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20120312 Revised Struc Cals Roof Framing 06042013 f i � ( � f DIBBLE EN � INEER � � ��, ; � � � � � , � ., MCDUNALDS YELM #46-0263 �h � � STRUCTURAL CALCULATIONS ` REVISED EXISTING ROOF FRAMING YELM, WA PREPARED FOR: Freiheit&Ho Architects 5209 Lake Washington Blvd NE, Suite 200 Kirkland, WA 98033 � � C�LL S j ���°�W��'����O �� a � �� r �519 � ��ONAL G� �� ' �/r� Structural Calculations Project#: 13-1047 ° Prepared by ! Dibble Engineers, Inc. June 4, 2013 s�'3 R;,� �& '"���� t4/f�t^1s�� �°r�#"`��'� �; +��'�'ip���.��O�l �_� ��r���r�c3, l�Jk► ����� �; ���"i-8�'7° »I� 't3 � ; S r„ ..., _ . a.,.a� . . .. � . ..::� .�.�.: :�: . .. .,..�..::�.._.�. i..C, rv'� . ... . .. ......r� . 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'i p.425.828.4200 www.dibbleengineers.com Printed:l2 MAY 2013,4:17PM Stee� Beam File=J:12013Projects\t3-1047McD#46-0263YeImWAlCalculadons113-1047,ec6 ENERCALC,INC.1983-2013,Build:6.13.5.2,Ver:6.13.52 �.��. � � _ Description: Beam 1 Check � I CODE RFFERENC�S -- — ___ Calculations per AISC 360-05, IBC 2009,CBC 2010,ASCE 7-05 �,, � ' Load Combination Set:ASCE 7-02 Material Properties ' Analysis Method: Allowable Strength Design Fy;Steel Yield: 50.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination r4SCE 7-02 D(0.36) L(0.54) I ; j - ' I � Span = 15.0 ft � i ; W 10x22 I I ___ — I Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam seif weiqht calculated and added to loads Uniform Load: D=0.360, L=0.540 klft, Tributary Width=1.0 ft DESIGN SUMMARY �- • ° --- Maximum Bending Stress Ratio = 0.639: 1 Maximum Shear Stress Ratio= 0.141 : 1 Section used for this span W10x22 Section used for this span W10x22 Ma:Applied 25.934 k-ft Va:Applied 6.916 k Mn/Omega:Allowable 40.595 k-ft Vn/Omega:Allowable 48.960 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 7.500ft Location of maximum on span 0.000 ft !, Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 � Maximum Deflection Max Downward L+Lr+S Deflection 0.181 in Ratio= g93 II ; Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 i Max Downward Totai Deflection 0.309 in Ratio= 582 ; Max Upward Total Deflection 0.000 in Ratio= 0<240 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."-'Defl Location in Span Load Combination Max."+^Oefl Location in Span D+L 1 0.3094 7.575 0.0000 0.000 Vertical Reactions-Unfactored 5upport notation:Far left is#1 Values in KIPS � Load Combination Support 1 Support 2 Overall MAXimum 6.916 6.916 % D Only 2.866 2.866 L Only 4.050 4.050 D+L 6.916 6.916 I i Ii I Dibble Engineers,Inc. Project Title: z] � 1029 Market Street En�ineer: Project ID: Kirkland,WA 98033 Pro�ect Descr: p.425.828.4200 www.d ibbleengi neers.com Printed:22 MAY 201�,4:30PM File=J:�2013 ProjectsU3-1047 McD#46-0263 Yelm WA1Calculations113-1047,ec6 '' StBBI B@atll ENERCALC,INC.1983-2013,Build:6.13.5.2,Ver.6.13.5.2 i.��. � � : DeSCflptlon: Beam 1 Check CODE REFERENCES ' _ _: _–: ---= ____ � Calculations per AISC 360-05, IBC 2009,CBC 2010,ASCE 7-05 =: ' Load Combination Set:ASCE 7-02 Material Properties Analysis Method; Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-02 _. _---- ; D(0.36) L(0.54) : � � ,�..,.. _._,__. _ i ___ -- Span = 15.0 ft W 12x26 Appfled LoadS Service loads entered.Load Factors will be applied for calculations. I Beam self weipht calcu�ated and added to loads Uniform Load: D=0.360, L=0.540 klft, Tributary Width=1.0 ft DESIGN SUMMARY '' ' ° Maximum Bending Stress Ratio = 0.398:1 Maximum Shear Stress Ratio= 0.124 : 1 � � Section used for this span W12x26 Section used for this span W12x26 Ma:Applied 26.045 k-ft Va:Applied 6.945 k I Mn/Omega:Allowable 65.434 k-ft Vn/Omega:Allowable 56.120 k ; Load Combination +D+L+H Load Combinalion +D+L+H ; Location of maximum on span 7.500ft Location of maximum on span 0.000 ft j Span#where maximum occurs Span#1 Span#where maximum occurs Span�1 ; Maximum Deflection ' i Max Downward L+Lr+S Deflection 0.105 in Ratio= 1,717 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 ! Max Downward Total Deflection 0.180 in Ratio= 1002 � � Max Upward Total Deflection 0.000 in Ratio= 0<240 ; -0verall Maximum Deflections-Unfactored'Loads Loatl Combination Span Max."-"Defl Location in Span Load Combination Max."+'Defl Loqtion in Span p+L 1 0.1797 7.575 0.0000 0.000 Vertical Reactions-Unfactored Support nota6on:Far left is#1 vaiues in KiPs Load Combination Support 1 Support 2 ! .__— _._ � Overall MAXimum 6.945 6.945 � D Onfy 2.895 2.895 � L Only 4.050 4.050 D+L 6.945 6.945 I l i I � � �I i Dibbfe Engineers,Inc. Project Title: �''r ; 1029 Market Streei En�ineer: Project ID: i Kirkland,WA 98033 Pro�ect Descr: i p,425.828.4200 ' www.di bbleengi neers.com Printed:31 MAY 2013,4:15PM Stee� Beam File=J:12013Projects11�1047McD#46-0263YeImWAlCalculations113-1047.ec6 ENERCALC,INC.1983-2013,Build:6.13.5.2,Ver:6.13.5.2 � �.��. � � e Description: Beam 1 Check i CODEREFERENCES . Calculations per AISC 360-05,IBC 2009,CBC 2010,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties I; Analysis Method: Allowabie Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-02 � ; D(0.36) L(0.54) � ,I i i i Span= 15.0 ft W 14x26 � Applled LoBds Service loads entered.Load Factors will be applied for calculations. —-- — - —— -------_-- _ __-- Beam self weight calculated and added to loads Uniform Load: D=0.360, L=0,540 klft, Tributary Width=1.0 ft DESIGN SUMMARY �- � • ; Maximum Bending Stress Ratio = 0.595: 1 Maximum Shear Stress Ratio= 0.098 : 1 Section used for this span W14x26 Section used for this span W14x26 � ; Ma:Applied 26.049 k-ft Va:Applied 6.946 k � i Mn/Omega:Allowable 43.771 k-ft Vn/Omega:Allowable 70.890 k ; Load Combination +D+L+H Load Combination +D+L+H � Location of maximum on span 7.500ft Location of maximum on span 0.000 ft ; Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 i Maximum Deflection , Max Downward L+Lr+S Deflection 0.087 in Ratio= 2,062 � Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 '� � Max Downward Total Deflection 0.150 in Ratio= 1203 Max Upward Total Deflection 0.000 in Ratio= 0<240 i Overall Maximum Deflections-Unfactored Loads �I Load Combination Span Ma�c."-'Defl Location in Span Load Combination Max.'+"Defl Loca6on in Span , D+L 1 0.1497 7.575 0.0000 0.000 j Vertical Reactions-Unfactored suPport notation:Far ieft is#1 Values in KIPS Load Combination Support 1 Suppod 2 Overall MAXimum 6.946 6.946 D Only 2.896 2.896 L Only 4.050 4.050 D+L 6.946 6.946 � � I ; I i i ��i j I � � Dibble Engineers,Inc. Project Title: I 1029 Market Street Engineer. Project ID: ,, Kirkland,WA 98033 Project Descr: p.425.828.4200 www.di bbleengineers.com Pnnted:91 M.4Y 2013.4:16PM Stee� geam File=J:12013 Projecls113-1047 McD#46-0263 Yelm WA1Calculations113-1047.ec6 ENERCALC,INC.1963-2013,Build:6.13.5.2,Ver:6.13.5.2 �.��. i � : Description: Beam 1 Check CODE REFERENCES Calculations per AISC 360-05, IBC 2009, CBC 2010,ASCE 7-05 t Load Combination Set:ASCE 7-02 Material Properties —_ - --- Analysis Method: Allowable Strength Design Fy;Steel Yield: 50.0 ksi Beam Bracing: Completely Unbraced E;Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-02 � ' D(0.36) L(0.54) i 'i Span= 15.0 ft W 16x26 � � Applled Lo2dS Service Ioads entered.Load Factors will be applied for calculations. Beam self weiqht calculated and added to loads I Uniform Load: D=0.360, L=0.540 klft, Tributary Width=1.0 ft � DESIGN SUMMARY '" ' ' Maximum Bending Stress Ratio = 0.561 : 1 Maximum Shear Stress Ratio= 0.099 : 1 � Section used for this span W16x26 5ection used for this span W16x26 Ma:Applied 26.048 k-ft Va:Applied 6.946 k � Mn/Omega:Allowable 46.419 k-ft Vn/Omega:Allowable 70.509 k � ! Load Combination +D+L+H Load Combination +D+L+H � Location of maximum on span 7,500ft Location of maximum on span 15.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection � Max Downward L+Lr+S Deflection 0.071 In Ratio= 2,534 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.122 in Ratio= 1478 '� Max Upward Total Deflection 0.000 in Ratio= 0 Q40 I Overall Maximum Deflections-Unfactored Loads � --- — _ - , Load Combination Span Max."-'Defl Location in Span Load Combination Max."+"Defl LocaUon in Span D+L 1 0.1218 7.575 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 -------- - . __ ___ Overall MAXimum 6.946 6.946 D Only 2.896 2.896 L Only 4.050 4.050 D+L 6.946 6.946 i � � I � I �,, I Dibble Engineers,Inc. Project Title: 1029 Market Street Engineer: Project ID: -- � Kirkland,WA 98033 Project Descr: p.425.828.4200 www.dibbleengineers.com � Pdnted:22 MAY 2013,4:41 PM '� —-- --- �tQe� Bea m File=J;12013 ProjecLs1131047 McD#46-0263 Yelm WA\Calculatlons113-1047.ec6 � ENERCALC,INC.1983-2013,Build:6.i3.5.2,Vec6.13.5.2 i i.�i. i � Description: Beam 2 Check CODE REFERENCES ( Ca�culations per AISC 360-05, IE�C 2009,CBC 2010,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy;Steel Yield: 50.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-02 � i — D(0.14) L(0.21) _ _ �. .._ . ., p _ �� � �_ _ , .J_ - S an -26.50 ft � W 12x40 I I AppIIBd LOads Service loads entered.Load Factors will be applied for calculations. Beam self weiqht calculated and added to loads Uniform Load: D=0.140, L=0,210 k/ft, Tributary Width=1.0 ft � DESIGN SUMMARY ' �- • • ! Maximum Bending Stress Ratio = 0.453: 1 Maximum Shear Stress Ratio= 0.074 : 1 I Section used for this span W12x40 Section used for this span W12x40 � Ma:Applied 34.219 k-ft Va:Applied 5.165 k � Mn/Omega:Allowable 75.542 k-ft Vn/Omega:Allowable 70.210 k I Load Combination +D+L+H Load Combination +D+L+H i V Location of maximum on span 13.250ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.264 In Ratio= 1,205 i Max Upward L+Lr+S Deflection 0.000 jn Ratio= 0<360 ; Max Downward Total Deflection 0.490 in Ratio= 649 ! � Max Upward Total Deflection 0.000 In Ratio= Q<360 � Overall Maximum Deflections-Unfactored Loads � --__ -- Load Combinatbn Span Max."'Defl Locatlon in Span Load Combination Max.'+"Defl Location in Span D+L 1 0.4897 13.383 0.0000 0.000 Vertical Reactions-Unfactored Support noraUon:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 I Overall MAXimum 5.165 5.165 j D Only 2.383 2.383 I.ONy 2.783 2.783 D+L 5.165 5.165 � I i I � -�r�...rw... I Dibble Engineers,Inc. Project Title; � ! 1029 Market Street Engineer: Project ID: Kirkiand,WA 98033 Project Descr: p.425.828.4200 www.di bbleengineers.com Printed:22 MAY 2013,4:45PM File=J:�2013 Projectsll3-1047 PAcD#46-0263 Yelm WA1Cakulations113-1047.ec6 WC}OC� Bealll ENERCALC,ING 1983-2013,Build:6.13.5.2,Ver.6.13.5.2 i.��. � � DesCfiption: Beam 2 Check Wood � CODE REFERENCES Calculations per NDS 2005, IBC 2009,CBC 2010,ASCE 7-05 � Load Combination Set:ASCE 7-02 I Material Properties � Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus ofElasficify Load Combination ASCE 7-02 Fb-Compr 1850 psi Ebend-�oc 1800ksi Fc-Prll 1650 psi Eminbend-xx 930ksi Wood Species ; DF/DF Fc-Perp 650 psi Ebend-yy 1600ksi Wood Grade ;24F-V4 Fv 265 psi Eminbend-yy 830ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Completely Unbraced �— I ' D(0.14) L(0.21) I � � � — � - _ X 5.125x24 Span = 26.50 ft �--- - App6ed LoadS Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.140, L=0.210, Tributary Width=1.0 it , DESIGN SUMMARY e- . e Maximum Bending Stress Ratio = 0.369[ 1 Maximum Shear Stress Ratio = 0.197 : 1 Section used for this span 5.125x24 Section used for this span 5.125x24 � fb:Actual - 808.26psi fv:Actual = 52.10 psi � FB:Allowable = 2,187.79psi Fv:Allowable = 265.00 psi ; Load Combination +D+L+H Load Combination +D+L+H i Location of maximum on span = 13.25Qft Location of maximum on span = 24.566ft ! Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 i Maximum Deflection I Max Downward L+Lr+S Deflection 0.221 In Ratio= 1441 � Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<36a Max Downward Total Deflection 0.396 in Ratio= $p2 i Max Upward Total Deflection 0.000 in Ratio= 0<360 ; i I � ---- _ � Overall Maximum Deflections-Unfactored Loads , Load Combination Span Max."-"Defl Location in Span Load Combination Max."+^Defl Location in Span D+L 1 0.3965 13.347 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Vaiues in KIPS Load Combination SuppoR 1 Support 2 Overal!MAXimum 5.002 5,002 D Only 2.220 2.220 L Onty 2.783 2.783 ' D+L 5.002 5.002 i � � , i Project No. Sheet No. � DIBBLE ENGINEERS, INC. �� ��.._,1,,� �� � /'� r Date Project �,,f �,. . �' �'� '��'S .�` ...�!"...;t.,sr/ I Subject , �. / /� By i 1 �1 //f°` �':�:' ..I !�• . � / 4-_+ p G„��C,J;e.f�'.� /`,.,-� �.lY�.: /`��.�.::'�,.t-r ��...". lR'.!.• l. . 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Project ID: � Kirkland,WA 98033 Pro�ect Descr; p.425.828.4200 www,dibbleengi neers.com Printed:22 MAY 2013,5:39PM —— -- File=J:�2013 ProjectsU3-1047 McD#96-0263 Yelm WA\Calcula6ons1t31047.ec6 . Stee� Bgarp ENERCALC,INC.1983-2013,BuiId:6.13.5,2,Ver.6.t3.5.2 ■ �.��. � Description: Beam 3 Check , CODE REFERENCES . I . — ------- Calculations per AISC 360-05, IBC 2009,CBC 2010,ASCE 7-05 > Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Completely Unbraced E;Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-02 D0.36 L0.54 28 � � D0.08 L0.12 .', - .._�:._ _ . _-- — — SpaW24x8.40 ft � --- --- Appll2d LoadS Service loads entered.Load Factors will be applied for calculations. eeam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0,080, L=Q.120 k/ft,Extent=23,50—»32.50 fi, Tributary Width=1,0 ft Uniform Load: D=0.360, L=0.540 klft,Extent=0,0--»23,50 ft, Tributary Width=1.0 ft Point Load: D=2.40, L=2,80 k na,23.50 ft DESIGN SUMMARY � � � �� Maximum Bending Stress Ratio = 0.721 : 1 Maximum Shear Stress Ratio= 0.073 : 1 Section used for this span W24x84 Section used for this span W24x84 Ma:Appiied 139.315 k-ft Va:Applied 16.559 k i Mn/Omega:Allowable 193.259 k-ft Vn/Omega:Allowabie 226.540 k Load Combination +p+L+H Load Combination +D+L+H ', Location of maximum on span 16.900ft Location of maximum on span 0.000 ft I Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.210 in Ratio= 1,860 Max Upward L+Lr+S Deflection 0.000 In Ratio= 0<360 Max Downward Total Deflection 0.388 in Ratio= 1006 i _ Max Upward Total Deflection 0.000 in Ratio= 0<360 � Overall Maximum Deflections-Unfactored Loads -- -- iLoad Combination Span Max.°"Defl LocaUon in Span load Combination Max.^+^Defl_ Location in Span I p+� 1 6.3876 16.413 0.0000 0.000 �'I { Vertical Reactions-UtlfaCtol'ed Support notation:Far leR is#1 vaiues in wPs Load Combinalion Support 1 Support 2 Overall MAXimum 16.559 14.324 D Only 7.532 6.781 L Only 9.027 7.543 I p.,.� 16.559 14.324 ; � , � i ' � I I -�. I � � /, I �V I ° Project Titie: Prolect ID: � Dibble Engineers,Inc. En�ineer: 1029 Market Street Pro�ect Descr: Kirkland,WA 98033 p.425.828.4200 www.dibbleengineers.com P����a:z3rnnvzois,z:ozPM li File=J:�2013 Projects113-1047 Mc�#46-0263 Yel auons�l3-1047•ec6 ENERCALC,INC.198&2013,Build:6.13.5.2,Ver.6.13.52 � Steel Beam -- • :: � i �.��. � ' DesCnpiion: Beam 4 Check CODE REFERENCES �� Calculations per AISC 360-05,IBC 2009,CBC 2010,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties Fy:Steel Yield: 50.0 ksi Analysis Method: Allowable Strength Design E:Modulus: 29,000.0 ksi Beam Bracing: Completely Unbraced Bending Axis: Major Axis Bending Load Combination ASCE 7-OZ D(10.5)L(13.1) D 0.08 L 0.12 I '� -- - ----- ---- � I Span= 13.0 ft W21x48 Service loads entered.Load Factors will be applied for calculations. Applied Loads _ ---- —--- - Beam self weight calculated and added to loads Load(s)for Span Number 1 Point Load: D=10.50, L=13.10 k na,6.50 ft Uniform Load: D=0.080, L=0.120 klft, Tributary Width=1.0 ft e_ � . DESIGN SUMMARY ' ` 0.093 :1 _ - ( Maximum Bending Stress Ratio = 0.319: 1 Maximum Shear Siress Ratio= W2�x48 W21 x48 Section used for this span 13.412 k ; Section used for this span g�,g39 k-ft Va:Applied 144.20 k ii Ma:Applied Vn/Omaga:Allowable i Mn!Omega:Allowable 256.915 k-ft +D+L+H +D+L+N Load Combination 0.000 ft I Load Combinaiion 6.500ft Location of maximum on span Span#1 Location of maximum on span Span#1 Span#where maximum occurs Span#where maximum occurs Maximum Deflection 0.040 in Ratio= 3,868 I �; Max Downward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Upward L+Lr+S Deflection 0.073 in Ratio= 2126 � � Max Downward Total Deflection 0.000 in Ratio= 0<360 �-- � Max Upward Totai Deflection I Overail Maximum Defiections-Unfactored Loads Max.^+"oefl �ocauon in span Load Combination Span Max."-"�efl Location in Span Load Combinatlon p,�00 0.000 � 0.0734 6.565 p� Values in KIPS Support notation:Far lefl is#1 � Vertical Reactions-Unfactored i Suppart1 SupPort2 _----- ; Load CombinaUon --- - Overall MAXimum 13.412 13.412 D Onty 6.082 6.082 L Only 7.330 7.330 � 13.412 13.412 ,, I�i I - � i�