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HomeMy WebLinkAboutPermit Building 2006-10-20 kS( .Architect/DesignerlEllgilleer r, f t rl ~ fft,\ " ~i ~~\ General ~ Plumbing ~ Mechanical ~; Electtical '1~1 rrdJ. Has site review application been submitted? ~ ~Yes ONo 0 N/A rr'-.~~ Ifso, Name ofplanner SR'R-AH ,~()HHt:'RS. " ~r 4" Journal Number 'j)1Z~ ) 005 - OOOS~ 012., ~'-"'PL ~iL C .lOOL- oS' I z.g ~ Notice: All contractors & subcontractors are required to be ~ licensed with the Construction Contra~iors Board of the , ~ State of Oregon under provisions ofORS 701 and may be ~r,~, required to be, licensed in the jurisiiiction where work is r being erfoIDlf:1.. r I ....tl,Col<\-,'"2-"\ PLAN CHECK Fli'li' "'\ ~~ ~~ 0; "~ ~ , ~j ~ 'l~ r, 1r-11 t--\EE-DS k~:P12-~~~ '\-,.f~-V". '.;~>i :j~,::' ;, i~ .::. ;: .:i' J" ZZ5 F1ITH STREET. SPRINGFIELD, OR 97477 . PH:(541)726-3753 . PAX: ,(541)726-3689 ,; .,., '. City Job Number'CbM.,'2.a:?lo - (;) \ ~5 '\ j . 1 & 2 Family Dwelling or Accessory Multi-Family J CommerciaIlIndusttial 37 ~:::? ' Job Address ,<tRJ'12T:\ '!A!1lLf ~ 1 ' Lot Block Subdivision Project Name . \'1=b Q,,\ 1./ (}'-I ;?, 1I (' I.NES" Description of Work/location on premises/special conditiop' ) o Demolition o Other New Construction Addition! AlterationlReplacement nan! Impr v~ment ct . Bldg Nn Suite Nn ,Tax Map/Tax Lot '* 1""- fJ2. - IS -,~i l'oo~3ool'ao 9R-I2IA P4P-,\F:' Il /0'0 0'-/ TnC)}J7)O-TioN 0A/V1 Name . ,cll-l+H P,F. Q,~ -ne:vFOI ()'P/v(~J>J, c.OI2JP. '. Mailing Address 22.Q<;" rn'j>.,iJ1'(, Qf\ ,~lIlffi . Jill) Cilv EUG efJe State 012.. Zip,Q1-40/ Phone (~"4-1 \ 2. <:~ - 9.'~ <'4- Fay (S4-I) ':;(3}\' - ;>, LL I . ~ . ~, Owner Representative :::.\/ ,VA- s"UI_ul/i+N Phone Fay SQ Ft X $/SQ Ft VALUE New Dwelling Area Garage/Carport Area Other Structure Area Total Value o Applicant . Commercial/IndustriallMlllti-F ("nilv SQ Ft. X $/SQ. Ft VALUE Namp: Mailing Address City Phone Existing Bldg. Area New Bldg. Area ,(1'1& .JOQI,,:: 14:5:j.~ j,~.s 134-, bSz. .1('3:t.,~q State Zip Total Value 338,331 Name . EQI (' l+f+LL Ar.:>ctJ-, n"CT:( Address I I&, I-+W (' _'l~)J, 5,[) ITF I no . . City r-IJ C, EWE: State 012 Zip .t'J74-0J Contact Person A-NNETTE 2o#b-,::;; Phon~ lS'f-il-h~X-S-.s-_"'4' Fov l~x.i?-nS-J,o Exist. New Oceupancy Group(s) Const. Type(s) Number of Stories ]S 1LJ3..sr>d~~l-d ?- CH PH.P,EI2,$ (' ()fl/ST!?-LLTfON Phone # &>'+1) - U,~- ,qll4-~ o Residential Projects 'Heat Source: Primary Secondary Water Heater P,ange Energy Path Do you requite any of the following for this project? 'OvelWidth or Second Driveway 0 Yes 0 No Do you need temponirypower? OYes ONo , Requires LDAP Yes 0 No 0 Applied for? Yes ONo 0 II Planner: . Date' RCPT# "ATE l 0 ~'-o - c:>f, BY -J tA? I Shared Drive(T:)lBuilding FormslBuilding Permit Applicationl-02.doc 225 Fifth Street' Springfield, Oregon 97477 541-726-3759 Phone City of Springfield Official Receipt Development Services Department Public Works Department Job/Journal Number COM2006-01357 COM2006-01357 Payments: Type of Payment Cheek cReceintl RECEIPT #: 2200600000000001473 Date: 10/20/2006 1:42 :28PM Description Plan Review Comm/Ind/Public P_lan Review Fire & Life Safety Amount Due 999.31 614.96 $1,614.27 Paid By CHAMBERS DEVELOPMENT CORP, Item Total: <':heck Number Authorization Received By Batch Number Number How Received jmp , 3445 In Person . , $1,614.27 Amount Paid Payment Total: $1,614.27 , Page 1 of 1 10/20/2006 City of SpringfielCl Building Permit & Inspection Summary 11/2/2006 4:03:48PM Job #: CO M2006-0 1357 225 Fifth Street 541-726-3753 Phone 541-726"3676 Fax Project Status: In Review Job Address: 3783 International Ct Scope of Work: Office Description of Work: Foundation Only Springfield Name ARC ERIC HALL ARCHITECTS, me. CON 1996 LLC OWN CHAMBERS DEV CORP Owner & Contractorls) Address 116 HWY 99N 2295 COBURG ROAD 2295 COBURG Jill STE 200 . Citv. State. ZiD EUGENE OR 97402 EUGENE OR 97401 EUGENE OR 97401 Phone 541-688-5594 541-687-9445 541-338-8334 Valllation ofProiect Occuoancv Construction Tvoe Cost PerSo Ft So Ft!! Date Valuation Calculated Staff Paving Foundation Only Use Bid Amount Use Bid Amount $ $ 1.00 1.00 263,639.00 134,692.0'0 " . $263,639.00 $134,69ioo $398,331.00 2006/1 0/20 2006/11/02 . lMP LLH Plan Review Comm/lnd/Public Plan Review Fire & Life Safety Total Amount Paid $999.31 $614.96 $1,614.27 Fees Paid Date Paid 10/20/2006 1012012006 Receiot # Descriotion Amount Paid 2200600000000001473 2200600000000001473 Plans Reviewed Deoartment Received Due Date Structural Review 11/02/2006 11/12/2006 ( Planninl:iReview ] ]/02/2006 1.1105/2006 Public WorkS Review 11/02/2006 11/05/2006 Fire Department Review ]] /02/2006 11/07/2006 SUB Review 11/02/2006 U/07l2006 Initial Review 10130/2006 11/04/2006 Com DIeted Result" Reviewer Comments 11/02/2006 APP ., LLH Insoections Conducted' Insoections Comments DrlL (l . / U'J.tA2-0S- / lr ~({-t fleu-. -o~2lOS -/(jf)C;; r . ~(-~~ P(Ch- rro~ (h{fty=- SVIJ.J__S;'UlY/rrfrS lofl '. vflCtl7ht- Date Result Insoecto!: T R A N s M I T T A L Date Thursdav. November 9, 2006 Proiect ,Sports Wav Phase 2 To Citv of Sprinqfield ReqardinqHesubmittal Foundation Permit onlv 225 5th SI. Job Number 0565 - 3 Copies To Sprinqfield. OR 97477 Other Attention John Pearson, PE Fax No. 541-726-3676 Telephone No. 541.3669 We are sending herewith: 0 By you'r request 0 For your use 0 For:,your review 0 For your records 0 Other.. , Item Submittal # Dated Copies Description of Item Transmitted No. 28597 11/9/06 11/9106 2 Addendum Letter 2 Completed and siqned Special Inspection and Testinq Forms 2 Sets of Revised Drawinqs Remarks Please give me a call if you have any questionsor anything is missing. o Express Service 0 Fax 0 Fax w/orig. mailed 0 Mail 0 UPS ~ Hand Deliver 0 Email 0 Other... By Annette Rohde 7 Sheets Transmitted -- A ~ CHI lEe T S . .. Eric Hall Architects, Inc. 116 Hwy99 N, #100 Eugene, OR 974D2: Ph 541.688.5594 Fx 541.688.0530 www.erichallarchitectscom ARCHITECTS The Building Depdrtment Attention, John M. Pedrson 225 Fifth Street Springfield, Oregon 97477 ~,,\.y.D A.f{'~ $ ERIC HALL ~ .... 113042 ~ "'fo= ,... h--.Jd.-:'- ':r,fllGENE.' OREGON;: ~ ~ '1'/ OF ~\.~ ADDENDUM #,1 /~ Item (1.03) /. Item (1.04) From: Eric Hdll, Architect 116 Hwy. 99 N, Eugene, Oregon 97402 Chdmbers Development Corporation Sports WdY Business Pdrk Phdse II Sports WdY Business Pdrk . Springfield, Oregon 97477 EHA Project No. Plan Review 'No. 05-65 COM2006.01357 To: Project: Date, November 9'" , 2006 The following items dre for ddriHcdtion or revision of the Drawings & SpeciHcdtions dnd hereby form pdrt of the Contract Documents. AUachments: Revised Sheets being Reissued to Repldce previously issued sheets with Sdme sheet numbers: rDocument ~revious Date Revised Date Item(s), Comment IReference Drawings ISheet SLl 10/20/06 11109106 Item 1.101 ISheet S1.2 10/20/06 11/09/06 hem 1.102 ISheet S3, 1 10/20/06 11/09/06 hem 1.103 I Clarifications and Explanatory Comments: Jurisdiction Directed Changes: [In reference to City of SpringHeld Pldn Review Letter ddted November 7,h 2006J ./. Item (1.01) Completed dnd signed Specidllnspectiondnd Testing forms to comply with the Oregon Structurdl Specidlty Code (OSSC) 1704 dre dttdched. ../ ~ Item (1.02) CCB license numbers: Plumbing Contrdctor, Twin Rivers Plumbing: #17695 Electricdl Contrdctor, Builders Electric: #4296 No chdnges hdve occurred in the totdl vdlue of the project dS of Hrst submittdl. The Design-Build Electricdl Cont;dctor hds confirmed thdt before dny electricdl work will be done, the Electricdl Permit Applicdtion will be submitted by the Electricdl Design. Build Contrdctor wi signdtures. 116 HWY 99 N., Suite 100 E u g e n e, 0 R 97402 Ph 541.688 oS 5 9 4 F. 541.6 B B .0530 ,!i~~'!!2.S-! !r.s._ j~i:tt c~~ ADDENDUM # 1 Page 2 of 2 Architect Directed Changes: . Item (1.101) Sheet 51.1 FOUNDATION PLAN @ FOUNDATION PLAN 1/51.1: Gridline adjustments (Gridline A to D for the main building, adding Ao and AOA for the Main Entrance.' . Changes in column callouts (Columns 137/138/139/221/222). Changes in placement of storefront column system. Adjustments in count of restroom fixtures / adjustment in restroom size (movement of Braced Frame C4.5 onto GridlineD and adjustment in footing placing and size. , Movement of Braced Frames B4.5 I 4.5B.5 I C4.5 North toward Gridline 5. @ MAIN ENTRANCE FOUNDATION - ENLARGED: adjustments accordingly as described .bove. ' . Item (1.102) Sheet S1.2 FOUNDATION SCHEDULES @ COLUMN TYP SCHEDULE: additional column type K added. . Item (1.103) Sheet S3.1 BRACED FRAME ELEVATIONS I DETAilS @BRACEDFRAMEElEVATION-SINGlE: added to plotted sheet. @ BRACED FRAME SCHEDULE: adju~tments in size of footings & reinforcing. End of Addendum No.1 A~d""duml (F..",n'!"',.,n,,""') , " i FROM (FRI)NOV 102008 12:03/ST. 12:03/No. 7500000825 P 2 .- NOV-10-2006 09:08 From:ERIC HALL ARCHITECTS 5416880530 To:541+584+3851 P.2'2 . .Nov 09 OS 03,06p p.2 illoA/zooe It: II 'AX 541 667 ~151 ClIAIIUEIS CONS't. QlOO: NUV-\t:I~~ :a,klI!ltl "..I)I1\:t:.t(J'- t'1i<'IC..L l"'I\\.n~I~'...'''' ';'.U,~......-..-ir_. ,......... ......., ,J"''''''' -..~ . : lve,,2U& ..,26 m~~" c:nv (JF' 5l'lt!lGlEl..D PAGE Ill; ... 1,. ..--' ~ 0\ll~' liJ 8 rl:. 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"'....~ & 1 I .~~~ 'J J ,~J~ I}'J' -: .......;; 1.:......, = (l:. ., '" c::!:: II .~ .v.;. "\"e ,- ~~ *tQ)1'i lUl' <V".: ~ ~di ~ n/O'l?008 nD 10:Z [TK/Rll Hcr 1214J liIlooa Nov.~08 06 03: 06p 11/09/2006 14'18 FAX 54t 687 945t CHAMBERS CO~ST. . .,...."" &..A..,o........-...... .............. I ,..""............_ ...~ ,.~.....'..''-....,... .....-....'-1........................... ..; . :. tl(87/2865 64: 25 726367& CITY Of 5F'RI NGFIELD 'i.............. --... r"\ ,--. r--. ~l 3i "'I~I .'5. ~ ,'fille I r~~ il l.r'li) ~; u D J><(I .~. .g ~ u 111 I f ::l'~ Es~~;ll ~l!leB.~ ~.\ .J. i,;;-{.!i~ ~ 1 ~UIIJ.rJill~! '1~~!~ Ihii ~~II ~tj.l~ 'Ii,!} jJ~i!f iltl. I~!~~ ~i~t!l~g~Jilll ~!]~~i~ I~;!~ 5 J~ ~ d E J! I:;; B li :< :t ~ j.P i 15 ~ ~ hI... j J.~ ! I ~ ~ !~~ ~1~lil jl!181 ~i~J!I~ ~~I~~~ !1111~IHH~IIlK~11 :IIIIHI 10: ,.; I to ~ ... ~ z o ~ ... u i 3 u ~ !)j " ~ 11 ~ ~ i 'll d! . 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S 0' = = Ii i5 E ! s: o f 11/0812006 WED 10; 23 [TX/RX NO T274] fill D07 r Date J I / alll/; Plumbina Permit Fees Address ? 1~1' J. 1 I j TU 'i VU'''a,1''IONt I e:r- I 'Z.>O I SO' Iso I 9 .,/(1) Job # U -' 0 rJ r.7-: I Footage of Storm Sewer IFootageof Sanitary Sewer /Footage of Water line. 5',~ ~ , . . F~~tb~_~~lr_",,___________~_ _____ I T Z. I .~ IArea drains . " i:' Testable backftow prevention devices (other than atm~spheric vacuum breakers) . .. . ~ Floor drains I Hose bibbs orsill coc~s Interceptors Laundry tubs Receptors Solar collectors Showers / Sinks Trough drains Urinals Water closets Water Heaters . Water storage tanks U ) jf.-f /,(/ f/",..l).- [0 t=' Storm. Sanitarv Water ./' Bathtubs 1/ IBidets I :Q. I Catch basins I i Clothes washers I I Dental units or cuspidors . I / Drinking fountains I I I I I I I I I I I I I II /I /I /I It ~ I .; Yo I ~' 11-0' 50'1 2>01 225 5th Street, Springfield, OR 97477 Ph. 541.726-3669 Fax 541.726-3676 ", ','" City of' Spril1gfield ... Fax To: Eric Hall . From: John Pearson Pages:" 6 Fax: 688-0530 Phone: 688-5594 Date: November 7, 2006. Re: Sports Way Business Park Foundation Only , cc: .. o Urgent 0 For Review 0 Please Comment 0 Plea~e Reply 0 Infonnation Only ..Comments: Dear Eric, . , Please respond to the enclosed preliminary ~tructural review comments, Thank you, John DATE, TIME FAX NO./NAME DURATION PAGE(S) RESULT MODE TRANSMISSION VERIFICATION RE~ORT . 11/07 04: 25 %880530 00:01:49 07 OK STANDARD' ECM '. '" ~ TIME 11/07/200& 04:27 NAME CITY OF SPRINGFIELD FAX 72&3&7& TEL 72&3b 7& I SPRINGFIELD November 7, 2006 225 FIFTH STREET SPRINGFIELD, OR 97477 (541) 726-3753 FAX (541) 726-3689 www.ci.springfield.or.us Eric Hall Eric Hall Architects 302 Waite Street Eugene, OR 97402 RE: Sports Way Business Park Foundation Only COM2006-01357 Dear Eric, A preliminary structural review for the Sports Way Business Park Foundation ODly at 3783 International Court has been completed. The following items require additional information, clarification or correction in order to complete the review, approve the application, and issue permits. Please submit two sets of documentation containing appropriate responses to the following: I. Complete and return the Special Inspection and Testing forms to comply with the Oregon Structural Specialty Code (OSSC) 1704. 2. Supply the names and CCB license numbers ofthe plumbing and electrical contractors. 3. Submit the total value of the project with a breakout valuation to show the portion pertaining to the structures and the portion for any site work and paving (does not need to include landscaping). 4, Complete an electrical permit application with the original signature of the supervising electrician with fee calculations before doing any electrical work. In order to expedite the plan review, please provide a written response indicating which detail or calculation addresses each issue. Because your response is needed to complete our review, the project will be placed on "HOLD" until we receive the required information. Once I have received the information requested above, we will resume processing your application and phone you once our review is completed. Should70U have any questions, please feel free to phone meat 726-3669 at your convemence. ""pec;:~~ 0;. M. P=,"", PE, ;E Plans Review Engineer . " Conditions Associated With Case #: COM2006-01357 . 11/8/200 3:37:17pr Ufer Eleetrieal Ground Ufer Electrical Ground: foundation inspection. 1,020 Footing Footing: After trenches are excavated. 1,010 1,011 1,012 Site Inspection Site Inspection:. 'DTCR JMP 111812006 None Met To be made after excavation but prior to setting forms. Erosion/Grading Inspection Erosion/Grading Inspection: 11/8/2006 None' Met DTCR . Prior to ground disturbance and after erosion measures are installed. JMP None Met \ DTCR 11/8/2006 Install ground rod at footing and eall for inspeetion in eonjunction with footing and/or JMP None DTCR 11/8/2006 Met JMP .' 1,040 Slab None Met DTCR 11/8/2006 JMP Slab: To be made after all inslab building serviee equipment, conduit piping and other equipm~nt items are.in plaee but prior to concrete. Bolts Installed in Concrete Bolts Installed in Conerete: Building Inspeetor. 1,225 Structural Concrete 'None Met DTCR 11/8/2006 JMP Structural Concrete: In excess of2500 psi. To be done during construction"by a State Certified Inspector. Provide results to City Buiding Inspector 1,650 Rough Grading for Pa~ing , None Met DTCR 11/812006 JMP Rough Grading: After gravel is in place but prior to plaeing eoncrete. 1,220 None Met To be done by a State Certified Speeiallnspector. DTCR 11/8/2006 JMP Provide inspection test reports to City 1,660 Final Paving Final Paving: After paving is complete. 2,007 2,040 2,050 2,060 None 11/8/2006 Met DTCR JMP Underslab Plumbing Underslab ~Iumbing: 11/8/2006 None Met Prior to filling the trenehand including required testing. DTCR JMP Rough Plumbing Rough Plumbing: DTCR JMP None Met Prior to cover and including required testing. 11/812006 Water Line Water Line: None Met Prior to filling trench ~nd including required testing. DTCR 11/8/2006 JMP Sanitary Sewer Line Sanitary Sewer Line: None Met Prior to fillin'g trench and including required testing. DTCR 11/8/2006 JMP' 2,070 Storm Sewer Line Storm Sewer Line: Prior to filling trench. None Met 11/8/2006 DTCR JMP Page 1 of2 CaseConditionS..I Conditions Associated With' - ! Case #: COM.2006-01357 ' 11/8/200 3:37:18PI 2,090 ""Final Plumbing'" None Final Plumbing: When all plumbing work is eomplete. Met DTCR 11/8/2006 JMP 2,100 Backfiow Deviee Backflow Device: None Met DTCR Prior to covering and provide a copy of the test report ori site at the time of inspection. 11/8/2006 JMP Page20f2 CaseConditionsur A~r"'. ~Yttl Page 1 of 1 1I~'lh'III:'II~':l~'llIJ~Ul! Geotechnical & Construction Services Daily Field Report . Client: Ms. Silva Sullivan Project: Chambers Development Co. 2295 Coburg Road Suite 200 Eugene, Oregon 97402 Sports Way Business Park-Ph. 2 3783 International Way Springfield, Oregon, Date: Project No.: Report No,: Inspector: \0 No.: 10-22-07 2077031 E-17882 M. Meyer Inspection of: Ceiling Grid Contractor: Chambers Construction Weather: inside BP No.: C-06-01357 Continuous Inspection: 0 Periodic Inspection: 0 Performed inspection on the completed drop-ceiling grid installation in' the south slairwell. The TEE suspension system for the Armstrong Ceiling Tiles was anchored to the 7/8" wall moulding along two (2) adjoining wails with pop-rivets. BERC 2 clips were inslalled on opposite walls at each grid T-intersection. Support wires are also installed at each T-intersection within 8" of wall faces around perimeter. Interior support wires are attached with screws to roof. Two (2) seismic struts were installed using 3/4" conduit encircling a support wire attached to the roof deck and lhe ceiling tile grid, To the best of our knowledge, the work inspecled was in accordance with IBC Installation Requirements by Armstrong World Industries, except if noted above. (Note:' ceiiing submittal information was not available for review). Tim Jacobs (Jackson Ceiling) was asked to notify our office when additional services are needed. Respectfully, ;Jt. '-i. ~ Michael L. Meyef7- Technical Manager c: Chambers Construction - Brian Erickson (email) Eric Hall Architecls - Steven Cho/Annette Rohde (em all) Endex Engineering - (email) City of Springfield MLM:jw This report and/or enclosed test data is the confidential property of the c1ienllo whom it is addressed and pertains to the specific process and/or material evaluated. As such, information contained herein shall ,not be reproduced in part or full and/or any part thereof be disclosed without FEI Testing & Inspection, Inc.'s written authorization. " 750 NW ComellAvenue' Corvallis, Oregon 97330 . phone (541) 7574698, fax (541)757-2991 29540 B Airport Road, Eugene, Oregon 97402 . phone (541) 684-i3s49 . fax (541) 684-3851 63050 Corporate Place, Suite 2 . Bend, Oregon 97.701 . phone (541) 382-4844 . fax (541) 382-4846 o (Q-(~ -;-1 ~P". ~yrt~ . 11:"llmt:"lr.'~alllll'.I/I. Geotechnical & Construction Services September 20, 2007 Project No. 2077031 Report No. E-17572 Ms. Silva Sullivan Chambers Development Co. 2295 Coburg Road Suite 200 Eugene, Oregon 97401 FINAL SUMMARY REPORT Sports Way Business Park - Ph. 2 3783 International Way Springfield, Oregon Building Permit No. C-06-01357 Dear Ms. Sullivan, This letter confirms that FEI Testing & Inspection, Inc. performed special inspection' services in accordance with IBC and as directed by our client for the above-referenced project. We were employed to provide continuous or periodic inspection on specific dates, as documented per our special inspection reports for: ' Dearthwork Dstructural masonry Depoxy dowels/wedge anchors 0reinforced concrete 0bolts installed in concrete 0structural welding (shop/field) 0high-strength bolts . Dspray applied fireproofing Based upon our observations and written reports of this work, it is our judgment that the inspected work was performed, to the bestof our knowledge, in accordance with the approved plans, specifications, change orders andlor structural engineer's instructions, and applicable provisions of Chapter 17 of the International Building Cpde, unless otherwise noted or referenced above. , Respectfully, ;1J.~~ Michael L. M~er . Technical Manager c: Charnbers Construction - Brian Erickson Eric Hall Architects - Steven Cho/Annette Rohde Endex Engineering City.of Springfield This report and/or enclosed test data is the confidential property of the clienl to whom it is addressed and pertains to the specific process and/or material evaluated. As such, information contained herein shall not be reproduced in part or full and/or any part thereof be disclosed without FEI Testing & Inspection. Inc.'s written authorization', - . 7ffJ NW Cornell Avenue. Corvallis, Oregon 97330, phone (541) 757-4698 . fax (541) 757-2991 29540 B Airport Road, Eugene, Oregon 97402 . phone (541) 684-3849 . fax (541) 684-3851 63050 Corporate Place, Suite 2 . Bend, Ore90n 97701 . phone (541) 382-4844' fax (541)382-4846 '. ..' . ~ftj 11.'lIillt"h'~1il'llIlI_ Geotechnical & Construdion Services 750 NW Cornell Avenue Corvallis, OR 97330-4517 Phone: (541) 757-4698 Fax: (541) 757-2991 Date g ~2,g~ 0-':;- . 2cJ :; '7 Cl:Sf ~J1~,r-l-<;, !./()..!' t. Project Number Project Name Client Contractor Project Manager v.J ........__._-'~ @. !--'- '2:.. ~ 29540 B Airport Road Eugene, OR 97402 Phone: (541) 684-3849 Fax: (541) 684-3851 .5jp~.,......(s- <Jay I?.,;,'d:'",) ~r) ,----- - / ,------,.,-/ i i _J...___.~_~___._.__"..~. ~.- / -~ " /' --.-..-'''''' cv r-- , '----. , i. ; /"-'-; I /~) ( 1.1 1-/ I 1 I \ . I i . "'~""->;"""j" I /' -/<- , l<<~&~ I.... L~ (3) .r'..~~._~,.".~.. e DISTRIBUTION: 1. Proj. Mgr. 2. File By: Title: .'~--.. .<---,---.,~_._----~- -~-~--------.:~ _M_"_'__"_L_~_____.._._._ -- -~"------. ~.-,-~._._"~._- -'- PAGE I Approximate Test Locations Sketch. Ci,Jt ;; ) f 0) r:> ::. -\- '\ 5 ~ of / PAGES ~ '. .'.;' ~PPJ ~yrt ~''''''''''''lIWI Geotechnical & Construction Services Page 1 of 1 Field Density Test Results - ASTM D 2922 Client: Ms. Silva Sullivan Chambers Development Co. 2295 Coburg Road Suite 200 Eugene, Oregon 97401 Project: Sports Way Business Park-Ph. 2 3783 International Way Springfield, Oregon " Date: Project No.: Report No.: B.P. No.: 08"28-07 2077031 E-17345 C-06-01357 MOISTURE/DENSITY DATA:AASHTO T99 - Maximum Dry Densily of 124.0 pcf, at 12.0% moisture furnished by client for 3/4".0 crushed aggregate. --- Wet Test Approximate Location Approx. Density Percent Dry Density Percent Compaction No. Elev, (pet) Moisture (pet) Compaction Requirement See attached drawing 1 Location #1 FG 130.5 3.8 125.7 100+ 95.0 2 Location #2 FG 134.5 2.6 131.0 100+ 95.0 3 Location #3 FG 129.8 4,5 124.2 100.0 95.0 4 Location #4 FG 132.5 3.0 128.7 100+ 95.0 5 Location #5 FG 131.6 3.1 127.7 100+ 95.0 6 Location #6 FG 136.7 4.1 131.3 100+ 95.0 7 Location #7 FG 141.2 2.2 138.2 100+ 95.0 Tests performed at finished grade of base rock under asphalt paving. Remarks: Mike Moff (Egge Sand and Gravel) was advised of test results. Reviewed By: A, ';(;/k~ Michael L. Meylr Technical Manager , c: Chambers Construction Co. - Brian Erickson (e-mail) Eric Hall Architects - Steven Cho/Annette Rohde (e-mail) Endex Engineering - (e-mail) City of Springfield . Attachment: Site Drawing MLM:jw This report and/or enclosed lest data is the confidential property ofllle client to whom it is addressed and pertains to the specific process and/or malerial evaiLmled. As such. inf~rmalion contained herein shall not be reproduced'in part of fldl rindlOf any part thereof be disclosed wi1hout FEI Testing & Inspection. Inc. '5 written authorization. 750NW ComeIlAv",ue' COr\llill, Oregon 97330, phone(54I) 757-4698. fux(541) 757-2991 29540 B Aii]Xllt Road' Eugme, Q<gon 97402 . phone(541) 684-3849 . fux (541) 684-3851 {~ft~ 11.'lIll1t:tll~lmlllllllW! Geotechnical & Construclion Services Compressive Strength of Masonry Prisms ASTM C 1314. 06-27-07 06.28-07 . HOLLOW 1500 psi ASTM C1314 Three (3) course 6" CMU exterior wall base on line D, from 2 to 8 and on 8, from A to D. CLIENT Ms. Silva Sullivan Chambers Development Co. 2295 Cobur9 Road Suite 200 Eugene, Oregon 97401 PROJECT Sports Way Business Park - Ph. 2 3783 International Way Springfield, Oregon BP NO. C-06-01357 DATE PROJECT NO. REPORT NO. DATE CONSTRUCTED DATE GROUTED SOLID XX DESIGN (F'M) SPECIMEN STORAGE. LOCATION M. Meyer DATE RECEIVED PRISM I.D. TIME WEATHERITEMP. FEI REP. MORTAR: PSIITYPE SAND CEMENT LIME OTHER TEMP. SOURCEII,D, 1800IType S GROUT: PSI AGG. SIZE CEMENT ADDITIVE SLUMP . TEMP. SOURCE/I.D. TICKET NO. Spec Mix/Silo 07 -05-07 2077031 5231 06-29-07 6" x 8" x 16" Split Face 10:50 AM Cloudy/65" 3000 psi 3/8" :tg" 76" ESG/Mix 18 323173 SPECIMEN SPECIMEN SPECIMEN NET CROSS- COMPRESSIVE AVERAGE TEST AGE HEIGHT LENGTH WIDTH SECTIONAL TOTAL STRENGTH STRENGTH DATE (DAYS) (IN.) (IN.) (IN.) AREA (IN') LOAD (LBS) (PSI) (PSI) 07-05-07 . 7 16.00 8.500 6.000 51:00 I 131800 2580 07-26-07 28 I 07-26-07 28 REMARKS: Jim Haines (Haines Masonry) was advised of on-site test results. Reviewed By: Ai '1. /LJ~ . ~. Michael LV ~e~r Technical Manager c: Chambers Construction - Brian Erickson (e.mail) Eric Hall Architects - Steven Cho/Annette Rohde (e.mail) Endex Engineering City of Springfield MLM:jw This report and/or enclosed test data is the confidential property of the client to whom it is addressed and pertains to the specific process and/or material evaluated. As such, information contained herein shall not be reproduced in part or full and/or any'part thereof be disclosed without FEr Testing & Inspection, Inc.'s written authorization. 7ffJ rwJ Comell Avenue' Cavallis, OregOn 97330, phone (541 ) 757-4698. fax(541) 757-2991 29540 B Airport Road. Eugene, Oegon 97402 . phone (541) 684-3849 fax (541) 684,3851 I\~r". ~'#tt~ Gcv:"J "lic:al & O:>nstruc:tion Services Compressive Strength of Concrete (ASTM C 39) 1I:"'II/1rt:"I/~'~:'llIIllill!1 CLIENT Ms. Silva Sullivan Chambers Development Co. 2295 Cobur9 Road Suite 200 Eugene, Oregon 97401 PROJECT Sports Way Business Park - Ph. 2 3783 International Way Springfield, Oregon C.06-01357 DATE PROJECT NO. REPORT NO, . 07.05.07 2077031 5177 B.P. NO. DATE CAST 06-07 -07 CAST BY K. Kernan .DATE RECEIVED 06-08-07 STRENGTH REQUIRED 3000 psi SPECIMEN SIZE 6" x 12" STRENGTH PLACED 3000 psi SACKS SUPPLIER ESG PRODUCT CODE 2144 CEMENT MAX SIZE AGG. 314" ADDITIVES Fiber AIR CONTENT LOAD NO. 1 TICKET NO. 321715 SLUMP 51/4" CONCRETE TEMP 6SO F YARDAGE 7.0 OF 7.0 TIME 10:00 05 AM AIR TEMP 59" F WEATHER Overcast SPECIMEN STORAGE ASTM C31 POUR LOCATION Two (2) equipment pads on roof. AVERAGE TEST AGE AREA WEIGHT TOTAL COMPRESSIVE STRENGTH TIME OF TYPE OF DATE (DAYS) (IN.') ILBS) LOAD (LBS) STRENGTH (PSI) (PSI) TEST FRACTURE" 06-14-07 7 28.18 28.6 1 97800 2410 12:00 PM C 07-05-07 28 28.09 28.6 1 106900 3810 11:30 AM D 07.05-07 28 28.09 28.5 .1 109500 3900 3860 11:35AM D Hold 1 .. A-Cone B-Cone/Split C-Cone Shear D-Shear E-Columnar REMARKS: Dave Krull (Chambers Construction) was advised of on-site test resylts. Reviewed By: p;.~.~ Michael L. Meyer(/' . Technical Manager -- c: Chambers Construction - Brian Erickson (e-mail) Eric Hall Architects - Steven Cho/Annette Rohde (e-mail) Endex Engineering Eugene Sand and Gravel City of Springfield MLM:jw This report and/or enclosed test data is the confidential property of the client to whom it is addressed and pertains to the specific process and/or material evaluated. As such, information contained herein shall not be reproduced in part or full and/or any part thereof be disclosed without FEr Testing & Inspection, Inc.'swritten auth~rjzation. 7fJJ tm Canell Avenue' ColvaIlis, Oegon 97330 . phone (541) 757-4698, fax (541) 757-2991 29540 B I\jrport Road . Eugene, Oegon 97402. phone (541)684-J849 'fax(541)684-3851 ()fEI u:lllill"""'''''"1i.1lll!1 Geotechnical & Construction Services Page 1 of 1 Report of Inspection Services Weldinq/Hiqh-Strenqth Boltinq Client: Ms. Silva Sullivan Chambers Development Co. 2295 Coburg Road Suile 200 Eugene, Oregon 97401 Project: Sports Way Business Park-Ph. 2 3783 International Way Springfield, Oregon Date: Project No.: Report No.: Inspector: 10 No.: 06-29-07 2077031 E-16685 C. Walpole 01040131 AWS CWI Field: 0 Clear C-06-01357 Inspection of: Fabricator or Erector: Contractor: Welding West Side Iron Chambers Construction Co. Shop: 0 Weather: BP No.: Performed visual inspection of first floor to roof level entry struciure. Completed welds were checked for size, lenglh, profile and location. Note: the beam to column connections were not completed per details. Contractor was notified additional welding would be needed for final acceptance, Also, inspected puddle welds and button punch in sheet metal decking at entry. slructure. Puddle welds were checked for size and location. Contractor was asked to notify our office when additional services are needed. To the best of our knowledge, the' work checked is in conformance with structural drawings and applicable AWS D1.1 and D1.3 codes, except if noted above. Reviewed By: ~L~ Struciural Steel Supervisor c: Chambers Construction Co. - Brian Erickson (e-mail) Eric Hall Architects - Steven CholAnnette Rohde (e-mail) Endex Engineering - (e-mail) . City of Springfield DAW:jw " This report and/or enclosed lest data is the confidential property of the client to whom it is addressed and pertains to the specific process and/or material evaluated. As such, information contained herein shall not be reproduced in part or full and/or any part thereof be disclosed without FEI Testing & Inspection. Inc:'s written authorization. 750 NW Comell Avenue. Corvallis, Oregon 97330, phone (541) 757-4698, fax (541) 757-2991 29540 B Airport Road. Eugene, Oregon 97402. phone (541) 684:3849 . fax (541) 684-3851 63050 Corporate Place, Suite 2. Bend, Oregon 97701 . phone (541) 382-4844. fax (541) 382-4846 I~PP I th..ltt,j Geotechnical & Construction Services Compressive Strength of Concrete (ASTM C 39) 11:r.'I!II~;'II~'~~.llIli_ CLIENT PROJECT Sports Way Business Park - Ph. 2 3783 International Way Springfield, Oregon C-06.01357 Ms. Silva Sullivan Chambers Development Co. 2295 Coburg Road Suile 200 Eugene, Oregon 97401 B.P, NO. DATE CAST STRENGTH REQUIRED STRENGTH PLACEO PRODUCT CODE ADDITIVES LOAD NO. CONCRETE TEMP AIR TEMP POUR LOCATION . CAST BY E. Marjama ' 05'30.07 3000 psi 3000 psi 144 SACKS CEMENT Fiber - yellow, 5% AEA 1 TICKET NO. 321136 74" F YARDAGE 7.25 OF 60. F WEATHER Clear Second fioor slab - line 6 to 8 and A to A.8. 19.50 LOAD 1 SAMPLED Approximately lines 5.5 A.2. TEST AGE AREA WEIGHT TOTAL COM PRESSIVE DATE (DAYS) (IN.') (LBSl LOAD (LBSl STRENGTH (PSI) 06-06-07 7 28.18 27.5 47000 1670 06-27-07 28 28.18 27.5 80500 2860. 06-27-07 28 28.18 27.5 78400 2780 07.25-07 56 .. A" Cone B - Cone/Split C - Cone Shear D. Shear ,E - Columnar REMARKS: Dave Krull (Chambers) was advised of on.sile test results. Reviewed By.: /JI.;!.~-- Michael L. ~ey((- T ~chnical Manager C' Chambers Construction - Brian Erickson (e-mail) Eric Hall Architects - Steven Cho/Annette Rohde (e-mail) Endex Engineering Eugene Sand and Gravel City of Springfield MLM:jm DATE PROJECT NO. REPORT NO. 06.27-07 2977031 5163 05-31-07 ' 6" x 12" ESG 3/4" 4.8% 41/4" 7:15AM' ASTM C31 TYPE OF FRACTURE" C D D This report and/or enclosed test data is the confidential property of the client to whom it is addressed and pertains to the specific process and/or material evaluated, As such, information contained herein shall not be reproduced in part or full and/or any part thereof be disclosed without FEI Testing & Inspection, Inc.'s written authorization. DATE RECEIVED SPECIMEN SIZE SUPPLIER MAX SIZE AGG. AIR CONTENT SLUMP TIME SPECIMEN STORAGE AVERAGE STRENGTH (PSI) TIME OF TEST 9:55 AM 8:05 AM 8:10AM 2810 7'3J NN ComeIIAvenue' Corvallis, Oregon 97330 . phone (541)757-4698 . fax (541) 757-2991 29540 BAirportRoad' Eugene, Oregon 97402. ph01le (541)684-384g. fax (541) 684-3851 ~ '. b-o\3S'l / ~ -<-'\~:{D. ./. .\ vC- VI" 'B>' ..../~ ve '" . .j E ~ ". V~E= \ 12 , /r- lO "'t-<\ --:S .I '(;F A .~ ~. ~ "C ./'"[) -M'f' \ .1 /% I k "'"", 0~"- - " ft1--uo'?:>.t.o.:,~ - t" III ~~6f 3<;, \ - 'T III '. I ~~ I 11 7'1" ~~. +~ I " II I I II II III III I .11 ..........s .\ ~.- -1k 5'O\\~ I '<0 '"2- .-LV, -'-_, ..."'vu V>J.~U t'l'l"" o,}"t.1- VOl ~'t.).L ......11f\lUbhl(:j L;Ul'l::tT. 141 001 ..' TO: FRQM: RE: DATE: CHAMBERS CONSTRUCTION SINCE 1955 3028 Judkins Rd. #1, Eugene OR 91403 Phone: (541) 681-9445. Fax: (541) 681-9451 CCB 11114258 FAX TRANSMllTAL COVER SHEET Anette, Eric Hall Architects ,I FAX #: 688-0530 Brian Erickson SPORTS WAY PHASE :2 10/12/06 NUMBER QF PAGES JNCLUDJNG THIS COVER il!11J',J!. T: i 2 If you do not receive all pages, please call (541) 687-9445 as soon as possible . Memo: The construction cost for site work and foundations for Sports Way Phase i are as follows: ' Site Work"" $263.639 Foundations"" $134,692 1U/1l/lUU5 U9:45 FAX 541 687 9451 I I I . . I . . , I I j I i I '\ ,: I .: I I: I I I . . I I I . CHAMBERS CONSTRUCTION Date: January 31,2006 cee #114258 CHAMBERS CONST. ~002 PRELIMINARY BUDGET BUILDING SHELL & SITE WORK Qty Unit Unit ~ I Total Division_Total -- SPORTS WAY BUSINESS PARK PHASE 2 SPRINGFIELD, OREGON _ _ L Based On Preliminary Plans I Dated January 3. 2006 _ _ ,!enant Improvement Not Included' Sitework: Construction Layout Site Clearing Excavallons & Embankments to Subgrades Fooling Excavalion & Bacldill Crushed Rock. 9" Base at Aspllall, 12" Under Building Slab & Sidewalk Prep Asphalt Paving - 3" Parking Lot Striping & ADA Signage Extruded Curbs Stann Sewer: IOn-site Swales & Vegetative Filter Connection to Roof Drains Sanitary Sewer. Tap Existing Domestic Water. Service to 5' of Building Site Fire Water. I Site Fire Une, City Connection Fees. Bacldiow Prevention Device. Above Ground Vault Over-excavation Allowance Site Survey Site Concrete: I Concrete Sidewalks - On Site, 4" StJee! Sidewall< Site Accessories: . Bievels Parking - Six Loop Racks LonQ Term Bike Enclosures. Holds Three Bikes Trash Enclosure: Concrete Slab on Grade CMU Wall with Wall Cap 8' Metal Gate Site Electrical: IPhone service., Electrical Service to the Building. Parkin!' Lot U!=Ihtirn . 1'-'- ~-- SF SF : Bldg. Area: 28,288 ! Site Area: 60,029 '-- -,-- -- I i-' c",m"" ...~' Co", Arch: Eric Hall Architect" -1 F I Qty J Unit. Unit $ . '~'U 'iLW.-'lI!! Hll 1 LS $164,000.00 Total I Division Total _.~ $263.639 $164,000 ' J .11,. Concrete Column Footings: IPerimeter Footings - 5' < 5' x 18" Interior Footil1\1S - g' x 9' x 18" Concrete Elevator Pit - 7.5' x 8.5' x 5.17' deep Concrete Slab on Grade. 4" IThickened Slab Perimeter Concrete Slab on Metal oeck . Second Floor Concrete Fill at Stairs - Treads & Landings I 1____.__.__.._ 0600201 Prelim Bud Sports Way PH 2,xis I I , I I I I I I I I I I I I I I I I I STRUCTURAL CALCULATIONS FOR SPORTS WAY BUSINESS PARK .. ~@[?n\\[[(1 ,,! NO'! 0 6 2006 il. 1 ,U _ JLJ\.JLJU U _':?_::-. ----------------- October 6. 2006 I 1 ) I 1 1 1 1 1 1 I) 1 1 I I I I 1 I) 1 Structural Calculations Sports Way Business Park II October 6, 2006 I. Loads II. Vertical Load. A. Sheathing and Decking B. Roof and Floor Joists C. Beams D. Columns E. Foundations III. Lateral Load A. Lateral Distribution - Wind Loads B, Lateral Distribution - Seismic Loads C. Braced Frames D. Braced Frame Foundations E. Braced Frame Anchors I I I I I I I I I I ) I I I I I I I .) I ) Sports Way 2 Sp'rjnA~field. OR .Q.8AVITY '. n~ DEAD LOADS llilQE Rool Membrane Rigid Insulation Steel Decking Bar Joists Ceiling 3 PSF 1 PSF 2 PSF 2 PSF 3 PSF PSF PSF 4 PSF 15 P$F MIse CEILING ITEMS fIRST FLOOR Slab on Grade PSF PSF PSF PSF PSF PSF PSF PSF o PSF !;;Fr.ONO FLOOR B Deck w/5" Concrete Floor Covering Ceiling Sprinklers Mise Ceiling Items 50 PSF 2 PSF 3 PSF 2 PSF 3 PSF PSF PSF PSF 60 PSF UVE LOADS 50 PSF OFFICE AREA 100 PSF CORRIDORS AND ASSEMBLY AREAS 80 PSF MECHANICAL LOADS AT ROOF CENTER BAY ONLY 20 PSF PARTITION LOAD IN OFFICE SPACES Er!dex Engineering lne Corvallis, OR " " . .' ~. ~,~. ;~_!' BUILDiNG DESIGN LOADS BASED ON IBC 2003 AND ASCE 7 fX11=RIOR WAu.s 4" BRICK Sleel Studs 5/8" Gyp both sides Insulation INTFRIOR WAL I~ Steel Studs . 5/B" Gyp both sides &NOW LOAO" FLAT ROOF = GROUND SNOW LOAD EXPOSURE COEFFICIENTi, IMPORTANCE FACTOR THERMAL FACTOR Calculated roof snow load Mintmum roof snow load Rain on Snow surcharge DESIGN FLAT ROOF SNOW LOAC SLOPED ROOF. P. . C.P, es = P. = PMe1 of 5 3S PSF 1 PSF 6 PSF , PSF PSF PSF PSF PSF 43 PSF , PSF 6 PSF PSF PSF PSF PSF PSF PSF .7 PSF p, = O. 7C.C,I.P. Pp = 25.00 pst Ce - 1.00 I. = 1.00 ~. 1.00 Pr = 17.50 psf Ptmn. a:: 25.00 psf P...... = NA psf P1 = 25:00 psf 1.00 25.00 pst 10/05106 5:28 PM (Table 7-2) (Table 7-4) (Table 7-3) (Figure 7-2) Loads-IBC"2003.xls REVISED: Marc:t\ 2005 I - \,\ I I ) I I I I I I I I) I I I I I I I I) I Sports Way 2 ~9rinafitlld OR UTERAL LOADS ~ S8" 0.14 81 = 0,37 Site Class 0 Fe" 1.21 Fv~ 1.65 Sds= 0,60 Sd,. 0.41 j;~).~'t~{:. sUn.Diiia DE5JGN WADS SASI!'D ON ISC 200J AND ASCI!' 1 (From SeismIc Force Parameters CalCltlalionl Classification of Building Category = Seismic Importance Fector Seismic Use Category Seismic Design Category 2 Ie = 1,00 SUC= 1 SDC= D Basic SeIsmic Force Resisting System 1 Special Concentric BF 0 20 0 AnaJyoi. -- WIND MWFR8 fh<80' Mllthod 11 p = qh(GCp! - GCpi) q, = 0.00256 K, K= K" v' I pst KZT- 1.00 K" = 0.85 V. 100 Iw= 1.00 Exposure = B Mean roof height = Roof slope = Least Horizontal Dim p = qh(GCpf - GCpi) G = 0.85 GCpl = +1. 0.18 RIO 6.00 R= 000 EquMlIent Lateral Fon:o 01 ASCE.7, Section 9.5.5 (6.5.7, Typically ~1.0" for homogeneous tope. Kz- (Table 6-3) (Table 6-4, Typically "0.85") 0-15 0.70 mph 20 0.70 (Table 6-1) 25 0.70 (6.5.6) 30 0.70 28.8 11 40' 0.76 5 deg 50 0.81 80 11 60 0.65 ~. 15.2 for rigid structures G = 0.85 If T <1 structure is rigid (Figure 6-5) Enr ?'rmA IRnnf Ann~ Cp/= 0.61 WindwardWall~'(Fjgure&-10) CpI = -0.43 Leeward Well-4E CI>! = -1.07 Windward Roof~2E CpI = -0.53 Leeward Roof-3E ~(RnnfAna~ CJ>fc 0.40 Cplc ..(l.29 CpI = -0.69 Crd C -0.37 Endex Engineering Inc Corvallis, OR Ps",e 2 of 5 Cs= 0.10 Cs= 0.00 q, . 15.2 pst 15.2 pst 15.2 pst 15.2 psf 16.5 pst 17.6 pst 1 e.s psi psi Windward Wel1.1 Leeward Wall-4 Windward Roof.2 Leeward Roof-3 1 0/05106 5:28PM ~I",":"'(''',''\I~ Rise/RUI Slope 1/12 5 2f12 \0 3/12 14 4f12 \8 5112 23 6/12 27 7/12 30 8112 34 9112 37 10/12 40 11/12 42 12112 45 (Figure 6-10) load$-IBC-2003.Jds REVISED: MarcI1 2005 3:. - \ ,1.-- I I ) I I I I I I I I ) I I I I I I I J I I sports Way 2 Sorinafield. OR o..Jan W7nd 0-..,,_ . IfWFRS End Zon~ ~inrtwFlrr1 WAll _ ~xtAmFll PtA~Altr,: Po.1S'" p,,= P,,' P:w = P.o :; Pso = ""= Intem::!1 Pn:>!;'!'l.UTP. p= 7.9 psi 7.9 psI 7.9 psI 7.9 psf 8.6 pst 9.1 psI 9.6 pof 2.7 pol .2.7 psf IntDrior Zone Windward WPlI1 - External Pres!':.uTe Po.l!>= p,,= P,,= P30 = P.tO = Pso = ""= Int~1'l1 PrP.!';sure p= WJdr#I at End Znne . 5.2 psI 5.2 pst 5.2 psI 5.2 psI 5.6 pst 6.0 psf 6.3 psI 2.7 psI .2.7 psf 10% of least horizontal dimension But not greater than 0.4- height{h) But not less than 3' or 4% of least horizontal dimension ~inB\Jilqinq Least Horizontal dimension - L(min) Mean Roof Height Endex Enginaering lne Corvallis, OR .= 80 ft 26.8 ft 8ft ~1,.,_~; . il 8t11LD1NO 0&_ LOADS 8ASI!D ON 18C 2003 AND ASCI! 7 " ~ Wall- ExternAl p~ p' -6.6 pst WindwArd Roof . External Prauurw: p' Ii -13.9 Horizontal ~ard Roof - External Pressure p= ..e.9 Horizontal ~ Wall. ExternAl Pre~ p' -3.8 psf WindwArd Roof - EJdAmel Pressure. p' -8.9 : :_, :.....~I L AAWl'Ird Rnnf _ FrlRml:ll PrASSlIrP. p= -4.8 Horizontal PSQe 3 of 5 1 OJDSI06 5:28 PM -1.2 Vertical -13.8 psf -0.6 Vertical -0.8 Vertical -0.4 Vertical QfhAr Llmin\ or URH for ~ Ar9.9s. - fntNtftnuttlll{ L(min)= 0,00 0.00 0.00 I MRH= 0.00 0.00 0.00 a~3 3 3 -6.8 pst -8.9 psI ....6 pot Loads-IBC.2003.Jds REVISED: Mafd12005 r\ ,S I I ) I I I I I I I I ) I I I I I I I I ) I Sports Way 2 Sorinofield. OR Comoonents ."d C1addlna p=q,IIGC").(GC.lI qh; GCpi = 0.18 15.2 psI +/,. (Flgure6-S) ~ (Figure6-11Al End Zone 10 sf GCpll: -1.40 20sf GCp" -1.30 4081 Ge,,= -1.20 80s1 Gel>'" -1.10 160s1 Gel'''' -1.00 BQ2f (Figure 6-lle Gable/Hip Roofs 7deg<\,'<27j M@in Rqqf Fdm:~/RidOA ~trip IZon~ " 1051 GCp= -1.80 20st GCp= .1.57 50sf GCp= .1.33 100s1 GCp= . .1.10 End EdaefRirlne ~tril:'l f7nnA 3\. 10af GCp"" -2.80 Ov9thanp Friofl Strin [lone 3\ 10st GCp= 0.00 20.1 GCp= 0.00 50s1 GCp= 0.00 100s1 GCp= 0.00 Enoex Engineering Inc. Corvallis,OR BIJILD/NG DIi$IGN WADS BASe;; ON IBC 2003 AND ASCI! 7 .:l p= -24.1 p= -22.5 p= .21.0' p= .19.5 p= -18.0 p= -30.2 P = .26.6 p= -23.1 p= -19.5 p= .-45,4 p= .2.7 p= -2.7 p= .2.7 p= -2.7 . IntlPJrior 70ne 1081 20s1 40sf 80s1 160s1 IntAfior Zone (701'W'! 1) 10sf 2Ilsf SOsl 100s1 lDtAMr Zone lZqne 21, All areas ' GCp= GG,,= Gel'. Gel'S:: Gel''' Gep= GCp= GCp= GCp= GCp= -1.10 -1.05 -1.00 -0.95 -0.90 -1.00 -1).97 -1).93 -0.90 0.00 Pare 4 of 5 1 0105/06 5:28 PM p= -19.5 p:::. -18.7 p= .18.0 p= -17.2 p: -16.5 p= -16.0 p= .17.5 p= .17.0 p= -16.5 p= .2.7 Loads-IBC-2003.Kls REVISED: March 2005 T- \,L{ I I I I I I I I I I ) I I I I I I I I J I ) SEISMIC FORCE PARAMETERS Per IBC 2003 Bnd ASCE 7 spons Way 2 Sprin~field, OR Site Specific Factol'1l Mapped Spectral Response Acceleration - From CD Short Period (Ss) One Second Period (S1) Site Class From Soils report - Class D if no Soils Report Site Coefficients Fa. From IBC Table 1615.12(1) or CD Fv - From IBC Table 1615.12(2) or CD Use Specific Factol'1l Use Category - IBC Table 1604.5 - 2 for standard uses Seismic Use Category Seismic Importance Factor. IBC Table 1604.5 Structure Specific Factol'1l . ASCE 7 Tsble 9.5.2.2 Basic Seismic Force Resisting System 1 Special Concentric SF 2 o Response Modification Factor ( R) System Overstrength Factor (Omega) Deflection Amplification Factor (Cd) Calculated Valuee Adjusted MCE Spectral Response Parameters 8ms lIii: Fa*Ss Sm1 = Fv.S1 Design Spectral Response Acceleration Parameters Sds = 2/3 * Sms Sd1 = 2/3 * Sm1 Seismic Design Category Based on Sds Based On Sd1 Seismic Design Category. Larger of the two Period Calculation Height at Highest Building Level Period Parameters - ASCE 7 Table 9.5.5.3.2 Approximate Fundamental Period. Ta=Ct*Hn^x Seismic Respon8e Coefficient 9.5.5.2.1-2 Cs=Sds/(Rlle) Not more than 9.5.5.2.1-3 Cs=Sd1/((T*(R/le)) Not less than 9.5.5,2.1-4 Cs=O.044*Sds*le Seismic Response Coefficient Not less than 9.5.5.2.1-4 Cs=O.044*Sds.le Seismic Response Coefficient Endex Engineering Inc. Corvallis, OR Page 5 of 5 S8= 0.742 S1= 0.373' D Fa= 1.21 Fv= 1.65 2- SUC= 1-' Ie = 1.. 1 R= 6, Omega" 2. Cd= 5. Sms a 0.90 Sm1 = 0.62 Sds = 0.599 Sd1 = 0.410 D D D hn= 32.00 Ct" 0.03 x= 0.80 Ta = 0.45 0.100 0.153 0.026 Ca.. 0,100- . 0.026 Cs= 0.100- 09/13/06 10:25 AM ------- ===-= Loads-IBC-2003.x1s REVISED: Saptamber 2004 ~\ l'e -- ,- I I " I I I I I I I I I I I I I I wW ..... "". ll'~ ,. ., v';:, " " I I I ./ I , , - I I ') I I I I I I I I ) I I I I I I I I) I Sports Way 2 Date and Time: 9/1312006 9:34:21 AM MCE Ground Motion - Conterminous 48 States Latitude = 44.0800, Longitude = -123.0300 Period MCE Sa (see) (%g) 0.2 074.2 MCE Value of Ss, Site Class B 1.0 037.3' MCE Value of 51, Site Class B Spectral Parameters for Site Class D 0.2 089.8 Sa = FaSs, Fa = 1.21 1.0 061.6 Sa = FvS1, Fv = 1.65 - -::r - L1- I I ) I I I I I I I I ) I I I I I I I ) I I Sports Way 2 ParaDe1 Drift Load SNOW DRIFT CALCULA nON Per 2003IBClASCE7.{J2 r-.~ ~-:,"l-- ..-' - - I... " 1---- 1---- w,ol!>h--I _1._'1..- INPUT DATA Height from Lower Roof to Upper Roof Width of Upper Root (~ lu<25' use 25') Width of Lower Roof Honzontl!ll Distance to Ridge (For sliding snow) Upper Roof Slope (inches per foot, 2 ~or 2: 12) Is the upper rool a S~ppery Roof? (YES or NO in caps) Ground Snow Load Minimum Roof Snow Load by Local Code Exposure Coefficient (From Table 7-2) Importance Factor (From Table 7-4) Slope Factor (From Figure 7.2) Thennal Factor (From Tsble 7-3) CALCULATED VALUES Basic Flat Roof Snow Load Minimum Flat Roof Snow Load Adjusted Roof Snow Load Snow Density Base Height Sloped Roof Snow load I'. I I =t~ '''T' he= 6 ft "'"'Oft 11= 45 ft W= 0 ft 0.00 :12 NO Pg= . 25 psI 25 psI Ce= 1 Is= 1 Cs= 1 Ct= 1 Pl=0.7.Ce.Ct'ls.Pg PI= Pl(mln)= Local Minimum Pf(adj) = -(~.13.Pg+14 /= PgJ/= hb= Ps=Cs.Pf Ps' Snow Drift due to Wind Drift can be ignored if hdhb<O.2 Drift Height hd(leeward)=0.43'(luA113)'((Pg+ 1 0)A1/4)-1.5 hd(Windward)=. 75"1l.43'(WIA113)'((Pg+1 0)A1/4)-1 ,5 hd (Design) = Greater ot hd(leew.) and hd(Windw.) Drift Width ~ hd<=he ~ hd>he and Maximum Width::; 8*hc DEStGN VALUES WIND DRtVEN SNOW Snow Drift due to Slidin(l Sliding Snow may be ignored it: Upper Roof slope is 1/4" per foot or less or Upper Roof is 2:12 or less and non slippery Sliding Surcharge c 0.4 x pf x W SlidinQ Surcharne in Dsf DESIGN Surcharge Width VALUES Surcharge Height SLIDING SNOW . Surcharoa Prossure W=4"hd W=4(hdA2ihe) hd=he Drift Width Drift Height Drift Pressure i ---------1 Maximum Snow Pressure Pm=Pf+Pd+Ps c---....1-',.~. -'---- I ,~ p"",o1.qo.r r ~ ~! . ~- t i--- Fooo~r j , . Endex Eng'i~~Oc. i - - - .- Corvallis, OR 18 pst 20 pst 25 psI 17.25 pet 1.45 ft 25 pst Drift Cannot be Ignored hd(Iw)= hd(Iw)= hd= W= W= hd= w(max\= Wd= hd- Pd= N.A. ft 1.7 ft 1.7 ft 6.66 ft 1.65 ft 6ft 46 ft 6.66 ft 1.7 ft 29 psf 10102106 9:55 AM Applies: S~ding Snow may be Ignored Applies: Sliding Snow may be Ignorec o pK o Est Ws= 15 ft hs= 0.00 ft Ps= 0.00 pst Pm= I~J'~:'~~' - ~1 . 46 psI Ortft.2003.xls REVISED: May 2005 -:[-5> I I ) I I I I I I I I ') I I I I I I I I ) I Sf His bJa'j 2- PH; p~-t ,411="S --p -=Ct /( T" bp b p" ~w:"j",I""~ ~ ~S.~)(I,S) ~ ?g.b Ps4 , l<=;k:"-'''h2b -= (\5,~ (- /,0 ~ "O,!i; F'''S+ C"t'1\?C,"," f-fT'S .. I: t Al))-.,t;.)(, '"7""" fr (G,C-p - Co.cpj) 7 -:: \'Z;Ci. (-I,Ll - 0,('8) ':' 1.S:1?~~ ENDEX ENGlN'EERING .' ! J'.],' '.:o' '",I':!".. -.1 P; :~ . ' ()f.'\~:,i l I: 0);./ Lo.rh 9 AIO& G,.C::>~ = "'/.",. I r" W'''';;'Wo'd -I. I (.. {' li:u.>"I1i) c _ 15'.1. f " S' 6p~ 8(' - "2.' =/5.''\ ?<.-f fr,' /:;.1 p S.f c.s> -,; -I. <I (cotJ':i-f2 v."1 ,.~) C S>. ::: -= O. , 8 , ----I - k r.-,,;::(,. if,.; i ,',._. '/.i ,. :',i,l.r:,.'" :/'./!:, 1 \ t Preformed Metal Roof Oeck A_MSA . BUILDING PRODUCTS I 8-36 Roof Deck B-36 Section Properties _u . _~_._~_ _.., ..~ --..-------- - .----.--..--- Gauge Waight I 5+ S- ") ~ J/r!" ~ ~/R" ,. I (psf) (1"4) (ln3) (lid) 22 1.68 0.178 0.180 0.195 ------+ .-----.- ..---.-----.. -~-~- , I 20 2.04 0,220 0.235 0,24(, -- ---.-- - .---~._--_. ____u___ 13/4" 18 2.70 0.302 0.321 0.336 I ". ---~----~._--.- ---- ..~-- --- --------".--- 04 Welds . 7 W"'~' .16 3.36 0.379 0.407 0.415 __ _________._______u__.. ------- 1 . Section properties are based on minimum 38 ksi steel (Fyi. I "1 ~/e' J ~,I P: " B-36 AI~wabl.!' Reaction~JJ>If) -- .._-.-- I Gauge Bearing Length L \1/2" 1" 1 1/2" 2" 21/2" 3" 31/2" 4" I i-I -.J----L- 22 416 468 520 572 625 677 729 13/4' 36' 1007 1103 1213 1363 1513 1663 1813 B-35 Nestable 20 700 776 853 929 1005 1082 1158 I '1495 1617 1739 1897 2088 2280 2472 The 8-36 profile has been enhanced via physical tesing 18 1443 1568 1693 1818 1943 2068 2193 to give you the highest diaphram shear values of any of our 2734 2909 3084 3258 3436 3710 3985 I prior B-series prOfiles. 16 2434 2608 2782 2957 3131 3305 3480 4350 " 4578 4806 5034 5262 5490 5786 1. The top value reflects the allowable reaction at the panel end supports. I 2. The bottom value reflects the allowable reaction at the interior supports. 3. Values are in pouhds per linear foot. I ) B-36 Allowable Total (DL + ll) Uniform load (psf) Span I SD8n Condition Gauge I 5'0" 5'6" 6'0" 6'6" 7'0" 7'6" 8'0" 8'6" 9'0" 9'6" 10'0" I 22 Stress 109 90 76 65 56 49 43 38 34 30 27 Deflection 93 70 54 42 34 28 23 19 16 14 12 20 Stress 143 118 99 85 73 64 56 49 44 40 36 I SI NG LE : Deflection 115 87 67 53 42 34 28 23 20 17 14 SPAN 18 i Stress 195 161 136 115 100 87 76 68 60 54 49 I Deflection 158 119 92 72 58 47 39 32 27 23 20 I 16 I Stress 247 205 172 146 126 110 97 86 76 69 62 , I Deflection 199 149 115 90 72 59 49 40 34 29 25 I 22 Stress 119 98 82 70 60 53 46 41 37 33 30 ! Deflection 119 98 82 70 60 53 46 41 37 33 28 DOUBLE I 20 Stress 150 124 104 89 76 66 00 52 46 41 37 I : Deflection 150 124 104 89 76 66 @0 52 46 41 35 SPAN 18 i Stress 1204 169 142 121 104 91 80 71 63 57 51 I Deflection 204 169 142 121 104 91 80 71 63 56 48 I 16 i Stress 1252 209 175 149 129 112 99 87 78 70 63 i Deflection 252 209 175 149 129 112 99 87 78 70 60 22 I Stress 11 48 122 103 88 76 66 58 51 46 41 37 I ! Deflection 148 122 102 80 64 52 43 36 30 26 22 20 i Stress 1187 155 130 111 95 83 73 65 58 52 47 , TRIPLE I Deflection I 187 155 126 99 79 65 53 44 37 32 27 I ) SPAN 18 i Stress 1255 211 177 151 130 113 100 88 79 71 64 : Deflection 255 211 173 136 109 89 73 61 51 44 37 16 i Stress 1315 261 219 187 161 140 123 109 97 87 79 I i Deflection 315 261 217 171 137 111 92 76 64 55 47 1. Stress based on allowable flexural stress of 22.8 ksi. 3. Adequate bearing musf be provided. 2 ? npr1r-'1tinn hilSP.r1 on milximl 1m rJpfl(.>riinn o( I n4n 4 W-' n~n(-' 11. fnr ~pnprll N()t(>~. 11/,-\ I I t ), I I I I I I l) I I I I I I I t1J I , 8-36 Allowable Superimposed load (psf) & Diaphragm Shear Capacity (plf) Normal Weight Concrete (145 pef) Toto I Slob n,icknL~s: 4" Slob Weight: :ltd psi --- -- r N~:~I !" u Spa.!' Gauge I Spans I 6'0" 6'6" ro" 7"6" 8'0" 8'6" 9'0" 9'6" 1 0'0" 1 0'6" 11'0" 11 '6" 12'0" 1 I 238 207 182 161 144 128 115 104 94 85 77 2 268 2:18 182 161 144 128 115 104 94 85 77 3 268 238 182 161 144 128 115 104 94 85 77 q4 2064 2026 1993 1964 1940 1918 1898 1881 1865 1851 1838 ____ _ q;:'_,,~27~__?~12__ .~l?L 2132 ~0~7_ 2Q66 _ _J038_.3()~__.1_9~~___lY!9.u 1~52_ 1 350 280 247 220 197 177 160 145 132 121 110 2 350 311 278 2.11 197 177 160 145 132 121 110 3 350 311 278 251 197 177 160 145 132 121 110 q4 2132 2086 2046 2012 1982 1956 1932 1911 1892 1875 1860 q7 2383 2318 2262__2213}171 ?!}:!____?~~~._?070 2043 2019 1997 349 309 277 250 195 176 159 144 131 119 109 349 309 277 250 227 207 190 144 131 119 109 349 309 277 250 227 207 190 175 131 119 109 2285 2223 2171 2125 2086 2050 2019 1991 1966 1943 1923 2620 2533 2458 2394 2337 2287 2243 2203 2167 2135 2106 ---------- 347 307 275 248 225 206 157 142 129 118 108 347 307 275 248 225 206 189 174 161 118 108 347 307 275 248 225 206 189 174 161 150 108 I 2454 2377 2311. 2254 2205 2161 2121 2087 2055 2027 2001 2873 2764 2671 2590 2519 2457 2401 2351 2307 2266 2229 8-36 Allowable ~erimposed load (psi) & Diaphragm Shear Capacity (plf) Normal Weight Concrete (145 pef) Total Slab Thickness(5") 1 Hour Fire Rating Slab Weight: 48.4 psi ' I No. 01 -, Span Gauge Spans I 6'0" 6'6" 7'0" 7'6' 8'0" 8'6" 9'0" 9'6" 10'0" 1 0'6" 11'0" 11 '6" 12'0" 1 1~~0~_f;:j":.26~,' 23~,.~f20?~~;.'_186;;~,16g;/';~ 149,. . 135,~: 122 -. 110 100 91 82Yt 2 348 ,; 269>', 236jiic 209;;1i' 186';~,_i. .166\,.;, 149" 135',';. 122,: __ 110 100. 91 82 ",", 3 348 "'26g~;. 23gs~"209~~;'186'i4:'166:(1:' 14'{}-: 13{ilt 122~ 110 100: 91 82 :Q; q4 2542 2504 '2471 2443 2418 2396 2376 2359 2343 2329 2316 2304 2293 q7 2752 2697 2651 2610 2575 2544 2516 2491 2469 2449 2430 2413 2398 ~ I~L':~r ~:r"J',;~:~t ~~~$!':~~~ii~~~f~~~t:~:~lf ~~t"': m ~~r- ~~~ ~~~~I q4 12610 2564 2524 2490 2460 2434 2410 2389 2371 2353 2338 2324 2311 q7 2862 2796 2740 2692 2649 2612 2578 2548 2522 2497 2475 2455 2437 1 I 451 400 358 282:;" 252 227 205 186' 169 154 141 129 118 2 1451 400 358 323 293 227. 205 186 169 154 141 129 118.. 3 i 451 400 358 323 293 268 205 186 169 154 141 129 118 q4 2763 2702 2649 2604 2564 2529 2497 2469 2444 2422 2401 2382 .2365 q7 3098 3011 2936 2872 2815 2765 2721 2681 2645 2613 2584 2557 2532 1 I 447 396 355 320 290 224 202 18~ 166 152 139 127 116 2 447 396 355 320 290 265 243 183 166 152 139 127 116 3 447. 396 355 320 290 265 243 224 208 152 139 127 116 q4 2932 2855 2789 2733 2683 2639 2600 2565 2533 2505 2479' 2455 2434 q7 3}51 --.J]42 _.1.149__..l9i'~_2997 __293~ 2879_70830 __Ji'135__?i'i.4.......2.?.9..1!._._2674~643 IMSA Building Products 8-36 Composite Floor Deck 22 20 2 18 3 q4 q7 1 2 3 q4 q7 16 22 20 18 16 1. In shaded areas. mid-span deck shoring required during construction. 2. q4 and q7 "q"=allowablc' diophragm shear 11'10: "4", '7"=number of welds to support. 3. See pg. 55 for General Notes. Effective Fehruar)' 20m 70 b4 70 b4 70 64 182b 1815 19:15 1920 101 93 101 93 101 93 1846 1833 1977 1958 ----_._--- .-.-~ 100 92 100 92 100 92 1904 1887 2079 2054 -_..----- 99 91 99 91 99 91. 1977 1955 2196 2165 -r\ II - -) .......... (-l L- Pfe/(mned Me/al Deck ~ .' I . 10 I ) JOIST CALCULATION 'SHEET JOB S't.?n.r-t-s I Do. u DATE Cj' /t( lOb I ) MK# LENGTH SPACING LL +DL LL+DL JOIST (FT) (IN) (PSF) '(PLF) SELECTION Ce v\+w '\~~c::.'\" v.,,' 7t.. \'l.c> .lr t. 0 '11.oo\-~ ~UovJ.. A- 'P", 1.'6 >'ii;o ~ Z.'fL 4/0 Gl z.;, ,')L~ . ~,(.J~.e. ~.,,\,,:I- (bJ ~-fU."...b ~. I I E--I,.. 77-- " , S /b(. .a.,-.,.. ..O.f,.;, D I 2.ol.-i.t-07 /tV 17 o/~ /":; I /.=;--, Ce",-4,- J~rr (); ~o-Cc I "l.-~ 4~ 60 -+- IS' ,?Z::O + bo It/L"! @ /(),2 dt. I I ""' 6&,e 'SO\~ 24' e0'~'\ 1 b~u~'!.~\~ ') ~IQ a-I:> .. C:;--{" I/~' I \..::./t(=.J"Ie '\Ol~ )D I 6l.\'il"., ~-lD ~O&; Cu--\- I I I I I 1 1 1 1 ) 1 ql. ''.c,. . Je.C. A:- ~"htJ IBK.~ '7.7,U - , c;r:, \- s~ ,q, ,...-A<.ti1Eo.'b ~H..I' @ 5,1' pL~ I I ' I -rf\> -\.0 I STANDARD LOAD TABLElLONGSPAN STEEL JOISTS, c-.SERIES Based on a Maximum Allowable Tensile Stress of 30 ksi I Joist Approx. WI. Designation. in lbs. per linear Fl. . (Joists Only). .....- ,..-- Depth SAFE LOAD' In in Lbs. Inches Between I 24LH09 21 : 24 ~;,("~"".. ;: \"", "",dJte 1~23'24~ 24LHll 25 i 24' 31200 i i ) I 24LH03 24LH04 I 24LH05 24LH06 24LH07 24LH08 I 28LHOS 28LH06 I 28LH07 28LH08 28LH09 I 28LH10 28LH11 I 28LH12 )LH13 I 32LH06 , 32LH07 32LH08 I 32LH09 32LH10 I 32LH11 32lH12 I 32LH13 32LH14 32LH15 I 36LH07 36LH08 I 36lH09 36lHl0 I J6LHll 36LH12 I )H13 36LH14 36LH15 I 18 21 21 23 25 30 36 36 11 28-32 11500 24 12 24 14100 13 24 15100 16 24 20300 17 24 22300 18 24 23800 28000 13 3J.40 14000 28 16 28 18600 21000 17 28 18 28 22500 21 28 27700 23 28 30300 32500 25 28 27 28 35700 37200 30 28 14 38-46' 47-48 49' 32 16700. 16700 338 211 32 18800, 18800 379 235 32 : 20400 20400 411 16 17 21 ':::;J 32 i 25600 '25600 516 J;~ 32 1 28300 : 28300 571 21 24 32 : 31000 i 31000. 62S I ! ~2: 32 : 36400 ; 36400 734 ! ":::0 32 . 40600 ,40600 81 7 27 30 33 32 41800. 41800 843 35 32 ,43200 43200 870 16 42-46 36 16800 47-56 ::1 36 18500 36 '23700 23700 36 ,26100 26100 36 28500 28S00 495 36 . 34100 34100 593 36 40100 40100 697 36 44200 44200 768 36 016600 .t6600 809 33 342 419 449 .:Ct. 604 665 707 .:20 832 882 927 ":;~.1 41 337 ! 2 ~_ 9 448 ~S9 505 32E 540 :'5 667 729 780 ',8 857 5..:5 895 :':9 ~:r_ S7 292 177 321 194 411 247 454 675 755 795 837 520 874 5..!3 SO 326 199 366 223 397 2'2 498 JD2 550 332 602 163 712 '23 801 ..:30 826 :g') 853 " S8 283 168 311 185 398 235 440 ':1, 480 575 :' ~;: 34 339 398 446 :~! :- 579 ,~S2 638 ":21 677 808 ;:-.;L- 856 i5B 900 5SS 42 323 205 429 270 484 305 517 325 639 JOQ 704 .139 762 ~l: 59 i 274 lED 302 li6 3B6 224 426 465 55; 65' 729 781 3S 336 2H: 379 440 :~~ 555 613 649 ";:'J 785 ::::.' 832 875 43 310 192 412 464 496 205 612 679 736 ..:.J8 818 ..::::6 854 S1 315 189 353 211 383 :-:c 480 531 ,;;,: 580 -'-,; 688 785 810 837 60 266 153 293 168 374 214 413 236 451 257 540 307 634 359 706 392 769 434 36 323 204 360 419 25.: 530 588 ';5; 622 '~Bs 764 ..:tjG- 809 ~oc 851 325 44 297 180 395 238 445 257 475 285 586 351 651 J88 711 '"0 -<- 800 J76 835 J95 52 304 179 341 200 369 216 463 2'0 512 297 560 ~?:: 664 Cd' 771 79S .l~S 821 61 258 146 284 160 363 204 401 225 438 246 523 292 615 342 683 373 744 413 37 307 lae 343 399 504 x,.; 565 597 38 293 17:' 327 380 480 541 CLEAR SPAN IN FEET 39 279 162 312 \82 363 '::1) 457 40 41 267 255 152 1'::; 298 285 :r? l~a 347 331 196 182 437 417 572 545 520 497 ',.:': 516 491 468 ,~ :Ji.l )\~; .2:":: 731 ..'~:- .. -- 696 663 632 602 788 829 ..:.9E 4S 286 169 379 ;')'1 427 .251 456 263 563 ~2~ 625 ~6": 682 397 782 ":5..1 816 ..::'2 S3 294 169 329 189 357 :r~:: 447 495 232 541 :(,3 641 .:6..: 742 .:..',1 780 768 807 46 275 159 364 209 410 438 540 "-,,,= 600 655 766 799 54 284 161 318 1-0 ,- 345 432 478 522 619 715 ,'12";' 737 2CO 787 ..:...!o 47 26S 150 350 197 394 702 r~ 768 i ":1: 48 2551; 142 337" 186 379': 2C~ 403 " -J':''' 668 734 3&3 49 245 133 324 175 365 ~ G - 387 20~ 481 .::::~ 533 255 582 3 ~ .; 682 36, 751 ~c,:; S7 257 138 288 15-1. 312 167 391 :r.;< 430 473 559 ;,:;: 766 738 713 688 665 643 805 :OJ: 62 251 . 140 276 153 352 195 389 215 425 234 508 279 596 . 327 661 356 721 394 64 791 63 244 134 268 146 342 186 378 206 412 224 493 267 579 312 841 339 898 375 ':'?? 420 236 519 291 576 499 554 .}C~ 605, 3.22 629 251 737 .;08 782 J33 SS 275 153 308 170 333 184 418 ..::~O 462 JJ' 709 382 766 ,.;: ". S6 266 ' 145 298 162 322 175 404 :21" 445 25-' 0'.' ..-'J 505 488 c:.;, ..;:';,) S98 578 ,"- J,; 690 666 ,'j -:.'i-:, :"::'.' 776 763 750 ~ 1 ,1 .- : \ \ . 64 6S 237 230 128 ,122 280 253 140 134 333 323 179 171 367 357 197 lBB 401 389 214 205 47B 464 255 243 562 546 298 285 821 ,,602 323 1309 877 856 358 342 66 224 117 246 128 314 163 347 180 378 196 450 232 531 273 S84 295 637 327 42 244 1.;;: 273 1":':- 317 17; 399 446 475 574 637 701 :E- so 237 125 313 166 352 371 463 513 :>,::.: 561 "c..: 655 722 S8 249 131 279 146 302 j5~ 379 i-o-::- 416 458 .,.~ ,~ 541 621 725 43 234 44 224 45 21S 'l.\~ J 241 I:;: 262 :.:8 304 :SO 381 251 .;,; ."., 291 280 ':() ~ J. : 364 346 426 407 389 373 455 435 J17 400 548 524 501 4BO 608 582 556 533 :~ 671 642 616 590 S1 228 119 301 156 339 S2 53 220 213 q,: -07 291 281 14$ 1~ 327 316 357 344 331 446 430 415 495 477 460 444 540 521 502 632 609 587 694 668 643 S9 242 125 271 lJC 293 1:::,< 367 60 61 62 234 227 220 119 114 108 262 254 247 133 127 121 '284 275 267 144 137 131 356 345 335 180 172 164 389 376 364 196 186 178 429 416 403 216 206 196 508 492 4n 255 243 232 561 S62 544 288 275 262 622 602 583 304 290 276 678 656 635 338 322 306 68 69 70 212 207 201 107 103 99 233 227 221 118 11:3 109 297 289 282 150 144 138 328 320 311 165 159 152 358 346 339 180 173 166 424 412 400 213 204 195 502 488 475 251 240 231 551 535 520 270 259 247 600 563 567 299 286 274 ,.;~ 402. 443 524 600 643 701 67 218 112 239 123 306 157 338 173 366 188 437 222 516 262 567 283 618 312 II ~/ 46 207 'I_:? 231 269 ,22 334 I':.' 54 206 102 271 133 305 150 319 156 401 485 566 620 47 199 :~ 222 -:7 258 -2<1 320 357 384 '50 511 567 55 199 262 :0;;., 295 "2 308 ''8 387 '29 '68 ;.:s 398 63 214 104 240 n6 259 125 325 157 353 169 390 187 463 221 527 2J9 564 2s.. 616' 292 71 196 95 215 I().! 275 133 303 "6 330 159 389 18;- 463 222 505 23;- 551 263 64 208 99 233 111 252 120 315 149 342 162 378 179 449 211 511 238 547 251 S97 279 72 191 91 209 100 267 127 295 140 322 153 378 179 451 213 492 228 536 252 48 191 ~O 214 :01 248 117 307 ;42 343 369 -?: 441 490 544 . . S6 193 92 253 120 285 135 297 140 374 p . , . ;. ;. .. 415 ;. ... , ~~ 453 527 ~ t t t e I! to to t to ~ ~ t ~ i ~ .i t i t - I .::-.,; 577 I . I . I . I . I . I . I . I I I 1 I I 1 I 1 I I) I 1 1 I I I I I) I -riO""," S-\/v~-\- Ce-lc " . ~e... "701:>/0 J' '" - i!. W _ (7()l>7o)(~) .., - (It/)': ~ ~<q 16/r1i t" -- _ .'C;;~ ~ed.. (/) IA.lr - 152'1 u.J.<- ': .600 ()~ e """U> L 14- 07 9 n /l;4j-. __. __d__~': .' ENDEX ENGINEERING ".I" ; ~":..' '-.i:r'~-I::r on, ;'; ;.- . . "',p '/',:.U~ F~I;:;LC,;:\I\' 'F' ..~.:( . r..:' .' _. . '.S S-:,\.1-:-:/ . /:,1 t . :/,\\' [1,,1) I " '~:I'~~: I i I I I I I I I I I I ) I I I I I I I I j I ,.. ," -1'\ ) ""r:' ~; Muhi-Loaded Beam! AISC 9th Ed ASD 1 Ver: 6.00.81 'By: Dave Morris, Endex Enqineering on: 09-14-2006 : 09:46:39 AM Proiect: SPORTS WAY 2 - Location: 6'0,c, Joist Moment Second Floor Summary: A992-50 W12x30 x 26.0 FT Section Adequate By: 4.9% Controlling Fsctor: Moment of Inertia Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearinq Lenqth Required (Beam only, support capacity not checked): Center Span Right End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Center Span Length: Center Span Unbraced Length-Top of Beam: Center Soan Unbraced Length-Bottom of Beam: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Trapazoidal Load 1 Left Live Load: Left Dead Load: RiQht Live Load; Right Dead Load: Load Start: Load End: Load Lenqth: Properties for: W12x30/A992-50 Yield Stress: Modulus of Elasticity: Depth: Web Thickness: Flange Width: Flange Thickness; Distance to Web Toe of Fillet: Moment of Inertia About X-X Axis; Section Modulus About X-X Axis; Radius of Gyration of Comoression Flange + 1/3 of Web: Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: Allowable Flanqe Buckling Ratio; Web Buckling Ratio: Allowable Web Buckling Ratio; Controlling Unbraced Lenqth; Limiting Unbraced Length for Fb=.66*Fy: Allowable Bendinq Stress: Web Heiqht to Thickness Ratio: . Limiting Web Height to Thickness Ratio for Fv=.4*Fy: Allowable Shear Stress: Design Requirements Comparison: Controlling Moment: 12.74 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Nominal Moment Strength: Controlling Shear: At left support of span 3 (Right Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Nominal Shear Strength: Moment of Inertia (Deflection): DLD-Center- LLD-Center- TLD.Center- LL-Rxn-A= DL-Rxn.A= TL-Rxn-A= BL-A= LL-Rxn-B= DL-Rxn-B= TL-Rxn-B= BL-B= L2= Lu2-Too= Lu2-Bottom= U U wL-2= wD-2= BSW= wT-2= TRL-Left-1-2= . TRD-Left-1-2= TRL-RiQht-1-2= TRD-Right-1-2= A-1-2= B-1-2= C-1-2= Fy= E= d= tw= bf= tf= k= Ix= Sx= rt= FBR= AFBR= WBR= AWBR= Lb= Lc= Fb= h/tw= h/tw-Limit= Fv= M= Mr- V= Vr- Ireq= 1= 0.58 IN 066 IN = U474 1.24 IN = U252 6415 LB 5070 LB 11485 LB 0.74 IN 5585 LB 5070 LB 10655 LB 0.74 IN 26.0 FT 0.0 FT 26.0 FT 360 240 420 PLF 360 PLF 30 PLF 810 PLF 180 PLF 0 PLF 180 PLF 0 PLF 0.0 FT 6.0 FT 6.0 FT 50 KSI 29000 KSI 12.34 IN 0.26 IN 6.52 IN 0.44 IN 0.74 IN 238.00 IN4 38.60 IN3 1.73 IN 7.41 9.19 47.46 90.51 0.0 FT 5.64 FT 33.0 KSI 44.08 53.74 20.0 KSI ~!Q:'::' FT-LB 106150 FT-LB 11485 LB 64168 LB 226.93 IN4 238.00 IN4 ~,.>.._\ -L'-;" ~\-' " - ~ ~ L) C t ~ . C . ~ . C I) I :~S': - "ll_ STA ~ JA ~) .OAJ TA 3 .: LONGSPAN STEEL JOISTS, LH-SERIES .'.- Based on a Maximum Allowable Tensile Stress of 30 ksi Adopted by the Steel Joist Institute May 25. 1983, Revised to May 2. 1994 - Effective September 1, 1994 The black figures in the tollowing table give the TOTAL safe uniformly' distributed load-carrying capacities In pounds per linear foot, of LH-Series joists. The weight of DEAD loads, including the joists, must in all cases be deducted to determine the LIVE load.carrying capaci- ties of the joists. The approximafe DEAD load of the joists may be determined from the weights per linear foot shown in the tables. The ~::G figures in this load table are the LIVE loads per linear foot of joist which will produce an approximate deflection of ~'3&I of the span. LIVE loads which will produce a deflection of 'I>", of the span may be obtained by multiplying the ;:lED figures by 1.5. In no case shall the i TOTAL load capacity of the joists be exceeded. This load table applies to joists with either parallel chords or sfandard pitched top chords. When top chords are pitched, the carrying capaci. ties are determined by the nominal depth of the joists at the center of the span. Standard top chord pitch is Y. inch per foot. If pitch exceeds this standard, the load fable does not apply. This load table may be used for parallel chord joists installed to a maximum slope of y, inch per foot. Joist Designation Approx. Wt. . in Lbs. per LinearFt. (J<?istsOnty) . Depth in Inches SAFE LOAD' in Lbs. Between 18lH02 10 18 18LH03 11 18 18lH04 12 18 18LHOS 15 18 iiiI I ! 18lH06 15 18 20700 18lH07 17 18 21500 18LH08 19 18 22400 I ~ 18lH09 21 18 24000 20 22 - 24 11300 20LH02 .'0 I i I I i ) I - 20LH03 11 20 12000 20LH04 12 20 14700 20lHOS " 20 15800 . 20LH06 , :~ol'o. (20LH07 " I 20LH08 15 20 2'100 ;:::t..<><>~~...~ 17 . 20 : 22500 19 20 23200 20LH09 21 20 25400 20LH10 23 20 27400 21.24 12000 13300 15500 17500. 25 468 26 442 .,)1" 28.:. 521 3J8 604 J03 684 493 571 315- 648 809 526 840 749 ~c? 809 5:2 843 553 876 ~~-' 936 Sic' 901 2S 442 : 'On ! 469 2. 437 ;c-,; 463 i _',I, 574 566 . 616 609 602 .;::' ~! 822 791 1:1 ~tj :dW :;; 878 [).,., 908 .:ti:! :li,l .. . 990 953 918 -:'l 1068 1028 991 "1' 27 418 2:::? 407 28 I 29 391 387 234 212 438 409 262 i36 500 489 :296 266 581 543 3-15 31' 648 605 377 340 726 678 .!28 386 784 758 ~62 427 838 810 ":91 458 28 29 410 388 250 452 434 ~'_:,:: .230 528 496 535 ~';'c 614 .:.: 6% -,= 780 812 868 27 431 458 558 595 763 723 814 786 ~I:-j 813 842 .Jr. 886 ',-, , 956 ~ Where the ioist soan is in the RED SHADED area of the load table, the row of bridging nearest the mid span shall be diagonal bridging with bolted connections al chords and intersection. Hoistino Cr.lblp.~ ~h;l:1l not he released until this row of boltp.d dianon;J1 brilininn is comnleteJv installed. Whe'", the i"ist soan is in the BLI IE SHADED area of the load table, all rows of bridging shall be diagonal bridging with bolted connections at chords and ,~ntersection. HoistinCl cablp.~ shall not ~ released until th~ two rows ofhrirlninn ne;lTest the third ooints ;:m~ r.nmnletelv installed. The approximate moment of inertia of the joist. in jnches4 is: I, ; 26.767(Wu.)(L')(10<), where Wu. ; ;:lED figure in the Load Table, and L; (clear span + .67) in feet. When holes' are required in top or bottom chords, the carrying capaci. ties must be' reduced in proportion to the reduction of chord areas. The top chords are considered as being stayed laterally by floor slab or roof deck, The approximate joist weights per linear foot shown in these tables do not include accessories. CLEAR SPAN IN FEET 30 345 193 382 213 440 2-'2 508 252 566 307 63S 31 32 324 306 359 337 ,j..! 413 219 476 256 531 .2SC 595 ",559 J.!9 717 387 783 "8 3. 365 ::23 414 680 641 759 713 :380 -- 31 32 344 "325 ":'.:S 395 372 '-'56 467 440 416 ;2(; '.', ~ 571 544 J..;:" 635 513 ')6.j .;\:'2 679 596 ~ill~ 760 ,liP 785 -)1)0 856 711 667 J~ :t' 722 ::18 760 I,.,;.; ,-,; ~J:~ 828 ,il)" 894 865 ':1' 802 924 ";,;'j .;-1'; 63 388 448 499 48' S60 627 687 778 839 33 289 147 317 ;'31 385 182 421 2~2 470 :3: 526 ::5.1 604 671 31e' 33 307 J"" 352 '0',' 393 458 527 590 .i,). 654 ,,):-, 755 8" 34 273 135 299 1.18 344 167 397 ;95 443 .212 498 2":1 571 26, 633 289 34 291 160 333 is.l 372 ~r . ,- 434 "::]3 497 ~r, :' 556 ;1;:) 621 712 ",,; 791 , 3S 259 124 283 136 325 153 375 ',7Q 418 ;95 469 222 540 2.:6 598 266 3S 275 147 316 :68 353 :;".; 411 :2;'; 489 ~,!t) 526 27.1 588 ';'/' 673 748 36 245 II' 287 12..: 308 355 16.1 396 i~O 444 :?DJ 512 566 2.15 36 282 136 299 :5~ 335 390 :.:~~ 444 "',: 497 .:~l; 558 .,....; 636 707 37 249 126 283 318 371 421 .m 530 603 670 38 ZJ7 1'7 289 133 303 39 22S 108 255 j23 289 4. 215 101 243 114 275 353 336 >i: 379 321 399 361 1>1: 404 :8:- 457 .~~.Lo 517 447 425 6 503 479 572 544 '.':27 636 604 575 .,.,; ;:;.: \.J '0-\.1- ~ I L Iln.) .: 26K5 ,6K9 '6 yo 9.8 10 550 I ) 550 ,<.SERIES ECONOMY TABLI~ eo.,\.. C:.eh ~( .;h"-~",,\{J"'\". ." \28K9).26K6 20K9 18 26 20 24K7 24 10.1 '0.2 10.6 '0.8 26K7 26 ,- 22K9 28K6 28 ".4 ~..., - -;50 I- 550 550 .~. " 550 550 550 I I- 26 542 502 I 400 29 434 t - ~(J5 379" - 332 32 L) 34' t:: 37 138 39 356 334 x;s 297 280 265 40 141 42 251 I ,';39 ~'\ .:::C 2:1:/ I ~.15 ' '"T15[ ;~4 ' ~05 r 'L'J~ I ---,g6 .;6 14:; 44 187 ;08 179 ~ 0' -- ----;:r;- 95 '64 89 167 t'\:1 150 78 ,44 73 139 69 133 65 4' I 46 47 t:: ,0 I ;,' 52 J3 I 54 55 56 I 550 ::0 550 ;:,,'; 550 :=:~(J 550 S?'J ;,50 -550 ..:.t::il 550 -:.60 550 ':'K ..:.~I) ,,0 ..:.68 ,OV ~.!;: 266 550 ..1..:.8 I 550 026 550 550 S4~ _ .105 547 550 315 519 .1E\g 463 508 517 ')82 .J.6.1 '"l::;'"l 431 473 482 25J 41"7 i 317 402 441 450 2"Q 177 286 376 - 413 421 207 3.:1; ?<:;Q 353 387 395 188 ~109 nS 332 364 J71 I 17~ 2P;? 214 312 343 349 156 257 195 294 I 323 j~::l 143 "236 ; 79 1'71~5 311 ;32 2,6 ,6.1 i 289 2~4 : ",99 ' 151 - 'i."'4- - - ";;:3 : 8.1 i ~39 260 \ :<b;- -- . 170 l?Cl, 247 I 251- 157 . 119 235 ,.6 224 136 213 126 204 118 194 1'8 18F; '03 liS 96 171 90 164 85 157 I 80 151 I 75 '45 I 71 514 1,. 550 54";' 550 520 550 ...99 550 ..179 521 .136 485 392 453 353 424 22C 397 190 373 26:=: 351 2.12 331 . _ _g~.l. . .jl,j ?O~ 296 1S";" 28' 474 ')-;::. 439 2;, 408 380 355 3;' ~::l3 ,;8 ;241 229 2'9 118 209 110 '99 103 191 97 183 90 175 ~..::; ,. 24K8 24 ,8K'0 28K7 18 28 24K9 24 26K8 26 20Kl0 20 26K9 26 22 11.7 12.2 10.9 ".3 11.5 11,8 '2 12.' 12.2 ;,5r 550 :;..:.2 550: ::,.:: 550 .,0S - ;;0 J.7..l. i o;iJ. 1 ..l.5.l \' 550 I .1.32 550 . ..lY"l i 532' - 387 497 3J.? 465 310 '<+36 037 410 : ')61 1 366 ?~q 364 219 344 '?Ol . : 325 18;:; 308 ,70 292 ,57 278 146 264 12-'; 252 126 240 117 229 109 ^- 550 ,,:'::; 550 ~C' 527 .1r_":: 4;;;2 450 273 432 ~-~ 406 382 285 360 23', 340 .;~} ,j~.i .;:.--, ,05 ~"'U <89 oJb 275 262 13?, 249 :::;0 238 1.tln 227 ,~, 217 122 207 lld - -'-l99--' 107 \ '90 \ 10J "j~\' 94 175 I eq 166 \ >1 ---1"62 ' _g I , I 548 s.:, 511 ..leE _ 4T1 50 550 ::...:.:':' 550 320 550 '99 550 .179 550 ,-::.c 4"jlK 39- 4'8 :36" 393 ,,:,c 370 .K'L" 349 T: 330 -,;;; ~ 312 296 280 206 !~: :<,.,- 170 241 ,5R 230 ~ .l7 220 _~i J.l':r ::>.>6 511 J.2? 2?8 -;li0477 387 468 350 439 315 413 '?Q~ ':jBB 26"':' 366 :242 550 ~ 550 550 550 550 550 550 .! 550 550 346 2'2? 327 '?n;;; 310 ',:3::-: 294 ..... 260 ~ Co' 266 ,='u iS3 ~ '"lG 242 130 231 12' ;;0 550 ~<':'- 546 550 .'0 ,-^ 550 J.S9 I 550 ,-- 550 550 550 522 531 2-:9' j,3t5 446 497 2.:3 .14C 418' 466 '00 438 36":' ..:.':1;:' 544 J.l~ 510 37~ 478 550 550 550 ,=;20 550 J90 550 ..:.F(; 550 __IJ 550 550- ::)'J 550 J.2l.:: 550 ..l.05 550 389 550 37:=j 556- 359 533 .136__ 498 30"':' 468 550 ::0. 550 ...:.79 544 .:57 509 _..:J -"0 ~"- 477 ....-;'<:; 449 393 :::"1 370 ",3.1 349 :68 330 412 423 333 :>o,r: 3ee-399 305 -- 367 3iY - 280 '- 348 356 l 257 :-';''' 329 338 :s.:. .:.-.), 3'3 . 320 :2 ~ 0 297 20':, 283 1.39 269 257 163 245 152 234 1-12 224 13:3 2'4 o,.}~ 206 ,,7 197 110 189 103 182 g7 175 q? '68 B' '62 ~:) 156 ;7 151 .7:1 448 440" ]<.\2 '5'\ 42~-414 312 : 229 3ge---i390 ::J86 ! ?:10 376 369 263 -; 93 356 349 2;.1') ~7:=; 304 33( 22:2 320 2C" 304 _l~ ",0::1 550 ::.1; 550 'J2' 550 ~O-: 550 ~79 550 -, , .15':' \ --;;0- .l.J..1 "'...... 519 -l07 486 370 459 338 ' ._~ 310 409 2S.l 387 2'32 367 2.1~ 346 ?:23 331'. . 287 . 'J-rs- ',g2 . 3on- -11\( _ \ ~;;. .lJ.- v ..-- ~ ~ L ~ , ~ ~ ~ .~ ~ , . Ii I! t t E t t t. ~ t: ~ e l: e e l! e ~ ~ i ?t . j ~ 290 276 275 331 :(3": 314 3 296 :-I;) .:00 :>30 -~-;3 155 261 1.15 .- -250 135 239 ' 127 : ,,:3 I l1q t 220 11~ 211 105 203 99 195 q~j .- - 1cJ 263 203 .. - it . . ii ii i . I J ~ , .. I . , 25' 1251 1.13 240 133 229 " 240 230 2i!u 125 219 117 210 1'0 202 \03 '94 g7 186 '" 119 I~f, 00- 211 I I I I I I I I I I ) I I I I I I I I) I <.0 c?>' +5' UJa] z.. f'~tJhr).i RD~f JDi.,-f l)~>~" IU/s....ow oJ",,!~ Z 10'- 0" 6(( ro '(il 10-10 ~;2,~ A 1 f /yjot. .) ~ s".... ~p*~ ."..:l-A -- '! l~.;- PSf. ,.,; -p>-l. I 6 -1"( i ~v-l-....r'1 l D<>..1 tuo?l~ __________ I7.DD?L.C I", pit. 'fb1f"Al( I::>U+ k./~~f. ?c>'p 0,-,"\ ~\"~ ~-'t',-,e\ (..It /IJ... M.t.l~ t 2..~ ::"~1 .c*-Ib . ID... . _ {7-c. .......:;XF:)--... -r.h\ - . . (2 &.)1.. - ~47Fl '- 5\LeJ.-~ &J .' \.f.4 ~~~i LJ\...~ i.~ . ,. 1...,..-. __ ,;; / 8J!.~~.3, 7 fl.( - . --- -. .... Fo<z. ~Co.~~~P<l~~L: pot o~+~. ~:~._. ..,. .: =..':.=:.:::=:.. "'o' M.. ""~,.. ~ S-DCC. .c..t.lb lU1CO'\-"\ ~ (~u0(~) _ -, L\ 00 ",L-f- 1/~')1. \ rt::. ., .- ) '. ----- ,---' ":::-ri:-eJ ~ w,-=- 0Cc>?l+ W,-,-";. ~'O pl..\- -= ---=-- Sld.@ S,\-pL+' ENDEX ENGINEERING -\ \-\":-- \. q ",', ','.' ',i" '':il C'l ';"11::1: i- j . CCli"'.:!:,' t i'.. ~}::~; ".~2: ,;\' ~r::' :~(, . Ii;.: i 7: ,.; (,1:. . "J . i 1-/ i:,f. i ~ i'1,.~.r:; 1 ' I ~ " Multi-Loaded Beam! AISC 9th Ed ASD 1 Ver: 6.00.61 I Bv: Dave Morris, Endex Enqineerinq on: 09-14-2006: 3:24:29 PM Proiect: SPORTS WAY 2 - Location: 8'0,c. Joist with drift load Moment Roof Summary: ) A992-50 W12x16 x 26.0 FT Section Adequate By: 8.3% Controlling Factor: Moment of Inertia I Center Span Deflections: Dead Load: DLD-Centeo- 0.47 IN Live Load: LLD-Centeo- 0.73 IN = U426 Total Load: TLD-Centeo- 120 IN = U260 I Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 3278 LB Dead Load: DL-Rxn-A= 1768 LB Total Load: TL-Rxn-A= 5046 LB BearinQ Lenqth Requi",d (Beam only, support capacity not checked): BL-A= 0.57 IN I Center Span Riqht End Reactions (Support B): Live Load: LL-Rxn.B= 2672 LB Dead Load: DL-Rxn-B= 1768 LB Total Load: TL-Rxn-B= 4440 LB I Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.57 IN Beam Data: Center Span Lenqth: L2= 26.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 26.0 FT I Live Load Deflect, Cmeria: U 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Un~orm Load: I Live Load: wL-2= 200 PLF Dead Load: wD-2= 120. PLF Beam Self Weight: BSW= 16 PLF Total Load: wT-2= 336 PLF I Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 200 PLF Left Dead Load: TRD-Left-1-2= 0 PLF RiQht Live Load: TRL-Rklht-1-2= 0 PLF, Riqht Dead Load: TRD-Right-1-2= 0 PLF I Load Start: A-1-2= 0.0 FT ) Load End: B-1-2= 7.5 FT Load LenQth: C-1-2= 7.5 FT Properties for: W12x16/A992-50 Yield Stress: Fv= 50 KSI I Modulus of Elasticity: E= 29000 KSI Depth: d= 11.99 IN Web Thickness: tw= 0.22 IN FlanQe Width: bfc 3,99 IN I FlanQe Thickness: tf= 0.27 IN Distance to Web Toe of Fillet: k= 0.57 IN Moment of Inertia About x-x Axis: Ix= 103.00 IN4 Section Modulus About x-x Axis: Sx= 17.10 IN3 Radius of Gyration of Compression FlanQe + 1/3 of Web: rt= 0.96 IN I Design Properties per AISC Steel Construction Manual: FlanQe BucklinQ Ratio: FBR= 7.53 Allowable FlanQe Buckling Ratio: AFBR= 9.19 Web BucklinQ Ratio: WBR= 54.50 I Allowable Web BucklinQ Ratio: AWBR= 90.51 ControllinQ Un braced LenQth: Lb= 0.0 FT LimitinQ Unbraced LenQth for Fb=.66.Fy: Lc= 2.94 FT Allowable BendinQ Stress: Fb= 33.0 KSI Web HeiQht to Thickness Ratio: h/tw= 52.09 I LimitinQ Web Heiqht to Thickness Ratio for Fv=.4'Fy: hltw-Limit= 53.74 Allowable Shear Stress: Fv= 20.0 KSI Design ReQuirements Comparison: Controllinq Moment: M= (29337) FT-LB I 12.74 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Nominal Moment Strength: Mo- 47025 FT-LB Controllinq Shear: V= 5046 LB . At left support of span 3 (Riqht Span) I Cmical shear created by combining all dead loads and live loads On span(s) 2 Nominal Shear StrenQth: VI'" 52756 LB Moment of Inertia (Deflection): Ireq= 95.13 IN4 ) 1= 103.00 IN4 I I 1\ 15- \.4'1 '~ L () r Oi ~ ( r ~ . i I l"! I )' . I I . I . I , I ~ I I I ) Joist DesiQnation Depth Iln.) Appro}{, Wt. Ilb..m.) Span Iff.) '4 15 16 '7 '8 '9 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 SERIES ECONOMY TABLE s..~t.--' (00 -'( . (I).I /--.. ~V. .'. \'8K5) 22K4 '6K6 20K5 18 22 16 20 14K6 14 7.7 550 -")': 550 ':" 550 ""67 550 .J"':.; 550 ":C'8 550 .:5= 525 ..J~i 475 .299 432 259 395 226 362 199 334 175 308 156 285 139 :Q!P 265 12..: 7.7 550 550 550 550 518 473 ::62 434 400 318 296 276 258 . .:6 242 ~~ 214 110 202 ~Oi 235 '49 221 '37 209 126 198 116 187 107 178 98 169 9' 161 85 153 79 146 73 '39 t)8 191 9Z 8 550 ;;.l.~ 518 475 ..:3 ~ 438 3S~ 404 ?:;8 374 .;o~ 348 324 ::",-; 302 283 265 249 .':;- 8.1 550 550 550 :i2S 550 .iS0 550 .l5S 550 J2S 548 l05 498 351 455 307 418 269 384 .238 355 211 329 j88 306 168 285 1S1 266 137 249 124 233 112 8.2 550 -;:::0 550 :;,:,,' 550 J,90 529 ..:5; 485 396. 446 350 412 3~O 382 355 248 330 223 308 20~ 289 '22 271 ,;:::::: 254 ~50 239 137 226 '26 213 115 202 106 '91 98 181 JO 172 84 242 229 150 216 '38 205 128 195 118 185 10S 176 IQi 168 9" 180 88 153 82 146 76 139 '33 67 128 63 24K4 24 8.4 520 51-:;. 479 -'1-SE 442 .10:'; 410 361 381 322 354 290 331 262 310 23:- 290 215 273 ~9E 257 233 ;20 220 110 208 101 ii::: :6..: '8K6 '8 8.5 550 550 :r:.(. 550 550 550 ..:~G 550 ..:6<: 550 "38 516 ?93 473 3.15 435 305 402 372 .,. .:.-. 346 2~6 322 :9.1 301 175 28' :58 264 248 :~1 49 16K7 16 22K5 22 8.6 8.8 550 -._0'; 550 :.:?r:; 550 550 ":'C6 550 ;dS 550 550 548 .190 550 550 518 ..l6a 536 528 .183 ..130 493 486 ...:f 380 455 449 507 :;39 465 298 428 263 395 379 33, 366 2:8 340 :36 317 422 416 337 30 j 392 386 302 269 365 I 360 272 . "~ 2.:12 341 336 245 218 319 314 222 1 98 299 295 201 179 281 277 :83 ;63 265 261 lOr 1.J.9 296 ,=" 277 :3,...., '-'''~ 259 '2.1 249 '53 236 141 223 130 211 119 200 110 190 102 181 95 173 88 165 82 157 76 I ~;~ I 232 125 I 220 . 115 I 208 ' '06 I 198 I . 98 188 91 20K6 20 8.9 550 ,SO 550 520 415 ! 26-:- 385 239 335 ~ 9.1 ! 313 18K7 18 9 550 550 550 550 "8,: 550 -l"'.:; 550 .JiB 526 382 485 J-- o. 448 299 359, 2~= ,t= 294 1"'" 276 ;.15 260 ',"::', 245 1::' 232 Iii 243 230 \30 218 ::.::c 207 197 10:3 188 '16 179 39 171 .~;) 22K6 22 9.2 550 '5..:2 550 5:j 550 'Co;:: 537 -'c": 496 459 ~6- 427 ?::3 398 )~:; 371 2Sc- 347 326 2 ~ ':0' 306 ".:':0 288 272 257 153 20K7 24K5 20 24 9.3 9.3 550 550 ~2~ 550 ..:.90 550 "68 550 .1....l8 541 .l2~ 500 463 430 ':98 401 158 374 "'.... 350 2:9 328 "fog 309 -;:;, 290 -0:: 274 259 ::;9 245 232 231 103 219 ~ :2 208 12.2 550 SJ..l 540 499 -'53 462 ":'0.1 429 .;62 400 ~ ):; 373 ::;a~ 349 327 ::<11 308 .22Q 290 273 . ~..: 258 :;;0 244 198 11':' 220 110 209 106 200 99 19' 92 22K7 24K6 22 24 9.7 9.7 550 5..:6 550 550 ...i95 550 ..~ 220 ;09 209 in; 189 106 180 98 172 92 164 00 157 no 150 '0 " 144 ;0 550 550 :,:0 550 543 512 ..:.:::13 475 503 467 ,'::..: 443 435 ;::\ ,,- 413 "::0::: 406 367 380 ~ ~c 363 357 ,:-<:: 341 335 321 315 ~,..? 303 297 286 281 271 266 256 252 243 239 231 227 ''<:'.) .,)..' 216 206 !15 , '96 :07 187 :l)() 179 93 j- 171 .-;;" 164 ,., 157 ---rT'~ I .L-' Ie, - . L: c I Multi-loaded Beam! AISC 9th Ed ASD 1 Ver: 6.00.81 I By: Dave Morris, Endex EnQineerinQ on: 09-28-2006 : 3:52:44 PM Project: SPORTS WAY 2 - location: 8'0.c. Joist with drift Ioed Moment Roof Grid A 5-6 Summary: ) A992.50 W8xl0 x 10.0 FT Section Adequate By: 325,2% Controlling Factor: Moment I Center Span Deflections: Dead load: DlD-Center= 0.03 IN Live load: llD-Center= 0.07 IN = U1765 Total load: TLD-Center= 0.10 IN = Ul191 I Center Span Left End Reactions (Support A): Live Load: lL -Rxn-A= 1562 LB Dead Load: DL -Rxn-A= 650 LB Total Load: TL -Rxn-A= 2213 LB BearinQ LenQth Required (Beam only, support capacity not checked): BL-A= 0.51 IN I Center Span RiQht End Reactions (Support B): Live Load: lL-Rxn-B= 1187 LB Dead Load: DL-Rxn-B= 650 LB Total Load: TL-Rxn-B= 1838 LB I Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.51 IN Beam Data: Center Span lenqth: L2= 10.0 FT Center Span Unbraced Lenqth-Top of Beam: lu2-Top= 0.0 FT Center Soan Unbraced length-Bottom of Beam: Lu2-Bottom= 10,0 FT I Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform load: I Live Load: wL-2= 200 PLF Dead Load: wD-2= 120 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT-2= 330 PLF Trapazoidal Load 1 I left Live Load: TRL-Lefl-1-2= 200 PLF Left Dead Load: TRD-left-1-2= 0 PLF RiQht Live Load: TRL-RiQht-1-2= 0 PLF Riqht Dead Load: TRD-Right-1-2= 0 PLF I load Start: A-1-2= 0.0 FT ) load End: B-1-2= 7.5 FT Load Lenqth: C-1-2= 7.5 FT Properties for: W8xl01A992-50 Yield Stress: Fy= 50 KSI I Modulus of Elasticity: E= 29000 KSI Depth: d= 7.89 IN Web Thickness: tw= 0.17 IN FlanQe Width: bfc 3.94 IN I Flanqe Thickness: tfc 0.21 IN Distance to Web Toe of Fillet: k= 0.51 IN Moment of Inertia About x-x Axis: Ix= 30.80 IN4 Section Modulus About x-x Axis: Sx= 7.81 IN3 Radius of Gyration of Compression FlanQe + 1/3 of Web: rt= 1.00 IN I Design Properties per AISC Steel Construction Manual: FlanQe BucklinQ Ratio: FBR= 9.61 Allowable Flanqe Buckling Ratio: AFBR= 9.19 Web BucklinQ Ratio: WBR= 46.41 I Allowable Web BucklinQ Ratio: AWBR= .90.51 ControllinQ Unbraced Len!rtn: Lb= 0.0 FT Limitinq Unbraced Lenqth for Fb=.66"Fy: Lc= 3.41 FT Allowable BendinQ Stress: Fb= 32.7 KSI Web Heiqht to Thickness Ratio: hltw= 44.0 I Limlt/nq Web HeiQht to Thickness Ratio for Fv=.4"Fy: h/tw-Umit= 53.74 Allowable Shear Stress: Fv= 20.0 KSI Design Requirements Comparison: ~ FT-LB . Controllinq Moment: M= I 4.7 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Nominal Moment Strength: Mr= 21285 FT-LB ControllinQ Shear: V= 2213 LB At left support of span 3 (RiQnt Span) I Critical shear created by combining all dead loads and live loads on span(s) 2 Nominal Shear Strenqth: Vr= 26826 lB Moment of Inertia (Deflection): Ireq: 6.28 IN4 ) 1= 30.80 IN4 I I \""""\ -: lSI - - . . ""-'. I F STA ~DARD LOA ) TABL - . Based on a Maximum Allowable Tensile F I - Stress of 30 ksi OPEN WEB STEEL JOISTS, K-SERIES ~ ..., I ~ I Adopted by the Steel Joist InslituteNovember 4, 1985; Revised to May 2, 1994 . Effective September 1, 1994 , The black tigures in the following table give the TOTAL safe unitorm. The approximate joist weights per linear foot shown in these tables ~ Iy distributed toad.carrying capacities, in pounds per linear foot. of do not include accessories. I K.Selies Steel Joists. The weight of DEAD loads. including the joists. The approximate moment of inertia of the joist. in jnches~ is; ~ must be deducted to determine the LIVE load.carrying capacities of I, = 26.767(WLL)(L')(1O"), where WLL = RED figure In the Load Table the joists. The load table may be used for parallel chord joists and L = (Span - .33) in feet. ~ installed to a maximum slope of Y2 inch per foot. I The figures shown in RED in this load table are the LIVE loads per For the proper handling of concentrated and/or varying loads, see linear foot of joist which will produce an approximate deflection of %60 Section 5.5 in the Recommended Code of Standard Practice. ~ of the span. LIVE loads which will produce a deflection of 'I,,, of fhe Where the ioist soan occurs in the shaded area of the table, the row ~ I span may be obtained by multiplying the figures in RED by 1.5. In no of bridging nearest the mid span shall be diagonal bridging with bott- case shall the TOTAL load capacity of the joists be exceeded. ed connections at chords and midspan. -0(" '~Q.i/ S-lo ?oP O.ri ~ I I Joist 'i' 10Kl 12Kl 12K3 12K5 14Kl 14K3 14K4 14K6 16K2 16K3 I 16K4 16K5 16K6 16K7 16K9.1 ~ Designation' 8K1 I Depth (In.) --S 10 12 12 12 14 14 14 14 16 16 16 16 16 16 16 I I Approx. Wt. 5 5 5.7 7.1 5.2 6 6.7 7.7 5.5 6.3 7 7.5 8.1 8.6 10 I E I (Ibs./ft) 5.1 Span (ft,) E L 8 550 E I 550 I 9 550 I Sl;() E I 10 (556 550 I 480 550 I I 11 ~I 550 I e ) 542 12 444 550 550 550 550 II I I 288 455 550 550 550 ! I 13 377 479 550 550 550 I I 225 363 510 510 510 ! I 14 324 412 500 550 550 550 550 550 550 I 179 289 425 463 463 550 550 550 550 I 15 281 358 434 543 550 511 550 550 550 I ! I 145 2J4 344 428 434 475 507 507 507 I 16 246 313 380 476 550 448 550 550 550 550 550 550 550 550 550 550 I 119 192 282 351 396 390 467 467 467 550 550 550 550 550 550 550 ~ I 17 227 336 420 550 395 495 550 550 512 550 550 550 550 550 550 I 159 234 291 366 324 404 443 443 488 526 526 526 526 526 526 I I 18 246 299 374 507 352 441 530 550 456 508 550 550 550 550 550 I ! 134 197 245 317 272 339 397 408 409 456 490 490 490 490 490 I 19 221 268 335 454 315 395 475 550 408 455 547 550 550 550 550 I 113 167 207 269 230 2B7 336 383 347 3B6 452 455 455 455 455 ! I 20 199 241 302 409 284 356 428 525 368 410 493 550 550 550 550 I I 97 142 177 230 197 246 287 347 297 330 386 426 426 426 426 I 21 218 273 370 257 322 388 475 333 371 447 503 548 550 .550 J ~ 123 153 198 170 212 248 299 255 285 333 373 405 406 '406 I 22 199 249 337 234 293 353 432 303 337 406 458 498 550 550 J ! 106 132 172 147 lB4 215 259 222 247 289 323 351 385 385 I I 23 "'181 227 308 214 268 322 395 277 308 371 418 455 507 550 j ;'~":'/93 . 116 150 12B 160 188 226 194 216 252 282 307 339 363 ! I 24 ,::,)166. 208 282 196 245 295 362 254 283 340 384 418 465 550 I :"Bl 101 132 113 141 165 199 170 189 221 248 269 298 346 I I 25 i lBO 226 272 334 234 260 313 353 3B4 428 5141 ~ 100 124 145 175 150 167 195 219 238 263 311 I 26 166 209 251 308 216 240 289 326 355 395 474 I 8B 110 129 156 133 148 173 194 211 233 276 ~ 27 154 193 233 285 200 223 268 302 329 366 439 J I 79 98 115 139 119 132 155 173 188 208 246 28 143 180 216 265 " 186 207 249 281 306 340 408 I ~ 70 88 103 124 i I 106 118 13B 155 16B 186 220 ) 29 I 173 193 232 261 2B5 317 3BO I ~ I 95 106 124 139 151 167 198 I I 30 i .161 180 216 244 266 296 355 I 86 08 112 1?P. 1,T 151 178 ~ I 31 I 151 168 203 228 249 277 332 I 78 87 101 11< 1~4 137 181 I I 32 I 142 158 190 214 233 259 311 I t! 71 79 92 103 112 124 147 '40 ---,---- r \""7'- ~ ~ L..,- ',_ L 1 l!~ ,'/1) ;) . t3e/1.~ S BEAM CALCULATION SHEET I JOB 500 r+ S LJ~...I Z ~"O'rl) FlOor DATE q /; t/ /0{, ) , , I , I COLUMNS LENGTH TR. WIDTH LL +DL LL +DL SELECTION FROM-TO (FT) (FT) (PSF) (PLF) (OPTIONS) (,;.tl,'l A.\) I vI / 1 z'r;' . I) '7D +'0 q,o + ,eo I,Ulf:'t 3S' ./ o.A s ,'A, 1llll'- I I c,.~\~XC . 10/ 1 I q /0 + 7€ I' I - (, ') I, 70 + ho UJIL.. \l 1'* v' I I.S - $S I (oJJnr (, '~I~ 0 -+ 'D /$0 + Q I , IlP90 + 110 1 I u.Ylltl 0 . I 1/620 t- 15l::o I 1.5- ;2.. H' 2-(p -;0+100 W 16'1.. 2-1.> .../ I ,-7,~ I 111. '00 I- 0 I ~10 t- D I I I n'1o + /6(,01 I I 01<\1:> f?~,-, I/e2 I' +'~bO I .) ~-') t. 5t -z.t.. (t>+IoD 102-1.{ \( S<;;;'" /.....--/ I ?-ej I '1 ~D .,. 0 I !;7tJ +-" I '23QO + '>he> I I I ~a:Ta, '\'?l II' I 1"70+"0 'B-w + 1$'.0 I Lv \"Z. '1 ;..14,<;; 2.(, \L2-<... \../ 1 I (1 70 -r 0 1<(;70 + 0 I 1 12-3~O-"" 15"60 I I 1 roe,\) ~ . K1S' I '2,lp 17b +-''''0 IS"to -\- 1<110 I u.S - i..\,B 10\'2. 'lC \..{ I I I ,:;, D -\- "D I v l-i,f, - ~. 2- tQ, '7;>b..\- 0 1 I I I ~?~O t (<;~I I I I I I I G-R'iI' c.. I I I / ';7-0 't- J5h:> I G,"l. - ,),3 '1. rlc <: 7!.- . -:;'0 + C:.C-' 1.01\-.c L./-J "-/' I) I I 11 -::-.'0 ~ {) ) '~6..... 0 I I 2 '?9o +,~ 1 ~D- L - \ D I Multi-LOlIded Be8m! AISC 9th Ed ASD 1 Ver:6.00.81 I By: Dave Morris, Endex Engineering on: 09-14.2006 : 11:44:35 AM Proiect: SPORTS WAY 2 - Location: Grids A&D Outside Beam Summary: 1 A992-50 W18x35 x 25.0 FT I Section Adequate By: 17.5% Controlling Factor: Moment Center Span Deflections: Dead Load: DLD-Center= 0.48 IN Live Load: LLD-Center= 0.54 IN = U555~ Total Load: TLD_Center= 1.02 IN = U293 I Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 11375 LB Dead Load: DL-Rxn-A= 10187 LB Tolal Load: TL-Rxn-A" 21563 LB I Bearinq LenQth Required (Beam only. support capacity not checked): BL-A= 0.83 IN Center Span RiQht End Reactions (Support B): Live Load: LL-Rxn-B" 11375 LB Dead Load: DL -Rxn-B= 10187 LB Total Load: TL-Rxn-B= 21563 LB I Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.83 IN Beam Dala: Center Span LenQth: l2" 25.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT I Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom" 25.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: I Live Load: wL-2" 910 PLF. Dead Load: wD-2= 780 PLF Beam Self Weight: SSW= 35 PLF. T alai Load: wT-2= 1725 PLF I Properties for: W18x35/A992-50 Yield Stress: Fy= 50 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 17.70 IN Web Thickness: tw= 0.30 IN I FlanQe Width: bf= 6,00 IN ') Flanqe Thickness: tf= 0.43 IN Distance to Web Toe of Fillet: k= 0.83 IN Moment of Inertia About X-X Axis: Ix: 510.00 IN4 Section Modulus Aboul X-X Axis: Sx" 57.60 IN3 I Radius of Gyration of Compression Flanqe + 1/3 of Web: rt" 1.49 IN Design Properties per AISC Steel Construction Manual: Flanqe Bucklinq Ratio: FBR" 7.06 Allowable Flanqe Buckling Ratio: AFBR= 9.19 I Web BucklinQ Ratio: WBR= 59.00 Allowable Web Bucklinq Ratio: AWBR= 90.51 Controllinq Unbraced LenQlh: Lb= 0.0 FT Limitinq Unbraced Lenqth for Fb=.66.Fy: Lc= 4.8 FT Allowable Bendinq Stress: Fb= 33,0 KSI I Web Heiqht to Thickness Ratio: hIlw= 56.17 LimitinQ Web Heiqht to Thickness Ratio for Fv=.4'Fy: h/lw-Limit" 53.74 Critical Web Stress Ratio: Cv= 0.0 Shear Bucklinq Coefficient: kv= 5.34 I Allowable Shear Stress: Fv= 19.13 KSI Design Requirements Comparison: Controllinq Moment: M= 134766' FT-LB 12.5 Ft from left support of span 2 (Center Span) I . Critical moment created by combining all dead loads and live loads on span(s) 2 Nominal Moment Strength: Mr= 158400- FT-LB Controllinq Shear: V=, 21563. LB At left support of span 3 (Riqht Span) Critical shear created by combining all dead loads and live loads on span(s) 2 I Nominal Shear Strenqth: Vr= 96684 . LB Moment of Inertia (Deflection): IreQ" 418.17 IN4 1= 510.00 IN4 I I ) I ITC.- I \ ,. \ I ./ ., .. l 'I~' "." . Mu~i-Loaded Beam! AISC 9th Ed ASD 1 Ver: 6.00.81 I By: Dave Morris, Endex Engineering on: 09:14-2006 : 11 '45:11 AM Proiect: SPORTS WAY 2 - Location: Grid.,s 1-1.5/7,6-8 ) Summary: C A992.50 W12x14 x 10.0 FT Section Adequate By: 74.0% Controlling Fector: Moment I Center Span Deflections: Dead Load: DLD-Center= 0.07 IN Live Load: LLD-Center= 0.10 IN = U1257 Total Load: TLD-Center= 0.16 IN = L/727 I Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 5450 LB Dead Load: DL-Rxn-A= 3970 LB Total Load: TL-Rxn-A= 9420 LB Bearinq Lenqth Required (Beam only, support capacity not checked): BL-A= 0.53 IN I Center Span Riaht End Reactions (Support B): Live Load: LL-Rxn-B= 5450 LB Dead Load: DL-Rxn-B= 3970 LB Total Load: TL-Rxn-B= 9420 LB. I Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.53 IN Beam Data: Center Span Lenqth: L2= 10.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 10,0 FT I Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Un~orm Load: I Live Load: wL"2= 1090 PLF Dead Load: wD-2= 780 PLF Beam Self Weight: BSW= 14 PLF Total Load: wT-2= 1884 PLF Properties for: W12x14/A992-50 I Yield Stress: Fv= 50 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 11,91 IN Web Thickness: tw= 0.20 IN I Flanae Width: bf= 3,97 IN ) Flanqe Thickness: tf= 0.23 IN Distance to Web Toe of Fillet: k= 0.53 IN Moment of Inertia About X-X Axis: Ix= 88.60 IN4 Section Modulus About X-X Axis: Sx= 14.90 IN3 I Radius of Gvration of Compression FlanQe + .1/3 of Web: rt= 0.95 IN Design Properties per AISC Steel Construction Manual: FlanQe BucklinQ Ratio: FBR= 8.82 Allowable Flanqe Buckling Ratio: AFBR= 9.19 I Web Bucklinq Ratio: WBR= 59.55 Allowable Web Bucklinq Ratio: AWBR= 90.51 ControlliM Unbraced LenQlh: Lb= 0,0 FT Limitinq Un braced Lenqth for Fb=.66*Fy: Lc= 2,5 FT Allowable Bendinq Stress: Fb= 33.0 KSI I Web Heiqht to Thickness Ratio: h/tw= 57.3 Limitinq Web Heiqht to Thickness Ratio for FV=.4*Fy: h/tw.L1mit= 53.74 Critical Web Stress Ratio: Cv= 0.0 Shear Bucklina Coefficient: kv= 5.34 I Allowable Shear Stress: Fv= 18.75 KSI Design Requirements Comparison: Controllinq Moment: M= 23550_ FT-LB 5.0 Ft from left support of span 2 (Center Span) I Critical moment created by combining all dead loads and live loads on span(s) 2 Nominal Moment Strength: Mr= 40975.- FT-LB Controllinq Shear: V= 9420- LB At left support of span 3 (RiQht Span) Critical shear created by combining all dead loads and live loads on span(s) 2 I Nominal Shear StrenQth: Vr= 42971 " LB Moment of Inertia (Deflection): Ireq= 29.23 IN4 1= 88.60 IN4 I I ) I ----cr c. - \ ?. 1 1 Muiji-Loaded Beam! Aisc 9th Ed ASD 1 Ver: 6.00.81 Bv: Dave Morris. Endex Engineering on: ~'14-2006 : 11 :42:55 AM Project: SPORTS WAY 2 - Location: Grid. B 1.5-217-7.6 ) Summary: . A992.50 W16x26 x 14.0 FT I Section AdeQuate By: 8.4% Controlling Factor: Moment Center Span Deflections: Dead Load: DLD-Center- 0.16 IN Live Load: LLD-Center- 0.24 IN = L/710 Total Load: TLD-Center- 0.39 IN = U427 I Center Span Left End Reactions (Support A): Live Load: LL -Rxn-A= 16730 LB Dead Load: DL-Rxn-A= 11102 LB Total Load: TL-Rxn-A= 27832 LB 1 BearinQ LenQth ReQuired (Beam onlv, support capacity not checked): BL-A= 4.89 IN Center Span RiQht End Reaction. (Support B): Live Load: LL-Rxn-B= 16730 LB Dead Load: DL-Rxn-B= 11102 LB Total Load: TL-Rxn-B= 27832 LB I Bearing Length Required (Beam only, support capacity not checked): BL-B= 4.89 IN Beam Data: Center Span LenQth: L2= 14.0 FT Center Span Unbraced LenQth-Top of Beam: Lu2-Top= 0.0 FT I Center Span Unbraced Length-Bottom of Beam: . Lu2-Bottom= 14.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Un~orm Load: 1 Live Load: wL-2= 2390/ PLF Dead Load: wD-2= 1560/ PLF Beam Self Weight: BSW= 26.' PLF Total Load: - wT-2= 3976/ PLF I Properties for: W16x26/A992-50 Yield Stress: Fy= 50 KSI Modulus of Elasticity: E= 20000 KSI Depth: d= 15.69 IN Web Thickness: tw= 0.25 IN I FlanQe Width: bf= 5,50 IN ) FlanQe Thickness: tf= 0.35 IN Distance to Web Toe of Fillet: k= 0.75 IN Moment of Inertia About X-X Axis: Ix= 301.00 IN4 I Section Modulus About X-X Axis: Sx= 38.40 IN3 Radius of Gyration of Compression FlanQe + 1/3 of Web: rt= 1.36 IN Design Properties per AiSC Steel Construction Manual: FlanQe BucklinQ Ratio: FBR= 7.97 Allowable Flanpe Buckling Ratio: AFBR= 9.19 I Web Bucklinp Ratio: WBR= 62.76 Allowable Web Bucklinp Ratio: AWBR= 90.51 ControllinQ Unbraced LenQth: Lb= 0.0 FT Limitinp Unbraced LenQth for Fb=.66.Fy: Lc= 4.03 FT I Allowable Bendinp Stress: Fb= 33.0 KSI Web Heipht to Thickness Ratio: h/tw= 60.0 Limitinp Web Heipht to Thickness Ratio for Fv=A*Fy: h/lw-Limlt= 53.74 Critical Web Stress Ratio: Cv= 0.0 Shear Bucklinp Coefficient: kv= 5.34 1 Allowable Shear Stress: Fv= 17.9 KSI Design Requirements Comparison: Controllinp Moment: M= 97412 FT-LB 7.0 Ftfrom left support of span 2 (Center Span) I Critical moment created by combining all dead loads and live loads On span(s) 2 Nominal Moment Strength: Mr- 105600 FT-LB Controllinp Shear: V= 27832 LB. 14.6 Ft from left support of span 3 (RiQht Span) 1 Critical shear created by combining all dead loads and live loads on span(s) 2 Nominal Shear StrenQth: Vr= 67142 LB.. Moment of Inertia (Deflection): IreQ= 169.27 IN4 1= 301.00 IN4 I I) I DC-\ -S L Muni-Loaded Beaml AISC 9th Ed ASD 1 Ver: 6.00.61 Bv: Dave Morris. Endex Engineering on: .09-14-2006 : 11 :47:02 AM Proiect: SPORTS WAY 2 - Location: Grid. B&C 2-3/3-4 Summary: ", A992-50 W24x55 x 25.0 FT Section AdeQuate By: 0.2% Controlling Factor: Moment Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reaction. (Support A): Live Load: Dead Load: Total Load: Bearino Lenoth Required (Beam onlv, support capacity not checked): Center Span Rioht End Reactions (Support B): . Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Center Span Lenqth: Center Span Unbraced Lenoth-Top of Beam: Center Span Unbraced Length-Bottom of Beam: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Unifomn Load: Live Load: Dead Load: Beam Self Weight: Total Load: Properties for: W24x55/A992-50 Yield Stress: Modulus of Elasticity: Depth: Web Thickness: Flanoe Width: Flanoe Thickness: Distance to Web Toe of Fillet: Moment of Inertia About X-X Axis: Section Modulus About X-X Axis: Radius of Gyration of Compression Flanlle + 1/3 of Web: Design Properties per AISC Steel Construction Manual: Flanlle Bucklinll Ratio: Allowable Flanoe Buckling Ratio: Web Bucklino Ratio: Allowable Web Bucklino Ratio: Controllinq Unbraced Len~th: Limitinll Unbraced Lenoth for Fb=.66.Fy: Allowable Bendino Stress: Web Heiohl to Thickness Ratio: Limnino Web Heiqht to Thickness Ratio for Fv=:4.Fy: Critical Web Stress Ratio: Shear Bucklino Coefficient: Allowable Shear Stress: Design Requirements Comparison: Controllino Moment: . 12.5 FI from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Nominal Moment Strength: Controllinq Shear: At left support of span 3 (Rillht Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Nominal Shear Strenqth: Moment of Inertia (Deflection): ,. I I I ) I I I I I I I ) I I I I I I I I ) I DLD-Center= LLD-Center= TLD-Center= L2= Lu2-Top= Lu2-Bottom= U U LL-Rxn-A= DL -Rxn-A= TL-Rxn-A= BL-A= LL-Rxn-B= DL-Rxn-B= TL-Rxn-B= BL-B= wL-2= wD-2= BSW= wT-2= Fv= E= d= tw= bf= tf= k= Ix: Sx= It= FBR= AFBR= WBR= AWBR= Lb= Lc= Fb= hltw= hltw-L1mit= Cv= kv= Fv= M= Mr= V= Vr= Ireq= 1= 0.36 IN 0.54 IN = U559 0.90 IN = U334 29875 LB 20187 LB 50063 LB 2.05 IN 29875 LB 20187 LB 50063 LB 2.05 IN 25.0 FT 0.0 FT 25.0 FT 360 240 2390.. PlF 1560,- PlF 55,. PLF 4005 PLF 50 KSI 29000 KSI 23.57 IN 0.40 IN 7.01 IN 0.51 IN 1.11 IN 1350.00 IN4 114.00 IN3 1.68 IN 6.94 9.19 59.67 90.51 0.0 FT 5.0 FT 33.0 KSI 57.11 53.74 0.0 5.34 18.81 KSI 312891-- . FT-LB 313500, FT-LB 50063. LB 167612. LB 970.88 IN4 1350.00 IN4 -\i:. L- \ L-1: '--, I I ) 1 1 I I I I I I ) 1 I 1 I 1 1 1 I) I Muni-loaded Beaml AISC 9th Ed ASD 1 Ver: 6.00.81 Bv: Dave Morris. Endex Engineerin9 on: 09-14-2006: 11:48:11 AM project: SPORTS WAY 2 - Location: Grid. B&C +4.5 Summary: A992-50 W12x22 x 11.0 FT Section AdeQuate By: 16.3% Controlling Factor: Moment Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearino Lenoth Required (Beam onlv, support capacity not checked): Center Span Rioht End Reactions (Support B): Live Load: Dead Load: Total load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Center Span Lenoth: Center Span Unbraced Lenoth,Top of Beam: Center Span Unbraced Length-Bottom of Beam: Live load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Unifomn load: Live Load: Deed load: Beam Self Weight: Total Load: Properties for: W12x221A992-50 Yield Stress: Modulus of Elasticity: Depth: Web Thickness: Flanlle Width: Flanoe Thickness: Distance to Web Toe of Fillet: Moment of Inertia About X-X Axis: Section Modulus About X-X Axis: Radius of Gyration of Compression FlanQe + 1/3 of Web: Design Properties per AISC Steel Construction Manual: Flanqe Bucklinq Ratio: Allowable Flanoe Buckling Ratio: Web Bucklino Ratio: Allowable Web Bucklino Ratio: Controllinq Unbraced Lenqth: Limitino Unbraced Lenqth for Fb=.66.Fy: Allowable Bendinq Stress: Web Heioht to Thickness Ratio: Limltino Web Heiqht to Thickness Ratio for Fv=:4.Fy: Allowable Shear Stress: Design Requirements Comparison: Controllino Moment: 5.5 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Nominal Moment Strength: Mr= Controllino Shear: V= At left support of span 3 (Riqht Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Nominal Shear Strenllth: Moment of Inertia (Deflection): DLD-Center= LLD-Center= TLD-Center= LL -Rxn-A= Dl-Rxn-A= TL -Rxn-A= BL-A= ll-Rxn-B= DL-Rxn-B= Tl-Rxn-B= Bl-B= L2= Lu2-Top= Lu2-Bottom= U U wL-2= wD-2= BSW= wT-2= Fv= E= d= tw= bf= tf= k= Ix: Sx= rt= FBR= AFBR= WBR= AWBR= Lb= Lc= Fb= hltw= hltw-Limit= Fv= M= Vr= Ireo= 1= 0.12 IN 0.17 IN = U759' 0.29 IN = U456, 13145 LB 8701 LB 21848 LB 0.73 IN' 13145 LB 8701 LB 21848 LB 0.73 IN 11.0 FT 0.0 FT 11.0 FT 360 240 2390' PlF 1560,..- PLF 22 PLF 3972 PLF 50 KSI 29000 KSI 12.31 IN 0.26 IN 4.03 IN 0.43 IN 0.73 IN 156.00 IN4 25.40 IN3 1.02 IN 4.74 9.19 47.35 90.51 0.0 FT 3.61 FT 33.0 KSI 44.08 53.74 20.0 KSI 60077, FT -LB 69850 FT-LB 21848 LB 64012/ LB 82.02 IN4 156.00 IN4 ---n:- c - \ ~ ::;, I 1 ) 1 I 1 1 I 1 1 I ) I 1 1 I 1 1 1 J I I . Muni-Loaded Beaml AISC 9th Ed ASD 1 Ver: 8.00,81 Bv: Dave Morris. Endex Engineering on: 09-21-2006 : 12:55:21 AM Project: SPORTS WAY 2 - Location: GridsB 4.5-4.8/4.8-5.2 , Summary: A992-50 W12x14 x 8.75 FT Section Adequate By: 8.0% Controlling Fector: Moment Center Span Deflections: Dead Load: Live Load: Total Load: Center Spen Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearino lenQth Required (Beam onlv, support capacity not checked): Center Span Rioht End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Center Span Lenoth: Center Span Unbraced Lenoth-Top of Beam: Center Span Unbraced Length-Bottom of Beam: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Unifomn Load: Live Load: Dead Load: Beam Self Weight: Total Load: Properties for: W12x14/A992-50 Yield Stress: . Modulus of Elasticity: Depth: Web Thickness: Flanoe Width: FlanQe Thickness: Distance to Web Toe of Fillet: Moment of Inertia About X-X Axis: Section Modulus About X-X Axis: Radius of Gvration of Compression FlanQe + 1/3 of Web: Design Properties per AISC Steel Construction Manual: FlanQe BucklinQ Ratio: Allowable Flanoe Buckling Ratio: Web BucklinQ Ratio: Allowable Web Bucklino Ratio: ControllinQ Unbraced L.mQth: Limitino Unbraced LenQth for Fb=.66.Fy: Allowable BendinQ Stress: Web HeiQht to Thickness Ratio: LimitinQ Web Heioht to Thickness Ratio for Fv=.4.Fy: Critical Web Stress Ratio: Shear Bucklino Coefficient: Allowable Shear Stress: Design Requirements Comparison: Controllino Moment: 4.375 Ft from left support of span 2 (Center Span) . Critical moment created by combining all dead loads and live loads on span(s) 2 Nominal Moment Strength: Mr= Controllino Shear: . V= At left support of span 3 (RiQht Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Nominal Shear StrenQth: Moment of Inertia (Deflection): DLD-Center= LLD-Center= TLD,Center= LL -Rxn-A= DL-Rxn-A= TL -Rxn-A= BL-A= LL-Rxn-B= DL -Rxn-B= TL-Rxn-B= Bl-B= L2= Lu2-Top= Lu2-Bottom= U U wL-2= wD-2= BSW= wT-2= Fv= E= d= tw= bf= tf= k= Ix= Sx= rt= FBR= AFBR= WBR= AWBR= Lb= Lc= Fb= hItw= hltw-L1mit= Cv= kv= Fv= M= Vr= IreQ= 1= 0.08 IN 0.12 IN = U856 0.20 IN = U516 10456 lB 6886 LB 17343 LB 3.32 IN 10456 LB 6886 LB 17343 LB 3.32 IN 8.75, FT 0.0 FT 8.75 FT 360 240 2390 PlF 1560 PLF 14 PLF 3964 PLF 50 KSI 29000 KSI 11.91 IN 0.20 IN 3.97 IN 0.23 IN 0.53 IN 88.60 IN4 14.90 IN3 0.95 IN 8.82 9.19 59.55 90.51 0.0 FT 2.5 FT 33.0 KSI 57.3 53.74 0.0 5.34 18.75 KSI 37937. FT-LB 40975 .' FT-LB 17343- LB 42971"- LB 41.20 IN4 88.60 IN4 --r\ (.- \ 11,;/ J--"'- " .' I I ) I Muni-Loaded Beaml AISC 9th Ed ASD 1 Ver: 6.00.81 Bv: Dave Morris, Endex Engineering on: 10-06-2006 : 09:06: 15 AM Proiect: SPORTS WAY 2 - Location: Grid. C 5.2-5.8 " Summary: A992-50 W21x44 x 20.5 FT Section Adequate By: 7.0% Controlling Factor: Moment Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearino Lenoth Required (Beam onlv, support capacity not checked): Center Span Rioht End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Center Span Lenoth: Center Span Unbraced Lenoth-Top of Beam: Center Span Unbraced Length-Bottom of Beam: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Unlfonn Load: Live Load: Dead Load: Beam Self Weight: Total Load: Properties for: W21x44/A992-50 Yield Stress: Modulus of Elasticity: Depth: Web Thickness: Flanoe Width: Flanoe Thickness: Distance to Web Toe of Fillet: Moment of Inertia About X-X Axis: Section Modulus About X-X Axis: Radius of Gvration of Compression Flanqe + 1/3 of Web: Design Properties per AISC Steel Construction Manual: Flanqe Bucklinq Ratio: Allowable Flanoe Buckling Ratio: Web Bucklinq Ratio: Allowable Web Bucklinq Ratio: Controllinq Unbraced Lenqth: Limitino Unbraced Lenoth for Fb=.66.Fy: Allowable Bendinq Stress: Web Heioht to Thickness Ratio: Limitinq Web Heioht to Thickness Ratio for Fv=.4.Fy: Critical Web Stress Ratio: Shear Bucklino Coefficient: Allowable Shear Stress: Design Requirements Comparison: Controllino Moment: 10.25 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Nominal Moment Strength: Controllino Shear: At left support of span 3 (Rillht Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Nominal Shear Strenoth: Moment of Inertia (Deflection): DLD,Center= LLD-Center= TLD-Center= I LL-Rxn-A= DL -Rxn-A= TL-Rxn-A" BL-A= 1 LL -Rxn-B= DL-Rxn-B= TL-Rxn-B= BL-B= I L2= Lu2-Top= Lu2-Bottom= U U I I wL-2= wD-2= BSW= wT-2= I FV= E= d= tw= bf= tf= k= Ix= Sx= rt= I .:> 1 FBR= AFBR= WBR= AWBR= Lb= Lc= Fb= hItw= hItw-Limn= Cv= kv= Fv= 1 I I M= I Mr= V= I Vr= Ireq= 1= 1 I) 1 0.28 IN 0.39 IN = U633 0.65 IN = U379 24498 LB 16441 LB 40939 LB 2.27 IN 24498 lB 16441 LB 40939 LB 2.27 IN 20.5 FT 0.0 FT 20.5 FT 360 240 2390 PLF 1560 PLF 44 PLF 3994 PLF 50 KSI 29000 KSI 20.66 IN 0.35 IN 6.50 IN 0.45 IN 0.95 IN 843.00 IN4 81.60 IN3 1.57 IN 7.22 9.19 59.03 90.51 0.0 FT 4.72 FT 33.0 KSI 56.46 53.74 0.0 5.34 19.03 KSI 209810 FT,LB 224400 FT-LB 40939 LB 131598 LB 533.84 IN4 843.00 IN4 jL(- \1 c. 1 1 I 1 I I. "-O<.I1>,;If:- \? \ -?. 1 I I I) Wl,"O P I S,-z.- 5'.~ . G>d<.ii> A.6 1 5-(". 1 c:;.~~ ~:~ I ~~JA1ba- c.o2,"> Go 1 ,SS' - IS... I 1 I) 1 ") COLUMNS FROM-TO C--12 I" "\-:;. M.. 5.<;\-' I~g I \!:>'~\O c... I ,tc; - 4,Q \..\.'k ~,vl I JOB BEAM CALCULATION SHEET 50'- fs W,.y 2 3~(.o"d '::/0''/ DATE q/';/bb .J I LENGTH TR. WIDTH LL+DL LL+DL SELECTION (FT) (FT) (PSF) (PLF) (OPTIONS) . 2..65' I --z.Cp 7" Ho ICu. + 1>101 1, ~ L.-Y 'I-.. Co 7- I '1 .?1:> + 0 >It) r 0 I '2 ~tj 0 + l~bC; 2-'1 1,0;5, 1'/ Q,C, 1'-r..... 0-10 1"7 10 I I "/ 0 ~ (pO I 30 -+ 0 '1 yJU>""- to- VI. I --z.c" 70 +1.0 Ie. ho-+~ I I \'1 I ~I I I t- I 10 I / I \2, I . I I I I I 4 0- u.S 1'- \~ .( l.. 100 -t-lt>o IDO + 100 100 T #5 I la{) + "0 z-c; I ~.,.....~,. s . . I I tl 1'00 +1.0 -, 0 \-- Io() I '2.0.l,; 0 I I I ;/1o+-IOZo W'Z-\\C.SC ~o6'" 0 I/Ljqo +IDZC I I, '?2o +m.J I os- )0 t- 0 I I-Z~D+ :~I 1''100 + 10'1.-0 tA.) \ '<6 x ~ 5 I lIOo +-z.(o 1.01l{ ')0(,-,- 1'2-"" \- S'io I I If>r>~ f- ~()o I ~In '1..11,,- I I?OO -+ f~ I I g 10 lrr Zo I I, go ." 0 I IloG.c+-7~O I I I WI'Z-"/-u,, . Wn..V-\~ -U (...- 2.0 v' ----- . v v' >/ v ~. 1 1 ) 1 1 1 I I 1 1 I ), 1 I I I 1 1 I 1 )) I Muni-Loaded Beam' AISC 9th Ed ASD 1 Ver: 6.00.81 Bv: Dave Morris. Endex Engineering on: 10.:00-2006 : 08:49:34 AM Proiect: SPORTS WAY 2 - Location: Grid. B&C 6.8-7 Summary: A992-50 W24x62 x 25.5 FT Section AdeQuate By: 10.5% Controlling Factor: Moment Center Span Deflections: Dead Load: Live load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: T 0181 Load: BearinQ LenQth Required (Beam onlv, support capacity not checked): Center Span Rioht End Reaction. (Support B): Live load: Dead Load: Total load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Center Span LenQth: Center Span Unbraced LenQth-Top of Beam: Center Span Unbraced Length-Bottom of Beam: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Unifomn Load: Live Load: Dead Load: Beam Self Weight: Total Load: Properties for: W24x621A992-50 Yield Stress: Modulus of Elasticity: Depth: Web Thickness: FlanQe Width: Flanae Thickness: Distance to Web Toe of Fillet: Moment of Inertia About X-X Axis: Section Modulus About X,X Axis: Radius of Gvration of Compression Flanlle + _1/3 of Web: Design Properties per AISC Steel Construction Manual: Flanae Buckiina Ratio: Allowable FlanQe Buckling Ratio: Web BucklinQ Ratio: Allowable Web Bucklina Ratio: Controllina Unbraced LenQlh: LimninQ Unbraced LenQlh for Fb=.66.Fy: Allowable Bendina Stress: Web HeiQht to Thickness Ratio: Limitina Web HeiQht to Thickness Ratio for Fv=.4.Fy: Allowable Shear Stress: Design ReQuirements Comparison: ControllinQ Moment: 12.75 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Nominal Moment Strength: . Mr= ControllinQ Shear: V= At left support of span 3 (RiQht Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Nominal Shear StrenQth: Moment of Inertia (Deflection): DLD-Center= LLD-Center= TLD-Center= LL-Rxn-A= DL ,Rxn-A= TL-Rxn-Ag BL-A= LL-Rxn-B= DL -Rxn-B= TL-Rxn-B= Bl-B= L2= Lu2-Top= Lu2-Bottom= U U wL-2= wD-2= BSW= wT-2= Fv= E= d= tw= bf= tf= k= Ix= Sx= rt= FBR= AFBR= WBR= AWBR= LbE Lc= Fb= hltw= hltw-Limit= Fv= M= Vr= IreQ= 1= 0.34 IN 0.51 IN = U605 0.85 IN = U360 30473 LB 20681 LB 51153 LB 1.19 IN 30473 LB 20681 LB 61153 LB 1.19 IN 25.5 FT 0.0 FT 25.5 FT 360 240 2390 PLF 1560 PLF 62 PLF 4012 PLF 50 KSI 29000 KSI 23.74 IN 0.43 IN 7.04 IN 0.59 IN 1.19 IN 1550.00 IN4 131.00 IN3 1.71 IN 5.97 9.19 55.21 90.51 0.0 FT 5.83 FT 33.0 KSI 52.47 53.74 20.0 KSI 326100 FT-LB 360250 FT-LB 51153 LB 204164 LB 1032.11 IN4 1550.00 IN4 lLl-? ,\ Multi-Loaded Beaml AISC 9th Ed ASD 1 Ver: 6.00.81 Bv: Dave Morris, Endex Engineering on: 10-06-2006 : 09:03:38 AM Project: SPORTS WAY 2 - Location: Grid. B 5.2-5.8 Summary: A992-50 W18x35 x 20.5 FT Section Adequate By: 9.5% Controlling Factor: Moment Center Span Deflections: Dead Load: Live Load: Total Load: Center Span left End Reections (Support A): Live Load: Dead Load: Total Load: BearinQ LenQth Required (Beam onlv, support capacity not checked): Center Span RiQht End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Center Span LenQth: Center Span Untiraced LenQlh-Top of Beam: Center Span Unbraced Len9th-Bottom of Beam: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Unifomn load: Live Load: Dead Load: Beam Self Weight: Total load: Properties for: W18x35/A992-50 Yield Stress: Modulus of Elasticity: Depth: Web Thickness: FlanQe Width: FlanQe Thickness: Distance to Web Toe of Fillet: Moment of Inertia About X-X Axis: Section Modulus About X-X Axis: Radius of Gvration of Compression Flanqe + 1/3 of Web: Design Properties per AISC Steel Construction Manual: FlanQe Bucklinq Ratio: Allowable FlanQe Buckling Ratio: Web BucklinQ Ratio: Allowable Web BucklinQ Ratio: ControllinQ Unbraced Lemrth: Limitinq Unbraced LenQth' for Fb=.66.Fy: Allowable BendinQ Stress: Web HeiQhtto Thickness Ratio: LimitinQ Web HeiQht to Thickness Ratio for Fv=.4.Fy: Critical Web Stress Ratio: Shear BucklinQ Coefficient: Allowable Shear Stress: Design Requirements Comparison: ControllinQ Moment: 10.25 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Nominal Moment Strength: ControllinQ Shear: At ilift support.of span 3 (RiQht Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Nominal Shear StrenQth: Moment of Inertia (Deflection): 1 1 ) I I 1 I I I I I .> 1 1 I I I I 1 I) 1 DLD-Center= LLD-Center= TLD-Center= LL-Rxn-A= DL-Rxn-A= TL-Rxn-A= BL-A= LL-Rxn-B= DL -Rxn-B= TL.Rxn-BE BL-B= L2= Lu2-Top= Lu2-Bottom= U U wL-2= wD-2E BSW= wT-2= Fv= E= d= tw= bf= tf= k= Ix= Sx= rt= FBR= AFBR= WBR= AWBR= Lb= Lc= Fb= hItw= hItw-Limlt= Cv= kv= Fv= M= Mr= V= V<E lreq= 1= 0.28 IN 0.46 IN = U539 0.74 IN = U332 17425 LB 10814 LB 28239 LB 0.96 IN 17425 LB 10814 LB 28239 LB 0.96 IN 20.5 FT 0.0 FT 20.5 FT 360 240 1700 PLF 1020 PLF 35 PLF 2755 PLF 50 KSI 29000 KSI 17.70 IN 0.30 IN 6.00 IN 0.43 IN 0.83 IN 510.00 IN4 57.60 IN3 1.49 IN 7.06 9.19 59.00 90.51 0.0 FT 4.8 FT 33.0 KSI 56.17 53.74 0.0 5.34 19.13 KSI 144724 FT-LB 158400 FT-LB 28239 LB 96884 LB 368.24 IN4 510.00 IN4 1L c. - 7.. :~ Muni-Loaded Beaml AISC 9th Ed ASD 1 Ver: 6.00.81 Bv: Dave Morris, Endex Engineering on: 09-14-2006 : 12:06:19 AM Proiect: SPORTS WAY 2 - Location: Grid. A.5 5-6 Summary: A992-50 W14x22 x 25.0 FT Section Adequate By: 3.3% Controlling Factor: Moment of Inertia Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: BearinQ Lenoth Required (Beam onlv, support capacity not checked): Center Span Rioht End Reactions (Support B): Live Load: Dead Load: Total load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Center Span LenQth: Center Span Unbraced Lenoth-Top of Beam: Center Span Unbraced Length-Bottom of Beam: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Unlfomn Load: Live load: Dead Load: Beam Self Weight: Total Load: Trapezoidal Load 1 Left Live Load: Left Dead Load: Rioht Live Load: Rioht Dead Load: Load Start: Load End: Load Lenoth: Properties for: W14x221A992-50 Yield Stress: Modulus of Elasticity: Depth: Web Thickness: Flanlle Width: Flanoe Thickness: Distance to Web Toe of FiJlet: Moment of Inertia About X-X Axis: Section Modulus About X-X Axis: Radius of Gvration of Compression FlanQe + 1/3 of Web: Design Properties per AISC Steel Construction Manual: FlanQe Bucklinll Ratio: Allowable FlanQe Buckling Ratio: Web BucklinQ Ratio: Allowable Web Bucklino Ratio: Controllinq Unbraced Lenath: Limitino Unbraced Lenath for Fb=.66.Fy: Allowable BendinQ Stress: Web Heioht to Thickness Ratio: Limitino Web Heioht to Thickness Ratio for Fv=.4.Fy: Critical Web Stress Ratio: Shear BucklinQ Coefficient: Allowable Shear Stress: Design Requirements Comparison: Controllino Moment: 11.5 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Nominal Moment Strength: Mr= Controllino Shear: V= At left support of span 3 (RiQht Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Nominal Shear StreMth: Moment of Inertia (Deflection): I 1 ') I I I 1 1 I I I ) I 1 I I 1 I I I) 1 DLD-Center= LLD,Center= TLD-Center= LL-Rxn-A= DL -Rxn,A= TL-Rxn-A= BL-A= LL -Rxn-B= DL -Rxn-B= TL-Rxn-B= Bl-B= L2= Lu2-Top= Lu2-Bottom= U U wL-2= . wD-2= BSW= wT-2= TRL-Left-1-2= TRD-Left-1-2= TRL-RiQht-1-2= TRD-Right-1-2= A-1-2= B-1-2= C-1-2= FV= E= d= tw= bf= tf= k= Ix= Sx= rt= FBR= AFBR= WBR= AWBR= Lb= Lc= Fb= hltw= hItw-Limit= Cv= kv= Fv= M= Vr= Ireq= 1= 0.46 IN 0.75 IN = U401 1.21 IN = U248 9914. LB 5486 LB 15400 LB 0.74 IN 5486 LB 3494 LB 8980 LB 0.74 IN 25.0 FT 0.0 FT 25.0 FT 360 240 400 PLF 240 . PLF 22 PLF 662 PLF 1200 PLF 540 PLF 1200 PLF 540 PLF 0.0 FT 4.5 FT 4.5 FT 50 KSI 29000 KSI 13.74 IN 0.23 IN 5.00 IN 0.34 IN 0.74 IN 199.00 IN4 29.00 IN3 1.25 IN 7.48 9.19 59.74 90.51 0.0 FT 4.06 FT 33.0 KSI 56.83 53.74 0.0 5.34 18.9 KSI 60901 FT-LB 79750 FT-LB 15400 LB 56829 LB 192.69 IN4 199.00 IN4 -II ~ _ 7 0- L\- L.- v. 1 I ) I 1 1 1 1 I 1 I ) I I I I 1 1 I 1 ) 1 Muni-Loaded Beaml AISC 9th Ed ASD 1 Ver: 6.00.81 . Bv: Dave Morris, Endex Engineering on: 09-14-2006 : 2:54:50 PM Proiect: SPORTS WAY 2 - Location: Grid. B.2 Elevator Summary: A992-50 W10x12 x 11.0 FT Section Adequate By: 22.3% Controlling Factor: Moment Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reaction. (Support A): Live Load: Dead Load: Total Load: BearinQ LenQth Required (Beam onlv, support capacity not checked): Center Span RiQht End Reaction. (Support B): . Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): . Beam Data: Center Span LenQth: Center Span Unbraced LenQth-Top of Beam: Center Span Unbraced Length-Bottom of Beam: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Unifomn Load: Live Load: Dead Load: Beam Self Weight: Total Load: Properties for: W10x121A992-50 Yield Stress: Modulus of Elasticity: Depth: Web Thickness: FlanQe Width: FlanQe Thickness: Distance to Web Toe of Fillet: Moment of Inertia About X-X Axis: Section Modulus About X-X Axis: Radius of Gvration of Compression FlanQe + 1/3 of Web: Design Properties per AISC Steel Construction Manual: FlanQe BucklinQ Ratio: Allowable FianQe Buckling Ratio: Web BucklinQ Ratio: Allowable Web Bucklinq Ratio: ControllinQ Unbraced LenQth: LimitinQ Unbraced LenQth for Fb=.66.Fy: Allowable BendinQ Stress: Web HeiQht to Thickness Ratio: LimitinQ Web HeiQht to Thickness Ratio for Fv=.4.Fy: Allowable Shear Stress: Design Requirements Comparison: ControllinQ Moment: 5.5 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Nominal Moment Strength: Mr= ControllinQ Shear: V= At left support of span 3 (RiQht Span) . Critical shear created by combining all dead loads and live loads on span(s) 2 Nominal Shear Strenllth: Moment of Inertia (Deflection): DLD-Center= LLD-Center= . TLD-Center= LL-Rxn-A= DL -Rxn-A= TL -Rxn-A= BL-A= LL-Rxn-B= DL-Rxn-B= TL-Rxn-B~ BL-B= L2= Lu2-Top= Lu2-Bottom= U U wL-2= wD-2= BSW= wT_2= Fv= E= d= tw= bf= tf= k= Ix= Sx= rt= FBR= AFBR= WBR= AWBR= Lb= Lc= Fb= hltw= h/tw-Limn= Fv= M= Vr= Ireq= 1= 0.13 IN 0.21 IN = U625 0.34 IN = U388 5500 LB 3366 LB 8886 LB 0.51 IN 5500 LB 3366 LB 8868 LB 0.51 IN 11.0 FT 0.0 FT 11.0 FT 360 240 1000 PlF 600 PLF 12 PlF 1612 PLF 50 KSI 29000 KSI 9.87 IN 0.19 IN 3.96 IN 0.21 IN 0.51 IN 53.80 1N4 10.90' IN3 0.96 IN 9.43 9.19 51.95 90.51 0.0 FT 2.81 FT 3283 KSI 49.74 53.74 20.0 KSI 24382 FT -LB 29823 FT -LB 8866 LB 37506 LB 33.29 IN4 53.80 IN4 ~ C - -L- / ; . ~.t< 1 ., I 1 I I 1 I I I ') I 1 1 1 I I I 1 ) I . . , ;~ Muni-L08ded Besrtll Aisc 9th Ed ASD 1 Ver: 6.00.81 . Bv: Dave Morris, Endex Engineering on: 09-,19-2006: 11:19:04 AM Proiect: SPORTS WAY 2 - Location: Grids C 155-156 Summary: A992-50 W12x26 x 17.0 FT Section Adequate By: 20.7% Controlling F sctor: Moment Center Span Deflections: Dead Load: Live Load: Total Load: Center Spen Left End Reactions (Support A): . Live Load: Dead Load: Total Load: Bearino Lenoth Required (Beam onlv, support capacity not checked): Center Span Riohl End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Center Span Lenoth: Center Span Unbraced Lenoth-Top of Beam: Center Span Unbraced Length-Bottom of Beam: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Unlfomn Load: live Load: Dead Load: Beam Self Weight: Total Load: Properties for: W12x26/A992-50 Yield Stress: Modulus of Elasticity: Depth: Web Thickness: Flanoe Width: FlanQe Thickness: Distance to Web Toe of Fillet: Moment of Inertia About X-X Axis: Section Modulus About X-X Axis: Radius of Gvration of Compression FlaMe + 1/3 of Web: Design Properties per AISC Steel Construction Manual: FlanQe BucklinQ Ratio: Allowable Flanoe Buckling Ratio: Web BucklinQ Ratio: . Allowable Web Bucklino Ratio: ControllinQ Unbraced LElnQth: Umitino Unbraced lenQth for Fb=.68.Fy: Allowable BendinQ Stress: Web Heioht to Thickness Ratio: Limitino Web Heioht to Thickness Ratio for Fv=.4.Fy: Allowable Shear Stress: Design Requirements Comparison: Controllino Moment: 8.5 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Nominal Moment Strength: Mr= Controllino Shear: V= 17.0 Ft from left support of span 3 (RiQht Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Nominal Shear Strenoth: Moment of Inertia (Deflection): DLD-Center= LLD-Center= TLD-Center= LL -Rxn-A= Dl-Rxn-A= TL -Rxn-A= BL-A= LL-Rxn-B= DL-Rxn-B= TL-Rxn-B= Bl-B= L2= Lu2-Top= Lu2-Bottom= U U wL-2= wD-2= BSW= wT-2= Fv= E= d= tw= bf= tf= k= Ix= Sx= rt= FBR= AFBR= WBR= AWBR= Lb= Lc= Fb= hltw= hltw-Limlt= Fv= M= Vr= IreQ= 1= 0.26 IN 0.41 IN = U494' 0.67 IN = U305 . 11050 LB 6851 LB 17901 LB 0.82 IN 11050 LB 6851 LB 17901 LB 0.82 IN 17.0 FT 0.0 FT 17.0 FT 360 240 1300" PlF 780, PLF 26 PLF 2106 PLF 50 KSI 29000 KSI 12.22 IN 0.23 IN 6.49 IN 0.38 IN 0.88 IN 204.00 IN4 33.40 IN3 1.72 IN 8.54 9.19 53.13 90.51 0.0 FT 5.81 FT 33.0 KSI 49.83 53.74 20.0 KSI 76079 FT-lB 91850 FT-LB 17901 LB 56212 LB 160.53 IN4 204.00 IN4 --r-r- / . - --/ 1.._ __r. ,_ ~...:.,- ~. I 1 ) I I I I I I I 1 ) I 1 1 I 1 I I I ) 1 Muni-Loaded Bea';;, AISC 9th Ed ASD 1 Ver: 6.00.81 . Bv: Dave Morris. Endex Engineering on: 09-21-2006 : 12:53:06 AM Project: SPORTS WAY 2 - Location: Grid. C 4.5-4.8/4.8-5.2 Summary: . A992-50 W12x14 x 8.75 FT/ Section Adeouate By: 127.3% Controlling Factor: Moment Center Span Denections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearing Length Required (Beam onlv. support capacity not checked): Center Span RiQht End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Center Span Length: Center Span Unbraced LenQth-Top of Beam: Center Span Unbraced Length-Bottom of Beam: Live Load Denect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Unifomn Load: Live Load: Dead Load: Beam Self Weight: Total Load: Properties for: W12x14/A992-50 Yield Stress: Modulus of Elasticity: Depth: Web Thickness: FlanQe Width: Flanqe Thickness: Distance to Web Toe of Fillet: Moment of Inertia About X-X Axis: Section Modulus About X-X Axis: Radius of Gvration of Compression Flan~e + V3 of Web: Design Properties per AISC Steel Construction Manual: Flan~e Bucklin~ Ratio: Allowable Flange Buckling Ratio: Web BucklinQ Ratio: Allowable Web BucklinQ Ratio: Controllin~ Unbraced Lenmh: LimitinQ Unbraced LenQth for Fb=.66.Fy: Allowable Bending Stress: Web HeiQht to Thickness Ratio: LimitinQ Web Height to Thickness Ratio for Fv=.4.Fy: Critical Web Stress Ratio: Shear BucklinQ Coefficient: Allowable Shear Stress: Design Requirements Comparison: ControllinQ Moment: 4.375 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Nominal Moment Strength: Mr= ControllinQ Shear: V= 8.75 Ft from left support of span 3 (Ri~ht Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Nominal Shear StrenQth: Moment of Inertia (Deflection): DLD-Center= LLD-Center= TLD-Center= LL-Rxn-A= DL -Rxn-A= TL-Rxn-A= BL-A= LL-Rxn-B= DL-Rxn-B= TL-Rxn-B= BL-B= L2= Lu2-Top= Lu2-Bottom= U U wL-2= wD-2= BSW= wT-2= Fv= E= d= tw= bf= tf= k= Ix= Sx= rt" FBR= AFBR= WBR= AWBR= Lb= Lc= Fb= hltw= hltw-lImlt= Cv= kv= Fv= M= Vr= Ireq= 1= 0.04 IN 0.06 IN = U1877 0.10 IN = U1086 4769 LB 3474 LB 8243 LB 0.53 IN 4769 lB 3474 LB 8243 LB 0.53 IN 8.75 FT 0.0 FT 8.75 FT 360 240 1090/ PLF 780/ PLF 14 PLF 1884 PLF 50 KSI 29000 KSI 11.91 IN 0.20 IN 3.97 IN 0.23 IN 0.53 IN 88.60 IN4 14.90 IN3 0.95 IN 8.82 9.19 59.55 90.51 0.0 FT 2.5 FT 33.0 KSI 57.3 53.74 0.0 5.34 18.75 KSI 18030 FT-LB 40975. FT-LB 8243 LB 42971/ LB 19.58 IN4 88.60 IN4 -uC-'2.7 I I -) I I I 1 G>-€. ,\) 15 c.. I - LS I I I b (f f'<;) ~(.. 15"-'2. I) 1-7,5 I 1 1 I 1 I 1 .) 1 JOB SPt>r-t..s COLUMNS FROM-TO be.\~'" ~ b Dv.,.,.S:,b,., -(li.C e 0' S-t,.. '7,~-g &'R'~ \.,...,- '2-3 "?-'-l bt<.\'\;> <i'>M- l\,';---I,~ '\.'b-s.L. 0li.\o-=:' .;:~ ;"c. ~ - d ,-; LENGTH (FT) , 2-5" <;;N'OW \)I':(~ /0' I '-, BEAM CALCUbATION SHEET LJo., 2 (4 cJ. TR. WIDTH I LL +DL (FT) (PSF) I~ I 26'+ 1';;- I I;' + C 7.'S: z.~ \? J.l-.fc...~ '\v"f' .-z..i d $iJo vJ'Ut:C-t ';)!) I H- Me~ h. '2-(' ~...., S- 1\' 2-(~ ~ .,.> '/. l" 2-lt> \.? 1 I I 1 I I I I 1 1 7b ?.-(" /? t.lP II? -~ I -' . . '2.-5''l- 1-;- 15'::> +--0 'Z- <; ;-0 h +0 "t..S'+-IS' .5''5" + 0 I Z.'>-rl ~ I c<;'+o 1 1 z...$'"-I-\S ~5' \-' 0 't." + \ <;'" S'S'I'O I 1 DATE LL+DL (PLF) ?7S~ '116' 1 'IS + 0 '- yz,'3 t /'f~ 05'" -\-- 7'10 7 1$ t- 0 ,.b\:,,\--,.qO /,:>0 'r '" C> +v f,$'l) -T ~'D \/'';)+-0 l%st-39f) 1 bQl.....,,>o 171 S:;-"t- e> -/ ,,,~ nq" I I 110 >:;:0 '\- 1 qQ' 111';- t D \~!r.C;- k ~lfo 1 -- .. ';0 '\-';:'10 I; 5'" ~ e:. I~~<; +~~() 1 q}cf / 0(, SELECTION (OPTIONS) 1\lrl...~Z"l.-- IJJ \"l... 11".1 w\'Z._ \( (It. . v-' w\~~,c::; l/ \U\i..-Il. \~ ---- 1\.\ \t) '1-.17..... L/ \:fL.-S, 0 1 I 1 I I I I 1 I I I I I I I 1 I 1 j I I". ) Muni-Loaded Beeml AISC 9th Ed ASD 1 Ver: 6.00.81 Bv: Dave Morris. Endex Enilineering on: 09'14-2006 : 12:49:46 AM Proiect: SPORTS WAY 2 - Location: Roof - Grid. A&D Except 5-6 Summary: A992-50 W12x22 x 25.0 FT Section Adequate By: 0.5% Controlling Factor: Moment of Inertia . Center Span Denections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: BearinQ LenQth Required (Beam onlv, support capacity not checked): Center Span RiQht End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Center Span LenQth: Center Span Unbraced LenQth-Top of Beam: Centar Span Unbraced Length-Bottom of Beam: Live Load Denect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Unifomn Load: Live Load: Dead Load: Beam Self Weight: Total Load: Properties for: W12x22/A992-50 Yield Stress: Modulus of Elasticity: Depth: Web Thickness: FlanQe Width: Flanqe Thickness: . Distance to Web Toe of Fillet: Moment of Inertia About X-X Axis: Section Modulus About X-X Axis: Radius of Gvration of Compression Flanne + 1/3 of Web: Design Properties per AISC Steel Construction Manual: Flanqe Bucklinn Ratio: Allowable FlanQe Buckling Ratio: Web BucklinQ Ratio: Allowable Web BucklinQ Ratio: Controllinn Unbraced LenQth: Limitinn Unbraced LenQth for Fb=.66.Fy: Allowable Bendinn Stress: Web HeiQht to Thickness Ratio: Limitin~ Web HeiQhtto Thickness Ratio for Fv=.4.Fy: Allowable Shear Stress: Design Requirements Comparison: ControllinQ Moment: 12.5 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Nominal Moment Strength: Mr= ControllinQ Shear: V= At left support of span 3 (Rinht Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Nominal Shear Strenllth: Moment of Inertia (Deflection): DLD-Center= LLD-Center= TLD-Center= LL-Rxn-A= DL,Rxn-A= TL,Rxn-A= BL-A= LL -Rxn-B= DL-Rxn-B= TL-Rxn-B= BL-B= L2= Lu2-Top= Lu2-Bottom= U U wL-2= wD-2= BSW= wT-2= ) Fv= E= d= tw= bf= tf= k= Ix= Sx= rt= FBR= AFBR= WBR= AWBR= lb= Lc= Fb= hltw= hltw-Limr- Fv= M= Vr= IreQ= 1= 0.42 IN 0.82 IN = U365 1.24 IN = U24L 5288 LB 2713 LB 8000 LB 0.73 IN 5288 lB 2713 LB 8000 LB 0.73 IN 25.0 FT 0.0 FT 25.0 FT 360 240 423 ........PLF 195,/ PLF 22 PLF 640 PLF 50 KSI 29000 KSI 12.31 IN 0.26 IN 4.03 IN 0.43 IN 0.73 .IN 156.00 IN4 25.40 IN3 1.02 IN 4.74 9.19 47.35 90.51 0.0 FT 3.61 FT 33.0 KSI 44.08 53.74 20.0 KSI 50000. FT-LB 69850' FT"LB 8000,. LB 64012.' LB 155.15 IN4 156.00 IN4 \ \- C - -;, \ Multi-Loaded Beaml AISC 9th Ed ASD 1 Ver: 6.00.81 Bv: Dave Morri.!l. Endex Engineering on: 09-14-2006: 12:48:05 AM Proiect: SPORTS WAY 2 - Location: Roof - Grids)!. 1-1.517.6-8 Summary: C A992-50 W12x14 x 10.0 FT Section Adequate By: 64.2% Controlling Factor: Moment Center Span Deflections: Dead Load: Live load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: BearinQ LenQth Required (Beam onlv, support capacity not checked): Center Span RiQht End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Center Span LenQth: Center Span Unbraced LenQth-Top of Beam: Center Span Unbracad Length-Bottom of Beam: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Unifomn Load: Live Load: Dead Load: Beam Self Weight: Total Load: Trapezoidal Load 1 Left Live Load: Left Dead Load: Rillht Live Load: RiQht Dead Load: Load Start: Load End: Load LenQth: Properties for: W12x14/A992-50 Yield Stress: Modulus of Elasticity: Depth: Web Thickness: FlanQe Width: FlanQe Thickness: Distance to Web Toe of Fillet: Moment of Inertia About X-X Axis: Section Modulus About X-X Axis: Radius of Gvration of Compression Flan!le + 1/3 of Web: Design Properties per AISC Steel Construction Manual: Flanlle Bucklin!l Ratio: Allowable FlanQeBuckling Ratio: Web BucklinQ Ratio: Allowable Web BucklinQ Ratio: Controllin!l Unbraced L,,"!llh: LimitinQ Unbraced LenQth' for Fb=.66.Fy: Allowable BendinQ Stress: Web HeiQht to Thickness Ratio: LimitinQ Web HeiQhtto Thickness Ratio for Fv=.4.Fy: Critical Web Stress Ratio: Shear BucklinQ Coefficient: Allowable Shear Stress: Design Requirements Comparison: ControllinQ Moment: 4.8 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Nominal Moment Strength: Mr= ControllinQ Shear: V= At left support of span 3 (RiQht Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Nominal Shear Stren!llh: Moment of Inertia (Deflection): I I ) I I 1 I I 1 I I) 1 I 1 I I I 1 I) I DLD-Center= LLD-Center= TLD-Center= lL ,Rxn-A= DL-Rxn-A= TL-Rxn-A= BL-A= LL-Rxn-B= DL-Rxn-B= TL-Rxn-B= BL-B= L2= Lu2-Top= Lu2-Bottom= U U wL-2= wD-2= BSW= wT-2= TRL-Left-1-2= TRD-Left-1-2= TRL-Rillht-1-2= TRD-Right-1-2= A-1-2= B-1-2= C-1-2= Fv= E= d= tw= bf= tf= k= Ix= Sx= rt= FBR= AFBR= WBR= AWBR= lb= Lc= Fb= h/tw= hltw-Limit= Cv= kv= Fv= M= Vr= Ireq= 1= 0.04 IN 0.14 IN = U861 0.17 IN = U687 8653 LB 2020 LB 10673 LB 0.53 IN 7434 lB 2020 LB 9454 LB 0.53 IN 10.0 FT 0.0 FT 10.0 FT 360 240 1365- PLF 390 PLF 14 PLF 1769 PLF 650...- PLF 0"'- PLF 0 PLF 0 PLF 0.0 FT 7.5 FT 7.5 FT 50 29000 11.91 0.20 3.97 0.23 0.53 88.60 14.90 0.95 8.82 9.19 59.55 90.51 0.0 2.5 33.0 57.3 53.74 0.0 5.34 18.75 24962- 40975 10673 42971 37.05 88.60. ....-.----.--\ ' . I .- ~~ KSI KSI IN IN IN IN IN IN4 IN3 IN FT FT KSI KSI FT-LB FT-LB LB LB IN4 iN4 ,,/. /- 1 Muni-Loaded Beam! AISC 9th Ed ASD 1 Ver: 6.00.81 1 Bv: Dave Morris. Endex Engineering on: 09-14-2006 : 12:51 :23 AM Proiect: SPORTS WAY 2 - Location: Roof - Grid. B 1.f>..2!7-7.5 Summary: ') A992-50 W12x16 x 14.0 FT Section Adequate By: 8.4% Controlling Factor: Moment I Center Span Deflections: Dead Load: DLD-Center= 0.12 IN Live Load: LLD-Center= 0.39 IN = U425 Total Load: TLD-Center= 0.51 IN = U328 1 Center Span Left End Reactions (Support A): Live Load: LL-R.xn-A= 9555 LB Dead Load: DL-Rxn-A= 2842 LB Total Load: TL -Rxn-A= 12397 LB 1 BearinQ LenQth Required (Beam' onlv, support capacity not checked): BL-A= 0.57 IN Center Span RiQht End Reactions (Support B): Live Load: LL-R.xn-B= 9555 LB Dead Load: DL -Rxn-B= 2842 LB Total Load: TL-Rxn-B= 12397 LB 1 Bearing Length Required (Beam only, support capacity not checked): Bl-B= 0.57 IN Beam Data: Center Span LenQth: L2= 14.0 FT Center Span Unbraced LenQth-Top of Beam: Lu2-Top= 0.0 FT I Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 14.0 FT Live Load Deflect. Criteria: U 360 Total load Deflect. Criteria: U 240 Center Span Loading: Unifomn Load: I Live Load: wL-2= 1365~ PLF Dead Load: wD-2= 390.- PLF Beam Self Weight: BSW= 16 PLF Total Load: wT-2= 1771 PLF I Properties for: W12x16/A992-50 Yield Stress: Fv= 50 KSI Modulus of Elasticity: . E= 29000 KSI Depth: d= 11.99 IN Web Thickness: tw= 0.22 IN I FlanQe Width: bf= 3.99 IN ) FlanQe Thickness: tf= 0.27 IN Distance to Web Toe of Fillet: k= 0.57 IN Moment of Inertia About X-X Axis: Ix= 103.00 IN4 Section Modulus About X-X Axis: Sx= 17.10 IN3 1 Radius of Gvration of Compression Flanlle + .1/3 of Web: rt= 0.96 IN Design Properties per AISC Steel Construction Manual: FlanQe Bucklinq Ratio: FBR= 7.53 Allowable FlanQe Buckling Ratio: AFBR= 9.19 I Web BucklinQ Ratio: WBR= 54.50 Allowable Web BucklinQ Ratio: AWBR= 90.51 ControllinQ Unbraced LenQlh: Lb= 0.0 FT LimitinQ Unbraced LenQlh for Fb=.66.Fy: Lc= 2.94 FT Allowable BendinQ Stress: Fb= 33.0 KSI I Web Heiqht to Thickness Ratio' hItw= 52.09 . LimitinQ Web HeiQhtto Thickness Ratio for Fv=.4.Fy: hltw-Limn= 53.74 Allowable Shear Stress: Fv= 20.0 KSI Design Requirements Comparison: I ControllinQ Moment: M= 43390" FT-LB 7.0 Ft from.left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Nominal Moment Strength: Mr= 47025" FT-LB ControllinQ Shear: V= 12397.... LB I 14.0 Ft from left support of span 3 (RiQht Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Nominal Shear StrenQlh: Vr= 52756 LB Moment of Inertia (Deflection): IreQ= 87.17 IN4 I 1= 103.00 IN4 I I ) I \\(_,.-1 --'- ...., Muni-Loaded Beam! AISC 9th Ed ASD 1 Ver: 6.00.81 Bv: Dave Morris, Endex Engineering on: 09-14-2006 : 12:52:27 AM Proiect: SPORTS WAY 2 - Location: Roof - Grid. B&C 2-3/3-4 Summary: A992'50 W18x35-x 25.0 FT Section Adequate By: 2.7% Controlling Factor: Moment of Inertia Center Span Deflections: Dead load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: BearinQ LenQth Required (Beam onlv, support capacity not checked): Center Span RiQht End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Center Span LenQth: Center Span Unbraced LenQth-Top of Beam: Center Span Unbraced Length-Bottom of Beam: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Unifomn Load: Live Load: Dead Load: Beam Self Weight: Total Load: Properties for: W18x35/A992-50 Yield Stress: Modulus of Elasticity: Depth: Web Thickness: Flanlle Width: FlanQe Thickness: Distance to Web Toe of Fillet: Moment of Inertia About X-X Axis: Section Modulus About X-X Axis: Radius of Gvration of Compression Flanqe + 1/3 of Web: Design Properties per AISC Steel Construction Manual: FlanQe BucklinQ Ratio: Allowable FlanQe Buckling Ratio: Web BucklinQ Ratio: Allowable Web BucklinQ Ratio: ControllinQ Unbraced LenQth: LimitinQ Unbraced LenQth for Fb=.66.Fy: Allowable BendinQ Stress: Web HeiQht to Thickness Ratio: LimitinQ Web HeiQhtto Thickness Ratio for Fv=.4.Fy: Critical Web Stress Ratio; Shear BucklinQ Coefficient: Allowable Shear Stress: Design Requirements Comparison: ControllinQ Moment: 12.5 Fl from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Nominal Moment Strength: ControllinQ Shear: At left support of span 3 (RiQht Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Nominal Shear StrenQth: Moment of Inertia (Deflection): I 1 ') I I I I I I I 1 ) 1 I I 1 I 1 I ) I I DLD-Center= LLD-Center= TLD-Center= LL-Rxn-A= DL-Rxn,A= TL -Rxn-A= BL-A= LL -Rxn-B= DL-Rxn-B= TL-Rxn-B= BL-B= L2= Lu2-Top= Lu2-Bottom= U U wL-2= wD-2= BSW= wT_2= FBR= AFBR= WBR= AWBR= Lb= Lc= Fb= hltw= hltw-Limn= Cv= kv= Fv= . Fv= E= . d= tw= bf= tf= k= Ix= Sx= rt= M= Mr= V= Vr= IreQ= 1= 0.25 IN 0.81 IN = U370 1.06 IN = U282 17063 LB 5313 LB 22375 LB 0.83 IN 17063 LB 5313 LB 22375 LB 0.83 IN 25.0 FT 00 FT 25.0 FT 360 240 1365 PLF 390 PLF 35 PLF 1790 PLF 50 KSI 29000 KSI 17.70 IN 0.30 IN 6.00 IN 0.43 IN 0.83 IN 510.00 IN4 57.60 IN3 1.49 IN 7.06 9.19 59.00 90.51 0.0 FT 4.8 FT 33.0 KSI 56.17 53.74 0.0 5.34 19.13 KSI 139844/ FT-LB 158400.- FT-lB 22375'- LB 96884' LB 496.35 IN4 510.00 IN4 ---n- c .L: '. Muni-L08ded Beaml AISC 9tb Ed ASD 1 Ver: 8.00.81 Bv: Dave Morris!, Endex EnQineering on: 09-21-2006: 09:17:07 AM Proiect: SPORTS WAY 2 - Location: Roof - Grids B&C 4.5-4.8/4.8-5.2 1 Summary: I A992-50 W12x14 x 8.75 FT Section Adequate By: 142.0% Controlling Fector: Moment Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: BearinQ LenQth Required (Beam onlv, support capacity not checked): Center Span RiQht End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: I' Center Span LenQth:. Center Span Unbraced LenQth-Top of Beam: Center Span Unbraced Length-Bottom of r "am: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Unifomn Load: Live Load: Dead Load: Beam Self Weight: Total Load: Properties for: W12x14/A992-50 Yield Stress: Modulus of Elasticity: Depth: Web Thickness: Flanoe Width: Flanqe Thickness: Distance to Web Toe of Fillet: Moment of Inertia About X-X Axis: Section Modulus About X-X Axis: Radius of Gvration of Compression Flann, + 1/3 of Web: Design Properties per AISC Steel Construction Manual: Flanne Bucklinq Ratio: Allowable FlanQe Buckling Ratio: Web BucklinQ Ratio: Allowable Web BucklinQ Ratio: Controllinq Unbraced Len!1lh: Limninq Unbracsd LenQth for Fb=.66.Fy: Allowable BendinQ Stress: Web HeiQhtto Thickness Ratio: Limninq Web HeiQht to Thickness Ratio for Fv=.4.Fy: Critical Web Stress Ratio: Shear BucklinQ Coefficient: Allowable Shear Stress: Design Requirements Comparison: Controllinq Moment: 4.375 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Nominal M. oment Strength: I ControllinQ Shear: At left support of span 3 (Rinht Span) . Critical shear created by combining ,II dead loads and live loads on span(s) 2 Nominal Shear Strenqth: Moment of Inertia (Deflection): I I I) DLD-Center= LLD-Center= TLD-Center= I I 1 L2= Lu2-Top= Lu2-Bottom~ U U I I I I) I I I 1 1 I I I) I LL -Rxn-A= DL-Rxn-A= TL-Rxn-A= BL-A= LL-Rxn-B= DL-Rxn-B= TL-Rxn-B= BL-B= wL-2= wD-2= BSW= wT-2= Fv= E= d= tw= bf= tf= k= Ix= Sx= rt= FBR= AFBR= WBR= AWBR= lb= Lc= Fb= hItw= hltw-Limlt= Cv= kv= Fv= M= Mr= V= Vr= Ireq= 1= 0.02 IN 0.07 IN = U1499 0.09 IN = U1157 5972 LB 1768 LB 7739 LB 0.53 .IN 5972 LB 1768 LB 7739 LB 0.53 IN 8.75 . FT 0.0 FT 8.75 FT 360 240 1365, PLF 390 " PLF 14 PLF 1769 PLF 50 KSI 29000 KSI 11.91 IN 0.20 IN 3.97 IN 0.23 IN 0.53 IN 88.60 IN4 14.90 IN3 0.95 IN 8.82 9.19 59.55 90.51 0.0 FT 2.5 FT 33.0 KSI 57.3 53.74 0.0 5.34 18.75 KSI 16930. FT -LB 4097-6 FT-LB 7739 LB ..- 42971' LB 21.28 IN4 88.60 IN4 ~/~ _? .:~- \..-:.. '--- ~<. I I 1 I 1 I 1 o I 1 I 1 I I 1 1 1 I) I ) Muni-Loaded Beaml AISC 9th Ed ASD 1 Ver: 8.00.81 . Bv: Dave Morris, Endex Engineering on: 09-14-2006 : 12:55:06 AM Proiect: SPORTS WAY 2 - Location: Roof - Grid. B&C 4-4.5 . Summary: A992-50 W10x12 x 11.0 FT Section Adequate By: 11.6% Controlling Factor: Moment Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: BearinQ LenQth Required (Beam onlv. support capacity not checked): Center Span RiQht End Reaction. (Support B):: Live Load: II Dead Load: Total Load: ,; Bearing Length Required (Beam only, support capacity not checked): Beam Data: " Center Span LenQth: 'I Center Span Unbraced LenQth- T op of Beam: Center Span Unbreced Length-Bottom of Beam: live Load Deflect. Criteria: I' Total Load Deflect. Criteria: II Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Properties for: W10x121A992-50 Yield Stress: Modulus of Elasticity: Depth: Web Thickness: Flanoe Width: FlanQe Thickness: Distance to Web Toe of Fillet: Moment of Inertia About X-X Axis: Section Modulus About X-X Axis: Radius of Gvration of Compression Flanqe + ,1/3 of Web: Design Prooerties per AISC Steel Construction Manual: Flanoe Bucklinq Ratio: ' Allowable FlanQe Buckling Ratio: Web Bucklino Ratio: Allowable Web BucklinQ Ratio: Controllinq Unbraced LenQth: LimitinQ Unbraced LenQth for Fb=.66.Fy: Allowable BendinQ Stress: Web HeiQht to Thickness Ratio: LimitinQ Web Heioht to Thickness Ratio fo'r Fv=A.Fy: Allowable Shear Stress: II Design Requirements Comparison: Controllino Moment: " 5.5 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Nominai Moment Strength: ,: Mr= ControllinQ Shear:" V= 11.0 Ft from left support of span 3 (Riqht Span) - Critical shear created by combining all dead loads and live loads on span(s) 2 Nominal Shear StrenQth: ,I Moment of inertia (Deflection): DLD-Center= LLD-Center= TlD-Center= LL-Rxn-A= DL -Rxn-A= TL -Rxn-A= BL-A= Ll-Rxn-B= DL-Rxn-B= TL-Rxn-B= BL-B= L2= Lu2-Top= Lu2-Bottom= U U wL-2= wD-2= BSW= wT-2= ) Fv= E= d= tw= bf= tf= k= Ix= Sx= rt= FBR= AFBR= WBR= AWBR= Lb=' Lc= Fb= hltw= h/tw-L1mlt= Fv= M= Vr= Ireo= 1= 0.08 IN 0.29 IN = U458 0.37 IN = U354 7508 LB 2211 LB 9719 LB 0.51 IN 7508 LB 2211 LB 9719 LB 0.51 IN 11.0 FT 0.0 FT 11.0 FT 360 240 1365/ PlF 390 ',/ PLF 12 PLF 1767 PLF 50 KSI 29000 KSI 9.87 IN 0.19 IN 3.96 IN 0.21 IN 0.51 IN 53.80 IN4 10.90 IN3 0.96 IN 9.43 9.19 51.95 90.51 0.0 FT 2.81 FT 32.83 KSI 49.74 53.74 20.0 KSI 2672V FT-LB ~ 29823 FT -LB 9719/ LB 37506 / LB 42.28 IN4 53.80 IN4 ~/'" -".' U \_,- ". t,:::.:' 1 1 ) 1 COLUMNS 1'1 FROM-TO 1 c. ~,'" €> 1rC- 5', '2,-' I I 0e..-1:>-e, 5:'1. - <;, '6 I I 0il1-i'> L I <;;.1.-<;,,'6 I 1 I I 1 1 1 &(L,"\> ~..... , ,",,_\A'vck .-- \\ 1 &e.~ c.... ;CSS - "2<;(.. Ij I , - BEAM'CALCULATION SHEET JOB c;hrh LENGTH (FT) 2-60.1) 1;0. -:;' 'ZA.C;- ) , &r2.'\:> $l ~ ( - -z. 2. Sl 6-7 --1/00 &>It,~ t>. ~-(, I '2.0; \1' Wa.7 2 ;20# {- DATE 1')'; /0/0 TR. WIDTH LL+DL LL+DL SELECTION , (FT) (PSF) (PLF) (OPTIONS) II I /,..,;, +,'(0 I 1. t> ~I ZC;;-\IS lJll~'1-+0 ./ ,":. 1;6 +- 0 ':",-;-+-O I 'Jht; + ~fD "2C\ I~ 7.(" I':> -up I') Ih :C+ (iil .'() (2i> 7.S I I /~ I !-1-' I I \':, I I I 7<,;'+ 15' 5'5+0 :, .,' II II I I. ~: I "2-~ ~ It.;"' :11 S-~ t-o I' I,. r II :: . z S- + (s " I <'5 ~. 0 .~! II. ZJ-,;' !I I " o -ro 2'510 :; 1""2>+ I~ II ~A' L< , I " " II " lZ?o+\s; I I TZ-$,. r..../3$ W,-'\' "-- ~o ./ II~+- 0 II c.j ,to +-~~~ G:>S'"c -+ 3"l'0 'IS -,\ 0 I%~ + ~'1o ",0 t-'3<?o 7,,> ..,..0 t ~~biii t' ~90 o+- 0 b$l> !- 0 I t.{~ + 'Z-1D I I -I I 1~ILt ,,-~D_ " ;,/ ()J I ~ ~ I./C ,/ ----. WI?. \(2.-(, '~J'~' . 1r;J \:J O.~ ,,,, I I IllJ'-lCl t rCjsl\.l.)yL~I'I I I /- ~ ----rr- [.. - 4- 0 I 1 ") I I 1 I 1 I I I 0) I I 1 1 I I I I ) 1 I \ . I . . Multi-Loaded Beam! AISC 9th Ed ASS! Ver: 6.00.81 Bv: Dave Morrisl', Endex Engineering on: 10-08-2006 : 09:09:21 AM . Proiect: SPORTS WAY 2 - Location: Roof - Grid. B&C 5.8-7 " Summary: ' A992-50 W18x40 x 25.5 FT I . Section AdeQuate By: 16.2% Controlling "actor: Moment of Inertia Center Span Deflections: Ii Dead Load: Ii Live Load: Ii Total Load: Cente, Span Left End Reactions (Support A): Live Load: Dead Load: , Total Load: II BearinQ LenQth Required (Beam onlv, support capacity not checked): Center Span RiQht End Reaction. (Support B): II Live Load: Dead Load: Total Load: . Bearing Len9th Required (Beam only, support capacity not checked): Beam Data: :i Center Span LenQth: I, Center Span Unbraced LenQth-Top of Beam: Center Span Unbraced Len9th-Bottom of Beem: Live Load Deflect. Criteria: '1' Total Load Deflect. Criteria: , Center Span Loading: Unlfomn Load: Live Load: Dead Loed: Beam Self Weight: Total Load: Properties for: W18x40/A992-50 Yield Stress: Modulus of Elasticity: Depth: Web Thickness: FlanQe Width: FlanQe Thickness: Distance to Web Toe of Fillet: Moment of Inertia About X-X Axis: Section Modulus About X-X Axis: I, Radius of Gyration of Compression FlenQe + 1/3 of Web: Design Properties per AISC Steel Construction Manual' FlanQe BucklinQ Ratio: Allowable FianQe Buckling Ratio: Web BucklinQ Ratio: Allowable Web BucklinQ Ratio: ControllinQ Unbraced LenQth: LimitinQ Unbraced LenQth for Fb=.66.Fy: Allowable BendinQ Stress: Web HeiQhtto Thickness Ratio: " LimitinQ Web HeiQhtto Thickness Ratio for Fv=.4.Fy: Allowable Shear Stress: ': Design ReQuirements Comparison: II ControllinQ Moment: .. 12.75 Ft from left support of span 2 (Center Span) Critical moment created by combinirig all dead loads and live loads on span(s) 2 Nominal Moment Strength: II Mr= ControllinQ Shear: II V= 25.5 Ft from left support of span 3 (RiQht Span) . Critical shear created by combining all dead loads and live loadspn span(s) 2 Nominal Shear StrenQth: II . Moment of Inertia (Deflection): " DLD-Center= LLD-Center= TLD-Center= LL-Rxn-A= DL-Rxn-A= TL -Rxn-A= BL-A= LL -Rxn-B= DL-Rxn-B= TL-Rxn-Bm BL-B= L2= Lu2-Top= Lu2-Bottom= U U wL-2= wD-2= BSW= wT-2= Fv= E= d= tw= bf= tf= k= Ix= Sx= rt= FBR= AFBR= WBR= AWBR= Lb= Lc= Fb= hItw= hItw-L1mit= Fv= M= Vr= 'IreQ= J= 0.23 IN 0.73 IN = U418 0.96 IN = U318 17404 LB 5482 LB 22886 LB 0.93 IN 17404 LB 5482 LB 22886 LB 0.93 IN 25.5 FT 0.0 FT 25.5 FT 360 240 1365 390 40 1795 50 29000 17.90 0.32 6.02 0.53 0.93 612.00 68.40 1.52 5.73 9.19 56.83 90.51 0.0 5.39 33.0 53.49 53.74 20.0 145900 188100 22886 112770 526.73 612.00 J1L-L\,~ PLF PLF PLF PLF KSI KSI IN IN IN IN IN IN4 IN3 IN FT FT KSI KSI FT-LB FT-LB LB LB IN4 IN4 ;., I 1 I 1 I I I I 1 I I J I I I I 1 I 1 ) I I :1 . ~ II ,.'." ' .! ld~:' ;: j. 70 ,;,V~ . _ . .1 Muni-Loaded Beaml AISC 9th Ed ASD 1 Ver: 6.00.81 By: Dave Morris !I. Endex Engineering on: 10-06-2006 : 09: 12:57 AM Proiect: SPORTS WAY 2 - Location: Roof - Grid. C 5.2-5.8 Summary: II A992-50 W14x30 x 20.5 FT ,i . Section Adequate By: 6.3% Controlling Factor: Moment of Inertia Center Span Deflections: r Dead Load: Live Load: Total Load: Center Span Left End Reactions (SuPPOrt A): Live Load: Dead Load: Total Load: BearinQ LenQth Required (Beam on/v. support capacity not checked): Center Span RiQht End Reactions (Support B): ii Live Load: II Dead Load: Total Load: II Bearing Length Required (Beam only, support capacity not checked): Beam Data: Center Span LenQth: Center Span Unbraced LenQth-Top of Beam: Center Span Unbraced Length-Bottom of Beam: Live Load Deflect. Criteria: II Totai Load Deflect. Criteria: Center Span Loading: Unifomn Load: Live Load: Dead Load: Beam Self Weight Total Load: Properties for: W14x30/A992-50 Yield Stress: Modulus of Elasticity: Depth: Web Thickness: FlanQe Width: FlanQe Thickness: Distance to Web Toe of Fillet: Moment of Inertia About X-X Axis: Section Modulus About X-X Axis: " Radius of Gvration of Compression Flanlle + ,1/3 of Web: Design Properties per AISC Steel Construction Manual' FlanQe BucklinQ Ratio: Ii Allowable FlanQe Buckling Ratio: Web BucklinQ Ratio: Allowable Web BucklinQ Ratio: ControllinQ Unbraced LenQth: LimitinQ Unbraced LenQth for Fb=.66.Fy: Allowable BendinQ Stress: " Web HeiQht to Thickness Ratio: II UmitinQ Web HeiQht to Thickness Ratio for Fv=.4.Fy: Allowable Shear Stress: !' Design Requirements Comparison: ControllinQ Moment " 10.25 Ft from left support of span 2 (Center Span) Critical moment created by combinirig all dead loads and live loads on span(s) 2 Nominal Moment Strength: ,. Mr= ControllinQ Shear: ': " V= At left support of span 3 (RiQht Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Nominal Shear StrenQth: 'i Moment of Inertia (Deflection): i, DLD-Center= LLD-Center= TLD-Center= LL-Rxn-A= DL -Rxn-A= TL-Rxn-A- BL-A= LL-Rxn-B= DL-Rxn-B= TL-Rxn-B- BL-B= L2= Lu2-Too= Lu2-Bottom= U U wL-2= wD-2- BSW= wT-2= Fv= E- d= tw= bf= tf= k= Ix= Sx= rt= FBR= AFBR= WBR= AWBR= Lb- Lc= Fb= hItw= hltw-Umit= Fv= M= Vr= Ireq=' 1= 0.20 IN 0.64 IN = U383 0.84 IN = U293 13991 LB 4305 LB 18296 LB 0.79 IN 13991 LB 4305 LB 18296 LB 0.79 IN 20.5 FT 0.0 FT 20.5 FT 360 240 1365 PlF 390 PLF 30 PLF 1785 PLF 50 KSI 29000 KSI 13.64 IN 0.27 IN 6.73 IN 0.39 IN 0.79 IN 291.00 IN4 42.00 IN3 1.74 IN 8.74 9.19 51.26 90.51 0.0 FT 6.03 FT 33.0 KSI 48.41 53.74 20.0 KSI 93768 FT-LB 115500 FT-LB 18296 LB 74736 LB 273.67 IN4 291.00 IN4 ]1(> LI ,"2;. I.. 1 I ) 1 1 I I 1 I I I ) I I I I I I I .) I , , ,,1 " ~, . { ;, I: {j'{ ~;, Ill'''''''''' Multi-Loaded Beaml AISC 9th Ed ASD 1 Ver: 6.00.81 Bv: Dave MO~S. Endex Engineering on: 09-14-2006: 1:05:05 PM Proiect: SPORTS WAY 2 - Location: Roof - Grid. r:i1-2/B-7 Summary: ~. A992-50W18x40x25.0FT II ,'. ,: Section Adequate By: 19.4% Controlling Factor: Moment of Inertia Center Span Deflections: II Dead Load: II Live Load: ~: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: ' Total Load: II BearinQ LenQth Required (Beam onlv. sup'port capacity not checked): Center Span RiQht End Reactions (Support B): , Live Load: Dead Load: Total Load: 'i Bearing Length Required (Beam only, sup'port capacity not checked): Beam Data: II Center Span LenQth: I Center Span Unbraced LenQth-Top of Beam: Center Span Unbraced Length-Bottom of Beam: Live Load Deflect. Criteria: 'Ii T otai Load Deflect. Criteria: I Center Span Loading: Unlfomn Load: Live Load: Dead Load: Beam Self Weight: Total Load: Trapezoidal Load 1 Left live Load: Left Dead Load: RiQht Live Load: RiQht Dead Load: Load Start: Load End: Load LenQth: Properties for: W18x40/A992-50 Yield Stress: Modulus of Elasticity: Depth: Web Thickness: Flanlle Width: FlanQe Thickness: Distance to Web Toe of Fillet: Moment of Inertia About X-X Axis: II' Section Modulus About X-X Axis: I Radius of Gvration of Compression FlanQe + 1/3 of Web: Design Properties per AISC Steel Construction Manual: Flanqe Bucklinq Ratio: I Allowable FlanQe Buckling Ratio: . Web BucklinQ Ratio: Allowable Web BucklinQ Ratio: Controllinll Unbraced LenQth: LimitinQ Unbraced lenQth for Fb=.660Fy: Allowable BendinQ Stress: Web HeiQht to Thickness Ratio: LimninQ Web HeiQht to Thickness Ratio for Fv=AOFy: Allowable Shear Stress: I' Design Requirements Comparison: ControllinQ Moment: I, 12.25 Ft from left support of span 2 (Center Span) Crilical moment created by combinirig all dead loads and live loads on span(s) 2 Nominal Moment Strength: I, ' ControllinQ Shear: :: At left support of span 3 (RiQht Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Nominal Shear StrenQth: i' . Moment of Inertia (Deflection): ,I II DLD-Center= LLD-Center= TLD-Center= LL-Rxn-A= DL-Rxn-A= TL-Rxn-A= BL-A= Ll-Rxn-B= DL-Rxn-B= TL-Rxn:B= BL-B= L2= Lu2-Top= Lu2-Bottom= U U wL-2= wD-2= BSW= wT-2= TRL-Left-1-2= TRD-Left-1-2= TRL-RiQht-1-2= TRD-Right-1-2= A-1-2= B-1-2= C-1-2= Fv= E= d= tw= bf= tf= k= Ix= Sx= rt= FBR= AFBR= WBR= AWBR= Lb= Lc= Fb= hltw= hltw-Limit= Fv= . M= Mr= V= Vr= Ireq= 1= 0.21 IN 0.70 ' IN = U430 0.91 IN = U329 19256 LB 5375 LB 24831 lB 0.93 IN 17306 LB 5375 LB 22681 LB 0.93 IN 25.0 FT 0.0 FT 25.0 FT 360 240 1365 PLF 390' PLF 40 PLF 1795 PLF 650 PLF O' PLF o PLF o PLF 0.0 FT 7.5 FT 7.5 FT 50 KSI 29000 KSI 17.90 IN 0.32 IN 6.02 IN 0.53 IN 0.93 IN 612.00 IN4 68.40 IN3 1.52 IN 5.73 9.19 56.83 90.51 0.0 FT 5.39 FT 33.0 KSI 53.49 53.74 20.0 KSI 143288/ FT-LB 188100' FT-LB 24631~ LB 112770- LB 512.76 IN4 612.00 IN4 --r-\ I ty t:.. ~L-r,.' - I . ') 1 I I I I 1 1 I ) 1 1 I I 1 1 I .) I I .. , I., .' ,; II . "."'" , I ,1"<1"" Muni,Loaded Beaml,AiSC 9th Ed ASD 1 Ver: 6.00.81 Bv: Dave Morris. Endex Engineering on: 09-28-2006: 4:14:15 PM Proiect: SPORTS WAY 2 - Location: Roof - Grid. A'5-6 I Summary: I!" A992-50 W12x26 x 25.0 FT il , Section Adequate By: 12.8% Controlling Factor: Moment of Inertia Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: BearinQ LenQth Required (Beam onlv, support capacity not checked): Center Span RiQht End Reaction. (Support B): r . Live Load: i: Dead Load: " Total Load: I! Bearing Length Required (Beam only, support capacity not checked): Beam Data: II Center Span LenQth: !I Center Span Unbraced LenQth-Top of Beam: Center Span Unbraced Length-Bottom of Beam: Live Load Deflect. Criteria: :! Total Load Deflect. Criteria: Center Span Loading: Unifomn Load: Live Load: Dead Load: Beam Self Weight: Total Load: Properties for: W12x26/A992-50 Yield Stress: Modulus of Elasticity: Depth: Web Thickness: FlanQe Width: Flanqe Thickness: Distance to Web Toe of Fillet: Moment of Inertia About X-X Axis: Section Modulus About X-X Axis: Radius of Gyration of Compression F/anlle + 1/3 of Web: Design Properties per AISC Steel Construction Manual: Flanqe Bucklinq Ratio:. II Allowable Flanqe Buckling Ratio: Web Bucklinq Ratio: Allowable Web Bucklinq Ratio: Controllina Unbraced Len!llh: LimrtinQ Unbraced LenQth for Fb=.66.Fy: Allowable BendinQ Stress: Web Heiqht to Thickness Ratio: LimitinQ Web Heiqhtto Thickness Ratio for Fv=.4.Fy: Allowable Shear Stress: " Design Requirements Comparison: ConlrollinQ Moment: 12.5 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Nominal Moment Strength:, Mr= ControllinQ Shear: ::. V= 25.0 Ft from ieft support of span 3 (RiQht Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Nominal Shear StrenQth::' '. Moment of Inertia (Deflection): DLD-Center= LLD-Center= TLD-Center= LL -Rxn-A= DL-Rxn,A= TL-Rxn-A= BL-A= lL -Rxn-B= DL-Rxn-B= TL.Rxn-B= BL-B= L2= Lu2-Top= Lu2-Bottom= U U. , ::. , wL-2= wD-2= BSW= wT-2= Fv= E= d= tw= bf= tf= k= Ix= Sx= rt= FBR= AFBR= WBR= AWBR= Lb= Lc= Fb= hltw= hItw-Limit= Fv= M= Vr= IreQ= 1= 0.44 IN 0.67 IN = U449 1.11 IN = U271 5625 LB 3700 LB 9325 LB 0.68 IN 5625 LB 3700 LB 9325 LB 0.68 IN 25.0 FT 0.0 FT 25.0 FT 360 240 450- PLF 270/' PLI" 26 PLI" 746 PLF 50 KSI 29000 KSI 12.22 IN 0.23 IN 6.49 IN 0.38 IN 0.68 IN 204.00 IN4 33.40 IN3 1.72 IN 6.54 9.19 53.13 90.51 0.0 FT 5.81 FT 33.0 KSI 49.83 53.74 20.0 KSI 58281 FT-LB 91850 FT-LB . 9325 LB 56212 LB 180.84 IN4 204.00 IN4 - S L- - A."' -_."). I . ',j~: !i . i; ;~~.;~ i~ 1',~i. 1~ f ' Muni-Loaded Beem! Aisc 9th Ed ASD 1 Ver: 6.00.81 Bv: Dave Morris'l. Endex Engineering on: 09-19-2006: 11:21:07 AM Proiect: SPORTS WAY 2 - Location: Roof Grid. C 255-256' . ,I Summary: I' . A992-50 W12x19 x 17.0 FT I '. . Section Adequate By: 9.3% Controlling Factor: Moment of Inertia Center Span Deflections: I Dead Load: i Live Load: ' Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: i, BearinQ LenQth Required (Beam onlv, support capacny not checked): Center S~n RiQht End Reactions (Support B): 'I' Live Load: " Dead Load: " Total Load: " Bearing Length Required (Beam only, support capacity not checked): Beam Data' II Center Soan Lenqth: " Center Span Unbraced LenQth-Top of Bea'm: Center Span Unbraced Length-Bottom of Beam: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Soan loading: Unifomn Load: Live Load: Dead Load: Beam Self Weight: Total Load: Properties for: W12x19/A992-50 Yield Stress: Modulus of Elasticity: Depth: Web Thickness: FlanQe Width: FlanQe Thickness: Distance to Web Toe of Fillet: Moment of Inertia About X-X Axis: Section Modulus About X-X Axis: " Radius of Gvration of Compression FI"n~ +1/3 of Web: Design Properties per AISC Steel Construction Manual: FlanQe BucklinQ Ratio: ': Allowable FlanQe Buckling Ratio: I Web BucklinQ Ratio: Allowable Web BucklinQ Ratio: ControllinQ Unbraced LenQth: LimitinQ Unbraced LenQth for Fb=.66'Fy: Allowable BendinQ Stress: Web HeiQhtto Thickness Ratio: II LimltinQ Web HeiQht to Thickness Ratio for Fv=.4"Fy: Allowable Shear Stress: 'Ii Design Requirements Comparison: . I ControllinQ Moment: " 8.5 Ft from left support of span 2 (Center Span) Critical moment created by cbmbining all dead loads and live loads on span(s) 2 Nominal Moment Strength::: Mr= ControllinQ Shear: II V= At left support of span 3 (RiQht Span) Critical shear created by combining all dead loads and live loads,on span(s) 2 Nominal Shear StrenQth: II . Moment of Inertia (Deflection): I .) DLD-Center= LLD-Center= TLD-Center= I LL -Rxn-A= DL -Rxn-A= TL-Rxn_A= BL-A= I LL-Rxn-B= Dl-Rxn-B= TL-Rxn-B& BL-B= I L2= Lu2-Top= Lu2-Bottom= U U I I wL-2= wD-2= BSW= wT-2= 1 Fv= E= d= tw= bfzo tf= k= Ix= Sx= rt= I) I FBR~ AFBR= WBR= AWBR= Lb~ Lc= Fb= hltw= hltw-Limlt= Fv= 1 I I M= I Vr= Ireq= 1= I I I) 1 0.11 IN 0.52 IN = U394 0.62 IN = U326 8840 LB 1819 LB 10659 LB 0.85 IN 8840 LB 1819 LB 10659 LB 0.65 IN 17.0 FT 0.0 FT 17.0 FT 360 240 1040 195 19 1254 50 29000 12.16 0.24 4.01 0.35 0.65 130.00 21.30 1.00 5.72 9.19 51.74 90.51 0.0 3.59 33.0 48.77 53.74 20.0 PlF PLF PLF PLF KSI KSI IN IN IN IN IN IN4 IN3 IN FT FT KSI KSI 4530V FT,LB 58575 FT-LB 10659-' LB 57152 LB 118.91 IN4 130.00 IN4 1\( - ~~ ,/'. J -~I '-",' . -. , . I I I I 1 I I I I I I ') COLUMNS FROM-TO ~oo..:(:. 't-Zn - 2-<' \ (;l(~U SJ::r'- ~S f1).I. V>i (; Jb( @ I-o.V\J ""J II '.' ~('h"'. . BEAM CALCULATION SHEET II '5Pvr h () )14. -)~ , ) 1: LENGTH TR. WIDTHI: (FT) . (FT) !I III -z. s- -\- !<i" /7. C + 75' JOB 2.--<; ~,v"v) J,J.r s- S- I I '\='l:.<o.pel 1 -'/)l.~<7'f)(J '1) Au I I I e (/7 ")~C J.. I . '::\~a ?-S.s ~- y...rr. \ ll\1o 1'l:>l2\b<; IJ-'B l! .- '.. \': LL +DL (PSF) "2-0 +- 0 I.. I 1'(..) tj::; D9f .'T' f " 100 -+"'fl 3 ftJ:D +- 1,6 " . Ot>T51T'(. o~ X::,{I,llh ~CS<\f;/ !,,,or tv-, 1 L41l!l'lf1Jt.(i! >::40;"'" 10' _ 2.. S- o- ;- +* . r r 7l1'2.,rJc..t:::..JR.<. Ie 1 1 1 I 1m -/--.("" 1&-0 1-40 DATE LL+DL (PLF) . laD +- 0 2-'2-"" -t--' ~ 301 22.5 +- ?7J~ Q/2$/Ob SELECTION (OPTIONS) W I'~ IC2(" /. OD* 3,b'D S~ t.t~ "S-J/,o \.:.''0.. C .hoo4-- Ire t) /,:)ID ~ 2-(, "'2.q;, 1--1)'D (, Va' .... '2...<-10 " " I' " I '7. II ' 1"\ L" A\: r::o-.. Ll\tJt:n:iJ(. ~oo 't-I\ oc (t..1l-.s'll '" 'Z,\(hN& l4-~,'7 . ,.,' 1<,4' "... .,? A,Q". LoI;I.l ,0 2 \ ;) &<e.\,)<;: I. ~ :J:.l-' s__"".R-S <20 of. iSe4llA. 'P'.,...-,,( ~I-Tt> "(-:t'l2-t'\J'C \~~ I "7(CotA.. t\ooJl.,. ~~A-t.l ) ~~ 0, \(AV-1~ 1~ I I r' 7/~."::> If II. f?o -\' ,'S'" I I bo + L{ D _ 'Of) +- t..!o I~ t ~ )(, 0 WIO v: 7....~ -+ "1-1..1...- ( " 10 1..-.. 'J I In '2'5- 7, :;'11 ~to .lNr...uP ..' ,,:.~; I - I :s e.<o + (,,0 W \ 1.- ~ 'Z/l..... 7)0+ \ ')D f4ov~<-Uo I *' S,(( A1>~\OvJA-L CJ<1Lc.s f'olZ.0>k"'<L' ?-x -:. .>,;- C ",,,v. e IIV{,- '::. 13 fi ,.)1:> ,rJ I. 0 r0 'tHJ..- S ,<6 U '-/... In i- ',/' -n:G-~' D I I I) 1 I I I I 1 I ) 1 I 1 I 1 1 I I) I ',~: f: !r >[7; ~i. . Multi-LoScted Beam! AISC 9th Ed ASD 1 Ver: 6.00.81 Bv: Dave Morris, Endex Eiiiiineerinq on: 09-28-2006 : 4:28:29 PM Project: SPORTS WAY 2- Location: Roof - Grid. A'IMein Entlllnce 220-221 Summary: :: A992-50 W12x26 x 25.0 FT II" . Section Adequate By: 34.2% Controlling Factor: Moment of Inertia Center Span Deflections: I: Dead Load: Ii Live Load: ' Total Load: Center Span Left End Reaction. (Support A): Live Load: Dead load: Total Load: :: BearinQ LenQth Required (Beam onlv, support capacity not checked): Center Span RiQht End Reactions (Support B): " Live Load: i: Dead Load: Total Load: II Bearing Length Required (Beam only, support capacity not checked): Beam Data: I' Center Span LenQth: " Center Span Unbraced LenQth- T op of Beam: Center Span Unbraced Length-Bottom of Beam: Live Load Deflect. Criteria: ,I Total Load Deflect. Criteria: Center Span Loading: Unifomn Load: Live Load: Dead Load: Beam Self Weight: Total Load: Properties for: W12x26/A992-50 Yield Stress: Modulus of Elasticity: Depth: Web Thickness: FlanQe Width: FlanQe Thickness: Distance to Web Toe of Fillet: Moment of Inertia About X-X Axis: Section Modulus About X-X Axis: I' Radius of Gvration of Compression Flanlle +,.1/3 of Web: Design Properties per AISC Steel Construction MarlUal' FlanQe BucklinQ Ratio: " Allowable FlanQe Buckling Ratio: Web BucklinQ Ratio: Allowable Web BucklinQ Ratio: Controllinq Unbraced Lenoth: II Limitinq Unbraced Lenoth for Fb=.66.Fy: I, Allowable BendinQ Stress: . I' Web HeiQht to Thickness Ratio: ' LimitinQ Web HeiQht to Thickness Ratio for Fv=.4.Fy: Allowable Shear Stress: II Design Requirements Comparison: II ControllinQ Moment: II 12.5 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Nominal Moment Strength: I' Mr-= ControllinQ Shear:;: V= At left support of span 3 (RiQht Span) Critical shear created by combining 'all dead loads and live loads on span(s) 2 Nominal Shear StrenQth: Ii Moment of Inertia (Deflection): DLD-Center= LLD-Center= TLD-Center= LL -Rxn-A= DL -Rxn-A= Tl-Rxn-A'" BL-A= LL -Rxn-B= DL-Rxn-B= TL-Rxn-B= BL-B= L2= Lu2-Top= Lu2-Bottom= U U wL-2= wD-2= BSW= wT-2= FV= E= d= tw= bf= tf= k= Ix= Sx= rt= " . FBR= AFBR= WBR= AWBR= Lb= Lc= Fb= hltw= hllw-L1mit= Fv= M= Vr= Ireq= 1= 0.60 IN 0.33 IN = U898 0.93 IN = U322 2813 LB 5025 LB 7838 LB 0.68 IN 2813 LB 5025 LB 7838 LB 0.68 IN 25.0 FT 0.0 FT 25.0 FT 360 240 22~' PLF 376. PLF 26 PLF 627- PLF 50 KSI 29000 KSI 12.22 IN 0.23 IN 6.49 IN 0.38 IN 0.68 IN 204.00 IN4 33.40 IN3 1.72 IN 8.54 9.19 53.13 90.51 0.0 FT 5.81 FT 33.0 KSI 49.83 53.74 20.0 KSI 489~ FT-LB 91850,,/ FT-LB 7838 LB 56212., 'LB 152.00 IN4 204.00 IN4 -;\,. C L' - ':'.-/, I 1 , 1 I I I 1 I I I ) 1 1 1 1 1 1 I I) 1 -j';"'f1 ".' J ._,~. II' " . , ;"-.l!l1;;. II 'V -,,- Multi-Loaded B88ml~ISC 9th Ed ASD 1 Ver: 6.00.81 Bv: Dave Morris. Endex Engineering on: 09'29-2006 : 4:08:57 PM Proiect: SPORTS WAY 2 - Location: HSS Joists @ Landing Summary: II 5 X 4 X 3/16 TS x 8.0 FT I ASTM A500 , " Section Adequate By: 45.3% Controlling FI actor: Momant of Inertia Center Span Deflections: I Dead Load: . Live Load: :~ Total Load: " Center Span Left End Reactions (Support A): live Load: Dead Load: Total Load: II Bearinq LenQth Required (Beam onlv, support capacity not checked): Center Span RiQht End Reactions (Support B): ii live Load: Dead Load: Total Load: ,~ Bearing Length Required (Beam only, support capacity not checked): Beam Data: Center Span LenQth: Center Span Un braced LenQth-Top of Beam: Center Spen Un braced Length-Bottom of Beam: Live Load Deflect. Criteria: I' Total Load Deflect. Criteria: II Center Span Loading: " Unifomn Load: i' . Live Load: ,i Dead Load: I Beam Self Weight: Total Load: Properties for:5 X 4 X 3/16 TS/A500 Steel Yield Strenqth: Modulus of Elasticitv: Tube Steel Section: (X Axis): Tube Steel Section: (Y Axis): Tube Steel Wall Thickness: Area: Moment of Inertia (X Axis): Section Modulus (X Axis): Design Properties per AISC Steel Construction Manual: FlanQe BucklinQ Ratio: II Allowable FlanQe BucklinQ Ratio: II Controllinq Unbraced LenQth: : LimitinQ Unbraced LenQth for Fb=.66"FY:.!1 Allowable BendinQ Stress: , Web Width to Thicknass Ratio: !: LimitinQ Width to Thickness Ratio for Fv=:4.Fy: Allowable Shear Stress: :' Design Requirements Comparison: I' ControllinQ Moment:' " 4.0 fot from left support of span 2 (C,,"ter Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Nominal Moment Strength: i ',Mr= ControllinQ Shear: ~I V= 8.0 Ftfrom left support of span 3 (Ri~ht Span) . Critical shear created by combiningj'all dead loads and live loads on span(s) 2 Nommal Shear StrenQth: ': Moment of Inertia (Deflection): ' DLD-Center= LLD-Center= TLD-Center= LL-Rxn-A= DL,Rxn-A= TL-Rxn-A= BL-A= LL -Rxn_B= DL-Rxn-B= TL-Rxn-B= BL-B= L2= Lu2-Top= Lu2-Bottom= U U wL-2= wD-2= BSW= wT-2= FV= E= dx= dy= t= A= Ix= Sx= FBR= AFBR= Lb= Lc= Fb= (dx-2"t)It= AWSL= Fv= M= Vr= Ireq= 1= "!: 0.11 IN 0.17 IN = U564 0.28 IN = U349 2400 LB 1483 LB 3883 LB 0.68 IN 2400 LB 1483 LB 3683 LB 0.68 IN 8.0 FT 0.0 FT 8.0 FT 360 240 600 PLF 360 PLF 11 PLF 971 PLF 46.0 KSI 29000 KSI 5.00 IN 4.00 IN 0.188 IN 3.14 IN2 11.20 IN4 4.49 IN3 26.67 28.01 0.0 FT 8.7 FT 30.4 KSI 24.67 56.03 18.4 KSI 7766...- FT-LB 11360-- FT-LB 3883- LB 31913 --- LB 7.7.1 IN4 11.20 IN4 --n- C- ~, c. I 1 ) I I 1 1 1 1 1 I) 1 I I 1 . . I ~ I I '? z:{ 'l.':, :1 -':' ~~';:' Il ',;.. Multi-Loaded Beam[.AISC 9th Ed ASD 1 Ver: 6.00.81 Bv: Dave Morris', Endex EnQineerinQ on: 10-06-2006: 11:31:32 AM Proiect: SPORTS WAY 2. Location: 2nd Floor Beems Peralellto Grid 1 & 8 Outside of Steirs Summary: II " A992.50 W10x26 x 25.5 FT II ' Section Adequate By: 10.6% Controlling Factor: Moment of Inertia Center Span Deflections: II Dead Load: Live Load: Total Load: Center Spen Left End Reactions (Support A): Live Load: Dead Load: Total Load: I' BearinQ LenQth Required (Beam onlv, support capacity not checked): Center Spen RiQht End Reactions (Support B): 'i Live Load: I' Dead Load: ' T otai Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: : Center Span len!lth: :, Center Span Unbraced LenQth-Top of Beam: Center Span Unbraood Length-Bottom of Beam: Live load Deflect. Criteria: Totai Load Deflect. Criteria: Center Span Loading: Unifomn Load: Live Load: Dead Load: Beam Self Weight: Total Load: Properties for: W10x26/A992-50 Yield Stress: Modulus of Elasticity: Depth: Web Thickness: FlanQe Width: FlanQe Thickness: Distance to Web Toe of Fillet: Moment of Inertia About X-X Axis: Section Modulus About X-X Axis: Radius of Gvration of Compression Flanlle + .1/3 of Web: Design Properties per AISC Steel Construction Manual' Flanae Bucklina Ratio: Allowable FlanQe Buckling Ratio: Web BucklinQ Ratio: Allowable Web BucklinQ Ratio: Controllina Unbraced Lenoth: LimninQ Unbraced Lenath for Fb=.66.Fy: Allowable Bendina Stress: Web HeiQht to Thickness Ratio: Limitina Web HeiQht to Thickness Ratio for Fv=.4.Fy: Allowable Shear Stress: ii Design Requirements Comparison: 'I' ControllinQ Moment: : 12.75 Ft from left support of span 2 iCenter Span) Critical moment created by combiniri'g all dead loads and live loads on span(s) 2 Nominal Moment Strength::, Mr= ControllinQ Shear:" V= 25.5 Ft from left support of span 3 (Riqht Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Nominai Shear Strenoth: i, Moment of Inertia (Deflection): DLD-Center= LLD-Center= TLD-Center= lL -Rxn-A= DL-Rxn-A= TL -Rxn-AE BL-A= LL -Rxn-B= DL-Rxn-B= TL.Rxn-B= BL-B= L2= Lu2-Top= Lu2-Bottom= U U wL-2= wD-2= BSW= wT-2= Fv= E= d= tw= bf= tf= k= Ix= Sx= rt= FBR= AFBR= WBR= . AWBR= Lb= Lc= Fb= hItw= hItw-Limit= Fv= M= V.... Ireq= 14: 0.47 IN 0.68 IN = U448 1.15 IN = U265 3825 LB 2626 LB 8451 LB 0.74 IN 3825 LB 2626 LB 8451 LB 0.74 IN 25.5 FT 0.0 FT 25.5 FT 360 240 300 PLF 180 PLF 26 PLF 506 PLF 50 KSI 29000 KSI 10.33 IN 0.26 IN 5.77 IN 0.44 IN 0.74 IN 144.00 IN4 27.90 IN3 1.54 IN 6.58 9.19 39.73 90.51 0.0 FT 5.17 FT 33.0 KSI 36.35 53.74 20.0 KSI 41128 FT-LB 76725 FT-LB 5452 LB 53716 LB 130.17 IN4 144.00 IN4 Jlc. - 5,?' II . I. ~ .~. II 1\1 ' ~,"- : Multi-Loaded BeamLAISC 9th Ed ASD 1 Ver: 6.00.81 Bv: Dave Morrisj!, Endex EnQineerinQ on: 10-06-2006 : 11 :50:40 AM Project: SPORTS WAY 2 - Location: 2nd Floor Beam.@ Landing NIS Stairwell I, Summary: 11' A992-50 WBx10 x 10.0 FT '" Section Adequate By: 96.8% Controlling ~actor: Moment Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearinq LenQth Required (Beam onlv, support capacity not checked):. Center Span RiQht End Reactions (Support B): Live Load: Dead Load: Total Load: " Bearing Length Required (Beam only, support capacity not checked): Beam Data: I' Center Span Lenqth: Center Span Unbraced Lenqth-Top of Beam: Center Span Unbraced Length-Bottom of Beam: Live Load Deflect. Cmeria: 'I Total Load Deflect. Criteria: Center Span Loading: Unifomn Load: Live Load: Dead Load: Beam Self Weight: Total Load: Trapezoidal Load 1 Left Live Load: Left Dead Load: Riqht Live Load: RiQht Dead Load: Load Start: Load End: Load LenQth: Properties for: W8x10/A992-50 Yield Stress: Modulus of Elasticity: Depth: Web Thickness: Flanoe Width: FlanQe Thickness: Distance to Web Toe of Fillet: , Moment of Inertia About X-X Axis: i'l Section Modulus About X-X Axis: I Radius of Gvration of Compression Flan!!e;+ 1/3 of Web: Design Properties per AISC Steel Construction Manual: Flan!!e Bucklin!! Ratio: II Allowable FlanQe Buckling Ratio: ' Web BucklinQ Ratio: Allowable Web BucklinQ Ratio: ControllinQ Unbraced LenQth: LimitinQ Unbraced LenQth for Fb=.66.Fy: 'I Allowable BendinQ Stress: , Web HeiQht to Thickness Ratio: : LimitinQ Web HeiQht to Thickness Ratio fo~: FV=.4'Fy: Allowable Shear Stress: " Design Requirements Comparison: Controllin!! Moment: 4.2 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Nominal Moment Strength: I' ContrOllinQ Shear: I At left support of span 3 (RiQht Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Nominal Shear StrenQlh: I' Moment of Inertia (Deflection): II I, ; 1 I) 1 1 . . . . I . ) I I I I . . I ) . . ,'. DLD-Center= lLD-Center= TLD-Center= LL-Rxn-A= DL-Rxn-A= TL -Rxn-A= BL-A= ll-Rxn-B= DL-Rxn-B= TL-Rxn-B= BL-B= . L2= Lu2-Top= Lu2-Bottom= U U wL-2= wD-2= BSW= wT-2= TRL-Left-1-2= TRD-Left-1-2= TRL-RiQht-1-2= TRD-Right-1-2= A-1-2= B-1-2= C-1-2= Fv= E= d= tw= bf= tf= k= Ix= Sx= rt= FBR= AFBR= WBR= AWBR= Lb= Lc= Fb= hltw= hltw-Limit= Fv,:, M= Mr= V= Vr= IreQ= 1= 0.07 IN 0.14 IN = U864 0.21 IN = U573 3500 LB 1700 LB 5200 LB 0.51 IN 2000 LB 1100 LB 3100 LB 0.51 IN 10.0 FT 0.0 FT 10.0 FT 360 240 250 PLF 150 PLF 10 PLF 410 PLF 600 PLF 240 PLF 600 PLF 240 PLF 0.0 FT 5.0 FT 5.0 FT 50 KSI 29000 KSI 7.89 IN 0.17 IN 3.94 IN 0.21 IN 0.51 IN 30.80 IN4 7.81 IN3 1.00 IN 9.61 9.19 46.41 90.51 0.0 FT 3.41 FT 32.7 KSI 44.0 53.74 20.0 KSI 10815 FT-LB 21285 FT-LB 5200 LB 26826 LB 12.90 IN4 30.80 IN4 lIC-S.t.{ . I) 1 I 1 I I I I I ') I I I I I I I ) I I ".,,,,,, . ,...~ . ?"j" I ~. , .., -~h il . " Multi-Loaded Beaml AISC 9th Ed ASD 1 Ver: 6.00.81 Bv: Dave Morris II, Endex EnqineerinQ on: 10-06-2006 : 11 :53:40 AM Proiect: SPORTS WAY 2 - Location: 2nd Floor Beam Strong Axi. N/S Stairwell Paralell to Grid 1 & 8 Summary: :: I A992-50 W1 0x26 x 21.5 FT ii Section Adequate By: 425.9% Controlling .Fector: Moment of Inertia Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: BearinQ LenQth Required (Beam onlv, support capacity not checked): Center Span RiQht End Reaction. (Support B): !. Live Load: . Dead Load: " Total Load: I Bearing Length Required (Beam only, supPort capacity not checked): Beam Data: ., Center Span LenQth: !, . Center Span Unbraced LenQth-Top of Beam: Center Span Unbraced Length-Bottom of Beam: Live Load Deflect. Criteria: " Total Load Deflect. Criteria: Center Span Loading: Unifomn Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Properties for: W10x26/A992-50 Yield Stress: Modulus of Elasticity: Depth: Web Thickness: Flanoe Width: FlanQe Thickness: Distance to Web Toe of Fillet: Moment of Inertia About x-x Axis: Section Modulus About X-X Axis: II Radius of Gvration of Compression Flanllei + 1/3 of Web: Design Properties per AISC Steel Construction Manual: FlanQe BucklinQ Ratio: !; Allowable FlanQe Buckling Ratio: Web BucklinQ Ratio: Allowable Web BucklinQ Ratio: ControllinQ Un braced Lenoth: LimitinQ Unbraced LenQth for Fb=.66'Fy: " Allowable BendinQ Stress: I' Web HeiQht to Thickness Ratio: ,I LimitinQ Web HeiQht to Thickness Ratio fo~ Fv=.4.Fy: Allowable Shear Stress: Design Requirements Comparison: ControllinQ Moment: ., 16.34 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Nominal Moment Strength: ii . ControllinQ Shear: , 21.5 Ft from left support of span 3 (RiQht Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Nominal Shear Strenoth: .1 Moment of Inertia (Deflection): DLD,Center= LLD-Center= TLD-Center= LL-Rxn-A= DL-Rxn-A= TL -Rxn-AE BL-A= LL -Rxn-B= DL-Rxn-B= TL -Rxn-B= BL-B= L2= Lu2-Top= Lu2-BottomE U U wL-2= wD-2= BSW= wT-2= PL1-2= PD1-2= X1-2= Fv= E= d= tw= bf= tf= k= Ix= Sx= rt= FBR= AFBR= WBR= AWBR= Lb= Lc= Fb= hltw= hltw-Limit= Fv= M= Mr= V= Vr>< IreQ= 1= 0.09 IN 0.11 IN = U2286 0.20 IN < U1262 485 lB 535 LB 1000 LB 0.74 IN 1535 LB 1124 LB 2659 LB 0.74 IN 21.5 FT 0.0 FT 21.5 FT 360 240 0 PLF 0 PLF 26 PLF 26 PLF 2000 LB 1100 LB 16.5 FT 50 KSI 29000 KSI 10.33 IN 0.26 IN 5.77 IN 0.44 IN 0.74 IN 144.00 IN4 27.90 IN3 1.54 IN 6.56 9.19 39.73 90.51 0.0 FT 5.17 FT 33.0 KSI 36.35 53.74 20.0 KSi 12876 FT-LB 76725 FT-LB 2659 LB 53716 LB 27.38 IN4 144.00 IN4 :11(-5.5 II . ."., .'"" I I ') I I I I I I I I ) I I I I I I I ) I I , Multi-L~8ded Beaml,AISC 9th Ed ASD 1 Va;: 6.00.81 . Bv: Dave Morris, Endex EnQineerinQ on: 10--06-2006 : 11 :59:32 AM Proiact: SPORTS WAY 2 - Location: Roof - Beam.'Paralall to Grid 1 & 8@allLocation. Summary: :: :; A992-50 W12x22x 25.5 FT II Section Adequate By: 26.3% Controlling Fsctor: Moment of Inertia Center Span Deflections: ~II Dead Load: I Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: ' Ii BearinQ Lenoth Required (Beam onlv, sup'port capacity not checked): Center Span RiQht End Reactions (Support B): ' Live Load: Dead Load: Total Load: Ii Bearing Length Required (Beam only, sup'port capacity not checked): Beam Data: I' Center Span LenQIh: . . II Center Span Unbraced LenQth-Top of Beam: Center Span Unbraced Length-Bottom of Beam: Live load Deflect. Criteria: ,I Total Load Deflect. Criteria: ,i Center Span Loading: I, Unifomn Load: Ii' Live Load: Dead Load: Beam Self Weight: Total Load: Properties for: W12x22/A992-50 Yield Stress: Modulus of Elasticity: Depth: Web Thickness: FlaMe Width: FlanQe Thickness: Distance to Web Toe of Fillet: Moment of Inertia About X-X Axis: Section Modulus About X-X Axis: Radius of Gvration of Compression Flano + ,1/3 of Web: Design Properties per AISC Steel Construction Manual: FlanQe Bucklinq Ratio: II Allowable FlanQe Buckling Ratio: ' Web Bucklino Ratio: Allowable Web BucklinQ Ratio: Controllinll Unbraced Lenoth: LimitinQ Unbraced LenQth for Fb=.66.Fy: Allowable BendinQ Stress: Web HeiQht to Thickness Ratio: LimitinQ'Web HeiQhtto Thickness Ratio fo Fv=,4.Fy: Allowable Shear Stress: ' Design ReQuirements Comparison: Controllinq Moment: il 12.75 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Nominal Moment Strength: I, Mr= ~~~ I ~ At left support of span 3 (RiQht Span) Critical shear created by combining all dead loads and live loads,'on span(s) 2 Nominal Shear StrenQth: II . Moment of Inertia (Deflection): DLD-Center= LLD-Center= TLD-Center= LL-Rxn-A= DL-Rxn-A= TL-Rxn-A= BL-A= LL -Rxn-B= DL-Rxn-B= TL-Rxn-Bc Bl-B= L2= Lu2-Top= Lu2-Bottom= U U wL-2= wD-2c BSW= wT-2= Fv= Ee d= tw= bf= tf= k= Ix= Sx= rt= FBR= AFBR= WBR= AWBR= Lb= Lc= Fb= h!tw= hltw-Limit= Fv= M= Vr= Ireq= 1= 0.17 IN 0.67 IN = U455 0.85 IN = U362 4080 LB 1046 LB 5126 LB 0.73 . IN 4080 LB 1046 LB 5126 LB 0.73 IN 25.5 FT 0.0 FT 25.5 FT 360 240 320 PLF 60 PLF 22 PLF 402 PLF 50 KSI 29000 KSI 12.31 IN 0.26 IN 4.03 IN 0,43 IN 0.73 IN 156.00 IN4 25.40 IN3 1.02 IN 4.74 9.19 47.35 90.51 0.0 FT 3.61 FT 33.0 KSI 44.08 '53.74 20.0 KSI 32675 FT-LB 69850 FT-LB 5126 LB 64012 LB 123.48 IN4 156.00 IN4 ~c -I;.b I 0 ') I g g g g I I I ') I I I I I I I I ) I U '\', . I!' . Multi-Loaded Beaml,AISC 9th Ed ASD 1 Ver: 8.00.81 Bv: Dave Morris' , Endex EnQineerinQ on: 10-06-2006 : 3:18:47 PM Proiect: SPORTS WAY 2 - Location: 2nd Floor Beam @ Mid-Landing NIS Stairwell Summary: . II 6 X 4 X 1/4 TS x 10.0 FT I ASTM A500 , " Section Adequate By: 40.2% Controlling !;actor: Moment of Inertia Center Span Deflections: 'i Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: . Dead Load: Total Load: I, BearinQ LenQth Required (Beam onlv, support capacity not checked): Center Span RiQht End Reactions (Support B): ' Live Load: Dead Load: Total Load: " Bearing Length Required (Beam only, support capacity not checked): Beam Data: Ii Center Span LenQth: ;: Center Span Unbraced LenQth- T OP of Beam: Center Span Unbracad Length-Bottom of Beam: Live Load Deflect. Criteria: " Total Load Deflect. Criteria: :: Center Span Loading: Unifomn Load: Live Load: Dead Load: Beam Self Weight: Total Load: Trapezoidal Load 1 Left Live Load: Left Dead Load: RiQht Live Load: RiQht Dead load: Load Start: Load End: Load LenQth: Properties for:6 X 4 X 1/4 TS/A500 Steel Yield StrenQth: Modulus of Elasticity: Tube Steel Section: (X Axis): Tube Steel Section: (Y Axis): Tube Steel Wall Thickness: Area: Moment of Inertia (X Axis): Section Modulus (X Axis): , Design Properties per AISC Steel Construction Mariual: FlanQe BucklinQ Ratio: " Allowable FlanQe BucklinQ Ratio: ControllinQ Unbraced LenQlh: , Limitinq Unbraced Lenqth for Fb=.66"Fy: " Allowable BendinQ Stress: Web Width to Thickness Ratio: ,: LimitinQ Width to Thickness Ratio for Fv=.4.Fy: Allowable Shear Stress: " Design ReQuirements Comparison: ControllinQ Moment: 5.0 Ft from left support of span 2 (Center Span) Critical moment created by combiniri'g all dead loads and live loads on span(s) 2 Nominal Moment Strength: ,i ControllinQ Shear: I, At left support of span 3 (RiQht Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Nominal Shear StrenQth: " Moment of Inertia (Deflection): DLD-Center= LLD-Center= TLD-Center= lL-Rxn-A= DL-Rxn-A= TL -Rxn-A= BL-A= LL-Rxn-B= DL-Rxn-B= TL-Rxn-B= BL-B= L2= Lu2-Top=. Lu2-Bottom= U U wL-2= wD-2= BSW= wT-2= TRL-Left-1-2= TRD-Left-1-2= TRL-Riaht-1-2= TRD-Right-1-2= A-1-2= B-1-2= C-1-2= Fv= E= dx= dy= t= A= Ix= Sx= FBR= AFBR= Lb= lc= Fb= (dx-2.tllt= AWSL= Fv= M= Mr= V= Vr= Ireq= 1= 0.12 IN 0.24 IN = U505 0.36 IN = L/337 2750 LB 1428 LB 4178 LB 0.55 IN 2750 LB 1428 LB 4178 lB 0.55 IN 10.0 FT 0.0 FT 10.0 FT 360 240 250 PlF 150 PLF 16 PLF 416 PLF 600 PLF 240 PLF 600 PLF 240 PLF 2.5 FT 7.5 FT 5.0 FT 46.0 KSI 29000 KSI 6.00 IN. 4.00 IN 0.25 IN 4.59 IN2 22.10 IN4 7.36 IN3 24.0 28.01 0.0 FT 8.7 FT 30.4 KSI 22.0 56.03 18,4 KSI 13070 FT-LB 18621 FT-lB 4178 LB 50600 LB 15.77 IN4 22.10 IN4 -n.c - 5.1 I I g I I I I I I I ) I I I I I I I I ) I Sfo(' 1S WOo ) "2 ) S1 -:. 4, ~q j''''-~ ., e:1 = 7.$D ,'11" - /!J ( a It. A ~ ; ~ ?--ev.j:;J ,f1,,,.. F- "" AA ....- z: L- I" I F. (' fYlI'\ =- I') } _ \:~"" ~ ::>'j , Mn. ~ "3 I, '2 S ~.:-tl:: i' . I 20 0 -S- A ( S ( 'SrI; if L 11 i!7 :6,5o,~0(rDY~:03,.2~ . {-Z 't.;, fJ1 <;7 =-((.~X(j,,€q;"J(r;t.I<'5X:37'!.. v-i- Mil. _ :$' (? '5_ _ '. ~ - - f ' ",7 - / f '7 Ii - 0-- 'I Mv.. -:c U,/)(((,.;;-p~~ (-?\.!':.'')\ 13~:r k-.cA "$ 'I . I _ Co>... to,,^d ~e",-d"""j ! (V-..,v..t :: \'2..-, g7<.. ~-10 ~ If. 71 !t'-CJ. ~ 1-4'1 iV!^,t ~ 7 (,,7Z 5' ,.(1;1,.('0 0TRo/CT CAL-0 \2j '2,t.. '~I nc; -'r l~,~f L ~ II fo '?l O/~l .1 t.. I .' I' I' ENDEX ENGIl\EERl!\'G " ., ,: I;'" 6 Ie Ci.'f JI c.. - 5'.8 \' . .' , . . I I ) I g g I Roof I I I I)' I I I I I 1 1 I) I 1r . , BEAM CALCULATION SHEET JOB <S?z:>t2"-\ 'S uJA 'i z. . DATE /0/11 / Db COLUMNS FROM-TO If)S-I'51 I -: 10(,,- IS-,- I 1-0'5 -2.1--\ . "2-0 (" - t;z.:-z..1 I I I I I LENGTH (FT) II TR. WIDTH LL +DL (FT) (PSF) 3 i 100 + bO /0 I' I " I :1 I' i! I' '-i', 2.;- ~ \ <;' , ! \:'y'2. ,(:"", '-.\ -u. -'<- t:> 7C1r",pA. Wv.ll 7/!~1 '-\~i?<;.{ I I I I I I I I I I I I I I I :1--, . 'I , I , I! j ., , .' ! I '. I I I I I [ - I I I I I : I :, I " !I I I' I . II I , , I , , " I ,,' LL +DL (PLF) ~i>o +-/ Stl I I I . I SELECTION (OPTIONS) i0 10 X Iv uJ~Y-ID lie.. - b. t> I o ") 0 I I I I I I I ') I g I I I I U U ) I Multi-Loaded Beam! AISC 9th Ed ASD 1 Ver: 6.00.81 Bv: Dave Morris, Endex Engineering on: 10.J 1-2006 : 09:48:35 AM Project: SPORTS WAY 2 - Location: 105-151/106-152 Summary: A992-50 W10x12 x 17.0 FT Section Adequate By: 43.5% Controlling Factor: Moment of inertia Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total load: . I' BearinQ LenQth Required (Beam on lv, support capacity not checked): Center Span RiQht End Reactions (Support B): Live Load: Dead Load: Total Load' Bearing Length Required (Beam only, support capacity not checked): Beam Data: ,I Center Span LenQth: 'I Center Span Unbraced LenQth-Top of Beam: Center Span Unbraced Length-Bottom of Beam: Live Load Deflect. Criteria: I! Total Load Deflect. Criteria: Center Span Loading: Unifomn load: Live Load: Dead Load: Beam Self Weight: Total Load: Properties for: W1Ox12/A992-50 Yield Stress: Modulus of Elasticity: Depth: Web Thickness: FlanQe Width: FlanQe Thickness: Distance to Web Toe of Fillet: Moment of Inertia About X-X Axis: Section Modulus About X-X Axis: Radius of Gvration of Compression FlanQe + .1/3 of Web: Design Properties per AISC Steel Construction Manual- FlanQe BuckiinQ Ratio:. I! Allowable FlanQe Buckling Ratio: " Web BucklinQ Ratio: Allowable Web BucklinQ Ratio: I ControllinQ Unbraced LenQth: I LimitinQ Unbraced LenQth for Fb=,66.Fy: Allowable BendinQ Stress: . 1'1' Web HeiQht to Thickness Ratio: I LimitinQ Web HeiQht to Thickness Ratio for Fv=.4.Fy: Allowable Shear Stress: " Design Requirements Comparison: Controllinll Moment: II 8.5 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Nominal Moment Strength: I! Mr= ControllinQ Shear: II V= At left support of span 3 (RiQht Spa~) Critical shear created by combining"all dead loads and live loads on span(s) 2 Nominal Shear StrenQth: Moment of Inertia (Deflection): DLD-Center= LLD-Center= TLD-Center= LL -Rxn-A= DL -Rxn-A= TL-Rxn-A= BL-A= lL-Rxn-B= DL-Rxn-B= TL-Rxn-B= BL-B= L2= Lu2-Top= Lu2-Bottom= U U wL-2= wDc2= BSW= wT-2= Fv= E= d= tw= bf= tf= k= Ix= Sx= rt= FBR= AFBR= WBR= AWBR= Lb= lc= Fb= hItw= hltw-Limit= Fv= M= Vr= IreQ= 1= 0.23 IN 0.36 IN = U565 0.59 IN = U344 2550 LB 1632 LB 4182 LB 0.51 IN 2550 LB 1632 LB 4182 LB 0.51 IN 17.0 FT 0.0 FT 17.0 FT 360 240 300 PlF 180 PLF 12 PLF 492 PLF 50 KSI 29000 KSI 9.87 IN 0.19 IN 3.96 IN 0.21 IN 0.51 IN 53.80 IN4 10.90 IN3 0.96 IN 9.43 9.19 51.95 90.51 0.0 FT 2.81 FT 32.83 KSI 49.74 53.74 20.0 KSI 17774 FT-LB 29823 FT-LB 4182 LB 37506 LB 37.50 IN4 53.80 IN4 nc.- \:,,\ 0 I ') I I I I I I I . ) I I I I I I I I ) I Multi-Loaded Beam! AISC 9th Ed ASD 1 Ver: 6.00.81 Bv: Dave Morris' , Endex Engineering on: 10-11-2006 : 10:08:25 AM Project: SPORTS WAY 2 - Location: Roof - 205-221/206-222 Summary: A992-50 W8x10 x 10.0 FT Section Adequate By: 209.0% Controlling Factor: Moment Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: " BearinQ LenQth Required (Beam onlv, support capacity not checked): Center Span RiQht End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: ,I Center Span LenQth: Center Span Unbraced LenQth-Top of Beam: Center Span Unbraced Length-Bottom of Beam: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Unifomn Load: Live Load: Dead Load: Beam Self Weight: Total Load: Properties for: W8x10/A992-50 Yield Stress: Modulus of Elasticity: Depth: Web Thickness: FlanQe Width: FJanQe Thickness: Distance to Web Toe of Fillet: Moment of Inertia About X-X Axis: Section Modulus About X-X Axis: . " Radius of Gvration of Compression Flanoe + .1/3 of Web: Design Properties per AISC Steel Construction Manual: Flanoe BucklinQ Ratio: Allowable FlanQe Buckling Ratio: Web BucklinQ Ratio: Allowable Web BucklinQ Ratio: ControllinQ Unbraced LenQth: LimninQ Unbraced LenQth for Fb=.66.Fy: !' Allowable BendinQ Stress: ' Web HeiQht to Thickness Ratio: Ii LimitinQ Web HeiQht to Thickness Ratio for Fv=.4'Fy: Allowable Shear Stress: ' Design Requirements Comparison: ControllinQ Moment: . 'i 5.0 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Nominal Moment Strength: II . Mr= ControllinQ Shear::, V= 10.0 Ft from left support of span 3 (Rioht Span) , Criticai shear created by combining all dead loads and live loads on span(s) 2 Nominal Shear StrenQth: ,I . . Moment of Inertia (Deflection): 'I DLD-Center= LLD-Center= TLD-Center= LL -Rxn-A= DL -Rxn-A= TL -Rxn-A= BL-A= LL -Rxn-B= DL-Rxn-B= TL -Rxn-S= BL-B= L2= Lu2-Top= Lu2-BoUom= 'U U wL-2= wD-2= BSW= wT-2= Fv= E= d= tw= bf= tf= k= Ix= Sx= rt= FBR= AFBR= WBR= AWBR= Lb= Lc= Fb= hltw= hltw-Limit= Fv= M= Vr= Ireq= 1= 0.09 IN 0.05 IN = 112647 0.14 IN = U865 900 LB 1855 LB 2755 LB 0.51 IN 900 LB 1855 LB 2755 LB 0.51 IN 10.0 FT 0.0 FT 10.0 FT 360 240 180 PLF 361 PLF 10 PLF 551 PLF 50 KSI 29000 KSI 7.89 IN 0.17 IN 3.94 IN 0.21 IN 0.51 IN 30.80 IN4 7.81 IN3 1.00 IN 9.61 9.19 46.41 90.51 0.0 FT 3.41 FT 32.7 KSI 44.0 53.74 20.0 KSI 6888 FT-lB 21285 FT -LB 2755 LB 26826 LB 8.55 IN4 30.80 IN4 11. ( - 0"L- I I Spon~ Way Columns and Footing~ SECOND FLOOR POINT LOAD (Left Side) (LBS) ) COLUMN . D g I I I I I I ) I I I 1 1 I t-J 0 \e . I I ) 1 Endex EnQineenng lnc Colvalll$, OR o 21563 21563 21563 21563 o 21563 21563 o 45000 50063 50063 21846 17343 17343 24063 58261 9420 27832 ~ \\ ^( r;" SECOND FLOOR POINT LOAD (Right Side) (LBS) Not Used Not Used POINT LOAD, SCHEDULE SECOND FLOOR OTHER POINT PorNT lOAD LOAD (Tl'1lnsverse) (LBS) (LBS) 21563 21563 21563 21563 o 21563 21563 o 36600 50063 50063 21846 17343 17343 24063 58261 45000 o 27832 9420 9420 50063 50063 21846 7849 7849 o 58261 27832 o 21563 21563 21563 21563 21563 21563 21563 o 15400 o o C,:d fa ;=-,--/ c. \ . '.: '" r'J ~,\.j( \) ~,..) Page1of2 REQUIRED REOUIRED SECOND POST FOOTING POST FLOOR USeD 2000 POST PSF FROM TOTAL ABOVE LOAD (LBS) (LBS) 6000 29563 16000 59126 16000 59126 16000 59126 17325 38888 17325 38888 16000 59126 8000 29563 24631 61231 <45056 1<40119 44750 144876 32094 104003 17458 56847 15478 50164 24338 65744 42772 125096 48854 152115 24631 61231 21851 59103 21851 59103 10673 20093 34772 112667 44750 144876 32094 104003 2336 10185 4672 20370 2336 10185 41722 134852 38570 124663 10673 20093 8000 29563 16000 59126 16000 59126 16000 59126 16000 591~6 16000 59126 16000 59126 8000 29563 0 15400 0 8980 0 8888 0 8868 17458 56647 23288 75500 IIiJi I"'..--j I-+AVi 101 102 103 104 105 10S 107 108 109 110 111 112 113 114 115 11. 117 118 119 120 36600 121 NotUsed 122 Not Used 123 124 125 12. 127 128 129 130 131 132 133 0 134 27832 135 50063 136 50063 137 0 138 7849 139 7849 140 34869 141 58261 142 9420 143 0 144 21563 145 21563 146 21563 147 21563 148 21563 149 21563 150 21563 151 0 152 8980 153 8866 154 8866 155 21846 17343 156 17343 34869 *All braced frames (BF) analyzed using visual analysis ::D~S(G\..). 3,9 5.. 5,. 5.. 4.5 4.5 5.. 3.9 5.7 4x4x3/16" 51i:5x1/4" 5li,5x1/4" . 5x5x1l4* 5x5x3/16" 51i:5x3l16" 5x5x1l4" 4~4x3/16" 5x5x1/4" 8.. 6.7 7.4 6x6x1f2* 6x6x1/2" 6x6x1/2" 5x5x1l4" 5x5x3/1e" 5,(5x1/4" 6X6x112" 6x6x112" 6.9 5.7 5x5x1/4" 5)(5x1l4" 5x5x1/4" 7.7 8.7 7.4 4x4x3/16" 6x6x1f2" ex6xl/2" 6x6x1f2" 4x4x3/16" 4x4x3/16" 4x4x3l16* 6X6x112" 6x6x112" 41i:4x3116" 4x4x3/16* 5x5x1/4" 5x5x1/4" 5x5xl/4" 5X5x1/4" 5x5xl/4" 5x5xl/4" 4x4x3116" 4x4x3/16" 4x4x3116" 4x4x3/16" 4)(4x3l1&" 5x5xlW 5x5x3/8" 8.1 3.9 5.. 5.S 5.. 5.. 5.. 5.. 3.9 2.8 2.2 2.2 2.2 5.5 6.3** 4x4x3/16" 4x4x3/16" 4x4x3/16" 5x5x1l4" 4x4x3/16" 5x5x1f4" 4x4x3/16" 5x5x1l4" 4x4x3/16* 5x5x3116" 4x4x3/16* 5x5x3/16". 4x4x3/16" 5x5)(1/4" 4x4x3/16" 04x4x3/16" 5x5x3/16" 5x5x1f04" 5x5)(3/8" 5x5x1/4" 6x6x1f2" 5x5x1/4" 6x6x1/2" 5xSx3/16" 6x6xl/2" 4x4x3/16" 6x6x1/2" 4x4x3/16" 6x6x112" 5)(5x3116" 6x6)(112" 5x5x3/16" 8x8x5/8" 5x5x114" 6x6x112* 5x5x3/8" 5)(5x3/16" 6x6x112" 5x5)(318" 5)(5x3l16" 6x6)(1/2" 5xSx3/8" 5x5x3/8" 6x6x1/2" 8x8x5/8* 5x5)(318* 5x5x318" 5)(5)(3/16" 6x6xl/2" 5x5x3/8" 4x4)(3I16" 6x6)(1IT 5x5x3/16" 6x6xlJ2" 5)(5x1l4" 6x6x1/2" 5x5)(3/16" 6x6x1rr 4x4x3/16" 5x5x3/16" 4)(4x3/16" 5x5x3/16" 4x4x3/16" 5x5x3/16* 5)(5x3l16" 8x8xS/8" 5x5x3l16" 6x6x1/2" 4x4x3/16* 6x6x112" 4x4x3116* 4x4x3/16" 4x4)(3116" 5x5x1l4* 4x4x3/16" 5xSx1(4" 4x4x3/16" 5)(Sx1/4" 4)(4x3/16>> 5x5)(1W 4x4x3116" S)(5x1/4" 4)(4x3/16" 5xSx114" 4)(4x3/16" 4)(4x3/16" o 4)(4x3/16" o 4x4X3/16" o 4x4x3/16" o 4)(4)(3116" 4x4x3116" 6x6x1/2" 5x5x3/16" 5xSx318" 10111106 8:36AM NOTES SF-S1.S" SF-84.5 & 4.5B.S* BF-4.SB.S* BF-4.SB.S* BF-6B.S* BF-B7.S" BF_S1.50 BF-C1.S & 1.5B.5* BF_1.SB.So BF.1.5B.S* BF-4.5B.5* BF..sB.S* BF-7.5B.5* BF-7.5B.S* BF-7.5B.5 & BF-C7.S" BF-B7.S* BF-C1.S* BF-C4.5* BF.C4.S" BF-C4.5* BF-6B.5" BF-C7.S* 1 Story Column , Story Column 1 Story Column 1 Story Column BF-4.SB.S* -See cales for idealized fig 12>f CTI'/-rtJ Go U!"-;T ,? I..-{ Y1 CALc.. F:r-GS '? (~ ll.C-\ "" . ." 010 POSTSUM2.x15 R~ Uan::tl2005 ll\)-I,\ I Sports Woy 08129108 Columns end Footing. P_'of 6:56 AM I ROOF ROOF OTHER COLUMN POINT POINT POINT TOTAl. REQUIRED REQUIRED ). LOAD LOAD LOAD LOAD FOOTING POST (Left Side) (Right Side) (Roof) 2000 NOTES 1 (LBS) (LBS) (LBS) (LBS) PSF 201 6000 6000 .b:4x3l18" 0 202 8000 6000 16000 4)(4)(3/16" 1 203 6000 8000 ,SOOO 4x4)(3116~ 204 6000 6000 'SOOO 4)(4)(3/16~ 205 6000 9325 17325 4)(4)(3/16" 208 9325 6000 17325 4)(4x3/16" 207 6000 6000 16000 4x4)(3118" 1 206 6000 0 BOOO 4x4><3116" 20. 0 24631 24631 5)(5x3/16" 2'0 0 211 22881 22375 45056 . 5x5)(1/4" I 212 22375 22375 44750 5x5)(1I4" 213 22375 9719 32_ 6x6><311" 214 9719 7739 17458 4x4)(3I16" 215 7739 7739 15478 4x4x3/16" 21S n39 16500 24338 6x6x3J16" 1 217 16599 26173 42772 5)(5x3/16" 216 26173 22$61 48854 5x5x1/4" 2'9 0 220 24631 0 24631 Sx5x3f18M 1 221 0 7638 7638 2.0 5x5x3I1S" 2 Story Column 29' Long 222 7S38 0 7838 2.0 6x6x3l1S" 2 Story Column 29' long 223 0 224 9454 12397 21851 5x5x3116" 225 0 I 22S 0 227 0 228 0 229 0 230 0 I ") 231 12397 94501 21661 6x6x3/1S" 232 0 233 0 10673 10673 4x4x3J1fj 234 12397 22376 34n2 6x6x3/16" 1 235 22375 22375 44750 5)(5x1/4" 23S 22375 9719 32094 5x5x3116" 237 0 2338 2338 4)(4x3l16" 238 233S 233S 4672 4x4x3/16" 239 2338 0 2338 4x4x3116" 1 2.0 165019 2$173 41722 6x5x3116" 241 26173 12397 38570 5x5x311S" 242 10673 0 10873 4x4x3f16" 2.3 0 6000 6000 4x4l<3116" I 244 SOOO SOOO 16000 4x4x311S" 245 8000 8000 16000 4)(4x3116" 2.S 6000 6000 18000 ''''><311'' 247 8000 8000 16000 4x4x3l16" 248 8000 SOOO 18000 4x4x3/1S" 1 2.. 8000 6000 18000 4)(4x3l16" 250 8000 0 8000 4x4x3l16" 251 Not Used Not Used 0 252 Not Used Notuood 0 1 253 Not Uood Not Used 0 254 Not Used Not Used 0 2S5 9719 7739 17458 4x4x311S" 258 1739 15549 23268 5x5x3/16" 1 MAXIMUM POST LOADS First Floor '4' Column L~ _ Floor 17 CoIVIM Length 4x4x3/1B" 32300 LBS. 4x4x3116" il 22400 1 5x5x3/1S" 55100 LBS. 5x5x3l16"II 43800 5x5x1l04" 71200 LBS. 5)(5)(114" 55000 5x5x318" 99100 LBS. 5x5x3l8" 7S700 I) 6x6x112" '83000'LBS. ex6x1/Z' 152000 ....Allloeds are from Steel Manual ASD Design 1 Enlku Engineering Inc POSTSUM2.JOU CorvalliS, OR R8YiIecl March 2005 U-D- \. L_ 1 DESIGN OF (U,\II'RES!-iION MEM1JJ. C(Ji\tf'RI:SSI{)N-MEMIiEI{ Si:I.I::CTION T,\III.ES ) lontinued) .trength in Ission, kips 1 HSS 141/2X ,. ~~,P, LRFD 159 158 157 154 151 146 141 135 129 122 115 3116 0.174 10.7 Pnfne cllePn ASD LRFO 80.8 121 80.5 121 79.8 120 78.5 118 76.8 115 74.7 112 72.1 108 89.2 104 66.0 99.3 62.6 94.1 59.0 88.6 55.2 83.0 51.3 77.2 47.5 71.3 43.6 65.5 39.8 . 59.8 36.1 54.2 32.5 48.9 29.1 43.7 26.1 39.2 .23.5 35.4 21.4 32.1 19.5 29.3 17.8 26.8 16.4 24.6 15.1 22.7 13.9 20.9 12.9 19.4 12.0 18.1 11.2 16.8 91.7 84.0 76.4 69.1 62.0 55.3 49.7 44.8 40.6 37.0 33.9 31.1 28.7 26.5 24.6 r .es ~4 2.93 .4 9.02 13 1.75 ession-with Fy=46 ksi IIrequal to or greater than 200. lEI. Cu,m'XTIO'. INC. ) . Fy = 46 ~y = 46 ksi l/ac i HSS4xf 112 Shape o.4itT"e":n." in. 2UrWtlft P,Ill,lf' . ASD] ~ DeSign 1661. 0 165 i : 1 163 i : 2 159~ : 3 153: ' 14?J, j ~. : 1391 ~ 6 13J'f ~ '121" 7 'i 8 11 , : 102 - ~ 9 91': e 10 82.1. I! 11 72; _ 1132 , ~ ~ 14 ! 15 '-I = - ! i ~ c 1- :~ -I} .11 I" , i ! 0.116 7.30 Pine $ePn ASD LRFO 54.4 81.8 54.3 81.6 54.0 81.1 53.4 80.3 52.5 78.8 51.0 76.7 49.3 74.2 47.4 71.3 45.3 68.1 43.0 64.7 40.6 61.0 38.1 57.2 35.5 53.3 32.9 49.4 30.3 45.5 27.7 41.7 25.2 37.9 22.8 34.3 20.5 30.7 18.4 27.6 16.6 24.9 15.0 22.6 13.7 20.6 12.5 . 18.8 " 11.5 17.3 10.6 15.9 9.80 14.7 9.09 13.7 8.45 12.7 7.88. 11.8 . I . - I--- ~.;;---.... 6/li' bll\ ll.i~i 1\'\..., -1.c,,_lr,'rll'i ;.,'~, -~ ~L,\".67- ~~~::'~"" ' . ~ ,. '.. . . ::- ' ~::;.. 2.00 6.35 1.78 Table 4-4 (continued) Available Strength In Axial Compression, kips Square HSS 16 17 18 19 20 Pr/ne ASD 132 131 129 127 123 118 112 106 98.7 91.4 83.9 76.3 68.8 61.5 54.4 47.6 41.9 37.1 33.1 29.7 26.8. 24.3 22.1 20.3 18.6 21 22 23 24 25 26 '/8 0.349 17.2 4.78 10.3 1.47 LRFO $ePn LRFO 198 197 194 190 184 177 168 159 148 137 126' 115 103 92.4 81.8 71.6 62.9 55.7 49.7 44.6 40.3 36.5 33.3 30.5 28.0 5116 0.291 14.8 PnlUe LRFO 170 169 167 163 158 152 145 137 129 119 110 100 90.8 81.5 72.4 63.7 56.0 4Q.6 44.3 39.7 35.9 32.5 29.6 27.1 24.9 4.10 9.14 1.49 4IePn Properties HSS4x4x 'I. 0.233 12.2 Pn1ile ASD 92.9 92.5 91.3 89.4 86.8 83.6 79.9 75.6 71.0 66.2 61.1 56.0 50.8 45.8 40.9 36.2 31.8 28.2 25.1 22.6 20.4 18.5 16.8 15.4 14.1 13.0 3116 0.174 9.40 4'ePn LRFO 140 139 137 134 131 126 120 114 107 99.4 91.8 PiQe ASO 71.2 70.9 70.1 68.7 66.8 64.4 61.6 58.4 55.0 51.4 47.6 84.1 . 43.7 65.7 76.4 39.8' 59.9 68.8 .l2.Q... 54.1 61.5 ( 32.3 ) 48.6 54.4 ~ 43.2 47.8 25.3 38.1 . 42.4 :i?4-' 33.7 37.8 20.0 30.1 33.9 18.0. 27.0 30.6 16.2 24.4 ASO 113 112 111 109 105 101 96.6 91.3, 85.5 79.4. 73.". 66.8 60.4 54.2 48.2 42.4", 37.3 33.0;. 29,4, 26.4 23.9 21.6 19.7 . 18.0 . 16.6 27.8 25.3 231 21.3 19.6 14.7 13.4 12.3 11.3 10.4 2.58 6.21 1.55 OC::: 0.90 Note: Heavy line indicates KI/requal to or greater lhan 200. 3.37 7.80 1.52 AMERICAt'>.' INSTITUTE OF STEEL CONsTlwcrro~, INc. lflePn LRFO 107 107 105 103 100 96.7 92.6 87.8 82.7 77.2 71.5 42.3 40.2 38.0 35.5 33.0 30.4 27.8 25.2 22.7 20.3 17.9 15.9 14.2 12.7 11.5 10.4 9.49 8.68 7.97 7.35 6.79 22.1 20.1 18.4 16.9 15.6 HSS4 '/8 0.116 6.45 Pn1ne $ePn ASO LRFD 48.7 73.2 48.5 72.9 47.9 72.0 47.0 70.7 45.7 68.8 44.2 66.4 4.:'\9 63.6 60.5 57.0 53.4 49.6 45.7 41.8 37.9 34.1- 'C", l<.~"'\ 30.5 ~ l..Oo~ 27.0 23.9 - SE c.. /oJ'!:> 21.3 FI"t>~ 19.1 17.3 15.7 14.3 13.0 12.0 11.0 10.2 1.77 4.40 1.58 J lI\')-\.) ~ c f] q f1 G ,~::.:,~~ j~ , ))"'11"~I;."iSI{ IN 1\,1I:MIlE/I.s STEEL CO/'llI'HI:SSI{)~'.-MI~MBI.J< sEi,~;,(TI( IN T:\BLI':~ 4-57 I - " ) Table 4-4 (continued) lin Fy = 46 ksii: Avail~ble Strength in = 46 ksi r ' kips Fy Axial Compression, kips I ~ ; Square HSS HSS5-HSS4 v, i: i, HSSSXSXI, HSS5x5x I 1/8C '/21, Shape 'Is 5/16 1/4 3/16 '10' 0.116 0.465 , tlllSQn,lll. 0.349 0.291 0.233 0.174 0.116 - 2 9.00 28.3 Wt/fl 22.3 19.0 l:i.b 12.0 8:5 I'P' Pine 0cPn P,IQ,I M P/~lc fiJil'n P/Uc '! 4IcPn Pine' lPcPn P/Qcll\JcP/I' PiQe l\lcPn RFD ASD LRFD ASI)'; LRAlI' Design ASD LRFD ASD _ ,jLRFD ASD LRFD ASD LRFD' ASD LRFD ASD 326 I! - .. - 150 58.1 87.4 217, 0 170 256 145 218 119 178 90.4 136 56.5 84.9 191 . " 325 ! 1'50 58.1 87.3 '216' 1 170 255 145 217 118 178 90.1 135), 56.4 84.8 191 149 57.9 87.0 2141 3221 2 168 253 143 216 117 176 89.5 134, 56.1 84.4 lB9 147 57.5 86,5 2;1; 318 3 166 250 142 213 116 174 BB.3' 133. 55.7 83.7 185 . ...,1 145 57.1 85.8 207>' 311 4 163 245 139 209 114 171 86.8 130' 55.1 82.8 180 1'43 56.5 84.9 :202!~ 303 5 159 239 136 204 111 167 84.8 128 54.3 81.7 174 -",.,i " 139 55.8 83.8 i19~i 293 ~ 6 154 232 132 I 198 108 162 82.5 124' 53.4 80.3 157 136 54.9 82.5 = 127 104 157 79.9 120, 52.3 78.6 159 G :!J~A 283" ~ 7 149 223 191 132 53.9 81.0 ;:.180;;: 270 .. 8 143 214 122 184 100 151 76.9 115 51.0 76.6 151 1'27 52.8 79.3 ;.inj 2ST "0 9 135 205 117 , 175 96.0 144 73.7 111',' 49.5 74.4 142 ) 51.5 77.4 '!.162"; 243 ! 10 129 194 111. ; 167 91.4 137 70.2. 106, 47.8 71.9 132 ii\'5il 229: '6 11, 50.1. 75.3 ~ 11 122 183 105 158 86.5 130 66.6 100: 45.7' 68.6 122 111 48.5 72.9 H~1 :~; ~ 12 114 172 98.6 148 81.5 122 62.8 94.4 43.2 64.9 112 I 1'06 46.8 70.4 S 13 ~ 160 92.2 139 ~ 115 59.0 88.6 40.6 61.0 102. 100 45.0. 67.6 ;(j~! 184 I 14 149 85.8 129 iPo- 107 (55.].. 82.8 38.0 57.1 92.3 94.3 42.9 64.5 :;11~ 169 15 91.5 138 79.4,. 119 .0 99.2 51.2 76.9 35.4 53.2 82.8' ,:~.,....... 88.4 40.5 60.B ;1~ '.I!: 16 84.0'. 126 73.0' 110 ~ 91.5 47.3 71.1 32.8 49.3 73.7 IB2.6 37.9 56.9 19,1,qj 1~.. t 17 ~ 115 66.9' 100 . ;~9, 84.0 ~'65.5 30.2 45.4 .65.3 ""l'2i' 76.B 35.3 53.0 {~'l113: g lB 9.6' 105 60.9; 91.5 .0 76.7 .9; 59.9 27.7 41.7 5B.2 71.1 32.7 49.2 Ii! 19 62.7, 94.3 55.0. B2.7 46.4 69.7 36.3. 54.6 25.3 38.1 52.3 65.6 30.3 45.5 'i 102:, t 20 56.6: 85.1 49.7 74.7 41.8 62.9 32.8 49,3 23.0 34.5 .47.2 ;;.,.". ...." 160.3 27.9 41.9 ~~ $; 21 . 51.4) 77.2 45.1; 67.7 37.9,' 57.0 29.8 44.6 20.8 31.3 42.8 55.0 25.5 38.3 84', I 22 48.81 70.3 41.1,. 61.7 34.6 51.9 27.1. 40.B 19.0. 28.5 39.0' 50.3 23.3 35.0 riJ" 23 .42.8, 64.3 37.6; 56.5 31.6' 47.5 24.B: 37.3 17.4 26.1 35.7 46.2 21.4 32.2 76.1;1 24 39.3' 59.1 34.5; 51.9 29.0 43.7 22.B 34.3 16.0 . 24.0 32.8 142.6 19.7 29.7 ~:} ~ 25 36.~j 31.8: 30.2 54.5 47.8 26.6 40.2 21.0, 31.6 14.7 22.1 39.4 18.2 27.4 Illl; 25 33.S; 50.4 29.4.' 44.2 24.7 37.2 19.4 29.2 13.6 20.4 27.9 "I 36.5 16.9 25.4 56.Gd. -n 311t 46.7 27.3" 41.0 22.9" 34.5 16.0 27,1 12.6: 16.9 34.0 15.7 23.6 52.1: ~ 28 26.9; 43.4 25.3:, 38.1 21.3 32.1 16.8' 25.2 11] 17.6 l8.51 131.7 14.7 22.0 l\.lc 29 26.9' 40.5 23.6 35.5 19.9. 29.9 15.6 23.5 10.9 16.4 29.6 13.7 20.6 -A:~ -- 40 25'.2' 37.8 22.11 33.2 18.6 27.9 14.6 21.9 10.2 15.3 -------', -- Properties I 2.46 7811~r ~fr12, 6.18 5:26 4.30 3.28 2.23 6.95 11.8 26.0'~ \",ro.'1 21.7 19.0 16.0 12.6 8.80 18.1 2.19 1.12. ~ 1.87 1',90 1.93 1.96 1.99 1.61 ~6 ksi LRFO---j c Shap~- is slender for compression with Fy:: 46 ksi. I" Ih" 2DO. .',,,:i Qr::1.67 0('= 0.90 I Note: Hfavy'me indicates KllreQual 10 or greater lhan 200. A~~:~ " , " ) AMERICAN iNSTlTllTE ()F STEEL CC))\STRUCTION. INC. . . II '-' ~ ,~:..t: j I I I I I I I I I I ) I I I 1 1 I I I ) I ~4(!.) ) CONCRETE SPRE~D FOOTING DESIGN To Design a Rectangular Spread 'footing for a Givan Beanng Pressure ': 06/18/02 , 2000 pst II 2:01 PM 30x30 INPUT DATA Foundation Bearing Pressure (PI) Footing Width - Short Dimension (w) Footing Length - Long Dimension (I) Column Width (wc) Column Length (lc) Live load percentage of total load Pf= w= 1= wc= Ic= 2000 pst 2.50 ft 2.50 ft. 12 in. 12 in. 50% Unitorm Live Load (WI) = Uniform Dead Load (Wd) = Factored Uniform Load (Wu=1.7WI+1.4Wd)) Factored Max. Moment (Mu) Factored Point load (Pul WI= Wd= Wu= Mu= Pu= .1000 psf 1000 psf 3100 pst 6055 ft-Ibs 19375 Ibs STRENGTH DESIGN Unit width (b=w) Effective Depth (d) Bar size (#4,#5 ETC.) Number of bars Steel Area (As) = Concrete Compo Strength (Fc) = Steel Yield Strength (Fy) = Beta (beta 1 ) = b= d= 30 in 8 in 4 3 ea. 0.60 sq. in. 2500 p.s.i 60000 p.s.i. 0.85 .1' n= As= fc= Fy= Beta1= STEEL RATIO CHECK Steel Ratio (p) = j:J= 0.0025 Maximum Steel Ratio (pmax) = pmax= 0.0134 Minimum Steel Ratio - ACI1 0.5.1 (pm in) pmin= 0.0025 O.K. - STEEL RATIO IS LESS THAN MINIMUM BUT Mu< 314 phi"' i BENDING STRENGTH Nominal Moment Strength (Mn') = Design Moment Strength (phi"Mn) = Moment Strength Required = FOOTING IS AT 23915 ft-Ibs 21524 ft-Ibs 6055 ft-Ibs 28.1% OF ALLOWABLE MOMENT SHEAR STRENGTH Factored Plane Shear = Factored Punching Shear = Allowable plane Shear = Allowable Punching Shear = FOOTING IS AT 4521 Ibs 19375 Ibs 20400 Ibs 108800 Ibs " 22.2% OF ALLOWABLE SHEAR DEVELOPMENT LENGTH i Required development Length for Full Strength Percentage of Full Strength Required :1 Development Length Required Length Provided (1/2 - 3 inches) " " DEVELOPMENT LENGTH IS ADEQUATE I . 18 inches 28.1% 5.1 inches 12 inches Endex Engineering Inc. Corvallis, OR CONCSPFG.xls REVISED: March 2002 II ~-\.\ 1 I I I I I I I I I I I I I I I I ) I I CONCRETE SPR~AD FOOTING DESIGN ,. To Design a Rectangular Spread 'Footing for a Given Bearing Pressure 06/1 8102 ) 36x36 2000 pst 2:03 PM ---- - - ---------~ --- _._----~ INPUT DATA -------------- Foundation Bearing Pressure (PI) Pf= 2000 pst Footing Width - Short Dimension (w) w= 3.00 ft. Footing Length - Long Dimension (I) 1= 3.00 tt. Column Width (wc) wc= 12 in. Column Length (lc) Ic= 12 in. live load percentage of total load 50% . Unitorm live Load (WI) = WI= 1000 pst Uniform Dead Load (Wd) = , Wd= 1000 pst Factored Uniform Load (Wu=1.7WI+l.4Wd)) Wu= 3100 pst , 10463 ft-Ibs Factored Max. Moment (Mu) . Mu= Factored Point Load (Pul " Pu= 27900 Ibs STRENGTH DESIGN Unit width (b=w) b= 36 in Effective Depth (d) d= 8 in Bar size (#4,#5 ETC.) 4 Number ot bars n= 3 ea. Steel Area (As) = As= 0.60 sq. in. Concrete Compo Strength (F'c) = fc= 2500 p.s.i. Steel Yield Strength (Fy) = Fy= 60000 p.s.i. ) Beta (beta 1) = Beta 1 = 0.85 STEEL RATIO CHECK Steel Ratio (p) = p= 0.0021 Maximum Steel Ratio (pmax) = pmax= 0.0134 Minimum Steel Ratio - ACll0.5.1 (pmin) II pmin:= 0.0025 O.K. - STEEL RATIO IS LESS THAN MINIMUM BUT Mu< 3/4 phi"' I! BENDING STRENGTH Nominal Moment Strength (Mn') = Design Moment Strength (phi"Mn) = Moment Strength Required = FOOTING IS AT 23929 ft-Ibs 21536 fl-Ibs 10463 ft-Ibs '48.6% OF ALLOWABLE' MOMENT SHEAR STRENGTH Factored Plane Shear = Factored Punching Shear = Allowable plane Shear = Allowable Punching Shear = FOOTING IS AT 7750 Ibs 27900 Ibs 24480 Ibs 108800 Ibs 31.7% OF ALLOWABLE SHEAR DEVELOPMENT LENGTH Required development Length tor Full Strength Percentage of Full Strength Required II Development Length Required Length Provided (1/2 - 3 inches) i DEVELOPMENT LENGTH IS ADEQUATE ,. , . 18 inches 48.6% 8.7 inches 15 inches Endex Engineering Inc. Corvallrs, OR ii " II CONCSPFG.x1s REVISED: March 2002 ---rr ~- \ L I I 1 1 I 1 1 I I I ) I I I I I I I I ) I ') CONCRETE SPREAD FOOTING DESIGN A . To Design a Rectangular Spread Footing for a Given Bearing Pressure 06/18/02 2:06 PM 60x60 INPUT DATA Foundation Bearing Pressure (PI) Footing Width - Short Dimension (w) Footing Length - Long Dimension (I) Column Width (wc) Column Length (Ic) Live load percentage of total load 2000 psf Pf= w= 1= wc= Ic= Uniform Live Load (WI) =. Uniform Dead Load (Wd) = .' Factored Uniform Load (Wu=1.7WI+1.4Wdj) Factored Max. Moment (Mu) Factored Point Load (Pu) WI= Wd= Wu= Mu= Pu= 2000 psf 5.00 ft. 5.00 ft. 12 in. 12 in. 50% 1000 psf 1000 psf 3100 psf 48438 ft-Ibs 77500 Ibs STRENGTH DESIGN Unit width (b=w) Effective Depth (d) Bar size (#4,#5 ETC.) Number of bars Steel Area (As) = Concrete Compo Strength (F'c) = Steel Yield Strength (Fy) = Beta (beta 1) = b=: d= n= As= fc= Fy= Beta1= STEEL RATIO CHECK Steel Ratio (p) = p= Maximum Steel Ratio (pmax) = pmax= Minimum Steel Ratio - ACI1 0.5.1 (pmin) I pmin= STEEL RATIO IS WITHIN CODE LIMITS !I BENDING STRENGTH Nominal Moment Strength (Mn') = Design Moment Strength (phi*Mn) = Moment Strength Required = FOOTING IS AT 60 in 8 in 4 8 ea. 1.60 sq. in. 2500 p.s.i. 60000 p.s.i. 0.85 0.0033 0.0134 0.0025 63698 ft-Ibs 57328 ft-Ibs 48438 ft-Ibs 84.5% OF ALLOWABLE MOMENT , SHEAR STRENGTH Factored Plane Shear = Factored Punching Shear = Allowable plane Shear = Allowable Punching Shear = FOOTING IS AT 28417 Ibs 77500 Ibs 40800 Ibs 108800 Ibs 71.2% OF ALLOWABLE SHEAR DEVELOPMENT LENGTH Required development Length forFull Strength --- Percentage of Full Strength Required Development Length Required Length Provided (1/2 - 3 inches) DEVELOPMENT LENGTH IS ADEQUA TE Endex Engineering Inc. Corvallis, OR 18 inches 84.5% 15.2 inches 27 inches CONCSPFG.x1s REVISED: March 2002 ~\;:,,.\,Q~ -,-", . , 1 1 I I 1 1 1 1 1 1 ) I I I 1 I 1 1 I) 1 CONCRETE SPREAD FOOTING DESIGN To Design a Rectangular Spread Footing for a Given Bearing Pressure 06/18/02 2:08 PM ) ~__ =_ 2000 flsf 72x72 . INPUT DATA Foundation Bearing Pressure (Pf) Footing Width - Short Dimension (w) Footing Length - Long Dimension (I) Column Width (wc) Column Length (lc) Live load percentage of total load Uniform Live Load (WI) = Uniform Dead Load (Wd) = Factored Uniform Load (Wu=1.7WI+1.4Wd)) Factored Max. Moment (Mu) Factored Point Load (Pul Pf= w= 1= wc= Ic= WI= Wd= Wu= Mu= Pu= 2000 psf 6.00 ft. 6.00 ft. 12 in. 12 in. 50% 1000 psf 1000 psf 3100 psf 83700 ft-Ibs 111600 Ibs STRENGTH DESIGN Unit width (b=w) Effective Depth (d) Bar size (#4,#5 ETC.) Number of bars Steel Area (As) = Concrete Compo Strength (F'c) = Steel Yield Strength (Fy) = Beta (beta1) = b= d= n= As= fc= Fy= Beta1= STEEL RATIO CHECK Steel Ratio (p) = p= Maximum Steel Ratio (pm ax) '= pmax= Minimum Steel Ratio - ACI1 0.5.1 (pmin) pmin= STEEL RATIO IS WITHIN CODE LIMITS BENDING STRENGTH Nominal Moment Strength (Mn') = Design Moment Strength (phi'Mn) = Moment Strength Required = FOOTING IS AT SHEAR STRENGTH Factored Plane Shear = . Factored Punching Shear = Allowable plane Shear = Allowable Punching Shear = FOOTING IS AT 72 in 11 in 5 7 ea. 2.17 sq. in. 2500 p.s.i. 60000 p.s.i. 0.85 0.0027 " 0.0134 0.0025 118887 . ft-Ibs 106998 ft-Ibs 83700 ft-Ibs 78.2% OF ALLOWABLE MOMENT 38750 Ibs 111600 Ibs 67320 Ibs 172040 Ibs 64.9% OF ALLOWABLE SHEAR DEVELOPMENT LENGTH Required development Length for Full Strength Percentage of Full Strength Required " Development Length Required Length Provided (1/2 - 3 inches) DEVELOPMENT LENGTH IS ADEQUATE Endex Engineering Inc. Corvallis, OR 22.5 inches 78.2% 17.6 inches 33 inches CONCSPFG.xls REVISED: March 2002 -\~~_::. - \ ~ - --- ...... I 1 I I I I I I I 1 I I I I 1 I I I) 1 CONCRETE SPREAD FOOTING DESIGN To Design a Rectangular Spread FootIng for a Given Bearing Pressure 06/18/02 2:09 PM ') ~_ 2000 jls! _.~~ 84x84 INPUT DATA Foundation Bearing Pressure (PI) Footing Width, Short Dimension (w) Footing Length - Long Dimension (I) Column Width (wc) Column Length (lc) Live load percentage of total load Pf= w= 1= wc= Ic= Uniform Live Load (WI) = Uniform Dead Load (Wd) = Factored Uniform Load (Wu=1.7WI+l.4Wd)) Factored Max. Moment (Mu) Bictored Point Load (pul WI= Wd= Wu= Mu= Pu= 2000 psf 7.00 ft. 7.00 ft. 12 in. 12 in. 50% 1000 psf 1000 psf 3100 psf . 132913 ft-Ibs 151900 Ibs ) STRENGTH DESIGN Unit width (b=w) Effective Depth (d) Bar size (#4,#5 ETC.) Number of bars Steel Area (As) = Concrete Compo Strength (F'c) = Steel Yield Strength (Fy) = Beta (betal) = b= d= n= As= fc= Fy= Betal= STEEL RATIO CHECK Steel Ratio (p) = p= Maximum Steel Ratio (pmax) = pmax= Minimum Steel Ratio - ACI 10.5.1 (pm in) pmin= STEEL RATIO IS WITHIN CODE LIMITS I' BENDING STRENGTH Nominal Moment Strength (Mn') = Design Moment Strength (phi*Mn) = Moment Strength Required = FOOTING IS AT SHEAR STRENGTH Factored Plane Shear = Factored Punching Shear = Allowable plane Shear = . Allowable Punching Shear = FOOTING IS AT 84 in 11 in 5 10 ea. 3.10 sq. in. 2500 p.s.i. 60000 p.s.i. 0.85 0.0034 0.0134 0.0025 169690 ft-Ibs 152721 ft-Ibs 132913 ft-Ibs 87.0% OF ALLOWABLE MOMENT I 56058 Ibs 151900 Ibs 78540 Ibs 172040 Ibs .88.3% OF ALLOWABLE SHEAR DEVELOPMENT LENGTH Required development Length for Full Strength Percentage of Full Strength Required :~ Development Length Required Length Provided (1/2 - 3 inches) II DEVELOPMENT LENGTH IS ADEQUATE I I Endex Engineering Inc. Corvallis, OR 22.5 inches 87.0% 19.6 inches 39 inches CONCSPFG.xls REVISED: March 2002 ~i2:.--\.~ 1 1 1 I I 1 1 I 1 1 1 1 1 1 I I 1 j I 1 CONCRETE SPREAD FOOTING DESIGN To Design a Rectangular Spread /footing for a Given Bearing Pressure 06/18/02 ) 96x96 2000 psf 2:11 PM INPUT DATA Foundation Bearing Pressure (Pf) Pf= 2000 psf Footing Width - Short Dimension (w) w= 8.00 ft. Footing Length - Long Dimension (I) 1= 8.00 n. Column Width (wc) wc= 12 in. Column Length (Ic) Ic= 12 in. Live load percentage of total load 50% Uniform Live Load (WI) = WI= 1000 psf Uniform Dead Load (Wd) = Wd= 1000 psf Factored Uniform Load (Wu=1.7WI+1.4W~)) Wu= 3100 psf Factored Max. Moment (Mu) Mu= 198400 ft-Ibs Factored Point Load (Pu) Pu= 198400 Ibs STRENGTH DESIGN Unit width (b=w) b= 96 in Effective Depth (d) d= 14 in Bar size (#4,#5 ETC.) 5 Number of bars n= 11 ea. Steel Area (As) = As= 3.41 sq. in. Concrete Compo Strength (F'c) = fc= 2500 p.s.i. Steel Yield Strength (Fy) = Fy= 60000 p.s.i. ) Beta (beta1) = Beta1= 0.85 STEEL RATIO CHECK Steel Ratio (p) = p= Maximum Steel Ratio'(pmax) " pmax= Minimum Steel Ratio - ACI1 0.5.1 (pmin) pm!n= STEEL RATIO IS ~ITHIN CODE LIMITS BENDING STRENGTH Nominal Moment Strength (Mn') = Design Moment Strength (phi*Mn) " Moment Strength Required = FOOTING IS AT 0.0025 0.0134 0.0025 237842 ft-Ibs 214058 ft-Ibs 198400 ft-Ibs 1192.7% OF ALLOWABLE MOMENT SHEAR STRENGTH Factored Plane Shear = Factored Punching Shear = Allowable plane Shear = Allowable Punching Shear = FOOTING IS AT 70267 Ibs 198400 Ibs 114240 Ibs 247520 Ibs OF ALLOWABLE SHEAR 1180.2% I, DEVELOPMENT LENGTH .. Required development Length for Full Strength Percentage of Full Strength Required :~ Development Length Required I. Length Provided (1/2 - 3 inches) . I DEVELOPMENT LENGTH IS ADEQUATE, 22.5 inches 92.7% 20.9 inches 45 inches Endex Engineering Inc. Corvallis, OR CONCSPFG.xls REVISED: March 2002 --I t:.. -7 i, .'- __ \ -' , I I I 1 I 1 I I I I 1 1 1 I 1 I 1 I 1 CONCRETE SPREAD FOOTING DESIGN To Design a Rectangular Spread Footing for 8 Given Bearing Pressure 06/18/02 I 108x108 2009~ 2:13 PM INPUT DATA Foundation Bearing Pressure (Pf) Pf= 2000 psf Footing Width - Short Dimension (w) w= 9.00 ft. Footing Length - Long Dimension (I) 1= 9,00 ft. Column Width (wc) wc= 12 in. Column Length (Ic) Ic= 12 in. live load percentage of total load 50% Uniform live Load (WI) = WI= 1000 psf Uniform Dead Load (Wd) = Wd= 1000 psf Factored Uniform Load (Wu=1.7WI+1.4Wd)) Wu= 3100 psf Factored Max. Moment (Mu) Mu= 282488 ft-Ibs Factored Point Load (Pu) Pu= 251100 Ibs -- -.- .- ~..~ STRENGTH DESIGN Unit width (b=w) b= 108 in Effective Depth (d) d= 17 in Bar size (#4,#5 ETC.) 5 Number of bars n= 15 ea. Steel Area (As) = As= 4,65 sq. in. Concrete Compo Strength (F'c) = Fc= 2500 p.s.i. Steel Yield Strength (Fy) = Fy= 60000 p.s.i. ) Beta (beta1) = Beta 1 = 0.85 STEEL RATIO CHECK Steel Ratio (p) = p= Maximum Steel Ratio (pmax) = , pmax= Minimum Steel Ratio - ACI1 0.5.1 (pmin) " pmin= STEEL RATIO IS W!THIN CODE LIMITS BENDING STRENGTH Nominal Moment Strength (Mn') = Design Moment Strength (phi*Mn) = Moment Strength Required = FOOTING IS AT 0.0025 0.0134 0.0025 393833 ft.lbs 354449 ft-Ibs 282488 ft-Ibs ::79.7% OF ALLOWABLE MOMENT SHEAR STRENGTH Factored Plane Shear = Factored Punching Shear = Allowable plane Shear = Allowable Punching Shear = FOOTING IS AT 86025 Ibs 251100 Ibs 156060 Ibs 335240 Ibs 74.9% OF ALLOWABLE SHEAR ) DEVELOPMENT LENGTH , Required development Length for Full Strength , 1 Percentage of Full Strength ReqUired ' Development Length Required' Length Provided (1/2 ' 3 inches) " ,I DEVELOPMENT LENGTH IS ADEQUATE 22.5 inches 79.7% 17.9 inches 51 inches Endex Engineering Inc, Corvallis, OR CONCSPFG.xls REVISED: March 2002 -4'-'-- l:;' \ r. \ \ .-' -- , '-'-'. .........h....... '..... 1 1 I' I I I 1 I I 1 ) 1 1 1 1 1 I 1 I) I w CONCRETE SPREAD FOOTING DESIGN . ~ ' To Design Rectangular Spread Footing for a Given Load 10/06/06 3:57 PM Sports Way 2 4x9 Footing in place of 6x6 at outside of building - __I _.____..____.____..__0.___.__ ___.____._.n .- FOOTING ANALYSIS Foundation Bearing Pressure (PI) Pf= 2000 psf Footing Width (w) w= 4.00 ft. Fooling Length (I) 1= 9.00 ft. Column Width (we) we= 12 in. Column Length (Ie) Ic= 12 in. Column live load (PI) PI= 60 kip Column dead load (Pd) Pd= o kip Concrete Compo Strength (Fe) = f'c= 4000 psi Steel Yield Strength (Fy) = Fy= 60000 psi Footing projection beyond face of column (' We= 1.50 ft " Footing projection beyond face of col~mn (I Le = 4.00 ft. Unifomn Live Load (WI) = WI= 1667 psf Unifomn Dead Load (Wd) = Wd= o psf Unfactored Total Load (Wt=WI+Wd) I, Wt= 1667 psf Soil Pressure O.K. Factored Uniform Load (Wu=1.2Wd+1 .6WI Wu= 2667 psf Factored Point Load (Pu=Wuow"l)) Pu= 96000 Ibs Factored Max. Moment Length (Mu1 ~Wuow"LeoLel2) Mu1- 85333 ft-Ibs Width (~u2=WuoloWeOWe/2) Mu2= 27000 ft-Ibs Long Short STRENGTH DESIGN Direction Direction Width (b) = b= 48 108 in Effective Depth (d) = d= 9 9 in Bar size (#4,#5 ETC.) 6 4 Total # of bars n= 5 7 in Area per bar 0.44 0.20 sq.in Steel Area (As) = As 2.21 1.37 sq. in. Concrete Compo Strength (Fe) , f'c= 4000 4000 psi Steel Yield Strength (Fy) = Fy= 60000 60000 psi Beta (beta 1) = ' B1= 0.85 0.85 Steel Ratio (p) = ii p= 0.0051 0.0014 Maximum Steel Ratio (pmax) = pmax= 0.0214 0.0214 Minimum Steel Ratio (pmin) pmin= 0.0033 0.0033 " BENDING STRENGTH (Phi=0.90) Nominal Moment Strength (Mn: II Mn= Design Moment Strength (phiO' phi:'Mn= . Moment Strength Requirec (Ml II Mu= FOOTING IS AT 98952 69057 85333 95.8% 61773 ft-Ibs 55596 ft-Ibs 27000 ft-Ibs 48.6% OF ALLOWABLE MOMENT SHEAR STRENGTH (Phi=0.75) Factored Plane Shear = Factored Punching Shear = Plane Shear Strength = 84.6% Punching Shear Strength = 66.9% FOOTING IS AT I' , " 34667 96000 40983 143441 84.6% 18000 Ibs 96000 Ibs 92212 Ibs 19.5% 143441 100 66.9% 66.9% OF ALLOWABLE SHEAR Endex Engineering Inc. Corvallis, Oregon CONCRECTFTG.x1s REVISED: May 2005 J[ €,- t. 6 1 I J 1 1 1 1 1 I 1 1 ) 1 I 1 1 1 1 1 1 ) 1 5 fe, +5 f?e c. -I-Of'lJ iI/ar roo -{'""; G /5(., /O/(I/Or., WD1 l I '1 , S' 7- ~' 1=3>1 .. , ~ a. '- - I~'i ~'::- '________u3~.;;~~~~~~=I-~_ _I s~J i ~'" -- C. '-I,'i 5 , l~' ,- ,-.l '& ________. _... .0__ J1_._.___m_~ ____ '-- ) I '----. . .I'b'''L1i'f'U I u', ," I "'';;;'?V..Lfl\~ \= 00,\ ItJ<' , 7- Y\Oli\. \I,e \/.) A tJ rt-\. '--I s. 's - 1; ~ - 'F'" oT'vJG. c.A-Pff-.;:?Uz OF CDv~TIir2'1(TI1\/6 LI!,(iP"IL LO''/'U$ 4-S 'I)){i.4t...)i!!;1), - rJiZ.r;,) fi"lJovc.f! ;2~IIK'I,)(. .5vt?F,If-<1f- fbI? i)t +LL Df- 1S'~~I~'t - Sf FT iJli.......1)E,.\)...,_ "?l t.o Pl.\) @ ?r 1.-oiftC\) ~ IS (" 15q :-: 75,~o ,>- -= ,/0, I f5~ (l- f " ~>l':;"fi' ~ II-;. Art...' ..., ~ C-t.'5 S Ie _.__L_.___.._____ ,-=.:>op;.t :: 4'l.--'g ":>8 1:* ':L b.l;"" \...- I 1.:;. s~....,~ ~{;.....al,.J b f,' ( "-.. . ;.; ,.Ire ~ft-L"- 6~ c..~ .c. b."vt. r. l> L....., , <4 B sf J:J, /' '-\ 2,8 Slj.. -0- .:.~" - AcAcJ.. c;pre e<J l-?o+~ -+0 &f:^:J rAi<.+ t.,..~ V'~6..-... /1-\ ,'J-(:.(,~~J Ot.-...e. f...., S " $ (~*j. U;'-ed,"~) ;"-t-,, ~t"-F1c. 'sTlCL- r Ie>) h, Tr< V" ~ II tI';.e to.y~ ....-r-'\~ \C~(;-Lr".. / A olJ... '-o^-,\"~J c.Q; ~ \ -e~.. ~b .' .;..,c...\ bo.(,5> (~t,{ d<:rtc'l.:.~ otJ't"~"J~ ~.!. 1JJi- ~ I.q ENDEX ENGINEERING .-J..:~.):J!~.{:~.,l: ~"Jr.'r:-. .t,'fJ:r -r',','.""'.,., .,I.~'") .:': ~.::.. ":'.:J::';,.::-'111 1 I) I I 1 I 1 I I I ) 1 I I I 1 I I 1 ) I 51'..rh U)"'J 2 C; /7 :)0(. CO., }......I,)Ov<; r;,~-!,'..J be.,;~", @ 32 (. I./- 'J ~ {,J" (( J, C{ (52':; (Lf~f5'i) -= 1926, C; oL / / fA) :- 19zb, <I jJU- ",p~o ps-f- - -=- t; 9 b :5 2 .fl/'f use /2 "?J:d/~:- @ ~tf' I-hjt... We. (I 1,(/ (~t./)( f3p~'{) _ 20 'II.. Sf L-? W:: 20 '-f r", . ~ ;p Lt- z....o--""~ 63+ II A.J <;,p n I, WI rJe *'" I. 0 ?-"$ 1,* 41 \ 'Le fj, \t-J IJ 0 J ') 'PTc...,"';.CI....~ /8" vJ,)<. 'K lL'lbiS~'P' i ,- ENOI:Y. I:NGJNI:nUNG ....~l:::. .0. (-- ~ ~.-t:!." ......-' f ". . f , ",!:' f ".' 1 I I 1 1 I 1 1 1 I ') 1 1 I 1 1 1 1 1 ) I ,)forh -L 0 Q d s } tU07 ..,..- . " \'~ --;,L- , -- f'( 0 < {' J we.. QMl>v~ /57 [::>~ , Gl rn!'] /0",.15 I 2:Pc~1'-- ,~.c1 71- "J,..o- 1";1 2Z1 ,.IIi-Ii- 2- foo-f;~, I~(, 10-> '" ~ IL . --' , '2 1<: ---i 'r fr 10' -- 0" L 00.<1 6...../. +c @ (f...jrJ (d/}.-k . kJ,'~~lI'tiC€J @ S:'C" S;;:+~€I ih~1L Mc.-,.. [NDrY. [NG.lNE[RrNG 't'".Io.-t.. /,;,~,./z> ~ " l ( Z "..\ I?IL = (q IL i ;>', 2. 2-~ ( Ge>~s.e" v'q I:_e) Srue....J , ~ ef wtf-L S.''''';!( 5"7-',... C/k-ecA./St....e+ , ,. I ( ........-...(IllA-\- "::- "-'V ! /~. st,....."-,, w,';:( '= 'J1.:~__-l, \ ,. n - n . ') n . n . n . n . , n . , n . , n . r n .> . n n . ~ R . r n . n I n I n I c-' ) n I F. 0' I . ~ t . , i~ ~;~~~ ~:"~? BRACED FRAME FOOTING DESIGN PER IBC 2003 AL TERNATE LOAD.COMBINATIONS Sports Way 2 Combined footinQs @ front entry , Footing Dimensions Left Extension a= Right Extension b= Ftg Width c= FIg. Depth d= Center to center of columns 1= Overall length L= Vertical Column #1 Horiz. Dead Load Snow Loacl Live Load Wind Left Wind Right Seismic (E) 49 0 Moment o o o o o o 09-0ct-06 10:32 AM 4 ft 4ft 4 ft 1 ft 10 ft 18 ft paqe 1 of 1 Soli Properties Soil Bearing Soil Friction Soil Passive 2000 psf 0.3 300 pcf Ftg. Weight = Ftg. Volume = 600 plf 2.67 c.y. Column #2 Vertical Horiz. Moment o o o o o o 14 0 Results IBC 1605.3.2 Alternate Load Combinations Resisting Overtuming Overt. Sliding Sliding Sliding Max Soil Allow. Load Moment Moment F.S. Force Resist. F.S. Pressure Press Case (ft-Ibs) (ft-Ibs) (Ibs) (Ibs) (pst) (est[ 16-13a DL ..., 97200 0 N.A. 0 3840 N.A. 150 2000 O.K, 16-13b DL+~ 489200 0.00 N.A. 0 22740 NA 1835 2000 OK 16-14a DL +1.3WLR 97200 0.00 N.A. 0 3840 N.A. 150 2660 O.K. 16-14b DL+1.3WLL 97200 0.00 N.A. 0 3840 N.A. 150 2660 OK 16-17a DL +E/1.4 97200 0 #DIV/O! 0 3840 N.A. 150 2660 O.K. 16-17b DL-E/1.4 97200 0 #olvlO1 0 3840 N.A. 150 2660 O.K. 16-18a .9DL +E/1.4 97200 0 #DIV/O! 0 3840 N.A. 150 2860 OK 16-18b .9DL-E/1.4 97200 0 #DIV/O! 0 3840 NA 150 2680 O.K. 16-16a DL +);i( +1.3WLR/2 489200 0.00 NA 0 22740 NA 1835 2660 OK 16-16b DL+~+1.3WLU2 489200 0.00 N.A. 0 22740 NA 1835 2660 O.K. 16-15a DL +1.3WLR+~vv 293200 0.00 NA 0 .13290 N.A. 993 2680 OK 16-15b DL +1.3WLL +~ l,..l/ 293200 0.00 N.A. 0 13290 N.A. 993 2660 O.K. #OIVlO! 0.00 1835.19 Endex Engineering Inc Corvallis. OR Combined Foootings @ Entry.x1s REVISED: March 2005 1-.-...... 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".....:..- ---,!:,.- , , ,J--Jc _" II 1 I ~ . ~,,2S .t\:t~ .. l 1 ~ 1 -. lo5.\c~' ...,......'oi?l..7rl "((,,,q-\-S,"),I:'"'~ "" Ig9pL-f. ~ II L ::>1.,5' .~..:...- ="= ;,-\,0;,' .. {J)",s~ -=- (l,'!.1~~(8"~.Ie)~~ -'< , , (,s7S0( 5,1- -'< -?'3)?..~ I 1.-4 BL~ 1 I J,. t'( ~.;... S.l?)?...~ :: Wt--\S3C -=0 lIJ\:.\.ot -::. \J'\,.l,<;~ ~J"''''3 .., " wrJs~ . ~L "J~ ~r 1" (t. I~J~ /q'(l..{ V \\2~-c\\ or--\ . i 1jN l~',cDI'H i Ii !i A'LoN b ~~A.tJ... L.lN~ r; ('4; ':~ /11..1-6 ~ 'f 1 I ) - I I 1 I I 1 1 1 ) 1 1 1 I I 1 1 I ) I <5 PII'+S WOo) L. W'1J S"~, L.::>"J.f @ 7"'-" f/08lt tJ fo/ 06 A)-S 0,12 {, <.,1 ot-! . ~.\;:-\,~~.s -=(Sy'Ie,'afL,,~) ,6~:;)(l2..~pt~:: &,,; )r,;; \),~-'-\.s '6S -- (1 0./,'; ~7 ?~) ( I ,-Ij ?l*') = 7,0 v,p \l;;.."i; - (.,BS ~ (~f'?S'-+"L~,q<S)(\L4pl.t)~'-I,9Ill,o 7::,.~ - rS"B,S ~ (~)( t 8g ~ L+')~ (~<;~S)( /"t.l/fl0 ~';"q j/,P - 'FZ- -to 'b \ I.? ~~\ \ c~\ \1 ~\ ...,.. ~\?\V ~ I ~ ~6)( l gg bL> + ~~'1)( /2<-1 pU-) -= "J y"} k.:.o l\ ,. r~) . I -0. (S)( \ B'd I")L~ ~ ~~.~ ( 11. ~ ?L{):: e, ~~ I<':~ \)t\L'b"(' c.:Q 'v C :!6" t/q v,p_ 0Yr- 'is\,~:: ~.~'iS7.~ ~ i l./ . _ /,10 1<.'y:J -- --"'- 'I,... '-l Cj 1t.)P , \3,~..- i6-.l,.5~ ,--' ...~ ~2 IL:,I) Ii \?;,~. - :US ~ ?:..";;.. c.=1~<;;:. - ,S',SS"\i:p_ . " ~ - I ,t! k,~ ~.~.- c...'-\,t;::. -c;,'!;."" \C'r-'!~ 2. 0 ,,' "2.- ,0 \'-..,. END EX ENGINI:I:IHNG .-'.^' . i,jV' :.t'-,.j'.:~ ,... ; . . ,., .':' 1/-,; ii', C;!': :":(:\ ;>-. '.'! . : . . ': ',: !\", I~"~ 1 i i': ,'J ,. i .' I 1 I I 1 1 I 1 1 I I I 1 I 1 1 I 1 1 BASE SHEAR AND VERTICAL DISTRIBUTION Per 2003 IBC Sports Way 2 ') ZONE - Two Story Section Floor Inl w"lIs---E'Xiwalis Roof 65 10 43 15 Floor Interior Walls sf I kips sf I kiP.." o 0.00 12264 :: 122.64 13050 848.25 8673 I 86.73 o 0.00 0 000 o 0.00 0 0.00 o 0.00 0 0.00 Total 13050 848.25 20937 : 209.37 SEISMIC BASE SHEAR FOR SELECTED ZONE II Assiqned Values Cs= 0.10 'UNIT WEIGHTS (Ibs/st) Structural Level First Second Roof IBC 9.5.5.2 V=CsW V= 196.1 kips Seismic Base Shear V= 140,1 kips VERTICAL DISTRIBUTION OF SEISMIC LOAD Structural hx Floor Roof ii 'I Level (ft) (kipS) (kies) First 0 0 000 Second 14 848.25 0.60 Roof 28.75 0.00 210.00 o 0.00 0.00 o 0.00 0.00 Total 848.25 210.00 Wall Above 217.84 208.27 25.16 0,00 0.00 451.27 ) , -LOAD-DIRECTION - Exterior Walls sf I ' k!ps 7280 313.04 7670 329.81 1170 50.31 o 0.00 o 0.00 16120 693.16 Wall Below o 217.84 208.27 25,16 0.00 451.27 , Total (kies) 217.84 1274.36 443.43 25.16 0.00 1960.78 sf o o 14000 o o 14000 Wxhx (kips-ft) 0.00 17841.04 12748.47 0.00 0.00 30589.51 Roof I I kips I 0.00 0.00 210.00 I 0.00 0.00 210.00 i I Fx (kiesl. 0.00 81.69 58.37 0.00 0.00 140.06 This value has been divided by 1.4 for working stress design " I I I I I ) Endex Engineering Inc. Corvallis, OR 97330 09/13/06 1102 AM Total kip~ 435.68 1264.79 260.31 0.00 0.00 1,960.78 Cumulative (kips) 140.06 140.06 58.37 0.00 0.00 IBC-Seismic-2003- v1icalDistribUlion2: xis Revised: Nov. 2004 I':::-y.- c' <i" <";. VJ ,:, \( z I J I 1 I I 1 I I 1 1 I !~ C (l'\ l_",~~~;~ /c>,I>L .;f' i-Jr- L." S l't~ \::;..\<:...7'14l(~"""",- ,_ Bl.<; 'S.' ; f' I :" ....;;) \ \, (b~ ,'" - \.$~S l-~;~_ (1'5' ) ill 1, - ~- ~'l( -- CO)O) F\'."'M.~ '1>', -e..(."T'""," 'fi/-w ~.;o. - ~ \,C; 1 is'' - Sl.l.-S 'BF - 1',1,0;; IB~-(\'S \3-~ ... L.~.c:. 1 I ~-;:.-CI.S 1 1 I 1 ~"C h 'S ~.S ""Is "'S c - '-\.~~.s ~~- -J '" - .- IT-<: ..., '-'..-vi f. ~ "?-, 'S ... r.-". 'J" ..1;::'(0" !; It I G I t;.. '\::.. \ h 'r I~ ""'" i t;<?( 1l,',:-/cr;,.J-,..;.-ot1.f. /i::-.F (.( f1T(.1'U I C.iN"<C,z.(U le><,.;) g-J.'S) YO,&S I I I I I I I , I (c~ . !(.(.(.,/i:' 0,/%~/"1r ,\nAvIS\ ~ -- ~- \ ~c (~J-j) (!t-~), \15 1'1.'" ) -~ ~. t-),._-'<<"( \; ( rf"j~ /1- ! [""4)/ ,AI" r v,~ -: ~,-\.C; 1 J rr-lf' -- J.!=;!I./ : 0< ~ ~ --\' I ?',-'1,Sb.~ (2) -. ~ :;"'-f",(".~,l; l."; I .- , ,., -1' '(;.1"-'(.. '-J 1-:;' 1,--, -,.-- Bf. u,SI>~1> ~. , -= 1.1 i::" Cl::./ (~~-c..'-\.s :=!=. _Ai L. ~)-..I (."';\-\ (f.-8 c:. ~ t-" R c ~'t:> (v ::',)(.+*J -:; \}oJ I'ol' I;) /D'W~v:.. (; /0, S' (.,; ,S' 5~ e ~ > '. . I~, b' q~,I.) 5;.2> \) 10.." 1(,.&,5) s'!..e S 10.$ (",$ I 32..S :5 If.b' '151" I 2....5 --v \.I.~'<;\ :H.,S S IO,~ /'1.',,' l\l~ L-iD D 1 v...(../ 8h.'l<;; Llo." D / I \ Lei ) qo.! \) 1. (.,lr nS' !1".7,,1..5, ~C> \) I I I ) I I 1 I I I I I .) 1 1 I 1 I I I 1 .> I Sports Way 2 Springfield. Oregon Origin at: Lower Left Comer RIGID DIAPHRAGM CALCULATION Page 1 - Center of Rigidity 9/20106 3:54 PM Lateral SuppOr1 for Diaphragm, longitudinal (N-S) loading Angle Abs,olute Ri91dlty In Structural N-S-o Element i Element Rigidity N-S direction Element E-W-9O Center.)(. , Center. y kipsftn k;~sJin Rx BF-1.58.S x 17.5' 0.00 11.75 I 40.00 500.0 500.00 5875.0 BF-4.5B.5 x 26.6' 0.00 86.25 40.70 500.0 500.00 43125.0 124 ! I 6F-66.5 x 266' 0.00 40.70 500.0 500.00 62000.0 SF-7.58.S x 17.5' 0.00 163.25, 40.00 500.0 500.00 81625.0 000 0 0.00 0.0 0.00 0.0 0.00 o I 0.00 0.0 0.00 0.0 0.00 0 0.00 0.0 0.00 0.0 BF-B1.5 x 10.5' 90.00 6.5 : 53.80 ' 200.0 0.00 0.0 SF-84.S x18.6' 90.00 95.61' 53.80 500.0 0.00 -0.2 SF-B7.5 x 10.5' 90.00 168.5 53.80 200.0 0.00 -0.2 BF-C1.5 x 10.5' 90.00 6.51 32.50 200.0 0.00 0.0 6F-C4.5 x 18.6' 90.00 95.61 28.50 500.0 0.00 -0.2 6F-C7.5 x 10.5' 90.00 163.25 32.50 200.0 0.00 -0.2 , I Xr 1999.99 192624.19 96.3 Lateral Support fOf diaphragm, transverse (E-W) loading Structural Element 6F-l.56.5 x 17.5' BF-4.56.5 x 26.6' 6F-56.5 x 25.6' 6F-7.56.5 x 17.5' SF-81.S x 10.5' 6F-64.5 x18.6' 6F-67.5 x 10.5' 6F-Cl.5 x 10.5' 6F-C4.5 x 18.6' 6F-C7.5 x 10.5' load N-$ I x-bar (ft) Center of Ri~idity: 96.31 Center of load I 87.50 Calculated el B.61 Totallenqth II 96.00 Accidental e 4.80 Destgn e 13.61 loadj 81.69 I T~al Moment. T ~ 1112 . Endex :......,..........W' Inc. Corvallis, OR 00000 ~.OOOO 0.0000 0.0000 0.0000 0.0000 0.0000 90.0000 . 90.0000 90.0000 90.0000 90.0000 90.0000 Load E.W v-bar [ft\1 41.48 1ft 40.65 ift 0.83 1ft 6a.00 1ft 3.45 1ft 4.28 1ft 81.69 jlklPS 350 ft-kips Element Center. 't 40 40.7 40.7 40 0' 01 o 53.61 5381 53.81 32.5' 26.51 32.51 AbsOlute Rigld~ ! 500.00 ,," 500.00 i 500.00 500.00 0.00 0.00 0.00 200.00 500.00 200.00 200.00 , 500.00 , 200.00 Rlgldltyln E-W direction 0.00 0.00 0.00 0.00 0.00 0.00 0.00 178.80 447.00 178.80 178.80 447.00 178.80 0.00 RV 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9619.40 24046.51 9619.40 5810.98 11845.46 5810.98 0.00 160g.1g 66754.73 Vr . 41.48 torslon.xts REVISED: March 2005 I : J I I 1 I I 1 I ) I I I I I 1 I I ) I I O. I 12 ' P S-S,::. \L~P (C/-.-td') 5por 1s. wt;..1 "( - tJ--:, s<;?~,' ';'I....!p/ LOQ.!! (;l Roe-l \) 1(2 I',q,oL<l ') / 74.S JJ.?,,(;, + (-:;:- ( sg~/h,0 -::- lS~. -' I .S-f). 5 lb. ~ Ii;? liS' ~,o;: - l\-,S~.~ :. , I {4oS ~ ~"'7.7S ( S-g:~7 ({;,o] = ;6,7 IL:(? '" f7t;:' ~c;.- b'?.;:- , I ~"'.--'S'\ .~.,<; (s g,"<,,1 k>l) :: \ 1.,1l? ILIl> 7 ~ \-'s' ~ - l-S~S -=~)-'o\\:lSI I -'S' ( <:>g. 7,7 k:") - ~-~ ~\.p.~I..."T'oN '1/co)o (.. Yz.. \)~"'-\(:\""~-E'J 0.1011":) ~Lh- C-e,,\:> L'N( 'S'B ,1.:') \.:.;p '=: '"Z. - - 'L q, 11/~,~ "2'l.I'lt,:P "B.:I=,-'B\,~~13.~.-~..,.S= ~,~.-t.\.'S~~.~-(l..;~ '1 -7,1.1<:.0 \"., ~ -~-l-\-S 0;: 'B~-l'-\,S "=- "2,\.\'\ \(',P '- =- ILf'b j<.:~ tN'DtX tNGtNttRING .. .,; ::1' :-'I.iP:r;..'('I]'...:(..J!:~ ")j<(~I:Ji'J(}i'_~;("r:l.:l'I"'" "-;':/J ,I ~I: ;:..~],: I I ') I 1 I 1 1 I I I ) I 1 I I 1 1 I I) I sP"'....~ s uJ 0.) ~ "B'>(od~..d hoM.t. -r 'I \>v~ ,I '>0<-.\ 9/;,,/o~ A",., \j ..,'S S;K} t,Ui ~ {2AW'{ " ,,, L .o",,~ <;l~\,~ / ~\~" ",,( ( "- z." '- '1" ..,. 0 < "~, { (.., , .~ - .., ai" I. '"". T" I,',... '-...,) - ;.. 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I' - (, l.S O.l ~ o,."q 1,09 I ....1 "'!l- I,(p S-,D 12-.1 10,2. 'B1O-e,\S b,l S 0,10 c.Z-~ I ,cy*'.l- I. <-f '-I.-lS 1"-. t /0,1. "2,~ ' c.~:? D,/!, ').-,"1 1,0"1 1.3l ;:,8 g,s '3~,y 2C,<j '3F - ~7~ 0,1'5 0, '2-0 O,t.~ I,Dlj.)\. 1.<1 4,"2.<;; /3,\ 10,2.. * "Ii.......tS \.'-\ "'.Y C-1"~.~"'- \e".1 [NOEX ENGINErlUNG:' . : U "~i . ""'F ** \'o.P't.o;J,,\ \:locH- LD.J. o.1,,5\~. ----. ',5"1 , :~ ~'i', '."'.!! ;". ,- .:.! {,,~::. '."' .:: f- ; ..~; ;1,.: ');,; -; . :':,_.~" n .,~ ! ' ,',"", ~ p<:r~ ~ riZ~""'1> ~- 1.'5 'e." ~.<;:: - '-Is 'eS -g,\" - i.,. ~,S' Br,- (,'SBS \>'.1"--1'.\,$ ~5.=,- ~'-l,S ~~ - '3." '.i c."'. C. Ire;;- '6"1"- t \\5 B~-tl.s tJ.. ") 1. 6,..cn,;:;' ~(("".....{ 4,u'L 70'''''' L-OAt>5 C? C-oIV_N'" 'C c-I"",-r-) "Y.,l '-oA"D '(\{,p)* '5\0.[('"_ .i. ';?~ M ,l)l:lL( '*-IL(, "',z." i '"';:. lOoo\'" 2"" R.oo~ 2."" 12-oaF 2"-- ~~o~ 2""9 \<.oo~ 7"" Y..o.,~ 2."'" ~""<;: L>-\\:> ._~o;;;;: . 7~ 'iC <>0 <;: "'11'1 ~'\ ,\ 11.'; ~ '<.' ",n 'C>.\.. '37..0. - ,,-, S ~2.. B - lo,~ "'I'LB i? II;. K\ t1 IL.~ "2... I 0 b,$l -It 10;S' tq,/ IlS .. I~ 0 'VI.. "I ~.-z.. - ~l, (.,. 4 J ,7.- I 0 , 0 "I ~I 2"0 b,S'1 .., )/0 ?-1.. 1:3 ji IH", 2,-\,\ l~, " -t! .. I'2.D "I l'/ <-. ;16 -=. - nA _ tt Is.9 j:l \~~ -ta,\\ VD\~-\- \D"tIs k."'~(vd c." \..:vL" Le><JS. e,,-,-e~+- ,?"f-("t"S \..L <..\ClS ?1..,,/ ,p I"'~ J:l ,0,. 01' ! ~~ -<l "~ 2.1." '1,1 :!i'I" -Jl 1'''-. 2..7.- . ,,~ II 1'-:' .iI,,;, ___.llJ7,S._. ti \~\ '2 \--.\\:> "Zi.B Q~o" 11.f ENDEY. ENGrN_EERING q/z %h LL >~,I.o ;1,' . '.1". ,. {" I~ !:- :;iViT' . ,~C!f'\lf,\!! I'.. ,. :~-':- ::C"ii'-! ry!:.:~..::C . ",.; i 1 :.':"1 '::,: j' . ; hi' ;:.~' -'~/-~~ i I ; I - .--- " --/ ('('~<, We>.') 1 I'" \v,,^-'i'.s, v('-' :.c.:cJ. ;pc/..-"~\ ~..,-vr ~...~,.....l Sl':-c....,'.. CL<lt~ f1c\C,,- ~,-\\-C'- I M"'\"\I".~'- 1...- -\0 10 c 10..1..\5:'-- ~, (j?" IL-Oc.o.\ ~"c..V-\'''''') tJ...-r(~~ 10 s. ~ <-A:c~ -(' \.. ~') t ~ uJe\:? "'4..; t.- .-" - ... ~ .~-~ - \oS" '^ '- c.. ~ l D.10 ~1 - e S LO(C'/~~ ?x :: 0,7- \', iff, ~ ( \'J/\ \,\1--~""~ 7-,'1,')- ~'i'''1) \AS') '04 L. o,"'''~ ~ ,g,z- v~ bit: ~,W'" \ \-; t:I ,"'I t) . /0, .g u "- tJ" D ..-.,1S S'K'; \I. l).~'1{ ~"'r..o,j.t,.-5 ~)<S",(),"'1..( t..\r-L-"L _ S L.~,rv~{1.tl~s~ (2.Ct-~~o 3>11 Yo, ~....~~ ~ (!. "" ,,~ l-(~c-'t\- o k l~' ; Ie?: L :;-,';,1 rsj l' 0 ~ ( ,i~ ILL.." :; I~~ - /( \,<.1.1" \ Ii, t-Oll ';'l-S'l-'~ G: ~o.t \..(",\l..'-- o~ '2-\ I \LL.- <i l7-\~l'~ ~ :..------ ~ \ ,l\,~ 0, -/,<,,,,...1 C<"'t:>I~s:~ Vs€J k)(7yH %-ct-l"q ~ C. '6f - ~ '8,~ '~ to r; ,1.-- Cl~~ , '>-1 '- tJ Il-~" v If",':. ~ \ .e. OIL"j.. -- . ".'.,.' ~\ij~~~f.1;i' ~,'" ~J~. OIt.""'-1 .k'-- -. ~, o'Lo.,-\ - -' - - . .+_.~--"- -...--...-,--... .. . ..- . .--....... . -'- - -----.-..---." .... - _.~., .' ------...-- I 1 I 1 _l,2et-\"''''')U\''.r I I 1 1 1 1 1 1 I ) 1 012:;:':\': ~. -:: l'-lt,L\ 14-10. ~ \ ~o.1e> ~ o~ ,,'. ", .... co,c.' .", . .oc.."" c,,,m" on'" ,"; ....." . ,~ ,.,' ".".". r",nt:X tNGtNttRtNG - - - - - - - - - - - - - - - - - - - \...... 223 NW SEC'M> STREET CORVALLIS, ~7330 ENDEX ENGINEERING Sports W;rr 2 02-0cl-06 BRACED FRAME DESIGN 1:36PM BRACE CONNECTION DESIGN 9SSIGN LOADS GUSSET TO COLUMN AND BEAM BRACE TO GUSSET FRAME FRAME FACTORED GROSS TENSION HSS BRACED FRAME MEMBER HEIGHT ~Drn Hoc Hub HSS COLUMN WELD WELD WELD LOCATION GROUND CEN COL THETA AREA OF STRENGTH TENSION GUSSET WELD WELD NUMBER .. BRACE OF BRACE . TENSION BRACE SIZE SIZE (in) SIZE (in) LENGTH LENGTH SIZE LENGTH TO CEN. TO CEN. (10'2) 1.30FyoAg (kip) (kip) SIZE Hue (in) Hub (in) (in) BEAM(ft) COL. (ft) (kip) W(in)1 r .58.5 & 7.5B.5 First Story M6.M7 12.67 8.75 56.01 4.78 285.64 237.01 159.79 4x4X3/8" 5 3/8" 0.75 0.313 17.03 11.48 0.313 10.27 5e00nd SO:lry M13.M14 16.67 8.75 62.31 4.78 285.64 253.10 132.85 4x4X3/B" 5 3/6" 0.75 0.313 18.18 9.54 0.313 10.27 I r5S.5 FirslSlory M6.M7 12.67 13.33 44.09 4.3 257.14 178.91 184.70 5x5x1/4" 6 112" 0.5 0.313 12.85 13.27 0.313 9.~ Second SO:lry M13.M14 16.67 13.33 51.35 4.3 257.14 200.83 160.59 5x5x1l4" 6 112" 0.5 0.313 14.43 11.54 0.313 9.~ I rB.5 FirslSlory M6,M7 12.67 13.33 44.27 4.3 257.14 179.50 164.12 SxSx1/4" 8 518" 0.625 0.313 12.90 13.23 0.313 9.~ Second SO:lry M13.M14 16.67 13.33 51.35 4.3 257.14 200.83 160.59 5x5x 1 14" 8 518" 0.625 0.313 14.43 11.54 0.313 9.~ I IB1.5, B7.5 First Story M6 12.67 10.5 51.03 4.78 285.64 222.23 179.78 4x4X31S" 6 112" 0.625 0.313 15.97 12.92 0.313 10.27 Second SO:lry M13 16.67 10.5 57.79 4.78 285.64 241.86 152.34 4x4X3/8" 6 1/2" 0.625 0.313 17.38 10.95 0.313 10.27 84.5 First Story M8,M7 12.67 8.75 56.14 4.78 285.64 237.37 159.25 4x4X3f8" 6 112" 0.75 0.313 17.05 11.44 0.313 10.27 SeOOnd SO:lry M13,M14 18.67 8.75 62.31 4.78 285.64 253.10 132.65 4x4X3/B" 6 1/2" 0.75 0.313 18.18' 9.54 0.313 10.27 C1.5,C7.5 First Story M6 12,67 10.5 50.91 4.78 285.64 221.87 180.22 4x4X3/6" 5 318" 0.625 0.313 15.94 12.95 0.313 10.27 Second SO:lry M13 16.67 10.5 57.79 . 4.78 285.64 241.86 152.34 4x4X3/8" 5 3/8" 0.625 0.313 17.38 10.95 0.313 10.27 C4.5 First Story M8.M7 12.67 8.75 56.01 4.78 285.64 237.01 159.79 4x4X3/S" 5 3/16" 0.75 0.313 17.03 11.48 0.313 10.27 Second SbV M13.M14 16.67 8.75 82.31 4.78 285.64 253.10 132.65 4x4X3/8" 5 3/16" 0.75 0.313 18.18 9.54 0.313 10.27 .Or center of beam to center of beam for second story Page 1 - - - \..... - - - - - - - - - - - - - - - ,....) - '.~ Sports Way 2 Gusset Plate Checks for Braced Frame Designs We measured the dimensions listed below in ACAD drawlngs of each oonnection Fy 36 ksi E 2.90E+04 ksi K 1.2 use 1.2 for typical bra:e<' frame gusset plate Phi (comp) 0.85 Phi (lens) 0.9 User Inouts Calculated Resuns Factored Factored BRACED MEMBER t of loads Pu Tension rof PHI- Po PHI-Tn OKlNG OKING FRAME NUMBER Lg (in) Lw (in) Ww(ln) Gusset Compression Load from gusset Lambda c Fer (ksi) Pn (kips) (kips) Tn (kips) (kips) Comp. Tens. LOCATION (in) Brace (kip) (kip) 1.5B.5 & 7.5B.5 First Story M6,M7 16.50 10.27 15.25 0.75 45 285.84 0.22 1.026 23.1 284.6 224.9 411.8 370.6 OK OK Second StaN M13,M14 17.63 10.27 13.38 0.75 19.72 285.84 0.22 1.098 21.7 218.0 185.3 381.1 325.0 OK OK 4.5B.5 First Story M6.M7 10.00 9.24 18.00 0.5 36.28 257.14 0.14 0.935 25.0 224.8 191.1 324.0 291.6 OK OK Second StOI'\l M13.M14 12.25 9.24 16.88 .0.5 17.87 257.14 0.14 1.145 20.8 175.5 149.2 303.8 27H OK OK 6B.5 First Story M6,M7 10.25 9.24 17.38 0.625 31.59 257.14 0.18 0.766 28.2 305.7 259.9 390.9 351.8 OK OK Second Starv M13.M14 12.50 9.24 15.50 0.625 13.13 257.14 0.18 0.935 25.0 242.0 205.7 348.8 313.9 OK OK Bl.5, B7.5 First Story M6 13.75 10.27 17.00 0.625 35.78 285.84 0.18 1.028 23.1 245.8 208.9 382.5 344.3 OK OK Second StOry M13 16.00 10.27 15.00 0.625 19.18 285.84 0.18 1.196 19.8 185.4 157.6 337.5 303.8 OK OK 84.5 First Story M6,M7 15.63 10.27 15.00 0.75 52.92 285.84 0.22 0.974 24.2 272.4 231.5 405.0 384.5 OK OK Second StOry M13.M14 16.50 10.27 13.50 0.75 22.64 285.84 0.22 1.028 23.1 234.2 199.1 384.5 328.1 OK OK Cl.5,C7.5 First Story M6 13.63 10.27 17.00 0.825 36.4 285.84 0.18 1.019 23.3 247.7 210.8 382.5 344.3 OK OK Second StOry M13 16.00 10.27 15.25 0.625 19.18 285.84 0.18 1.196 19.8 188.5 160.2 343.1 308.8 OK OK C4.5 First Story M6.M7 16.50 10.27 15.25 0.75 53.89 285.84 0.22 1.028 23.1 284.6 224.9 411.8 370.6 OK OK Second Story M13,M14 17.63 10.27 13.38 0.75 24.05 285.84 0.216 1.098143 21.7319 217.9981 185.2984 381.125 325.0 OK OK 1 1 1 I 1 I 1 1 1 1 ) 1 1 1 I 1 1 I I) I ') ~,~;-\.S6~ ~.~,lS8.5 6~I.S~,~ -r-~f-7.S1 (j) 17, S I L ON~ W12x22 U11 W12x22 U1? ;, ~ ~ ~ ~ ~ ~ " " " ~ ~ ~, .o~ .o!; ~:; x. x. ~ ~. ~ .,; .,; .,; ~ U> U> U> U> U> :I: :I: :I: W12x22 '" Wl2x22 ... ~ ~ ~ ~ ~ ~ " " " ~ ~ ~ .,; .o!; ~;. x- x. ~: ~ ~ ~ .,; .,; U> U> U> U> U> U> :I: :I: :I: "1 v :l:l.\2-v tl,'2-~ ;:1,- < i-~ ~ 12{ o;:! 1'30 :Il1~1 4f"ktt. J:\'\.Ul.~~e.J.~\\ c..O\LI""''''S +_.r -+'^-~<;, ~(o..\M.L -to -S~( vJ 0... \\ -to> M.c..-\c.. 'r-. q\)" +--~P.L c...." \ v"",,,, 5 S.r e. Cc '>C o~ Lor'\ ",-t r " L"~" . II'- V-N\ ~ vb\;.I,1 l.,(\...l,-.()\ 1 Sports Way I VisualAnalysis 4.00.c Report Company: Endex Engineering Inc. Engineer: David Morris ""\ Fi 1 e: C: \Documents and Set ti.ngs \michael \ Des ktop\060 60;"Spor.ts "_7.5b.5@17.5'.vap 1 Nodes Node X Y Fix DX Fix DY Pix RZ ~t ~t N1 0.00 0.00 Yes Yes No N2 6.75 0.00 N3 17.50 0.00 N4 0.00 12.60 No No N5 6.75 12.60 " N6 17.50 12.60 N7 0.00 29.30 N6 6.75 29.30 " N9 17.50 29.30 1 1 1 1 Member Elements 1 Way 2\Calculations\BF-l.5B.5 Member Section Hatedal (1) Node (2) Node Length Wei'lht lid Rz2 one way ft 11: 1 M1 HSS5.5x5.5x.1675 Steel N1 N4 12.60 M2 N2 N5 12.60 M3 N3 N6 12.60 M4 W12x22 N4 N5 6.75 M5 N5 N6 6.75 ')M6 HSS4x4x.375 N1 N5 15.34 , M7 N5 N3 15.34 M6 HSS5.5x5.5x.1675 N7 N4 16.70 M9 " " N6 N5 16.70 MlO N9 N6 16.70 Mll W12x22 " N7 N6 8.75 M12 N8 N9 8.75 M13 HSS4x4x.375 N4 18.85 M14 N6 18.65 Equation Case Combinations 1 1 1 I 1 Load Case Case Equation LRFD A4-1 LRFD A4-2a LRFD A4-3a LRFD A4-3b LRFD A4-5a LRFD A4-5b LRFD A4-6a 3 1. 40 3 1.20+1.6L 3 1. 20+0. 5L 3 1. 2D 3 1. 20+0. 5L+1E 3 1. 20+0. 5L-1E 3 0.90 1 1 Member Extreme Results 1 I )M4 Member Fx(le) 11: vy (le) ME (le) fe max (le) fe min (le) K K-ft; Ksi Ksi -39.6(2) -3.l6( 6) 0.001 6) -6.12(2) -7.691 9) 1 -1- 0.16 Free Free Normal 0.16 0.16 " " " 0.19 0.19 " " " 0.25 0.25 " " " 0.21 Fix Fix 0.21 " " " 0.21 0.19 Free Free " 0.19 " 0.31 " " 0.31 " > 1 _r I/'x(lc) Vy(lc) Mz(lc) tc IOU (10) tc mi.n(lc) K K lC-ft ltsi KIJi 1 M4 39.74(10) 3.16( 6) 6.91 ( 6) 7.91110! 6.131101 ") M6 -45.0(10) -0.10! 51 0.00 ( 11 -9;41(10) -10.15(10) M6 42.55( 2) 0.10 ( 5) 0.38 ( 51 9.1B ( 9) B.90( 2) 1 M13 -17.2(]01 -0.10 ( 51 -0.47 ( 5) -3.61 (10) -4.521101 1 Nodal Reactions Noel. Load Case P'X l"Y HZ K K lC-ft 1 Nl Dead Load 0.6] 2.95 -NA- LRFD M-l 0.85 4.13 -NA- LRFD M-2a 2.64 10.33 -NA- I LRFD M-3a 1. 32 5.66 ,NA- N LRFD A4-3b 0.73 3.54 -NA- LRFD A4'5a -22.9 -44.3 -NA- LRFD M-5b 25.59 55.63 -NA- 1 LRFD M-6a 0.54 2.65 -NA- Live Load 1.19 4.25 -NA- Seismic -24.2 -49.9 -NA- N Wind -12.1 -34.8 -NA- I N2 Dead Load 0.00 1. 27 -NA- LRFD M-1 0.00 1. 78 -NA- LRFD M-2a 0.00 5.29 -NA- LRFD A4-3a 0.00 2.70 -NA- 1 LRFD M-3b 0.00 1. 53 -NA- LRFD A4-5a 0.00 2.27 -NA- LRFD M-5b 0.00 3.14 -NA- N LRFD A4 - 6a 0.00 1.15 -NA- 1 Live Load 0.00 2.35 -NA- ) N Seismic 0.00 -0.44 -NA- n Wind 0.00 -0.08 -NA- N3 Dead Load -0.61 2.95 -NA- 1 LRFD M-1 -0.85 4,13 -NAc N LRFD A4 -2a -2.64 24.11 -NA- LRFD M-3a -1. 32 9.97 -NA- LRFD M-3b -0.73 3.54 -NA- 1 LRFD A4-5a -25.1 60.37 -NA- LRFD A4-5b 22.51 -40.4 -NA- LRFD M-6a -0.54 2.65 -NA- Live Load -1.19 12.86 -NA- I Seismic -23.8 50.41 -NA- Wind -12.1 34. 91 -NA- I Nodal Results Node Load Case OX OY RZ I/'X l"Y HZ 1 in in deg K K K-ft Nl Dead Load 0.00 0.00 0.00 0.61 2.95 -NA- LRFD M-l 0.00 0.00 0.00 0.85 4.13 -NP.- 1 LRFD A4-2a 0.00 0.00 0.00 2.64 10.33 -NA- LRFD M-3a 0.00 0.00 0.00 1. 32 5.66 -NA- N LRFD M-3b 0.00 0.00 0.00 0.73 3.54 -NA- LRFD A4-5a 0.00 0.00 0.00 -22.9 -44.3 -NA- I LRFD A4-5b 0.00 0.00 0.00 25.59 55.63 -NA- LRFD M-6a 0.00 0.00 0.00 0.54 2.65 -NA- Li ve Load 0.00 0.00 0.00 1.19 4.25 -NA- '. Seismic 0.00 0.00 0.00 -24.2 -49.9 -NA- J n Wind 0.00 0.00 0.00 -12.1 -34.8 -NA- I N2 Dead Load 0.00 0.00 0.00 0.00 1.27 -NA- n LRFD M-1 0.00 0.00 0.00 0.00 1. 78 -NA- I -2- 1 Node Load CaB. . OX DY .:RZ P'X FY MZ in in '!eg .l( l( l(-~t 1 LRFD 1\4-2. 0.00 0.00 0.00 0.00 5.29 -NA- , LRFD A4-3a 0.00 0.00 0.00 0.00 2.70 -NA- " LRFD 1\4-3b 0.00 0.00 0.00 0.00 1. 53 'NA- LRFD 1\4'5a 0.00 0.00 0.00 0.00 2.27 -NA- I LRFD 1\4-5b 0.00 0.00 0.00 0.00 3.14 -NA' LRFD 1\4-6a 0.00 0.00 0.00 0.00 1.15 -NA- Live Load 0.00 0.00 0.00 0.00 2.35 -NA- Seismic 0.00 0.00 0.00 0.00 -0.44 -NA' I Wind 0.00 0.00 0.00 0.00 -0.08 -NA' N3 Dead Load 0.00 0.00 0.00 -0.61 2.95 -NA- LRFD 1\4-1 0.00 0.00 0.00 -0.85 4.13 -NA- LRFO 1\4-2a 0.00 0.00 0.00 -2.64 24.11 -NA- 1 LRFO 1\4-3a 0.00 0.00 0.00 -1. 32 9.97 -NA- LRFO 1\4-3b 0.00 0.00 0.00 -0.73 3.54 -NA- LRFD A4 - 5a 0.00 0.00 0.00 -25.1 60.37 -NA' LRFO 1\4-5b 0.00 0.00 0.00 22.51 -40.4 -NA' 1 LRFO 1\4-6a 0.00 0.00 0.00 -0.54 2.65 -NA- Live Load 0.00 0.00 0.00 -1.19 12.86 -NA- n Seismic 0.00 0.00 0.00 -23.8 50.41 -NA- Wind 0.00 0.00 0.00 -12.1 34.91 -NA- 1 N4 Dead Load -0.00 -0.00 -0.00 -NA- -NA- -NA- LRFO 1\4-1 -0.00 -0.00 -0.00 -NA- -NA- -NA- n LRFO 1\4-2a 0.00 -0.01 -0.01 -NA- -NA- -NA- LRFO 1\4-3a -0.00 -0.01 -0.00 -NA- -NA- -NA- I LRFO 1\4-3b -0.00 -0.00 -0.00 -NA- -NA- -NA- LRFO 1\4-5a 0.12 0.02 -0.03 -NA- -NA- -NA' LRFO 1\4-5b -0.12 -0.03 0.03 -NA- -NA- -NA- LRFO 1\4-6a -0.00 -0.00 -0.00 -NA- -NA- -NA- 1 Live Load 0.00 -0.00 -0.00 -NA- -NA- -NA- Seismic 0.12 0.02 -0.03 -NA- -NA- -NA- " Wind 0.06 0.02 -0.04 -NA- -NA- -NA- N5 Dead Load 0.00 -0.00 0.00 -NA- -NA- -NA- 1 ) " LRFD 1\4-1 0.00 -0.00 0.00 -NA- -NA- -NA- LRFO 1\4-2a 0.00 -0.01 -0.01 -NA- -NA- -NA- " LRFD 1\4-3a 0.00 -0.00 -0.00 -NA- -NA- -NA- LRFO 1\4-3b 0.00 -0.00 0.00 -rA- -NA- -NA- 1 LRFD A4 - Sa 0.10 -0.00 -0.04 ~NA- -NA- -NA- LRFO 1\4 - 5b -0.10 -0.00 0.03 -NA- -NA- -NA- " LRFO 1\4-6a 0.00 -0.00 0.06 -NA- -NA- -NA- Live Load 0.00 -0.00 -0.00 -NA- -NA- -NA- I Seismic 0.10 0.00 -0.03 -NA- -NA- -NA- Wind 0.05 0.00 -'0.04 -NA- -NA- -NA- N6 Dead Load 0.00 -0.00 0.00 -NA- -NA- -NA- LRFO 1\4-1 0.00 -0.00 0.00 -NA- -NA- -NA- 1 " LRFD 1\4-2a -0.00 -0.03 -0.01 -NA- -NA- -NA- LRFD 1\4'3a 0.00 -0.01 -0.00 -NA- -NA- -NA- " LRFD 1\4-3b 0.00 -0.00 0.00 -NA- -NA- -NA- LRFO 1\4-5a 0.10 -0.03 -0.03 -NA- -NA- -NA- I LRFD 1\4 - 5b -0.10 0.01 0.03 -NA- -NA- -NA- LRFO 1\4 - 6a 0.00 -0.00 0.00 -NA- -NA- -NA- Live Load -0.00 -0.02 -0.00 -NA- -NA- -NA- 1 Seismic 0.10 -0.02 -0.03 -NA- -NA- -NA- Wind 0.05 -0.03 -0.03 -NA- -NA- -NA- N7 Dead Load 0.00 -0.00 -0.00 -NA- -NA- -NA- " LRFD A4-1 0.00 -0.01 -0.00 -NA- -NA- -NA- 1 LRFD 1\4-2a 0.02 -0.01 -0.01 -NA- -NA- -NA- " LRFD 1\4-3a 0.01 -0.01 -0.00 -NA- -NA- -NA- LRFD 1\4-3b 0.00 -0.00 -0.00 -NA- -NA- -NA- LRFD 1\4-5a 0.23 0.01 -0.03 -NA- -NA- -NA.- I LRFO 1\4-5b -0.22 -0.03 0.03 -NA- -NA- -NA.- " LRFD 1\4 - 6a 0.00 -0.00 -0.00 -NA- -NA- -NA- Live Load 0.01 -0.01 -0.00 -NA- 'NA- -NA- ) " Seismic 0.23 0.02 -0.03 -NA- -NA.- -NA- Wind 0.18 0.02 -0.04 -NA- -NA- 'NA.- I N8 Dead Load 0.00 -0.00 0.00 -NA- -NA- -NA- LRFD 1\4,1 0.00 -0.00 0.00 -NA- -NA' -NA- - 3- I 1 Node I " 'J I " 1 " N9 I I I :~ . Load Case OX Dr RZ FX rr MZ in in del1 l{ l{ l{-~t LRFD A4-2a 0.02 -0.02 -0.01 -NA- -NA- 'NA- LRFD A4-3a 0.01 -0.01 -0.00 -NA- -NA- -NA- LRFD A4-3b 0.00 -0.00 0.00 -NA- -,NA- -NA- LRFD A4-5a 0.22 -0.01 -0.04 -NA- -NA- 'NA- LRFD A4-5b -0.21 -0.01 0.03 -NA- -NA- -NA- LRFO A4 - 6a 0.00 -0.00 0.00 -NA- 'NA- -NA- Live Load 0.01 -0.01 -0.00 -NA- 'NA- -NA- Seismic 0.22 0.00 -0.03 -NA- -NA- -NA- Wind 0.17 0.00 -0.04 -NA- -NA- -NA- Dead Load 0.00 -0.00 0.00 -NA- -NA- -NA- LRFD A4-1 0.00 -0.01 0.00 -NA- -NA- -NA- LRFD A4-2a 0.02 -0.05 -0.01 -NA- -NA- -NA- LRFD A4-3a 0.01 -0.02 -0.00 -NA- -NA- -NA- LRFD A4-3b 0.00 -0.00 0.00 -NA- -NA- -NA- LRFD A4 - Sa 0.22 -0.04 -0.03 -NA- -NA- -NA- LRFD M-5b -0.21 0.00 0.03 -NA- -NA- -NA- LRFD A4-6a 0.00 -0.00 0.00 -NA- -NA- -NA- Live Load 0.01 -0.03 -0.00 -NA- -NA- -NA- Seismic 0.22 -0,02 -0.03 -NA- -NA- -NA- Wind 0.17 -0.03 -0.03 -NA- -NA- -NA- 1 Design Member Results Design Load Cases 1 Strength 10 Number 1 2 3 4 5 6 7 8 9 10 11 I ) I Servic? 10 Number 1 2 3 4 Load Case Name Live Load Seismic Dead Load Wind LRFD M-1 LRFD'M-2a LRFD M-3a LRFD A4-3b LRFD M-5a LRFD M-5b LRFD M-6a 1 AJ:SC-LRP'D Steel D8Si.gn _r Report Design Group: Braces, Designed As: BSS4:K4x. 375 SIZE CONSTRAINTS: Depth is unconstrained. Width is unconstrained. BRACING .l.1;"'..:v.u&TION: Lateral bracing at top flange (+y): Lateral bracing at bottom flange (-y): Strong axis bracing (parallel to y): I 1 Pattern c Unbraced Pattern = Unbraced Pattern = Unbraced Inflection points are not used as brace points. DEFLECTION LIMITS: No absolute deflection limit. No span ,ratio deflection limit. Weak deflections not checked. STEEL PARAMETERS: Fy = 46.00Ksi' 1 I I FRAME .utvzuo..TION: Sidesway frame for strong axis Effective length factors: Kz E Specified moment magnification i RSS4x4x. 375 .Ut vna..JATION: . A = 4.78 in^2; d ~ 0.33, bf = 0.23, bending. 1.00. Ky c 1.00 Ic.':tor, B = 1.00 I I .tf 0.03, tw 0.03 ft -4- 1 1 ] - ] 0.30, ,1 - )7.~O in^4; rz - 0.] 2, ry - 0.12 ft z = 6.39 in^3, q,Mpz = 22.05, q,Mpy = 22.05 K-fl rO - 0.17 ft; H - 1. 00 .J Extreme Checks Only Axial Check: Member Load Off..t Pu KL/r 1..c A.e Q Fer +Pn Code Unity Name Case . ft K l(si K Raf. Cheok M6 1 0.00 -2.09 125.40 1. 59 0.07 1. 00 15.96 64.85 E2-3 0.03 M6 2 0.00 42.55 125.40 -1. 00 -1. 00 1. 00 46.00 186.90 D1-1 0.23 M6 4 0.00 21. 38 125.40 -1. 00 '1. 00 1. 00 46.00 186.90 D1-1 0.11 M7 1 0.00 -2.09 125.40 1. 59 0.07 1. 00 15.96 64.85 E2-3 0.03 M7 2 0.00 -41. 77 125.40 1. 59 0.07 1. 00 15.96 64.85 E2-3 0.64 M7 4 0.00 -21.23 125.40 1. 59 0.07 1. 00 15.96 64.85 E2-3 1 1 1 I I 0.33 Combined Stresses Check: Member Load Offset. Pu Muz +Pn +Mnz Code Unity Name Case # ft K K-ft K K-ft., Ref. Check M6 3 7.67 -1.06 0.27 64.85 22.05 H1-1b 0.02 M6 5 7.67 -1. 49 0.38 64.85 22.05 H1-1b 0.03 M6 6 7.67 -4.62 0.33 64.85 22.05 H1-1b 0.05 M6 7 7.67 -2.32 0,33 64.85 22.05 H1-1b 0.03 M6 8 7.67 -1. 27 0.33 64.85 22.05 H1-1b 0.02 M6 9 7.67 40.23 0.33 186.90 22.05 Hl-la 0.23 M6 10 7.67 -44.87 0.33 64.85 22.05 H1-1a 0.71 M6 11 .7.67 .-0.96 0.25 64.85 22.05, H1-1b 0.02 M7 3 7.67 -1. 06 0.27 64.85 22.05 H1-1b 0.02 M7 5 7.67 -1. 49 0.38 64.85 22.05 H1-1b 0.03 M7 6 7.67 -4.62 0.33 64.85 22.05 H1-1b 0.05 M7 7 7.67 -2.32 0.33 64.85 22.05 Hl-1b 0.03 M7 8 7.67 -1. 27 0.33 64.85 22.05 H1-1b 0.02 M7 9 7.67 -44.09 0:33 64:85 22.05 H1-1a 0.69 M7 10 7.67 39.46 0.33 186.90 22.05 H1-1a 0.22 M7 11 7.67 -0.96 0.25 64.85 22.05 H1-1b 0.02 aIn deflection checks, load case #'5 refer to serviceability cases. AISC-LRFD Steel Design Member Report Design Group: Beams, Designed As: Wl2x22 1 1 I ) I 1 I SIZE CONSTRAINTS: Depth is unconstrained. Width is unconstrained. BRACING INFORMATION: Lateral bracing at top flange (+y): Lateral bracing at bottom flange (-y): Strong axis bracing (parallel to y) : Pattern = Continuous Pattern = Unbraced Pattern = Unbraced I 1 Inflection points are not used as brace points. DEFLECTrON LrMrTS: No absolute deflection limit. No span ratio deflection limit. Weak deflections not checked. STEEL PARAMETERS: Fy ~ 50. OOKsi 1 I FRAME l..~..: ...........t".TION: Sidesway frame for strong axis Effective length factors: Kz = '. Specified moment magnification ) Wl2x22 .M v~M.TrON: A = 6.48 in^2; d - 1.03, bf - 0.34, tf Iz - 156.00, Iy = 4.66, J - 0.29 in^4; bending, 1. 00, Ky - 1. 00 factor, B = 1.00 I 0.04, tw = 0.02 ft rz = 0.41, ry = 0.07 ft I ,5- '.' 1 z- ' 29.30, Zy = 3.66 in"J, +Mp< = 109.87, +Mpy . 12.99 K-ft " - 1 rT ~ 0.08, rO E. 0.4] ft; IJ = ].00 Extrema Check. Only ) Axial Check: Member Load Offset Pu !<:J.ir 1..c A. Q Per +Pn Cod" 1 Unity N...... Cage . ~t Ie Ied Ie Ref. Check M11 2 0.00 -16.30 21.40 0.28 1.03 1. 00 31. 95 ]75.96 AE3-2 I 0.09 M11 4 0.00 -]8.20 21.40 0.28 1. 03 1. 00 31. 95 1.75.96 AE3-2 0.10 M4 2 0.00 -39.67 21. 40 0.28 1. 03 1. 00 31. 95 175.96 AE3-2 1 0.23 M4 4 0.00 -15.15 21.40 0.28 1.03 1. 00 31. 95 175.96 AE3-2 0.09 M5 2 0.00 8.43 21.40 - 1. 00 -1. 00 1. 00 50.00 275.40 01-1 1 0.03 M5 4 0.00 9.15 21.40 -1. 00 -1. 00 1. 00 50.00 275.40 D1-1 0.03 Flexure Check (Strong Bending) : 1 Member Load Offset Muz Lu Cb +tomz Code Unity N...... Case . ~t 1C-~t ~t K-~t Ref. Check M11 1 4.38 3.06 0.00 1. 00 109.87 Fl-1 0.03 M11 3 4.38 0.79 0.00 1. 00 109.87 Fl-1 0.01 I M11 5 4.38 1.10 0.00 1. 00 109.87 Fl-1 0.01 M11 6 4.38 5.84 0.00 1. 00 109.87 Fl-1 0.05 M11 7 4.38 2.47 0.00 1. 00 109.87 Fl-1 0.02 M11 8 4.38 0.94 0.00 1.00 109.87 Fl-1 0.01 1 M11 11 4.38 0.71 0.00 1. 00 109.87 Fl-1 0.01 M12 1 4.38 3.06 0.00 1. 00 109.87 F1-1 0.03 M12 3 4.38 0.79 0.00 1. 00 109.87 Fl-1 0.01 M12 5 4.38 1.10 0.00 1. 00 109.87 Fl-1 0.01 1 ) M12 6 4.38 5.84 0,00 1. 00 109.87 Fl-1 0.05 M12 7 4.38 2.47 0.00 1. 00 109.87 Fl-1 0.02 M12 8 4.38 0.94 0.00 1. 00 109.87 Fl-1 0.01 M12 9 4.38 2.47 0.00 1.00 109.87 Fl-1 0.02 I M12 10 4.38 2.47 0:00 1. 00 109.87 Fl-1 0.02 M12 11 4.38 0.71 0.00 1. 00 109.87 Fl-1 0.01 Shear Check (Strong Axis) : Member Load O~~s.t Vuy -h/tw ""'y Code Unit.y 1 Name Case . ft K K Ref. Check M11 1 0.00 1. 40 40.23 86.42 F2-1 0.02 M11 5 0.00 0.50 40.23 86.42 F2-1 0.01 M11 6 0.00 2.67 40.23 86,42 F2-1 0.03 I M11 7 0.00 1.13 40.23 86.42 F2-1 0.01 M11 9 0.00 1.13 40.23 86.42 F2-1 0.01 M11 10 0.00 1.13 40.23 86.42 F2-1 0.01 M12 1 0.00 1. 40 40.23 86.42 F2-1 0.02 1 M12 5 0.00 0.50 40.23 86.42 F2-1 0.01 M12 6 0.00 2.67 40.23 86.42 F2-1 0.03 M12 7 0.00 1.13 40.23 86.42 F2-1 0.01 M12 9 0.00 1.13 40.23 86.42 F2-1 0.01 1 M12 10 0.00 1.13 40.23 86.42 F2-1 0.01 M4 1 0.00 1. 31 40.23 86.42 F2-1 0.02 M4 3 0.00 0.88 40.23 86.42 F2-1 0.01 M4 5 0.00 1. 24 40.23 86.42 F2-1 0.01 I M4 6 0.00 3.16 40.23 86.42 F2-1 0.04 M4 7 0.00 1.72 40.23 86.42 F2-1 0.02 M4 8 0.00 1. 06 40.23 86.42 F2-1 0.01 M4 9 0.00 1.72 40.23 86.42 F2-1 0.02 I M4 10 0.00 1.72 40.23 86.42 F2-1 0.02 M4 11 0.00 0.80 40.23 86.42 F2-1 0.01 ) M5 1 0.00 1. 31 40.23 86.42 F2-1 0.02 M5 3 0.00 0.88 40.23 86.42 F2-1 0.01 I M5 5 0.00 1. 24 40.23 86.42 F2-1 0.01 M5 6 0.00 3.16 40.23 86.42 F2-1 0.04 - 6- I Mo 7 0.00 ].72 40.23 86.42 F2-] 0.02 Mo 8 0..00 1. 06 40.23 86.42 F2-] 0.0] M5 9 0.00 1. 72 40.23 86.42 i2-] 0.02 Mo ]0 0.00 1. 72 40.23 86.42 F2-] 0.02 ) Combi.ned M5 ]] 0.00 0.80 40.23 86.42 F2-1 0.01 Stresses Check: _r Load O:tt'lIet Pu leur +Pn +Mnr Codo Unity Name Case . ft K K-ft K K-ft R8f. Check MlJ 9 4.38 -]6.30 2.47 175.96 ]09.87 H]-lb 0.07 MlJ 10 4.38 16.30 2.47 275.40 109.87 H1-1b 0.05 M4 1 4.38 -0.10 2.87 17 5.96 109.87 H1-1b 0.03 M4 3 4.38 0.10 1. 93 275.40 109.87 Hl-lb 0.02 M4 5 4.38 0.14 2.71 275.40 109.87 H1-1b 0.02 M4 6 4.38 -0.03 6.91 175.96 109.87 H1'lb 0.06 M4 7 4.38 0.07 3.76 275.40 109.87 H1-1b 0.03 M4 8 4.38 0.12 2.32 275.40 109.87 H1-]b 0.02 M4 9 4.38 -39.59 3.76 17 5.96 109.87 Hl-la 0.26 M4 10 4.38 39.74 3.76 275.40 109.87, H1-]b o .lJ M4 11 4.38 0.09 1. 74 275.40 109.87 H1-1b 0.02 M5 1 4.38 -0.10 2.87 17 5.96 109.87 H1-1b 0.03 M5 3 4.38 0.10 1. 93 275.40 109.87 H1-1b 0.02 M5 5 4.38 0.14 2.71 275.40 109.87 H1-1b 0.02 M5 6 4.38 -0.03 6.91 175.96 109.87 H1-1b 0.06 M5 7 4.38 0.07 3.76 275.40 109.87 H1-1b 0.03 M5 8 4.38 0.12 2.32 275.40 109.87 H1-1b 0.02 M5 9 4.38 8.51 3,.76 275.40 109.87 H1-1b 0.05 M5 10 4.38 -8.36 3.76 175.96 109.87 H1-1b 0.06 M5 11 4.38 0.09 1. 74 275.40 109.87 H1-1b 0.02 BIn deflection checks, load case *'9 refer to serviceability cases. AISC-LRFD Steel Design Member Report Desiqn Group: Columns, Designed As: HSS5.5x5.5x.1875 I I I I I I I I I I SIZE CONSTRAINTS: Depth is unconstrained. ') Width is unconstrained. BRACING INFORMATION: Lateral bracing at top flange (+y): Lateral bracing at bottom flange (-y): Strong axis bracing (parallel to y): Pattern = Unbraeed Pattern = Unbraced Pattern = Unbraced 1 I Inflection points are not used as brace points. DEFLECTION LIMITS: No absolute deflection limit. No span ratio deflection limit. Weak deflections not checked. STEEL PARAMETERS: Fy = 46.00Ksi I o FRAME .l.1.'u:-v1'Y.oJATION: Sidesway frame for strong axis bending. Effective length factors: Kz ~ 1.00, Ky = 1.00 Specified moment magnification factor, B = 1.00 RSS5.5x5.5x.1875 ......,.o:'..............lATION: ~ 3.63 in^2; d ~ 0.46, bf ~ 0.46, tf 0.01, tw 0.01 ft I ~ 17.00, J ~ 26.70 in^4; rz - 0.18, ry - 0.18 ft Z - 7,19 in^3, ~Mpz - 24.81, ~Mpy - 24.81 K-ft rO - 0.25 ft; H ~ 1,00 Extreme Checks Only Axial Ch"ck: Member Load Offset Pu F:I../r 1..c ^" o D D Unity Name Case # ft K Check ) 0.02 M1 1 D Ml 2 O.E M1 3 D 69.87 1. 00 0.89 0.00 -2.53 0.07 69.87 -1.00 0.00 15.02 -1. 00 1. 00 0.00 69.87 0.89 -7- -1. 95 0.07 1. 00 Q +Pn Code Fer Ksi K Ref. 33.12 102.21 E2-2 46.00 141.93 D1-1 33.12 102.21 E2-2 I 0.02 I 0.12 -') O. 03 0.06 o 0.04 o 0.02 0.08 o 0.18 0.02 I 0.10 0.01 o 0.01 0.17 I 0.06 0.01 I 0.06 0.06 o ') O. 01 0.02 o 0.01 0.02 I 0.05 0.03 n 0.01 0.02 I 0.03 0.01 I 0.11 0.16 1 0.02 0.17 1 0.03 )0.20 I 0.08 1 M1 M1 M1 M1 M1 M1 M1 M1 MlO M10 Ml0 M10 M10 M10 M10 M10 M10 M2 M2 M2 M2 M2 M2 M2 M2 M2 M3 M3 M3 M3 M3 M3 M3 M3 4 0.00 5 0.00 6 0.00 7 0.00 8 0.00 9 12.60 10 17 .26 -2.73 -6.39 -3.61 -2.34 11. 60 11 0.00 0.00 -18.62 -1. 76 1 0.00 3 16.70 5 16.70 16.70 -13.33 -4.63 6 7 16.70 8 16.70 9 16.70 10 16.70 11 16.70 1 0.00 3 0.00 5 0,00 6 0.00 7 0.00 8 0.00 9 0.00 10 0.00 11 0.00 0.00 -11.14 -1.15 1 2 -7.91 -0.57 -0.79 -0.68 -4.63 -4,63 -0.51 -2.35 -1.27 -1. 78 -5.29 -2.70 -1. 53 -2.27 -3.14 0.00 -16.09 3 0.00 -1.95 4 0.00 -17.47 5 0.00 -2.73 6 7 0.00 0.00 -20.17 -7.91 8 0.00 -2.34 69.87 69.87 69.87 69.87 69.87 69.87 69.87 69.87 92.60 92.60 92.60 92.60 92.60 92.60 92.60 92.60 92.60 69.87 69.87 69.87 69.87 69.87 69.87 69.87 69.87 69.87 69.87 69.87 69.87 69.87 69.87 69.87 69.87 69.87 -1. 00 0.89 0.89 0.89 0.89 -1. 00 0.89 0.89 1.17 1.17 1.17 1.17 1.17 1.17 1.17 1.17 1.17 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 - 8- -1. 00 0.07 0.07 0.07 0.07 -1. 00 0.07 0.07 0.07 0.07 0,07 0.07, 0.07 0.07' 0.07 0.07 0.07 0.07 0.07" 0.07 0.07 0.07: 0.07 0.07 ' 0.07 0,07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1.00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1.00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 .1. 00 1. 00 46.00 141.93 33.12 102.21 33.12 J02.21 33.12 102.21 33.12 102.21 46.00 141.93 33.12 102.21 33.12 102.21 25.84 79.72 25.84 79.72 25.84 79.72 25.84 79.72 25.84 79.72 25.84 79.72 25.84 79.72 25.84 79.72 25.84 79.72 33.12 102.21 33.12 102.21 33.12 102.21 33.12 102.21 33.12 102.21 33.12 102.21 33.12 102.21 33.12 102.21 33.12 102.21 33.12 102.21 33.12 102.21 33.12 102.21 33.12 102.21 33.12 102.21 33.12 102.21 33.12 102.21 33.12 102.21 DJ -J E2-2 E2-2 E2-2 E2-2 01-1 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2'2 E2-2 E2-2 I 0.02 M3 9 M3 ]2.60 0.00 -24.0] 8.37 I 0.23 ]0 ') 0.06 0.02 0.00 M3 11 I M8 ] 0.00 0.02 M8 3 ]6.70 1 0.0] M8 5 16.70 0.01 M8 6 ]6.70 1 0.04 M8 7 16.70 0.02 M8 8 16.70 1 0.01 M8 9 16.70 0.02 M8 10 .]6.70 I 0.02 M8 11 16.70 0.01 M9 1 0.00 I 0.04 M9 2 0.00 0.01 M9 3 ]6.70 I 0.01 M9 5 16.70 0.0] M9 6 16.70 I ) 0.08 0.03 M9 7 16.70 M9 8 16.70 1 0.01 M9 9 16.70 0.02 M9 10 ]6.70 1 0.05 M9 11 16.70 -].76 -1.40 -0.57 -0.79 -2.92 -1. 38 -0.68 -1.38 -1. 38 -0.5] -3.17 1. 08 -0.84 -1.18 -6.08 -2.59 -1.0] -1.52 -3.67 -0.76 69.87 0.89 0.07 -1.00 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 -1. 00 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 I. 00 ].00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 .1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1 0.01 aIn deflection checks, load case tIs refer to serviceability cases. AISC-LRFD Steel Deaign Member Report Design Group: Second Story Braces I Designed As: HSS4x4x.375 69.87 -1.00 69.87 0.89 92.60 1.17 92.60 1.17 92.60 1.17 92.60 1.17 92.60 1.17 92.60 1.17 92.60 .] .17 92.60 1.17 92.60 1.17 92.60 1.] 7 92.60 -1.00 92.60 1.17 92.60 1.17 92.60 1.17 92.60 1.17 92.60 1.17 92,60 1.17 92.60 1.17 92.60 1.17 SIZE CONSTRAINTS: Depth is unconstrained. Width is unconstrained. BRACING INFORMATION: Lateral bracing at top flange (+y): Lateral bracing at bottom flange (-y): Strong axis bracing (parallel to y) : I I Pattern = Unbraced Pattern = Unbraced Pattern = Unbracect Inflection points are not used as brace points. DEFLECTION LIMITS: No absolute deflection limit. No span ratio deflection limit. Weak deflections not checked. STEEL PARAMETERS: Fy ~ 46.00Ksi 1 1 ) FRAME ....u:vN..:ATION: I Sidesway frame for strong axis bending. Effective length factor~: Kz = 1.00, Ky 1.00 1 - 9- 46,00 33.]2 ]02.21 ] 41. 93 33.12 20.84 25.84 20.84 20.84 25.84 20,84 20.84 25.84 25.84 25.84 102.21 79.72 79.72 79.72 79.72 79.72 79.72 79.72 79.72 79.72 79.72 46.00 141. 93 79.72 25.84 25.84 25.84 25.84 25.84 25.84 25.84 25.84 79.72 79.72 79.72 79.72 79.72 79.72 79.72 E2-2 0]-] E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 01-] E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 I .. ~ ~ Specified moment magnification factor, B - 1.00 HSS4x4x. 375 ..~_~.....t\I.,JATION: I A - 4.78 in^2; d - 0.33, bf ~ 0.33, tf ~ 0.03, tw ~ 0.03 ft 1 c 10.30, J ~ 17.50 in^4; rz ~ 0.12, ry" 0.12 It ~ Z" 6.39 in^3, ~Mpz - 22.05, ~Mpy - 22.05 K-ft 1 . rO " 0.17 ft; H - 1. DO Extrema Checks Only Axial Check: _r 1 I 1 1 I I I ) 1 1 1 1 1 I I I) I Load Offset. 0.46 Combined Stresses Cheok: Member Load Offset Pu Na.me Case' ft K M13 3 9.43 -0.22 M13 5 9.43 -0.31 M13 6 9.43 0.07 M13 7 9.43 -0.16 M13 8 9.43 -0.26 M13 9 9.43 16.79 M13 10 9.43 -17.11 M13 11 9.43 -0.20 M14 3 9.43 -0.22 M14 5 9.43 -0.31 M14 6 9.43 0.07 M14 7 9.43 -0.16 M14 8 9.43 -0.26 M14 9 9.43 -18.33 M14 10 9.43 18.01 M14 11 9.43 -0.20 aIn deflection checks, load case #'s Po ra./r Muz K-ft -0.34 -0.47 -0.40 -0.40 -0.40 -0.40 -0.40 -0.30 0.34 0.47 0.40 0.40 0.40 0.40 0.40 0:30 refer to 1..0 ~Pn +om. K K-ft 42.93 22.05 42.93 22.05 186.90 22.05 42.93 22.05 42.93 22.05 186.90 22.05. 42.9322.05 42.93 22.05 42.93 22.05 42.93 22.05. 186.90 22.05 42.9322.05 42.93 22.05 42.93 22.05 186.90 22.05 42.93 22.05 serviceability cases. -10- ... Q For +Pn Code Xs:J. K Ret. 1. 00 46.00 186.90 D1-1 1. 00 46.00 186.90 D1-1 1.00 10.57 42.93 E2-3 1. 00 10.57 42.93 E2-3 Code Unity Ret. Cheok H1-1b 0.02 H1-1b 0.02 H1-1b 0.02 H1-1b 0.02 H1-1b 0.02 H1-1b 0.06 Hl-la 0.41 H1-1b 0.02 H1-1b 0.02 H1-1b 0.02 Hl-1b 0.02 Hl-1b 0.02 H1-1b 0.02 H1-1a 0.44 H1-1b 0.07 Hl-1b 0.02 I t) r- t..\'<; 't.<; 2 Co, Ie ( LONlo I t W12x22 W12x22 I - .,.. Uo., - ~ I I ~ ~ ~ " " " 11. 11, 11, ~- w. W' V>" V>" V>: V> V> V> :r :r :r I I W12x22 Wl2x22 '" u< I I ~ ~ ~ " x " 11 w w XO Xe w_ W. ~. V>. V>" V>" V>" V> V> :r :r :r I t I ..... v .....' I if /l~ 1:!-'2.-7 ~'5$' I I I I I t I I 1 _r h(le) Vy(le) tulle) ~o max(lc) te mi.n (le) K K K-n Kai Kai 1 M9 2.941 21 O.OO( 2) 0.001 4) 0.301 2) 0.30 ( 2) ):12 O.OO( 9) 4.061 6) 13.501 6) 6.39( 6) 0.001 9) I 13 16.96( 4) o .14 I 5) 0.001 5) 4.67 ( 9) 3.94 I 4) Nodal Reactions I Node Load CAe. I'X J!'Y HZ K l( l(-:tt I Nl Dead Load 0.81 5.44 -NA- LRFD M-l 1.13 7.61 -NA- LRFD M-2a 4.71 104.3 -NA- LRFD M - 3a 2.14 37.09 -NA- I " LRFD M-3b 0.97 6.53 -NA- LRFD M-5a -22.0 3.89 -NA- LRFD M-5b 26.34 70.28 -NA- LRFD M-6a 0.73 4.89 -NA- 1 " Live Load 2.34 61.12 -NA- Seismic -24.2 -33.1 -NA- Wind -14.4 -26.9 -NA- N2 Dead Load 0.00 5.54 -NA- 1 LRFD M-1 0.00 7.76 -NA- LRFD M-2a 0.00 31. 33 -NA- " LRFD M-3a 0.00 14.36 -NA- LRFD M-3b 0.00 6.65 -NA- I " LRFD M-5a 0.00 12.08 -NA- LRFD M-5b 0.00 16.64 -NA- LRFD M-6a 0.00 4.99 -NA- Live Load 0.00 15.43 -NA- I " Seismic 0.00 -2.28 -NA- )N; Wind 0.00 -0.55 -NA- Dead Load -0.81 5.44 -NA- LRFD M-1 -1.13 7.61 -NA- I " LRFD M-2a -4. 71 104,3 -NA- LRFD M-3a -2.14 37.09 -NA- " LRFD M-3b -0.97 6.53 -NA- LRFD M-5a -25.6 72.56 -NA- I " LRFD A4-5b 21. 36 1. 61 -NA- " LRFD M-6a -0.73 4. 89 -NA- Live Load -2.34 61.12 -NA- I Seismic -23.5 35.48 -NA- Wind -14.2 27.49 -NA- I Nodal Results Node Load Case DX DY RZ l"X J!'Y HZ in in deg K l( l(-:tt I N1 Dead Load 0.00 0.00 0.00 0.81 5.44 -NA- LRFD M-1 0.00 0.00 0.00 1.13 7.61 -NA- " LRFD M-2a 0.00 -0.00 0.00 4.71 104.3 -NA- I LRFD M-3a 0.00 0.00 0.00 2.14 37.09 -NA- LRFD M-3b 0.00 0.00 0.00 0.97 6.53 -NA- LRFD M-5a 0.00 0.00 0.00 -22.0 3.89 -NA- LRFD M-5b 0.00 0.00 0.00 26.34 70.28 -NA- I LRFD M-6a 0.00 0.00 0.00 0.73 4.89 -NA- Live Load 0.00 0.00 0.00 2.34 61.12 -NA- Seismic 0.00 0.00 0.00 -24.2 -33.1 -NA- I )N; Wind 0.00 0.00 0.00 -14.4 -26.9 -NA- Dead Load 0.00 0.00 0.00 0.00 5.54 -NA- LRFD M-1 0.00 0.00 0.00 0.00 7.76 -NA- LRFD M-2a 0.00 0,00 0.00 0.00 31.33 -NA- I - 2- I rT - 0.06, . rO - 0.41 ft; H - 1. 00 'I Extreme Checks Only Axial Cheek: )unitY Member Load Offset Pu KL/r A.e ^" Q Fer +Pn Code :1 I N..... Case Et K Ksi K Ref. Cheak M11 2 0.00 -16.70 32.53 0.43 1. 26 1. 00 25.63 142.26 AE3-2 0.13 :1 M11 4 0.00 -21. 70 32.53 0.43 1.26 1. 00 25.63 142.26 AE3-2 0.15 M4 2 0.00 -37.16 32.53 0.43 1. 26 1. 00 25.63 142.26 AE3-2 0.26 1 M4 4 0.00 -17.57 32.53 0.43 1. 26' 1. 00 25.83 142.28 AE3-2 0.12 M5 2 0.00 10.52 32.53 -1. 00 -1. 00 1. 00 50.00 275.40 01-1 0.04 il M5 4 0.00 11.13 32.53 -1.00 -1.00, 1. 00 50.00 275.40 01-1 0.04 I Flexure Check (S trong Bending) : II Member Load Offset. Muz Lu Cb +Hnz Code Unity N..... Case . ft K-ft ft K-ft Ref. Check Mll 1 6.65 7.08 0.00 1. 00 109.67 Fl-1 0.06 M11 3 6.65 1. 81 0.00 1. 00 109.67 Fl-1 0.02 M11 5 6.65 2.54 0.00 1. 00 109.87 Fl-1 0.02 I M11 6 6.65 13.50 0.00 1. 00 109.87 Fl-1 0.12 M11 7 6.65 5.71 0.00 1. 00 109.87 Fl-1 0.05 M11 6 6.65 2.16 0.00 1. 00 109.87 Fl-l 0.02 M11 11 6.65 1. 63 0.00 1. 00 109.87 Fl-1 0.01 I M12 1 6.65 7.06 0.00 1. 00 109.87 Fl-1 0.06 M12 3 6.65 1. 81 0.00 1. 00 109.67 Fl-1 0.02 M12 5 6.65 2.54 0.00 1. 00 109.67 F1-1 0.02 M12 6 6.65 13.50 0.00 1.00 109.87 Fl-1 0.12 I ) M12 7 6.65 5.71 0.00 1.00 109.67 Fl-1 0.05 M12 6 6.65 2.16 0.00 1. 00 109.67 Fl-1 0.02 M12 9 6.65 5.71 0.00 1. 00 109.67 Fl-1 0.05 I M12 10 6.65 5.71 0.00 1. 00 109.87 Fl-1 0.05 M12 11 6.65 1. 63 0.00 1. 00 109.87 Fl-1 0.01 Shear Check (Strong Axis) : Member Load Offset Vuy -hIt" +Vny Code Unity I N_ Case I ft K K Ref. Check M11 1 0.00 2.13 40.23 86.42 F2-1 0.02 M11 3 0.00 0.55 40.23 86.42 F2-1 0.01 M11 5 0.00 0.76 40.23 86.42 F2-1 0.01 il M11 6 0.00 4.06 40.23 86.42 F2-1 0.05 M11 7 0.00 1.72 40.23 86.42 F2-1 0.02 Mll 8 0.00 0.65 40.23 86.42 F2-1 0.01 M11 9 0.00 1.72 40.23 66.42 F2-1 0.02 I M11 10 0.00 1.72 40.23 66.42 F2-1 0.02 M11 11 0.00 0.49 40.23 86.42 F2-1 0.01 M12 1 0.00 2.13 40.23 86.42 F2-1 0.02 M12 3 0.00 0.55 40.23 86.42 F2-1 0.01 I M12 5 0.00 0.76 40.23 66.42 F2-1 0.01 M12 6 0.00 4.06 40.23 66.42 F2-1 0.05 M12 7 0.00 1.72 40.23 86.42 F2-1 0.02 M12 6 0.00 0.65 40.23 86.42 F2-1 0.01 I M12 9 0.00 1.72 40.23 66.42 F2-1 0.02 M12 10 0.00 1.72 40.23 66.42 F2-1 0.02 M12 11 0.00 0.49 40.23 86.42 F2-1 0.01 M4 1 0.00 3.99 40.23 66.42 F2-1 0.05 1 M4 3 0.00 2.54 40.23 86.42 F2-1 0.03 M4 5 0.00 3.56 40.23 66.42 F2-1 0.04 M4 6 0.00 9.43 40.23 66.42 F2-1 0.11 ) M4 7 0.00 5.04 40.23 66.42 F2-1 0.06 1 M4 6 0.00 3.05 40.23 66.42 F2-1 0.04 M4 9 0.00 5.04 40.23 86.42 F2-1 0.06 M4 10 0.00 5.04 40.23 66.42 F2-1 0.06 M4 11 0.00 2.29 40.23 66.42 F2-1 0.03 I ,6- 1 A - 4.30 in^2; d - 0.42, bf - 0.42, tf- 0.02, tw - 0.02 ft I ] ] 6. 00, J = 25.80 in^4; rz ~ O. ]6, ry = 0.]6 ft Z = 7.6] in"3, +Mpz = 26.25, +Mpy - 26.25 Keft rO = 0.23 ft; H = l. 00 I ') Exereme Checks Only Axial Check: Member Load Offset Pu J{L/r A.e ... Q Fer +Pn Cod. Unity Name Ca.. I ft K Ksi K Re~. I Check M13 1 0.00 4.87 132.81 -1.00 -1. 00 1. 00 46.00 168.13 01,1 0.03 M13 2 0.00 13.13 132 . 81 -1. 00 -1. 00 1. 00 46.00 168.13 01-1 I 0.08 M13 4 0.00 16.96 132.81 -1. 00 -1.00 1. 00 46.00 168.13 01-1 0.10 M14 1 0.00 4.87 132.81 -1. 00 -1. 00 1.00 46.00 168.13 01-1 1 0.03 M14 2 0.00 -16.88 132 . 81 1. 68 0.07 1. 00 14 .23 52.01 E2-3 0.32 M14 4 0.00 -17.87 132.81 1. 68 0.07 1. 00 14 .23 52.01 E2-3 I 0.34 Combined Stres... Check: Member Load Offset Pu Muz +Pn +Mnz Code Unity I Name Case . It X X-ft X X-rt Re~. Check M13 3 10.67 -0.42 -0.52 52.01 26.25 H1-1b 0.02 M13 5 10.67 -0.58 -0.73 52.01 26.25 H1-1b 0.03 M13 6 10.67 7.30 -0.62 168.13 26.25 H1-1b 0.05 1 M13 7 10.67 1. 94 -0.62 168.13 26.25 H1-1b 0.03 M13 8 10.67 -0.50 -0.62 52.01 26.25 . H1-1b 0.03 M13 9 10.67 15.07 -0.62 168.13 26.25 H1-1b 0.07 M13 10 10.67 -11.20 -0.62 52.01 26.25 H1-1a 0.24 I M13 11 10.67 -0.37 -0.47 52.01 26.25 H1-1b 0.02 M14 3 10.67 -0.42 0.52 52.01 26.25 H1-1b 0.02 ) M14 5 10.67 -0.58 0.73 52.01 26.25 H1-1b 0.03 M14 6 10.67 7.30 0.62 168.13 26.25 Hl-1b 0.05 I M14 7 10.67 1. 94 0.62 168.13 26.25 H1-1b 0.03 M14 8 10.67 -0.50 0.62 52.01 26.25 Hl-1b 0.03 M14 9 10.67 -14.95 0.62 52.01 26.25 Hl-1a 0.31 M14 10 10.67 18.82 0.62 168.13 26.25 H1-1b 0.08 I M14 11 10.67 -0.37 0.47 52.01 26.25 H1-1b 0.02 'In deflection checks, load case #'s refer to serviceability cases. I I 1 I I I ) I -10- Design Member Results Design Load Cases Strength Service 10 Number 10 Number 1 1 2 2 3 3 4 4 5 6 7 8 9 10 11 I Node I ") " I " I N9 I I I I I I ) 1 Load Case DX Dr RZ FX FY HZ in in de" 1( 1( 1(-ft LRFD A4 - 3a 0.00 -0.01 -0.00 -NA- -NA- -NA- LRFD A4-3b 0.00 -0.01 -0.00 -NA- -NA- -NA' LRFD A4-5a 0.13 -0.01 -0.02 -NA- -NA- -NA- LRFD A4-5b -0.12 -0.02 0.02 -NA- -NA- -NA- LRFD A4-6a 0.00 -0.01 -0.00 -NA- _NA- -NA- Live Load 0.00 -0.01 -0.00 -NA- -NA- -NA- Seismic 0.12 0.00 -0.02 -NA- -NA- -NA- Wind 0.09 0.00 -0.02 -NA- -NA- -NA- Dead Load 0.00 -0.02 -0.00 -NA- ~NA- -NA- LRFD A4-1 0.00 -0.03 -0.00 -NA- -NA- -NA- LRFD A4-2a 0.00 -0.09 -0.00 -NA- ~NA- -NA- LRFD A4-3a 0.00 -0.05 -0.00 -NA- -NA- -NA- LRFD A4-3b 0.00 -0.02 -0.00 -NA- -NA- -NA- LRFD A4-5a 0.13 -0.05 -0.02 -NA- -NA- -NA- LRFD A4-5b -0.12 -0.04 0.01 -NA- -NA- -NA- LRFD A4-6a 0.00 -0.02 -0.00 -NA- "NA- -NA- Live Load 0.00 -0.04 -0.00 -NA- -NA- -NA- Seismic 0.12 -0.00 -0.01 'NA- -NA- -NA- Wind 0.09 -0.00 -0.01 -NA- ~NA- -NA- Load Case Name Live Load Seismic Dead Load Wind LRFD A4-1 LRFD A4-2a LRFD A4-3a LRFD A4-3b LRFD A4-5a LRFD A4-5b LRFD A4-6a I AISC-LRP'D Steel Deaign MeIIlber Report Design Group: Braces, Designed As: BSSSxSx.25 SIZE CONSTRAINTS: Depth is unconstrained. Width is unconstrained. BRACING ....u~vAdATION: Lat~ral bracing at top flange (+y): Lateral bracing at bottom flange (-y): Strong axis bracing (parallel to y): I I Pattern ~ Unbraeed Pattern = Onbraced Pattern = Unbraced I Inflection points are not used as brace points. DEFLECTION LIMITS: No absolute deflection limit. No span ratio deflection limit. Weak deflections not checked. STEEL PARAMETERS: Fy ~ 46.00Ksi I I I ) PRAM! ....~a: .........!ATION: Sidesway frame for strong axis bending. Effective length factors: Kz = 1.00, Ky ~ 1.00 Specified moment magnification factor, B = 1.00 HSS5x5x.25 ...._o!'vNJATION: A 4.30 in^2; d ~ 0.42,bf ~ 0.42, tf 0.02, tw 0.02 ft I ~'16.00, J ~ 25.80 in^4; rz = 0.16, ry ~ 0.16 ft I -4- I I Z ~ 7.61 in^3, ~Mpz - 26.25, ~Mpy - 26.25 K-Et rO ~ 0.23 Et; H - 1. 00 Zxtreme Checks Only Axial. Check: _r Load Offset Pu n/~ A.e ~ Q I!'er +Pn Code Unity Name Case . ~t K Ksi K Re~. Check M6 1 0.00 -2.19 113.97 1. 44 0.07 1.00 19.20 70.17 E2-2 0.03 M6 2 0.00 28.88 113.97 -1. 00 -1. 00 1.00 46.00 168.13 01-1 0.17 M6 4 0.00 14.32 113.97 -1. 00 -1.00 1.00 46.00 168.13 01-1 0.09 M7 1 0.00 -2.19 113.97 1. 44 0.07 1. 00 19.20 70.17 E2-2 0.03 M7 2 0.00 -28.15 113.97 1. 44 0.07 1.00 19.20 70.17 E2-2 0.40 M7 4 0.00 -14.20 113.97 1. 44 0.07 1. 00 19.20 70.17 E2-2 0.20 Combined Stresses Cheek: Member Load Offset Pu Muz +Pn +Mnz Code Unity N..... Case . ~t K K-~t K K-~t Re~. Check M6 3 8.98 -1. 34 0.45 70.17 26.25 H1-1b 0.03 M6 5 8.98 -1. 88 0.62 70.17 26.25 H1-1b 0.04 M6 6 8.98 -5.12 0.53 70.17 26.25 H1-1b 0.06 M6 7 8.98 -2.71 0.53 70.17 26.25 H1-1b 0.04 M6 8 8.98 -1. 61 0.53 70.17 26.25 H1-1b 0.03 M6 9 9.25 26.18 0.53 168.13 26.25 H1-1b 0.10 M6 10 8.70 -31.59 0.53 70.17 26.25 H1-1a 0.47 M6 11 8'.98 -1. 21 0.40 70.17 26.25 H1-1b 0.02 M7 3 9.34 -1.34 0.45 70.17 26.25 H1-1b 0.03 M7 5 9.34 -1. 88 0.62 70.17 26.25 H1-1b 0.04 M7 6 9.34 -5.12 0.53 70.17 26.25 H1-1b 0.06 M7 7 9.34 -2.71 0.53 70.17 26.25 H1-1b 0.04 M7 8 9.34 -1. 61 0.53 70.17 26.25 H1-1b 0.03 M7 9 9.53 -30.86 0.53 70.17 26.25 H1-1a 0.46 M7 10 9.07 25.44 0.53 168.13 26.25 H1-1b 0.10 M7 11 9.34 -1. 21 0.40 70.17 26,25 H1-1b 0.02 4In deflection checks, load case #'5 refer to serviceability cases. ~SC-LRFD Steel Design Member Report Design Group: Beams , Designed As: W12x22 I I I I I I I I I I SIZE CONSTRAINTS: Depth is unconstrained. Width is unconstrained. BRACING .u,_.:.....tIol.......TION: Lateral bracing at top flange (+y): Lateral bracing at bottom flange (-y): Strong axis bracing (parallel to y): Pattern - Continuous Pattern = Unbraced Pattern = Onbraced I I Inflection points are not used as brace points. DEFLECTION L~TS: No absolute deflection limit. No span ratio deflection limit. Weak deflections not checked. STEEL PARAMETERS: Fy = 50. OOKs i I 1 I FRAME lu~ ..........~TION: Sidesway frame for strong axis bending. Effective length factors: Kz - 1.00, Ky - 1.00 Specified moment magnification factor, B = 1.00 W12x22 INI!'ORHATION: A = 6.48 in^2; d 0 1:03, bE = 0.34, tf 0 0.04, tw . 0.02 Et Iz - 156.00, Iy - 4.66, J - 0.29 in^4; rz - 0.41, ry - 0.07 Et Zz = :19.)0, Zy 0 3.66 in^3, ~Mpz = 109.87, ~MPV = l2.99 K-Et I I - 5- 1 rT - 0.08, rO - 0.41 H: H - 1. 00 I Extreme Checks Only Axial Check: Member Load Offset Pu lU./r ^-e ).e Q Fer +Po Code I ) Unity N..... Case . ft K lCai K Ref. Check M11 2 0.00 -12.80 32.53 0.43 1. 26 1. 00 25.83 142.28 AE3-2 0.09 I M11 4 0.00 '15.90 32.53 0.43 1. 26 1. 00 25.83 142.28 AE3-2 0.11 M4 2 0.00 '33.62 32.53 0.43 1. 26 1. 00 25.83 142.28 AE3-2 0.24 I M4 4 0.00 -12.52 32.53 0.43 1. 26 1. 00 25.83 142.28 AE3-2 0.09 M5 2 0.00 7.78 32.53 -1. 00 -1.00 1. 00 50.00 275.40 01-1 0.03 I M5 4 0.00 8.18 32.53 -1. 00 -1. 00 1. 00 50.00 275.40 01-1 0.03 Flexure Check ( Strong Bending) : I Member Load O~~s.t Huz Lu Cb +Mnz Code Unity Name Case # ft K-ft ft K-ft Ref. Check M11 1 6.65 7.08 0.00 1. 00 109.87 Fl-1 0.06 M11 3 6.65 1. 81 0.00 1. 00 109.87 Fl-1 0.02 1 M11 5 6.65 2.54 0.00 1. 00 109.87 Fl-1 0.02 M11 6 6.65 13.50 0.00 1. 00 109.87 Fl-1 0.12 M11 7 6.65 5.71 0.00 1. 00 109.87 Fl-1 0.05 M11 8 6.65 2.18 0.00 1. 00 109.87 Fl-l 0.02 I M11 11 6.65 1. 63 0.00 1.00 109.87 Fl-1 0.01 M12 1 6.65 7.08 0.00 1. 00 109.87 Fl-1 0.06 M12 3 6.65 1. 81 0.00 1. 00 109.87 Fl-1 0.02 M12 5 6.65 2.54 0.00 1. 00 109.87 Fl-l 0.02 I M12 6 6.65 13.50 0.00 1.00 109.87 Fl-1 0.12 M12 7 6.65 5.71 0.00 1. 00 109.87 Fl-1 0.05 ) M12 8 6.65 2.18 0.00 1. 00 109.87 F1-1 0.02 M12 9 6.65 5.71 0.00 1. 00 109.87 Fl-1 0.05 I M12 10 6.65 5.71 0:00 1. 00 109.87 Fl-1 0.05 M12 11 6.65 1. 63 0.00 1. 00 109.87 Fl-1 0.01 Shear Check (Stronl1 Axis) : Member Load Offset Vuy ~h/tw +Vny Code Unity I Name Case # ft K K Ref. Check M11 1 0.00 2.13 40.23 86.42 F2-1 0.02 M11 3 0.00 0.55 40.23 86.42 F2-1 0.01 M11 5 0.00 0.76 40.23 86.42 F2-1 0.01 I M11 6 0.00 4.06 40.23 86.42 F2-1 0.05 M11 7 0.00 1.72 40.23 86.42 F2-1 0.02 Mll 8 0.00 0.65 40.23 86.42 F2-1 0.01 M11 9 0.00 1.72 40.23 86.42 F2-1 0.02 I M11 10 0.00 1.72 40.23 86.42 F2-1 0.02 M11 11 0.00 0.49 40.23 86.42 F2-1 0.01 M12 1 0.00 2.13 40.23 86.42 F2-1 0.02 M12 3 0.00 0.55 40.23 86.42 F2-1 0.01 I M12 5 0.00 0.76 40.23 86.42 F2-1 0.01 M12 6 0.00 4.06 40.23 86.42 F2-1 0.05 M12 7 0.00 1. 72 40.23 86.42 F2-1 0.02 M12 8 0.00 0.65 40.23 86.42 F2'l 0.01 I M12 9 0.00 1.72 40.23 86.42 F2-1 0.02 M12 10 0.00 1.72 40.23 86.42 F2-1 0.02 M12 11 0.00 0.49 40.23 86.42 F2-1 0.01 M4 1 0.00 3.9~ 40.23 86.42 F2-1 0.05 I M4 3 0.00 2.54 40.23 86.42 F2-1 0.03 M4 5 0.00 3.56 40.23 86.42 F2-1 0.04 M4 6 0.00 9.43 40.23 86.42 F2-1 0.11 ) M4 7 0.00 5.04 40.23 86.42 F2-1 0.06 I M4 8 0.00 3.05 40.23 86.42 F2-1 0.04 M4 9 0.00 5.04 40.23 86.42 F2-1 0.06 M4 10 0.00 5.04 40.23 86.42 F2-1 0.06 M4 11 0.00 2.29 40.23 86.42 F2'l 0.03 I - 6- M5 1 0.00 M5 3 0.00 M5 5 0.00 M5 6 0.00 M5 7 0.00 M5 8 0.00 M5 9 0.00 M5 10 0.00 M5 11 0.00 Combined Stresses Check: Momber Load O~~a.t Pu Name Case' Et K Ml1 9 6.65 -12.80 Mll 10 6.65 12.80 M4 1 6.65 -3.37 M4 3 6.65 -1.83 M4 5 6.65 -2.57 M4 6 6.65 -7.60 M4 7 6.65 -3.89 M4 8 6.65 -2.20 M4 9 6.65 -37.51 M4 10 6.65 29.74 M4 11 6.65 -1.65 M5 1 6.65 -3.37 M5 3 6.65 -1.83 M5 5 6.65 -2.57 M5 6 6.65 -7.60 M5 7 6.65 -3.89 M5 8 6.65 -2.20 M5 9 6.65 3.89 M5 10 6.65 -11,66 M5 11 6.65 -1.65 aln deflection checks. load case #'s AISC-LRFD Steel Design Member Report ) Design Group: Columns, Designed As: HSS8x8x.625 I I I) I I I I I 1 I I SIZE CONSTRAINTS: Depth is unconstrained. Width is unconstrained. BRACING INFORMATION: Lateral bracing at top flange (+y): Lateral bracing at bottom flange (-y): Strong axis bracing (parallel to y) : I 3.99 40.23 40.23 40.23 40.23 40.23 4 O. 23 40.23 40.23 40.23 86.42 86.42 86.42 86.42 86.42 86.42 86.42 86.42 86.42 2. ~4 3.56 9.43 5.04 3.05 5.04 5.04 2.29 Muz K-ft 5.71 5.71 13.27 8.45 11. 83 31. 36 16.77 10.14 16.77 16.77 7.60 13.27 8.45 11.83 31. 36 16.77 10.14 16.77 16.77 7.60 refer to +l'n +Mnz K K-ft 142.28 109.87 275.40 109.87 142.28 109.87 142.28 109.87 142.28 109.87 142.28 109.87 142.28 109.87 142.28 109.87 142.28 109.87 275.40 109.87 142.28 109.87 142.28 109.87 142.28 109.87 142.28 109.87 142.28 109.87 142.28 109.87 142.28 109.87 275.40 109.87 142.28109.87 142.28 109.87 serviceability F2.-1 F2-1 F2-1 F2-1 F2-1 F2'l F2-1 F2-1 F2-1 cases. 0.05 0.03 0,04 0.11 0.06 0.04 0.06 0.06 0.03 Code Ref. H1'lb H1-1b H1-1b H1-1b H1-1b Hl-1b Hl-1b H1-1b H1-1a H1-1b H1-1b H1-1b Hl-1b H1-1b H1-lb H1-1b H1-1b Hl-1b H1-lb H1-1b Pattern ~ Unbraced Pattern = Unbraced Pattern = Unbraced Inflection points are not used as brace points. DEFLECTION LIMITS: No absolute deflection limit. No span ratio deflection limit. Weak deflections not checked. STEEL PARAMETERS: Fy = 46.00Ksi FRAME :..&.,..: ..........m.TION: Sidesway frame for strong axis Effective length factors: Kz = Specified moment magnification RSS8xBx. 625 .&.......l' ...............~TION: A 16.40 in^2; d = 0.67, bf - 0.67, tf - 0.05, tw - I ~ 146.00, J - 244.00 in^4; rz - 0.25, ry - 0.25 ft Z - 44.70 in^3, ~Mpz - 154.22, ~Mpy - 154.22 K-ft rO - 0.35 ft; H - 1.00 Extreme Checks Only Axial Check: Member 1 ) Unity I I I I 1 Load Qt"fset Name Case # ft Check M1 0.00 -83.78 1 1 bending. 1. 00, Ky - 1. 00 factor, B = 1.00 Pu KL/r 1..c K 50.68 0.64 -7- 0.05 ft .... 0.07 Q 1. 00 Unity Check 0.10 0.08 0.13 0.08 0.12 0.31 0.17 0.10 0.40 0.21 0.07 0.13 0.08 0.12 0.31 0.17 0.10 0.16 0.19 0.07 Fcr Ksi 38.70 539.51 +l'n Code K Ref. E2-2 1 0.16 I 0.01 )O.OB I 0.02 0.12 I 0.35 o .IB 1 0.10 0.17 I 0.19 O.OB I 0.07 0.02 I 0.03 0.14 I 0.06 0.03 I ) 0 .06 0.06 I 0.02 I 0.03 0.02 I 0.03 O.OB I 0.04 0.02 I 0.04 0.05 I 0.02 0.17 I 0.02 0.09 I ) 0.02 0.13 I Ml Ml Ml Ml Ml Ml Ml Ml MI Ml MID MID MID MID MID MID MID MID MID M2 M2 M2 M2 M2 M2 M2 M2 M2 M3 M3 M3 M3 M3 M3 2 0.00 6.31 3 0.00 -45.77 4 0.00 9.69 5 0.00 -64.0B 6 0.00 'IB8.98 7 0.00 -96.82 8 0.00 -54.93 9 0.00 -90.51 10 0.00 -103.13 11 0.00 -41.20 1 0.00 '33.83 3 16.70 -11.48 5 16.70 -16.07 6 16.70 '67.90 7 16.70 -30.69 8 16.70 -13.77 9 16.70 -30.69 10 16.70 -30.69 11 16.70 -10.33 1 0.00 -17.69 3 0.00 -11.15 5 0.00 -15.61 6 0.00 -41.69 7 0.00 -22.23 8 0.00 -13.38 9 0.00 -19.28 10 0.00 -25.18 11 0.00 -10.04 1 0.00 -89.18 2 0.00 -9.76 3 0.00 -50.17 4 0.00 -10.27 5 0.00 -70.24 6 0.00 -202.90 50.68 50.68 50.68 50.68 50.68 50.68 50.68 50.68 50.68 50.68 67.17 67.17 67.17 67.17 67.17 67.17 67.17 67.17 67:17 50.68 50.68 50.68 50.68 50.68 50.68 50.68 50.68 50.68 50.68 50.68 50.68 50.68 50.68 50.68 -1.00 0.64 -1.00 0.64 0.64 0.64 0.64 0.64 0.64 0.64 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.64 0.64 0.64 0.64 0.64 0.64 0.64 0.64 0.64 0.64 0.64 -1. 00 0.07 -1.00 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.64 . 0.07 0.07 0.64 0.64 0.64 - 8- 0.07 0.07 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1.00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 46.00 38.70 46.00 38.70 38.70 38.70 38.70 38.70 38.70 38.70 33.96 33.96 33.96 33.96 33.96 33.96 33.96 33.96 33.96 38.70 6411.24 I 539. Sl I 641. 24 I 539.51 I 539.51 I 539.51 I 539.51 I 539.51 I 539.51 I 539.51 I 473.40 I 473.40 I 473.40 I 473.40 I 473.40 I 473.40 I 473.40 I 473.40 I 47-3.40 38.70 539.51 539.51 38.70 539.51 38.70 539.51 38.70 539.51 38.70 539.51 38.70 539.51 38.70 539.51 38.70 539.51 38.70 539.51 38.70 539.51 38.70 539.51 38.70 539.51 38.70 539.51 38.70 539.51 01-1 E2-2 01-1 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 1 0.38 I 0.19 ') 0.11 I 0.21 0.18 I 0.08 0.07 I 0.03 0.04 I 0.15 0.07 I 0.03 0.07 1 0.07 0.02 I 0.03 0.01 I )0.01 0.02 I 0.06 0.03 I 0.02 0.02 I 0.04 M3 0.00 -104.80 50.68 50.68 50.68 50.68 50.68 67.17 67.17 67.17 67.17 67.17 67.17 67.17 67.17 67.17 67.17 67.17 67.17 67.17 67.17 67.17 67.17 67.17 67.17 67.17 0.64 0.64 0.64 0.64 0.64 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 -1. 00 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 -1. 00 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1.00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 I 0.01 aIn deflection checks, load case tis refer to serviceability cases. ~SC-LRPD S~eel Design M8mber Report Design Group: Second Story Braces I Designed As: HSS5x5x.25 7 M3 8 0.00 -60.21 SIZE CONSTRAINTS: Depth is unconstrained. Width is unconstrained. BRACING ,I,..a.I& v.ru:o:IATION: Lateral bracing at top flange (+y): Lateral bracing at bottom flange (-y): Strong axis bracing (parallel to y): I 1 M3 9 0.00 -114.56 M3 0.00 -95.04 10 M3 0.00 -45.16 11 M8 0.00 -34.53 1 M8 3 16.70 -11.88 M8 16.70 '16.63 5 M8 6 16.70 -69.50 M8 7 16.70 -31.52 M8 8 16.70 -14.25 M8 9 16.70 -31.52 M8 10 16.70 -31.52 M8 11 16.70 -10.69 M9 1 0.00 -12.73 M9 2 0.00 3.45 M9 3 16.70 -6.94 M9 5 16.70 -9.72 M9 6 16.70 -28.70 M9 7 16.70 -14.70 M9 8 16.70 -8.33 M9 9 16.70 -11.24 M9 10 16.70 -18.15 M9 11 16.70 -6.25 I Inflection points are not used DEFLECTION LIMITS: No absolute deflection limit. ) No span ratio deflection limit. I Weak deflections not checked. STEEL PARAMETERS: Fy = 46.00K.i I Pattern - Unbraced Pattern = Unbraced Pattern = Unbraced as brace points. -9- 38.70 539.51 38.70 539.51 38.70 539.51 38.70 539.51 38.70 539.51 33.96 473.40 33.96 473.40 33.96 473.40 33.96 473.40 33.96 473.40 33.96 473.40 33.96 473.40 33.96 473.40 33.96 473.40 33.96 473.40 46.00 641.24 33.96 473.40 33.96 473.40 33.96 473.40 33.96 473.40 33.96 473.40 33.96 473.40 33.96 473.40 33.96 473.40 E2'2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2,2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 D1-1 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 1 I P'RAHE INP'OIlKATION: Sidesway frame for strong axis bending. Effective length factors: Xz - 1.00, Ky ~ 1.00 ~ Specified moment magnification factor, B ~ 1.00 HSS5x5x.25 INP'OIlKATION: A 4.30 in^2; d ~ 0.42, bf ~ 0.42, tf 0.02, tw 1- 16.00, J - 25.80 in^4; rz .'0.]6, ry - 0.]6 ft Z 7.6] in^3, ~Mpz ~ 26.25, ~Mpy ~ 26.25 ,K'ft rO - 0.23 ft; H - ].00 Extreme Checks Only Axial Check: 0.02 ft I 1 1 Member Load Offset Pu KL/r ^-c Ae Q Fer ~Pn Code Unity Name Case . ft K Ksi K Ref. Check M13 1 0.00 5.42 132.8] '1. 00 -1.00 1. 00 46.00 ] 68.13 01-1 0.03 M]3 2 0.00 8.07 132.81 -1. 00 -1. 00 1. 00 46.00 ]68.13 0]-1 0.05 M13 4 0.00 12.39 132.8] -1. 00 -1.00 1. 00 46.00 168.13 0]-] 0.07 M14 1 0.00 5.42 132.81 -1. 00 -1. 00 1. 00 46.00 168.13 0]-1 0.03 M14 2 0.00 -12.48 132.8] 1. 68 0.07 1. 00 14.23 52.01 E2-3 0.24 M14 4 0.00 -13.13 132.81 1. 68 0.07 1. 00 14.23 52.01 E2-3 0.25 Combined Stresses Check: Member Load Offset Pu Mu: +Pn -.x Code Unity Name Case # ft K K-ft K K-ft Ref. Check M13 3 10.57 2.95 -0.52 168.13 26.25 H1-1b 0.03 M13 5 10.57 4.13 -0.73 168.13 26.25 H1-1b 0.04 M13 6 10.57 12.20 -0.62 168.13 26.25 H1-1b 0.06 M13 7 10.57 6.24 -0.62 168.13 26.25 H1-1b 0.04 M13 8 10.57 3.54 -0.62 168.13 26.25 H1-1b 0.03 M13 9 10.57 14.31 -0.62 168.13 26.25 H1-1b 0.07 M13 10 10.99 -1. 83 -0.62 52.01 26.25 H1-1b 0.04 M]3 11 10.57 2.65 -0.47 168.]3 26.25 H1-1b 0.03 M14 3 10.57 2.95 0.52 168.13 26.25 H1-1b 0.03 M14 5 10.57 4.13 0.73 168.13 26.25 H1-1b 0.04 M14 6 10.57 12.20 0.62 168.13 26.25 H1-1b 0.06 M14 7 ]0.57 6.24 0.62 168.13 26.25 H1-1b 0.04 M14 8 10.57 3.54 0.62 168.13 26.25 H1-1b 0.03 M14 9 10.99 -6.24 0.62 52.01 26.25 H]-lb 0.08 M14 10 10.57 18.72 0.62 168.13 26.25 H1-1b 0.08 M14 11 10.57 2.65 0.47 168.13 26.25 Hl-1b 0.03 'In deflection checks, load case tIs refer to serviceability cases. I I I I 1 ) I I I I I 1 I I ) I -10- I I I -, I I I I I I I ) I I I I I I I I ) I 15f- -lis o ~It,S" ~ ~(- t/7.<; e W1;2l(22 U11 ~ M " ~. .. ~. '" '" :I: ~ ~ M " ~, .- ~o '" '" :I: ,f W12x22 '" ~ ~ M " ~ J:;:; "'0 '" :I: ~ ~ M " ~e .. ~o '" '" :I: -tI y 4 \3y - nc; till? ~ "D i?>.~.-~7.s ~~1.... !l.11~ ., '.' 1 I I Sports Way VisualAna]ysis 4.00.c Report Company: Endax Engin..ring Inc. Engin..r: David Morrie "' File: C: \Documents and Set tings \michael \Desktop\06060..;Sports Way 2 \Calculations \BF-Cl .5 C7..? J@10.5'.vap Nodes I Node X ft Y Fix ox Fix DY Fix RZ ft I 1 I Nl N2 N4 N5 N7 N8 0.00 0.00 Yes 10.50 0.00 0.00 12.60 No 10.50 12.60 0.00 29.30 10.50 29.30 Yes No No Member Elements ~r Section Material (l)Node (2)Node Lenqth Weiqht Rzl Rz2 One Way ft X 1 Ml HSS5x5x Steel Nl N4 12.60 0.26 Free Free Normal M2 N2 N5 12.60 0.26 M4 W12x22 N4 10.50 0.23 " " I M6 HSS4x4x Nl 16.40 0.27 M8 HSS5x5x " N7 N4 16.70 0.35 Fix Fix M9 N8 N5 16.70 0.35 M11 W12x22 N7 N8 10.50 0,23 Free Free " I M13 HSS4x4x N8 N4 19.73 0.32 ) Equation Case Combinations I I I I I I Load Case Case Equation LRFD M-1 LRFD M-2a LRFD A4-3a LRFD M-3b LRFD M-5a LRFD M-5b LRFD A4-6a 3 1. 4D 3 1.2D+1.6L 3 1. 2D+0. 5L 3 1. 2D 3 1. 2D+0. 5L+1E 3 1. 2D+0. 5L-1E 3 0.90 Member Extreme Results Member P'x (le) VY(le) ME (le) ~e max (le) ~e min (le) X K K-ft Xsi Xsi M2 -53.1( 9) 0.00(10) 0.001101 -8.61( 9) -8.61 ( 9) M6 36.52( 9) 0.12 I 5) 0.491 51 8.59( 91 7.64 ( 9) M11 -10.2121 -11.0( 6) 0.00 I 6) -1.571 21 -14.81( 6) M11 10.201101 13.11 ( 6) 31.29( 6) 14.81 ( 6) 1.571101 M13 -19.3(10) -0.121 5) -O.59( 5) -4.041101 -5.191101 I ) Nodal Reactions I Node Load Caae I FIt X Fr HZ X X-ft -1- I Nodoo Load Ca.. n: I1'Y HZ K K K"ft I N1 Dead Load 0.00 2.98 -NA- 1 LRFD M-1 0.00 4.17 -NA' " LRFD M-2a 0.00 17.38 -NA- I LRFD A4-3a 0.00 7.89 -NA- LRFD A4-3b 0.00 3.57 -NA- LRFD M-5a -23.3 -36.2 -NA' LRFD A4-5b 23.30 52.07 -NA- n LRFD M-6a 0.00 2.68 -NA- I Live Load 0.00 8.63 -NA- Seismic -23.3 -44.1 -NA- Wind -5.65 -13.5 -NA- I N2 Dead Load 0.00 2.98 -NA- LRFD M'l 0.00 4.17 -NA- n LRFD M-2a 0.00 20.94 -NA- LRFD M-3a 0.00 9.00 -NA- I LRFD M-3b 0.00 3.57 -NA- LRFD M-5a 0.00 53.18 -NA- n LRFD A4-5b 0.00 -35.1 -NA- LRFD M-6a 0.00 2.68 -NA- I Live Load 0.00 10.85 -NA- Seismic 0.00 44.18 -NA- Wind 0.00 13.54 -NA- I Nodal Results I Node Load Cae8 DX DY RZ n: P'Y MZ in in deg K K K-ft N1 Dead Load 0.00 0.00 0.00 0.00 2.98 -NA- I LRFD M-1 0.00 0.00 0.00 0.00 4.17 -NA- ) LRFD M-2a 0.00 0.00 0.00 0.00 17.38 -NA- " LRFD M-3a 0.00 0.00 0.00 0.00 7.89 -NA- n LRFD M-3b 0.00 0.00 0.00 0.00 3.57 -NA- I LRFD M-5a 0.00 0,00 0.00 ~23.3 -36.2 -NA- n LRFD M-5b 0.00 0.00 0.00 23.30 52.07 -NA- LRFD M-6a 0.00 0.00 0.00 0.00 2.68 -NA- Live Load 0.00 0.00 0.00 0.00 8.63 -NA- I Seismic 0.00 0.00 0.00 -23.3 -44.1 -NA- Wind 0.00 0.00 0.00 -5.65 -13.5 -NA- N2 Dead Load 0.00 0.00 0.00 0.00 2.98 -NA- LRFD M-1 0.00 0.00 0.00 0.00 4.17 -NA- I LRFD A4 - 2a 0.00 0.00 0.00 0.00 20.94 -NA- LRFD A4-3a 0.00 0.00 0.00 0.00 9.00 -NA- LRFD M-3b 0.00 0.00 0.00 0.00 3.57 -NA- n LRFD M-5a 0.00 0.00 0.00 0.00 53.18 -NA- I LRFD M-5b 0.00 0.00 0.00 0.00 -35.1 -NA- LRFD M-6a 0.00 0.00 0.00 0.00 2.68 -NA- Live Load 0.00 0.00 0.00 0.00 10.85 -NA- Seismic 0.00 0.00 0.00 0.00 44.18 -NA- I Wind 0.00 0.00 0.00 0.00 13 .54 -NA- N4 Dead Load 0.00 -0.00 -0.00 -NA- -NA- -NA- LRFD M-1 0.00 -0.00 -0.00 -NA- -NA- -NA- LRFD M-2a 0.02 -0.01 -0.01 -NA- -NA- -NA- I LRFD M - 3a 0.01 -0.01 -0.00 -NA- -NA- -NA- LRFD M-3b 0.00 -0.00 -0.00 -NA- -NA- -NA- LRFD M-5a 0.15 0.01 -0.05 -NA- -NA' -NA- LRFD M-5b -0.13 -0.02 0.05 -NA- -NA- -NA- I LRFD M-6a 0.00 -0.00 -0.00 -NA- -NA- -NA- n Live Load 0.01 -0.01 -0.00 -NA- -NA- -NA- Seismic 0.14 0.01 -0.05 -NA- -N;'.- -NA- ) " Wind 0.04 0.01 -0.02 -NA- -NA- -NA- I ~ N5 Dead Load 0.00 -0.00 -0.00 -NA- -NA- -NA- LRFD M-1 0.00 -0.00 -0.00 -NA- -NA- -NA- LRFD M-2a 0.02 -0.02 -0.01 -NA- -NA- -NA- I -2- )Oesign Member Results Design Load Cases Strength Service 10 Number 10 Number 1 1 2 2 3 3 4 4 5 6 7 8 9 10 11 I Node I I" I I N7 I I " I N8 " I I I I I I I Load Case DX DY RZ l"X FY HZ in in deg K K K-U LRFD }l.4 - 3a 0.01 -0.01 -0.00 -NA- 'NA- -NA- LRFD }l.4-3b 0.00 -0.00 -0.00 -NA- -NA- -NA- LRFD }l.4 - Sa 0.13 -0.04 -0.06 -NA' -NA- 'NA- LRFD }l.4-Sb -0.12 0.03 O.OS -NA- 'NA- -NA- LRFD }l.4 - 6a 0.00 -0.00 -0.00 -NA- -NA- -NA- Live Load 0.01 -0.01 -0.00 -NA- -NA- -NA- Seismic 0.13 -0.04 -0.05 -NA- -NA- -NA- Wind 0.03 -0.01 -0.02 -NA- -NA- -NA- Dead Load 0.01 -0.00 -0.00 -NA- -NA- -NA- LRFD }l.4-1 0.01 -0.01 -0.00 -NA- -NA- -NA- LRFD }l.4-2a 0.05 -0.03 -0.01 -NA- -NA- -NA- LRFD M-3a 0.02 -0.01 -0.00 -NA' -NA- -NA- LRFD }l.4-3b 0.01 -0.00 -0.00 -NA- -NA- -NA- LRFD }l.4-5a 0.34 0.00 -0.05 -NA- -NA- -NA- LRFD A4-5b -0.30 -0.03 0.05 -NA- -NA- -NA- LRFD }l.4-6a 0.01 -0.00 -0.00 'NA- -NA- -NA- Live Load 0.03 -0.02 -0.00 -NA- -NA- -NA- Seismic 0.32 0.01 -0.05 -NA- -NA- -NA- Wind 0.10 0.01 -0.02 -NA- -NA- -NA- Dead Load 0.01 -0.00 -0.00 -NA- -NA- -NA- LRFD }l.4-1 0.01 -0.01 -0.00 -NA- -NA- -NA- LRFD }l.4-2a 0.05 -0.03 -0.01 'NA- -NA- -NA- LRFD }l.4-3a 0.02 -0.01 -0.00 -NA- -NA- -NA- LRFD }l.4-3b 0.01 -0.00 -0.00 -NA- -NA- -NA- LRFD A4-Sa 0.33 -0.07 -0.06 -NA- -NA- -NA- LRFD }l.4-Sb -0.29 0.04 0.05 -NA- -NA- -NA- LRFD }l.4-6a 0.01 -0.00 -0.00 -NA- -NA- -NA- Live Load 0.03 -0.02 -0.00 -NA- -NA- -NA- Seismic 0.31 -0.06 -0.05 -NA- -NA- -NA- Wind 0.10 -0.02 -0.02 -NA- -NA- -NA- Load Case Name Live Load Seismic Dead Load Wind LRFD }l.4-1 LRFD }l.4-2a LRFD M-3a LRFD }l.4-3b LRFD }l.4-5a LRFD A4-5b LRFD }l.4 - 6a ~SC-LRPD Steel Design N8mber Report Design Group: Braces, Designed As: HSS4x4x.375 SIZE CONSTRAINTS: Depth is unconstrained. Width is unconstrained. BRACING INFORMATION: Lateral bracing at top flange (+y): Lateral bracing at bottom flange (-y): S~rong axis bracing (parallel to y): I I I Pattern ~ Unbraced Pattern = Unbraced Pattern = Unbraced Inflection points are not used DEFLECTION LIMITS: No absolute deflection limit. No span ratio deflection limit. I i , I as brace points. -3- I Weak deflections not checked. STEEL PARAMETERS: Fy = 46.00Ksi I ~ l..,.:..........._TION: , Sidesway frame for strong axis bending. Effective length factors: K~ - 1.00, Ky - 1.00 Specified moment magnification factor, B = 1.00 HSS4x4x.375 INFORMATION: A = 4.78 in^2: d = 0.33, bf = 0.33, tf 0.03, tw 0.03 ft I - 10.30, J - 17.50 in^4; rz - 0.12, ry - 0.12 ft Z = 6.39 in^3, ,Mpz = 22.05, 'Mpy = 22.05 K-ft rO - 0.17 ft; H - 1.00 Extreme Checks Only Axial Check: Member Load Offset Pu KL/r AC ~ I I I Unity Name Case * ft K Check M6 2 0.00 36.40 134.08 -1. 00 -1. 00 0.19 M6 4 0.00 8.83 134.08 -1. 00 -1. 00 I I I 0.05 Combined Stresses Check: Member Load Offset Pu Nuz Name Case # It K K-It M6 3 7.95 -0.00 0.35 M6 5 7.95 -0.00 0.49 M6 6 7.95 -0.00 0.42 M6 7 7.95 -0.00 0.42 M6 8 7.95 -0.00 0.42 M6 9 8.28 36.40 0.42 M6 10 7.63 -36.40 0.42 M6 11 7.95 -0.00 0.31 ')AISC-LRFD Steel Deaign Member Report: Design Group: Beams, Designed As: Wl2x22 +Pn K 56.73 56.73 56.73 56.73 56.73 186.90 56.73 56.73 +Mnz K-ft 22.05 22.05 22.05 22.05 22.05 22.05 22.05 22.05 I I I SIZE CONSTRAINTS: Depth is unconstrained. Width is unconstrained. BRACING ~u.rV.N.dATION: Lateral bracing at top flange (+y): Lateral bracing at bottom flange (-y): Strong axis bracing (parallel to y) : Pattern = Continuous Pattern = Unbraced Pattern = Unbraced I I Inflection points are not used as brace points. DEFLECTION LIMITS: No absolute deflection limit. No span ratio deflection limit. Weak deflections not checked. STEEL PARAMETERS: Fy = 50.00Ksi I FRAME ...._.:- ............D\TION: Sidesway frame for strong axis Effective length factors: Kz - Specified moment magnification W12x22 INFORMATION: A = 6.48 in^2; d ~ 1.03, bf = 0.34, tf 0.04, tw = 0.02 ft Iz - 156.00, Iy - 4.66, J = 0.29 in^4; rz - 0.41, ry - 0.07 ft Zz = 29.30, Zy ~ 3.66 in^3, ,Mpz = 109.87, ,Mpy - 12.99 K-ft rT = 0.08, rO = 0.41 ft; H - 1.00 Extreme Checks Only Axial Check: , Member I j Unity I bending. LOO, Ky - LOO factor, B = 1.00 I I Load KL/r A.e A.e Offset: Pu Name Case # K ft -4- I Q Fer +Pn Code Ksi K Ref. 1. 00 46.00 186.90 Dl-l 1. 00 46.00 186.90 Dl-l C0d8 Unity Ref. Check Hl-lb 0.02 Hl-lb 0.02 Hl-lb 0.02 Hl-lb 0.02 Hl-lb 0.02 Hl-lb 0.12 Hl-1a 0,66 Hl-lb 0.01 Q +Pn Code Fer Ksi K Ref. I Check I Mll 2 0.00 -10.20 20.68 0.34 1.14 1. 00 29.08 160.19 AE3-2 0.06 Mll 4 0.00 -4.25 25.68 0.34 1.14. 1. 00 29.08 160.19 AE3-2 )0.03 .,'.. I M4 2 0.00 -23.30 25.68 0.34 1.14 1. 00 29.08 160.19 AE3-2 0.15 M4 4 0.00 -5.65 25.68 0.34 1.14 1. 00 29.08 160.19 AE3-2 0.04 I Flexure Check (Strong Bending) : Member Load O:tfset Muz Lu Cb +Mnz Code Unity Name Case # ft K-ft ft K-ft Ref. Check Mll 1 4.94 17.27 0.00 1. 00 109.87 Fl-l 0.16 I Mll 3 5.25 3.06 0.00 1. 00 109.87 Fl-l 0.03 Mll 5 5.25 4.28 0.00 1. 00 109.87 Fl-l 0.04 Mll 6 4.99 31.29 0.00 1. 00 109.87 Fl'l 0.28 Mll 7 5.04 12.30 0.00 1. 00 109.87 Fl-l 0.11 I Mll 8 5.25 3.67 0.00 1. 00 109,87 Fl-l 0.03 Mll 11 5.25 2.75 0.00 1. 00 109.87 Fl-l 0.03 M4 1 5.25 3.45 0.00 1. 00 109.87 Fl-l 0.03 M4 3 5.25 2.37 0.00 1. 00 109.87 Fl-l 0.02 I M4 5 5.25 3.32 0.00 1. 00 109.87 Fl-1 0.03 M4 6 5.25 8.36 0.00 1. 00 109.87 F1-1 0.08 M4 7 5.25 4.57 0.00 1. 00 109.87 Fl-l 0.04 M4 8 5.25 2.85 0.00 1.00 109.87 Fl-l 0.03 I M4 11 5.25 2.13 0.00 1. 00 109.87 Fl-l 0.02 Shear Check (Strong Axis) : Member Load offset Vuy ~h/tw Ijvny Code Unity Name Case # ft K K Ref. Check I Mll 1 0.00 7.32 40.23 86.42 F2-1 0.08 Mll 3 0.00 1.17 40.23 86.42 F?-l 0.01 Mll 5 0.00 1. 63 40.23 86.42 F2-1 0.02 Mll 6 0.00 13.11 40.23 86.42 F2-1 0.15 I Mll 7 0.00 5.06 40.23 86.42 F2-1 0.06 ) Mll 8 0.00 1. 40 40.23 86.42 F2-1 0.02 Mll 9 0.00 5.06 40.23 86.42 F2-1 0.06 Mll 10 0.00 5.06 40.23 86.42 F2-1 0.06 I Mll 11 0.00 1. 05 40.23 86.42 F2-1 0.01 M4 1 0.00 1. 31 40.23 86.42 F2-1 0.02 M4 3 0.00 0.90 40.23 86.42 F2-1 0.01 M4 5 0.00 1. 26 40.23 86.42 F2-1 0.01 I M4 6 0.00 3.18 40.23 86.42 F2-1 0.04 M4 7 0.00 1.74 40.23 86.42 F2-1 0.02 M4 8 0.00 1. 08 40.23 86.42 F2-1 0.01 M4 9 0.00 1. 74 40.23 86.42 F2-1 0.02 I M4 10 0.00 1.74 40.23 86.42 F2-1 0.02 M4 11 0.00 0.81 40.23 86.42 F2-1 0.01 Combined Stresses Check: I Momber Load Offset Pu Muz +Pn +Mnz Code Unity Name Case # ft K K-ft K K-ft Ref. Check Mll 9 5.04 -10.20 12.30 160.19 109.87 H1-1b 0.14 MIl 10 5.04 10.20 12.30 275.40 109.87 H1-1b 0.13 I M4 9 5.25 -23.30 4.57 160.19 109.87 H1-1b 0.11 M4 10 5.25 23.30 4.57 275.40 109.87 H1-1b 0.08 AISC-LR.!'D S1:.eel Design Member Report Design Group: Columns, Designed As: HSS5x5x.375 I SIZE CONSTRAINTS: Depth is unconstrained. Width is unconstrained. I BRACING INFORMATION: Lateral bracing at top flange (+y): Pattern ~ Unbraced Lateral bracing at bottom flange (-yl: Pattern = Unbraced Strong axis bracing (parallel to y): Pattern = Unbraced II ~ Inflection points are not used as brace points. DEFLECTION LIMITS: No absolute deflection limit. I -5- No span ratjo deflection limit. Weak deflections not checked. STEEL PARAMETERS: Fy c 46.00Ksi '), . I FRAME ~...v~,JATION: Sidesway frame for strong axis Effective length factors: Kz - Specified moment magnification HSS5x5x. 37 5 ~... v~JATION: A ~ 6.18 in^2; d ~ 0.42, bf ~ 0.42, tf 0.03, tw 1- 21.70, J - 36.10 in^4; rz - 0.16, ry - 0.16 ft Z ~ 10.60 in^3, ,Mp= ~ 36.57, ,Mpy ~ 36.57 K'ft rO - 0.22 ft; H - 1.00 Extreme Checks Only Axial Check: Member I I I I I Unity Check I 0.06 0.07 I 0.02 0.03 I 0.03 0.11 I 0.05 ) 0.02 I 0.04 0.15 I 0.02 0.07 I 0.28 0.02 I 0.09 0.03 I 0.13 0.06 I 0.02 0.34 I I) 0.15 0.02 0.07 0.01 I Name Case # M1 M1 Ml M1 M1 M1 M1 M1 Ml M1 M1 M2 M2 M2 M2 M2 M2 M2 M2 M2 M2 M2 M8 M8 Load Offset ft 1 0.00 -8.63 2 0.00 16.22 3 0.00 -2.85 4 0.00 6.76 5 0.00 -3.98 6 0.00 -17.22 7 0.00 -7.73 8 0.00 -3.41 9 12.60 8.81 10 0.00 -23.95 11 0.00 -2.56 1 0.00 -10.85 2 0.00 -44.18 3 0.00 -2.98 4 0.00 -13.54 . 5 0.00 -4.17 6 0.00 -20.94 7 0.00 -9.00 8 0.00 -3.57 9 0.00 -53.18 10 12.60 35.50 11 0,00 -2.68 1 0.00 -7.32 3 16.70 -1. 52 bending. 1. 00, Ky - 1. 00 factor, B = 1.00 Pu KI../r K 80.69 80.69 80.69 80.69 80.69 80.69 80.69 80.69 80.69 80.69 80.69 80.69 80.69 80.69 80.69 80.69 80.69 80.69 80.69 80.69 80.69 80.69 106.95 106.95 1. 02 -1. 00 1.02 -1. 00 1. 02 1. 02 1.02 1. 02 -1. 00 i. 02 1. 02 1. 02 1. 02 1. 02 1. 02 1. 02 1. 02 1. 02 1. 02 1. 02 -1. 00 1. 02 1. 36 1. 36 -Q.. 0.03 ft A.c 0.07 -1. 00 0.07 -1.00 0.07 0.07 0.07 0.07 -1. 00 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 -1. 00 0.07 0.07 0.07 .... 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1.00 1.00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1.00 1. 00 1. 00 1. 00 Q ,Po Fer Ksi K 29.69 155.94 46.00 241.64 29.69 155.94 46.00 241.64 29.69 155.94 29.69 155.94 29.69 155.94 29.69 155.94 46.00 241.64 29.69 155.94 29.69 155.94 29.69 155.94 29.69 155.94 29.69 155.94 29.69 155.94 29.69 155.94 29.69 155.94 29.69 155.94 29.69 155.94 29.69 155.94 46.00 241. 64 29.69 155.94 21. 31 111.95 21.31 111.95 Code Ref. E2-2 01-1 E2-2 01-1 E2-2 E2-2 E2-2 E2-2 01-1 E2'2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 01-1 E2-2 E2-2 E2-2 I M8 5 16.70 -2.12 106.95 I 0.02 16.70 -13.53 106.95 M8 6 0.12 I --\.05 0.02 M8 7 16.70 -5.48 106.95 M8 8 16.70 -1.82 106.95 -5.48 106.95 M8 9 16.70 I 0.05 -5.48 106.95 M8 10 16.70 0.05 -1.37 106.95 M8 11 16.70 I 0.01 -7.34 106.95 M9 1 0.00 0.07 0.00 -16.22 106.95 M9 2 I 0.14 -1.68 106.95 M9 3 16.70 0.01 -6.76 106.95 M9 4 0.00 I 0.06 -2.35 106.95 M9 5 16.70 0.02 16.70 -13.76 106.95 M9 6 I 0.12 16.70 -5.68 106.95 M9 7 0.05 -2.01 106.95 M9 8 16.70 I 0.02 16.70 -21.91 106.95 M9 9 0.20 10.96 106.95 M9 10 0.00 I 0.05 ) 0.01 AISC-LRP'J) St:eel Desigft _r Report Design Group: Second Story Braces , Designed As: M9 11 16.70 -1. 51 106.95 I SIZE CONSTRAINTS: Depth is unconstrained. Width is unconstrained. BRACING .~~.:...........ATION: Lateral bracing at top flange (+y): Lateral bracing at bottom flange (-y): Strong axis bracing (parallel to y): I I I I 1. 36 1. 36 1. 36 1.36 1. 36 1. 36 1. 36 1. 36 1. 36 1. 36 1. 36 1. 36 1. 36 1. 36 1. 36 1. 36 -1. 00 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07. 0.07 0.07 0.07 1.36 0.07 -1. 00 HSS4"4,,.375 1 . 00 1. 00 1. 00 1. 00 1.00 1. 00 1.00 1. 00 1.00 1. 00 1.00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 Pattern - Unbraced Pattern = Unbraced Pattern = Unbraced I bending. 1.00, Ky = 1.00 factor, B ~ 1.00 Inflection points are not used as brace points. DEFLECTION LIMITS: No absolute deflection limit. No span ratio deflection limit. Weak deflections not checked. STEEL PARl\METERS: Fy ~ 46.00Ksi FRl\ME INFORMATION: Sidesway :rame for strong axis Effective length factors: Kz ~ Specified moment magnification RSS4x4x.375 :....~.:.....^"'ATION: A 4.78 1n"2; d = 0.33, bf = 0.33, tf 0.03, tw 1- 10.30, J ~ 17.50 in^4; rz - 0.12, ry - 0.12 ft Z = 6.39 in^3, ~Mpz = 22.05, ~Mpy = 22.05 K-ft rO - 0.17 ft; H - 1.00 )" Extreme Checks Only - Axial Check: Member I I Load Offset Pu F:L/r Unity I -7- 0.03 ft A.c Ae 21.31 111.95 21.31 111.95 21.31 111.95 21.31 111.95 21.31 111.95 21.31 111.95 21.31 111.95 21.31 111.95 21.31 111.95 21.31 111.95 21.31 111.95 21. 31 111. 95 21.31 111.95 21.31 111.95 21.31 111.95 21.31 111.95 46.00 241.64 21. 31 111. 95 Q Fer +Pn E2-7 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2'2 E2-2 E2-2 01-1 E2-2 Code I I N..... Ca.. . :!t K Ksi K. Rot. Check M]3 2 0.00 ] 9.] 6 ] 61. 26 -1. 00 -] .00 1. 00 46.00 ]86.90 D]-] 0.10 )0.04 M13 4 0.00' 7.98 ] 6] .26 -1. 00 -].00 1. 00 46.00 186.90 Dl-] Combined Stres.ea Check: Member Load Offset Pu Muz +Pn +Mnz Code Unity Name Case . :!t K K-:!t K K-:!t Rot. Check M13 3 10.36 -0.01 -0.42 39.22 22.05 H1'lb 0.02 M13 5 10.36 -0.0] -0.59 39.22 22.05 H1-1b 0.03 M13 6 10.36 -0.01 -0.50 39.22 22.05 H1-1b 0.02 M13 7 10.36 -0.01 -0.50 39.22 22.05 H1-1b 0.02 M13 8 10.36 -0.01 -0.50 39.22 22.05 H1-1b 0.02 M13 9 9.76 19.16 -0.51 186.90 22.05 H1-1b 0.07 M13 10 10.85 -19.18 -0.50 39.22 22.05 H1-1a 0.51 M13 11 10.36 -0.01 -0.38 39.22 22.05 H1-1b 0.02 oIn deflection checks, load case #' s refer to serviceability cases.. I I I I I I I I ) I . I I I I I I) I -8- I I I - . I I I I I I I I I I I I o ) I ~~ 6 \- - 'B- L\ ,'s; @ 17.5 I L" Nb ') 0:: W12x22 U1' W12x2:! 1,.41'1 W12x22 w ~ > w " w. <n- <n r ~' > 'Il, W- <n: <n r ~ " 'Il, W_ <n- <n r W12x22 '" ,\ ~ ~ ~ " " " W W W > >0 >. W_ W_ W. <n_ <n- <no <n- <n <n r r r ) ..... V .., 'l1lct ~i\" .Jd-I/{" I Sports Way II VisualAnalysis ~.OO.c Report Company: Endex Engineering Inc. Engineer: David Norr~~ , )File: C:\Documents and Settings\michael\Desktop\06060-Sports ,Way 2\CalcuJations\BF-B4.S @17.5'.vap I Nodes Node K y Fix OX Fix DY Fix RZ :U ft N1 0.00 0.00 Yes Yes No N2 8.75 0.00 N3 17.50 0.00 " N4 0.00 12.60 No No N5 8.75 12.60 " N6 17.50 12.60 N7 0.00 29.30 " " N8 8.75 29.30 N9 17.50 29.30 " I . I I Member Elements I Memb$r S.otten Material (l)NocIe (2)NocIe Leftgth weiqht Rz1 Rz2 One Way ft 1C " N1 N4 12.60 0.42 Free Free Normal N2 N5 12.60 0.42 " N3 N6 12.60 0.42 N4 N5 8.75 0.19 N5 N6 8.75 0.19 " " N1 N5 15.34 0.25 N5 N3 15.34 0.25 " " N7 N4 16.70 0.55 Fix Fix N8 N5 16.70 0.55 " N9 N6 16.70 0.55 " N7 N8 8.75 0.19 Free Free " N8 N9 8.75 0.19 " N4 18, a's 0.31 " " N6 18.85 0.31 I M1 HSS6x6x.5 M2 M3 M4 W12x22 M5 " M6 HSS4x4x.375 )M7 " . M8 HSS6x6x.5 M9 " M10 Mll W12x22 M12 M13 HSS4x4x.37S M14 Steel I " I " " I I Equation Case Combinations Load Case Case Equati.on LRFO M-1 3 1. 40 LRFO M-2a 3 1. 20+ 1. 6L LRFD M-3a 3 1. 20+0. 5L LRFO M-3b 3 1.20 LRFO M-5a 3 1.20+0.5L+1E LRFO M-5b 3 1.20+0.5L-1E LRFD M-6a 3 0.90 g I I Member Extreme Results I Member Px(lc) K vy(lc) Mz(lc) fc max(lc) fc min(lc) K K,...:ft Ksi Ksi I )' M3 . M4 -101 (6) 0.00 ( 9) -41.51 2) -25.0( 6) 0.001 9) -10.431 6) -10.431 61 0.001 6) -6.401 2) -26.06( 6) I -1- I Member I'x (le) VY(le) Mz(le) ~e IDA. (le) ~e .un (le) 1< 1< 1<-ft Kid I<6i I M4 4] .6] I] 0 I 25.04( 6) 54.77 ( 6) 25.BO( 6) 6.42(10) M6 -04.0110) -0.101 0) 0.00 ( 1) -11.41(10) -12.]0(10) )M6 46.17( 2) 0.]01 0) 0.3B( 0) 9.66'( 2 ) 9.66( 2) I M13 -21.3(10) -0.]0 ( 0) -0.47 ( 5) -4.46 I] 0) '5.36(10) . Nodal Reactions Node Load Case P'X P'Y MZ 1< 1< 1<-~t . Nl Dead Load 2.08 13.80 -NA- LRFD M-] 2.91 19.39 -NA- LRFD A4-2a 9.60 101.0 -NA- I LRFD M-3a 4.71 43.00 -NA- LRFD M-3b 2.49 16.62 -NA- LRFD M-oa -21.6 -13.4 -NA- n LRFD M-5b 31. 05 99.43 -NA- g LRFD M-6a 1. 87 12.47 -NA- Live Load 4.44 52.70 -NA- Seismic -26.3 -56.4 -NA- Wind -6.62 -18.9 -NA- g N2 Dead Load 0.00 11. 22 -NA- LRFD M-l 0.00 10.71 cNA- LRFD M-2a 0.00 51. 06 -NA- LRFD M-3a 0.00 25.21 -NA- n LRFD M-3b 0.00 13.46 -NA- LRFD M-5a 0.00 23.98 -NA- LRFD M-ob 0.00 26.45 -NA- n LRFD M-6a 0.00 10.10 -NA- g Live Load 0.00 23.00 -NA- ) Seismic . 0.00 -1.24 -NA- n Wind 0.00 -0.12 -NA- N3 Dead Load -2.08 13.80 -NA- n LRFD M-1 -2.91 19.39 -NA- n LRFD M-2a -9.60 lis.5 -NA- LRFD M-3a -4.71 47.00 -NA- LRFD A4 - 3b -2.49 16.62 -NA- n LRFD M -oa -30.5 105.2 -NA- n LRFD M-5b 21.15 -10.1 -NA- LRFD M-6a -1. 87 12.47 -NA- Live Load -4.44 61. 85 -NA- n Seismic -25.8 57.67 -NA- Wind -6.58 19.11 -NA- n Nodal Results Node Load. Caee DX DY RZ I!'X P'Y MZ I in in deg 1< K K-ft Nl Dead Load 0.00 0.00 0.00 2.08 13.85 -NA- LRFD M-l 0.00 0.00 0.00 2.91 19,39 -NA- I n LRFD M-2a 0.00 -0.00 0.00 9.60 101. 0 -NA- LRFD M-3a 0.00 0.00 0.00 4.71 43,00 -NA- n LRFD M-3b 0.00 0.00 0.00 2.49 16.62 -NA- LRFD M-5a 0.00 0.00 0.00 -21.6 -13.4 -NA- I LRFD M-5b 0.00 0.00 0.00 31. 05 99.43 -NA- LRFD A4'6a 0.00 0.00 0.00 1. 87 12 ': 47 -NA- Live Load 0.00 0.00 0.00 4.44 52: 75 -NA- ) Seismic 0.00 0.00 0.00 -26.3 -56.4 -NA' n Wind 0.00 0.00 0.00 -6.62 -18.9 -NA- I N2 Dead Load 0.00 0.00 0.00 0.00 11. 22 -NA- LRFD M-l 0.00 0.00 0.00 0.00 15:71 -NA- I -2- I Nod.. Load Case DX DY RZ FX I FY MZ in in deg K 'I K K-~t . LRFD A4-2a 0.00 0.00 0.00 0.00 51.06 -NA- LRFD A4-3a 0.00 0.00 0.00 0.00 25.21 -NA- I LRFD 1\4 - 3b 0.00 0.00 0.00 0.00 13.46 -NA- I LRFD A4-!)a 0.00 0.00 0.00 0.00 23.98 -NA- LRFD 1\4 - 5b 0.00 0.00 0.00 0.00 26.45 -NA- LRFD 1\4 - 6. 0.00 0.00 0.00 0.00 10.10 -NA- Live Load 0.00 0.00 0.00 0.00 23.50 -NA- I Se::ismic 0.00 0.00 0.00 0.00 -1. 24 -NA- " Wind 0.00 0.00 0.00 0.00 -0.12 -NA- N3 Dead Load 0.00 0.00 0.00 -2.08 13'.85 -NA- LRFD 1\4-1 0.00 0.00 0.00 -2.91 19.39 -NA- I LRFD 1\4-2a 0.00 -0.00 0.00 -9.60 115.5 -NA- LRFD 1\4-3. 0.00 0.00 0.00 -4.71 47.55 -NA- LRFD 1\4 - 3b 0.00 0.00 0.00 -2.49 16.62 -NA- " LRFD A4-5a 0.00 -0.00 0.00 -30.5 105.2 -NA- I LRFD 1\4 - 5b 0.00 0.00 0.00 21.15 _1,10.1 -NA- " LRFD A4-6a 0.00 0.00 0.00 -1. 87 12.47 -NA- Live Load 0.00 0.00 0.00 -4.44 61:.85 -NA- " Seismic 0.00 0.00 0.00 -25.8 57.67 -NA- I Wind 0.00 0.00 0.00 -6.58 19.11 -NA- N4 Dead Load -0.00 -0.01 -0.00 -NA- ~NA- -NA- " LRFD 1\4-1 -0.00 -0.01 -0.00 -NA- -NA- -NA- " LRFD A4-2a 0.00 -0.05 -0.00 -NA- -NA_ -NA- I LRFD 1\4-3a -0.00 -0.02 -0.00 -NA- "NA- -NA- " LRFD 1\4-3b -0.00 -0.01 -0.00 -NA- -NA- -NA- LRFD 1\4-5a 0.13 -0.01 -0.03 -NA- -NA- -NA- LRFD 1\4-5b -0.13 -0.03 0.03 -NA- -NA- -NA- n LRFD 1\4-6a -0.00 -0.01 -0.00 -NA- -NA- -NA- Live Load 0.00 -0.02 -0.00 -NA- "NA- -NA- Seismic 0.13 0.01 -0.03 -NA- -NA- -NA- " Wind 0.03 0.01 -0.01 -NA- -NA- -NA- g N5 Dead Load 0.00 -0.01 0.00 -NA- -NA- -NA- ) " LRFD A4-1 0.00 -0.01 0.00 -NA- "NA- -NA- LRFD 1\4-2. 0.00 -0.03 -0.00 -NA- "NA- -NA- LRFD 1\4-3. 0.00 -0.01 -0.00. -NA- ~NA- -NA- I LRFD M-3b 0.00 -0.01 0.00 -NA- -NA- -NA- LRFD 1\4-5a 0.11 -0.01 -0.03 . -NA- -NA- -NA- LRFD M-5b -0.11 -0.01 0.03 -NA- -NA- -NA- " LRFD 1\4-6a 0.00 -0.01 0.00 -NA- -NA- -NA- n Live Load 0.00 -0.01 -0.00 -NA- -NA- -NA- Seismic 0.11 0.00 -0.03 -NA- -NA- -NA- Wind 0.03 0.00 -0.01 -NA- -NA- -NA- N6 Dead Load 0.00 -0.01 0.00 -NA- -NA- -NA- I LRFD M-l 0.00 -0.01 0.00 -NA- -'NA- "NA- " LRFD A4-2a -0.00 -0.05 -0.00 -NA- -NA- -NA- LRFD A4-3a 0.00 -0.02 -0.00 -NA- -NA- -NA- LRFD M-3b 0.00 -0.01 0.00 -NA- -NA- -NA- I LRFD M-5a 0.11 -0.03 -0.03 -NA- "NA- -NA- " LRFD 1\4-5b -0.11 -0.01 0.03 -NA- -NA- -NA- LRFD M-6a 0.00 -0.01 0.00 -NA- ~NA- -NA- Live Load -0.00 -0.03 -0.00 -NA- -NA- -NA- I Seismic 0.11 -0.01 -0.03 -NA- -NA- -NA- Wind 0.03 -0.01 -0.01 -NA- -NA-. -NA- N7 Dead Load 0.00 -0.01 -0.00 -NA- -NA- -NA- LRFD 1\4-1 0.00 -0.01 -0.00 -NA- -~A- -NA- I LRFD 1\4-2a 0.01 -0.07 -0.00 -NA- -NA- -NA- LRFD M-3a 0.00 -0.03 -0.00 -NA- -NA- -NA- LRFD M-3b 0.00 -0.01 -0.00 -NA- "NA- -NA- LRFD 1\4 - 5a 0.23 -0.02 -0.03 -NA- -NA- -NA- I LRFD 1\4-5b -0.23 -0.04 0.03 -NA- -NA- -NA- LRFD 1\4 - 6a 0.00 -0.01 -0.00 -NA- ~NA- -NA- Live Load 0.00 -0.04 -0.00 -NA- -NA- -NA- ) Seismic 0.23 0.01 -0.03 -NA- -NA- -NA- I Wind 0.08 0.01 -0.01 -NA- -NA- -NA- N8 Dead Load 0.00 -0.01 0.00 -NA- -NA- -NA- LRFD A4-1 0.00 -0.01 0.00 -NA- -NA- -NA- n - 3- Design Member Results Design Load Cases Strength Service 10 Number 10 Number 1 1 2 2 3 3 4 4 5 6 7 8 9 10 11 I Node I I )" I " N9 I I " " I I I n ) I Load Case DX DY RZ FX FY HZ in in deg K K K-~t LRFD 1\4-2a 0.01 -O.OS -0.00 -NA- -NA- -NA- LRFD A4-3a 0.00 -0.02 -0.00 -NA- -NA- -NA- LRFD M-3b 0.00 -0.01 0.00 "NA- -NA- -NA- LRFD 1\4 - 5a 0.22 -0.02 -0.03 -NA- -NA- -NA- LRFD 1\4 - Sb -0.22 -0.02 0.03 -NA- -NA- -NA- LRFO 1\4-6a 0.00 -0.01 0.00 -NA- -'NA- -NA- Live Load 0.00 -0.02 -0.00 -NA- -NA- -NA- Seismic 0.22 0.00 -0.03 -NA- -NA- -NA- Wind 0.08 0.00 -0.01 .-NA- -NA- -NA- Dead Load 0.00 -0.01 0.00 -NA- -NA- -NA- LRFD 1\4-1 0.00 -0.01 0.00 -NA- -NA- -NA- LRFD 1\4-2a 0.01 -0.08 -0.00 -NA- -NA- -NA- LRFD A4 -3a 0.00 -0.03 -0.00 -NA- -NA- -NA- LRFD 1\4 - 3b 0.00 -0.01 0.00 -NA- -NA- -NA- LRFD I\4-S. 0.22 -0.04 -0.03 -NA- -NA- -NA- LRFD 1\4 - Sb -0.22 -0.02 0.03 -NA- -NA- -NA- LRFD 1\4 - 6a 0.00 -0.01 0.00 -NA- -NA- -NA- Live Load 0.00 -0.05 -0.00 -NA- -llA- -NA- Seismic 0.22 -0.01 -0.03 -NA- -llA- -NA- Wind 0.08 -0.01 -0.01 -NA- -NA- -NA- Load Case Name Live Load Seismic Dead Load Wind LRFD M-1 LRFD M-2a LRFD M~3a LRFD M-3b LRFD A4-5a LRFD M-5b LRFD M - 6a I AISC-LRFD Steel Design Member Report: Design Group: Braces, Designed As: HSS4x4x.375 SIZE CONSTRAINTS: Depth is unconstrained. Width is unconstrained. BRACING :.....,.:: ...."""......T:ION: Lateral bracing at top flange (+y): Lateral bracing at bottom flange (-y): Strong axis bracing (parallel to y): I I Pattern ~ Unbraced Pattern = Unbraced Pattern = Unbraced Inflection points are not, used as brace points. DEFLECTION LIMITS: No absolute deflection limit. No span ratio deflection limit. Weak deflections not checked. STEEL PARAMETERS: Fy ~ 46.00Ksi FRAME .1.u:..u\I,,:JATION: Sidesway frame for strong axis Effective length .~actors: Kz lEe Specified moment magnification ) RSS4x4x. 375 :.....u!.....^'-U\.TION: D' A ~ 4.78 in^2; d ~ 0.33, bf ~ 0.33, tf n I I o bending. 1.00, Ky = 1.00 factor, B "" 1. 00 0.03, tw 0.03 ft - 4- 0.18 Combined St.resses Check: Member Load Offset. Pu Huz +Pn +Mnz Code Unit:y Name Case # ft K K-ft K K-ft Ref. Check M6 3 7.67 -3.65 0.27 64.85 22.05 Hl-1b 0.04 M6 5 7.67 -5.10 0.38 64.85 22.05 Hl-lb 0.06 M6 6 7.67 -16.82 0.33 64.85 22.05 Hl-la 0.27 M6 7 7.67 -8.26 0.33 64.85 22.05., Hl-lb 0.08 M6 8 7.67 -4.37 0.33 64.85 22.05 Hl-1b 0.05 M6 9 7.67 37.90 0.33 186.90 22.05 Hl-la 0.22 M6 10 7.67 -54.43 0.33 64.85 22.05 Hl-la 0.85 M6 11 7.67 -3.28 0.25 64.85 22.05 Hl-lb 0.04 M7 3 7.67 -3.65 0.27 64.85 22.05 H1-1b 0.04 M7 5 7.67 -5.10 0.38 64.85 22.05 Hl-lb 0.06 M7 6 7.67 -16.82 0.33 64.85 22.05.- Hl-la 0.27 M7 7 7.67 -8.26 0.33 64.85 22.05 Hl-lb 0.08 M7 8 7.67 -4.37 0.33 64.85 22.05 H1-lb 0.05 M7 9 7.67 -53.61 0.33 64.85 22.05 Hl-la 0.84 M7 10 7.67 37.08 0.33 186.90 22.05 H1-1b 0.11 M7 11 7.67 -3.28 0.25 64.85 22.05 ; Hl-lb 0.04 aIn deflection checks, load case #'5 refer to serviceability cases. AISC-LRFD Steel Design Member Report Design Group: Beams I Designed As: Wl2x22 . , I I - JO.30, J - 17.50 in^4; rz - 0.12, ry - 0.12 ft Z - 6.39 in'3, .pMpz - 22.05, ,Mpy' 22.05 K-ft- rO - 0.17 ft; H - 1.00 Extrema Checks Only )A><ial Check: Memb8r Load Offset Pu KL/r Ac ... I g Unity N..... Case . ft K Check M6 1 0.00 -7.78 125.40 1. 59 0.07 1. 00 0.12 M6 2 0.00 46.17 125.40 -1.00 -1.00 1. 00 0.25 M6 4 0.00 11.61 125.40 -1. 00 -1. 00 1. 00 0.06 M7 1 0.00 -7.78 125.40 1. 59 0.07 1. 00 0.12 M7 2 0.00 -45.35 125.40 1. 59 0.07 1. 00 0.70 M7 4 0.00 -11. 53 125.40 1. 59 0.07 1. 00 g I I I I I . ) I I I SIZE CONSTRAINTS: Depth is unconstrained. Width is unconstrained. BRACING INFORMATION: Lateral bracing at top flange (+yl: Lateral bracing at bottom flange (-y): Strong axis bracing (parallel to y) : Pattern = Continuous Pattern = unbraced Pattern = Unbraced I . Inflection points are not used as brace points. DEFLECTION LIMITS: No absolute deflection limit. No span ratio deflection limit. Weak deflections not checked. STEEL PARAMETERS: Fy - 50.00Ksi I I I) FRAME INFORMATION: Sidesway frame for strong axis bending. Effective length factors: Kz = 1.00, Ky ~ 1.00 Specified moment magnification factor, B = 1.00 W12x22 .u~&! ...........dAT:ION: A _ 6.48 in^2; d = 1.03, bf = 0.34, tf 0.04, tw = 0.02 ft Iz = 156.00, ly = 4.66, J = 0.29 in^4; rz = 0.41, ry = 0.07 ft - 5- I Q Fer +Pn Code Ksi K Ref. 15.96 64.85 E2-3 46.00 186.90 Dl-l 46.00 186.90 01-1 15.96 64.85 E2-3 15.96 64.85 E2-3 15.96 64.85 E2-3 .' n Zz = 29.30, Zy = 3.66 in^3, +Mpz = 109.87, +Mpy = 12.99 K-ft I rT =- 0.08 t rO = 0.4J ft; H = 1.00 Zxtreme Checko Only ") Axial Check: _r Load Off sat Pu !<.IA I..e 1.e Q For +Pn Code I Unity N.... Case . ~t Il" Il"si K Ila~ . Check MIl 2 0.00 -20.40 21. 40 0.28 1. 03 1. 00 3J.95 175.96 AE3-2 I 0.12 M11 4 0.00 -10.00 21.40 0.28 1. 03 1. 00 31.95 17 5.96 AE3-2 0.06 M4 2 0.00 -41.50 21. 40 0.28 1. 03 1. 00 31. 95 175.96 AE3-2 I 0.24 M4 4 0.00 -8.15 21.40 0.28 1. 03 . 1. 00 31. 95 175.96 AE3-2 0.05 M5 2 0.00 10.70 21.40 -1.00 -1. 00 1. 00 50.00 275.40 01-1 I 0.04 M5 4 0.00 5.05 21.40 -1. 00 -1. 00 1. 00 50.00 275.40 01-1 0.02 Flexure Check (Strong Bending) : I Member Load Offset Muz Lu Cb +Mnz Code Unity N.... Case 4# ~t I<-ft ~t I<-~t Ilaf. Check M11 1 4.38 13.11 0.00 1. 00 109.87 Fl-l 0.12 Mll 3 4.38 3.94 0.00 1. 00 109.87 Fl-1 0.04 I Mll 5 4.38 5.52 0.00 1. 00 109.87 Fl-l 0.05 Mll 6 4.38 25.71 0.00 1. 00 109.87.. Fl-l 0.23 MIl 7 4.38 11.29 0.00 1. 00 109.87 Fl-l 0.10 MIl 8 4.38 4.73 0.00 1. 00 109.87 Fl-l 0.04 I MIl 11 4.38 3.55 0.00 1. 00 109.87,. Fl-l 0.03 M12 1 4.38 13.11 0.00 1. 00 109.87 Fl-1 0.12 M12 3 4.38 3.94 0.00 1. 00 109.87") Fl-l 0.04 M12 5 4.38 5.52 0.00 1. 00 109.87 F1-1 0.05 I M12 6 4.38 25.71 0.00 1. 00 109.87 Fl-l 0.23 ) M12 7 4.38 11.29 0.00 1. 00 109.87" Fl-l 0.10 M12 8 4.38 4.73 0.00 1. 00 109.87 Fl-l 0.04 M12 9 4.38 11.29 0.00 1.00 109.87. Fl-l 0.10 I M12 10 4.38 11.29 0.00 1. 00 109.87 Fl-l 0.10 M12 11 4. 38 3.55 0.00 1. 00 109.87 Fl-l 0.03 Shear Check (Strong Axi.s' ; Member Load Offset Vuy -h/b 9\'ny Code Unity I N...... Case # ft Il" K Ref. Check Mll 1 0.00 5.99 40.23 86.42 F2-1 0.07 Mll 3 0.00 1. 80 40.23 86.42 F2-1 0.02 M11 5 0.00 2.52 40.23 86.42 F2-1 0.03 I Mll 6 0.00 11.75 40.23 86,42 F2-1 0.14 MIl 7 0.00 5.16 40.23 86.42 F2-1 0.06 M11 8 0.00 2.16 40.23 86.42 F2-1 0.03 M11 9 0.00 5.16 40.23 86.42 F2-1 0.06 I MIl 10 0.00 5.16 40.23 86.42 F2-1 0.06 Mll 11 0.00 1. 62 40.23 86.42 F2-1 0.02 M12 1 0.00 5.99 40.23 86.42 F2-1 0.07 M12 3 0.00 1. 80 40.23 86.42 F2-1 0.02 I M12 5 0.00 2.52 40.23 86.42 F2-1 0.03 M12 6 0.00 11.75 40.23 86.42 F2-1 0.14 M12 7 0.00 5.16 40.23 86.42 F2-1 0.06 M12 8 0.00 2.16 40.23 86.42 F2-1 0.03 I M12 9 0.00 5.16 40.23 86.42 F2-1 0.06 M12 10 0.00 5.16 40.23 86.42 F2_1 0.06 M::.2 11 0.00 1. 62 40.23 86.42 F2-1 0.02 M4 1 0.00 10.46 40.23 86.42 F2-1 0.12 I M4 3 0.00 6.92 40.23 86.42 F2-1 0.08 M4 5 0.00 9.69 40.23 86.42 F2-1 0.11 ) M4 6 0.00 25.04 40.23 86.42 F2-1 0.29 M4 7 0.00 13.53 40.23 86.42 F2-1 0.16 I M4 8 0.00 8.31 40.23 86.42 F2-1 0.10 g4 9 0.00 13.53 40.23 86.42 F2-1 0.16 I -6- I M4 ] 0 O.DD ] 3.53 40.23 86.42 ,2-] D.] 6 M4 11 O.DO 6.23 40.23 86.42 F2-1 0.07 MS 1 O.DD 10.46 40.23 86.42 F2-1 D.12 MS 3 O.DO 6.92 40.23 86.42 F2-1 0.08 ) M5 5 0.00 9.69 40.23 86.42 F2-] D.11 M5 6 O.OD 25.04 40.23 86.42 F2-1 0.29 M5 7 0.00 13.53 40.23 86.42 F2-1 0.16 M5 8 O.DO 8.31 40.23 86.42 F2-1 0.10 M5 9 O.DO 13.53 4D.23 86.42 F2-1 0.16 M5 10 0.00 13.53 40.23 86.42 F2-1 0.16 M5 11 0.00 6.23 40.23 86.42 F2-1 0.07 Combined Stresses Cheek: Member Load Offset Pu Muz qPn +Mnz CodAo Unity Name Case It ft K K-ft K K-ft Ref. Check Mll 9 4.38 -20.40 11.29 175.96 109.87 H1-lb 0.16 Mll 10 4.38 20.40 11.29 275.40 109.87 Hl-lb 0.14 M4 1 4.38 -0.88 22.87 175.96 109.87 Hl-1b 0.21 M4 3 4.38 0.46 15.14 275.40 109.87 Hl-lb 0.14 M4 5 4.38 0.65 21. 20 275.40 109.87 Hl"lb 0.19 M4 6 4.38 -0.86 54.77 175.96 109.87 Hl-lb 0.50 M4 7 4.38 0.11 29.61 275.40 109.87 H1-1b 0.27 M4 8 4.38 0.56 18.17 275.40 109.87 Hl-lb 0.17 M4 9 4.38 -41. 39 29.61 175.96 109.87 H1-1a 0.47 M4 10 4.38 41. 61 29.61 275.40 109.87 H1-lb 0.34 M4 11 4.38 0.42 13.'63 275.40 109.87 H1-1b 0.12 M5 1 4.38 -0.88 22.87 17 5.96 109.87 Hl-lb 0.21 M5 3 4.38 0.46 15.14 275.40 109.87 H1-lb 0.14 M5 5 4.38 0.65 21. 20 275.40 109.87 Hl-lb 0.19 M5 6 4.38 -0.86 54.77 175.96 109.87 Hl-1b 0.50 M5 7 4.38 0.11 29.61 275.40 109.87 Hl-lb 0.27 M5 8 4.38 0.56 18.17 275.40 109.87 H1-1b 0.17 M5 9 4.38 10.81 29.61 275.40 109.87 Hl-lb 0.29 M5 10 4.38 -10.59 29.61 175.96 109.87 Hl-1b 0.30 M5 11 4.38 0.42 13.63 275.40 109.87 Hl-1b 0.12 ) aIn deflection checks. load case #'5 refer to serviceability cases. il AISC-LRFD Steel Desiqn Member Report Design Group: Columns, Designed As: HSS6x6x.5 I I I I I I I I I I SIZE CONSTRAINTS: Depth is unconstrained. Width is unconstrained. BRACING ~I.u:' ...."".1ATION: Lateral bracing at top flange (+y): Lateral bracing at bottom flange (-y): Strong axis bracing (parallel to y) : Pattern ~ Unbraeed Pattern = Unbraced Pattern = Unbraced I I Inflection points are not used as brace points. DEFLECTION LIMITS: No absolute deflection limit. No span ratio deflection limit. Weak deflections not checked. STEEL PARAMETERS: Fy ~ 46.00Ksi I I FRAME ~"'~I:....~ATION: Sidesway frame for strong axis Effective length factors: Kz = Specified moment magnification HSS6x6x.5 INFO~TION: A 9.74 in^2; d ~ 0.50, bf ~ 0.50, tf 0.04, tw I ~ 48.20, J ~ 81.10 in^4; rz - 0.19, ry - 0.19 ft Z = 19.80 in^3, ~Mpz = 68.31, ~Mpy = 68.31 K-ft rO - 0.26 ft; H - 1.00 Extreme Checks Only Axial Check: Member bending. 1.00, Ky - 1.00 factor, B = 1.00 I 0.04 ft I I ) ^-e 1..e Q Fer Offset Pu KL/r Load Unity Ksi Name Case 4# ft K I - 7- qPn Code K Ref. I Ch..ck I O. J 7 )0.05 0.04 I 0.02 I 0.05 0.31 I 0.13 0.05 I 0.06 0.20 I 0.03 0.10 I 0.01 0.01 I 0.16 0.06 I ) 0.01 0.06 I 0.06 0.01 I 0.08 0.04 I 0.06 0.18 I 0.09 0.05 I 0.09 0.09 I 0.04 0.20 I .) 0.07 0.04 0.03 I M1 M1 Ml Ml Ml Ml Ml Ml Ml Ml Ml MID MID MID MID M10 MID MID MID MID M2 M2 M2 M2 M2 M2 M2 M2 M2 M3 M3 M3 M3 M3 1 0.00 -46.36 2 0.00 18.51 3 0.00 -10.73 4 0.00 9.45 5 0.00 -15.03 6 0.00 -87.06 7 0.00 -36.06 8 0.00 -12.88 9 0.00 -17.55 10 0.00 -54.57 11 0.00 -9.66 1 0.00 -22.59 3 -2.36 16.70 5 16.70 -3.30 6 16.70 '-38.98 7 16.70 -14.12 8 16.70 -2.83 9 16.70 -14.12 10 16.70 -14.12 11 16.70 -2.12 1 0.00 -23.50 3 0.00 -11.22 5 0.00 -15.71 6 0.00 -51. 06 7 0.00 -25.21 8 0.00 -13.46 9 0.00 -23.98 10 0.00 -26.45 11 0.00 -10.10 1 0.00 -55.46 2 0.00 -20.42 3 0.00 -10.73 4 0.00 -9.64 5 0.00 -15.03 67.97 67.97 67.97 67.97 67.97 67.97 67.97 67.97 67.97 67.97 67.97 90.09 90.09 90.09 90.09 90.09 90.09 90.09 90.09 90.09 67.97 67.97 67.97 67.97 67.97 67.97 67.97 67.97 67.97 67.97 67.97 67.97 67.97 67.97 0.86 -1.00 0.86 - 1. 00 0.86 0.86 0.86 0.86 0.86 0.86 0.86 1.14 1.14 1.14 1.14 1 ~ 14 1.14 1.14 1.14 1.14 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 -8- 0.07 -1.00 I 0.07 ;, -1.00,: 0.07 ' 0.07 0.07 0.07 ,I 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 ji 0.07 0.07 !: 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 33.71 279.11 46.00 380.83 33.71 279.11 46..00 380.83 33.71 279.11 33.71 279.11 33.71 279.11 33.71 279.11 33.71 279.11 33.71 279.11 33.71 279.11 26.65 220.62 26.65 220.62 26.65 220.62 26.65 220.62 26.65 220.62 26.65 220.62 26.65 220.62 26.65 220.62 26.65 220.62 33.71 279.11 33.71 279.11 33.71 279.11 33.71 279.11 33.71 279.11 33.71 279.11 33.71: 279.11 33.71 279.11 33.71 279.11 33.71 279.11 33.71 279.11 33.71 279.11 33.71 279.11 33.71 279.11 E2-2 0]-1 E2-2 01-1 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 I 0.05 I 0.36 )0.]5 I 0.05 0.22 I 0.07 0.03 I 0.07 0.01 I 0.01 0.13 I 0.05 0.01 I 0.05 0.05 I 0.01 0.07 I ) 0.01 0.01 I 0.02 0.13 I 0.05 0.01 I 0.04 0.06 I M3 M3 M3 M3 M3 M3 M8 M8 M8 M8 M8 M8 M8 M8 M8 M9 M9 M9 M9 M9 M9 M9 M9 M9 M9 6 0.00 -101.62 67.97 67.97 67.97 67.97 67.97 11 0.00 -9.66 0.00 -15.69 .90.09 67.9.7 1 5 16.70 -3.30 16.70 -2.36 90.09 90.09 3 6 16.70 -27.94 H I. 0.86 0.86 0.86 0.86 0.86 0.86 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 -1. 00 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 0.07" 1. 00 1. 00 -1. 00 0.07 1. 00 1. 00 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 1. 00 1.00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 0.01 aIn deflection checks, load case #'5 refer to serviceability cases. AISC-LRFD Steel Design Member Report: Design Group: Second Story Braces, Designed As: BSS4x4x.375 SIZE CONSTRAINTS: Depth is unconstrained. Width is unconstrained. BRACING .u~~v.rv.JATION: Lateral bracing at top flange (+y): Lateral bracing at bottom flange (-y): Strong axis bracing (parallel to y): I I I I ) 7 0.00 -40.61 90.09 90.09 90.09 90.09 90.09 90.09 90.09 90.09 90.09 90.09 90.09 90.09 90.09 90.09 90.09 90.09 Pattern = Unbraced Pattern ~ Unbraced Pattern Onbraced Inflection points are not used as brace points. DEFLECTION LIMITS: No absolute deflection limit. No span ratio deflection limit. Weak deflections not checked. I 8 0.00 -12.88 9 0.00 -61.03 10 0.00 -20.19 7 16.70 -10.67 8 16.70 -2.83 9 16.70 -10.67 10 16.70 -10.67 11 16.70 -2.12 1 0.00 -15.37 2 0.00 1.91 3 16.70 -2.70 5 16.70 -3.77 6 16.70 -27.82 7 16.70 -10.92 8 16.70 -3.24 9 16.70 "9.01 10 16.70 -12.83 11 16.70 -2.43 -9- 33.71 279.11 33.71 279.11 33.71 279.11 33.71 279.11 33.71 279.11 33.71 279.11 26.65 220.62 26.65 220.62 26.65 220.62 26.65 220.62 26.65 220.62 26.65 220.62 26.65 220.62 26.65 220.62 26.65 220.62 26.65 220.62 46.00 380.83 26.65 220.62 26.65 220.62 26.65 220.62 26.65 220.62 26.65 220.62 26.65 220.62 26.65' 220.62 26.65' 220.62 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 01-1 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 FRAME INFORMlITION: ~ Sidesway frame for strong axis Effective length factors: Kz - Specified moment magnification HSS4x4x.375 INFORMlITION: 'A 4.78 in^2: d: 0.33, bf = 0.33, tf 0.03, tw I ~ 10.30, J - 17.50 in^4; rz - 0.12, ry - 0.12 ft Z = 6.39 in^3, +Mpz = 22.05, +Mpy = 22.05 K-ft rO - 0.17 ft; H - 1.00 Extreme Checks Only Axial Check: Member Unity Name Case # ft l{ Check M13 1 0.00 1. 91 154.12 -1. 00 -1. 00 0.01 M13 2 0.00 20.90 154.12 "1. 00 -1. 00 0.11 M13 4 0.00 10.67 154.12 -1. 00 -1. 00 0.06 M14 1 0.00 1. 91 154.12 -1. 00 -1. 00 0.01 M14 2 0.00 -23.05 154.12 1. 95 0.07 0.54 M14 4 0.00 -10.88 154.12 1. 95 0.07 1 1 STEEL PARlIMETERS: Fy = 46.00Ksi 1 I 1 Load Offset 1 I I I 0.25 Combined Stresses Check: Member Load Offset Pu Name Case # ft K M13 3 9.43 -1.00 M13 5 9.43 -1.40 M13 6 9.43 1.85 M13 7 9.43 -0.25 M13 8 9.43 -1.20 M13 9 9.43 20.66 M13 10 9.43 -21.15 M13 11 9.43 -0.90 M14 3 9.43 -1.00 M14 5 9.43 -1.40 M14 6 9.43 1.85 M14 7 9.43 -0.25 M14 8 9.43 -1.20 M14 9 9.43 -23.30 M14 10 9.43 22.81 M14 11 9.43 -0.90 aIn deflection checks, load case #15 1 .> I 1 I 1 1 1 I I) 1 bending. 1.00, Ky - 1.00 factor, B ~ 1.00 Pu n/r Muz K-ft -0.34 -0.47 -0.40 -0.40 -0.40 -0.40 -0.40 -0.30 0.34 0.47 0.40 0.40 0..40 0.40 0.40 0.30 refer to 0.03 ft l..e A.e Q Fer +Pn Code Ksi K Ref. 1. 00 46.00 186.90 01-1 1. 00 46.00 186.90 01-1 1. 00 . 46.00 186.90 01-1 1. 00 46.00 186.90 01-1 1. 00 10.57 42.93 E2-3 1. 00 10.57 42.93 E2-3 Code Unity Ref. Check H1-1b 0.03 Hl-lb 0.04 Hl-1b 0.02 Hl-lb 0.02 H1-1b 0.03 Hl-lb 0.07 Hl-1a 0.51 Hl-lb 0.02 H1-1b 0.03 Hl-1b 0.04 Hl-1b 0.02 Hl-lb 0.02 H1-1b 0.03 Hl-1a 0.56 H1-1b 0.08 Hl-lb 0.02 +Pn +Mnz .K K-ft :~ 42.93 22.05 42.93 22.05 186.90 22.05, 42.93 22.05: 42.93 22.05 186..90 22.05 42.93 22.05;; 42.93 22.05 42.93 22.05; 42.93 22.05' 186.90 22.051 42.93 22.05!1 42.93 22.05, 42.93 22.05 186.90 22.05" 42.93 22.05 serviceability cases. -10- I I ) I I I I I I I I ) I I I I I I I I ) I ~ ... 6F:- t\.s ;,.. ~.~ - X. c. c. @> 10.S' 10"'(, W12x22 u" ~ x 'Ii. ~. "" '" I ~ x ~ XO ~. "'- '" I W12x22 '" '" ~ x ~ x w. "'. "" I ~ x ~ XO ~. "" '" I -< V ~1 "B~- C.l S ~\~? !i\Z'/ b~' c 1.'5 tl,yz.. . Ii- /3>1 I -,l~,7'- ~}.';:r: Node Load c... I!'X " ,"MZ K K K"ft .', I Nl Dead Load 0.00 7.64 -NA- LRFD A4-] 0.00 10.69 -NA- ) LRFD 1\4-28 0.00 32.80 -NA- I LRFD 1\4-3a 0.00 16.55 -NA- LRFD 1\4 - 3b 0.00 9.17 -NA- LRFD 1\4 - 5a -22.9 -27.1 -NA- LRFD 1\4-5b 22.90 60.26 -NA- I LRFD 1\4 - 6. 0.00 6.88 -NA- Live Load 0.00 14.77 -NA- Seismic -22.9 -43.7 -NA- Wind -6.60 -15.8 -NA- I N2 Dead Load 0.00 7.64 -NA- LRFD 1\4-1 0.00 10.69 -NA- " LRFD 1\4-2a 0.00 95.08 -NA- LRFD 1\4-3a 0.00 36.01 -NA- I LRFD M-3b 0.00 9.17 -NA- LRFD M-5a 0.00 79.72 -NA- LRFD 1\4-5b 0.00 -7.69 -NA- LRFD 1\4-6a 0.00 6.88 -NA- I " Live Load 0.00 53.70 -NA- Seismic 0.00 43.70 -NA- Wind 0.00 15.87 -NA- I Nodal Results I Node Load Case DX DY RZ FX l!"Y MZ in iD deg K 1( 1(-ft N1 Dead Load 0.00 0.00 0.00 0.00 1.64 -NA- I LRFD A4-1 0.00 0.00 0.00 0.00 10.69 -NA- ) " LRFD M-2a 0.00 0.00 0.00 0.00 32.80 -NA- LRFD 1\4-3a 0.00 0.00 0.00 0.00 16.55 -NA- " LRFD 1\4-3b 0.00 0.00 0.00 0.00 ~.17 -NA- I LRFD 1\4-5a 0.00 0.00 0.00 -22.9 -27.1 -NA- " LRFD 1\4-5b 0.00 0:00 0.00 22.90 60.26 -NA- LRFD M-6a 0.00 0.00 0.00 0.00 6.88 -NA- " Live Load 0.00 0.00 0.00 0.00 14.77 -NA- I " Seismic 0.00 0.00 0.00 -22.9 -43.7 -NA- Wind 0.00 0.00 0.00 -6.60 -15.8 -NA- N2 Dead Load 0.00 0.00 0.00 0.00 7.64 -NA- LRFD A4-1 0.00 0.00 0.00 0.00 10.69 -NA- I LRFD 1\4-26 0.00 0.00 0.00 0.00 95.08 -NA- LRFD M-3a O. DO' 0.00 0.00 0.00 3'6.01 -NA- LRFD A4-3b 0.00 0.00 0.00 0.00 9.17 -NA- LRFD A4-5a 0.00 0.00 0.00 0.00 79.72 -NA- I LRFD M-5b 0.00 0.00 0.00 0.00 -:].69 -NA- " LRFD 1\4-6a 0.00 0.00 0.00 0.00 6.88 -NA- Live Load 0.00 0.00 0.00 0.00 53.70 -NA- " Seismic 0.00 0.00 0.00 0.00 43.70 -NA- I Wind 0.00 0.00 0.00 0.00 15.87 -NA- N4 Dead Load 0.00 -0.00 -0.00 -NA- -NA- -NA- LRFD 1\4-1 0.01 -0.01 -0.00 -NA- -NA- -NA- LRFD A4-2. 0.06 -0.02 -0.03 -NA- -NA- -NA- I " LRFD M-3a 0.02 -0.01 -0.01 -NA- -NA- -NA- " LRFD A4-3b 0.01 -0.00 -0.00 -NA- -NA- -NA- LRFD A4-5a 0.15 0.00 -0.05 -NA- -NA- -NA- " LRFD A4-5b -0.10 -0.02 0.03 -NA- -NA- -NA- I " LRFD 1\4-6a 0.00 -0.00 -0.00 -NA- ,-NA- -NA- Live Load 0.03 -0.01 -0.02 -NA- ',-NA- -NA- " Seismic 0.12 0.01 -0.04 -NA- -NA- -NA- ) N; Wind 0.04 0.00 -0.02 -NA- -NA- -NA- I Dead Load 0.00 -0.00 -0.00 -NA- ,-NA- -NA- " LRFD 1\4-1 0.01 -0.01 -0.00 -NA- -NA- -NA- n LRFD 1\4-2a 0.06 -0.05 -0.03 -NA- -NA- -NA- I -2- I Check I MIl 4 0.00 -10.20 Mll 2 0.06 2 0.00 0.00 -0.00 -22.90 -,0.03 I 0.14 M4 M4 4 0.00 I I I I I I I ) I I I I I I I I -6.60 Muz K-ft 21. 80 0.68 7.95 41.69 17.71 6.81 0.11 10.02 11. 05 15.47 37.30 20.77 13.26 9.95 Vuy X 9.05 2.16 3.03 17.08 7.12 2.60 7.12 7.12 1. 95 5.72 4.21 5.90 14.21 7.91 5.05 7.91 7.91 3.79 25.68 25.68 20.68 25.68 Lu ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -hit" 40.23 40.23 40.23 40.23 40.23 40.23 40.23 40.23 40.23 40.23 40.23 40.23 40.23 40.23 40.23 40.23 40.23 40.23 Muz X-ft 17.71 17.71 20.77 20.77 0,34 0.34 0.34 0.34 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1.00 ' 1. 00 1. 00 1. 00 1. 00 1.00 1. 00 +Vny X 86.42 86.42 86.42 86.42 86.42 86.42 86.42 86.42 86.42 86.42 86.42 86.42 86.42 86.42 86.42 86.42 86.42 86.42 +Pn X 160.19 275.40 160.19 275.40 -5- 1. 14 1.14 1. 00 1. 00 29.08 160.19 AE3-2 29.08 160.19 AE3-2 AE3-2 1.14 1.00 29.08 160.19 AE3-2 1.00 29.08 160.19 1.14 Cb ~z K-ft 109.87 109.87 109.87 109.87 109.87 109.87 109.87 109.87 109.87 109.87 109.87 109.87 109.87 109.87 0.04 Flexure Check (Strong Bending) : Member Load Offset Name Case fi ft M11 1 5.04 M11 3 5.20 MIl 5 5.25 MIl 6 0.04 MIl 7 5.09 MIl 8 0.25 M11 11 0.25 M4 1 5.25 M4 3 5.25 M4 0 5.25 M4 6 5.25 M4 7 5.25 M4 8 5.25 M4 11 5.25 Sheer Check (Strong Axis) , Member Load Offset Name Case # ft MIl 1 0.00 MIl 3 0.00 MIl 5 0.00 M11 6 0.00 Mll 7 0.00 M11 8 0.00 MIl 9 0.00 M11 10 0.00 MIl 11 0.00 M4 1 0.00 M4 3 0.00 M4 5 0.00 M4 6 0.00 M4 7 0.00 M4 8 0.00 M4 9 0.00 M4 10 0.00 M4 11 0.00 Combined Stresses Check: Member Load Offset Pu Name Case # ft K M11 9 5.09 -10.20 MIl 10 5.09 10.20 M4 9 5.25 -22.90 M4 10 5.25 22.90 AISC"'LR1!'D Steel Design Member Report Design Group: Columns, Designed As: HSS6x6x.5 Code Ref. F2-1 F2-1 F2-1 F2-1 F2-1 F2-1 F2-1 F2-1 F2-1 F.2-1 F2-1 F2-1 F2-1 F2-1 F2-1 F2-1 F2-1 F2-1 tMnz X-ft .1 109.87 109.87 109.87 109.87 Code Ref. Fl-l Fl-l Fl-l Fl-l Fl-1 Fl-l Fl-l Fl-l Fl-1 Fl-l Fl-1 , Fl-l Fl-1 Fl"l Unity Check 0.10 0.03 0.04 0.20 0.08 0.03 0.08 0.08 0.02 0.07 0.05 0.07 0.16 0.09 0.06 0.09 0.0,9 0.04 Code Ref. H1"lb Hl-lb H1-1b Hl-lb Unity Check 0.20 0.00 0.07 0.38 0.16 0.06 0.05 0.14 0.10 ' 0.14 0.34 0.19 0.12 0.09 Un:i.t.y Check 0.19 0.18 0.26 0.23 No span ratio deflection limit. Weak deflections not checked. STEEL PARAMETERS: Fy" 46.00Ksi )FRAME .uh: ...............TION: Sidesway frame for strong axis bending. Effective length factors: Kz - 1.00, Ky - 1.00 Specified moment magnification factor, B = 1.00 RSS6x6x. 5 .....~..:; ..........JATION: A 9.74 in^2; de 0.50, bf c 0.50, tf 0.04, tw 0.04 ft I - 48.20, J - 81.10 in^4; rz - 0.19, ry - 0.19 ft Z c 19.80 in^3, ~Mpz c 68.31, ~Mpy c 68.31 K-ft rO - 0.26 ft; H - 1.00 Extreme Checks On1y Axial Check: Member Load Offset Pu KL/r ~e Ae' I I I I I I Unity Check 0.05 I 0.04 0.03 I 0.02 0.04 I 0.12 I 0.06 ) 0.03 I 0.12 0.02 I 0.19 0.16 I 0.03 0.06 I 0.04 0.34 I 0.13 0.03 I ,0.29 0.02 I 0.02 0.04 I ) 0.01 0.02 I Name Case # ft K Ml 2 16.22 0.00 -14.77 67.97 67.97 Ml 1 0.00 Ml 3 0.00 -7.51 Ml 4 0.00 7.95 Ml 5 0.00 -10.51 Ml 6 0.00 -32.64 Ml 7 0.00 -16.39 Ml 8 0.00 -9.01 Ml 10 0.00 -32.62 Ml 11 -6.75 0.00 M2 0.00 -53.70 1 M2 2 0.00 -43.70 M2 0.00 -7.64 3 M2 0.00 -15.87 4 M2 0.00 -10.69 5 M2 0.00 -95.08 6 M2 0.00 -36.01 7 M2 8 -9.17 0.00 M2 0.00 -79.72 9 M2 10 8.19 12.60 M2 -6.88 11 0.00 M8 0.00 -9.05 1 M8 3 16.70 -2.72 M8 16.70 -3.80 5 67.97 67.97 67.97 67.97 67.97 67.97 67.97 67;97 67.97 67.97 67.97 67.97 67.97 67.97 67.97 67.97 67.97 67.97 67.97 90.09 90.09 90.09 0.86 -1. 00 0.86 -1. 00 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 -1. 00 0.86 1.14 1.14 1.14 -6- 0.07 -1. 00 ' <, 0.07' -1. 00 0.07 ' 0.07: 0.07 0.07 0.07 0.07 0.07 0.07.1 0.07 :' 0.07 0.07' 0.07 0.07 0.07 0.07 -1. 00 0.07 0.07 0.07 0.07 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1.00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 Q +Pn Fer RBi K 33.71 279.11 46.00 380.83 33.71 279.11 46.00 380.83 33.71 279.11 33.71 279.11 33.71 279.11 33.71 279.11 33.71 279.11 33.71: 279.11 33.71 279.11 33.71 279.11 33.71 279.11 33.71 279.11 33.71 279.11 33.71 279.11 33.71 279.11 33.71 279.11 33.71 279.11 46.00 380.83 33.71 279.11 26.65 220.62 26.65 220.62 26.65 220.62 Code Ref. E2-2 Dl-l E2-2 01-1 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 01-1 E2-2 E2-2 E2-2 E2-2 I Me 6 ] 6. 70' -17.74 90.09 1.14 0.07 ' 1. 00 26.65 220.62 E2-2 0.06 I M8 7 16.70 -7.78 90.09 1.14 0.07 1. 00 26.65 220.62 E2-2 0.04 ) 0.01 Me 8 16.70 -3.26 90.09 1.14 0.07 1.00 26.65 22 0 . 62 E2-2 I M8 9 16.70 -7.78 90.09 1.14 0.07 ' 1.00' 26.65 220.62 E2-2 0.04 M8 10 16.70 -7.78 90.09 1.14 0.07 1.00, 26.65 220.62 E2-2 0.04 I ~l8 11 ] 6.70 -2.45 90.09 1.14 0.07 1. 00 26.65 220.62 E2-2 0.01 M9 1 0.00 -20.17 90.09 1.14 0.07 1. 00 26.65 220.62 E2-2 0.09 I M9 2 0.00 -16.22 90.09 1.14 0.07 1. 00 26.65 220.62 E2-2 0.07 M9 3 16.70 -2.88 90.09 1.14 0.07 1. 00 26.65 220.62 E2-2 0.01 I M9 4 0.00 -7.95 90.09 1.14 0.07 ' 1. 00 26.65 220.62 E2-2 0.04 M9 5 16.70 -4.03 90.09 1.14 0.07 1.00 26.65 220.62 E2-2 0.02 I M9 6 16.70 -35.73 90.09 1.14 0.07 1. 00 26.65 220.62 E2-2 0.16 M9 7 16.70 -13.54 90.09 1.14 0.07 1.00 26.65 220.62 E2-2 0.06 I M9 8 16.70 -3.45 90.09 1.14 0.07 1. 00 26.65 220.62 E2-2 0.02 M9 9 16.70 -29.76 90.09 1.14 0.07 1. 00 26.65 220.62 E2-2 0.13 I M9 10 0.00 3.35 90.09 -1. 00 -1. 00 1. 00 46.00 380.83 Dl-l 0.01 M9 11 16.70 -2.59 90.09 1.14 0.07 ,I 1. 00 26.65 220.62 E2-2 0.01 I ' AISC-LRFD St:eel Design Member Report ) ~esign Group: Second Story Braces , Designed As: HSS4xb.375 SIZE CONSTRAINTS: I Depth is unconstrained. Width is unconstrained. BRACING INFORMATION: Lateral bracing at top flange (+y) : Pattern - Unbraced I Lateral bracing at bottom flange (-y) : Pattern = Urib'raced Strong axis bracing (parallel 1;0 y) : Pattern = Unbra~ed Inflection points are not us~d as brace points. I DEFLECTION LIMITS: No absolute deflection limit. No span ratio deflection limit. Weak deflections not checked. I STEEL PARAMETERS: Fy ~ 46.00Ksi FRAME ...us:v~lATION: I Sidesway frame for strong axis bending. Effective length factors: Kz - 1. 00, Ky - 1. 00 Specified moment magnification factor, B ~ 1. 00 RSS4:x4x. 375 "'1..1~""N;1A'1'ION: I A 4.78 io"'2; d ~ 0.33, bf ~ 0.33, tf 0.03, tw 0.03 ft I - 10.30, J - 17.50 in"'4; rz = 0.12, ry - 0.12 it Z ~ 6.39 in"3, ~Mpz ~ 22.05, ~Mpy ~ 22.05 K-ft rO - 0.17 ft; H - 1. 00 I Extrema Checks Only Axial Check: ) Unity Member Load Offset Pu FJ./r '-c Mo Q Fer 'Pn Code I Name Case # ft K Ksi K Ref. Check -7- I I M13 2 0.00 19.16 161.26 -1. 00 -1. 00 1.00 46.00 186.90 D1-1 0.10 M13 4 0.00 9.39 161.26 -1,00 -1.00 1. 00 46.00 186.90 D1-1 0.05 ') Combined St:r..u... Cheok: Member Load Offset Pu Muz .Pn +Mnz Code Unity N..... Call8 If ~t K K-~t K K-~t Re~. Check M13 3 10.36 -0.01 -0.42 39.22 22.05 H1-1b 0.02 , M13 5 10.36 -0.01 -0.59 39.22 22.05 Hl-1b 0.03 M13 6 10.36 -0.01 -0.50 39.22 22.05 , Hl-lb 0.02 M13 7 ' 10.36 -0.01 -0.50 39.22 22.05 H1-1b 0.02 M13 8 10.36 -0.01 -0.50 39.22 22.05 Hl-lb 0.02 M13 9 9.76 19.16 -0.51 186.90 22.05 Hl-1b 0.07 M13 10 10.85 -19.18 -0.50 39.22 22.05 Hl-la 0.51 M13 11 10.36 -0.01 -0.38 39.22 22.05 Hl-lb 0.02 'In deflection checks, load case #' s refer to serviceability cases. I I I I I I I I I ) I I I I I I I I ) -8- I I I I I I I I I I I ) I I I I I I I ) I I ) tS- ~ - (\J ,C @ 17.5' L 0-.)(" W12x22 W12x22 u."1 ~ ~ ~ ~ ~~ '. ~ '" '" :z: '" ~ ~ xc ~. ~, '" '" :z: ~ ~ ~ x ~ .< ~. ",' '" :z: ~ ~ :'! x. "'. '- ~ '" '" :z: xo 'Q: ~ '" '" :z: -t v ;......tl! ~\Ol 1:i-1~~ -l:i- I"3>q .'..~d I I Sports Way VisualAnalysis 4.00.c Report Company: Endez Engineering Inc. Engineer: David Morris File: C:\Documents and Settings\michael\Desktop\06060-Sports Way 2\Calculation~\BF-C4.5 @17.5'.vap I Nodes Node X 'l Pix DX Pix DY Pix RZ ft ft N1 0.00 0.00 Yes Yes No N2 8.75 0.00 N3 17.50 0.00 " " N4 0.00 12.60 No No N5 8.75 12.60 " " N6 17.50 12.60 N7 0.00 29.30 " " N8 8.75 29.30 N9 17.50 29.30 I I I I Member Elements I Member Section Material (l)Node (2)Node Len9~ W8i9ht Rs1 Rs2 ona Way ft K I " Nl N4 12.60 0.14 Free Free Normal N2 N5 12.60 0.14 N3 N6 12.60 0.14 " " " N4 N5 8.75 0.19 " N5 N6 8.75 0.19 " " " Nl N5 15.34 0.25 " N5 N3 15.34 0.25 " " " N7 N4 16.70 0.19 Fix Fix N8 N5 16.70 0.19 " N9 N6 16.70 0.19 " N7 N8 8.75 0.19 Free Free " N8 N9 8.75 0.19 " " N4 18.85 0.31 " N6 18.85 0.31 " I M1 HSS5x5x.1875 M2 M3 M4 W12x22 M5 " M6 HSS4x4x.375 M7 " M8 HSS5x5x.1875 M9 MID Mll W12x22 M12 " M13 HSS4x4x.375 MJ4 Steel " " I " " " I I Equation Case Combinations I Load Case Case Zquati.on LRFD M-1 3 1. 40 LRFD A4-2a 3 1. 20+1. 6L LRFD M-3a 3 1.2D+0.5L LRFD M-3b 3 1. 20 LRFD A4-Sa 3 1.20+0.5L+IE LRFD M-5b 3 1.2D+0.5L-1E LRFD A4-6a 3 0.90 I I Member Extreme Results ~r rrx (le) Yy(le) Ma(le) Eo max (le) fe m.l.n(lo) K K K-~t Ksi Ksi M4 -0.31 21 -1l.8( 6) 0.00 ( 61 -6.691 21 -13.36( g) M4 44.351101 11.84 ( 6) 25.90( 6) 13.68(10) 6.841101 I I -1- I I Node Load Case OX OY RZ FX FY MZ in' in deg K j~I< K-ft I ". LRFD 1\4-3a 0.00 0.00 0.00 0.00 7.95 -NA- LRFD M-3b 0.00 0.00 0.00 0.00 4. "7l -NA- " LRFD 1\4-5. 0.00 0.00 0.00 0.00 /.54 -NA- LRFD 1\4 - 5b 0.00 0.00 0.00 0.00 ' 8.35 -NA- I " LRFD M-6. 0.00 0.00 0.00 0.00 3.53 -NA- " Live Load 0.00 0.00 0.00 0.00 6.48 -NA- " Seismic 0.00 0.00 0.00 0.00 -0.40 -NA- Wind 0.00 0.00 0.00 0.00 -0.03 -NA- I N3 Dead "Load 0.00 0.00 0.00 -2.16 9.71 -NA- " LRFD 1\4-1 0.00 0.00 0.00 -3.02 13.59 -NA- " LRFD M-2a 0.00 0.00 0.00 -8.40 40.91 -NA- LRFD M-3a 0.00 0.00 0.00 -4.41 20.79 -NA- I LRFD M-3b 0.00 0.00 0.00 -2.59 11.65 -NA- LRfD 1\4-5a 0.00 0.00 0.00 -31.0 79.20 -NA- n LRFD M-5b 0.00 0.00 0.00 22.26 -37:: 6 -NA- LRFD M - 6a 0.00 0.00 0.00 -1. 94 8.74 -NA- I " Live Load 0.00 0.00 0.00 -3.63 18.29 -NA- Seismic 0.00 0.00 0.00 -26.6 58.41 -NA- " Wind 0.00 0.00 0.00 -5.63 16.26 -NA- N4 Dead Load -0.00 -0.01 -0.00 -NA- -NA- -NA- I " LRFD M-l -0.00 -0.01 -0.00 -NA- -NA- -NA- LRFD M-2a -0.00 -0.05 -0.00 -NA- -NA- -NA- " LRFD M-3a -0.00 -0.02 -0.00 -NA- -NA- -NA- LRFO M-3b -0.00 -0.01 -0.00 -NA- -NA- -NA- I LRFD M-5. 0.13 0.01 -0.04 -NA- -NA- -NA- " LRFD A4-5b -0.13 -0.05 0.04 -NA- -NA- -NA- " LRFD M-6. -0.00 -0.01 -0.00 -NA- -NA- -NA- Live Lead -0.00 -0.02 -0.00 -NA- -NA- -NA- I " Seismic 0.13 0.03 -0.04 -NA- -NA- -NA- " Wind 0.03 0.01 -0.02 -NA- -NA- -NA- N5 Dead Load 0.00 -0.01 0.00 -NA- -NA- -NA- I LRFD M-1 0.00 -0.01 0.00 -NA- -NA- -NA- " LRFD M-2a 0.00 -0.02 0.00 -NA- -NA- -NA- LRFO M-3a 0.00 -0.01 0.00 -NA- -NA" -NA- " LRFD M-3b 0.00 -0.01 0.00 -NA- -NA- -NA- I LRFD 1\4-5a 0.11 -0.01 -0.04 "NA- -NA- -NA- " LRFD M-5b -0.11 -0.01 0.04 -NA- -NA- -NA- LRFD M-6a 0.00 -0.01 0.00 -NA- -NA- -NA- " Live Load 0.00 -0.01 0.00 -NA- -NA- -NA- I Seismic 0.11 0.00 -0.04 -NA- -NA- -NA- " Wind 0.02 0.00 -0.02 -NA- -NA- -NA- N6 Dead Load 0.00 -0.01 0.00 -NA" -NA- -NA- " LRFD 1\4-1 0.00 -0.01 0.00 -NA- -NA- -NA- I LRFD M-2a 0.00 -0.05 0.00 -NA- -N,A- -NA- " LRFD M-3a 0.00 -0.02 0.00 -NA- -NA- -NA- LRFD M-3b 0.00 -0.01 0.00 -NA- -NA- -NA- " LRFD M-5a 0.12 -0.05 -0.04 -NA- -NA- -NA- I LRFD 1\4-5b -0.12 0.01 0.04 -NA- -NA- -NA- " LRFD M-6a 0.00 -0.01 0.00 "NA- -N,A- -NA- Live Load 0.00 -0.02 0.00 -NA- -NA- -NA- n Seismic 0.12 -0.03 -0.04 -NA- -NA- -NA- I Wind 0.03 -0.01 -0.02 -NA- -NA- -NA- N/ Dead Load 0.00 -0.01 -0.00 -NA- -NA- -NA- LRFD M-l 0.00 -0.02 -0.00 -NA- -NA- -NA- " LRFD M-2. 0.00 -0.07 -0.00 -NA- -NA- -NA- I LRFD A4-3a 0.00 -0.03 -0.00 -NA- -NA- -NA- " LRFD M-3b 0.00 -0.02 -0.00 -NA- -NA- -NA- LRFD M-5a 0.27 -0.00 -0.04 -NA- -NA- "NA- " LRFD M-5b -0.27 -0.06 0.04 -NA- -NA- -NA- I LRFD M-6a 0.00 -0.01 -0.00 -NA- -NA- -NA- " Live Load 0.00 -0.03 -0.00 -NA- -NA- -NA- Seismic 0.27 0.03 -0.04 -NA- -NA- -NA- Wind 0.09 0.01 -0.02 -NA- -NA- -NA- I N8 Dead Load 0.00 -0.01 0.00 -NA- -NA- -NA- " LRFD M-l 0.00 -0.02 0.00 -NA- -NA- -NA- LRFD 1\4-2a 0.00 -0.06 0.00 -NA- -NA- -NA- - 3- I Design Member Results Design Load Cases Strength Service 1D Number 10 Number 1 1 2 2 3 3 4 4 5 6 7 8 9 10 11 I Node Load Case I " LRFD A4-3. LRFD 1\4-3b " LRFD 1\4-5a LRFD 1\4-5b u LRFD 1\4-6a Live Load " Seismic Wind N9 Dead Load " LRFD M-1 " LRFD M-2a LRFD 1\4-3a " LRFD 1\4-3b LRFD 1\4-5a " LRFD 1\4-5b " LRFD M-6a " Live Load Seismic Wind I I I I I I I I I Load Case Name Live Load Seismic Dead Load Wind LRFD M-1 LRFD 1\4-2a LRFD M-3a LRFD M-3b LRFD 1\4-5. LRFD M-5b LRFD 1\4-6a DX DY RZ FX FY MZ in in deg K 'K K-ft 0.00 -0.03 0.00 -NA- -NI<" -NA- 0.00 -0.01 0.00 -NA- -NA- -NA- 0.26 -0.02 -0.04 -NA- -NA" -NA- -0.26 -0.03 0.04 -NA- -NA- -NA- 0.00 -0.01 0.00 "NA- -NA- -NA- 0.00 -0.03 0.00 -NA- -NA- -NA- 0.26 0.00 -0.04 -NA- -NA- -NA- 0.08 0.00 -0.02 ~NA- -NA- -NA- 0.00 -0.01 0.00 -NA- -NlX- -NA- 0.00 -0.02 0.00 -NA- -NA- -NA- 0.00 -0.07 0.00 -NA- -NA- -NA- 0.00 -0.03 0.00 -NA- -NA- -NA- 0.00 -0.02 0.00 -NA- -NA- -NA- 0.26 -0.07 -0.04 -NA- -NA- -NA- -0.26 -0.00 0.04 -NA- -NA- -NA- 0.00 -0.01 0.00 -NA- -NA- -NA- 0.00 -0.03 0.00 -NA- -NA- -NA- 0.26 -0.03 -0.04 -NA- -N~- -NA- 0.08 -0.01 -0.02 -NA- -NA- -NA- AISC-LRFD Steel Design Member Report Design Group: Braces, Designed As: HSS4x4x.375 SIZE CONSTRAINTS: Depth is unconstrained. Width is unconstrained. BRACING INFORMATION: Lateral bracing at top flange (+y): Lateral bracing a't bottom flange (~y): Strong axis bracing (parallel to y) : Inflection points are not used as brace points. DEFLECTION LIMITS: No absolute deflection limit. No span ratio deflection limit. Weak deflections not checked. STEEL PARAMETERS: Fy ~ 46.00Ksi FR1\ME INFORMATION: Sidesway fr~me for strong axis bending. Effective length factors: Kz - 1.00, Ky - 1.00 Specified moment magnification factor, B = 1.00 HSS4x4x.375 INFORMATION: A 4.78 in^2; d = 0.33, bf = 0.33, tf 0.03, tw 0.03 ft 1= 10.30, J = 17.50 in^4; rz = 0.12, ry = 0.12 ft I I I I I I I I Pattern = Unbraced Pattern = unbiaced Pattern = Unbra~ed -4- I z ~ 6.39 in^3, $Mpz ~ 22.05, $Mpy 22.05 K-ft rO ~ 0.17 ft; H ~ 1. 00 Extreme Checks Only Axial Check: Member Load Offset Pu KL/r 1-.c ^" Q I!'cr +Pn Code Unity Name Case # ft K Ksi K Ref. Check .M6 1 0.00 -6.37 125.40 1. 59 0.07 1.00 15.96 64.85 E2-3 0.10 M6 2 0.00 47.56 125.40 -1. 00 -1. 00 1. 00 46.00 186.90 01-1 0.25 M6 4 0.00 9.94 125.40 -1. 00 -1. 00 1.00 46.00 186.90 01-1 0.05 M7 1 0.00 -6.37 125.40 1. 59 0.07 1. 00 15.96 64.85 E2-3 0.10 M7 2 0.00 -46.76 125.40 1. 59 0.07 1. 00 15.96 64.85 E2-3 0.72 M7 4 0.00 -9.87 125.40 1. 59 0.07 1. 00 15.96 64.85 E2-3 I I I I I I 0.15 Combined Stresses Check: Member Load Offset Pu Muz +Pn +MnZ Code Unity Name Cage # ft K K-ft K K-ft Ref. Check M6 3 7.44 -3.79 0.27 64.85 22.05 Hl-1b 0.04 M6 5 7.44 -5.31 0.38 64.85 22.05 H1-1b 0.06 M6 6 7.13 -14.74 0.33 64.85 22.05 Hl-1a 0.24 M6 .7 7.44 -7.73 0.33 64.85 22.05 Hl-1b 0.07 M6 8 7.44 -4.55 0.33 64.85 22.05 H1-lb 0.05 M6 9 7.82 39.83 0.33 186.90 22.05 Hl-la 0.23 M6 10 7.13 -55.30 0.33 64.85 22.05 Hl-la 0.87 M6 11 7.44 -3.41 0.25 64.85 22.05 H1-1b 0.04 M7 3 ""1.90 -3.79 0.27 64.85 22.05 H1-1b 0.04 M7 5 7.90 -5.31 0.38 64.85 22.05 Hl-1b 0.06 M7 6 8.21 -14.74 0.33 64.85 22.05 H1-la 0.24 M7 7 7.90 -7.73 0.33 64.85 22.05 H1-1b 0.07 M""I 8 7.90 -4.55 0.33 64.85 22.05 H1-1b 0.05 M7 9 8.21 -54.50 0.33 64.85 22.05 H1-1a 0.85 M""I 10 7.44 39.04 0.33 186.90 22.05 Hl-la 0.22 M7 11 ""1.90 -3.41 0.25 64.85 22.05 Hl-1b 0.04 'In deflection checks, load case #'s refer to serviceability c'ases. AISC-LRFD Steel Design Member Report: Design Group: Beams I Designed As: W12x22 I I I I I I SIZE CONSTRAINTS: Depth is unconstrained. Width is unconstrained. BRACING INFORMATION: Lateral bracing at tcp flange (+Y): Lateral bracing at bottom flange (-y): Strong axis bracing (parallel to y)': Pattern = Continu'Olls Pattern ~ Unbraced Pattern = Unbraced I Inflection points are not used as brace points. DEFLECTION LIMITS: No absolute deflection limit. No span ratio deflection limit. Weak deflections not checked. STEEL PARAMETERS: Fy ~ 50. OOKsi I I FRAME INFORMATION: Sidesway frame for strong axis bending. Effective length factors: Kz ~ 1.00, Ky = 1.00 Specified moment magnification factor, B = 1.00 Wl2x22 INFORMATION, A ~ 6.48 in^2; d ~ 1.03, bf = 0.34, tf 0.04, tw ~ 0.02 ft Iz 156.00, Iy ~ 4.66, J ~ 0.29 in^4; rz ~ 0.41, ry -,0.07 ft Zz _ 29.30, Zy ~ 3.66 in^3, $Mpz ~ 109.87, $Mpy ~ 12.99 K-ft I I - 5- I I rT - 0.08, rO - 0.41 ft; H - 1. 00 Extreme Checks Only I Axial Check: Member Load Offset Pu KL/r ^,e lee Q Fer $pn Code ,Uni ty Name Case # ft K Ksi K Ref. I Check M11 2 0.00 -20.40 21. 40 0.28 1. 03 1. 00 31.95 175.96 AE3-2 0.12 M11 4 0.00 -8.50 21.40 0.28 1. 03 1. 00 31.95 17 5.96 AE3-2 I 0.05 M4 2 0.00 -43.32 21. 40 0.28 1. 03 1. 00 31.95 175.96 AE3-2 0.25 M4 4 0.00 -7.03 21.40 0.28 1. 03 1.00 31. 95 175.96 AE3-2 I 0.04 M5 2 0.00 10.48 21. 40 -1. 00 -1.00 1. 00 50.00 275.40 01-1 0.04 M5 4 0.00 4.27 21. 40 -1. 00 -1.00 1.00 50.00 275.40 Dl-1 I 0.02 Flexure Check (Strong Bending): Member Load Offset Muz Lu Cb ljMnz Code Unity I Name Case # ft l(-ft ft l(-ft Ref. Check M11 1 4.38 13.11 0.00 1. 00 109.87 1"1-1 0.12 M11 3 4.38 3.94 0.00 1. 00 109.87 Fl-l 0.04 M11 5 4.38 5.52 0.00 1.00 109.87 Fl-l 0.05 I Mll 6 4.38 25.71 0.00 1. 00 109.87 Fl-l 0.23 Mll 7 4.38 11. 29 0.00 1.00 109.87 Fl-1 0.10 M11 8 4.38 4.73 0.00 1. 00 109.87 Fl-1 0.04 Mll 11 4.38 3.55 0.00 1. 00 I 109.87 1"1-1 0.03 I M12 1 4.38 13.11 0.00 1.00 109.87 F1-1 0.12 M12 3 4.38 3.94 0.00 1. 00 109.87 F1-1 0.04 M12 5 4.38 5.52 0.00 1. 00 109.87 F1-1 0.05 M12 6 4.38 25.71 0.00 1. 00 109.87 Fl-l 0.23 I M12 7 4.38 11.29 0.00 1. 00 109.87 Fl-1 0.10 M12 8 4.38 4.73 0.00 1. 00 109.87 Fl-l 0.04 M12 9 4.38 11.29 0.00 1. 00 109.87 Fl-l 0.10 M12 10 4.38 11.29 0.00 1. 00 109.87 Fl-1 0.10 I M12 11 4.38 3.55 0.00 1. 00 109.87 Fl-l 0.03 Shear Cheek (S trong Axis) , " Member Load Offset Vuy -h/tw $Vny Coae Unity Name Case # ft K l( Ref. Check I 1111 1 0.00 5.99 40.23 86.42 F2-1 0.07 Mll 3 0.00 1. 80 40.23 86.42 F2~1 0.02 Mll 5 0.00 2.52 40.23 86.42 F2-1 0.03 Mll 6 0.00 11.75 40.23 86.42 1"2-1 0.14 I M11 7 0.00 5.16 40.23 86.42 1"2,-1 0.06 M11 8 0.00 2.16 40.23 86.42 1"1'-1 0.03 Ml1 9 0.00 5.16 40.23 86.42 F2-1 0.06 Mll 10 0.00 5.16 40.23 86.42 1"2-1 0.06 I M11 11 0.00 1. 62 40.23 86.42 1"2-1 0.02 M12 1 0.00 5.99 40.23 86.42 F2-1 0.07 M12 3 0.00 1. 80 40.23 86.42 F2-1 0.02 M12 5 0.00 2.52 40.23 86.42 F2-1 0.03 I M12 6 0.00 11.75 40.23 86.42 F2-1 0.14 M12 7 0.00 5.16 40.23 86.42 F2-1 0.06 M12 8' 0.00 2.16 40.23 86.42 1"2-1 0.03 M12 9 0.00 5.16 40.23 86.42 F2-1 0.06 I M12 10 0.00 5.16 40.23 86.42 F2-1 0.06 M12 11 0.00 1. 62 40.23 86.42 F2-1 0.02 M4 1 0.00 4.77 40.23 86.42 F2-1 0.06 M4 3 0.00 3.51 40.23 86.42 F2-1 0.04 I M4 5 0.00 4.91 40.23 8'6.42 F2-1 0.06 M4 6 0.00 11. 84 40.23 86.42 F2-1 0.14 M4 7 0.00' 6.60 40.23 86.42 F2-1 0.08' M4 8 0.00 4.21. 40.23 86.42 1"2-1 0.05 I M4 9 0.00 6.60 40.23 86.42 F2-1 0.08 M4 10 0.00 6.60 40.23 86.42 F2-1. 0.08 M4 11 0.00 3.16 40.23 86.42 F2-1 0.04 -6- I I M5 1 0.00 4.77 40.23 86.42 F2c,1 0.06 M5 3 0.00 3.51 40.23 86.42 F2~,1 0.04 I M5 5 0.00 4.91 40.23 86.42 F2"1 0.06 M5 6 0.00 11.84 40.23 86.42 F2cl 0.14 M5 7 0.00 6.60 40.23 86.42 F2"1 0.08 M5 8 0.00 4.21 40.23 86.42 F2"1 0.05 I M5 9 0.00 6.60 40.23 86.42 F2"1 0.08 M5 10 0.00 6.60 40.23 86.42 F2~1 0.08 M5 ,11 0.00 3.16 40.23 86.42 F2-1 0.04 Combined Stresses Check: , I Member Load Offset: Pu Muz ~Pn ~Mnz Code Unity Name Case :# ft K K-ft K K-ft Ref. Check Mll 9 4.38 -20.40 11. 29 175.96 109.87 H1-1b 0.16 Mll 10 4.38 20.40 11. 29 275.40 109.87 H1-lb 0.14 I M4 1 4.38 1.20 10.43 275.40 109.87 H1-1b 0.10 M4 3 4.38 0.36 7.68 275.40 109.87 Hl-1b 0.07 M4 5 4.38 0.50 10.75 275.40 109.87 Hl-lb 0.10 M4 6 4.38 2.35 25.90 275.40 109.87 Hl-1b 0.24 I M4 7 4.38 1. 03 14.43 275.40 109.87 Hl-1b 0.13 M4 8 4.38 0.43 9.21 275.40 109:87 H1-lb 0.08 M4 9 4.38 -42.29 14.43 175.96 109.87 H1-1a 0.36 M4 10 4.38 44.35 14.43 275.40 109.87 Hl-1b 0.21 I M4 11 4.38 0.32 6.91 275.40 109.87 H1-1b 0.06 M5 1 4.38 1. 20 10.43 275.40 109.87 Hl-lb 0.10 M5 3 4.38 0.36 7.68 275.40 109.87 H1-1b 0.07 M5 5 4.38 0.50 10.75 275.40 109.87 H1-lb 0.10 I M5 6 4.38 2.35 25.90 275.40 109.87 H1-1b 0.24 M5 7 4.38 1. 03 14.43 275.'40 109.87 H1-1b 0.13 M5 8 4.38 0.43 9.21 275.40 109.87 H1-1b 0.08 M5 9 4.38 11.51 11,43 275.40 109.87 Hl-1b 0.15 I M5 10 4.38 -9.45 14.43 175.96 109.87 H1"lb 0.16 M5 11 4.38 0.32 6.91 275.40 109.87 H1-lb 0.06 aIn deflection checks, load case #'5 refer to serviceability cases. I AISC-LRFD Steel Design 1':"'..':",;._' Report . Design Group: Columns, Designed As: HSS5x5x.1875 SIZE CONSTRAINTS: I Depth is unconstrained. Width is unconstrained. BRACING INFORMATION: Lateral bracing at top flange (+y) : Pattern = Unbraeed Lateral bracing at bottom flange (-y) : Pattern = Unbraced I Strong axis bracing (parallel to y): Pattern = Unbraced Inflection points are not used as brace points. I DEFLECTION LIMITS: No absolute deflection limit. No span ratio deflection limit. Weak deflections not checked. I STEEL PARAMETERS: Fy ~ 46.00Ksi FRAME INFORMATION: I Sidesway frame for strong axis bending. Effective length factors: Kz"'" 1.00, Ky ; 1.00 Specified moment magnification factor, B ; 1.00 HSS5x5x.1875 ......~.:!v.......,1ATION: I A ~ 3.28 in^2; d; 0.42, bf ; 0.42, tf 0.01, tw 0.01 ft I = 12.60, J; 19.90 in^4; rz; 0.16, ry ~ 0.16 ft Z = 5.89 in^3, $Mpz ; 20.32, $Mpy ; 20.32 K-ft rO - 0.23 ft;' H - 1.00 I Extreme Checks Only Axial Check: Member Load Offset Pu KL/r A.e A.e Q Fer ,Pn Code Unity I Name Case # ft K Ksi K Ref. Check M1 1 0.00 -13.06 77.14 0.98 0.07 1. 00 30.82 85.94 E2-2 - 7- I I I I I I I I I I I I I I I I I I I I 0.15 0.15 .0.08 0.06 0.11 0.33 O.li 0.09 0.04 0.39 0.07 0.09 0.03 0.04 0.19 0.08 0.04 0.08 0.08 0.03 0.08 0.05 0.06 0.18 0.09 0.05 0.09 0.10 0.04 0.15 0.23 0.08 0.09 0.11 M1 Ml M1 Ml Ml Ml Ml Ml M1 Ml MID MID MID MID MID MID MID M10 MID M2 M2 M2 M2 M2 M2 M2 M2 M2 M3 M3 M3 M3 M3 M3 2 3 4 5 6 7 8 9 10 11 1 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12.60 0.00 0.00 0.00 16.70 16.70 16.70 16.70 16.70 16.70 16.70 16.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 6 7 8 9 10 11 1 3 5 6 7 8 9 10 11 1 2 3 4 5 6 18.94 -6.47 8.07 -9.06 -28.66 -14.30 -7.77 4.81 -33.23 -5.83 -5.99 -1.99 -2.78 -11.98 -5.38 -2.39 -5.38 -5.38 -1. 79 -6.48 -3.92 -5.49 -15.07 -7.95 -4.71 -7.54 -8.35 -3.53 -13.06 -20.00 -6.47 -8.16 -9.06 -28.66 77.14 77.14 77.14 77.14 77.14 77.14 77.14 77.14 77 .14 77.14 102.25 102.25 102.25 102.25 102.25 102.25 102.25 102.25 102.25 77.14 77.14 77.14 77.14 77.14 77 .14 77 .14 77.14 77.14 77 .14 77.14 77.14 77.14 77.14 77.14 "1. 00 0.98 -1. 00 0.98 0.98 0.98 0.98 -1.00 0.98 0.98 1. 30 1. 30 1. 30 1. 30 1. 30 1. 30 1. 30 1. 30 1.30 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 -8- -1. 00 0.07 -1. 00 0.07 0.07 0.07 0.07 -1. 00 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1.00 1. 00 1. 00 1. 00 1. 00 1. 00 1.00 1. 00 1. 00 1.00 46.00 30.82 46.00 30.82 30.82 30.82 30.82 46.00 30.82 30.82 22.77 22.77 22.77 22.77 22.77 22.77 22.77 22.77 22.77 30.82 30.82 30.82 30.82 30.82 30.82 30.82 30.82 30.82 30.82 30.82 30.82 30.82 30.82 30.82 128.25 85.94 128.25 85.94 85.94 85.94 85.94 128..25 85.94 85.94 63.48 63.48 63.48 63.48 63.48 63.48 63.48 63.48 63.48 85.94 85.94 85.94 85.94 85.94 . 85.94 85.94 85.94 85.94 85.94 85.94 85.94 85.94 85.94 85.94 01-1 E2-2 Dl-l E2-2 E2-2 E2-2 E2-2 01-1 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 I 0.33 77.14 M3 7 0.00 -14.30 I 0.17 M3 8 0.00 -7.77 77.14 ,0.09 77.14 0.00 -34.29 M3 9 I 0.40 77.14 M3 10 12.60 5.87 0.05 M3 11 0.00 -5.83 77.14 I 0.07 -5.99 102.25 M8 1 0.00 0.09 -1.99 102.25 M8 3 16.70 I 0.03 -2.78 102.25 M8 5 16.70 0.04 16.70 -11.98 102.25 M8 6 I 0.19 -5.38 102.25 MB 7 16.70 0.08 16.70 -2.39 102.25 M8 8 I 0.04 16.70 -5.38 102.25 M8 9 0.08 -5.38 102.25 M8 10 16.70 I 0.08 -1.79 102.25 -7.40 102.25 1.30 1. 30 M8 11 16.70 0.03 M9 1 0.00 1.06 102.25 -1.00 1. 30 I 0.12 M9 2 0.00 0.01 16.70 -2.74 102.25 M9 3 I 0.04 16.70 -3.83 102.25 M9 5 0.06 16.70 -15.12 102.25 M9 6 I 0.24 16.70 -6.98 102.25 M9 7 0.11 -3.29 102.25 M9 8 16.70 I 0.05 -5.93 102.25 M9 9 16.70 0.09 16.70 -8.04 102.25 I M9 10 0.13 16.70 -2.46 102.25 M9 11 0:98 0.98 0.98 -1. 00 0.98 1.30 1. 30 1. 30 1. 30 1. 30 1. 30 1'.30 1.30 1. 30 1. 30 1. 30 1. 30 1. 30 1. 30 1. 30 0.07 0.07 0.07 -1. 00 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 -1. 00 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 30.82 30.82 30.82 85.94 85.94 85.94 30.82 46.00 128.25 85.94 22.77 22.77 22.77 22.77 1.00 22.77 22.77 1. 00 1.00 22.77 22.77 1. 00 1.00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 I 0.04 dIn deflection checks, load case #'5 refer to serviceability cases. AISC~LRFD s~eel Design Member Report Oesign Group: Second Story Braces, Designed As: HSS4x4x.375 I SIZE CONSTRAINTS: Depth is unconstrained. Width is unconstrained. BRACING INFORMATION: Lateral bracing at top flange (+y): Lateral bracing at bottom flange (-y): Strong axis bracing (parallel to y): I Pattern = Unbraced Pattern = Unbraced Pattern ~ Unbraced Inflection points are not used as brace points. DEFLECTION LIMITS: No absolute deflection limit. No span ratio deflection limit. Weak deflections not checked. STEEL PARAMETERS: Fy = 46.00Ksi I I I - 9- 22.77 63.48 63.48 63.48 63.48 63.48 63.48 63.48 63.48 22.77 63.48 63.48 22.77 46.00 128.25 63.48 22.77 22.77 22.77 22.77 22.77 22.77 22.77 63.48 63.48 63.48 63.48 63.48 63.48 63.48 E2-2 E2-2 E2-2 01-1 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 01-1 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 E2-2 I FRAME INFORMATION: I Sidesway frame for strong axis bending. Effective length factors: Kz - 1.00, Ky ~ 1.00 Specified moment magnification factor, B = 1.00 HSS4k4x.375 INFORMATION: I A ~ 4.78 in^2; d ~ 0.33, bf ~ 0.33, tf 0.03, tw 0.03 ft 1- 10.30, J _ 17.50 in^4; rz - 0.12, ry - 0.12 ft Z = 6.39 in^3, ~Mpz = 22.05, ~Mpy = 22.05 K-ft I rO ~ 0.17 ft; H ~ 1.00 Extreme Checks Only Axial Check: Member Load Offset Pu KL/r ),.e ),.e Q 0.21 Combined Stresses Check: Member Load Offset Pu Muz ~Pn ~Mnz Code Unit:y Name Case # ft K K-ft K K-ft Ref. Check M13 3 9.90 -0.77 -0.33 42.93 22.05 H1-lb 0.02 M13 5 9.90 -1.08 -0.47 42.93 22.05 Hl-lb 0.03 M13 6 9.90 -5.07 -0.40 42.93 22.05 Hl-1b 0.08 M13 7 9.90 -2.23 -0.40 42.93 22.05 H1-lb 0.04 M13 8 9.90 -0.93 -0.40 42.93 22.05 Hl-1b 0.03 M13 9 9.33 19.17 -0.40 186.90 22.05 H1-1b 0.07 M13 10 10.46 -23.62 -0.40 42.93 22.05 Hl-1a 0.57 M13 11 9.90 -0.70 -0.30 42.93 22.05 H1-lb 0.02 M14 3 9.90 -0.77 0.33 42.93 22.05 H1-1b 0.02 M14 5 9.90 -1. 08 0.47 42.93 22.05 Hl-lb 0.03 M14 6 9.90 -5.07 0.40 42.93 22.05 Hl-lb 0.08 M14 7 9.90 -2.23 0.40 42.93 22.05 H1-lb 0.04 M14 8 9.90 -0.93 0.40 42.93 22.05 H1-lb 0.03 M14 9 10.56 -24.81 0.40 42.93 22.05 Hl-la 0.59 M14 10 9.33 20.36 0.40 186.90 22.05 H1-lb 0.07 M14 11 9.90 -0.70 0.30 42.93 22.05 H1-1b 0.02 "In deflection checks, load case tt's refer to serviceability cases. I Unit:y Name Case # Check I M13 1 0.06 M13 2 0.11 M13 4 0.05 M14 1 0.06 M14 2 0.53 M14 4 I I I I I I I I I I I I I ft K 0.00 -2.59 154.12 1. 95 0.07 1. 00 0.00 21.38 154.12 -1. 00 -1. 00 1.00 0.00 9.11 154.12 -1. 00 -1. 00 1. 00 0.00 -2.59 154.12 1. 95 0.07 ,1.00 0.00 -22.57 154.12 1. 95 0.07 1. 00 0.00 -9.21 154.12 1. 95 0.07 1. 00 -10- Fer ~Pn Code Ksi K Ref. 10.57 42:93 E2-3 46.00 186. 90 01-1 46.00 186.90 01-1 10.57 42.93 E2-3 10.57 42.93 E2-3 10.57 42.93 E2-3 I I I I I I I I I I I I I I I I I I I BRACED FRAME FOOTING. DESIGN PER IBC 2003 AL TERNA TE LOAD COMBINA nONS 09-0ct-06 2:38 PM Sports Way 2 BF-1.5B.5,7.5B.5 Footing Dimensions Left Extension Right Extension Ftg Width Ftg. Depth Center to center of columns Overall length Palle 1 of 1 Soil Properties Soil Bearing Soil Friction Soil Passive 2000 psf 0.3 300 pcf 5ft 5ft 5ft 3ft 17,5 ft 27.5 ft a= b= c= d= i= L= Ftg. Weight = Ftg. Volume = 2250 plf 15.28 c,y. Column #1 Column #2 Vertical Horiz. Moment Vertical Horiz. Moment Dead Load 2.95 0.61 0 2.95 -0.61 0 Live Load 4,25 1.19 0 12,86 -1.19 0 Snow Load 0 0 0 0 '0 0 Wind Left -34,8 -12.1 0 34,8 -121 0 Wind Right 34,8 12.1 0 .34,8 12,1 0 Seismic (E) -49.9 -24.2 0 50.41 -24.2 0 Results IBC 1605.3.2 Alternate Load Combinations Resisting Overturning Overt. Sliding Sliding Sliding Max Soil Allow, Load Moment Moment F.S. Force Resist. F.S. Pressure Press Case (ft-Ibs) (ft-Ibs) (Ibs) Qbs) (ps!) (psI) 16-13a DL iJ33736 1830 510.24 0 27083 NA 493 20"00 O.K. 16-13b DL+LL+SL 1097231 5400 203.19 0 32216 N.A, 737 2000 O.K. 16-14a DL +LL +1,3WLR 1568486 1023300 1,53 31460 32216 1.02 1762 2660 O.K. 16-14b DL +LL +1.3WLL 1417811 1023300 1.39 -31460 32216 1,02 2435 2660 O.K. 16-17a DL +LL +SL +E/1.4 1380981 807364 1.71 -34571 32325 0.94 1689 2660 O.K. 16-17b DL +LL +SL-E/l.4 1529835 815561 1,88 34571 32106 0.93 1334 2660 O.K. 16-18a ,9DL +E/1.4 1209191 803611 1,50 -34571 27015 0.78 1500 2660 O,K. 16-18b ,9DL-E/1.4 1207369 811808 1.49 34571 26796 0.78 1505 2660 O.K. 16-16a DL +LL +SL +1.3WLR/2 1408196 514350 2.74 15730 32216 2.05 1051 2660 O.K. 16-16b DL +LL +SL +1,3WLL/2 1257521 514350 2.44 -15730 32216 2.05 1293 2660 O.K. 16-15a DL +LL +1,3WLR+SL/2 1568486 1023300 1.53 31460 32216 1.02 1762 2660 O.K, 16-15b DL +LL +1,3WLL +SL/2 1417811 1023300 1,39 -31460 32216 1.02 2435 2660 O,K. 1,39 0,78 2435 Endex Engineering Inc. Corvallis, OR bffoot-all-BF-1.5B.5& 7,58.5,xls REVISED: March 2005 I I I I I I I I I I I I I I I I I I I BRACED FRAME FOOTING DESIGN PER IBC 2003 AL TERNA TE LOAD COMBINA TlONS 09-0ct-06 3:03 PM Sports Way 2 BF-4.5B,5 Footing Dimensions Left Extension Right Extension Fig Width Ftg, Depth Center to center of columm Overall length Page 1 of 1 Soil Properties . Soil Bearing Soil Friction Soil Passive 2000 psf 0.3 300 pel 2ft 2ft 6ft 3ft 26,6 ft 30.6 ft a= b= c= d= 1= L= Ftg. Weight = , Ftg, Volume = 2700 plf 20,40 c.y. Column #1 Column #2 Vertical Horiz, Moment Vertical Horiz. Moment Dead Load 5.44 0.81 0 5.44 -0.81 0 Live load 61.12 2.34 0 61,12 -2,34 0 Snow Load 0 0 0 0 0 0 Wind Left -26.9 ~14.4 0 27.49 -14.2 0 Wind Right 27.49 -14.2 0 -26.9 -14.4 0 Seismic (E) -33.1 -24,2 0 35.48 -23.5 0 Results IBC 1605.3.2 Alternate Load Combinations Resisting Overturning Overt. Sliding Sliding Sliding I Max Soil Allow, load Moment Moment F.S. Force Resist. F.S. Pressure Press Case (ft-Ibs) (ft-1bsl (Ibs) (Ibs) (os!) (osft 16-13a DL 1432980 2430 589,70 0 36150 NA 509 2000 OK 16-13b DL+LL+SL 3310272 9450 350,29 0 72822 N,A. 1175 2000 OK 16-14a DL +LL +1.3WLR 3381746 1121132 3,02 -37180 73052 1,96 2303 2660 0 K 16-14b DL +LL +1,3WLL 3493286 1009592 3.46 -37180 73052 1.96 2064 2660 0 K 16-17a DL +LL +SL +E/1.4 3463172 685636 5.05 -34071 73332 2,15 1771 2660 OK 16-17b DL +LL +SL-E/1.4 3459772 734256 4.71 34071 72312 2.12 1752 2660 O.K. 16-18a ,9DL +E/1.4 1568991 678373 2,31 -34071 36334 1,07 1105 2660 0 K 16-18b ,9DL-E/1.4 1565591 726993 2.15 34071 35314 1.04 1090 2660 O.K. 16-16a DL +LL +SL +1.3WLR/2 3346009 565291 5,92 -18590 72937 3.92 1739 2660 O,K. 16-16b DL +LL +SL +1,3WLL/2 3401779 509521 6.68 -18590 72937 3,92 1620 2660 O.K. 16-15a DL +LL +1.3WLR+SL/2 3381746 1121132 3,02 -37180 73052 1.96 2303 2660 O.K, 16-15b DL +LL +1,3WLL +SL/2 3493286 1009592 3.46 -37180 73052 1,96 2064 2660 OK 2.15 1,04 2303 Endex Engineering Inc. Corvallis, OR bffoot-alt-BF-4.5B,5,xIS REVISED: March 2005 I I I I I I I I I I I I I I I I I I I BRACED FRAME FOOTING DESIGN PER IBC 2003 AL TERNA TE LOAD COMBINA TlONS Sports Way 2 09-0ctc06 SF-6S,5 Palle 101 1 4:20 PM Footing Dimensions Soil Properties Left Extension a= 6 It Soil Searing 2000 psI Right Extension b= 61t Soil Friction 0,3 Ftg Width c= 51t Soil Passive 300 pel Fig. Depth d= 31t Center to center 01 column~ i= 26,6 It Ftg. Weight = 2250 pll Overall length L= 38.6 It Ftg. Volume = 21.44 c.y, Column #1 Column #2 Vertical Horiz. Moment Vertical Horiz. Moment Dead Load 46.83 0.97 0 51.23 -0.97 0 Live Load 85.29 1,59 0 90,69 -1.59 0 Snow Load 0 0 0 0 0 0 Wind Lelt -19,5 -10.3 0 20.Q4 -10,3 0 Wind Right 20,04 -10.3 0 -19.5 -10,3 0 Seismic (E) -26.1 -20.9 0 29.12 -20.4 0 Results IBC 1605.3.2 Alternate Load Combinations Resisting Overturning Overt, Sliding Sliding Sliding Max Soil Allow, Load Moment Moment F.S, Force Resist. F.S, Pressure Press Case tft-Ibs) (ft-Ibs) (Ibs) (Ibs\. (psI) (ps~ 16-13a DL 3513153 2910 1207.27 0 62223 NA io05 2000 0 K 16-13b DL +LL +SL 6842517 7680 890.95 0 115017 NA 1975 2000 O.K, 16-14a DL +LL +1,3WLR 7259509 914430 7.94 -26780 115228 4.30 2384 2660 O,K. 16-14b DL +LL +1.3WLL 7079169 834090 8.49 -26780 115228 4,30 2464 2660 0 K 16-17a DL +LL +SL+E/1.4 7055817 615437 11.46 -29500 115664 3.92 2337 2660 OK 16-17b DL +LL +SL-E/1.4 7303554 685760 10,65 29500 114370 3.88 2105 2660 O,K, 16-18a ,9DL +E/1.4 3542758 610376 5,80 -29500 59928 2.03 1312 2660 O,K, 16-18b ,9DL-E/1.4 3635151 680699 5,34 29500 58634 1,99 1205 26600,K. 16-16a DL +LL +SL +1,3WLR/2 7181353 461055 15.58 -13390 115122 8,60 2074 2660 O,K, 16-16b DL +LL +SL +1,3WLL/2 6960843 420885 16.54 -13390 115122 8,60 2220 2660 0 K 16-15a DL +LL +1,3WLR+SL/2 7259509 914430 7.94 -26780 115228 4.30 2384 2660 O.K. 16-15b DL +LL +1,3WLL +SL/2 7079169 834090 8.49' -26780 115228 4,30 2464 2660 0 K '5.34 1.99 2464 Endex Engineering Inc. Corvallis, OR bffoot-alt-BF-6B.5.xls REVISED: March 2005 I I I I I I I I I I I I I I I I I I I Sports Way 2 BF-B1.5&B7.5 Footing Dimensions Left Extension , Right Extension Ftg Width Ftg, Depth Center to center of columns Overall length BRACED FRAME FOOTING DESIGN PER IBC 2003 AL TERNA TE LOAD COMBINA TIONS a= b= c= d= 1= L= 5 ft 5ft 4ft 3ft 10.5 ft 20.5 It 09-0ct-06 3:31 PM Page 1 of 1 Soil Properties Soil Bearing Soil Friction Soil Passive 2000 psf 0.3 300 pcf Ftg. Weight = Ftg. Volume = 1800 plf 9.11 c.y. Column #1 Column #2 Vertical Horlz, Moment Vertical Horiz, Moment Dead Load 2.98 0 0 2.98 0 0 Live Load 8.63 0 0 10.85 0 0 Snow Load 0 0 0 0 0 0 Wind Left -13,5 -5.65 0 13.54 0 0 Wind Right 13.54 0 0 -13,5 5,65 0 Seismic (E) -44,1 -23,3 0 441 0 0 Results IBC 1605.3.2 Alternate Load Combinations Resisting Overturning Overt. SIidin9 Sliding Sliding Max Soil Allow. Load Moment Moment F.S. Force Resist. F.S. Pressure Press Case !It-Ibs). (ft-Ibs) (Ibs) (Ibs) (Est) (ps.~ 16-13a DL 439315 0 NA 0 18258 NA 523 2000 O,K. 16-13b ' DL+LL+SL 627330 0 N,A. 0 24102 N,A. 802 2000 0 K 16-14a DL +LL +1,3WLR 760685 272025 2.80 7345 24118 3.28 1299 2660 O.K, 16-14b DL+LL+1,3WLL 737375 272025 2.71 -7345 24118 3.26 1383 2660 O,K. 16-17a DL +LL +SL +E/1.4 834759 488250 1.71 -16643 24102 1.45 1869 2660 0 K 16-17b DL +LL +SL-E/1.4 858069 488250 1.76 16643 24102 1.45 1751 2660 O.K, 16-18a .9DL +E/1.4 640635 468250 1,31 -16643 18079 109 1954 2660 OK 16-18b ,9DL-E/1.4 640635 488250 1.31 16643 18079 1,09 1954 2660 OK 16-16a DL +LL +SL +1.3WLR/2 705663 136013 5.19 3673 24110 6.56 1009 2660 O.K. 16-16b DL +LL +SL +1,3WLL/2 682353 136013 5.02 -3673 24110 6.56 1092 2660 O.K, 16-15a DL +LL +1,3WLR+SL/2 760685 272025 2,80 7345 24118 3,28 1299 2660 O,K. 16-15b DL +LL +1,3WLL +SL/2 737375 272025 2,71 -7345 24118 3,28 1383 2660 0 K 1.31 1,09 1954 Endex Engineering Inc. Corvallis, OR bffoot-alt-6F-61,5 & 67,5,xl. REVISED: March 2005 I I I I I I I I I I I I I I I I I I I BRACED FRAME FOOTING DESIGN PER IBC 2003 AL TERNA TE LOAD COMBINA TlONS Sports Way 2 BF-B4.5 Footing Dimensions Left Extension Right Extension Ftg Width Ftg, Depth Center to center at columm Overall length 11-0ct-06 11:34AM PajJe 1 at 1 \ Soil Properties Soil Bearing Soil Friction Soil Passive 2000 pst 0.3 300 pet 5ft 5ft 5ft 3ft 17.5 ft 27.5 ft a= b= c= d= 1= L= Ftg. Weight = Ftg. Volume = 2250 pit 15.28 c.y. Column #1 Column #2 Vertical Horiz, Moment Vertical Horiz. Moment Dead Load 13,85 2,08 0 13.85 -2,08 0 Live Load 52.75 4.44 0 61.85 -4.44 0 Snow Load 0 0 0 0 0 0 Wind Left -17,8 -6.63 0 19,11 -6.58 0 Wind Right 19,11 -6.58 0 -17.8 -6.63 0 Seismic (E) -56.4 -26.3 0 57.67 -25.8 0 Results IBC 1605.3.2 Alternate Load Combinations Resisting Overturning Overt. Sliding Sliding Sliding Max Soil Allow. Load Moment Moment F.S, Force Resist. F,S, Pressure Press Case tft-1bst (ft-Ibs\ (Ibs) (Ibst (ps~ (ps.~ 16-13a DL 1237896 6240 198,38 0 33623 NA 651 2000 O,K. 16-13b DL +LL +SL 2747341 19560 140.46 0 68003 NA 1611 2000 OK 16-14a DL +LL +l,3WLR 3030806 591729 5.12 -17173 68513 3,99 2119 2660 O,K. 16-14b DL +LL +l,3WLL 2923075 540210 5.41 -17173 68513 3.99 2208 2660 0 K 16-17a DL +LL +SL +E/l.4 3064948 925989 3.31 -37214 68275 1,83 2572 2660 O,K. 16-17b DL +LL +SL-E/l.4 3219663 946399 3.40 37214 . 67730 1,82 2306 2660 O.K. 16-18a ,9DL +EI1.4 1516792 912045 1,66 -37214 33064 0,89 1696 2660 O.K, 16-18b ,9DL-E/l.4 1512256 932455 1.62 37214 32519 0,87 1697 2660 OK 16-16a DL +LL +SL +l,3WLR/2 2968699 305645 9,71 -8587 68258 7,95 1739 2660 O.K. 16-16b DL +LL +SL +1.3WLU2 2835208 279885 10.13 -8587 68258 7.95 1910 2660 O.K. 16-15a DL +LL +1.3WLR+SU2 3030806 591729 5.12 -17173 68513 3,99 2119 2660 0 K 16-15b DL +LL +l,3WLL +SL/2 2923075 540210 5.41 -17173 68513 3,99 2208 2660 O,K. 1,62 0,87 2572 Endex Engineering Inc. Corvallis, OR bffoot-alt-BF -B4,5,xls REVISED: March 2005 I I I I I I I I I I I I I I I I I I I BRACED FRAME FOOTING DESIGN PER IBC 2003 AL TERNA TE LOAD COMBINA TlONS Sports Way 2 BF-C1,5&C7.5 Footing Dimensions Left Extension Right Extension Ftg Width Ftg. Depth Center to center 01 columm Overall length 09-0ct-06 3:41PM Paqe 1 01 1 Soil Properties Soil Bearing Soil Friction Soil Passive 2000 psI 0,3 300 pel 5ft 5 ft 5 ft 3ft 10,5 ft 20.5 ft a= b= c= d= 1= L= Ftg: Weight = Ftg, Volume = 2250 pll 11.39 c,y. Column #1 Column #2 Vertical Horiz. Moment Vertical Horiz, Moment Dead Load 7,64 0 0 7.64 0 0 Live Load 14.77 0 0 53.7 0 0 Snow Load 0 0 0 0 0 0 Wind Left -15.8 -6,6 0 15.8 0 0 Wind Right 15.8 0 0 -15.8 6.6 0 Seismic (E) -43.7 -22,9 0 43.7 0 0 Results IBC 1605.3.2 Alternate Load Combinations Resisting Overturning Overt. Sliding Sliding Sliding Max Soil Allow, Load Moment Moment F.S. Force Resist. F.S. Pressure Press Case Jft-Ibsl. (ft-Ibsl (Ibs) (Ibs[ (ps!) (es.1) 16-13a DL 629401 0 NA 0 25172 NA 599 2000 OK 16-13b DL+LL+SL 1126836 0 NA 0 45713 NA 1851 2000 OK 16-14a DL -t'LL+1,3WLR 1445206 128440 11.25 8580 45713 5.33 1308 2660 O,K. 16-14b DL +LL +1,3WLL 1255276 318370 3.94 -8580 45713 5.33 2393 2660 OK 16-17a DL +LL +SL +Ef1.4 1331979 483821 2,75 -16357 45713 2,79 2652 2660 OK 16-17b DL +LL +SL-Ef1.4 1740744 483821 3.60 16357 45713 2.79 1479 2660 OK 16-18a ,9DL +Ef1.4 818882 483821 1,69 -16357 24713 1,51 1427 2660 O,K, 16-18b ,9DL -Ef1.4 818882 483821 1.69 76357 24713 1.51 1427 2660 O.K. 16-16a DL +LL +SL +1,3WLRf2 1286021 64220 20.03 4290 45713 10.66 1580 2660 O.K. 16-16b DL +LL +SL +1,3WLLf2 1191056 159185 7.48 -4290 45713 10.66 2122 2660 O.K. 16-15a DL +LL +1,3WLR+SLf2 1445206 128440 ,11.25 8580 45713 5.33 1308 2660 O.K. 16-15b DL +LL +1,3WLL +SLf2 1255276 318370 3,94 -8580 45713 5.33 2393 2660 O.K. 1,69 1.51 2652 Endex Engineering Inc. Corvanfs, OR bftoot-all-BF-C1.5&C7,5,xls REVISED: March 2005 I I I I I I I I I I I I I I I I I I I BRACED FRAME FOOTING DESIGN PER IBC 2003 AL TERNA TE LOAD COMBINA TIONS Sports Way 2 BF-C4,5 Footing Dimensions Left Extension Right Extension Ftg Width Ftg, Depth Center to center ot columm Overaillength 09-0ct-06 , 3:47 PM Page 1 ot 1 Soil Properties Soil Bearing Soil Friction Soil Passive 2000 pst 0,3 300 pet 4ft 4ft 5 ft 3ft 17,5 ft 25.5 ft a= b= c= d= 1= L= Ftg. Weight = Ftg. Volume = 2250 pit 14.17 c.y. Column #1 Column #2 Vertical Horiz. Moment Vertical Horiz, Moment Dead Load 9,71 2.16 0 9,71 -2,16 0 Live Load 18,29 3,63 0 18,29 -3.63 0 Snow Load 0 0 0 0 0 0 Wind Left -16.2 -5,67 0 16,26 -5.63 0 Wind Right 16,26 -5.63 0 -16.2 -5,67 0 Seismic (E) -58 -27.1 0 58.41 -26,6 0 Results IBC 1605.3.2 Alternate Load Combinations Resisting Overturning Overt, Sliding Sliding Sliding Max Soil Ailow, Load Moment Moment F.S, Force Resist. F,S, Pressure Press Case lft-Ibs\ (ft-Ibs) (Ibs\ Qbs). (psf\ (psI) 16-13a DL 985616 6480 152.10 0 29789 N,A. 602 2000 O,K, 16-13b DL +LL +SL 1462901 17370 84,22 0 40763 N.A, 889 2000 O.K. 16-14a DL +LL +1,3WLR 1547453 514230 3.01 -14690 40786 2.78 1653 2660 O.K. 16-14b DL +LL +1.3WLL 1591523 470160 3.39 -14690 40786 2.78 1490 2660 0 K 16-17a DL +LL +SL +E/1.4 1744858 908084 1.92 -38357 40850 1.07 2059 2660 0 K 16-17b DL +LL +SL-E/1.4 1743687 914381 1.91 38357 40675 1,06 2056 2660 OK 16-18a ,9DL +E/1.4 1242165 896546 1,39 -38357 29294 0,76 2178 2660 O.K, 16-18b ,9DL-E/1.4 1240993 902843 1,37 38357 29118 0.76 2192 2660 OK 16-16a DL +LL +SL +1,3WLR/2 1505177 265800 5,66 -7345 40774 5.55 1271 2660 O,K. 16-16b DL +LL +SL +1,3WLL/2 1527212 243765. 6.27 -7345 40774 5,55 1190 2660 O.K. 16-15a DL +LL +1,3WLR+SL/2 1547453 514230 3,01 -14690 40786 2,78 1653 2660 O.K, 16-15b DL +LL +1,3WLL +SL/2 1591523 470160 3,39 -14690 40786 2,78 1490 2660 O.K. 1.37 0,76 2192 Endex Engineering Inc. . Corvallis. OR bffoot-alt-BF-C4.5,xls REVISED: March 2005 I I I I I I I I I I I I I I I I I I I C J '-'fD.r ,S Bf ~~ +oc"'-J IIi/! a! 7 ,.'s -f'\"<f M"ic M.oWwr- J.-- actA,;' /V\, .('~O+.'"'j f., 'i).'-z;-e (-'2h", [;51-.'",^-a. ~~J ~ u bV~,J~ /l{~ j'JfrJ~ - 2oors~ Sf' .'nJ C"S+c.n-t= (i) (iJJ of ("o{''J) (7-0o{>,;)( ~ 'Jy ~'0 YlCvMe ' U co~'W'- ID \ iJI~ (~i)L"" R'3>-k~ ""ft',( I. S~.S J 7<)13,') S 172'6 lJ()j 2. f' /z~/oi.. L\ . S- \3. So (" 2.e>7c/ -(p i'S. 5" s \ 1 '2--~ ~\S I ~ 7.<5 s I7"Z,g 'B 1\ ,S s 17 z. ~ CIS I C/. '5 L~\, S y I~$z... 5 I7?..-S ENDEX ENGiINllERING: 1.'23 NV/ srCOI\![) ';'i'i\LTT l)'CC;:.\/I\!_U~:', CF~!:CU>.i ~)nJ() CJ i:;'; i i l~~"i-''::i 17 0 ~:l\.\ (.':;.:i Ii 7~;;;.g ill I I Sports Way 2 VisualAnalysis 4.00.c Report Company: Endex Engineering Inc. Engineer: David Morris File: C:\DoclllUents and Settings\michael\Desktop\06060-Sports Way 2\Calculations\BF-Footing SteeL\Footing-BF-l.5B.5_7.5B.5.vap I Load Cases Load Case Strength Service Results l)Dead Load Yes Yes None 2) Earthquake 3)Live Load " " " 4)WindLoad 5) LRFD 1\4-1 " No 1st Ord 6)LRFD 1\4-2a 7)LRFD 1\4-3a " " " 8) ],RFD M-3b ( 9) LRFD 1\4-4a " " " (10) LRFD M-5a " (11) LRFD 1\4-5b " " " (12) LRFD M-6a (13) LRFD 1\4-6b " I I I I I Equation Case Combinations I Load Case Case Equation I I LRFD M-l LRFO M-2a LRFD M-3a LRFD M-3b LRFD M -4a LRFD M-5a LRFD 1\4 - 5b LRFD M-6a LRFD M-6b 4 1. 40 4 1. 20+1. 6L 4 1. 20+0 . 5L 4 1.20+0.8W 4 1.20+0.5L+1.3W 4 1.20+0.5L+1E 4 1.2D+0.5L-1E 4 O. 9D+1. 3W 4 0.9D-1.3W I I I Member Extreme Results Member FX(lo) ":((10) Mo(lo) fo ""'X (10) fo min (10) K K K-ft Ksi Ksi M1 0.00 ( 5) -2.70 (10) -1. 35 (10) 0.00 ( G) -0.03(13) 0.00 ( 5) 35.83(13) 34.82(13) 0.03(131 O.OO( G) M1-0 0.00 ( 5) -5.40(10) -5.40 I 8) 0.00(12) -0.08(13) 0.00 ( 5) 54.17(13) 87.98(13) 0.08(13) -0.00(12) M1-1 0.00 ( 5) -8.10(10) -12.1(101 0.00 ( 71 -0,131131 " 0.00 ( 5) 57.04(13) 144.0(13) 0.13(13) -O.OO( 7) Ml-2 0.00 ( 5) -10.8( 9) -21. 6 ( 8) 0.01 I 7) -0.18(13) " O.OO( 5) 55.01(13) 198.0(13) 0.18(131 "0.011 7) Ml-3 0.00 ( 5) -16.4(11) -27.3(10) 0.00(12) -0.21(13) " 0.00 I 5) 52.99(13) 226.0(13) 0.21(13) -0.00(12) Ml-4 0.00 ( 5) -11.1(11) -21. 6 ( 8) 0.00(10) -0.21(13) O.OO( 5) 32.46(12) 228.0(13) 0.21(13) -0.00(10) Ml-5 O.OO( 5) -6.66(11) -11.8( 8) 0.00 ( 6) -0.21(13) O.OO( 5) 30.43(12) 228.3(13) 0.21(13) -O.OO( 6) Ml-6 0.00 ( 5) -4.67( 61 -4.161 8) 0.00 I 6) -0.21(13) 0.00 ( 5) 28.41(12) 228.1(13) 0.21(13) -0.00 ( 6) Ml-7 0.00 ( 5) -5.03(13) -4.91 ( 6) 0.00 ( 7) -0.21(13) 0.00 ( 5) 26.38(12) 226.1 (13) 0.21(13) -O.OO( 7 ) Ml-8 0.00 ( 51 -7.06(131 -6.19( 6) 0.00 ( 7) -0.21(13) -1- I I I I I I Morse Bros VisualAnalysis 4.00.c Report Company: Ende" Engineering Inc. Engineer: David Morris File: C:\Documents and Settings\michael\Desktop\060?O-Sports Way 2\Calculations\BF-Footing Steel\Footing-BF-4.5B.5.vap I I Load Cases Load Case Strength Service Resul.ts l)Dead Load Yes Yes None 2) Earthquake " " 3)Lilfe Load " " " 4}WindLoad " 5)LRPD 1\4-1 " No 1st Ord 6) LRFD 1\4-2a 7 )LRPD M - 3a " " " 8) LRFD M-3b " 1 9) LRPD 1\4-4a " " " lID) LRFD M-5a " " Ill) LRFD M-5b " " " (12) LRFD M-6a " (13)LRFD M-6b I I I I I Equation Case Combinations Load eooe Case Equation I I LRFO M-1 LRFO M-2a LRFD M-3a LRFD M - 3b LRFO M-4a LRPD M-5a LRFO M-5b LRFD M-6a LRFD A4-6b 4 1. 40 4 1.2D+1.6L 4 1. 20+0. 5L 4 1.2D+0.8W 4 1. 2D+0. 5L+1. 3W 4 1. 20+0. 5L+1E 4 1.20+0. 5L-1E 4 0.9D+1.3W 4 0.9D-1.3W I I Member Extreme Results Member Fx(lc) ~(lc) Mz(le) fo mu(lc) 1:0 min (10) K K K-ft Ksi Ksi Ml O.DO( 5) -3.781 5) -1.89( 5) 0.00 ( 7) -O.OO( 5) 0.001 5) 0.011 6) 0.00(13) 0.00 ( 5) 0.001 7 ) MI-0 0.00 I 5) -5.711 81 -5.71( 8) 0.001 6) -0.011 6) 0.001 5) 12.601 6) 9.37 I 6) 0.01 I 6) -0.00 I 6) M1-1 0.00 I 5) -83.1( 6) -19.91 6) 0.001 7 ) -0.021 6) 0.001 5) 24.44 I 6) 21.18 ( 6) , 0.021 6) -0.001 7 ) Ml-2 0.001 5) -72.01 6) -90.31 6) 0.001 8) -0.07 I 6) 0.00 ( 5) 22.78(12) 25.67(12) 0.071 6) -0.001 8) Ml-3 0.00 I 5) -61. 7 I 6) -1501 6) 0.00 I 8) -0.121 6) 0.001 5) 20.35(12) 44.81(12) 0.121 6) -0.001 8) Ml-4 0.00 I 5) -52.11 6) -2001 6) 0.011 8) "0.161 6) O. DO 1 5) 17.92 (12) 61.52(12) 0.161 6) -0.011 8) Ml-5 0.00 I 5) -43.21 6) -2421 6) 0.01(13) -0.191 6) " 0.00 ( 5) 15.49(121 75.80(12) 0.19 I 6) -0.01(13) Ml-6 0.00 I 5) -35.01 6) -275 I 6) 0.00(13) -0.211 6) " 0.001 5) 13.06(12} 87.65(12} 0.21 I 6} -0.00(13) Ml-7 0.001 5) -27.31 6) -301( 6) 0.00(13) -0.23 ( 6) 0.00 ( 5) 14.87(13) 97.07(12) 0.23'1 6) -0.00113} Ml-8 0.00 ( 5) -20.3( 6) -320 ( 6) 0.01 I 8 ) -0.25 ( 6) -1- I I I I I I I I Morse Bros VisualAnalysis 4.QD.c Report Company: Endex Engineering Inc. Engineer: David Morris File: C:\Documents and Settings\michael\Desktop\06060-Sports Way 2\Calculations\BF,Footing Steel\Footing-BF-6B.5.vap I I Load Cases Load Case Strength Service Results I l)Oead Load 2) Earthquake 3)Live Load 4) WindLoad 5)LRFD M-l 6) LRFD M-2a 7) LRFO M-3a 8) LRFO M-3b I 9) I.RFD M-4a (10)LRFD M-5a Ill) LRFD M-5b (12)LRFD M-6a (13) LRFD M-6b Yes Yes None " I " No 1st Ord " I I " I Equation Case Combinations Load Case Case Equation I I LRFD M-l LRFD M -2a LRFD M-3a LRFD M-3b LRFO M-4a LRFD M-5a LRFD M-5h LRFD M-6a LRFD M-6b 4 1.40 4 1. 20+1. 6L 4 1.2D+0.5L 4 1. 20+0. BW 4 1.2D+0.5L+1.3W 4 1. 20+0. 5L+ 1E 4 1.2D+0.5L-1E 4 0.90+1. 3W 4 0.9D-1.3W I I I I I I I Member Extreme Results Member Fx(lc) Vy(lc) Mz(lc) fc max(lc) fc min (Ie) K K K-ft Ksi Ksi Ml 0.00 ( 5) 3.051121 6.711121 0.01(121 -0.20( 6) 0.00 I 5) 62.97 I 6) 173.2 I 6) 0.201 6) -0.01(12) MI-0 0.00 I 5) 3.95(12) 10.57(12) 0.01(12) -0.291 6) 0.00 I 5) 76.17 I 6) 248.3( 6) 0.29( 6) -0.01(12) M1-1 0.001 5) -105 ( 6) 12.60(12) 0.01(12) -0.34 ( 6) 0.001 5) 89.05 I 61 292.5 ( 6) 0.34 ( 6) -0.01(12) M1-2 0.00 I 5) -93.31 61 2.40(12) 0.00(12) -0.281 6) 0.00 I 5) -9.401121 239.91 6) 0.28( 6) -0.00(12) Ml-3 0.001 5) -81. 3 I 6) -6.89 (12) 0.00(12) -0.17 I 6) 0.001 51 -8.48(12) 147.71 6) 0.17 I 6) -0.00(12) Ml-4 0.00 I 51 -70.01 6) -16.8(10) 0.001 8) -0.081 6) 0.001 51 -7.57(12) 67.43 I 6) 0.081 6) -0.001 8) M1-5 0.001 51 -59.31 6) -59.71 6) 0.001111 -0.07(6) 0.001 5) -6.66(12) 14.75 Ill) 0.07 ( 6) -0.00(11) Ml-6 0.00 I 5) -49.21 6) -107 I 6) 0.00(13) -0.121 6) 0.00 I 5) -5.74(12) -3.93(13) o .12 I 6) -0.00(13) M1-7 0.001 51 -39.71 6) -1461 61 0.02(13) -0.17 I 6) 0.00 I 5) -4.81(12) -18.3(13) 0.17 I 6) -0.02(13) M1-8 0.00 I 5) -30.71 6) -176 I 6) 0.03(13) -0.201 61 -1- I I I I I Sports Way 2 VisualAnalysis 4.00.c Report Company: Endex Enqineering Inc. Engineer: David Morris File: C:\Documents and Settings\michael\Desktop\06060-Sports Way 2\Calculations\BF-Footing Steel\Footing-BF-Bl.5_B7.5.vap I I Load Cases Load Case Strength Service Results l)Dead Load Yes Yes None. 2) Earthquake " " 3)Llve Load " " " 4) WindLoad 5) LRFO M-1 " No 1st Ord 6) LRFD 1\4-2a 7) LRFD 1\4-3a " " " 8) LRE"D M-3b ( 9)LRFD 1\4-4a " " " (10)LRFD M-5a Ill)LRFD M-5b " " " (12) LRFD M-6a (13) LRFD M-6b I I I Equation Case Combinations Load Case Case Equation I I I LRFD M-1 LRFD 1\4-2a LRFD M-3a LRFD M-3b LRFD 1\4-4a LRFO M - Sa LRFD M-5b LRFD 1\4-6a LRFD 1\4-6b 4 1. 40 4 1. 20+1. 6L 4 1. 20+0. 5L 4 1.2D+0.8W 4 1. 20+0. 5L+1. 3W 4 1. 20+0. 5L+ lE '4 1. 20+0. 5L-1E 4 0.9D+1.3W 4 0.9D-1.3W I Member Extreme Results Member F,,(lo} VY(lo} Mz(lo) fo _,,(10) fo min(lo} K K K-ft Ksi Ksi Ml 0.00 ( 5) -2.70(10) -1. 35 I 8 ) 0.00 ( 8) -0.00 (11) " 0.00 ( 5) 4.33(11) 2.98(11) 0.00(11) 0.00 ( 81 Ml-0 O.OO( 5) -5.40( 9) -5.40( 9) O.OO( 6) -0.01(11) " O.OO( 5) 10.24(11) 11.87 (11) 0.01 (11) -O.OO( 6) M1-1 O.OO( 5) -8.10(10) -12.1(10) 0.00 ( 6) -0.02(11) 0.00 ( 5) 16.07 (11) 26.59(11) 0.02(11) -O.OO( 6) Ml-2 O.OO( 5) -10.S(10) -21.6(10) 0.00 ( 7) -0.04(11) O.OO( 5) 21.83(11) 47.07(11) 0.04 Ill) -O.OO( 7 ) Ml-3 0.00 ( 5) -29.8(11) -27.3(10) O.OO( 7) -0.06 (11) 0.00 ( 5) 27.52(11) 60.49(11) 0.06(11) -0.001 7) Ml-4 0.00 ( 5) -24.2(11) -24.1 ( 9) O.OO( 6) -0.04(111 " 0.001 5) 19.27(10) 45.93(11) 0.04(11) -O.OO( 6) Ml-5 0.00 ( 51 -lS.7(11) -23.0( 9) 0.00(10) -0.02( 9) " O.OO( 5 ) 16.57(10) 23.05(11) 0.02 ( 9) -0.00(10) Ml-6 O.OO( 5) -13.4(11) -25.91 6) 0.00(131 -0.03(10) O.OO( 5) 14.44(10) 2S.87(10) 0.03(10) -0.00(13) Ml-7 0.00 ( 5) -S.17(11) -25.9( 6) 0.00(12) -0.04(10) O.OO( 5) 14.12(10) 41. 64 (10) 0.04(10) -0.00(12) Ml-8 0.00 ( 5) -3.07(11) -22.3 ( 6) 0.00 ( 8) -0.05 (10) -1- I I I I I I I I Member Fx(lc) Vy(lc) Mz(lc) fc ~x(lq) fc min(lc) K K K-ft Ksi Ksi I " 0.00 ( 5) 15.61(10) 55.90(10) 0.05(10) -O.OO! 8) Ml-9 0.001 5) 1.36(13) -14.9(11) 0.00,( 7) -0.07 (10) " 0.00 ( 5) 21.67( 6) 73.45(10) 0.07(10) -O.OO( 71 M1-10 0.001 5) 3.82(13) -11.6(11) 0.00(13) -0.09 (10) I " 0.00 ( 5) 31.441 6) 96.06(10) 0.09(10) -0.00(131 M1-11 O.OO( 5) 6.29(13) -3.53(11) 0.00(11), -0.12'(10) 0.00 ( 5) 42.151 6) 125.4(10) 0.12(10) -0.00(11) Ml-12 0.00 I 51 8.76(13) 7.97(13) 0.01(13) -0.15(10) I 0.001 51 53.761 6) 163.4(10) 0.15(101 -0.01(13) Ml-13 0.001 5) 11.23 (13) 17.74 (13) 0.02(13) -0.20 (10) 0.00 I 5) 66.25( 6) 211.6(10) 0.20(10) -.0.02(13) Ml-14 0.001 5) -73.4(10) 19.12(13) 0.02(13) -0.20 (10) I 0.00 ( 5) -9.85(13) 211.6(10) 0.20(10) -0.02(13) Ml-15 0.00 ( 5) -60.0(10) 10.71(13) 0.01(13) -0.13(10) 0.00 ( 5) -7.39(13) 139.5(10) 0.13(101 "0.01(13) Ml-16 0.00 I 5) -45.1(10) 4.74(13) 0.00(13) -0.07(10) I 0.00 I 51 -4.96(13) 80.88(10) 0.07(10) -0.00(13) Ml-17 0.00 I 51 -28.8(10) 1.18(13) 0.00(13) -0.03(10) 0.001 5) -2.55(13) 37.08(10) 0.03(10) -0.00 (13) Ml-18 0.001 5) -10.9(10) 0.00 I 5) 0.001 7) -0.01(10) I " O.OO( 5) -0.17(13) 9.63(10) 0.01(10) O.OO! 71 I I I I I I I I I I I -2- I I I I I I I I Sports Way 2 VisualAnalysis 4.00.c Report Company: Endex Engineerinq Inc. ,Engineer: David Morris File: C: \Docwnents and 'Settings \michael \Oesktop\06060-Sports Way 2\Calculations\BF- Footing 'Steel\Footing-BF-B4.5.vap Load Cases Load Case Strength service Results l)Dead Load Yes Yes None 2) Earthquake " 3) Live Load " " " 4)WindLoad " 5)LRFO 1\4-1 " No 1st Ord 6)LRFD M-2a 7) LRFD 1\4-3a " " " 8)LRFD 1\4-3b I 9) LRFD 1\4-4a " " " (10) LRFD 1\4-5a " " Ill) LRFD M-5b " " " (12)LRFD M-6a (13)LRFD 1\4-6b I Equation Case Combinations Load Case Case Equation I I LRFD M-l LRFD 1\4-2a LRFD 1\4-3a LRFD 1\4-3b LRFD M-4a LRFD M-5a LRFD M-5b LRFO M-6a LRFD M-6b 4 1. 4D 4 1. 20+1. 6L 4 1. 20+0. 5L 4 1. 20+0. 8W 4 1.2D+0.5L+l.3W 4 1. 20+0. 5L+ 1E 4 1.2D+0.5L-1E 4 0.90+1.3W 4 0.9D-1.3W I I I I . . Member Extreme Results Member Fx(le) Vy(le) M~(lo) fe ..,,,.(le) fe ..in (le) K K K-:ft Ksi Ksi 2.5 O.OO( 5) -40.01 6) -16.71 6) 0.00 ( 6) -0.04(11) 0.00 I 5) 3.90(10) 41.64(11) 0.04(11) -0.00 ( 6) Ml 0.00 I 5) -2.25(10) -1.13 (10) 0.00(12) -0.01(11) 0.00 I 5) 6.77(11) 5.64(11) 0.01(11) 0.00(12) MI-0 0.00 I 5) -4.50(10) -4.50(10) 0.00 I 8) -0.03(11) 0.00 I 5) 17.71(11) 22.22(11) 0.03(11) -0.001 8) Ml-1 0.00 I 5) -6.75(10) -10.1 (10) 0.00 I 8) -0.07(11) 0.00 I 5) 28.30(11) 49.40(11) 0.07(11) -O.OO( 8) Ml-2 0.00 I 5) -8.66(10) -17.6(10) 0.00 I 8) -0.12 Ill) O.OO( 5) 38.54 Ill) 86.82 (11) 0.12(11) -0.001 8) Ml-3 0.00 I 5) -56.7 ( 6) -21.8(10) 0.00 I 8) -0.15(11) " 0.00 I 5) 48.38(11) 110.7(11) 0.15(11) -O.OO( 8) Ml-4 0.00 I 5) -49.1( 6) -19.9(10) 0.001 9) -0.11(11) " 0.00 I 5) 4.48(10) 84.38(11) 0.11(11) -0.001 9) Ml-6 0.00 I 5) -30.51 6) -46.21 6) 0.00 ( 5) -0.061 6) 0.00 I 5) 3.33(10) 10.88(13) 0.06( 6) -0.001 5) Ml-7 0.001 5) -21. 2 I 6) -66.31 6) 0.00(13) -0.091 6) 0.00 I 5) 3.69(10) 3.35(13) 0.09 I 6) -0.00(13) Ml-8 0.00 I 5) -11.91 6) -77.11 6) 0.00(13) -0.10( 6) -1- I . . - Sports Way 2 VisualAnalysis 4.00.c Report Company: Endex Engineering Inc. Engineer: David Morris File: C:\Documents and Settings\michael\Desktop\06060-Sports Way 2\Calculations\BF-Footing Steel\Footing-BF~Cl.5_C7.5.vap I I - Load Cases Load Case Strength Service Results ( l)Dead Load Yes Yes None 1 2) Ea rthqua ke " 1 3)Live Load " " " ( 4) WindLoad " ( 5) LRFO 1\4-1 " No 1st Ord ( 6) LRFD 1\4-2a ( 7)LRFD 1\4-3a " " " ( 8) LRFD 1\4-3b " 1 91LRFO 1\4-4a " " " (10)LRFD 1\4-5a " (11) LRFD M-5b " " " (12ILRFO 1\4-6a " (13) LRFD 1\4-6b I - I I Equation Case Combinations I Load Case Case Equation I I LRFD A4-1 LRFD 1\4-2a LRFD 1\4-3a LRFD 1\4-3b LRFO M-4a LRFD 1\4-5a LRFD M-5b LRFD 1\4 - 6a LRFD 1\4-6b 4 1.40 4 1. 2D+1. 6L 4 1. 20+0. 5L 4 1.2D+0. 8W 4 1. 20+0. 5L+1. 3W 4 1.2D+0.5L+1E 4 1.20+0.5L-1E 4 O. 9D+ 1. 3W 4 0.9D"1.3W I Member Extreme Results Member FX(lo) Vlr(lo) M.(lo) Eo max(lo) Eo m1n(lo) K K K-ft Ksi Ksi Ml 0.00 ( 5) -2.16 (10) -1. 08 (10) O.OO( 51 -0.011111 0.001 5) 8.43(11) 7.35(11) 0.01(11) 0.00 ( 5) M1-0 0.00 ( 5) -4.32 (10) -4.32 (10) O.OO( 5) -0.03(11) O.OO( 5) 20.78(11) 27.05(11) 0.03(11) -0.00 ( 5) Ml-1 0.00 ( 5) -6.48 (10) -9.72(10) 0.00 I 5) -0.07(11) O.OO( 5) 30.79(11) 56.771111 0.07(11) -O.OO( 5) Ml-2 O.OO( 5) -8.64(10) -17.2(101 0.001 51 -0.11(11) 0.00 I 5) 38.45(11) 94.14(11) 0.11(11) -O.OO( 5) M1-3 0.001 5) -10.4(11) -21.8(10) O.OO( 5) -0.13(11) " 0.001 5) 43.73(11) 11.5.7111.1 0.13(111 -0..001 5) Ml-4 0.001 5) -8.54 ( 6) -13.9 ( 9) 0.00(10) -0.13(11) 0.00 I 5) 25.41(10) 110.7(11) 0.13(11) -0.00(10) M1-5 0.00 ( 5) -7.12(11) -10.71 9) 0.00 ( 5) -0.12(11) 0.00 I 5) .23.25(10) 104.3(111 0.12(11) -O.OO( 51 Ml-6 0.001 5) -9.18 (11) -7.97 ( 9) 0.001 7) -0.11111) 0.00 ( 51 21.09(10) 98.27(11) 0.11(11) -0.001 7) Ml-7 0.00 ( 5) -11. 3 (111 -5.14 ( 9) 0.00 ( 5) -0.10(11) 0.001 5) 18.93(10) 90.17(11) 0.10(111 -0.001 51 Ml-8 0.00 I 5) -13.5(11) -5.07 I 6) 0.00 ( 8) -0.11(10) -1- I I I I I I I I Member Fx(lo) Vy(lo) Mz(lo) fc max(lo) fo ndn (10) K K K-ft Ksi Ksi I 0.00 ( 5) 16.77(10) 91.15(10) 0.1l(10) -O.OO{ 8) Ml-9 0.00 ( 5) -15.6(11) -4.96( 6) 0.00(13) -0.12(10) ~ " 0.00 ( 5) 14.61(10) 104.6(10) 0.12(10) -0.00(13) I M1-10 0.00 ( 5) -17.8(11) -5.53(13) 0.00 ( 5) -0.13(10) 0.00 ( 5) 12.45(10) 116.0(10) 0.13(10) -O.OO( 5) M1-11 0.00 ( 5) -19.9(11) -9.43(13) 0.00 ( 5) -0.14(10) 0.00 ( 5) 10.29(10) 125.2(10) 0.14(10) -O.OO( 5) I M1-12 O.OO( 5) -22.1(11) -14.2(13) 0.00(11) -0.15 (10) 0.00 ( 5) 9.99 ( 9) 132.3(10) 0.15(10) -0.00(11) Ml-13 0.00 ( 5) -24.3(11) -27.0(11) 0.00 ( 5) -0.16 (10) " 0.00 ( 5) 12.00( 9) 139.4(10) 0.16 (10) -O.OO( 5) I Ml-14 0.00 ( 5) -44.3(10) -27.0(11) O.OO( 5) -0.16(10) O.OO( 5) ,10.80(11) 139.4 (10) 0.16(10) -O.OO( 5) Ml-15 0.00 ( 5) -39.1(10) -]7.2 (11) 0.00 ( 5) -0.11(10) 0.00 ( 5) 8.64(11) 96.18(10) 0.11(10) -O.OO( 5) I Ml-16 O.OO( 5) -31.4(10) -9.72(11) 0.00 ( 5) -0.07(10) 0.00 ( 5) 6.48(111 58.11(10) 0.07(10) -O.OO! 5) M1-17 0.00 ( 5) -21.2(10) -4.32{1l) 0.00 ( 5) -0.03(10) 0.00 ( 5) 4.32(11) 27.74(10) 0.03(10) -O.OO( 5) I Ml-18 0.00 ( 5) -8.63(10) -1.08 (11) 0.00 ( 7) -0.01(10) O.OO( 5) 2.16(11) 7.55(10) 0.01(10) 0.00 ( 7) I I I I I I I I I I I I -2- I I Sports Way 2 VisualAnalysis 4.0Q.c Report . Company: Endex Engineering Inc. Engineer; David Morris File: C:\oocuments and Settings\michael\Desktop\06060-Sports Way 2\Calculations\BF-Footing Steel\Footing-BF-C4.5.vap I Load Cases Load Case Strength Service Results l)Dead Load Yes Yes None 2) Earthquake " " 3)Live Load " " " 4) WindLoad 5)LRFO M-l " No 1st Ord 6) LRFD M -2a 7)LRFD M-3a " " " 81 LRFO M-3b 1 9) LRFD M-4a " " " (10)LRFO M-5a (111 LRFD M-5b " " " (12) LRFD M-6a " (13)LRFD M-6b " I I I I I Equation Case Combinations Load Case Case Equation I I I I I I I LRFD M-1 LRFD M-2a LRFD M-3a LRFO M - 3b LRFD M-4a LRFD M-5a LRFD M-5b LRFO M-6a LRFO M -6b 4 1.40 4 1.2D+1.6L 4 1. 2D+0. 5L 4 1. 20+0. 8W 4 1.20+0.5L+l.3W 4 1.2D+0.5L+lE 4 1.2D+0.5L-1E 4 0.9D+1.3W 4 0.9D-1.3W I Member Extreme Results Member F,,(le) vy(le) Mz(le) fe "",,,(le) fo mit\ (le) K K K-ft Ksi Ksi Ml 0.00 ( 5) -2.70(10) -1.35(10) 0.00 ( 6) -0.01(11.) 0.001 5) 8,44(11) 7.09(11) 0.011111 O.OO( 6) Ml-0 0.001 5) -5.40(10) -5.40(101 0.00 I 8) -0.03(11) 0.00 I 5) 21.51(11) 27.24(11) 0.03(11) -0.001 8) Ml-1 0.00 I 5) -8.10(10) -12.1(10) 0.00 I 8) -0.05(11) 0.00 I 5) 33.47(111 59.361111 0.05(11) -0.001 8) Ml-2 0.00 I 51 "10.8(101 -21. 6 liD) 0.00 ( 81 -0.09(11) 0.00 ( 5) 44.32(11) 102.3(11) 0.09(11) -O.OO( 8) Ml-3 0.00 I 51 -27.4(111 -27.3(10) 0.00 ( 8) -0.12(11) 0.001 5) 54.03(11) 129.0(11) 0.12(11) -O.OO( 81 Ml-4 0.00 I 51 -21. 5 1 6) -17.71121 0.00(10) -0.11(11) O.OO( 5) 23.70(10) 115.6(11) 0.11(11) -0.00(101 Ml-5 0.001 5) -]7.81 61 -16.6( 9) 0.001 5) -0.09(11) O.OO( 5) 21.00(10) 98.03(11) 0.09(11) -0.001 5) Ml-6 0.001 5) -14.21 6) -22.5( 6) 0.001 5) -0.08(11) 0.00 I 5) 18.30(10) 87.781111 0.08(11) -0.00 I 5) Ml-7 O.OO( 5) -10.71 6) -31. 9 1 6) 0.00(131 -0.08(11) 0.001 5) 15.60(10) 84.33(111 0.08(11) -0.00(13) Ml-8 0.00 I 5) -7.241 6) -37.81 6) 0.00(13) -0.08(11) -1- I I . . Member Fx(lc) Vy(lc) Mz(lo) fo max (10) fo inin(lo) K 'K K-~t Ksi Ksi . O.OO( 5) 12.90(10) 88.)7 (11) 0.08(11) -0.00(13) Ml-9 0.00 ( 5) -3.77 I 6) -40.2( 6) 0.00(13) -0.09(11) 0.00 I 5) 10.20(10) 94 . 67, I 11) 0.09(11) -0.00(13) . M1-10 0.00 I 5) -1. 041 5) -40.21 6) 0.00(13) -0.09(11) 0.00 I 5) 8.45(11) 101.7.(11) 0.091111 -0.001131 Ml-11 0.00 I 5) -0.22(12) -39.21 6) 0.00(131 -0.10(11) " 0.00 ( 5) 7.86(11) 108.2(11) 0.101111 -0.00(13) . Ml-12 0.00 I 5) -8.501 61 -38.1( 61 0.00113) -0.10(11) 0.00 I 5) 9.271 61 109.6(11) 0.10(11) -0.00(13) Ml-13 O.OO( 5) -9.30(10) -41. 8 I 6) 0.00(131 -0.10(11) 0.00 I 5) 0.181131 106.5(11) 0.10(11) -0.00(13) I Ml-14 0.00 I 5) -10.6(11) -41. 9 ( 6) 0.00(13) -0.09(11) 0.001 51 1.611 91 99.941111 0.091111 -0.00113) Ml-15 0.00 I 51 -13.31111 -41. 9 I 6) 0.00(13) -0.08(11) 0.00 I 5) 4.711 6) 90..68 Ill) 0.08(11) -0.001131 I Ml-16 0.00 I 51 -16.0(11) -38.61 61 0.00113) -0.071111 O.OO( 5) 8.32 I 6) 78.71(11) 0.07(11) -0.00(13) Ml-17 0.001 5) -18.7(11) -31.6( 6) 0.00(12) -0.06 Ill) 0.001 5) 1l.99( 61 64.05(11) 0.06 (11) -0.00(12) . Ml-18 0.00 I 5) -21.4(11) -21.0(' 6) 0.00 I 9) -0.06(10) 0.00 I 5) IS.751 61 68.79(10) 0.06(10) -O.OO( 9) Ml-19 O.OO( 5) -24.1 Ill) -11.4(13) 0.00 I "7) -0.08 (10) 0.001 5) 19.601 6) 84.05(10) 0.08(101 -0.001 7) I Ml-20 0.00 I 5) -26.8(11) -21.6(11) 0.00(111 -0.10110) 0.00 I 5) 25.321101 108.01101 0.10(10) -0.00(11) Ml-21 0.00 I 5) -46.5(10) -21. 6 Ill) 0.011 51 -0.10(10) " 0.00 I 51 10.801111 108.0(10) 0.10(10) -0.011 5) I Ml-22 0.00 ( 5) -35.2 (10) -12.11111 0.00 I 5) -0.06 (10) 0.001 5) 8.10(11) 62.79(10) 0.06(10) -0.001 51 Ml-23 0.001 5) -22.7(10) -5.40(11) 0.00 I 5) -0.03(10) " 0.00 I 5) 5.401111 28.88(10) 0.03(10) -0.001 5) I Ml-24 0.00 I 5) -8.88(10) -1.35(11) 0.001131 -0.01(10) O.OO( 5) 2.70(111 7.53(10) 0.01(10) 0.00(13) I I I I I . . . I -2- I I I I I I I I I I I I I I I I I I I CONCRETE BEAM -SIMPLE SPAN Per AC/318-02 Sports Way 2 BF-1.5B.5 & 7.5B5 9/28/06 11:44AM LOAD INFORMATION Uniform Live Load (WI) Uniform Dead Load (Wd) Span (I) WI= o plf 'I Wd=; o plf 1= 000 ft Wu~ o plf Mu= 248300 ft-Ibs Ms= o ft-Ibs Vu= 57040 Ibs . b7' 60,0 in d=; 33.0 in D= 36,0 in n7' 6 ea 7 As" 3,61 sq, in, fe'= 4000 p.s.L fy= 60000 p.S,L (3'" 0,85 Factored Uniform Load (Wu=1.4*Wd+1 ,ell Factored Max. Moment (Mu) Service Load Momens (Ms) Factored Max, Shear (Vu) BEAM PROPERTIES Beam width (b) = Effective Depth (d) = Overall Depth Primary Steel - Number of Bars Primary Steel - Bar Size Steel Area (As) = Concrete Compo Strength (F'e) = Steel Yield Strength (Fy) " Beta (beta 1) = CALCULATED VALUES Steel Ratio (p) = 0.0018 Maximum Steel Ratio (pmax) = 0.0214 II O.K. Minimum Steel Ratio (pmin) 0:0033 N.G. O.K. - STEEL RATIO IS LESS THAN MINIMUM BUT Muoe: 3/4 phi*Mn MOMENT STRENGTH Nominal Moment Strength (Mn) = Design Moment Strength (Phi*Mn) = Moment Strength Required (Mu) = 585708 fHbs 527138 ft-Ibs 248300 ft-Ibs Phi = 0.9 BEAM IS AT 47.1 % OF ALLOWABLE MOMENT O.K. SHEAR STRENGTH Nominal Shear Strength per ACI Eq 11-3(Ve) = Design Shear Strength (Phi"Ve) = Shear Strength Required (Vu) = 250452 Ibs 187839 Ibs 57040 Ibs Phi = 0.75 Vu < O.5Vc NO SHEAR STEEL REQUIRED StirruD Calculation Stirrup size Stirrup Spacing (s) = Area per stirrup (Av) = Av/s= Nom Shr, Str. due to Steel (Vs)= Allowable Shear Sir, (Phi*(Vc+Vn)) 3 16 in 0.22 in^2 0.014 1/ln 27336 Ibs 208341 Ibs BEAM IS AT 27.4 % OF ALLOWABLE SHEAR OK Endex Engin8ering Inc, Corvallis, Or FTG STEEL BF.l.5B5&7.5B.5.xls REVISED:August 2005 . . I I I I I I I I I I I I I I I I I CONCRETE BEAM. SIMPLE SPAN Per AC1318-02 Sports Way 2 BF-4,58.5 LOAD INFORMATION Uniform Live Load (WI) Uniform Dead Load (Wd) Span (i) Factored Uniform Load (Wu=1.4*\Nd+1.6L) Factored Max. Moment (Mu) Service Load Momens (Ms) Factored Max, Shear (Vu) BEAM PROPERTIES Beam width (b) = Effective Depth (d) = Overall Depth Primary Steel - Number of Bars Primary Steel. Bar Size Steel Area (As) = Concrete Comp, Strength (Fe) = Steel Yield Strength (Fy) = Beta (beta1) = WI= wd= 1= o pll o plf 0,00 It Wu= Mu= Ms= " Vu= o plf 338000 ft-Ibs o ft-Ibs 83100 Ibi b= d= D= n= 72.0 in 33.0 in 36,0 in 8 ea 7 4.81 sq, in. 4000 p.s.i. 60000 p.s.i. 0,85 As= fc'= 11'= (ice CALCULATED VALUES Steel Ratio (p) = 0.0020 Maximum Steel Ratio (pmax) = 0.0214 'i O,K. Minimum Steel Ratio (pm in) 0.0033 N.G. O.K. - STEEL RATIO IS LESS THAN MINIMUM BUT Mu< 3/4 phi*Mn MOMENT STRENGTH Nominal Moment Strength (Mnl = Design Moment Strength (Phi*Mn) = Moment Strength Required (Mu) = 779522 ft-Ibs 701570 ft-Ibs 338000 ft-Ibs Phi = 0.9 BEAM IS AT 48.2 % OF ALLOWABLE MOMENT OK SHEAR STRENGTH Nominal Shear Strength per ACI Eq 11-3(Vc) = Design Shear Strength (Phi'Vc) = Shear Strength Required (Vu) = 300543 Ibs 225407 Ibs 83100 Ibs Vu < O.5Vc NO SHEAR STEEL REQUIRED StirruD Calculation Stirrup size Stirrup Spacing (5) = Area per stirrup (Av) = Av/s= Nom. Shr. Str, due to Steel (Vs)= Allowable Shear Sfr, (Phi*(Vc+Vn)) 3 16 In 0.22 in^2 0,0141/in 27336 Ibs 245909 Ibs Phi = 0,75 BEAM IS AT 33.8 % OF ALLOWABLE SHEAR O.K. Endex Engin8ering Inc. Corvallis, Or 9/28/06 5:29PM FTG STEEL BF-4.5B.5.xls REVISED:Augusf 2005 . . . . . I . I I I . I I . . . I . I CONCRETE BEAM - SIMPLE SPAN:; Per ACI 318-02 Sports Way 2 BF-6B,5 10/10106 5:10PM LOAD INFORMATION Uniform Live Load (WI) Uniform Dead Load (Wd) Span (I) WI= o plf Wd;o o plf 1= 000 ft Wu= o plf Mu= 292500 ft-Ibs Ms= o ft-Ibs Vu= 119100 Ibs b= 60,0 in d= 33,0 in >- DC' 36,0 in n= 7 ea 8 As= 5,50 sq. in, fell= 4000 p.s,i. fy= 60000 p,s.i. (3= 0,85 Factored Uniform Load (Wu=1.4*Wd+1.6L) Factored Max, Moment (Mu) Service Load Momens (Ms) Factored Max, Shear (Vu) BEAM PROPERTIES Beam width (b) = Effective Depth (d) = Overall Depth Primary Steel - Number of Bars Primary Steel - Bar Size Steel Area (As) = Concrete Comp, Strength (F'c) = Steel Yield Strength (Fy) = Beta (beta1) = CALCULATED VALUES Steel Ratio (p) = 0.0028 Maximum Steel Ratio (pmax) = 0.0214 O.K. Minimum Steel Ratio (pmin) 0.0033' N.G. O.K. - STEEL RATIO IS LESS THAN MINIMUM BUT Mu< 3/4 phi*Mn MOMENT STRENGTH Nominal Moment Strength (Mn) = Design Moment Strength (Phi*Mn) = Moment Strength Required (Mu) = 884845 ft-Ibs 796361 ft-Ibs 292500 ft-Ibs Phi = 0,9 BEAM IS AT 36.7 % OF ALLOWABLE MOMENT O.K. SHEAR STRENGTH Nominal Shear Strength per ACI Eq 11-3(Vc) = Design Shear Strength (Phi'Vc) = Shear Strength Required (Vu) = 250452 Ibs 187839 Ibs 119100 Ibs Phi = 0,75 Vu < O.5Vc NO SHEAR STEEL REQUIRED Stirruo Calculation Stirrup size Stirrup Spacing (s) = Area per stirrup (Av) = Av/s= ' Nom Shr. Str, due to Steel (Vs)= Allowable Shear Str. (Phi'(Vc+Vn)) 3 16 in 0.22 in^2 0.0141/in 27336 Ibs 208341 Ibs BEAM IS AT 57.2 % OF ALLOWABLE,SHEAR O.K. Endex Engineering Inc. Corvallis; Or FTG STEEL 8F-68.5.xls REVISED:Augusl 2005 I I I I I I I I I I I I I I I I I I I CONCRETE BEAM. SIMPLE SPAN Per AC1318'02 Spprts Way 2 ij.5 &%75 C G LOAD INFORMATION Uniform Live Load (WI) Uniform Dead Load (Wd) Span (I) Factored Uniform Load (Wu=1 A*Wd+1 .6L) Factored Max. Moment (Mu) Service Load Momens (Ms) Factored Max. Shear (Vu) BEAM PROPERTIES Beam width (b) = Effective Depth (d) = Overall Depth Primary Steel - Number of Bars Primary Steel - Bar Size Steel Area (As) = Concrete Compo Strength (F'c) = Steel Yield Strength (Fy) = Beta (beta 1) = WI= Wd= 1= o plf o plf 0,00 ft Wu= Mu= Ms= Vu= o plf 211600 ft-Ibs o ft-Ibs 73400 Ibs b= d= D= n= 60,0 in 330 in 36,0 in 6 ea 7 3.61 sq. in. 4000 p.s.!. 60000 p.s.!. 0.85 As= fc'= fy= (3= CALCULATED VALUES Steel Ratio (p) = 0.0018 Maximum Steel Ratio (pmax) = 0.0214 O.K. Minimum Steel Ratio (pmin) 0,0033 N.G. O.K. - STEEL RATIO IS LESS THAN MINIMUM BUT Mu< 3/4 phi*Mn , MOMENT STRENGTH Nominal Moment Strength (Mn) = Design Moment Strength (Phi*Mn) = Moment Strength Required (Mu) = 585708 ft-Ibs 521138 ft-Ibs 211600 ft-Ibs Phi = 0.9 BEAM IS AT 40.1 % OF ALLOWABLE MOMENT O.K. SHEAR STRENGTH Nominal Shear Strength per ACI Eq 11-3(Vc) = Design Shear Strength (Phi"VC) = Shear Strength Required (Vu) = 250452 Ibs 187839 Ibs 73400 Ibs Vu < O.5Vc NO SHEAR STEEL REQUIRED Stirruo Calculation Stirrup size Stirrup Spacing (s) = Area per stirrup (Av) = Av/s= Nom. Shr, Str. due to Steel (Vs)= Allowable Shear Str. (Phi*(Vc+Vn)) 3 16 In 0.22 in^2 0.014 1/in 27336 Ibs 208341 Ibs Phi = 0.75 BEAM IS AT 35.2 % OF ALLOWABLE SHEAR End8X Engineering Inc. Corvallis, Or 9/28/06 12:00 PM O.K. FTG STEEL BF-B1.5&B7.5.xls REVISED:August 2005 I I I I I I I I I I I I I I I I I I I CONCRETE BEAM - SIMPLE SPAN Per ACI 318-02 10/11/06 11:36AM Sports Way 2 BF-B4.5 LOAD INFORMATION Uniform Live Load (WI) Uniform Dead Load (Wd) , Span (I) WI= o plf Wd= o plf 1= 000 ft Wu= o plf Mu=: 110700 ft-Ibs Ms= o ft-Ibs Vu= 60420 Ibs b= 60,0 in d= 33,0 in D= 30,0 in n= 6 ea 7 As;, 3.61 sq, in, fc'= 4000 p,s.i. fy!c 60000 p.s.i. D_ 0,85 F----'- Factored Uniform Load (Wu=1.4*Wd+1.6L) Factored Max, Moment (Mu) Service Load Momens (Ms) Factored Max. Shear (Vu) BEAM PROPERTIES "Beam width (b) = Effective Depth (d) = Overall Depth Primary Steel - Number of Bars Primary Steel - Bar Size Steel Area (As) = Concrete Comp, Strength (Fe) = Steel Yield Strength (Fy) = Beta (beta 1 ) = CALCULATED VALUES Steel Ratio (p) = 0.0018 Maximum Steel Ratio (pmax) = 0.0214 O.K. Minimum Steel Ratio (pmin) 0.0033" N.G. O.K. - STEEL RATIO IS LESS THAN MINIMUM BUT Mu~ 3/4 phi*Mn MOMENT STRENGTH Nominal Moment Strength (Mn) = Design Moment Strength (Phi*Mn) = Moment Strength Required (Mu) = 585708 ft-lbs 527138 ft.lbs 110700 ft.lbs Phi = 0.9 BEAM IS AT 21.0 % OF ALLOWABLE MOMENT O.K. SHEAR STRENGTH Nominal Shear Strength per ACI Eq 11-3(Vc) = Design Shear Strength (Phi*Vc) = Shear Strength Required (Vu) = 250452 Ibs 187839 Ibs 60420 Ibs Phi = 0.75 Vu < 0.5Vc NO SHEAR STEEL REQUIRED Stirruo Calculation Stirrup size Stirrup Spacing (s) = Area per stirrup (Av) = Av/s= Nom, Shr. Str, due to Steel (Vs)= Allowable Shear Str. (Phi*(Vc+Vn)) 3 1(P~in 0.22 in^2 0,0181/in 36447 Ibs 2151751bs BEAM IS AT 28.1 % OF ALLOWABLE SHEAR O.K. Endex Engineering Inc, Corvallis. Or FTG STEEL SF-84.5,xls REVISED:August 2005 I I I I I I I I I I I I I I I I I I I CONCRETE BEAM - SIMPLE SPAN Per ACI 318-02 Sports Way 2 BF41 ,5 & JZ75 --0 I;J LOAD INFORMATION Uniform Live Load (WI) Uniform Dead Load (Wd) Span (I) Factored Uniform Load (Wu=1 ,4*Wd+1.6L) Factored Max. Moment(Mu) Service Load Momens (Ms) Factored Max. Shear (Vu) BEAM PROPERTIES Beam width (b) = Effective Depth (d) = Overall Depth Primary Steel - Number of Bars Primary Steel - Bar Size Steel Area (As) = Concrete Compo Strength (Fe) = Steel Yield Strength (Fy) = Beta (beta1) = WI: o plf Wd= o plf 1= 0.00 ft Wu= o pI! Mu= 139400 ft-Ibs Ms= o ft-Ibs Vu= 44300 Ibs b= 48.0 in d= 33,0 In D= 36,0 in n" 5 ea 7 As" 3.01 sq. in. fe'= 4000 p.s.!. fy= 60000 p.s.!. (3= 0,85 CALCULATED VALUES Steel Ratio (p) = 0,0019 Maximum Steel Ratio (pmax) " 0.0214 O.K. Minimum Steel Ratio (pmin) 0.0033 N.G. O.K. _ STEEL RATIO IS LESS THAN MINIMUM BUT Mu< 3/4 phi*Mn MOMENT STRENGTH Nominal Moment Strength (Mn) = Design Moment Strength (Phi*Mn) = Moment Strength Required (Mu) = 487757 ft-Ibs 438981 ft-Ibs 139400 ft-Ibs Phi = 0,9 BEAM IS AT 31.8 % OF ALLOWABLE MOMENT O.K. SHEAR STRENGTH Nominal Shear Strength per ACI Eq 11-3(Ve) = Design Shear Strength (Phi*Vc) = Shear Strength Required (Vu) = 200362 Ibs 150271 Ibs 44300 Ibs Vu < 0.5Vc NO SHEAR STEEL REQUIRED StirruD Calculation Stirrup size Stirrup Spacing (5) = Area per stirrup (Av) = Av/s= Nom. Shr. Str. due to Steel (Vs)= Allowable Shear Str. (Phi*(Ve+Vn)) 3 16 in 0.22 in^2 0.014 1/in 27336 Ibs 170773 Ibs Phi = 0,75 BEAM IS AT 25.9 % OF ALLOWABLE SHEAR O.K. End8x Engineering Ine, Corvailis, Or 9/28/06 5:35 PM FTG STEEL BF.C1.5&C7.5,xls REVISED:August 2005 . I I I I I I I I I I I I I I I I I I CONCRETE BEAM - SIMPLE SPAN Per AC/318-02 Sports Way 2 BF-C4,5 10/2/06 1:29 PM LOAD INFORMATION Uniform Live Load (WI) Uniform Dead Load (Wd) Span (I) WI= Wd= I,,; Factored Uniform Load (Wu=1.4*Wd+1.6L) Factored Max. Moment (Mu) Service Load Momens (Ms) Factored Max. Shear (Vu) Wu=' Mu= Ms= Vu= BEAM PROPERTIES Beam width (b) = Effective Depth (d) = OveraJl Depth Primary Steel- Number of Bars Primary Steel - Bar Size Steel Area (As) = Concrete Compo Strength (Fc) = Steel Yield Strength (Fy) = Beta (beta 1) = b= d= D= n= As= fc'= fy= (3= o plf o plf 0.00 ft o plf 129000 ft-Ibs o ft-Ibs 54030 Ibs 60.0 in 33.0 in 36,0 in 6 ea 7 3.61 sq, in. 4000 p.s.i. 60000 p.s.i. 0,85 CALCULATED VALUES Steel Ratio (p) = 0.0018 Maximum Steel Ratio (pmax) = 0.0214 O.K. Minimum Steel Ratio (pmin) 0.0033 N.G. O.K. _ STEEL RATIO IS LESS THAN MINIMUM BUT Mu< 3/4 phi*Mn MOMENT STRENGTH Nominal Moment Strength (Mn) = Design Moment Strength (Phi.Mn) = Moment Strength Required (Mu) = 585708 fl-Ibs 521138 fl-Ibs 129000 ft-Ibs BEAM IS AT 24.5 % OF ALLOWABLE MOMENT SHEAR STRENGTH Nominal Shear Strength per ACI Eq 11-3(Vc) = Design Shear Strength (Phi"Vc) = Shear Strength Required (Vu) = 250452 Ibs 181839 Ibs 54030 Ibs Vu < O.5Vc NO SHEAR STEEL REQUIRED Stirruo Calculation Stirrup size Stirrup Spacing (5) = Area per stirrup (Av) = Avls= Nom, Shr. Str. due to Steel (Vs)= AJlowable Shear Str. (Phi*(Vc+Vn)) 3 16 in 0,22 in^2 0.014 111n 27336 Ibs 208341 Ibs BEAM IS AT 25.9 % OF ALLOWABLE SHEAR End8x Engineering Inc. Corvallis, Or Phi = 0.9 O.K. Phi = 0.75 O.K. FTG STEEL BF-C4,5.xls REVISED:August 2005 I I Sports Way 2 .~F-_D()~_~~ Fra~~s ~ CorD_~r_!> INPUT VALUES Loads I Live Load Deed Loed I ,Properties Anchor diameter Effective Embedment Depth Thickness of Base Material Number of Anchors Number of Rows of Anchors Number of Anchors per Row Stud(1), Headed or hooked OOlt(2) Head or Washer Diameter Spacing Parallel to Horizontal Load Spacing Perpendicular to Horizontal Load Edge Distance Parallel to Horizontal Load Edge Distance Perp to Hafiz. Load I . . STRENGTH CALCULATIONS Tensile Strenath I Steel Strenath of Anchors in Tension H 0,5.1 Effective Area of a single boll Ns=n*Ase*fut I I I STRENGTH OF CONCRETE ANCHOR GROUPS Per ACI 318-02, AppendiX D Tens 0.0 0,0 Shear 0,0 kips 0.0 kips inches inches inches Inches inches Inches inches inches in^2 kips I Pullnut Strenoth of Anchors In Tension - 0_5_3, Bearing area of head or washer (A(head)-A Abrg= 4.12 in"2 Np'Abrg'8'fe Npg" 82,S kips Cracking Adjustment Ps14= 1.4 Npng . Np-Psi4'n 692,7 kips r.nnr;rete ~reAknlJl Strenoth nf Anchorl~ in Tension - 0.5.1 Breakout Coefficient, k=24 for CIP anchors k= 24 Basic Cone. Breakout Str, for Single Ane, Nb' 91.6 kips Proj. Failure Surf. Of Anchor Group An= 3437.9 in"2 Proj Cone, Fellure Surf, Of Single Ane. Ano. 2916 in^2 Eccentricity Adjustment Psi1= 1.00 Edge Distance Adjustment Psi2' 0.97 Cracking Adjustment Psi3= 1.25 Nebg.(AnfAno)'PsI1'PsI2'Psi3'Nb Nebg" 130,6 kips I do= 1 he'" 18 h= 24 n= 6 n1c 3 n2= 2 2 dh" 2,5 51= 6 82= 6 e1" 24 e2= 18 Ase" 0,61 Ns" 210,8 Ride Far.e Blowout Strenolh of Anchors In Tension - 0.5.4, Spacing of outer anchors along the edge so= 6.00 inches Minimum edge distance c= 18.00 Inches NSb"180e'(Abrg^,5)'(fe'^,5) Nsb" 292.41 kips NSbg'(1+(so/(6'e))'Nsb Nsbg" 308,65 kips If c>O.4hef Side Face blowout may be Ignored Ignore Blowout I I DESIGN SUMMARY Factorod Loads Design Factored Tensile Load I Adlustad Stre.nqths Calculated Phi Slren~th Steel 210,8 0,75 Breakout 130.6 0.7 Pulloul 692,7 0,7 Biowout 19nore Blowout 0,7 Design Strength I I Combined Strength - Concrete Combined Strength - Steel Nu= Seismic Design Factor 0,75 0,75 0.75 0,75 I Combined Concrete Strength if Hairpins Provided 1.01 Endex EngineerIng Inc. Corvallis. OR 55.9 kips Stren~th 118,6 kips 68.5 kips 363,7 kips N/A kips 68.5 kips 81% 1,11 0,47 09/27/06 ,1:40Pt;1~ Wind Seismic Tens Shear 34.9 15.2 kips 54,5 27,1 kips Strength Level Seismic Loads Concrete Compressive Strength Steel Ultimate Tensile Strength Seismic Design category (A-F) fe'" 2500 fut" 58000 o psi psi Threeds Excluded From Shesr Plene (YES or NO YES Grout Pads (YES or NO) NO Length of Bolt Pattern Parallel to Hariz. Load L 1: 12 Length of Bolt Pallern Perp. to Horlz, Load L26 in. in, Sh9ar Stl'9ngth Rteef Strenath of Anchors in Shear - 0.6.1 Effective Area of a single bolt Stud - Vs~n"Ase"fut Bolt - VS=.6*N*AseWfut Adjust for Grout Pads 4 Ase' 0.79 VS" 164.0 in^2 kips Vs" 164.0 kips r.onr{AtA BrAAkout SI(Anottl of Anr.ho.rR In SheAr - D.~~2. Load Brg, Len, of Anch for Shr.(not >8'd, I" 8.00 in, Basic Cone. Breakout Str. for Single Ane Vb" 62.4 kips Proj. Failure Surf. Of Row Nearest Edge Av= 1872 In''2 Pro) Cone, Fellure Surf. Of Single Ane. Avo' 2592 In^2 Eccentricity Adjustment Psi5= 1.00 Edge Distance Adjustment Ps16" 0,85 Cracking Adjustment Psi7= 1.40 Row Vebr.(Av/AvO)'PsI5'PsI6'Psi7'Vb Vebr" 53,6 kips Group Vebg" n'1'Vebr Vebg= 160,8 kips Cancrete Ptyout Stff'!Ooth of Anchors tn Shear - 0.6.3, Coefficient for Pryout Srength Kcp= 2 Vepg=Kep'Nebg Vepg= 281.105 kips Design Factored Shear Load Vu= 27.1 kips Calculated Phi Slrenilth Steel 164,0 0,65 Breakout 160.8 0.75 pryout 261.1 0.7 Seismic Design Factor Strength 0.75 79,9 kips 0.75 90.5 kips 0.75 137,1 kips 79,9 34% O,K, Unity Equation does not exceed 1,2 and Tensile and Shear Strength O,K. kips ANCHORM.xI5 REVISED: September 2005 I I I I I I I I I D1triCit~ Dlst? o o o I I I I n doe. I I Sporls Way 2 ,,~~:DouQ~ ~rames@2 Center INPUT VALUES Loads Live Load Dead Load ProDerti9~ Anchor diameter Effective Embedment Depth Thickness of Base Material Number of Anchors Number of Rows of Anchors Number of Anchors per Row Stud(1), Headed or hooked bolt(2) Head or Washer Diameter Spacing Parallel to Horizontal Load Spacing Perpendicular to Horizontal Load Edge Distance Parallel to Horizontal Load Edge Distance Perp to Hafiz. Load STRENGTH CALCULATIONS Tensile Strenath Steel Strenath of Anchors in Tension - 0.5.1. Effective Area of a single bolt Ns=n*Ase*fut STRENGTH OF CONCRETE ANCHOR GROUPS Per AC/318.02, Appendix D . ' Tens 0,0 0,0 Shear 0,0 kips 0,0 kips do= 0.75 hef= 12 h= 16 n= 4 n1= 2 n2= 2 2 dh= 2 s1= 6 s2= 6 c1= 24 c2= 24 inches inches inches inches inches inches inches inches Ase= 0,33 Ns= 77.6 in^2 kips Concrete Breakout Strenath of Anchors in Tension ~ O.5.:l Breakout Coefficient. k:;24 for CIP anchors k:; 24 Basic Cone. Breakout Str. for Single Anc. Nb= 49.9 kips Proj. Failure Surf. Of Anchor Group An:; 1894 in^2 Proj Cone. Failure Surf. Of Single Anc. Ano= 1296 in^2 Eccentricity Adjustment Psi1= 1.00 Edge Distance Adjustment Psi2= 1.00 Cracking Adjustment Psi3= 1,25 NCbg=(AnIAnO)'Psi1'PSi2'Psi3'Nb Ncbg= 91,1 kips Pullout Strenath of Anchors in Tension - 0.5,3. Bearing area of head or washer (A(head)-A Abrg= 2.70 in^2 Np=Abrg'8'fc Npg= 54,0 kips Cracking Adjustment Psi4= 1.4 Npng = Np'Psi4'n 302,4 kips Side Face Blowout Strenath of Anchors in "Tension ~ 0.5,4, Spacing of outer anchors along the edge so= 6.00 inches . Minimum edge distance e:; 24.00 inches Nsb=160c'(Abrg^,5)'(fc'^.5) Nsb= 315,48 kips Nsbg=(1+(so/(8'c))'Nsb Nsbg= 328,62 kips If c>O.4hef Side Face blowout may be Ignored Ignore Blowout DESIGN SUMMARY Factored Loads Design F aetored Tensile Load Adiusted Strenaths Calculated Phi StrenQth . Steei 77.6 0,75 Breakout g1.1 0.7 Pullout 302.4 0,7 Blowout Ignore Blowout 0.7 Design Strength Combined Strength - Concrete Combined Strength - Steel Nu= 3.6 kips Seismic Design Factor Strength 0,75 43.6 kips 0,75 47,8 kips 0,75 158,7 kips 0,75 N/A kips 43,6 kips 8% 0,08 0,08 10/12106 10:21 AM Wind Seismic Tens Shear 2,3 0.0 kips 0,6 0,0 kips Strength Level Seismic Loads Concrete Compressive Strength Steel Ultimate Tensile Strength Seismic Design category (A-F) fc'= 2500 fut= 58000 o psi psi Threads Excluded:From Shear Plane (YES or NO YES Grout Pads (YES or NO) NO Length of Bolt Patlero Parallel to Hariz. Load L 1: 6 Length of Bolt Pattern Perp. to Horiz. Load L26 in. in. Sh9jJr Stren,9th _, f:t~~l Strenoth of Anchors in Shear - 0.6_1 Effective Area of a single bolt Stud. Vs=n*Ase*fut Bolt ~.vs=.6*N*Ase*fut Adjust for Grout Pads 4 Ase= 0.44 Vs= 61.5 in^2 kips Vs= 61,5 kips Concrete BreakOlit Strenoth of Anchors in Shear ~ 0.6.2 Load Brg. Len. of Anch for Shr.(not >8*dl 1= 6<00 in. Basic Cone. Breakout Str. for Single Anc Vb= 54.0 kips Proj. Failure Surf.:,Of Row Nearest Edge Av= 1248 in^2 Proj Conc. Failur~ Surf. Of Single Anc. Avo= 2592 in^2 Eccentricity Adjustment Psi5= 1,00 Edge Distance Adjustment Psi6= 0.90 Cracking Adjustment Psi7= 1,40 Row VCbr=(Av/Avo)'Psi5'Psi6'Psi7"Vb Vcbr= 32,8 kips Group Vcbg = n1'Vcbr Vcbg= 65,5 kips Concrete Prvout Strenoth of Anchors in Shear - 0_6_3. Coefficient for Pryout Srength Kcp= 2 Vcpg=Kcp'Ncbg Vcpg= 182.249 kips Design Factored-Shear Load Vu= 0,0 kips Calculated Phi Strength Steel 61.5' 0.65 Breakout 65,5 0.75 Pryout 162.2 0,7 Seismic Design Factor StrenQth 0,75 30,0 kips 0,75 36.9 kips 0.75 95.7 kips 30.0 0% O.K. Unity Equation does not exceed 1.2 and Tensile and Sheaf Strength O.K. kips Combined Concrete Strength if Hairpins.Provided 0.08 Endex Engineering Inc. Corvallis, OR ANCHORM.xIS REVISED: September 2005