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Home My WebLink About000-000-006Job number >> 07-069 DATE Structural Calculations for Dan Andreasen 2684 Highway 32. Chico, Ca. Metal Building Calculations Gary Hawkins Architect 3045 Ceres Ave. Ste Chico, Ca. 95973 (530) 892-2700 (530) 893-0532 Fax 135 OR ®.IV AR SER A201 0. 186 3 N REN.% Q' � OF CA��F�� VC0 3/22/12 tv/vt�o et s ; �( �'W.Z R2vlf-Q�� , � .T1. � �: r T� �� • _ Project:: -H07=069 Andreason Location:. FB -4.2 Multi Loaded, Multi -Span Beam [2007>Celif6rnia Building Code(2005 NDS)j 5.25 IN x 1.8.0 IN x 15.33 FT (12,5 +2.8) Versa-Lam.3:1o0 Fb - Boise Cascade Secfion•Adequate.By: 114.1 % Controlling Factor: Deflection QEFIEC�tiON3 Ce__n_ter.' ftig) LV.616ad'0.12 IN U1233; -0:09 'IN U385 Dead Load, . ; 0.02 in. -0.01 in Total.Loadt. 0.14 IN`U1069; -0:10 IN U340 Liye L:oad,Ddection Criteria: U360. Total Load Defl( .BEAM DATA;. Eentet Fti __ _ Spph-Urigth> 12.5, _ft 2.83' ft Unbraced_Length-Top 0 ft 0 ft Unbraced Length -Bottom 12.5 ft 2:83 ft Live Load Duration Factor; :1-.00 Notch:Depth 0.00.. MATERIAL=RROPERTIES Versa=Lam 3100?Fb"- Boise Cascade -' :Base Values Adjusted, Bending Stress::.;. Fti 3100 psi Fb' _ 2963 -psi _CF=0.96 Shear Stress: Fv 285 psi Fv' = 285 psi I Modulus -of Elasticity: E 2000; ksi E' = 2000 ksi Comp. I to:Grain" �- F'c -1= �-760psi, Fc -1' 75Q�,psi Contro11 ng Momenti. 25533171b 8:25 Ft froM leftsupport of span 2 (Center Span). 3, Created: by combining all de ad'loads�and-live,loads onspan(s) 2. o- .. . €: C_onfcollingShear -673116 At a distance d fromrright support -of span 2 (Center Span) Created by: combining all dead loads and Iiv`eloads on:span(s) 2, 3 Comparisons with required sections: Read Provide Sectloh-, N66ulus: , 103.39 in3 283.5 in3 Are 7 35.43 int 9,,4.5 int Moment:of Inertia (deflection): 1191.67 in4 2551;;5 in4 Moment:_ 25533 ft -Ib 70011 ft -Ib Shear 6731 Ib 17955 Ib. Frank Glazewski Frank M Glaiewski - Architect 12,890 Ivy Lane Red Bluff CA 96080 StruCalc.Version 8.0:101.0 51412( Live Load..: ` < 7063; Ib 10622 ib r —j yon Dead Load 1171 Ib 1857 lb Total Load 8234 Ib 12480. Ib 4 3& �? Bearing Length 2 09.::::in. 3..17 .in .BEAM DATA;. Eentet Fti __ _ Spph-Urigth> 12.5, _ft 2.83' ft Unbraced_Length-Top 0 ft 0 ft Unbraced Length -Bottom 12.5 ft 2:83 ft Live Load Duration Factor; :1-.00 Notch:Depth 0.00.. MATERIAL=RROPERTIES Versa=Lam 3100?Fb"- Boise Cascade -' :Base Values Adjusted, Bending Stress::.;. Fti 3100 psi Fb' _ 2963 -psi _CF=0.96 Shear Stress: Fv 285 psi Fv' = 285 psi I Modulus -of Elasticity: E 2000; ksi E' = 2000 ksi Comp. I to:Grain" �- F'c -1= �-760psi, Fc -1' 75Q�,psi Contro11 ng Momenti. 25533171b 8:25 Ft froM leftsupport of span 2 (Center Span). 3, Created: by combining all de ad'loads�and-live,loads onspan(s) 2. o- .. . €: C_onfcollingShear -673116 At a distance d fromrright support -of span 2 (Center Span) Created by: combining all dead loads and Iiv`eloads on:span(s) 2, 3 Comparisons with required sections: Read Provide Sectloh-, N66ulus: , 103.39 in3 283.5 in3 Are 7 35.43 int 9,,4.5 int Moment:of Inertia (deflection): 1191.67 in4 2551;;5 in4 Moment:_ 25533 ft -Ib 70011 ft -Ib Shear 6731 Ib 17955 Ib. Frank Glazewski Frank M Glaiewski - Architect 12,890 Ivy Lane Red Bluff CA 96080 StruCalc.Version 8.0:101.0 51412( lots IN 1 �- o 0.01OWN Lr jj Sep- s ry H off t D. 01 He O ;ty t y�� '1 � . °Jv i:}•„ a NATES 'Ptbject.'H07-069 M&4ason LOcatlon:. GB -2 Multi-Loaded:Multi-Span Beam [2007°:California Building::Code(2005 NDS)j 3514%9:25INz1.2.5FT #2. -.Douglas -Fir -Larch - Dry. Use Sectiop,Adequate t3y; 410.9%. Confrolling' Factor..Moment , ......:..:..:...... . pEFLEGTCONS:.k:::::. ..� .:.r ..._.........._.. ... ... _.........: _ Live'Load....;: " 0.03. IN.L%5309 DeadiLoad 0.04 in Total Loa&_, 0.07. IN:U2241 Live;Load Dg ptlon:Criteria_U36,0 ,T.otal LW..)eflection:Cnteria: 0240 REACTION f_ Live Load 119 Ib 119 Ib sPead Load - 163 Ib 163 Ib Total Load 281 Ib 281 .lb ;Bearin.g;,Ln t)Y;;,0:1.3:in,.,0.;13.,,in 13EAM DATA: �enfer: Span Length 12.5 ft Uribracedlength-Top 0 ft Unbraced:Length-Bottom 12.5 ft L'ive.Load 6iation.Factor- 1.00 Notch Depth .. 0.00 ;WATERIAL, PROPERTIES #2 -: Douglas-Fir-Laroh Base Values Ad*usted. Bending;Stress: `Fb = 9661 psi Fb':= 1080 psi Cd=1:00 CF= 1.20' Shear Stress:' Fv = 180 psi Fv' = 180 psi C&: 1.00 Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi. Min. Mod. of Elasticity:, E min = 680 As! E min' = 580 ksl. Comp. ' Lto, Grain: FC , L-7 625 apsl. Fc; -1;. 625 ,ps1_ Controlling -Moment- 879 ft -Ib 6x25 Ft fromaeft support of'span 2 (Center.Span) Created by'combining all dead loads and live loads on spans) 2 Controlling:Shear: -24816 At a'distance d from right support of span Z(Center Span) Creaied>by,'oombining all dead, loads and live loads: on span(s) 2 Comparisons with required sections: Bead Provided Sedtlon Modulus: 9.77 in3. 49.91 in3 Area '(Shear): 2.06 int 32.38 in2 Momen(of Inertla.(deflection)`. 24,73 in4 230.84 ln4 Moment: 879 ft -Ib 4492 ft -Ib Shear: -246 lb 3885 lb VL U01;&j ,.I stow 41, no 26-W"M IT 77-7� win -IN TT� . . . . . . . --- one, full PTO 4til .eA '_ ?ci IUi cot VIA i BC.CALC® 2,0 Design Report - US Build'285 Job. -Name: Address: City,:.State,:Zip: , Customer: B0, 5-1/2" LL 1,015 lbs DL; 213 lbs Total Horizontal Product.Length = 26-08-00 bL 213s Itis t;-? Load Summary • Live Dead Snow Tag' Description Load Type Ref.Start End 100% .. 90% - 115%0 : 133% 125% QGS `= 1..:,>.Standa�d Load"..:- _ Unf. Area (psf)....:., Left : 00-00-00 26-08-00.._:.. 50 . 12 . .:: X1611..:.. Controls:S_ummary. value ..... :. %Allowable... ...:.Duration .... -.. Case . .. Span.:.. Disclosure Pos. Moment 7,913 ft -lbs 82.5% 10.0% 77 1 - Internal ; Completeness and accuracy End Reaction 1,1901bs 54.7% 100% 78 1 - Right be verified by. anyone who'would rely on , Total Load �Defl. 0439 (0.709") 54.7% 77 outpufas evidence of suitability for Particular. application Output here based Llve "Load -Deft. U544 0.572" 88:3% (. ) 77 1 on building code=accepted. design " . Max Defl. 0:709" 70.90/. 77 1 properties _and analysis methods. Span / Depth 17.3 n/a 1 ' Installation of BOISE engineered wood . products must be`in accordance wifh = %Allow %Allow current Installation Guide ar d:appl[cable =" building, codes ,To'obtam: Installatlon:Gwde ' Bearing Supports Dim. (L x W.),. Value Support " Member Material ..•.. i� ;. or ask questions, please call " - aw ,-51/2`k2-'6A6" 1;2291bs 23:8% n/a Hem -Fir (800)232-0788ibetore_insiallation.: ". B1Wall/Plate 5-1/2" x 2-5/16" 1.229 lbs 23.8% n/a Hem•Fir BC CALL® BC FRAMER®. AJS'"', ° Cautions,. ALLJOISTO, BC.RIM BOARDTM';,BCI® - - _ ... BOISE GLULAMTI SIMPLE FRAMING Web Stiffeners arerequired at each bearing location. SYST.8M®:VERSA: LAM®, VERSA;RIM PLUS®, VERSA -RIMA, ..:: Notes VERSA -STRAND® VERSA -STUD® are ..... _ . - - - - - Design meets Code:minimum (U240) Total load deflection criteria. trademarks of Boise Wood ,Productt •; L.L. C. Desgnmeets User.specified.(U480) Live,;load deflection criteria. D@sign meets arbitrary (1") Maximum load deflection`criteria. Composite -El value. based on 23/32" thick sheathing glued and nailed to joist. SL Load Case was generated by Cffice Safe Loading Analysis Design.,Passes Office Safe Loading Page; 1,. of 1 a �y T: W tV t« ��. •:'i c:ti� Vie.. al r n • l o � � .- . _ . _ *.;�1 P Ahdriason Lodgtioh:.VV;Rll framing at.shop - Revised, Column ,:.[2607:.California Building Cocle(2005 NDS)] 1:'5IN*xT5;5..IN xii.O FT @ 16 O.C. #2.*_*.Do*Uglas-*Fir4Larch - Dry -Use Sktion:Mequate BY: 58.7% ........ ........ #2 b r 'edh' ME. ECT Q FMWTIQNS� IONS; AXIAL LOADING Ef Base Va.ue§ Adiusted . ue.to -lateral loadi'only: Defl- 0.3 IN = U650. 367 p;0 uection Red Bluff, CA 3ED80 U240, 7 _” bx' V, JERMAL Cid,71.00 CF 1.30 Cf -1_15 "F B6nd,lpg,StrOss(Y-Y,Aki'6,)'.,� Fby„= 900'"PSi, Life Load: Vert-LL-Rxn = 900 lb Load: Vert-DL-Rxn = 351 lb Min."Mod, of:Elasticity: El,min =, 580 ksi' Total Load: Vert-TL-Rxn = 1261 lb dk T..�HORIZONTTAIL REACTIONS Axis):' dy = 1. 5, In Total :Reactioh:'at:Top, of Column:-Rxn-Top TL 53 lb ,.,.,.Tqt6l'.,Riiaction.,at. Bottom ,of:Cqlumn: TL-Rxn-Bottom..= 53 lb Sy = 2.06 In3 - Slenderness 'Ratio: Lextdx = 34.91 :.CQ1UMW ��T*. Ley/Oy = 0 To,tif.t-l' Length: .-I-P umn 16, ft Column ..Calculations .(Controlling Case 061y): Unbi ': :L pp�d, Length„(X-Axis) Ly: 16 ft Ad6aii:Compressive Stress: -Compressive Unbraced Length (Y -Axis) Ly: 0 ft Allowable Stress: Fc'= ColUthh'Eho C.ondtlon-K (e): 1 Mx -ex = O: ft -lb Axial, Load, Duration Facto . r 1.00 0 -ft-lb Moment 066 to Lateral Loads (X -X Axis): Lateral ... oad,,Duratlon: Factor (Wind/Seismic) 1.33 Mn t -Due to Later ai Loads (Y -Y Axis)* #2 b r 'edh' AXIAL LOADING Ef Base Va.ue§ Adiusted Compressive Stress: Fc*=' 1350 psi Fc'm 367 p;0 C&I.00 Cfo= _"i. io 6p.=6.25. Red Bluff, CA 3ED80 4ng.Stress (X -X Axis)F6X : 900 psi 7 _” bx' 1346 psi Cid,71.00 CF 1.30 Cf -1_15 "F B6nd,lpg,StrOss(Y-Y,Aki'6,)'.,� Fby„= 900'"PSi, ?OyI = 1346 psi Cd= 1:0 0,• CFF 1. 30 Cr --1„15 Modulus.of-Elaaficify:., E a 160.0. ksi, E' =. 1600.,ksi Min."Mod, of:Elasticity: El,min =, 580 ksi' E min'= 580 7Xsi Column Section '(X -X Axis): 'Column. 'sif*ction(Y-Y dk 5.5 n Axis):' dy = 1. 5, In Area: A= 8,25:in2 se6tio O.Mqdulus (X -X Axis): Sx = Section Modulus (Y -Y Axis): Sy = 2.06 In3 - Slenderness 'Ratio: Lextdx = 34.91 Ley/Oy = 0 Column ..Calculations .(Controlling Case 061y): -Controlling' ...L..o.a..d.iGose. ' AxIaI Total Load bniy.(L + D) Ad6aii:Compressive Stress: -Compressive Fc'= 152 psl Allowable Stress: Fc'= 367 psi E6666tricityMoment (X -X Axis): Mx -ex = O: ft -lb EccentncityMoment (Y-Y.Axis): Mey = y 0 -ft-lb Moment 066 to Lateral Loads (X -X Axis): Mx = 0 ft -lb Mn t -Due to Later ai Loads (Y -Y Axis)* my = 0 ft -Ib Bending Stress, Lateral Loads Only ()(-X Axis): Fbx = 0 psf A116W616 136j6ding,8freis (X-X'Axis): F6x” 1346 psi Bending Loads'60y (Y -Y Axis); Fby -ps] A116'WabW Bending Stress (Y-Y'Axis): Fby'= 1346 :piti Combined Stress;Ractorc,. CSF = 0.41 Frank UlaZeWM AXIAL LOADING Ef Frank M Glazew3ki - Architect :7 Live L 6 PL= E75 plf� beadC84d: PD c42242plf. 12890 Ivy Lana Of Red Bluff, CA 3ED80 :,LATERAL LOADING (Dy Face) T777777=... B .... ... .. . AXIAL LOADING Ef :7 Live L 6 PL= E75 plf� beadC84d: PD c42242plf. Column Self Weight; CSW = 2E--- Plf Total Load: PT = 946:plf :,LATERAL LOADING (Dy Face) Uniform,L teral..Load:_ WL7 Lat_= . ...... - .... ... .. .