 10 01 6 83 0 00 9 66 20 0 7 3 3 20 02 6 73 1 93 0 00 20 0 7 3 4 0 00 2 85 -0 67 0 00 13 6 7 3 4 6 79 2 78 0 00 2 26 13 6 7 3 4 13 58 2 72 0 67 0 00 13 6 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 22 0 67 0 00 13 6 7 3 1 6 79 -0 29 0 00 -2 26 13 6 7 3 1 13 58 -0 36 -0 67 0 00 13 6 7 3 2 0 00 -1 22 1 93 0 00 20 0 7 3 2 10 01 -1 32 0 00 -9 66 20 0 7 3 2 20 02 -1 42 -1 93 0 00 20 0 7 3 3 0 00 -1 14 1 93 0 00 20 0 7 3 3 10 01 -1 24 0 00 -9 66 20 0 7 3 3 20 02 -1 34 -1 93 0 00 20 0 7 3 4 0 00 -0 61 0 67 0 00 13 6 7 3 4 6 79 -0 68 0 00 -2 26 13 6 7 3 4 13 58 -0 75 -0 67 0 00 13 6 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 -2 85 -0 67 0 00 13 6 7 3 Page 116 Of 139 ~c= Job No 2618 modify Customer Osburn Steel Buildings, Inc Date 5/25/2004 HCI STEEL BUILDING SYSTEMS.INC Description NAPA Auto Parts Designed B~ JRS Checked By .... ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Column Actions & Unbraced Lengths 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1 6 79 -2 91 0 00 2 26 13 6 7 3 1 13 58 -2 98 0 67 0 00 13 6 7 3 2 0 00 -1 39 -1 93 0 00 20 0 7 3 2 10 01 -1 49 0 00 9 66 20 0 7 3 2 20 02 -1 59 1 93 0 00 20 0 7 3 3 0 00 -1 27 -1 93 0 00 20 0 7 3 3 10 01 -1 37 0 00 9 66 20 0 7 3 3 20 02 -1 47 1 93 0 00 20 0 7 3 4 0 00 -0 60 -0 67 0 00 13 6 7 3 4 6 79 -0 66 0 00 2 26 13 6 7 3 4 13 58 -0 73 0 67 0 00 13 6 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 -2 54 -0 67 0 00 13 6 7 3 1 6 79 -2 61 0 00 2 26 13 6 7 3 1 13 58 -2 68 0 67 0 00 13 6 7 3 2 0 00 -0 66 -1 93 0 00 20 0 7 3 2 10 01 -0 76 0 00 9 66 20 0 7 3 2 20 02 -0 86 1 93 0 00 20 0 7 3 3 0 00 -1 93 -1 93 0 00 20 0 7 3 3 10 01 -2 03 0 00 9 66 20 0 7 3 3 20 02 -2 13 1 93 0 00 20 0 7 3 4 0 00 -0 96 -0 67 0 00 13 6 7 3 4 6 79 -1 03 0 00 2 26 13 6 7 3 4 13 58 -1 10 0 67 0 00 13 6 7 3 LOAD COMBINATION # 7 -------------------- --------Actions------- Unbraced_Length Col Base Axial Shear Moment Major Minor Id Offset k k f-k ft ft ---- ------ ------ ------ ------ ------ ------ 1 0 00 1 79 0 00 0 00 13 6 7 3 Page 117 Of 139 Nt = Job No 2618 modify Customer Osburn Steel Buildings, Inc Date 5/25/2004 Description NAPA Auto Parts Designed B JRS HCI STEEL BUILDING SYSTEMS, INC. Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Column Actions & Unbraced Lengths 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1 6 79 1 72 0 00 0 00 13 6 7 3 1 13 58 1 65 0 00 0 00 13 6 7 3 2 0 00 3 25 0 00 0 00 20 0 7 3 2 10 01 3 15 0 00 0 00 20 0 7 3 2 20 02 3 05 0 00 0 00 20 0 7 3 3 0 00 4 55 0 00 0 00 20 0 7 3 3 10 01 4 45 0 00 0 00 20 0 7 3 3 20 02 4 35 0 00 0 00 20 0 7 3 4 0 00 1 29 0 00 0 00 13 6 7 3 4 6 79 1 22 0 00 0 00 13 6 7 3 4 13 58 1 16 0 00 0 00 13 6 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 1 68 0 00 0 00 13 6 7 3 1 6 79 1 61 0 00 0 00 13 6 7 3 1 13 58 1 55 0 00 0 00 13 6 7 3 2 0 00 4 47 0 00 0 00 20 0 7 3 .... 10 01 4 37 0 00 0 00 20 0 7 3 .. 2 20 02 4 27 0 00 0 00 20 0 7 3 3 0 00 3 33 0 00 0 00 20 0 7 3 3 10 01 3 23 0 00 0 00 20 0 7 3 3 20 02 3 13 0 00 0 00 20 0 7 3 4 0 00 1 40 0 00 0 00 13 6 7 3 4 6 79 1 33 0 00 0 00 13 6 7 3 4 13 58 1 26 0 00 0 00 13 6 7 3 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Rafter Splice Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Splice -Surface- ---Plate--- ---Design_Load--- ----Bolts(A325 )____ Id Typ Id Locate Width Thick Id Axl Shr Mom Row Diam Space Gage He HCI STEEL BUILDING SYSTEMS,INC Page 118 Of 139 2618 modify Osburn Steel Buildings, Inc Date 5/25/2004 NAPA Auto Parts Designed B JRS Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Rafter Splice Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1 F 3 o 0 6 0 0 375 5 1 o 5 o 0 o 4 1 4 o 1 -7 5 1 0 750 1 0 750 o 00 3 00 o 00 3 00 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Base Plate & Anchor Bolt Design 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Column_Base Max_Reactions(k ) --Plate_Size(in}-- -Bolts (A307 ) - Id Depth Comp Tens Shear Width Length Thick Row Diam Gage Col-1 7 9 5 2 -2 1 0 5 6 0 7 9 0 375 2 0 750 3 50 Col-2 7 9 12 5 -1 0 3 2 6 0 7 9 0 375 2 0 750 3 50 Col-3 7 9 12 6 -1 4 3 2 6 0 7 9 0 375 2 0 750 3 50 Col-4 7 9 4 7 -0 7 0 5 6 0 7 9 0 375 2 0 750 3 50 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Flush Girt Design Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ GIRT LOCATION Bay No Girt Id Id Girt 1 2 3 -------- -------- -------- 1 2 7 333 12 500 2 3 7 333 12 500 17 667 3 2 7 333 12 500 GIRT SPAN Bay No Girt Id Id Girt 1 2 3 -------- -------- -------- 1 2 18 419 18 419 2 3 19 250 19 250 19 250 3 2 18 419 18 419 GIRT SIZE HC= HCI STEEL BUILDING SYSTEMS.INC Job No 2618 Page 119 Of 139 modify Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By 2618 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 5/25/04 11 02am Flush Girt Design Report Bay No ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Id Girt Girt Id 1 1 2 3 2 3 2 SZ25U16 8Z25U16 8Z25U16 8Z25U16 8Z25U16 8Z25U16 8Z25U16 GIRT INSIDE FLANGE BRACE No _Brace/Bay 1 2 3 1 1 1 GIRT ACTIONS Bay Girt Ld Id Id Id 2 --Shear (k }--- Calc Allow UC 1 1 WP 0 62 WS -0 62 1 2 WP -0 41 WS 0 41 2 1 WP -0 59 WS 0 59 2 2 WP -0 49 WS 0 49 2 3 WP -0 49 WS 0 49 3 1 WP -0 56 WS 0 56 3 2 WP -0 41 WS 0 41 3 08 0 20 3 OS 0 20 3 08 0 13 3 OS 0 13 3 08 0 19 3 08 0 19 3 08 0 16 3 08 0 16 3 08 0 16 3 08 0 16 3 08 0 18 3 08 0 18 3 08 0 13 3 08 0 13 3 --Moment(f-k )-- Calc Allow UC -3 03 3 03 -1 88 1 88 -2 84 2 84 -2 35 2 35 -2 35 2 35 -2 60 2 60 -1 8S 1 88 5 77 0 53 3 SO 0 80 5 77 0 33 2 89 0 65 5 77 0 49 2 89 0 98 5 77 0 41 2 89 0 81 5 77 0 41 2 89 0 82 5 77 0 45 2 89 0 90 5 77 0 33 2 89 0 65 ---Deflect(in}-- Calc Allow UC -0 SO o SO -0 53 o 53 -0 88 o 88 -0 72 o 72 -0 73 o 73 -0 73 o 73 -0 53 o 53 2 46 0 33 2 46 0 33 2 46 0 22 2 46 0 22 2 57 0 34 2 57 0 34 2 57 0 28 2 57 0 28 2 57 0 28 2 57 0 28 2 46 0 30 2 46 0 30 2 46 0 22 2 46 0 22 II Page 120 Of 139 = Job No 2618 modify HCI STEEL BUILDING SYSTEMS, INC. Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Door Jamb & Header Summary 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ JAMB/HEADER LAYOUT Bay Member Member Member Member Id Id Size Length Weight -------- ------ 1 Jamb-L 8C25E16 7 33 20 2 Jamb-R 8C25E16 7 33 20 2 Sill 8C25E16 8 00 22 1 1 Jamb-L 8C25E16 7 33 20 2 Jamb-R 8C25E16 7 33 20 2 Sill 8C25E16 8 00 22 1 JAMB/HEADER UNBRACED LENGTHS Bay Member Id Id Major Minor ------ 1 Jamb-L 7 33 7 33 1 Jamb-R 7 33 7 33 1 Sill 8 00 8 00 1 Jamb-L 7 33 7 33 1 Jamb-R 7 33 7 33 1 Sill 8 00 8 00 STRENGTH/DEFLECTION Bay Member Ld -n-Shear (k }__n ---Moment (f-k )-- ---Deflect(in)-- Id Id Id Calc Allow UC Calc Allow UC Calc Allow UC ------ ------ ------ 1 Jamb-L WP -0 17 3 08 0 05 -0 31 5 59 0 06 -0 01 0 98 0 01 WS 0 17 3 08 0 05 0 31 4 22 0 07 0 01 0 98 0 01 Jamb-R WP -0 16 3 08 0 05 -0 30 5 59 0 05 -0 01 0 98 0 01 WS 0 16 3 08 0 05 0 30 4 22 0 07 0 01 0 98 0 01 Sill WP -0 04 3 OS 0 01 -0 08 5 59 0 01 0 00 1 07 0 00 WS 0 04 3 OS 0 01 0 08 3 89 0 02 0 00 1 07 0 00 1 Jamb-L WP -0 16 3 08 0 05 -0 30 5 59 0 05 -0 01 0 9S 0 01 ws 0 16 3 OS 0 05 0 30 4 22 0 07 0 01 0 98 0 01 Jamb-R WP -0 17 3 08 0 06 -0 32 5 59 0 06 -0 01 0 98 0 01 WS 0 17 3 08 0 06 0 32 4 22 0 08 0 01 0 98 0 01 Page 121 Of 13 9 H~ Job No 2618 modify Customer Osburn Steel Buildings, Inc NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By 2618 Door Jamb & Header Summary 5/25/04 11 02am Sill WP WS -0 04 o 04 3 08 0 01 3 08 0 01 -0 08 o 08 5 59 0 01 3 89 0 02 o 00 o 00 1 07 0 00 1 07 0 00 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Endwall Diagonal Bracing Summary 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ PANEL SHEAR WITH NO BRACING Panel Shear (Allow) Panel Shear (Calc ) 100 0 88 0 DIAGONAL BRACING REQUIRED Id Height Type Size Part Brace_Tension(k } ----Wind--n ---Seismic-- Max Calc Allow Calc Allow UC 5 27 7 52 4 86 12 04 0 70 Bay Level ------Diag_Brace----- 2 19 19 R o 750 ROD750 COLUMN BASE REACTIONS Bay Col Wind_Max Seismic _Max Id Id Horz Vert(+/-} Horz Vert(+/-} --------- --------- 2 2 -3 87 3 57 -1 16 1 07 2 3 3 87 3 57 1 16 1 07 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2618 Wall Panel Report 5/25/04 11 02am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ PANEL DATA Bay= 3 Panel HHR 26 , Type HR , Gage 26 00 Yield 50 0 MOMENTS & DEFLECTION ---------Moment(ft-lb/ft}--------- Page 122 Of 139 Mea Job No 2618 modify HCI STEEL BUILDING SYSTEMS.INC Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed By JRS Checked By 2618 Wall Panel Report 5/25/04 11 02am Span Span LD Support Midspan ---Deflect(in)-- Id (ft) Id Calc Allow UC Calc Allow UC Calc Allow UC ---- ----- -- ----- ----- ---- ----- ----- ---- ----- ----- ---- 1 7 33 WP 66 3 153 1 0 43 -58 0 138 8 0 42 -0 40 0 98 0 40 ws -66 3 138 8 0 48 58 0 153 1 0 38 0 40 0 98 0 40 2 5 17 WP 66 3 153 1 0 43 -5 8 138 8 0 04 0 02 0 69 0 04 WS -66 3 138 8 0 48 5 8 153 1 0 04 -0 02 0 69 0 04 3 3 87 WP 16 5 153 1 0 11 -16 9 138 8 0 12 -0 03 0 52 0 06 ws -16 5 138 8 0 12 16 9 153 1 0 11 0 03 0 52 0 06 2618 Endwall Design Warning Report 5/25/04 11 02am No Warnings 2618 Endwall Weight Summary 5/25/04 11 02am FORCED SPACING Total Column Weight = 672 10 Total Rafter Weight = 822 19 Total Girt Weight = 362 74 Total Door Jamb Weight = 125 12 Total Bracing Weight = 84 91 Total Clips Weight = 23 10 -------- Total Endwall Weight = 2090 16 Page 123 Of 139 II 2618 modify Date 5/25/2004 Designed B JRS Checked By Osburn Steel Buildings, Inc NAPA Auto Parts *=============================================================================== *2618 Rigid Frame Design Input Echo 5/25/04 8 49am *=============================================================================== *(l)JOBID '2618 * (2}PROGRAM OPTIONS *Frame * Id 1 Frame Type Stress Space 5 00 Frame No Of Space Cycle 26 25 7 End_Conn Lt Rt Splice Fix Frame Frame Option Option_Id 'RF ' 'pi 'P' 1 00 * (3}ANALYSIS OPTIONS *Plate Depth Frame Column_Dep_Opt(in) * Opt Opt Sym Typ Min Max 'Y' 'T' 7 50 82 00 Rafter_Dep_Opt(in} Typ Min Max 'T ' 10 00 82 00 Web_Stiffener P Use Ratio Side Delta 'Y' 'N' 'N' 0 00 'Y , 'S' * (4}DESIGN CODE * *Design * Code ---Steel_Code--- Cold Hot ---Build--- Country Code Year '97' Seismic Zone 'WS ' 'AISI96' 'AISC89' 'UBC ' '3 ' * (5)DESIGN CONSTANTS * -----------Steel_Yield(ksi }----------- * Web FIg R_Frm P_Frm T_Frm EP BP 50 0 55 0 50 0 35 0 46 0 55 0 55 0 ----Stress_Ratio---- Frame Col EP BP 1 03 1 03 1 03 1 03 Wind Strength Factor * 1 3333 * (6) DEFLECTION LIMITS * Total 60 0 Vert 120 0 Vert o 0 Weak Axis * Horz 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' 'Y' 'N' 'N' 'Y' 'Y' * (8}BUILDING SHAPE HC= Job No 2618 modify Customer Osburn Steel Buildings, Inc Date 5/25/2004 Description NAPA Auto Parts Designed By JRS HCI STEEL BUILDING .....~ SYSTEMS, I NC Checked By * No X_Coord Y_Coord Offset * Surf (ft) (ft) (in) 4 0 0000 14 5000 8 000 30 0000 24 5000 9 000 60 0000 14 5000 9 000 60 0000 0 0000 8 000 * (9}MEMBER DEPTHS * Surf Member uDepth (in) -- No Interior_Depths * Id Size Start End Dep Loc (ft) Depth (in) 1 , -------- , 12 000 28 000 0 2 , -------- , 28 000 10 000 1 16 3728 19 000 3 , -------- , 10 000 28 000 1 15 2500 19 000 4 , -------- , 28 000 12 000 0 * (10)MEMBER SPLICES * Surf No Splice Splice * Id Splice Loc ( ft ) Type 1 0 2 1 0 0000 'PEE' 3 1 0 0000 , -FF' 4 1 0 0000 'PEE' * ( 11 ) SEGMENT PLATES * Mem No Seg Len Flange Plate Thickness (in) * Id Seg Id (ft) Width Web 0 S FIg I S FIg 1 1 1 0 0000 6 00 0 1345 o 2500 o 2500 2 1 2 0 0000 6 00 0 1345 o 2500 o 2500 3 1 3 0 0000 6 00 0 1345 o 2500 o 2500 4 1 4 0 0000 6 00 0 1345 o 2500 o 2500 5 1 5 0 0000 6 00 0 1345 o 2500 o 2500 6 1 6 0 0000 6 00 0 1345 o 2500 o 2500 * (12) INTERIOR COLUMNS * No Col Col Col Col Connection Unbrace_Length Col Col * Col Id Typ Rot Loc Bot Top Major Minor Set Size Page 124 Of 139 Page 125 Of 139 CI Job No 2618 modify HCI STEEL BUILDING SYSTEMS, INC. Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By o * (13) TAPERED INTERIOR COLUMNS *Col Col ---Depth---- No * Id Shape Min Max Mem Start uWeb_Depth--- Start End web Thick FIg Width OS_FIg IS_FIg Thick Thick Locate *(14)BASE ELEVATION * Elev o 00 Left Column o 00 Right Column * (15)WALL GIRTS *Surf Girt Girt Girt Girt No * Id Type Depth Project Lap Girt Location(ft) 1 'ZB' 8 00 0 00 0 875 1 7 333 4 'ZB' 8 00 0 00 0 875 1 7 333 *(16)ROOF PURLINS *Surf Purl Purl Purl Purl No Peak Set_Of -Set_Space- * Id Type Depth Project Lap Purlin Space Space Space No 2 'ZB' 9 00 0 00 1 875 7 1 000 0 3 'ZB' 9 00 0 00 1 875 7 1 000 0 * (17) FLANGE BRACES * Surf No Flange_Brace_At * Id Brace Girt/Purlin Number 1 1 1 2 7 1 2 3 4 5 6 7 3 7 1 2 3 4 5 6 7 4 1 1 * (18) SIDEWALL EXTENSIONS *Surf No Ext -------Extension - Size------- ----Facia - Size---- Load * Id Ext Id Type Elev Width Slope Elev Height Slope Width 1 0 4 1 1 'EE' 14 500 3 250 4 0 0 000 0 000 0 00 26 25 * (19) EXTENSION LOADS *Ext Dead Collat *Id psf psf 1 2 50 5 00 Live Wind1_Coeff Left Right -3 10 -3 10 Wind2_Coeff Left Right -3 10 -3 10 Facia_Wind Left Right o 00 0 00 psf 50 00 *(20}BASIC LOADS Page 126 Of 139 Job No 2618 modify Date 5/25/2004 JRS It = HCI STEEL BUILDING SYSTEMS. INC. Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Designed B Checked By * Basic Wind psf 10 90 * Dead * psf 2 50 Live Snow Collat psf psf 25 00 5 00 psf 20 00 *(21}BASIC LOADS AT EAVE * ----Seismic----- Weak_Axis_L * Load SpcEP Coef Wind Seis * k k k k 1 08 4 24 0 33 0 00 0 00 *(22)WIND COEFFICIENTS * Surf --Wind_1--- --Wind_2--- * Id Left Right Left Right 1 0 80 -0 50 0 80 -0 50 2 -0 90 -0 70 0 30 -0 70 3 -0 70 -0 90 -0 70 0 30 4 -0 50 0 80 -0 50 0 80 * (23)LONGITUDINAL BRACING LOADS * * ----Wind----- * Horiz Vert ---Seismic--- Horiz Vert 4 12 4 12 1 92 1 92 5 18 5 31 2 42 2 48 Wind Load Ratio 1 00 Weak_Axis_R Wind Seis k k o 00 0 00 --Torsion-- -EW_Brace-- Wind Seis k k o 00 0 00 Wind Seis k k o 00 0 00 Long_Wind_1 Lt Rt -0 70 -0 70 -0 70 -0 70 -0 70 -0 70 -0 70 -0 70 Surface Friction o 00 o 00 o 00 o 00 Left Column Right Column * (24}DESIGN LOADS * --------------------Load_Coefficients------------------- *Load Live/ Live -Wind_1- -Wind_2- Long_Wind -Seismic-- Aux_Load *No Id Dead ColI Snow Right Lt Rt Lt Rt Lt Rt Long Tran Id Coeff 37 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 HC= HCI STEEL BUILDING SYSTEMS, INC. 14 1 00 0 00 15 1 00 0 00 16 1 00 0 00 17 1 00 0 00 18 1 00 1 00 19 1 00 1 00 20 1 00 1 00 21 1 00 1 00 22 1 00 1 00 23 1 00 1 00 24 1 00 1 00 25 1 00 1 00 26 0 00 0 00 27 0 00 0 00 28 1 00 1 00 29 1 00 1 00 30 1 00 1 00 31 1 00 1 00 32 1 00 1 00 33 1 00 1 00 34 1 00 1 00 35 1 00 1 00 36 1 00 1 00 37 1 00 1 00 Job No Customer Description o 00 0 00 o 00 0 00 o 00 0 00 o 00 0 00 1 00 0 00 1 00 0 00 1 00 0 00 1 00 0 00 o 50 0 00 o 50 0 00 o 50 0 00 o 50 0 00 o 00 0 00 o 00 0 00 o 00 0 00 o 00 0 00 o 00 0 00 o 00 0 00 o 00 0 00 o 00 0 00 o 00 0 00 o 00 0 00 1 25 -1 25 o 00 1 25 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 2618 Osburn Steel Buildings, Inc Date modify Designed B Checked By o 00 1 00 0 00 0 00 0 00 o 00 -1 00 0 00 0 00 0 00 o 00 0 00 1 00 0 00 0 00 o 00 0 00 -1 00 0 00 0 00 o 00 0 50 0 00 0 00 0 00 o 00 -0 50 0 00 0 00 0 00 o 00 0 00 0 50 0 00 0 00 o 00 0 00 -0 50 0 00 0 00 o 00 1 00 0 00 0 00 0 00 o 00 -1 00 0 00 0 00 0 00 o 00 0 00 1 00 0 00 0 00 o 00 0 00 -1 00 0 00 0 00 o 00 0 00 0 00 0 00 1 00 o 00 0 00 0 00 0 00 -1 00 o 00 0 00 0 00 0 00 1 00 o 00 0 00 0 00 0 00 -1 00 o 00 0 00 0 00 1 00 0 00 o 00 0 00 0 00 -1 00 0 00 o 00 0 00 0 00 0 00 1 40 o 00 0 00 0 00 0 00 -1 40 o 00 0 00 0 00 1 40 0 00 o 00 0 00 0 00 -1 40 0 00 o 00 0 00 0 00 0 00 0 00 o 00 0 00 0 00 0 00 0 00 NAPA Auto Parts o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 o 00 Page 127 Of 139 5/25/2004 JRS o 0 00 o 0 00 o 0 00 o 0 00 o 0 00 o 0 00 o 0 00 o 0 00 o 0 00 o 0 00 o 0 00 o 0 00 o 0 00 o 0 00 o 0 00 o 0 00 o 0 00 o 0 00 o 0 00 o 0 00 o 0 00 o 0 00 o 0 00 o 0 00 *(25)DESIGN LOADS * --------------------Load_Coefficients------------------- *Load Live/ Live -Wind_1- -Wind_2- Long_Wind -Seismic-- Aux_Load *No Id Dead ColI Snow Right Lt Rt Lt Rt Lt Rt Long Tran Id Coeff o * (26)AUXILARY LOADS *No *Aux Aux Aux Id Name o * (27) ADDITIONAL LOADS *No Add Surf Basic *Add Id Id Type o *(28)FLOOR BEAMS No _Add Loads Add_Comb Id Coeff (F-k , W-k/ft, DX,Dy,Dl-ft) Load Fx Fy Type W1 W2 Dy D12 M Dx Co Dll -Conc -Dist Page 128 Of 13 9 II = Job No 2618 modify HCI STEEL BUILDING SYSTEMS.INC Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By * Bay No Beam Beam Con_Type Con_Loc Beam Properties * Id Beam Id Ht Lt Rt Lt Rt Area Ixx 1 0 * (29)CABLES * Bay No Cable Cable Cable Cable Id Cable Id Level Type Area 1 0 * * (30)CRANE BRACKET *Crane BayId Crane Crane Beam *No Id Lt Rt Type Height Depth o ----Offset---- ---Bracket---- Col_Sup Load Left Right Type Select L R (k) * (31) FRAME LINES * No *Line Frame_Line Id 3 234 *(32)DESIGN PLATES *No ---Plate-- --Plate Size- Bolt *Plt Type Id Width Thick Dia Bolt ---Top---- -Bottom-- Gage Row Space Row Space o *(33}SPECIAL FAB DATA * No Piece piece *Piece Id Key o ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 2618 Rigid Frame Design Code 5/25/04 11 02am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- STRUCTURAL CODE Design Basis - WS Hot Rolled Steel - AISC89 Cold Formed Steel - AISI96 BUILDING CODE Wind Code Year - UBC - 97 Seismic Zone - 3 Page 129 Of 139 H = Job No 2618 modify HCI STEEL BUILDING SYSTEMS, INC. Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By Seismic Coef - 0 33 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 2618 Base Plate and Anchor Bolt Design 5/25/04 11 02am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 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 Right P 12 6 12 6 26 7 -3 7 -15 5 32 1 -5 5 15 5 o 0 o 0 6 0 12 56 0 500 6 0 12 56 0 500 2 0 750 3 50 2 0 750 3 50 WELDS ----Outside _Flange--- ----Inside _Flange---- ---------Web--------- Base Shear (k/in ) Shear (k/in ) Shear (k/in ) Id Size Typ Calc Allow Size Typ Calc Allow Size Typ Calc Allow Left 0 188 F1 0 31 2 78 0 188 F1 0 31 2 78 0 188 F 0 65 2 78 Right 0 188 F1 0 46 2 78 0 188 F1 0 46 2 78 0 188 F 0 65 2 78 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 2618 Bolted-End-Plate Design 5/25/04 11 02am Splice Member Web -Splice(in)- Ten ---Load(k ,f-k )n --nBolts (A325 }_nn Id Typ Loc Depth Width Thick Loc Id Axl Shr Mom Row Diam Space Gage ------ 1 PEE 1- 2 28 00 6 0 1 000 Top 1 22 18 171 2 0 875 5 00 3 00 Bot lOx -3 -4 41 2 0 875 5 00 3 00 2 -FF 3- 4 10 54 6 0 0 375 Top 26x 0 0 0 1 0 750 5 00 3 00 Bot 1 16 -1 11 1 0 750 5 00 3 00 3 PEE 5- 6 28 00 6 0 1 000 Top 1 23 -19 184 2 0 875 5 00 3 00 Bot 11x -3 4 35 2 0 875 5 00 3 00 x Loads shown are full loads Design results are adjusted for wind strength factor (1 333) Page 130 Of 139 H = Job No 2618 modify HCI STEEL BUILDING SYSTEMS, INC. Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 2618 Bolted-End-Plate Design 5/25/04 11 02am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- WELDS ------ ----Outside_Flange--- ----Inside_Flange---- ---------Web--------- Splice Shear(k/in } Shear(k/in ) Shear (k/in ) Id Side Size Typ Calc Allow Size Typ Calc Allow Size Typ Calc Allow 1 L 0 375 F 3 75 5 57 0 375 F 0 77 5 57 0 375 F 0 33 5 57 1 R 0 375 F 3 75 5 57 0 375 F 0 77 5 57 0 375 F 0 33 5 57 2 L 0 188 F1 0 01 2 78 0 188 F1 1 87 2 78 0 188 F 0 03 2 78 2 R 0 188 F1 0 01 2 78 0 188 F1 1 87 2 78 0 188 F 0 03 2 78 3 L 0 375 F 3 93 5 57 0 375 F 0 72 5 57 0 375 F 0 34 5 57 3 R 0 375 F 4 04 5 57 0 375 F 0 72 5 57 0 375 F 0 34 5 57 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 2618 Stiffener Report 5/25/04 11 02am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Stiff Web -Stiffener_Size(in}- Load -----Force(k ) un Location No Depth Width Thick Length Id Calc Allow UC ---------- ------ Left Col 1 28 00 3 00 0 500 28 00 1 94 7 112 4 0 84 Right Col 1 28 00 3 00 0 500 28 00 1 110 2 112 4 0 98 Stiffener Yield 50 0 ksi ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 2618 Flange Brace Report 5/25/04 11 02am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Flange Brace Yield= 50 0 ksi Flange Brace Bolt = 0 500 (A325 Surf No Id Brace Flange_Braces Page 131 Of 139 Ilea Job No 2618 modify HCI STEEL BUILDING SYSTEMS,INC Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By 2618 Flange Brace Report 5/25/04 11 02am ------------- 1 1 Locate 1 Sides 2 Part L2x 075 WebDep 21 59 BrcDst 22 50 Force 0 65 BrcUC 0 52 ConUC 0 33 2 3 Locate 1 4 7 Sides 2 2 2 Part L2x 075 L2x 075 L2x 075 WebDep 26 59 18 31 10 28 BrcDst 22 50 22 50 22 50 Force 0 72 0 24 0 00 BrcUC 0 60 0 19 0 00 ConUC 0 37 0 13 0 00 3 3 Locate 1 4 7 Sides 2 2 2 Part L2x 075 L2x 075 L2x 075 WebDep 10 28 18 31 26 59 BrcDst 22 50 22 50 22 50 Force 0 01 0 27 0 85 BrcUC 0 01 0 21 0 71 ConUC 0 00 0 14 0 43 4 1 Locate 1 Sides 2 Part L2x 075 WebDep 21 59 BrcDst 22 50 Force 0 63 BrcUC 0 51 ConUC 0 32 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Page 132 Of 139 H~ I Job No 2618 modify HCI STEEL BUILDING SYSTEMS, I NC Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By 2618 Weld Report Web To Flange 5/25/04 11 02am 2618 Weld Report Web To Flange 5/25/04 11 02am ----Max_Weld_ Shear----- -n-n-ItJeld - provided------ Member Segment Section Load Shear Size Shear No Id Id Id Id (k/in ) (in) (k/in ) Type Side ------- ------- ------ ------- ------- 1 1 1 1 0 99 0 188 2 78 F 1 2 2 6 36 0 45 0 188 2 78 F 1 3 3 19 36 0 78 0 188 2 78 F 1 4 4 20 37 0 75 0 188 2 78 F 1 5 5 33 37 0 50 0 188 2 78 F 1 6 6 38 1 0 97 0 188 2 78 F 1 2618 Special Segment Report 5/25/04 11 02am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- TOP OF LEFT COLUMN Reqd Web Thick= 0 188 Flange Width= 6 000 Flange Thick= 0 250 Initial o 188} 6 000) o 250) TOP OF RIGHT COLUMN Reqd Initial ------- Web Thick= 0 188 0 188} Flange Width= 6 000 6 OOO} Flange Thick= 0 250 0 250) =============================================================================== 2618 Design Summary Report 5/25/04 11 02am Page 133 Of 139 HC= Job No 2618 modify HCI STEEL BUILDING SYSTEMS, I NC Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 2618 Design Summary Report 5/25/04 11 02am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- FRAME Id 1 Type RF Line Id= 2 3 4 MEMBERS Mem Segl Flange I Web_Depth I Plate_Thickness I Max_UCV I Max_UCO I Max_UCI Id Id I Len WidlStrt Endl Web O-flg I-flglId Ld Ucv lId Ld Uco I Id Ld Uci 1 1 13 9 6 0 12 0 28 0 0 188 0 250 0 313 5 1 0 72 5 1 0 79 5 1 1 03 2 2 14 2 6 0 28 0 19 0 0 188 0 250 0 313 6 36 0 91 6 1 0 80 6 1 1 00 3 3 15 0 6 0 19 0 10 0 0 135 0 250 0 250 13 1 0 61 16 36 0 84 13 37 0 69 4 4 15 0 6 0 10 0 19 0 0 135 0 250 0 250 26 1 0 65 23 37 0 80 26 36 0 74 5 5 14 2 6 0 19 0 28 0 0 188 0 250 0 375 33 37 0 94 33 1 0 85 33 1 0 94 6 6 13 9 6 0 28 0 12 0 0 188 0 250 0 313 34 1 0 71 34 1 0 74 34 1 1 03 No Cycles For Plate Optimization= 3 LOAD COMBINATIONS 1 - DL+CO+LL 36 - DL+CO+1 25LL-1 25LLR 37 - DL+CO+1 25LLR WEIGHTS Member 1 2 3 4 5 6 Weight (lb) 348 377 250 250 395 348 Total Weight (lb) Frame Members Interior Col Conn Plates Base Plates Trans Stiff 1967 o 261 21 o He; Job No 2618 modify Customer Osburn Steel Buildings, Inc Date 5/25/2004 Description NAPA Auto Parts Designed By JRS HCI STEEL BUILDING ,,/~ SYSTEMS, I NC Checked By ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 2618 Design Summary Report 5/25/04 11 02am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 2250 REACTIONS ( Sidewall Columns) Load -n------Left - Column--------- ---------Right_Column-------- Id Fx(k ) Fy(k ) Fz(k ) M(f-k } Fx(k } Fy(k } Fz(k ) M(f-k } ---- ------ ------- ------- ------- ------ ------- ------- ------- 1 15 53 26 65 0 00 0 00 -15 53 32 08 0 00 0 00 2 3 09 9 02 0 00 0 00 -8 87 11 28 0 00 0 00 3 7 91 10 89 0 00 0 00 -4 05 9 41 0 00 0 00 4 4 20 15 69 0 00 0 00 -13 42 14 90 0 00 0 00 5 12 43 14 52 0 00 0 00 -5 14 16 08 0 00 0 00 6 12 18 22 70 0 00 0 00 -15 07 27 72 0 00 0 00 7 14 58 23 64 0 00 0 00 -12 65 26 79 0 00 0 00 8 12 73 26 04 0 00 0 00 -17 34 29 53 0 00 0 00 9 16 85 25 45 0 00 0 00 -13 20 30 12 0 00 0 00 10 -5 09 -4 85 0 00 0 00 -0 69 -5 43 0 00 0 00 11 -0 27 -2 98 0 00 0 00 4 14 -7 29 0 00 0 00 12 -3 98 1 82 0 00 0 00 -5 24 -1 80 0 00 0 00 13 4 25 0 65 0 00 0 00 3 04 -0 62 0 00 0 00 14 0 17 -4 89 4 12 0 00 -0 17 -4 63 4 12 0 00 15 0 23 -1 04 0 00 0 00 -0 23 -0 79 0 00 0 00 16 0 17 -4 89 4 12 0 00 -0 17 -4 63 4 12 0 00 17 0 23 -1 04 0 00 0 00 -0 23 -0 79 0 00 0 00 18 14 81 22 69 2 06 0 00 -14 81 28 12 2 06 0 00 19 14 84 24 61 0 00 0 00 -14 84 30 04 0 00 0 00 20 14 81 22 69 2 06 0 00 -14 81 28 12 2 06 0 00 21 14 84 24 61 0 00 0 00 -14 84 30 04 0 00 0 00 22 8 35 8 98 4 12 0 00 -8 35 12 07 4 12 0 00 23 8 42 12 82 0 00 0 00 -8 42 15 91 0 00 0 00 24 8 35 8 98 4 12 0 00 -8 35 12 07 4 12 0 00 25 8 42 12 82 0 00 0 00 -8 42 15 91 0 00 0 00 26 -1 08 -0 49 0 00 0 00 -1 08 0 49 0 00 0 00 27 1 08 0 49 0 00 0 00 1 08 -0 49 0 00 0 00 28 2 98 6 68 0 00 0 00 -5 14 8 41 0 00 0 00 29 5 13 7 66 0 00 0 00 -2 97 7 43 0 00 0 00 30 4 06 4 75 5 18 0 00 -4 06 5 44 5 31 0 00 31 4 14 9 59 0 00 0 00 -4 14 10 40 0 00 0 00 32 2 55 6 49 0 00 0 00 -5 57 8 61 0 00 0 00 Page 134 Of 139 Page 135 Of 139 He= Job No 2618 modify Customer Osburn Steel Buildings, Inc Date 5/25/2004 Description NAPA Auto Parts Designed By JRS HCI STEEL BUILDING SYSTEMS. INC. :::::!:l:mi:... Checked By ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 2618 Design Summary Report 5/25/04 11 02am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 33 5 57 7 86 0 00 0 00 -2 54 7 24 0 00 0 00 34 4 06 3 78 7 25 0 00 -4 06 4 45 7 43 0 00 35 4 17 10 56 0 00 0 00 -4 17 11 39 0 00 0 00 36 11 41 25 67 0 00 0 00 -11 41 14 03 0 00 0 00 37 11 04 13 02 0 00 0 00 -11 04 32 02 0 00 0 00 DEFLECTIONS (in) Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan ---- ---- ----- --------- 1 -0 58 0 66 -1 80 2 0 04 0 57 -0 77 3 -0 39 0 14 -0 76 4 0 67 1 38 -1 34 5 -1 22 -0 49 -1 31 6 -0 37 0 74 -1 61 7 -0 59 0 52 -1 61 8 -0 06 1 14 -1 84 9 -1 01 0 21 -1 81 10 0 35 0 22 0 25 11 -0 09 -0 21 0 21 12 0 98 1 03 -0 47 13 -0 91 -0 84 -0 47 14 0 00 0 00 0 05 15 0 01 0 00 0 05 16 0 00 0 00 0 05 17 0 01 0 00 0 05 18 -0 55 0 63 -1 69 19 -0 55 0 63 -1 69 20 -0 55 0 63 -1 69 21 -0 55 0 63 -1 69 22 -0 30 0 35 -0 92 23 -0 30 0 35 -0 92 24 -0 30 0 35 -0 92 25 -0 30 0 35 -0 92 26 0 23 0 23 0 07 27 -0 23 -0 23 -0 07 Page 136 Of 139 He; HCI STEEL BUILDING SYSTEMS,INC Job No 2618 modify Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 2618 Design Summary Report 5/25/04 11 02am =============================================================================== 28 0 07 0 39 -0 49 29 -0 39 -0 06 -0 50 30 -0 16 0 16 -0 46 31 -0 16 0 16 -0 46 32 0 16 0 48 -0 52 33 -0 48 -0 15 -0 52 34 -0 16 0 16 -0 46 35 -0 16 0 16 -0 46 36 0 33 1 21 -1 68 37 -1 17 -0 27 -1 65 DEFLECTIONS RATIO Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan --------- 1 287 254 400 2 3779 293 938 3 423 1226 951 4 249 121 536 5 136 338 551 6 447 226 448 7 281 320 447 8 2735 146 392 9 166 810 397 10 476 747 2885 11 1897 794 3375 12 171 161 1531 13 182 198 1547 14 43471 36826 14227 15 27651 88013 13345 16 43471 36826 14227 17 27651 88015 13345 18 305 265 425 19 306 266 425 20 305 265 425 21 306 266 425 22 552 475 780 Page 137 Of 139 Ilea Job No 2618 modify HCI STEEL BUILDING SYSTEMS.INC Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 2618 Design Summary Report 5/25/04 11 02am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 23 556 479 784 24 552 475 780 25 556 479 784 26 733 741 9784 27 733 741 9784 28 2455 433 1463 29 431 2573 1452 30 1046 1042 1549 31 1063 1067 1570 32 1050 351 1390 33 349 1077 1383 34 1046 1042 1549 35 1070 1077 1578 36 512 137 429 37 142 612 437 Max Live Vertical -1 33, Span/Deflection 540 (Limit= 120 ) Max Horizontal Drift= 1 38, Eave Height/Drift= 121 (Limit= 60) P-DELTA CHECK ---------Design_ Load---------- Load P,Axial Moment Deflect Stability_Coeff Id k f-k in Cd Calc Limit ------ ------- ------- Left Column 4 15 38 63 78 0 669 4 00 0 003 0 100 Right Column 8 29 22 -199 33 1 142 4 00 0 003 0 100 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 2618 Flange Hole Check 5/25/04 11 02am OUTSIDE FLANGE CHECK Page 138 Of 139 Hea Job No 2618 modify Customer Osburn Steel Buildings, Inc Date 5/25/2004 Description NAPA Auto Parts Designed By JRS HCI STEEL BUILDING SYSTEMS.INC J}}.~ Checked By ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 2618 Flange Hole Check 5/25/04 11 02am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Surf Mem Seg Sec Girt! ---Flange--- Hole Max_ UC Id Id Id Id Purlin Width Thick Dia Limit Load UC UC/Limit ---- --- --- --- ------ ----- ----- ----- ----- ---- ---- -------- 1 1 1 3 1 6 000 0 250 0 625 0 840 10 0 19 0 22 2 2 2 7 1 6 000 0 250 0 625 0 840 37 0 57 0 68 2 2 2 9 2 6 000 0 250 0 625 0 840 13 0 20 0 24 2 2 2 11 3 6 000 0 250 0 625 0 840 13 0 22 0 26 2 3 3 14 4 6 000 0 250 0 625 0 840 13 0 24 0 29 2 3 3 16 5 6 000 0 250 0 625 0 840 13 0 22 0 26 2 3 3 17 6 6 000 0 250 0 625 0 840 13 0 15 0 18 2 3 3 18 7 6 000 0 250 0 625 0 840 14 0 08 0 09 3 4 4 21 1 6 000 0 250 0 625 0 840 14 0 08 0 09 3 4 4 22 2 6 000 0 250 0 625 0 840 12 0 17 0 20 3 4 4 23 3 6 000 0 250 0 625 0 840 12 0 24 0 28 3 4 4 25 4 6 000 0 250 0 625 0 840 12 0 27 0 32 3 5 5 28 5 6 000 0 250 0 625 0 840 12 0 23 0 28 3 5 5 30 6 6 000 0 250 0 625 0 840 12 0 22 0 26 3 5 5 32 7 6 000 0 250 0 625 0 840 36 0 59 0 70 4 6 6 36 1 6 000 0 250 0 625 0 840 12 0 20 0 24 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 2618 Rigid Frame Clearances 5/25/04 11 02am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- VERTICAL CLEARANCE Left Col Right Col Midspan 12'02-10" (X= 3'00-09", y= 12'02-10") 12'02-09" (X= 56'11-06", y= 12'02-09") 22 09-07" (X= 30'00-00", y= 22'09-07") HORIZONTAL CLEARANCE Left Col - Right Col 53'10-13" (X1= 3'00-09", X2= 56'11-06") tiel HCI STEEL BUILDING SYSTEMS,INC Page 139 Of 139 Job No 2618 modify Customer Osburn Steel Buildings, Inc Description NAPA Auto Parts Date 5/25/2004 Designed B JRS Checked By 2618 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Rigid Frame Design Warnings 5/25/04 11 02am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- No Warnings ADDITIONAL CALCULATIONS PROJECT JOB NO CUSTOMER. LOCATION DATE NAP A Auto Parts 2618 Osburn Steel BuildinQs, Inc. Yelm, WA 5/25/2004 SEISMIC LOAD CALCULATIONS PER 1997 USC DATE. 5/25/20041 General Description. JOB NO' PROJECT CUSTOMER: LOCATION. 2618 NAPA Auto Parts Osburn Steel BuildinQs, Inc. Yelm. WA 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. BUILDING GEOMETRY, The resulting graphic output shows the loads to the rigid frames and braced frames. SPAN 60.00 LENGTH 105.00 BAY 26.25 EAVE HEIGHT 14.50 ROOF SLOPE 4 ft. ft. ft. ft. 12 19.50 ft. EWAVE. EAVE HEIGHT DESIGN LOADS: SNOW LOAD = 25% SNOW LOAD = Collateral Load = D Wt. Roof = D WI. Front Sidewall = D WI. Back Sidewall = D WI. Left Endwall = D WI. Right Endwall = ROOF EXTENSION GEOMETRY, 25.0 0.0 5.0 4.5 2.0 2.0 2.0 2.0 psf psf psf psf psf psf psf psf Front Sidewall Proj. = 3.25 Back Sidewall Proj. = 0 Left Gable Proj. = 0 Right Gable Proj. = 3.25 ft. ft. ft. ft. Total Buildinq weTc:iht Item Area,sf Dsf Wt., kiDS Roof 6846.81 9.5 65.04 Front Sidewall 761 .25 2.0 1.52 Back Sidewall 761 .25 2.0 1.52 Left Endwall 585.00 2.0 1 17 Richl Endwall 585.00 2.0 1 17 Additional Seismic Weight: Cranes, etc. 0.00 W= 70.43 kips Tributarv Riaid Frame Weiaht Item Area,sf Dsf Wt., kiDS Roof 1660.31 9.5 1577 Front Sidewall 190.31 2.0 0.38 Back Sidewall 190.31 2.0 0.38 Additional Seismic Weight: Cranes. etc. 0.00 W= 16,53 kips SEISMIC DESIGN COEFFICIENTS AND INFORMATION: 00= 2.8 RIGID FRAME m= Number of bays 00= 2.2 BRACING 1 = Number of braced bays per sidewall 00= 2.8 PORTALS 0 = Number of PORTALS per sidewall Zone = 00= 2.0 WEAK AXIS 0 = Number of WEAK AXIS colums per sidewall I = 00= 2.0 FIXED BASE 0 = Number of FIXED BASE columns per sidewall Ca= R = RIGID FRAME R = BRACING R = PORTALS R = WEAK AXIS R = FIXED BASE DESIGN BASE SHEAR FORMULA. V =(2.5*Ca*UR)*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 *W (SIDEWALL FIXED BASE COLUMN) 3 100 0.33 4.5 5.6 4.5 2.2 2.2 INPUT Page 1 of 1 5/25/2004 SEISMIC LOAD CALCULATIONS PER 1997 USC DATE. I 5/25/20041 JOB NO' PROJECT CUSTOMER: LOCATION: 2618 NAPA Auto Parts Osburn Steel Buildinas, Inc. Yelm, WA SEISMIC LOADS TO RIGID FRAME 1.08 kips ~ 1.08 kips ------+ Total W = V = (2.5*Ca*I1R)*W = FMEMBER = p*V/1 4 = 16.53 kips 3.03 kips 2.17 kips Riaid Frame r(max) = 0.25 P ~.oo Ip(max) = 1.5 (or 1.0 in Zones 0,1 & 2) Note to Design Engineer' Value of 1.08 to match the value listed as Seismic Load on Line 21 of MBS RfDes.in file. Note to Design Engineer' Seismic end plate connection moment is calculated using Qo times base shear per UBC clause 2213.6 item 2. Note to Design Engineer. Value of 4.24 to match the value listed as Seismic SpcEP on Line 21 of MBS RfDes.in file. SEISMIC LOADS TO ROD BRACING (in the sidewall) Richl Endwall Total W = V = (2.5*Ca*I1R)*W = FCONNECTION = 0" *V = FREACTIONS = p*V/1 4 = 0,,= 2.2 r(max) = 0.50 P ~.50 70.43 kips 10.38 kips 22.83 kips 11.09 kips Back Sidewall roof plan Front Sidewall Load per sidewall braced bay = 11 41 kips 0.5 FCONNECTION = i Left Endwall i 11 41 kips 11 41 kips Note to Design Engineer' Value of 5.54 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 Brace Seismic Coef on Line 34 of MBS RoofDes.in file. SIDEWALL BRACED BAY GEOMETRY BAY 26.25 ft. EAVE HEIGHT 14.50 ft. ROOF SLOPE 4 1 PURLlN DEPTH 9 in. GIRT WIDTH o in. ROD BRACING REACTIONS 2 3.00 5.54 Vert 2.57 VERTICAL ROD ANGLE e 65.10 Note to Design Engineer' Value of 21.84 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. FORCES FOR G EAVE STRUT ANALYSIS (if G eave strut used) EQAXIA' = EQmAXIA' = 5.54 kips 1141 kips Rod Bracing Page 1 of 1 5/25/2004 SEISMIC CALCULATIONS FOR ENDWALL BRACING PER 1997 UBC JOB. 2618 DATE. I 5/25/20041 PROJECT NAPA Auto Parts CUSTOMER: Osburn Steel BuildinQs. Inc. LOCATION: Yelm. WA General Description. This spreadsheet calculates the seismic forces to the endwall braced frames in accordance with 1997 UBe 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 L 1 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' Span = 6000 Length = 105 00 End Bay = 13.13 Eave Height = 14.50 Roof Slope = 4 Number of sidewall bays 3 Gable Projection = 3.25 Front Sidewall Proj. = 3.25 Back Sidewall Proj = 0 tt ft ft ft 12 ft ft ft SEISMIC INFORMATION (1997 UBC) Zone = 3 Ca= 033 R= 4.5 UBC 16304 1= 100 Qo= 2.2 r(max)= 0 p= 100 p(max}=1.5 (or 1 4 DESIGN LOADS: Snow Load = 25%Snow Load = Collateral = D Wt. Root = D Wt. Sidewall = D Wt. Endwall = 250 00 50 45 2.0 2.0 pst pst pst FOESIGN(Total) = psf pst pst kips B1 ICl Pst = F/Ae Fy= 36.0 ksi Rod Bracin] Allowable Loads Rod Dia. Area, Ae Pst, kips 0.500 0142 5108 0625 0.226 8.136 0750 0.334 12.041 0.875 0462 16.622 1 000 0606 21.807 1 125 0763 27 478 1.250 0969 34.888 1.375 1 155 41 576 1 500 1 405 50.589 n 13 11 10 9 8 7 7 6 6 2618UBC.xls Area,st pst Wt., kips ROOF 6206 9.5 5.90 SIDEWALL. 95.2 2.0 019 ENDWALL. 5850 2.0 1 17 W= 7.26 kips v = (2.5*Ca*IIR)*W = 0183 *W Base Shear V = 1 33 kips FREAcTloNs = p*V/1 4 = 0.95 kips UBC 2213.8.5 FOESIGN = Qo *V = 2.93 kips ENDWALL BRACING INFORMATION' No Braced Bays = 1 Braced Bay Width B1= 20 00 ft Length L 1 = 40 00 tt 17 o in Zones 0, 1 & 2) Height H1 = Angle Tan '(H1/B1) = Rod Tension Pm = Horizonal Reaction Rw Vertical Reaction Rv = 24 50 ft 50 8 degrees 463 kips 0.95 kips 1 16 kips 2.93 2.93 .. ~ H1 l I Rv= i Rv=.f 16 ~ 116 L1 Note to Design Engineer" Value for FDESIGN should match the value listed as Seismic Load on Line 32 of MBS EwDes.in file. Page 1 ot 1 5/25/2004 ANTI-ROLL I PURLlN STRUT BRACKET DESIGN 5/25/20041 JOB NO. PROJECT CUSTOMER LOCATION DATE. 2618 NAPA Auto Parts Osburn Steel Buildinas. Inc. Yelm. WA General Description. This program evaluates the capacity of the Combined Anti-Roll / Strut Purlin Bracket for interaction of both forces, per the UBC 97 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. Output Interpretation. Bracket and bolt capacities are checked. BUILDING GEOMETRY. d= 9 in. b= 3.5 in. l= 26.25 ft. s= 4.34 ft. t1 = 00725 in. t2 = 0.0725 in. np = 8 Slope = 4 12 Angle = 18.43 deg DESIGN LOADS: ll= 20 Sl= 25 COl= 5 Dl= 2.5 Wl= 109 W lAXIAL = 0 EOAXIAL = 0 EOmAxlAL = 0 Purlin depth, in Purlin Flange Width, in Bay spacing, ft. Purlin spacing, ft. Purlin thickness in the exterior bay Purlin thickness in the interior bay Number of lines between clips Roof Slope expressed in rise in 12 run Roof Slope in degrees G E' I t auae :aUlva en s. 16 Ga. = 00588 in 14 Ga. = 00725 in 12 Ga. = 01030 in 10 Ga. = 01341 in psf Roof live load psf Roof snow load psf Roof collateral load psf Roof dead load psf Roof wind uplift kips Purlin strut wind axial load kips Purlin strut seismic axial load kips Purlin strut special seismic axial load WIND UPLIFT LOAD ~\J?'GS ?--O\--\-- yyy / y // Y // Y // Y // Y // // // Based on the following calculation pages Rigid Frame Bracket to be used' AR-19 EW Bearing Frame Bracket to be used AR-49 2618UBC.xls Page 1 of 1 5/25/2004 DATE ANTI-ROLL FORCE-CALCULATION (per AISI Section 03.2.1) 5/25/20041 JOB NO 12618 Load Calculations W = Total load supported by the purIms lInes between adjacent supports (Ib) W = (Load CombmatIon)*L *np*s GravIty Load CombmatIOns WI = (DL + CL + LL) = W2 = (DL + CL + SL) = W3 = (DL + CL +SL/2)= W 4=(1.2(DL+CL )+LL/2) W5=(1.2(DL+CL)+SL/2) W= Wmd Load CombmatIon (WL - DL) W= 25063.5 Ibs. 29620.5 Ibs. 18228 Ibs. 17316.6 Ibs. 19595 I Ibs. 29620.5 ]bs. Controls -765576 ]bs Roll Force Calculation MultIple-Span System wIth Restramts at the Supports based on AISI SECTION D3.2 1 [0 053bl.88LO 13 ] PL = etr ng.95dl 07 to.94 COse - SID e w (Eq. D.3.2.1-S) braces at end supports st braces at I' int. support for all other braces Gravity Gravity Gravity Uplift Gravity Gravity Load 1 Load 2 Load 3 Load Load 4 Load 5 PL (Ib) 324 1 3830 2357 -990 2239 2534 PL (Ib) 4476 5289 325.5 -136 7 309.2 3499 Pd]b) 4]67 492.4 3030 -127.3 2879 3258 Check Diaphragm Strength Ultimate Shear Strength of Diaphragm (See Test Report) Shear StIffness of Dlaphram (See Test Reports) Length of Diaphragm Width of Diaphragm Factor of Safety ,Qd = Allowab]e Shear Strength ReqUIred Shear Strength along exterior support Shear Loadmg in the exterior bay Required Shear StIffness 10 the extenor bay (Based on L/360 DeflectIOn lImIt) 269 7 ]b/ft 3694 6 Ib/in 26.25 ft 34 72 ft 2.45 11 0 1 ]b/ft II 0 ]b/ft 29.2 ]b/ft 82.7 ]b/in OK OK Factor of Safety Qd = Allowable Shear Strength Required Shear Strength along interior supports Shear Loading in interior bays ReqUIred Shear StIffness 10 mtenor bays (Based on L/360 DeflectIon lImIt) 2.45 110 1 ]b/ft 7 6 ]b/ft 20 1 Ib/ft 57 1 ]b/in OK OK 2618UBC.xls Page 1 of 1 5/25/2004 ANTI-ROLL I PURLlN STRUT BRACKET DESIGN DATE. 1 5/25/20041 JOB NO Inputs Purlin Depth Rigid Frame Bay Spacing Purlin Spacing # of A325 bolts in Roll Clip Bolt Diameter' Bolt gage on Rafter Fig. Bolt couple pitch on Bracket Nominal area of bolt 12618 RIGID FRAME RAFTER FLANGE BOLT ANALYSIS 9 26.25 434 4 05 3.5 3 0196 Rafter FlanQe Bolt Options in ft. ft. Option 1 4 - 1/2" dia. A-325 Bolts in Rafter Flange Option 2 6 - 1/2" dia. A-325 Bolts in Rafter Flange in in. in. in2 Option 3 4 - 3/4" dia. A-325 bolts in Rafter Flange. DESIGN EQUATIONS FOR BOLT INTERACTION My = P AXIAL * (3" + bolt couple pitch/2) * (bolt couple pitch/2) Mx = P AXIAL * (3" + bolt couple pitch/2) * (bolt gage/2) Ix2 = # bolts * (bolt gage/2)2 Ii = 4 (bolts) * (bolt couple pitch/2)2 RF Bolt Shear = [[(PROLJ# bolts) + (MyI(Ix2 + Ii))]2 + [(PAXIAJ# bolts) + (Mj(Ix2 + Ii))]2]1/2 RF Bolt Tension = MRoLJpitch/(# bolts/2) + MAx,AJgage/((# bolts/2)+ 1) + (WL *L *s)/(4 bolts) as required in combs 3,5,6 Bolt fv = RF Bolt Shear/Nominal Area of Bolt Bolt h = RF Bolt Tension/Nominal Area of Bolt FT = From interaction eqs in Table J3.3 of AISC ASD 9th Ed PROLL = Purlin Roll Force P AXIAL = From input design loads MROLL = PRoLL*Purlin Depth MAXIAL = P AX'AL*(Purlin Depth/2) Summary of Forces for Bolt Interaction - for UBC 97 Alternate Basic Load Combinations PROLL P AXIAL MROLL MAXIAL RF Bolt RF Bolt Bolt Bolt Shear Bolt Bolt Tension Load Combination Shear Tension fv Fv Unity fT FT Unity (kips) (kips) (kip-in) (kip-in) (kips) (kips) (ksi) (ksi) Check (ksi) (ksi) Check 045 000 403 000 011 067 0.57 21 0 0.027 3.42 43.98 0.078 DL+LL 053 000 476 000 013 079 067 21 0 0.032 404 43.98 0.092 DL+SL 045 000 403 000 011 098 0.57 28.0 0.020 500 43.99 0.114 DL+LL+WLAXIAL 045 000 403 000 011 067 0.57 280 0.020 342 43.99 0.078 DL+LL+EOAXIAL 033 000 2.93 000 008 080 041 28.0 0.015 407 4400 0.092 DL +SU2+ W LAXIAL 053 000 476 000 013 095 067 280 0.024 483 43.99 0.110 DL+SL+WLAXIAL/2 045 000 403 000 011 067 0.57 280 0.020 3.42 4399 0.078 DL+LL+EOAX'AL 0.53 000 476 000 013 079 067 280 0.024 404 43.99 0.092 DL+SL+EOAXIAL Summary of Forces for Bolt Interaction - for UBC 97 Special Seismic Load Combinations P ROLL P AXIAL MROLL MAXIAL RF Bolt RF Bolt Bolt Bolt Shear Bolt Bolt Tension Load Combination Shear Tension fv Fv Unity fT FT Unity (kips) (kips) (kip-in.) (kip-in.) (kips) (kips) (ksi) (ksi) Check (ksi) (ksi) Check 031 000 2.78 000 008 046 039 357 0.011 2.36 4400 0.054 1.2DL+0.5LL+EOmAXIAL 035 000 3.15 000 009 0.52 045 357 0.012 2.67 4400 0.061 1.2DL+0.5SL+EOmAXIA AR RF Brckt Page 1 of 4 5/25/2004 ANTI-ROllI PURlIN STRUT BRACKET DESIGN DATE. I 5/25/20041 JOB NO 12618 RIGID FRAME PURlIN STRUT AXIAL BOLT ANALYSIS Inputs Purlin Strut member thickness. I 007251 in Ultimate stress of Purlin Strut: 60 ksi Purlin Strut Bolt Options. Option 1 2 - 1/2" dia. A-325 bolts in purlin strut web to clip and 2 - 1/2" dia. A-325 bolts in purlin strut flange to rafter Option 2: 4 - 1/2" dia. A-325 bolts in purlin strut web to clip and 2 - 1/2" dia. A-325 bolts in purlin strut flange to rafter Option 3 4 - 3/4" dia. A-325 bolts in purlin strut web to clip and 2 - 3/4" dia. A-325 bolts in purlin strut flange to rafter DESIGN EQUATIONS FOR BEARING & SHEAR PAXIAL = From input design loads Bearing Resistance = Purlin Strut Ult. Stress * Bolt dia. * Purlin Strut thk. * 4/3 * # of bolts (Reg. Wind/Seismic Loads) Bearing Resistance = Purlin Strut Ult. Stress * Bolt dia. * Purlin Strut thk. * 1 7 * # of bolts (Special Seismic Loads) Bolt fv = Bolt shear / Nominal area of bolt Bolt Fv = Bolt shear strength * allowable increase ( 4/3 for Reg Wind/Seismic; 1 7 for Special Seismic) Bearinq Calculations Wind / Seismic Special Seismic Bolt # of Bolt P AXIAL Bearing Unity P AXIAL Bearing Resist. Unity Max. Option Bolts Dia. (kips) Resist. Check (kips) (kips) Check Unity Result (in.) (kips) Check 1 4 0.5 000 11 60 000 0 14 790 000 000 OK 2 6 0.5 000 1740 000 0 22.185 000 0.00 OK 3 6 075 000 2610 000 0 33.278 000 0.00 OK Shear Calculations Wind / Seismic Special Seismic Clip # of Bolt P HORIZ Bolt fv Bolt F v Unity PHORIZ Bolt fv Bolt F v Unity Max. Dia. Unity Result Option Bolts (in.) (kips) (ksi) (ksi) Check (kips) (ksi) (ksi) Check Check 1 4 0.5 000 000 2800 0 0 000 3570 000 0.00 OK 2 6 05 000 000 2800 0 0 000 3570 000 0.00 OK 3 6 075 000 000 2800 0 0 000 3570 000 0.00 OK AR RF Brckt Page 2 of 4 5/25/2004 ANTI-ROLL I PURLlN STRUT BRACKET DESIGN DATE. I 5/25/20041 JOB NO 12618 R.F. PURLlN STRUT BRACKET PLATE BENDING ANALYSIS Inputs Purlin Strut member Depth c:==::g] in Purlin Strut member Thickness ~in Applied Load, P: Regular Wind / Seismic:C[QQ]kips Special Seismic: c=::Q] kips it=t ~.~.~ . J 1 e 0 y _u_ _ --t' _APPLI D ~ f LOAD, P x B r------ b x Section Properties Purlin Bracket Dimensions Area Yield Sxtop Sxbot SYLeft SyRight ex y Depth a b t (in2) (ksi) (in3) (in3) (in3) (in3) x (in.) (in) (in) (in) (in.) (in) (in) 8 7.25 7 0.25 3.43 55 915 3.28 932 3.49 1 98 1 85 202 9 775 7 0.25 3.56 55 966 3.31 1018 3.96 2.17 1 79 2.33 10 8.25 7 0.25 3.68 55 1017 334 11 07 445 237 1 73 2.63 11 875 7 0.25 3.81 55 1067 3.37 11.97 497 2.57 1 68 2.93 12 9.25 7 0.25 393 55 11 18 3.39 12.89 552 2.77 1 63 3.23 14 10.25 7 0.25 418 55 12.17 3.43 1480 669 3.19 1.54 3.81 8 7.25 10 0.25 418 55 1470 642 12.48 3.66 1 64 3.04 236 9 775 10 0.25 431 55 1547 649 13.61 416 1 81 2.96 269 10 8.25 10 0.25 443 55 16.24 6.56 1476 468 1 99 2.88 301 11 875 10 0.25 456 55 1701 662 1592 5.24 2.17 280 3.33 12 9.25 10 0.25 468 55 1777 667 1710 582 2.35 273 3.65 14 10.25 10 0.25 493 55 19.30 677 1953 707 2.72 2.60 4.28 8 7.25 7 0375 509 55 12.99 483 13.26 514 2.03 1 90 1 97 9 775 7 0375 5.28 55 1371 4.88 1454 584 2.22 1 84 2.28 10 8.25 7 0.375 5.47 55 1442 492 1585 6.57 2.42 1 78 2.58 11 875 7 0375 566 55 1513 496 1719 735 2.62 1 73 2.88 12 9.25 7 0375 584 55 15.84 499 1856 816 2.82 1 68 3.18 14 10.25 7 0375 6.22 55 17,23 506 2140 990 3.24 1 59 3.76 8 7.25 10 0375 6.22 55 21.23 9.51 1771 540 1 69 3.09 2.31 9 775 10 0375 641 55 22.35 961 1939 614 1 86 301 2.64 10 8.25 10 0375 6.59 55 23.45 971 21 10 692 2.04 2.93 2.96 11 8.75 10 0375 678 55 2456 980 22.84 775 2.22 2.85 3.28 12 9.25 10 0375 697 55 2566 988 2460 861 2.40 2.78 3.60 14 10.25 10 0.375 734 55 2785 1003 28.21 1047 2.77 265 4.23 AR RF Brckt Page 3 of 4 5/25/2004 ANTI-ROLLI PURlIN STRUT BRACKET DESIGN DATE I ~5/20041 JOB NO 12618 PURlIN ANTI-ROLL STRUT BRACKET PLATE BENDING ANALYSIS - CONT'D DESIGN EQUATIONS FOR BIAXIAL BENDING Moment about x-x. Mxx = P * ey Moment about Y - Y Myy = P * ex fb at 'A' = (P/Area) + (M)()(/Sxtop) + (MyylSYRight) fb at 'B' = (P/Area) + (Mxx/Sxbot) + (Myy/SYLeft) Fb = 0 67 * Yield * allowable increase (4/3 for Reg. Wind/Seismic, 1 7 for Special Seismic) Purlin Bracket Govern. Mxx Myy fb at fb at Fb Unity Unity Max. Depth b t P 'A' 'B' Check Check Unity Result (in.) (in) (in) (kips) (kip-in) (kip-in) (ksi) (ksi) (ksi) at 'A' at 'B' Check 8 7 0.25 000 000 000 000 000 62.65 000 000 0.00 OK 9 7 0.25 000 000 000 000 000 62.65 000 000 0.00 OK 10 7 0.25 000 000 000 000 000 62.65 000 000 0.00 OK 11 7 0.25 000 000 000 000 000 62.65 000 000 0.00 OK 12 7 0.25 000 000 000 000 000 6265 000 000 0.00 OK 14 7 0.25 000 000 000 000 000 62.65 000 000 0.00 OK 8 10 0.25 000 000 000 000 000 62.65 000 000 0.00 OK 9 10 0.25 000 000 000 000 000 62.65 000 000 0.00 OK 10 10 0.25 000 000 000 000 000 62.65 000 000 0.00 OK 11 10 0.25 000 000 000 000 000 62.65 000 000 0.00 OK 12 10 0.25 000 000 000 000 000 62.65 000 000 0.00 OK 14 10 0.25 000 000 000 000 000 62.65 000 000 0.00 OK 8 7 0375 000 000 000 000 000 62.65 000 000 0.00 OK 9 7 0375 000 000 000 000 000 62.65 000 000 0.00 OK 10 7 0375 000 000 000 000 000 62.65 000 000 0.00 OK 11 7 0.375 000 000 000 000 000 62.65 000 000 0.00 OK 12 7 0375 000 000 000 000 000 62.65 000 000 0.00 OK 14 7 0375 000 000 000 000 000 62.65 000 000 0.00 OK 8 10 0375 000 000 000 000 000 62.65 000 000 0.00 OK 9 10 0375 000 000 000 000 000 62.65 000 000 0.00 OK 10 10 0375 000 000 000 000 000 62.65 000 000 0.00 OK 11 10 0375 000 000 000 000 000 6265 000 000 0.00 OK 12 10 0.375 000 000 000 000 000 62.65 000 000 0.00 OK 14 10 0375 000 000 000 000 000 6265 000 000 0.00 OK AR RF Brckt Page 4 of 4 5/25/2004 DATE I ANTI-ROLLI PURlIN STRUT BRACKET DESIGN 5/25/20041 JOB NO. 12618 ENDW ALL BEARING FRAME RAFTER FLANGE BOLT ANALYSIS Inputs Purlin Depth End Bay Spacing Purlin Spacing # of A325 bolts in Roll Clip Bolt Diameter' Bolt gage on Rafter Fig Bolt couple pitch on Bracket Nominal area of bolt 9 26.25 434 4 0.5 2.5 25 0196 Rafter End Plate Bolt Options in. ft. ft. Option 1 4 - 1/2" dia. A-325 Bolts in Rafter Flange Option 2 4 - 3/4" dia. A-325 Bolts in Rafter Flange in in in in2 BkiPS o kips o kips Eave Strut Wind Axial Load Eave Strut Seismic Axial Load Eave Strut Special Seismic Axial Load Note Axial loads in eave strut may not be as high in end bay as they are in the bracing bay, the loads shown at left may need to be adjusted to reflect the actual load in the end bay's eave strut. DESIGN EQUATIONS FOR BOLT INTERACTION My = P AXIAL * (2" + bolt couple pitch/2) * (bolt couple pitch/2) Mx = P AXIAL * (2" + bolt couple pitch/2) * (bolt gage/2) l:x2 = # bolts * (bolt gage/2)2 l:1 = 4 (bolts) * (bolt couple pitch/2)2 RF Bolt Shear = [[(PROLJ# bolts) + (MyI(l:x2 + l:/))]2 + [(PAXIAJ# bolts) + (Mxf(l:x2 + l:1))]2]1/2 RF Bolt Tension = MRoLJpitch/(# bolts/2) + MAx,AJgage/(# bolts/2) + (WL *L *s/2)/(4 bolts) as required in combs 3,5,6 Bolt fv = RF Bolt Shear/Nominal Area of Bolt Bolt fT = RF Bolt Tension/Nominal Area of Bolt FT = From interaction eqs. in Table J3.3 of AISC ASD 9th Ed PROLL = End bay purlin roll force PAXIAL = From input design loads MROLL = PROLL* Purlin depth MAXIAL = PAx'AL*(Purlin Depth/2) Summary of Forces for Bolt Interaction - for UBC 97 Alternate Basic Load Combinations P ROLL P AXIAL M ROLL MAXIAL RF Bolt RF Bolt Bolt Bolt Shear Bolt Bolt Tension Load Combination Shear Tension fv Fv Unity fT FT Unity (kips) (kips) (kip-in) (kip-in) (kips) (kips) (ksi) (ksi) Check (ksi) (ksi) Check 0,32 000 2.92 000 008 0.58 041 21 0 0.020 2.97 43.99 0.068 DL+LL 0.38 000 345 000 010 069 049 21 0 0.023 3.51 43.99 0.080 DL+SL 032 000 2.92 000 008 074 041 280 0.015 3.76 4400 0.085 DL+LL+WLAXIAL 032 000 292 000 008 0.58 041 280 0.015 2.97 4400 0.068 DL+LL+EOAx'AL 0.24 000 2.12 000 006 0.58 030 280 0.011 2.95 4400 0.067 DL+SU2+WLAXIAL 0.38 000 3.45 000 010 077 049 280 0.017 391 4399 0.089 DL+SL+WLAXIAJ2 0.32 000 2.92 000 008 058 041 280 0.015 2.97 4400 0.068 DL+LL+EOAx'AL 038 000 345 000 010 069 049 280 0.017 351 43.99 0.080 DL+SL+EOAx'AL Summary of Forces for Bolt Interaction - for UBC 97 Special Seismic Load Combinations P ROLL P AXIAL MROLL MAXIAL RF Bolt RF Bolt Bolt Bolt Shear Bolt Bolt Tension Load Combination Shear Tension fv Fv Unity fT FT Unity (kips) (kips) (kip-in.) (kip-in.) (kips) (kips) (ksi) (ksi) Check (ksi) (ksi) Check 0.54 000 487 000 014 097 069 357 0.019 496 43,99 0.113 1.2DL+O.5LL+EQmAxIAL 061 000 551 000 015 1 10 078 357 0.022 561 4399 0.128 1.2DL+0.5SL+EQmAxIA AR EW Bearg Frm Brckt Page 1 of 3 5/25/2004 ANTI-ROLLI PURLlN STRUT BRACKET DESIGN DATE. I 5/25/2004/ JOB NO 12618 ENDWALl FRAME PURlIN STRUT AXIAL BOLT ANALYSIS Inputs Purlin Strut member thickness. I 007251 in Ultimate stress of Purlin Strut: 60 ksi Purlin Strut Bolt Options Option 1 2 - 1/2" dia. A-325 bolts in purlin strut web to clip and 2 - 1/2" dia. A-325 bolts in purlin strut flange to rafter Option 2: 4 - 1/2" dia. A-325 bolts in purlin strut web to clip and 2 - 1/2" dia. A-325 bolts in purlin strut flange to rafter Option 3 4 - 3/4" dia. A-325 bolts in purlin strut web to clip and 2 - 3/4" dia. A-325 bolts in purlin strut flange to rafter DESIGN EQUATIONS FOR BEARING & SHEAR PAXIAL = From input design loads Bearing Resistance = Purlin Strut Ult. Stress * Bolt dia. * Purlin Strut thk. * 4/3 * # of bolts (Reg Wind/Seismic Loads) Bearing Resistance = Purlin Strut Ult. Stress * Bolt dia. * Purlin Strut thk. * 1 7 * # of bolts (Special Seismic Loads) Bolt fv = Bolt shear / Nominal area of bolt Bolt Fv = Bolt shear strength * allowable increase ( 4/3 for Reg Wind/Seismic; 1 7 for Special Seismic) BearinQ Calculations Wind / Seismic Special Seismic Bolt # of Bolt PHORIZ Bearing Unity PHORIZ Bearing Resist. Unity Max. Option Bolts Dia. (kips) Resist. Check (kips) (kips) Check Unity Result (in.) (kips) Check 1 4 0.5 000 11 60 000 000 1479 000 0.00 OK 2 6 0.5 000 1740 000 000 22.19 000 0.00 OK 3 6 075 000 2610 000 000 33.28 000 0.00 OK Shear Calculations Wind / Seismic Special Seismic Clip # of Bolt P HORIZ Bolt fv Bolt F v Unity PHORIZ Bolt fv Bolt F v Unity Max. Dia. Unity Result Option Bolts (in) (kips) (ksi) (ksi) Check (kips) (ksi) (ksi) Check Check 1 4 0.5 000 000 28.00 0 000 000 3570 000 000 OK 2 6 05 000 000 28.00 0 000 000 3570 000 0.00 OK 3 6 075 000 000 2800 0 000 000 3570 000 0.00 OK AR EW Bearg Frm Brckt Page 2 of 3 5/25/2004 ANTI-ROLL I PURlIN STRUT BRACKET DESIGN DATE. I 5/25/20041 JOB NO 12618 ENDWALL PURLlN STRUT BRACKET PLATE BENDING ANALYSIS Inputs Purlin Strut member Depth.~in. Purlin Strut member Thickness ~ in Applied Load, P: Regular Wind / Seismic ~kips Special Seismic. ~kips y - _u__ Section Properties B f------- b x Purlin Bracket Dimensions Area Yield Sxtop Sxbot SYLeft SYRighl y ex Depth a b t (in2) (ksi) (in3) (in3) (in3) (in3) x (in) (in.) (in.) (in.) (in) (in) (in) 8 7.25 6 0.25 3.18 55 745 2.44 8.24 341 2.12 1 48 1 88 9 775 6 0.25 3.31 55 7.87 2.47 902 3.86 2.32 143 2.18 10 8.25 6 0.25 3.43 55 8.29 249 982 4.34 2.53 1.38 2.47 11 875 6 0.25 3.56 55 8.71 2.50 1064 485 2.74 134 276 12 9.25 6 0.25 3.68 55 913 2.52 11 47 538 2.95 1 30 3.05 14 10.25 6 0.25 3.93 55 995 2.55 13.21 6.51 3.38 1.22 3.62 8 7.25 6 0.375 472 55 1048 3.59 11 74 502 217 1 53 1 83 9 775 6 0375 491 55 11 06 362 12.89 570 2.38 1 48 2.12 10 8.25 6 0375 509 55 11 64 3.65 1407 641 2.58 1 43 2.42 11 8.75 6 0375 5.28 55 12.22 3.68 15.28 716 279 1 39 2.71 12 9.25 6 0375 547 55 12.79 370 16.52 795 3.01 1 35 2.99 14 10.25 6 0.375 584 55 1391 3.75 1909 964 344 1.27 356 DESIGN EQUATIONS FOR BIAXIAL BENDING Moment about x-x. Mxx = P * ey Moment about Y-Y Myy = P * ex fb at 'A' = (P/Area) + (Mxx/Sxtop) + (Myy/SYRighl) fb at 'B' = (P/Area) + (Mxx/Sxbol) + (Myy/SYLeft) Fb = 0 67 * Yield * allowable increase (4/3 for Reg Wind/Seismic, 1 7 for Special Seismic) Purlin Bracket Govern. Mxx Myy fb at fb at Fb Unity Unity Max. Depth b t P 'A' 'B' Check Check Unity Result (in) (in.) (in) (kips) (kip-in) (kip-in) (ksi) (ksi) (ksi) at 'A' at 'B' Check 8 6 0.25 000 000 000 000 000 62.65 000 000 000 OK 9 6 0.25 000 000 000 000 000 62.65 000 000 0.00 OK 10 6 0.25 000 000 000 000 000 62.65 000 000 0.00 OK 11 6 0.25 000 000 000 000 000 62.65 000 000 0.00 OK 12 6 0.25 000 000 000 000 000 62.65 000 000 000 OK 14 6 0.25 000 000 000 000 000 6265 000 000 0.00 OK 8 6 0.375 000 000 000 000 000 62.65 000 000 0.00 OK 9 6 0375 000 000 000 000 000 62.65 000 000 0.00 OK 10 6 0.375 000 000 000 000 000 62.65 000 000 000 OK 11 6 0375 000 000 000 000 000 62.65 000 000 0.00 OK 12 6 0375 000 000 000 000 000 62.65 000 000 0.00 OK 14 6 0375 000 000 000 000 000 62.65 000 000 000 OK AR EW Bearg Frm Brckt Page 3 of 3 5/25/2004 ~ '-- Purlin Web CripplinQ Oesiqn Check - For FlanQe Bolted Purlins JOB NO 2618 I DATE: I 5/25/041 PROJECT: NAP A Auto Parts CUSTOMER' Osburn Steel BuildinQs. Inc. LOCATION Yelm. WA UsaQe: General Description: Input Data. Output interpretation: Inputs. Purlin Depth ~in Purlin Spacing 4 34 ft Purl Nom Fig Width 3.5 in. End Frame. Bearing Len (Frame Fig Frame Fig T 1/2 End Bay End Bay Off Purlin Thick Fa S., Qw Interior Frame. Bearing Le (Frame Fig Frame Fig Bay Spaci Purlin Thic Purlin Thic gth, N 4 Width) hick: 0.205 Spacing: 13. 125 set: 4 ness o 0725 1 85 ngth, N 6 . Width) Thick: 0.25 ng 26.25 kness 1 o 0725 kness 2: o 0725 k m 0967 0967 C1 C2 0905 0905 C3 C4 0762 0762 Cg 1 3 2618UBC.xls Use this program to check AISI-96 Web Crippling, Section C3.4 The purpose of this spread sheet is to check if stub purlin reinforcement is required at bearing locations due to reaction forces from purlins. Input the purl in and frame information below Items in blue italic may change for each job The output will compare the purlin reaction force with the web yielding and the web crippling equations of Chapter K,Equations (K1-2) & (K1-4), and determines if stiffeners are required. Note. Single web cantilevers are NOT checked. in. Purlin Web Yield Stress. 55 ksi Inside Bend Radius, R: o 1875 in. (2.5,3.0 Web depth, h 8480 in. or 3.5) Bearing Angle, e. 90 deg Modulus of Elasticity, E 29000lksi Loads. Dead Load tlPSf Collateral Load: 5.0 psf Live 1 Snow Load' 25.0 psf in ft. in in in. Gage Equivalents 16 Ga. o 0588 in. 14 Ga. o 0725 in. 12 Ga. o 1030 in 10 Ga. o 1345 in in. ft. in in Portion of AISI-96 Table C3.4-1 for Single Web, Stiffened Flanges End Reaction 3.01 P n, kips (Eq C3.41-1) Opposing Loads Interior 1 Reaction 512 P n, kips (Eq C3 4 1-4) Spaced> 1.5*h Interior 2 Reaction 512 P n, kips (Eq. C3 4 1-4) End Reaction 1.58 P n, kips (Eq. C3.4 1-6) Opposing Loads Interior 1 Reaction 3.83 P n, kips (Eq. C3.4 1-8) Spaced ~ 1.5*h Interior 2 Reaction 3,83 Pn, kips (Eq C3.4 1-4) Web Crippling Strength Check Location Equation Limit UC Result End Reaction (Qw*P)/Pn 1 0 1 14 REINF REQ'D I(AISI C3 4) Interior Reaction (M/Mno)+(P/P n) 1 0 087 OK (AISI C3.5.1) Page 1 of 1 5/25/2004 ----- Purlin Web CripplinQ Desian Check - For Flanae Bolted Purlins JOB NO: 2618 T DATE: I 5/25/041 PROJECT: NAPA Auto Parts CUSTOMER: Osburn Steel BuildinQs. Inc. LOCATION Yelm. WA UsaQe: General Description. Input Data. Output interpretation: Inputs. Purlin Depth ~in Purlin Spacing. 434 ft Purl Nom Fig Width 35 in. End Frame Bearing Len (Frame Fig. Frame Fig 1/2 End Bay End Bay Off Purlin Thick FOS,Qw Interior Frame. Bearing Le (Frame Fig Frame Fig Bay Spacin Purlin Thic Purlin Thic gth, N 4 Width) Thick: 0.205 Spacing: 13. 125 set: 42 ness o 0725 1 85 ngth, N 6i Width) Thick: 0.25 i g 26.25 kness 1 o 0725 i kness 2. o 0725 i Calc. Values and Constants. End lint. 1 lint. 2 k 1 696 m 0967 I 1 0 I 0 967 C1 0847 C2 0.905 I 0 9051 0 905 Cs 0770 C4 0762 I 0 7621 0 762 Cg 1 0 Ce 1 0 Eq C3.4-1 Increase I 1 3 Factor per AISI-96 2618UBC.xls Use this program to check AISI-96 Web Crippling, Section C3 4 The purpose of this spread sheet is to check if stub purlin reinforcement is required at bearing locations due to reaction forces from purl ins Input the purlin and frame information below Items in blue italic may change for each job The output will co~pare the purlin reaction force with the web yielding I and the web crippling equations of Chapter K,Equations (K1-2) & (K1-4), and determines if ~tiffeners are required Note Single web dantilevers are NOT checked. in. in ft. in in n , Gage Equivalents , I 16iGa. o 0588 in. 14iGa. o 0725 in. 121Ga. o 1030 in 10: Ga. o 1345 in n ft. n n Portion of AISI-96 Table C3.4-1 for Single Web, Stiffened Flanges I End Reaction 3.01 P n, kips (Eq. C3 41-1) Opposing Ldads Spaced> 115*h Interior 1 Reaction 512 P n, kips (Eq. C3 41-4) , Interior 2 Reaction 5.12 Pn, kips (Eq. C3 4 1-4) I Opposing Ldads End Reaction 1.58 Pn, kips (Eq C34 1-6) Interior 1 Reaction 3.83 P n, kips (Eq C3.4 1-8) Spaced ~ 1.5*h Interior 2 Reaction 3.83 P n, kips (Eq C3.4 1-4) Web Crippling Strength Check Location Equation Limit UC Result End Reaction (Qw *P)/P n 1 0 1 14 REINF REQ'D AISI C3 4) Interior Reaction (M/Mno)+(P/P n) 1 0 087 OK (AISI C3 51) Page 1 of 1 5/25/2004 o o o HCI STEEL BUILDING SYSTEMS~ INC. BEIGE TAHOE BLUE MALlBU WHITE ROMAN BRONZE OLD TOWNE GREY ROYAL BLUE TERRA COTTA FOREST GREEN Rev: 9/03 STANDARD COLOR GUIDE HUSKY HI-RIB · SHADOW RIB · WEATHER SPAN · MARK 16 · CF 16 \,k~/7" ~W Standard colors are available in a silicone modified polyester CSMP) finish. MALlBU WHITE ~ has a ten year polyester finish. ,/f ~ WEATHER SPAN and CF 16 Standard colors are available in a Kynar finish. OLD TOWNE GREY and BEIGE are custom colors. MARK 16 Standard color is MALlBU WHITE - available in a Kynar or polyester finish. Available subject to minimum order quantities and extended lead-times. Contact your sales representative for price, availability, and lead time. aln specl Ica Ions on warran les oval a e upon reques . . Steel Building Systems . Steel Roof Systems . Building Components 18520 - 67th Avenue NE. Arlington,WA 98223. PH. (360) 435-8871 www.hcisteel.com HCI STEEL BUilDING SYSTEMS, INC. WEATHER SPAN STANDING SEAM 18" NET COVERAGE MARK 16 STANDING SEAM MECHANICALLY SEAMED 16" NET COVERAGE CF-16 CONCEALED FASTENER ARCHITECTURAL PANEL 16" NET COVERAGE Eave Trim ALSO CUSTOM TRIMS MADE TO YOUR SPECIFICATIONS ROOF & WALL SYSTEMS TRIM & FLASHINGS o HUSKY HI-RIB 36" NET COVERAGE HUSKY SHADOW RIB 36" NET COVERAGE o Cee's & Zee's From 3 1/2" to 14" CHOOSE FROM A WIDE SELECTION OF FASTENE8.S AND SEALANTS Gable/Rake Trim o FROM OSBURN STdL BUILDINGS, INC PHONE NO. 30S 400 0449 Jun 25 2004 10 04HM P1 216 Puyallup Avenue, #149 - Tacoma, W A 98421 Office. (253) 847-9830 Fax: (253) 847-9580 OSBURN STEEL BUILDINGS, INCo FAX ----- -- -*--- .- ----- --- ,.....,~- '--...~-;;---- -'-----~,._""""""- TO: FROM: PAGES: DATE: co: o FOR REVIEW A8l PLEASE REPLY ~;{2~~y~ ,/::, ~! FROM OSBURN ST dL BU I LD I hIGS, I HC PHOHE HO 306 400 0449 Jun 25 2004 10 05RM P2 / N I I I>{/ 1 /5?<gO'5#~p (No weL.D/Nt:; Dft.. (JQMeUSt7~) t2..~ ItJ UJO ()FF/C-G BIlTU - - ~ /0 'X/D) /!)lIEf4IEAD t)/)oe - _.J. $070 A//};1/ Doof!.. (iYP ~ 71.../tui) It) I 8' 16 "PPl11 L "...jE f)t 1fL.1 t:p ~ ~. ~.;~t- &tY / ,(J'-:[..P' ~ 11"'-10. ~ ()'bV "I \\ VI> <; ~\1'" \)()o ~ I g'1-5 Wn-1DOt.>> ~) ltt f "Atft 5C.ALE.--j'l- ~' _ 1-[' YeL/vI~ V~. 216 Puya11up Avenue, #149. Tacoma, WA 98421 Office' (253) 847-9830 Fax: (253) 847-9580 OSBURN STEEL BUILDINGS, INC. FAX '~~~"'::-~=:~~~;'':''-..:..;.. . --- -- ---- _.--::::::':'~:.._: .--.-- --.--...---- -- ...'~ ,P'-~ ./ RE: FROM: PAGES: DATE: 00: o FOR REVIEW ~ PLEASE REPLY ~;{2~~y~ ,/::, ~~, TO: A ~~~ (f (.;we;) 9'77 -;;2991 d~~Cf 1d W~BS 10 vOOG BG unr 6vvO OOV 90[ OH 3HOHd "JHI 'S~Hralln8 lP1S HdnsSO WOd:l FROM OSBURH STdL BUILDIHGS, IHC y. ~ ~ J PHOHE HO. 306 400 0449 ~ ,~ ~ .... ).... ~~ \(~ ~{ L~ ,""- \..' i l,) '..... \ -., -.....\f"). i I~--\.~ '\~........ , , ~~,,\ ........i _ T~_ ".) ..._~ '<~~~ ~ " 1- _.- -.. \ \ L. ," .-- -" - ( .\~. .-- .... I~~ 'i~ \x.~ ,,,\ , '" 'J 1')<"'--"-, [1 ~ }~ Ii:.: ~. tt ~ . ~. ~~ '. r=- ~1/7~~~ ~dLl{'(- , Jun. 28 2004 01 59RM P2 y- '::r ~ ...~ "0 jL _ c. Cnrl5Clon punDOe De: ~ CONSULTING ENGINEER PROJECT- ~A BY- cc:.;--- SHEET NO Y\ 12202 PACIFIC AVE. S. . TACOMA. WA 98444 . (253) 537-8128 . FAX 531-1285 !O', ~l/"\J ~D4-L !2E--', NAP A ALfTD ~J2-- j'> - '-I E-LJ-,j _ CO~-W~ 12-00F LO~ --".v-......stJ3f=--L- P V....--H 1=-(L 13 U I L-[:)/ H.0 HA-~ b~H-- O~IG::.Hn:L) ~.U'L. A C-OU_~t:Te",<n..-A"C 1-0/)(.2; cr=- b~1 1T'-t I~ 'AII LL S vf>R) ~ J1-+1"~ MOF-.o /..-oAD F-~ -n;-E: -r-M-12. S'vf;p~~~~ ~ILJ--r-t61