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| ..€2%.- 1 Axial Engineering Group, Inc.Title : CATALINA Job # 212-013 <br />Engineer: LQ,L, 491-141 7251 Owensmouth Avenue- Suite 4 Project Desc.: PROPOSED NEW OFFICE BUILDING <br />1-1 Eld p. 818.902.0200 <br /> 1 €54 f: 818.902.0232 <br />email: info@aeq-inc.net printed· 25001- 2012, 1:45pM <br />7,/ + 2: I' " ... :'/ .. I:'7f-St@611"barti·,€ i<ili-· : :-·...7 ·r 2: ty.:or M.....·7: 6.4.· 92..2 :···.-9,0 Filt- 0111_-PFI lIECT-Allj Ill |1-113|Ini#Ca|I ICJ|]|Illabl-6 <br />ElIEFLULI- lili- 14111-11-12, Build h 12 4 -6 Vt-rh 12 <br />Dly'alm <br />926 <br />Description : BM#2- Center Beam (Steel Option) <br />3.·¢ODEREFERENCES: < ) - i; JI: 2-: ' : 3. : r 'f -1 <br />Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 <br />Load Combination Set: 2009 IBC & ASCE 7-05 <br />110Eterial Properties - <br />Analysis Method : Allowable Strength Design <br />Beam Bracing : - Beam is Fully Braced against lateral-torsional buckling <br />Bending Axis :Major /Uis Bending <br />Load Combination 2009 IBC & ASCE 7-05 <br />Fy: Steel Yield: <br />E: Modulus : <br />50.0 ksi <br />29,000.0 ksi <br />D(7) Lr3.2)D(0.8) Lr(0.48)D(4.9) Lr2.6) <br />0 + <br />1 )91'116,6 <br />. X SRR/&2fx119 ft <br />Service loads entered. Load Factors will be applied for calculations.€*blied Coads/'1·,··: C..i > L'- ../, C AN: 1 <br />Beam self Weight calculated and added to loads <br />Load for Span Number 1 <br />Uniform Load : D= 0.020, Lr= 0.0120 ksf, Extent = 8.0 --» 48.0 ft, Tributary Width = 40.0 ft, (Roof) <br />Point Load :D= 4.90, Lr = 2.60 k@ 45.0 ft, (From GT#3) <br />Point Load :D= 7.0, Lr = 3.20 k @.8.0 ft, (From GUM x2) <br />-:DESIGN'SUMMARY C.-:4.... "': 7-3.--·-,·4·. <br />Maximum Bending Stress Ratio = <br />Section used for this span <br />Ma : Applied <br />Mn / Omega : Allowable <br />Load Combination · <br />Location of maximum on span <br />Span # where maximum occurs <br />Maximum Deflection , <br />Max Downward L+Lr+S Deflection <br />Max Upward L+Lr+S Deflection <br />Max Downward T6tal Deflection <br />Max Upward Total Deflection <br />bee j., De*ig,WOK:.'>'I,-H <br />0.532: 1 Maximum Shear Stress Ratio =0.155 : 1 <br />W24x117 Section used forthis span W24x117 <br />433.985 left Va : Applied 41.408 k <br />815.868 k-ft Vn/Omega : Allowable . 267.30 k <br />+D+Lr+H Load Combination +D+Lr+H <br />23.760ft Location of maximum on span 48.000 ft <br />Span # 1 Span # where maximum occurs Span # 1 <br />0.605 in Ratio =951 <br />O.000 in Ratio =0 <360 <br />1.787 in Ratio.=322 <br />0.000 in Ratio =0 <180 <br />Makimum forces &-Sire-sses tor 1.-Bad Cdmbln-afions j <br />Load Combination Max Stress Ratios <br />Segment Length Span #M V Mmax + <br />Summary of Moment Values , ·Summary of Shear Values <br />Mmax -Ma-Max Mnx . MnxOrnea Cb Rm Va Max Vnx Vnx/Omega <br />+D+Lr+H <br />Dsgn. L = 48.00 ft 1 0.532 0.155 433.98 433.98 1,362.50 815.87 1.00 1.00 41.41 400.95 267.30 <br />r.. - 11 11.- -76*rall M-Axim@n'Detledtiond Untactored Loads, , ' <br />Load Combination . -Span Max. 0-0 Defl Location in Span Load Combination Max. V Defl Location in Span <br />D+Lr ' 1 1.7870 24.000 · ' 0.0000 0.000 <br />Wltical Reactions - Unfacto}dd 1 Support notation : Far left is #1 Values in KIPS <br />Load Combination Support 1 .. Support 2 <br />Overall MAXimum 33.112 41.408 <br />D Only 22.283 27.237 + <br />Lr Only 10.829 14.171· <br />D+Lr 33.112 41.408 <br />t <br />1