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Home My WebLink AboutBuilding Application 2001-2-1 'I , l l15taIl ?OXJ9.. (2) 2.b~all center wirWN- ~ W l15taIl rew wl.w. ~ N wall saN at Ql1l wall we nece~ frane wMm 'l"'"1n:l rMtch ~ I-el# of exJo<ln:l WI.w. to !he weo<, use Pf lumber wl-ere_~""""wi1:h aruwall N wall aru "",or., ?'h", frOll Wp of ",i%1n:l seem:! floor <n:I wm frane frOllthal.poiiuf"iI"d ""O<l'qbollol'q two ?OXJ 9.. WMm5 il"e to be l15taIled. "'" ",!he rm.h wall <n:I "'" '" !he ""'" wall as rdlcated ",i%I~ bolloln:l SECOND FLOOR PLAN SCALE: 3/16" = 1'-0" wood framlnGj face unknown con51:ructl ex'15tlnGj roof tJI fabricate 5t.eelln 5ial:e approved/ certified 5hop. In5tall frame In cmu wall wrt.h ( ?) mln, ? /8" epox'4 boit5 at the locatlon5 Indicated on the 5t.eel frame fabncatlon plan. In5tall epox'4 bolt5 a5 per the manufacturer55pecflcatlon5. attach wood member5 with 1/ 411 bolt5 aprox' 611 from end5 and 1211 o.c. In field. 5upphmenl:a1 member5 can be nailed conventlonall4' hob for bolt5 ma4 be field dnlled or 5hop dnlled, the contractor 5halllocate hob. 'contracWr 5hall provide adequate 5horlnGj and braclnGj dun~ con51:ruCtlon. fill al cmu 5aw cut hob with non 5hnnk load beannGj Gjrout with no vold5. ex'15tlnGj cmu wall ex'15tlnGj floor SECTION III! -..... - ~-,-- , .~ -.L - . ! -..... >.- --. ,'- -.. , ~ ... 1'" L' . ,- ... ~ . ,"- . ~ ! ....... .... l@l , '- ~,_ . '0' f ': '":. ~ ~ .: '" _ 4 ~ '4~'_~ .. .' . "- .. .' l ,r r, ~ ':.-.... - : '~-'- . , '-" f .r ,., ~ : :~~:.. # , .- . , ....- .., ;.: '1-_: . .~-. ~ , , < " . , . --.,' '. I' wall15arutoWp of bollol~ ~1 ~.. ~ - ij-li! ~ ~tl:: ->i ~'" ~ i&~<rl Jl ill':: () l::) 1l)\U'!f\ ~ui!o ~ ~-\i"\ ill El JU.- l15taIl rew WMm ~ ex> I' wall cI-ed all wJrdo.v r""" 'l"'"1n:l 01""",.... 1"'" to fabrkal;l~ .tee! fr""ln:l cl-ecl. all 00lell5"" 1"'" to are\;ructkJn ~ sh3I1 be !he arlr~ re5p0n5ibi1~ to <ktenn", final 01"""''''' 1"'" to are\;ructkJn <n:I fabrlcatkJn 01""",.". qJven !-ere il"e "PP'Ollmate <n:I ~ """l ~<#J4 doperdln:l '" rMieral 5~'~ aJ wJrdo.v used 5aII at aru wall at WI.w. locatlo1 ( ~ _1_ I "'lo<ln:l wm fa:l~ exJo<l'q aru wall cut out Window opemnGj and re-frame to match ex'I%lnGj provide fla5hlnGj where nece55ar4 to provide adequate mOl5wre protection. 4 . . 4 4 . @) 101 -0 I minimum vertical clearance from neare5t n5er tread. . . '" . . . . .. . . . rote ~l-el#to be est.abllsl-ed bii mlnlmJT1 deara'lC.e ofWI.w. "- %;llr !read (verl;~le) rn ?~ 2rJ fla.-I..."j ""o<l'q aru wal , E. ELEVATION , SCALE: 3/16" = 1 '-0" I I NOTE: , yt.AL.t..5 A55UMt:tI 10 l?f C4ROur FIl-l-W CMU. O11-tR CONtlI1lON5 MAY RWUIRE:tlE:51C4N /'J.- -n::RA1lON5. '1'HE: I ~ON1R/>(fOR 5H.Al..l- CONf.Acr P~IC WCM.5 E:NUINE:E:RINC4 tlE:Pf, 12fr'51Si'5 IMMt:tlIAm Y IF CONtl11l0N5,AR!; Nor I .AS .AS5UMt:tI, I I CON'fR.A[fOR 5H.Al..l- l?f RE:5PON51~l-E: FOR WRINU ANI/ l?R.ACINU I ynRE: NE:CE:55ARY tlLlCINC4 CON51'RLt1l0N, ~ON'fR.A[fOR 5H.Al..l- PE:KfORM WORt. IN A PROFE:5510NPJ.. ANti ?.An MANNE:R ME:E:llNU /'J.-l- 5fA-n:: .ANtI FWE:R.AI.. UUII/WNE:5. LAW5 ANti WC.AJ.. 0Rl/1N!\t\U5. .AS Vvrl-l- .AS /'J.-l- ~UIWINC4 I [NtI 51'RLt'fL.RAl.. C0t:7E:5 [ '""';"lFlf'&:':, i '....~. i ,is ", ',I,IT SHALL EXPIRE IF THE WORK AU':I" Y,IZED UNDER THIS PERMIT IS NOT COMI!,~i\jCED OR IS ABANDONED FOR AI~Y 180 D"W PERIOD D TE RECEIVED Z.p/-/J f JOB No t?/...oo210-tfJ{ :?Ol:::..E pL OCCUP.il,NCY GROUP A Ui'.lT~ OCCLFAt..!CY LeAD S-;;;IES 2.. TfPE CONSTRUC110NCN.. LEGAL DC5CP,PT r;~'i,,/.:ztJ?:, 3G. ~.L1t2~ pDDR~SS '219/ ~_/S7!t 3'7' OW,,"ER ,.-:. ny..~ ~;O..t/~ r/~{.}) THE CONTENT3 l-~1": ON ,-lAVE BEEN RCVIEV/ED WITH AL.....ERA.TIO~-.lS 1~'-Jc..\C-TF::. Qlj COLOF\E.D PENCIl. CHANGES OR ALTE~ATI.:'II\!<;:" ~,L')t::: TO ThE PFROVE..O Dr.tAWINGS OR PROJECT Af1Et""{ -~1E Dj.l~E 8ELO\\ SHALL BE APPROVED BY THE BU1LDII\iG ..)o:'f"IClp.L , OREGON APPROVED BY 1/ "I" dla, boJ field drill mln, 12" O.c" , ~plcal I mln ( '5) per verilcal rrember, ( 7) per fvrl~ member, I 21X P f, framl~ mtIs ~plcal f4Plcal '5/ 8" dla, eppx1.! bolt. In%all as per ma1.lfa::rurer's specifications, I see steel frarw detail for spa::1r'l1' use washers a,d prevent ruts from becomlr'l1l00se after lre>tallatlon, I ~ i& = ill 0-" . ~ Q~ " E "'lo<ln:l aru wall I o 0 o DD ",i%ln:lwmfa:1n:l ~ rote ~ I-el# of rew WMm to rMtch I-el# of e>.i%Rl wJrdo.vtoll-eweot. ~ ~ ~II [3E3 11111 I I II II II II "'lo<l~ aru wal N. ELEVATION SCALE: 3/16" = 1'-0" :? 1/2"01/2" l7116" f5POfMN700 a. :? II 2"01/2" l7116" f5POfMN700 ~f- - :>.u;;.,..,....---;~~ III1111 [IJ IIII111 CllY OF SPRINGFIELD PUBUC WORKS DEPARTMENT ENGINEERING DMSION 525 5111 SlREET SPRINGFIELD. OREGON 974n PHONE' 541 726-3753 FAX 541 72&2309 a. C- O I CJ) W () I I Z I I <( I [ Z [ I I W I I I I J- I I I Z I I [ I - I [ <( I I I I ~ I : 0 -.J W 8" - LL C!J Z - 0:: I- 0- W CJ) W 0: u.. I- en 0 ..c: +'" CO ~ ,... . en ,... - () 0 C\I o 0 ~------------------------- :?" l2" l1/8" f5POfMN700 :7" l2" ,1/8" f5 POrM N700 @) C~ I I I TYPICAL HOLE DETAIL I I I I - - a. I I [ I I I I I I I I I I I I I [ : I '>/16" weld..1 ".-am , '" ?I~I'I :?" l2" III 8" f5 POllA N700 :?" l2" III 8" f5 POfM N700 1/ 8" weld <JI ilJna :7" ,2" III 8" f5 POfM N700 Note: Fabrication must occur in a state certified shop, ,," ~,-<::-",~ ~ _.." --" v a. I 8" :721/2" STEEL FRAME FABRICATION PLAN .---- -- -~ -- -~."- , ~ '"' :: ;- I " <-",!' ;'" ,.~:;.:r i\:~~ ",t -~ "-~, 11 .._ j. - ~ .,.,. "'- . -- 1}~ "'--" "... - ,- - -~~' - ii, .~ -._.J... 'I. ' _~ _ __ _ --:i -L, - -~~,k'- ,,' 'l: - - l. ;:0 '1 ""- '---' --, -1 'j " -~ ~:1f - ~ ~{" ;!'-- riffS I,J M t::;Li'M/VCTA,J 70 77fb ~~/~ ,.~ ~/ ~~ DATE RECEIVED o/S/G/ JOB No (J(!) ~tY~3/-~ ZONE I OCCtJPANCY GROUP UNlT{S) OCCUPANCY LOAD 3"TORIES ~ TYPE CO.....STRUCTION y..J,,) LEGAL DCSCFf.!ETI9!'.:!l!tl~3.tt" M tJ";:;f!::"t!7f] ADD"ES'L,2.0 I --i-'B..aL'Sl-. OWNE<< .c.t..ry-~~L€'~ Tf-I~ GONTCNTE '-.-=R:E 0',1 H::..\/Z !5EE:..~ REVIEweD ,^lTH AL:1 El.(ATIC.l.~..S; . .!'Ch--... 0 ~7'J COLO~"'!:D PEI\JC~L CHAh1GES OR AL.TERA'.C '.13' .f..J :::.. TC "'-lE" .t>PPRCV6'D Df?AW"...JGS OR PROJECT Af"Y::'~,,"'; l'".E -:-.GTE BLLO\I".' SHALL BE APPROVED BY THE EoJiLDI.NG :;jr:-r-1CI :!.i_ EXPIRES 12-31-02 DRAWN BY: Rl?K SHEET .6,PP?CV~ 1 OF 1 -- Roof Beam! AISC 9th Ed ASD By City of Springfield, on 01-25-2001 123802AM Prolect MAl NT - Location E 5030 Summary 3 5 X 3 5 X 5/16 TS x 60FT 1 ASTM A500 Secllon Adequate By 0 2% Controllmg Factor. Moment of Inertia Defiectlons Dead Load DLD= 012 IN Live Load LLD= 003 IN = Ll2308 Total Load TLD= 015 IN = Ll481 Reactions (Each End) Live Load LL-Rxn= 567 LB Dead Load DL-Rxn= 2153 LB Total Load TL-Rxn= 2720 LB Bearing Length ReqUired (Beam only, Support capacity not checked) BL= 063 IN Beam Data Span L= 60 FT Maxim um Unbraced Span Lu= 60 FT Pitch Of Roof RP= 0 12 Live Load Defiect Criteria U 480 Total Load Defiect Criteria U 480 Roof Loadmq Roof Live Load-Side One LL1= 270 PSF Roof Dead Load-Side One DL1= 150 PSF Tributary Width-Side One TW1= 70 FT Roof live Load-Side Two LL2= 270 PSF Roof Dead Load-Side Two DL2= 150 PSF Tributary Width-Side Two TW2= 00 FT Wall Load WALL= 600 PLF Beam Self Welqht BSW= 13 PLF Slope/Pitch Adjusted Lenqths and Loads Adjusted Beam Lenoth Ladl= 60 FT Beam Uniform LIVe Load wL= 189 PLF Beam Uniform Dead Load wD adl= 718 PLF Total Uniform Load -wT= 907 PLF Properties for 3 5 X 3 5 X 5/16 TS/A500 Steel Yield Strenqth Fy= 460 KSI Modulus of Elasliclty E= 29000 KSI Column SectIOn (X AxiS) dx= 350 IN Column Section (Y AxiS) dy= 350 IN Column Wall Thickness t= 0313 IN Area A= 373 IN2 Moment of Inertia (X AxiS) Ix= 609 IN4 Section Modulus (X AxiS) Sx= 348 IN3 DeSign Properties per AISC Steel Construction Manual Flanpe Bucklmp RatiO FBR= 112 Allowable Flanqe Buckltnq RatiO AFBR= 2801 ControlllnQ Unbraced Lenpth Lb= 60 FT Llmltmp Unbraced Lenqth for Fb= 66*Fy Lc= 761 FT Allowable BendtnQ Stress Fb= 304 KSI Web Width to Thickness RatiO (dx-2*t)/t= 92 Llmlllnp Width to Thickness RatiO for Fv= 4*Fy AWSL= 5603 Allowable Shear Stress Fv= 184 KSI DeSign ReqUirements Comparison Nominal Moment Strength Mr= 8804 FT-LB Controlltnq Moment M= 4080 FT-LB Nommal Shear Strength Vr= 33063 LB MaXimum Shear V= 2720 LB Moment of Inertia, Ireq= 61 IN4 1= 61 IN4 ~$-f' Roo! 8eam[ AISC 9th Ed ASD ]\ By Cily of Spnngfield, on 01-25-2001 Project MAINT - Location E 5030 Summary 3 5 X 35 X 5/16 TS x 60FT / ASTM A500 Secbon Adequate 8Y' 02% Controllina Factor Moment of Inertia SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combmabon shown Controllina ShearlMomenllDefieclion Dlaarams 3000.'''- 2720 Ibs @ 0 ft 1500- Shear (Ibs) 0 -1500 ' -3000 ' 5000, 2500- Moment (ft-Ib) 0 -2500 ' -5000 ' -2 ' -1 ' Dellecbon (m) 0 1, 2' < =-- ,...- 4080 It-Ibs @ 3 ft I I I I , I ~ 149m@3ft -2721Ibs @ 6 ft -"1 , Span = 6ft Controllinq Load Cases Shear Cnlica! shear created by combming all dead and live loads Moment Cntlca! moment created by combining all dead and live loads Deftecbon Cnlical defteclion created bv combmma all dead and live loads LOADING DIAGRAM -,::- --==.-:'::':':.:-W:- - - -. - - ..... A 1- Span'=6lt Reactions Live Load A 567Lb 8 567Lb Dead Load 2153 Lb 2153 Lb Total Load 2720 Lb 2720 Lb Uol,ft Load OLb o Lb Soan Uniform Loading Live Load Dead Load SelfWe,oht Total Load W 189 Plf 705 PI! 13 Plf 907 Plf , ... 8 -1 '" Column[ AISC 9th Ed ASD By City of Spnngfield. on 01-25-2001 60837 PM Prolect MAINT - Location Summary 3 X 2 X 1/8 TS -ASTM A500 x 30FT Section Adequate By 89 8% Vertical Reactions Live Dead Total Axial Loads Live Loads Dead Loads Column Self Weight Total Loads Eccentnclty (X,X AxiS) Eccentnclty rr - y AxiS) Column Data Lenqth Maximum Unbraced Lenqth (X-X AxiS) Maximum Unbraced Length rr-Y AxiS) Column End ConditIOn Column Bendmq Coefficient. Properties for 3 X 2 X 1/8 TS/A500 Steel Yield Strenqth Modulus of Elastlcltv Column Section (X-X AxiS) Column Section (Y-Y AxiS) Column Wall Thickness Area Moment of Inertia (X-X AxiS) Moment of Inertia (Y-Y AxiS) Section Modulus (X-X AxiS) Section Modulus (Y - Y AxiS) RadiUS of Gvrat,on (X-X AxiS) RadiUS of Gvrat,on (Y-Y AXIs) Column CompressIOn Calculations KUr Ratio (X-X AxiS) KUr Ratio (Y-Y AxiS) Controllmq Direction for CompressIOn Calculations Column Slenderness Ratio Allowable Compressive Stress Compressive Stress Vert-LL-Rxn= 567 Vert-DL-Rxn= 2175 Vert- TL-Rxn= 2742 PL= 567 PD= 2163 CSW= 12 PT= 2742 ex= 000 ey= 000 L= 30 Lx= 30 Lv= 30 K= 1 0 Cm= 1 0 Fv= 46 E= 29000 dx= 300 dy= 200 t= 0,125 A= 115 Ix= 138 Iv= 073 Sx= 092 Sv= 073 rx= 110 ry= 080 KLxlrx= 327 KLy/ry= 450 (Y-Y AxiS) Cc= 1116 Fa= 23350 fa= 2384 LB LB LB LB LB LB LB IN IN FT FT FT KSI KSI IN IN IN IN2 IN4 IN4 IN3 IN3 IN IN PSI PSI