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20120312 Permit Pkg 05282013 (2) �QF TH�1�� City of Yelm Permit ►vo.: 20120312 � �, Community Development Department Issue Date: 5/28/2013 (Work must be completed within 180 days) Building Division Phone: (360)458-8407 L ""�`"�""°" Fax: (360)458-3144 Applicant: Name: FREIHEIT& HO ARCHITECTS, INC. Phone: 425-827-2100 Address: 5209 LAKE WASHINGTON BLVD NE KIRKLAND WA 98033 Property Information: site Address: 505 YELM AVE W Owner: MCDONALDS CORP Assessor Parcel No.: 21 72441 1 700 Subdivision: N/A Lot: N/A Contractor Information: Name: FREIHEIT&HO ARCHITECTS, INC. Phone: Address: 5209 LAKE WASHINGTON BLVD NE KIRKLAND WA 98033 Contractor License No.: Expires: 0/00/0000 Project Information: Project: LAND SITE PLAN REVIEW Description of Work: WORK TO INCLUDE REMOVING OUTDOOR PLAY AREA, PROVIDING A 762 SF BUILDING EXPANSION, UPDATING SITE AND RESTROOMS TO MEET ADA REQUIREMENTS, RESIDING AND PAINTING THE EXTERIOR, PROVIDING A NEW TRASH CORRAL AND ADJUSTING THE SITE TO ALLOW A SIDE BY SIDE DRIVE Sq. Ft. per floor: First Heat Type(Electric, Gas, Other): Second Third Garage Basement Fees: Item Contractor Fees CIVL CIV FREIHEIT&HO ARCHITECTS, INC. $1,498.02 SITE FREIHEIT&HO ARCHITECTS, INC. $ 400.00 COMMERCIAL ADDITION FREIHEIT&HO ARCHITECTS, INC. $45,036.60 TOTAL FEES: $46,934.62 Applicant's Affidavit: OFFICIAL USE ONLY I certify that I have read and examined the information contained within the application and know the same to be true and correct. I also certify that the proposed structure is in conformity with all applicable City of #Sets of Prints: Yelm regulations including those governing zoning and land subdivision,and in addition,all covenants, easements and restrictions of record. If applying as a contractor, I further certify that I am currently Final Inspection: registered in the State of Washington. Signature //l/ ` � �/L( Date S"� ^—/,3 Date: Firm BY� � I � � � � i � � I I � G�t� af ��lm � l3fi � 45�-�4C12 �EC#; U012�7i�7 5/28/1013 8:44 �1M OPER; CU TEkM: 001 REF#: 12U0466 TRAN. 3;3•��04 BUILGTNG PERMITS 2012Q312. 44,016.b7CR FREIHE�T & NO ARGHI�fEC;YS, IN[;. 505 YELM AVE W BLD-�COM2 44,016.67CR T�Np��p; 44,Q26.67 CHECK APPL.IED: 44,026.67- � CHANGE: �� .a0 � i � i � � { , � i I i , �20�� 031� CITY OF YELM COMMERCIAL BUILDING PERMIT APPLICATION FORM � �C� ,�( � ProjectAddress: sc�s �=;L�� ?��1ti W Parcel#: Z�� ZH�I�� DZ Zoning; G-� Current Use:M��u��D'S Proposed Use: M��nL�� ❑ New Construction � Re-Model/ Re-Roof/Tenant Improvement ❑ Plumbing ❑ Mechanical ❑ Fire Prevent/Suppress/Alarm ❑ Other Project Description/Scope of Work:��w F+aa 5-c��w: ;,x�A�s��,��- �ec��'vs��f� ��_ Z�� c,��ai� N�W ��Ds�-S� S.DC �ti\J� t�t� Project Value: �ZDO�c�;�;�.�� Building Area (sq. ft) Parking Garage r�/p� 15t Floor 3�3H� 2�d Floor �%Ia 3�d Floor'rs/A Building Height '-�1'� Are there any environmentally sensitive areas located on the parcel? N O if yes, a completed environmental checklist must accompany permit application. BUILDING OWNER/TENANT NAME: t��u��rw'S uSPc,wc- � Wn>'iPc(�'t '. 11�PtM �a.o�,.��b,M.�,, ADDRESS �2�5� ��w it�� n�G, 5-C� �3 EMAIL �okn,S20�1Dia�,,a,c„��s.c��,corn CITY ��c��.�� STATE � A ZIP q�to�� TELEPHONEC�ILb) ?,�1Z 7�lc��G ARCHITECT/ENGINEER s�.t�R-a�� c,R->�a��s LICENSE# g��H ADDRESSs2oa �e��-��s�a��o.� �� , �t�2�a EMAfL Ur:-.�ca��s��a,�r�-a.c:o� CITY ��,zr��,.» STATE �,.rp� ZIP ��So:�S TELEPHONE (Hzs��sZ'l Z►,�o GENERALCONTRACTOR �'c�.� TELEPHONE ADDRESS EMAIL CITY STATE ZIP FAX CONTRACTOR'S LICENSE# EXP DATE CITY LICENSE# PLUMBING CONTRACTOR�� TELEPHONE ADDRESS EMAIL CITY STATE ZIP FAX CONTRACTOR'S LICENSE# EXP DATE CITY LICENSE# MECHANICAL CONTRACTOR T�J TELEPHONE ADDRESS EMAIL CITY STATE ZIP FAX CONTRACTOR'S LICENSE# EXP DATE CITY LICENSE# Copy of City Mitigation documentation(TFC). I hereby certify that the above information is correct and that the construction on,and the occupancy and the use of the above described property will be in accordance with the laws,rules and regulations of the State of Washington and the City of Yelm. �� ; �� c,,�.��c.�.. �F��H�,; �� -�-�,t�uiS,�,��,,e s. .�ll /► s ApplicanYs Signature RG�2ot'�f�R-�P►fiok�N.Gor� Date Owner/Contractor/ wner's Agent Contractor's Agent!Tenant (Please circle one.) All permits are non-transferable and will expire if work authorized by such permit is not begun within 180 days of issuance, or if work is suspended or abandoned for a period of 180 days RECEIVED MAR 0 4 2013 ]05 Yelm Auenue West B�$60)458-3835 PO Box 479 Yelm, WA 98597 www.ci.yelm.w¢.us DIBBLE ENGINEERS .� .�;:, MCDONALDS YELM #46-0263 �-0� �y �x._ STRUCTURAL CALCULATIONS �; BUILDING DEPARTMENT RESPONSE .ya_;� YELM, WA ;�; �: :.:�. �� ,; x � ��" PREPARED FOR: ;�>: Freiheit& Ho Architects � 5209 Lake Washington Blvd NE, Suite 200 � v, �- Kirkland, WA 98033 �`�C S CoLLI 'V~�QF��.aa �rfi, @'" � _-;•. '�'u d ({/ F.� � "�/ �� ,pySi:. � - �.1�+°. ti� .., � � .:.�-.v'v� � � `�,.i�' �i l 4`' �'(i�h'�� Cr�� // rOFVr'11..�� , ��/� ,� ,s>� ,�� Structural Calculations '•�; Project#: 13-1047 � Prepared by �� Dibble Engineers, Inc. �CEIVED Apri112, 2013 APR 2 3 2013 . ,�_ �}'�_�:,. _-- --�...,�..;:,i i '1029 Market Street P : 425-828 . 4200 Kirkland, WA 98033 F: 425-827 . 6 '13 'I F:' DIBBLE ENGINEERS, INC. ProjectNo. ' SheetNo. � ,� ,,;� I Project � .' ,�, , :.� Date �' � �"--;::c�,u'-��...f�� ; �::�.��1 Subject By �- v/�--.�,�.��. '��<,:.;�� 5/1C_� .�.., �; /r�°..y c`� � n1'L;.�..� S:'�'�.-'�E�c:," ��'�.-*�' �,�c,:`°`-�.�... �� ._ l� f=r � - S � ?� p�,�,t•.' � ic�c� J4�r � � 7-'�*..r� = S'r- 7" �a ��"'�/ �� I�S�'� = /'�G� A6«!= ,G - l., � C...�s y S `� ' _�" �,S/• � _ /Z S`" /�L./= �� R �L� 3%/�', ,�' 9 ok, 5�� j=c�L,c.c'7�J�.�.��-� a v r—Av T" - - .�� Dibble Engineers,Inc. '- � 1029 Market Street Kirkland,WA 98033 p.425.828.4200 www.di bbleengi neers.com �Wood Bea m File=J:12013 Projects\13-1047 McD#46-0263 Yeim WA1Calculations113-1047.ec6 ENERCALC,INC.1983-2013,Build:6.13.1.31,Ver:6.t3.1.31 i.��. � � DesC�iption: Beam @ between(E)storage&(N)storage CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010,ASCE 7-05 Load Combination Set: IBC 2009 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasficity Load Combination i BC 2009 Fb-Compr 1,450.0 psi Ebend-xx 1,700.0 ksi Fc-Prll 1,000.0 psi Eminbend-xx 880.0 ksi Wood Species : SPISP Fc-Perp 650.0 psi Ebentl-yy 1,300.Oksi Wood Grade :24F-V4 Fv 210.0 psi Eminbend-yy 670.Oksi Ft 875.0 psi Density 35.440pcf Beam Bracing : Beam is Fuliy Braced against lateral-torsion buckling � D(0.1) L(0.15) S(0.125) I i I ; � � � i 3.125x9 � ' Span = 11.0 ft I' � ------------_---- -- ___---- ------- Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.10, L=0.150, S=0.1250, Tributary Width=1.0 ft DESIGN SUMMARY �- • • 'Maximum Bending Stress Ratio = 0.488 1 Maximum Shear Stress Ratio = 0.330 : 1 Section used for this span 3.125x9 Section used for this span 3.125x9 ' fb:Actual = 1,347.34psi fv:Actual = 79.79 psi ; FB:Allowable = 2,760.00psi Fv:Allowable = 241.50 psi j Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H i Location of maximum on span = 5.500ft Location of maximum on span = 10.277 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection iMax Downward L+Lr+S Deflection 0.282 in Ratio= 467 i Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 � Max Downward Total Deflection 0.392 in Ratio= 336 i Max Upward Total Deflection 0.000 in Ratio= 0<240 � ; I Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+^Defl Location in Span D+L+S 1 0.3921 5.540 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#7 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.101 2.101 D Only 0.588 0.588 L Only 0.825 0.825 S Only 0.688 0.688 L+S 1.513 1.513 D+L 1.413 1.413 D+S 1.276 1.276 D+L+S 2.101 2.101 Dibble Engineers,Inc. � 1029 Market Street Kirkland,WA 98033 p.425.828.4200 www.di bbleen gi neers.com Wood Bea m File=J:12013 Projects113-1047 McD#46-0263 Yelm WAICalculations113-1047.ec6 ENERCALC,INC.1983-2013,Buiid:6.13.1.31,Ver:6.13.1.31 �.��. � � Description: Beam @ between(E)storage&(N)storage CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010,ASCE 7-05 Load Combination Set: IBC 2009 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination i BC 2009 Fb-Compr 1,450.0 psi Ebend-xx 1,700.0 ksi Fc-Prll 1,000.0 psi Eminbend-xx 880.0 ksi Wood Species : SP/SP Fc-Perp 650.0 psi Ebend-yy 1,300.0 ksi Wood Grade :24F-V4 Fv 210.0 psi Eminbend-yy 670.0 ksi Ft 875.Opsi Density 35.440pcf Beam Bracing : Beam is Fuily Braced against lateral-torsion buckling � D(0.1) L(0.15) S(0.125) i i � i � .� �.4 " , � :� � � �- � � � . I s; *�, �-a�,;.. k�,a- . . . l � 3.125x18 � � Span = 11.0 ft Applied Loads Service loads entered. Load Factors wiil be applied for calculations Beam self weight calculated and added to loads Uniform Load: D=0.10, L=0.150, S=0.1250, Tributary Width=1.0 ft DESIGN SUMMARY �• . • ';Maximum Bending Stress Ratio = 0.125 1 Maximum Shear Stress Ratio = 0.142 : 1 Section used for this span 3.125x18 Section used for this span 3.125x18 , fb:Actual = 344.28psi fv:Actual = 34.27 psi ' FB:Allowable = 2,760.00psi Fv:Allowable = 241.50 si P ' Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H ; Location of maximum on span = 5.500ft Location of maximum on span = 9.515 ft ; Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection � Max Downward L+Lr+S Deflection 0.035 in Ratio= 3740 , Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 ' Max Downward Total Deflection 0.050 in Ratio= 2645 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."+°Defl Location in Span D+L+S 1 0,0499 5.540 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.139 2.139 D Only 0.626 0.626 L Only 0.825 0.825 S Only 0.688 0.688 L+S 1.513 1.513 D+L 1.451 1.451 D+S 1.314 1.314 D+L+S 2.139 2.139 Pro'ect No. Sheet No. DIBBLE ENGINEERS, INC. ,3_ ,o��. �.�� Project �� t Date � lc � S �� Subject � r,V By /,�i:c.=ic_ T'�_ ,�°-t� - �4. i �i" �� __�_ .f"��'>.�._„F� �t.../t=;/-..> ,�L;--"2'.."v� tJ tfC:�� S7"'�--""fG:.f� C.G�t,.� �'' i"�;,/� L � �'.2.� c..� = // �C� ��Sl" � _ Z.�..G7 Ac.r- T,e�� = ri ' ��. _ �r'C3� ,�Sr� : 33v .��,� �= ss�� . ' �,�''� :. ��s-a �� _ �...� -�y s s'��2 Z' �j'�� 3 3 z 7'S- /6. - r=r- �—� � zz' �Y ��'� v5c�:;— ASL s , . . . . . . � Dibble Engineers,Inc. � 1029 Market Street i Kirklantl,WA 98033 p.425.828.4200 � www,dibbleengineers.com � Wood Beam File=J:12013Projects113-1047McD#46-0263YeImWAICalculationsN3-1047.ec6 � ENERCALC,INC.1983-2013,Build:6.13.1.31,Ver:6.13.1.31 � �.��. � � : I i DeSCription: New Beam Over Customer Service Counter at Post Revisoin CODE REFERENCFS Calculations per NDS 2005, IBC 2009, CBC 2010,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties ' Analysis Method: Allowable Stress Design Fb-Tension 2,900.0 psi E:Modulus of Elasticrfy i Load Combination ASCE 7-02 Fb-Compr 2,900.0 psi Ebend-xx 2,0OO.Oksi i Fc-Prll 2,900.Opsi Eminbend-�c 1,016.54ksi Wood Species : iLevel Truss Joist Fc-Perp 750.0 psi � Wood Grade : Parallam PSL 2.OE Fv 290.0 psi Ft 2,025.Opsi Density 32.210pcf Beam Bracing : Completely Unbraced .� 3� .c- I I D(0.22) L(0.33) I i i ' i ,' I � � �- 5.25x16.0 ` � Span = 22.0 ft i i Appiied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and atlded to loads Uniform Load: D=0.220, L=0.330, Tributary Width=1 0 ft DESIGN SUMMARY �• • � ' iMaximum Bending Stress Ratio = 0.65� 1 Maximum Shear Stress Ratio = 0.340 : 1 ' �� Section used for this span 5.25x16.0 Section used for this span 5.25x16.0 � i fb:Actual = 1,843.49psi fv:Actual = 98.68 psi I FB:Allowable = 2,822.45psi Fv:Allowable - 290.00 psi Load Combination +D+L+H Load Combination +D+L+H ; Location of maximum on span = 11.00Oft Location of maximum on span = 20.715 ft � ; Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 � Maximum Deflection Max Downward L+Lr+S Deflection 0.488 in Ratio= 540 , Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 � Max Downward Total Deflection 0.841 in Ratio= 313 iMax 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."+"Defl Location in Span D+L 1 0.8414 11.080 0.0000 0.000 ; � Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 � Overall MAXimum 6.257 6.257 D Only 2.627 2.627 ; L Only 3.630 3.630 � D+L 6257 6.257 ' i i i� Dibble Engineers,Inc. � 1029 Market Street Kirkland,WA 98033 p.425.828.4200 www.di bbleengi neers.com Wood Bea m File=J:12013 Projects113-1047 McD#46-0263 Yelm WA1Calculations113-1047.ec6 i ENERCALC,INC.1983-2013,Build:6.13.1.31,Ver:6.13.1.31 �.��. � � : i Description: New Beam Over Customer Service Counter at Post Revisoin iCODE REFERENCES I Calculations per NDS 2005, IBC 2009, CBC 2010,ASCE 7-05 i Load Combination Set:ASCE 7-02 Material Properties Analysis Methotl: Allowable Stress Design Fb-Tension 2900 psi E:Modulus of Elasficity Load Combination ASCE 7-02 Fb-Compr 2900 psi Ebend-xx 2000ksi Fc-Prll 2900 psi Eminbend-�c 1016.535 ksi Wood Species ; iLevel Truss Joist Fc-Perp 750 psi Wood Grade : Parailam PSL 2.OE Fv 290 psi I Ft 2025 psi Density 3221 pcf Beam Bracing : Completely Unbraced aL� �•�o .�` D(0.22) L{0.44) , � � � • � � ; � � ; ; , � , � 5.25x16.0 ' Span = 22.0 ft � ; Applied Loads Service loads entered. Load Factors wili be applied for caiculations. Beam self weight calculated and added to loads Uniform Load: D=0.220, L=0.440, Tributary Width=1.0 ft DESIGN SUMMARY �- • • ;Maximum Bending Stress Ratio = 0.778 1 Maximum Shear Stress Ratio = 0.406 : 1 ; Section used for this span 5.25x16.0 Section used for this span 5.25x16.0 I fb:Actual = 2,200.00psi fv:Actual = 117.76 psi FB:Allowable = 2,822.45psi Fv:Allowable = 290.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 11.00Oft Location of maximum on span = 20.715 ft i Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 � Maximum Deflection Max Downward L+Lr+S Deflection 0.651 in Ratio= 4�5 � Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 1.004 in Ratio= 262 I Max Upward Total Deflection 0.000 in Ratio= 0<240 � � i � Overall Maximum Deflections-Unfactored Loads • Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span � D+L 1 1.0041 11.080 0.0000 0.000 ! Vertical Reactions-Unfactored Support notation:Far left is#1 vatues in K�PS � Load Combination Support 1 Support 2 Overall MAXimum 7.467 7.467 �i D Only 2.627 2.627 ; L Only 4.840 4.840 D+L 7.467 7.467 � � � � `j Dibble Engineers,Inc. 7 1029 Market Street Kirklantl,WA 98033 p.425.828.4200 f www.di bbl eeng i neers.com Stee� Bea m File=J:12013 Projects113-1047 McD#46-0263 Yelm WA1Calculations113-1047.ec6 � ENERCALC,INC.1983-2013,Build:6.13.1.31,Ver:6.13.1.31 � �.��. � � : � Description: BM3(L=17.25') ,�v�s�d °� f�� , ... . i I CODE REFERENCES ' Calculations per AISC 360-05, IBC 2009, CBC 2010,ASCE 7-05 i Load Combination Set: IBC 2009 � Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi i Bending Axis: Major Axis Bending Loatl Combination�BC 2009 I D(6.52)S(7.76) D 0.04 S 0.06 I D0.208 S0.311 + � � ♦ � i I ' I ' ; I i _---_ ---- _ -- ----- _ _ _ _ __ __ , ' � Span= 13.250 ft � '' W21 x48 Applied Loads Service loads entered. Load Factors will be applied for caiculations. Beam self weiqht calculated and added to loads Load for Span Number 1 Uniform Load: D=0.2080, S=0.3110 k/ft,Extent=0.0-»6.250 ft, Tributary Width=1.0 ft Point Load: D=6.520, S=7.760 k(�a,6.250 ft Uniform Load: D=0.040, S=0.060 k/ft,Extent=6.250-»13.250 ft, Tributary Width=1.0 ft � DESIGN SUMMARY �- � � I '; Maximum Bending Stress Ratio = 0.214: 1 Maximum Shear Stress Ratio= 0.073 : 1 j � Section used for this span W21 x48 Section used for this span W21 x48 i ; Ma:Applied 54.555 k-ft Va:Applied 10.526 k i � Mn/Omega:Allowable 255.481 k-ft Vn/Omega:Allowable 144.20 k i ; Load Combination +D+S+H Load Combination +D+S+H � �� Location of maximum on span 6.228ft Location of maximum on span 0.000 ft ! Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 � i Maximum Deflection i Max Downward L+Lr+S Deflection 0.028 in Ratio= 5,711 ! Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 ' � Max Downward Total Deflection 0.052 in Ratio= 3077 ' I Max Upward Total Deflection 0.000 In Ratio= 0<240 i Overall Maximum Deflections-Unfactored Loads � Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span I, D+S 1 0.0517 6.493 0.0000 0.000 I ; Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 SuppoR 2 Overall MAXimum 10.526 8.334 D Only 4.830 3.906 i S Only 5.696 4.428 D+S 10.526 8.334 i i � � i i � ..�... s �J Dibble Engineers,Inc. ' 7 1029 Market Street Kirkland,WA 98033 p.425.828.4200 www.dibbleengineers.com General Footin File=J:\2013Projects113-1047McD#46-0263YeImWAlCalculations113-1047.ec6 g ENERCALC,INC.1983-2013,Build:6.13.1.31,Ver:6.13.1.31 ; �.��. � ■ � DeSCription: (N)footing at end of BM3 I Code References ! Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-05 ' Load Combinations Used :ASCE 7-02 ; Generallnformation ' Material Properties Soil Design Values fc:Concrete 28 day strength = 3�0 ksi Allowabie Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf SoillConcrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 � Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base tlepth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of deptl= ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Atld Ftg Wt for Soil Pressure . Yes Allowable pressure increase per foot of dep1= ksf Use ftg wt for stability,moments&shears . Yes when maximum length or width is greater� ft Add Pedestal Wt for Soil Pressure . No Use Pedestal wt for stability,mom&shear : No Dimensions Witlth parallel to X-X Axis = 4.0 ft Z Length parallel to Z-Z Axis = 4.0 ft Footing Thicknes = 12.0 in i �� X Pedestal dimensions... - � px:parallel to X-X Axis = in `� pz:parallel to Z-Z Axis - in ; Height - in m ; Rebar Centerline to Etlge of Concrete., � at Bottom of footing = 3.0 in __o __ �. Reinforcing 4, ,� w Bars parallel to X-X Axis Number of Bars - 4.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 4.0 Reinforcing Bar Sizf = # 5 11N=illl'iII ^;�SB f � _III11nl_ =illll�ll �n$ga� Illilll�=1111 _�l i ;i�J�l,� Bandwidth Distribution Check (ACI 15.4.4.2) — — — — — — — — — —� - — — — —' Direction Requiring Closer Separation n/a #Bars required within zone n!a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 7.460 10.540 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft ------ .—..__... ---_____ ----.. _.._.-----___ _.__._ ..__--- --_... _.._____ _ _--____ V-x = k V-z = k Dibbie Engineers,Inc. � 1029 Market Street Kirkland,WA 98033 p.425.828.4200 www.di bbleeng in eers,com General Footing File=J:12013Projects113-1047McD#46-0263YeImWAlCalculations113-1047.ec6 ENERCALC,INC.1983-2013,Build:6.13.1.31,Ver:6.13.1.31 �.��. i � DesCflption: (N)footing at end of BM3 DESIGN SUMMARY �- . • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8467 Soil Bearing 1.270 ksf 1.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning ; PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning ; PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding ' PASS Na Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2947 Z Flexure(+X) 3.575 k-ft 12.131 k-ft +1.20D+1.60L-�-0.50S+1.60H PASS 0.2947 Z Flexure(-X) 3.575 k-ft 12.131 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.2947 X Flexure(+Z) 3.575 k-ft 12.131 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.2947 X Flexure(-Z) 3.575 k-ft 12.131 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.2552 1-way Shear(+X) 20.965 psi 82.158 psi +1.20D+0,50Lr+1.60L+1.60H PASS 0.2552 1-way Shear(-X) 20.965 psi 82.158 psi +1.20D+0,50Lr+1.60L+1.60H PASS 0.2552 1-way Shear(+Z) 20.965 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0,2552 1-way Shear(-Z) 20.965 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.5157 2-way Punching 84.741 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Auis& Actual Soil Bearing Stress Actual 1 Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio Footing Flexure Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Flexure Axis&Load Combination k-ft Side? Bot or Top? in^2 in^2 in^2 k-ft Status X-X,+1.40D 1.712 +Z Bottom 0.2592 Min Temo% 0.310 12.131 OK X-X.+1.40D 1.712 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 3.575 +Z Bottom 0.2592 Min Temn% 0.310 12.131 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 3.575 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+1.60L+0.50S+1.60H 3.575 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+1.60L+0.50S+1.60H 3.575 -Z Bottom 0.2592 Min Temp°/a 0.310 12.131 OK X-X.+1.20D+1.60Lr+0.50L 2.126 +Z Bottom 0.2592 Min Temp°/a 0.310 12.131 OK X-X,+1.20D+1.60Lr+0.50L 2.126 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+1.60Lr+0.80W 1.467 +Z Bottom 0.2592 Min Temo% 0.310 12.131 OK X-X.+1.20D+1.60Lr+0.80W 1.467 -Z Bottom 0.2592 Min Temq% 0.310 12.131 OK X-X,+1.20D+0.50L+1.60S 2.126 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+0.50L+1,60S 2.126 -Z Bottom 0.2592 Min Temq% 0.310 12.131 OK X-X.+1.20D+1.60S+0.80W 1.467 +Z Bottom 0.2592 Min Temq% 0.310 12.131 OK X-X.+1.20D+1.60S+0,80W 1.467 -Z Bottom 0.2592 Min Temo% 0.310 12.131 OK X-X,+1.20D+0.50Lr+0.50L+1.60W 2.126 +Z Bottom 0.2592 Min Temq% 0.310 12.131 OK X-X,+1.20D+0.50Lr+0.50L+1.60W 2.126 -Z Bottom 0.2592 Min Temp% 0.310 12,131 OK X-X,+1.20D-�.50L+0.50S+1.60W 2.126 +Z Bottom 0.2592 Min Temp°/a 0.310 12.131 OK X-X,+1.20D+0.50L+0.50S+1.60W 2.126 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+0.50L+0.20S+E 2.126 +Z Bottom 0.2592 Min Temp°/a 0.310 12.131 OK X-X,+1.20D+0.50L+0.20S+E 2.126 -Z Bottom 0.2592 Min Temq% 0.310 12.131 OK X-X,+0.90D+1.60W+1.60H 1.10 +Z Bottom 0.2592 Min Temo% 0.310 12.131 OK X-X,+0.90D+1.60W+1.60H 1.10 -Z Bottom 0.2592 Min Temo% 0.310 12.131 OK X-X,+0.90D+E+1.60H 1.10 +Z Bottom 0.2592 Min Temo% 0.310 12.131 OK X-X,+0.90D+E+1.60H 1.10 -Z Bottom 0.2592 Min Temo% 0.310 12,131 OK Z-Z.+1.40D 1.712 -X Bottom 0.2592 Min Temp°/a 0.310 12,131 OK Z-Z.+1.40D 1.712 +X Bottom 0.2592 Min Temp°/a 0.310 12.131 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 3.575 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 3.575 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 3,575 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 3.575 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+1.60Lr+0.50L 2.126 -X Bottom 0.2592 Min Temo% 0.310 12.131 OK Z-Z,+1.20D+1.60Lr+0.50L 2.126 +X Bottom 0.2592 Min Temo% 0.310 12.131 OK Z-Z.+1.20D+1.60Lr+0.80W 1.467 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+1.60Lr+0.80W 1.467 +X Bottom 0.2592 Min Temp% 0.310 12,131 OK Z-Z,+1.20D+0.50L+1.60S 2.126 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+0.50L+1.60S 2.126 +X Bottom 0.2592 Min Temp°/a 0.310 12.131 OK Dibble Engineers,Inc. /J � 1029 Market Street Kirkland,WA 98033 p.425.828.4200 www.d i b b l ee n g i n ee rs.co m G e n e ra I Fo oti n g File=J:12013 Projects113-1047 McD t146-0263 Yelm WAICalculations113-1047.ec6 � ENERCALC,INC.1983-2013,Build:6.13.1.31,Ver.6.13.1.31 ! �.��. � � � DesCflpti0n: (N)footing at end of BM3 Footing Flexure Flexure Anis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi'Mn Status k-ft Side? Bot or Top? in^2 in"2 in^2 k-ft Z-Z,+1.20D+1.60S+0.80W 1.467 -X Bottom 0.2592 Min Temq% 0.310 12,131 OK Z-Z,+1.20D+1.60S+0.80W 1.467 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+0.50Lr+0.50L+1.60W 2.126 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+0,50Lr+0.50L+1.60W 2.126 +X Bottom 0.2592 Min Temq% 0.310 12.131 OK Z-Z,+1.20D+0.50L+0.50S+1.60W 2.126 -X Bottom 0.2592 Min Temq% 0.310 12.131 OK Z-Z,+1.20D+0.50L+0.50S+1.60W 2.126 +X Bottom 0.2592 Min Temq% 0.310 12.131 OK Z-Z,+1.20D+0.50L+0,20S+E 2.126 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+0.50L+0.20S+E 2.126 +X Bottom 0.2592 Min Temq% 0.310 12.131 OK Z-Z,+0.90D+1.60W+1.60H 1.10 -X Bottom 0.2592 Min Temq% 0.310 12.131 OK Z-Z,+0.90D+1.60W+1.60H 1.10 +X Bottom 0.2592 Min Temq% 0.310 12,131 OK Z-Z,+0.90D+E+1.60H 1.10 -X Bottom 0.2592 Min Temq% 0.310 12.131 OK Z-Z.+0.90D+E+1.60H 1.10 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status j +1.40D 10.037 qsi 10.037 psi 10.037 psi 10.037 asi 10.037 qsi 82,158 psi 0.1222 OK +1.20D+0.50Lr+1.60L+1.60H 2O.965 qsi 20.965 qsi 20.965 qsi 20.965 psi 20.965 osi 82.158 psi 0.2552 OK +1.20D+1.60L+0.50S+1.60H 2O.965 psi 20.965 qsi 20.965 nsi 20.965 psi 20,965 osi 82.158 qsi 0.2552 OK +1.20D+1.60Lr+0.50L 12.466 psi 12.466 osi 12.466 psi 12.466�si 12.466 psi 82.158 psi 0.1517 OK ; +1.20D+1.60Lr+0.80W 8.603 psi 8.603 psi 8.603 osi 8.603 osi 8.603 qsi 82.158�si 0.1047 OK ! +1.20D+0.50L+1.60S 12.466 psi 12.466 psi 12.466 osi 12.466 psi 12.466 psi 82.158 qsi 0.1517 OK ; +1.20D+1.60S+0.80W 8.603 psi 8.603 psi 8.603 qsi 8.603 psi 8.603 psi 82.158 psi 0.1047 OK +1.20D+0.50Lr+0.50L+1.60W 12.466 psi 12.466 psi 12.466 qsi 12.466 psi 12.466 psi 82.158 psi 0.1517 OK ' +1.20D+0.50L+0.50S+1.60W 12.466 psi 12.466 psi 12.466 psi 12.466 qsi 12.466�si 82.158 osi 0.1517 OK ' +1.20D+0.50L+0.20S+E 12.466�si 12,466 osi 12.466 psi 12.466 psi 12.466 psi 82.158 qsi 0.1517 OK +0.90D+1.60W+1.60H 6.452 psi 6.452 qsi 6.452 qsi 6.452 osi 6.452 psi 82.158 osi 0.07853 OK +0.90D+E+1.60H 6.452 psi 6.452 psi 6.452 qsi 6.452 psi 6.452 qsi 82.158 qsi 0.07853 OK Punching Shear All units k ; Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D 40.569 psi 164.317psi 0.2469 OK +1.20D+0.50Lr+1.60L+1.60H 84.741 psi 164.317qsi 0.5157 OK � +1.20D+1.60L+0.50S+1.60H 84.741 psi 164.317qsi 0.5157 OK +1.20D+1.60Lr+0.50L 50.388 psi 164,317psi 0.3067 OK +1.20D+1.60Lr+0.80W 34.773 psi 164.317qsi 0.2116 OK +1.20D+0.50L+1.60S 50.388 qsi 164.317psi 0.3067 OK +1.20D+1.60S+0.80W 34.773 psi 164.317psi 0.2116 OK +1.20D+0.50Lr+0.50L+1.60W 50.388 psi 164.317qsi 0.3067 OK +1.20D+0.50L+0.50S+1.60W 50.388 psi 164.317psi 0.3067 OK +1.20D+0,50L+0.20S+E 50.388 osi 164.317qsi 0.3067 OK +0.90D+1.60W+1.60H 26,08 �si 164.317qsi 0.1587 OK +0.90D+E+1.60H 26.08 qsi 164.317psi 0.1587 OK � � Freiheit Ho E a�� C�� f 1 i April 22, 2013 CITY OF YELM BUILDING DEPARTMENT 105 YELM AVENUE WEST YELM,WA 98597 ATTN: GARY CARLSON RE: MCDONALD'S 505 YELM AVE W, YELM, WA PLAN REVIEW COMMENT RESPONSE LETTER Mr. Carlson: Thank you for your comments on the McDonald's 505 Yelm Ave W remodel. Please see below for our responses: 1. A phasing plan will be provided by the contractor within the next few days, and will be submitted as soon as it is received. This will also be provided to Bob Poole at the Thurston County Health Department for review once it is received. 2. Sheets C-001 through C-502 and T1.0 &Ti.l have been removed from the cover, sheet CV, and will not be included in the set. 3. The Energy Code on sheet CV has been updated to be the 2009 Washington State Energy Code. 4. Sheet SD1 a. Details 9 through 13 have been updated to note that all dimensions and construction are to be verified with the approved Civil drawings b. Detail 8 has been updated so that the distance from the curb to the bottom rail, and the distance between the intermediate rails are not more than 4 inches. 5. Keynote DN-13 on sheet D1.1 has been updated to refer to the approved Civil drawings for more information. 6. The interior design drawings have been included with this submittal. 7. Keynote EN-24 on sheet A2.0 has been updated to refer to the approved Civil drawings for more information. 8. The new beam between the existing and new storage rooms has been reviewed. It appears that there was a plan typo and this beam was intended to be a GLB 3 1/8 X 9. The original calculation package called for a GLB 3 1/8 X 9. Verifying calculations have been attached with this response. 9. The interior post at this location has been moved to accommodate an interior customer service wall revision. New roof framing and a new footing has been designed and specifi ' CFIVED 425 827 2100 -= 425 828 6899 www.FHOARCH.COM 5209 lake Washington Blvd N.E.� Ste 200� Kirkland!WA j 98033 f�f�FCRF`rP.fCfCl��C��ffiF�i�f��f��f��f��P��f�f:�iC�iRfC�P.Pf:�ktfil�F�t�f:�f��t�l��:fCf:�I�fC�i��f��f�� PrPrPrR�iFCFCPrR�Ri�CiPiPiPiiPrPrR�iFiFiE�`F"AR°iPiFiF�sPrFi�iPrFiFCPiPiR�iFCR�iPiFiR'PrPrFCFCPrPt�SiECPrR�iPrECR"F4iPrF�i►RiP�iiPrR�RiR�iiFiReR�iiPaiPiR'i'I�`rF'r�Pd' FREI APRo a ir �O�i c.Ps EG�C�ffif�i�f�PFC��tC�CfCt�F:R�fCFCFCPFfi�RRRRf�itF�t�RFCRt�iCtfiRt�Rf�lfi�Rl�RR�f�f�f��P.Rf�P.Rf��ffi�F:�t�R�f�� : � McDona/d's 505 Ye/m A ve W Remode/P/an Review Comment Response Letter ' Apri/22, Z013 ` Page 2 post location. This new footing specification requires (4) #5 EW bottom per the calculations and i as indicated. The existing footing and verification of the reinforcing is no longer applicable with ; this revision. Supplemental calculations have been provided with this response. � All updated sheets and notes have been clouded and labeled with a delta-1. Additionally, the column � located at Grid C-3 has been shifted slightly and the kitchen wall adjusted in order to provide room for a necessary piece of kitchen equipment. The drawings included show the necessary revisions in the architectural, structural and kitchen sheets. Please let me know if you require any more information or have any additional comments. Thank you. Sincerely, � FREIHEIT& HO ARCHITECTS, INC., P.S. � � i � Adam Gromer � � E � t � t ! � E I I i ! � I ! (p f f �! f � i � � � i I � � � � I I f r � I � d i � I E ��J�� Freiheit MHo � y�� n�; ; �� ,� TRANSMITTAL VIA FEDEX 360.458.8407 DATE: APRIL 22, 2013 TO: City of Yelm Community Development Department 105 Yelm Ave W Yelm, WA 98597 ATTN: Gary Carlson RE: McDonald's #46-0263 Yelm Building Permit Comments Resubmittal i PROJECT NUMBER: Al2-282 r i WE ARE SENDING YOU: i 2 Sets of Revised Drawings 2 Sets of Revised Structural Calculations 1 Set of Interior Design Drawings i THESE ARE TRANSMITTED: FOR YOUR APPROVAL FOR YOUR USE AND INFORMATION AS REQUESTED XX FOR REVIEW AND COMMENT REMARKS: Attached please find the above listed for Building Permit Comments Resubmittal for McDonald's 505 Yelm Ave W, Yelm. If there is any additional information needed, please let me know. Sincerely, FREIHEIT & HO ARCHITECTS, INC., P.S. �� Adam Gromer CC: File RECEIVE� (IFINFORMATION IS NOT RECEII/ED AS INDICATED,KINDL Y NOTIFY US AT ONCE.) APR 2 3 2013 A25 827 210D 425 828 6899 www fNOARCH CDM v 5209 Lake Washmgton 81vd N E Ste 200; Kirkland i WA 98433 � f� �p ��p� k p� � � � ��°�� v¢�� , �� ,�� £�� { BY: �, E�'�}�rb: t5 { "YS�t33t&`F 9 P� � �� c A t i �� f8 � Y� . �r`'f y�-�a x s��;��?T`��i�"9 �'� '� ,. €�"Tiz�`.z�a� ,fia�dataa ..��s�i��8 �'ra�u��z .��'i,��azY��fs�� i�." ,t r�I�-::� f-P.EIiiEIT&H�ARC:i.T�CTS.i?.f.:RS .,.us�`��w.:�?'.�a:`..��.i�e a��a � si as��.�`:� �:��: " ,�i;"��i� .. .;��.�.��` ,;�sa�re �" �� ` i��i �.��et<,.�.£;�'g�;�t�8.,,:�.�;?:'� �'��`�S . ....,.. �� . �`das`Za� _ v.�zY.�.;A,E �t:..,.�,� �' �'r � � E R � � �� reihei# = Ho � � � . . � �� TRANSMITTAL VIA FEDEX 360.458.8407 � DATE: MARCH 1, 2013 � TO: City of Yelm � Community Development Department 105 Yelm Ave W Yelm, WA 98597 ATTN: Gary Carlson G ` RE: McDonald's #46-0263 Yelm Building Permit Submittal � � 4 ' PROJECT NUMBER: Al2-282 � � WE ARE SENDING YOU: E f 1 Application for Building Permit Submittal 5 Sets of full sized drawings � 2 Sets of Structural Calculations 1 CD of Permit Set PDFs i i � THESE ARE TRANSMITTED: i � FOR YOUR APPROVAL ! FOR YOUR USE AND INFORMATION � AS REQUESTED XX FOR REVIEW AND COMMENT REMARKS: Attached please find 1 Application for Building Permit Submittal, 5 Sets of full sized drawings, 2 Sets of Structural Calculations & 1 CD of Permit Set PDFs for Building Permit Submittal for McDonald's 505 Yelm Ave W, Yelm. If there is any additional information needed, please let me know. Sincerely, FREIHEIT& HO ARCHITECTS, INC., P.S. Adam Gromer ��vED MAR 04 2013 CC: File (IF INFORMATION IS NOT RECElI/ED AS INDICATED,KINDL Y NOTIFY US AT ONCE.) 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Review � Professional Structural Engineering Services ; Response � � , February 27, 2013 � McDonald's Yelm, WA � DEI Project#: 13-1047 Re: Structural Review of Drive-Thru Signage McDonald's Yelm#46-0263 Dibble Engineers, Inc. (DEI)has completed its review of the Menu Board, Pre-sell Board, Customer Order Display, and Gateway Sign for the McDonald's Yelm drive-thru. These items are depicted on detail sheets DT1.1 and DT1.2. These display signs are proprietary designed and pre-manufactured units. After reviewing the manufacturer's specifications for these units, it is DEI's opinion that these displays are acceptable for installation at this project location per the details, notes, and the manufacturer's installation instructions on the sheets DT1.1 and DT1.2. � Sincerely, DIBBLE ENGINEERS, INC. 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MqR 0 4 2013 March l, 2013 BY: '1029 Market Street P: 425-826 . 4200 Kirkland, WA 98033 F : 425-827 . 6 '13 'i � � DIBBLE ENGINEERS, INC. � � � MCDONALDS YELM #46-0263 � STRUCTURAL CALCULATIONS � YELM, WA � � � ` � � TABLE OF CONTENTS � Section Number � DESIGN CRITERIA 1 � GRAVITY CALCULATIONS 2 LATERAL CALCULATIONS 3 � , �. ' , _. � �. DIBBLE ENGINEERS, INC. � � � MCDONALDS YELM #46-0263 � STRUCTURAL CALCULATIONS � YELM, WA � � I ' � � SECTION 1 � � DESIGN CRITERIA � � � � � � . , � Dibble En ineers, Inc. - Design Criteria Worksheet 9 � .1ob Name: McDonald's#46-0263 Yeim ........�........................................................................................................................................................................................................................................................................................................................................................................... Pro'ect#: 13-1047 ......................................................................................................................................................................................................................................................................................................................................._..................................._......... Location: 505 Yelm Ave.W.,Yelm,WA 98597 ............................................................................................................................................................................................................................................................................._......................................................................................................... Building Code: 2009 IBC . ..............................................................................................................................................._................................................................................................................................................................................................................................... � ... � Permitting.Authority:..................... ....... ...........Yelm,.WA � Gravitv Desian Loads: Concrete: Roof Dead Load 2o psf f c fy .............................................................................................................. Roof Live Load 3o psf Footing: s000 so ksi ................................................................................................................. ............................................................................................................. � Floor Dead Load �s psf Slab-on-grade: s000 so ksi ................................................................................................................ ........_................................................................................................ Floor Live Load �oo psf Concrete Beams: n�a n/a ksi ........................................................................................................ ..........._............................................................................................ LL Reducible? nia Elevated Slabs: nia n/a ksi ................................................................................................................. ............................................................................................................. � Partition Load nia psf Concrete Columns: nia nia ksi ...... ......... ...................................................................................................... Composite Floor.............................................................. nia psf Concrete Walls:............................................................ s000 so ksi ................................. . .......................... Piles: n/a n/a ksi � Foundation: Masonrv: f'm fy Soil Bearing Press(assumed) �soo psr Reinforced Masonry nia n/a psi ................................................................................................................. ................................................................................................... Pile Capacity n/a tons � ................................................................................................................. .................................................................................... Frost Depth �s incn Lateral Earth Pressures: Structural Steel: � Restrained................................................................................ nia pct W-shapes: ASTM A Gr n a ksi .......... ...............................................................................................—............................... Unrestrained: nia pcf Tube/Pipe: ASTM A Gr nia ksi .......................................................................................................... ...............................................................................................—............................... Passive Pressure: n�a per Bolt Type: ASTM A - nia ..Friction Coe�cient.................................................. nia Bolt Dia...._........._............_........_..._...................... ..............._............. nia inch �- Snow: Lumber : � Ground Snow Load p9 2o Item:Species&Grade Fb Fv ............................................................................................................. Importance Factor IS � 2x4: HF#2 aso iso psi ................................................................................................................. ............................................................................................................. Snow Load�ps 2s 2x6&larger 2x's: HF#2 aso �5o psi .Snow Exposure.Ce... . ... ........ . i.00 4x Beams..&.Post: ...... DF..#2. aso �ao psi ................................................................................................................. .................................................................................. . � � Thermal Factor C, �.o0 6x Beams&Post: DF#2 7so ��o psi ........................................ ......... ........................................................................................................... �Seattle,at ground level Sill Plate Grade: PT HF#2 850 15o psi � Engineered Wood Products: SWWJ ! OWWJ T.11 � .................................................................................................................................. � PSL / LSL / LVL.............................................. 290o psi ........................ ............... Glulam: 2400E-V4 zaoo psi .............................................................................................................. Sheathing (roofl �s�sz inch � Sheathin9....(floor)......_...._.�................_.............._.... zsisz inch Sheathing (walls) �si3z inch ' ' ' ' � Dibble Engineers, Inc. -Design Criteria Worksheet � Job Name: McDonald's#46-0263 Yelm .......�........................................................................................................................................................................................................................................................................................................................................................................... Pro'ect#: 13-1047 ........................................................................................................................................................................................................................................................................................................................................................................................ Location: 505 Yelm Ave.W.,Yelm,WA 98597 ........................................................................................................................................................................................................................................................................................................................................................................................ Building Code: 2009 IBC ....................................................................................................................................................................................................................................................................................................................................................................................... �, _Permitting._Authority:...................................................._Y21m,_WA � Lateral Wind: Basic Wind Speed.V(3-sec gust) as mpn � Exposure Category s .......... .............................................................................................. Importance Factor IW �.00 ................................................................................................................ Internal Pressure Coefficient GCP; — � Lateral Seismic: Site Class(Assumed) o ............................................................. SS 1.141 g ................................................................................................................. � S� 0.400 g ................................................................................................................. _Fa......................................................................................................... 1.04 I nterpolated F„ 1.60 Interpolated ................................................................................................................. � Sps 0793 ........................................................................................................ Sp� O.4Z7 ................................................................................................................. Importance Category ii Table 1604.5 _Seismic_Use_Group i Section 1616.2 � Importance Factor IE �.00 ............ ............................................................................... Cs o.�2 ............................................................................................................... Seismic Desi�n Cat: o Tabies 1616.3(1)&1616.3(2) ' .BaSIC LFR System 1-Bearing Wall System .................... � K-Light Freme Walls w/Shear Panels,Wood ........................................................................................................ _R........................................................................................................... s 1/2 S2= 3 _Ca........................................................................................................ 4 , � .Analysis..Procedure..._..._......... . ................... simpiifed , ' , ' , ' ' , � Latitude and Longitude of a Point Page 1 of 1 � � iTouchMap.00171 Maps � Country-State � Places � Google Earth � Cities � Earthquakes � Lat-Long Mobilc and UczNSOp M7ps Home»Latitude and Longitude of a Point � To find the latitude and longi e of a point Click on the map,Drag the marker,or enter the... � A ress: 505 Yelm Ave.W.,Yelm,WA 98597 �Go� �. Map Center: Get A ress-Land Plat Size-Street View-Goo I -Area Photopraohs .�..� � Try out the Gooqle Earth Pluq-in.Google Earth gives you a 3D look of the area around the center of the map, which is usually your last ciick point,and includes latitude,longitude and elevation information. � Latitude and Longitude of a Point , s . I� �°�`• �.;. � 'r t �� `� �� ` '� �� `�` �`;�,�� ., �,� `� ,�� , �' . , ,a � �,i�yV,�� . �.`�� 4 '.�;��. , � '; .� �3�, ' _ '� ��`s =r>� � � _.r� " •.<..:., ; � .� a f � .;� ��'�*�r .,Y r� �"`y, �.�' . r.� '€'" �t3�.�� s, ^��' "r� a.�` '�.�s; �, , " -., ._� ' , _. ,� ,,,�„ :. �,`��; ' s y,, 1 „� �` ��_�; � �• ` `�,� �,� ;�, j� � � -� l��r `,� . � '< .`� .e�� ' J~ � R' � � ��" •� �c . �. ' .. . . _ , �; 6 . �-' ' �, � � ;;. ',�: � �A' ; � �`st �� '� . "' , , � �� i" �'� ,�`; � � �� -, . �*�,� : � �: `�r.Y, �� .�, � �� ..4 �r4�� •�,�`'�� ,'"',�, _n� ..�„ ��M1�� _ � �.� � .. . - ,. . :. �- ' Note:Right click on a blue marker to remove it Show Point from Latitude and Longitude j Clear/Reset All Markers � i Center Red Marker �� Use this if you know the latitude and longitude coordinates of - � a point and want to see where on the map the point is. � Use:'�'for N Lat or E Long �for S Lat or W Long. Get the Latitude and Longitude of a Point Example:+ao.689060 -7a.o4a636 Note:Your entry should not have any embedded spaces. When you click on the map,move the marker or enter an � address the latitude and Iongitude coordinates of the point Decimal Deg.Latitude: are inserted in the boxes below. Decimal Deg.Longitude: Latitude: 46.944590 j Show Point ,j �� _ --.. _ _� Longitude: -122 612406 Example:+34 40 50.12 for 34N 40'50.12" Degrees Minutes Seconds Degrees Minutes Seconds Latitude: ��___.. __._�._.__ __ _ � ----- ------_ ------- — Latitude: 46 56 40.5234 Longitude: _----- --------- ---- ...--- j Show Point ' Longitude: -122 36 44.661 _� � ------------------------------------------------------------------------------------------------------------------------------------------------- �iTouchMap.com 2007-2012 '�. , � htt ://itouchma .com/latlon .html 2/26/2013 P P g � � Conterminous 48 States 2003 NEHRP Seismic Design Provisions � Latitude = 46.94459 Longitude = -122.61240600000001 Spectral Response Accelerations Ss and S1 � Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing � Period Sa (sec) (g) � 0.2 1.141 (Ss, Site Class B) 1.0 0.400 (S1, Site Class B) � Conterminous 48 States � 2003 NEHRP Seismic Design Provisions Latitude = 46.94459 � Longitude = -122.61240600000001 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = Fv x S1 � Site Class D - Fa = 1.043 ,Fv = 1.6 Period Sa � (sec) (g) 0.2 1.190 (SMs, Site Class D) � 1.0 0.640 (SM1, Site Class D) �� Conterminous 48 States 2003 NEHRP Seismic Design Provisions � Latitude = 46.94459 Longitude = -122.61240600000001 Design Spectral Response Accelerations SDs and SD1 � SDs = 2/3xSMsandSD1 = 2/3xSM1 Site Class D - Fa = 1.043 ,Fv = 1.6 � Period Sa (sec) (g) � 0.2 0.794 (SDs, Site Class D) 1.0 0.427 (SD1, Site Class D) � � __ � � DIBBLE ENGINEERS, INC. � � � MCDONALDS YELM #46-0263 � STRUCTURAL CALCULATIONS � YELM, WA � � ��-- � � SECTION 2 � �� GRAVITY CALCULATIONS � � � � ` � � DIBBLE ENGINEERS, INC. 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Project Title: 1029 Market Street Engineer: Prolect ID: Kirkland WA,98033 Project Descr: � Printed:26 FEB 2013,12:18PM � Steel Bea m File=j:12013 Projects113-1047 McD#46-0263 Yelm WA1Calculations\13-1047.ec6 � ENERCALC,INC.1983-2012,Build:6.12.11.30,Ver:6.12.11.30 �.�i. � � : Description: BM1(L=15.08') CODE REFERENCES � Calculations per AISC 360-05, IBC 2009, CBC 2010,ASCE 7-05 Load Combination Set: IBC 2009 Material Properties � Analysis Methotl: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing; Beam is Fully Bracetl against lateral-torsional buckling E:Modulus; 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination�BC 2009 . -__ __ _._ __ __... . D(1.81) S(2.72) i D(0.07) S(0.105) � � � . � � Span = 15.080 ft W10x17 � Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weiqht calculated and added to loads Uniform Load: D=0.070, S=0.1050 k/ft, Tributary Width=1.0 ft Point Load: D=1.810, S=2.720 k(�3.830 ft � DESIGN SUMMARY �' � • -- -- ------ -___ _---- ---.. _- _ __ -- _ -----_-_- _..------- ; Maximum Bending Stress Ratio = 0.366: 1 Maximum Shear Stress Ratio= 0.100 : 1 � Section used for this span W10x17 Section used for this span W10x17 Ma:Applied 17.073 k-ft Va:Applied 4.827 k � Mn/Omega:Allowable 46.657 k-ft Vn/Omega:Allowable 48.480 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 3,845ft Location of maximum on span 0.000 ft � Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection i Max Downward L+Lr+S Deflection 0.152 in Ratio= 1,188 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 ; � Max Downward Total Defiection 0262 in Ratio- 691 ' Max Upward Total Deflection 0.000 in Ratio= 0 <240 __ ___ ___ __ ----- ___-- __ ___ _ _ _ _ � _ __-__ __.. ___ Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values � Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn.L= 15.08 ft 1 0.151 0.041 7.04 7.04 77.92 46.66 1.00 1.00 2.01 72.72 48.48 � +D+L+H Dsgn.L= 15.08 ft 1 0.151 0.041 7.04 7.04 77.92 46.66 1.00 1.00 2.01 72.72 48.48 +D+Lr+H Dsgn.L= 15.08 ft 1 0.151 0.041 7.04 7.04 77.92 46.66 1.00 1.00 2.01 72.72 48,48 +p+S+H � Dsgn.L= 15.08 ft 1 0.366 0.100 17.07 17.07 77.92 46.66 1.00 1.00 4.83 72.72 48.48 +D+0.750Lr+0.750L+H Dsgn.L= 15.08 ft 1 0.151 0.041 7.04 7.04 77.92 46.66 1.00 1.00 2.01 72.72 48.48 +D+0.750L+0.750S+H � Dsgn.L= 15.08 ft 1 0.312 0.085 14.57 14.57 77.92 46.66 1.00 1.00 4.12 72.72 48.48 +p+W+H Dsgn.L= 15.08 ft 1 0.151 0.041 7.04 7.04 77.92 46.66 1.00 1.00 2.01 72.72 48.48 +D+070E+H Dsgn.L= 15.08 ft 1 0.151 0.041 7.04 7.04 77.92 46.66 1.00 1.00 2.01 72.72 48.48 � +D+0.750Lr+0.750L+0.750W+H Dsgn.L= 15.08 ft 1 0.151 0.041 7.04 7.04 77.92 46.66 1.00 1.00 2.01 72.72 48.48 +D+0.750L+0.750S+0.750W+H Dsgn.L= 15.08 ft 1 0.312 0.085 14.57 14.57 77.92 46.66 1.00 1.00 4.12 72.72 48.48 � +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 15.08 ft 1 0.151 0.041 7.04 7.04 77.92 46.66 1.00 1.00 2.01 72.72 48.48 +D+0.750 L+0.750S+0.5250 E+H � Dibble Engineers,Inc. Project Title: 1029 Market Street Engineer: Project ID: Kirkland WA,98033 Project Descr: � Printed:26 FEB 2013,12:18PM � Stee I Beam File=j:12013 Projects113-1047 McD#46-0263 Yelm WAICalculations113-1047.ec6 ENERCALC,INC.1983-2012,Build:6.12.11.30,Ver:6.12.11.30 � • i.��. � � : - Description: BM1(L=15.08') Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values � Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOmega Dsgn.L= 15.08 ft 1 0.312 0.085 14.57 14.57 77.92 46.66 1.00 1.00 4.12 72.72 48.48 +0.60D+W+H Dsgn.L= 15.08 ft 1 0.091 0.025 4.23 4.23 77.92 46.66 1.00 1.00 1.20 72.72 48.48 � +0.60D+0.70E+H Dsgn.L= 15.08 ft 1 0.091 0.025 4.23 4.23 77.92 46.66 1.00 1.00 1.20 72.72 48.48 Overall Maximum Deflections•Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span � D+S 1 0.2620 7.012 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination SuppoR 1 Support 2 � Overall MAXimum 4.827 2.598 D Only 2.006 1.116 S Only 2.821 1.483 D+S 4.827 2.598 � v 13 � � 9 E E 4 � BEAM---» 1.43 2,94 4.45 5.96 7.46 8.97 10.48 11.99 13.50 15.00 Distante(ft) D O�ly ■+D+L+H ■+D+L�+M ■+D+S+H ■+D+D.750L�+D.756L+H ■+D+D.756L+0.75DS+H +D+W+H ■+D+�.76E+M ■+D+�.75�L�+�.7501+6.75�W+H ■+D+0.7SDL+O.TSDS+U.TSOW+H ■+D+�.TSOL�+D.TS�L+0.525�E+M�+D+U.75DL+�.7SD5+0.5250E+ +D.bOD+W+H ■+6.bOD+0.70E+H � 4.9 3.0 � � 1.1 t BEAM---» ui •0,8 i� -2.7 1.43 2.94 4.45 5.46 7.46 8.97 10.48 11.99 13.50 15.00 Distance(ft) � � DO•ly ■+D+L1M ■+D+L�+H ■+D+S+H ■+D+D.750L�+O.TSOL+H ■+D+O.75DL+D.7S65+M +D+W+H ■+D+0.76E+H ■+D+0.75DL�+0.75DL+0.]SOW+M ■+D+U.7S�L+�.75D5+0.7S6LV+H ■+D+D.7SDL�+D.7S�L+D.5256E+H�+D+0.75DL+0.]SUS+D.525DE+ +D.bPD+W+H ■+6.66D+D.70E+H BEAM�--» � -0.07 c -0.13 d � � -0.20 -0.27 136 2.79 4.22 5.66 7.09 6,52 9,95 11,39 12.82 14.25 � Distance(Ft) ■DO•ly�SO+Iy�D+S � � ' '�' Dibble En ineers Inc. Pro'ect Title: 9 � 1 1029 Market Street Engineer: Prolect ID: Kirkland WA,98033 Project Descr: � Printed:26 FEB 2013,12:20PM Steel Beam File=j:\2013 Projects113-1047 McD#46-0263 Yelm WA1Calculations113-1047.ec6 ENERCALC,INC.1983-2012,Build:6.12.11.30,Ver:6.12.11.30 � � �.��. � -- � : Description: BM2(L=32.92') CODE REFERENCES � Calculations per AISC 360-05, IBC 2009, CBC 2010,ASCE 7-05 Load Combination Set: IBC 2009 Material Properties � Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination�BC 2009 � � i D(3) S(4.49) D(3.13) S(4.7) � D(0.07) S(0.105) � � '� _ _ _ _ . _ _ + i Span = 32.920 ft � W24x94 � � Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weiqht calculated and added to loads Uniform Load: D=0.070, S=0.1050 k/ft, Tributary Width=1.0 ft Point Loatl: D=3.0, S=4.490 k(a�9.50 ft � Point Load: D=3.130, S=4.70 k a(�,23.420 ft DESIGN SUMMARY �- • � ---- - ------ _-_- __ _- ___ ----_.. _----- __...__. Maximum Bending Stress Ratio = 0.172: 1 Maximum Shear Stress Ratio= 0.049 : 1 ' Section used for this span W24x94 Section used for this span W24x94 � ! Ma:Applied 109.267 k-ft Va:Applied 12.164 k i Mn/Omega:Allowable 633.733 k-ft Vn/Omega:Allowable 250290 k Load Combination +D+S+H Loatl Combination +D+S+H � Location of maximum on span 16.789ft Location of maximum on span 32.920 ft � Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.153 in Ratio= 2,5$7 �� Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 !'!� � Max Downward Total Deflection 0.287 in Ratio= 1379 i Max Upward Total Deflection 0.000 in Ratio= 0 <240 ____ ____ - -...---_ --- --- _ _ _ _ --__ _..... __ --_ _. ._ _ _� � Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega D Only � Dsgn.L= 32.92 ft 1 0.081 0.023 51.38 51.38 1,058.33 633.73 1.00 1.00 5.80 375.44 250.29 +p+�+H Dsgn.L= 32.92 ft 1 0.081 0.023 51.38 51.38 1,058.33 633.73 1.00 1.00 5.80 375.44 250.29 +D+Lr+H Dsgn.L= 32.92 ft 1 0.081 0.023 51.38 51.38 1,058.33 633.73 1.00 1.00 5.80 375.44 250.29 � +p+$+H Dsgn.L= 32.92 ft 1 0.172 0.049 109.27 109.27 1,058.33 633.73 1.00 1.00 12.16 375.44 250.29 +D+0.750Lr+0.750L+H Dsgn.L= 32.92 ft 1 0.081 0.023 51.38 51.38 1,058.33 633.73 1.00 1.00 5.80 375.44 250.29 � +D-tU.750L+0.750S+H Dsgn.L= 32.92 ft 1 0.150 0.042 94.79 94.79 1,058.33 633.73 1.00 1.00 10.57 375.44 250.29 +p+W+H , Dsgn.L= 32.92 ft 1 0.081 0.023 51.38 51.38 1,058.33 63373 1.00 1.00 5.50 375.44 250.29 +D+0.70E+H � Dsgn.L= 32.92 ft 1 0.081 0.023 51.38 51.38 1,058.33 633.73 1.00 1.00 5.80 375.44 250.29 +D+0.750Lr+0.750L+0.750W+H Dsgn.L= 32.92 ft 1 0.081 0.023 51.38 51.38 1,058.33 633.73 1.00 1.00 5.80 375.44 250.29 +D+0.750L+0.750S+0.750W+H � Dsgn.L= 32.92 ft 1 0.150 0.042 94.79 94.79 1,058.33 633.73 1.00 1.00 10.57 375.44 250.29 +D+0.750Lr�0.750L+0.5250 E+H Dsgn.L= 32.92 ft 1 0.081 0.023 51.38 51.38 1,058.33 633.73 1.00 1.00 5.80 375.44 250.29 � Dibbie Engineers,inc. Project Title: 1029 Market Street Engineer: Prolect ID: Kirkland WA,98033 Project Descr: � Pnnted:26 FEB 2013,12:20PM � Steei Beam File=j:12013ProjectsN3-1047McD#46-0263YeImWAlCalculations113-1047.ec6 ENERCALC,INC.1983-2012,Build:6.12.11.30,Ver:6.12.11.30 • �.��. � - � : Description: BM2(L=32.92') Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values � Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+a.750L+0.750S+0.5250E+H Dsgn.L= 32.92ft 1 0.150 0.042 94.79 94.79 1,058.33 633.73 1.00 1,00 10.57 375.44 250.29 +0.60D+W+H � Dsgn.L= 32.92 ft 1 0.049 0.014 30.83 30.83 1,058.33 633.73 1.00 1.00 3.48 375.44 250.29 +0.60D+OJOE+H Dsgn.L= 32.92 ft 1 0.049 0.014 30.83 30.83 1,058.33 633.73 1.00 1.00 3.48 375.44 250.29 Overall Maximum Deflections-Unfactored Loads � Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+S 1 0.2866 16.625 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS � Load Combination Support 1 Support 2 Overall MAXimum 12.021 12.164 D Only 5.742 5.797 S Only 6.279 6.368 � D+S 12.021 12.164 iii � � sa � 56 c E 0 � � 28 BEAM---a a 3.13 6.42 9.71 13.U0 1630 19.59 22.58 26.17 29.46 32.76 Distan�e(ft) � D O�ly ■+D+L+H ■+D+L�+H ■+D+S+M ■+D+D.7S�L�+0.750L+H ■+D+�.7SOL+D.7SDS+H +D+W+H ■+D+0.70E+M ■+D+D.756t�+D.T5DL+0.750W+H ■+D+6.75DL+D.75DS+D.750W+H ■+D+D.75DL�+�.75UL+0.525UE+H�+D+6.75G1+D.75�5+0.525�E+ +U.60D+WtH ■+D.60D+D.7QE+H 12 j� 6 � BEAM---» 'm d L !� N •6 -12 3,13 6.42 9.i1 13.00 1630 19.59 22.88 26.17 29.46 32.76 � Distance(ft} FD O•ly ■+D+L+X ■+D+L�+H ■+D+S+H ■+D+D.75DL�+D.756L+F1 ■tD+D.75DL+D.75DS+M +D+W+H ■+D+D.70E+H ■+D+D.75DL�+D.75DL+D.750W+H ■+D+U.�SDL+0.7505+D.750W+H ■+D+D.7S6L�+D.75DL+0.525DE+H�+D+D.75UL+0.7SOS+D.5250E+ r+D.6DD+W+M ■+O.6�D+�.7DE+H BEAM---s> � -D.07 c -0,15 � � -0,22 � -0,29 2.96 6.09 9.22 1235 15.47 18.60 21.73 24.85 27.98 31.11 Distance(ft) ■DO•ry�SO•ly�D+S � ' ' � � Project No. Sheet No. DIBBLE ENGINEERS, INC. � Project Date Subject By � l3n'1 3 ,G =- ! ?. z� ' I'� P �o.zs I � cv, �,,� '� �2� r /L i3 �l �J. Z5i .� q, S ) �,�, ZO� � GU� _ �z�a -�3� z ,�'� � = 5 I� � /3�� /!�Z = �ZU -�,�U J � 2 �J = l�� -� ( ��) � p=-- �-��.y�) -� 15.y,�,Z�� fy z��.��7. �6� � � s �l u � �� _ y. �js.y� ('�a.os) �!'..��.��..�.`.� ..�.. � � .ti �i3 z S/jsE i �//.�/J � � � f � ' t'� I Z/ �� , � ' ' � � �,,I, ,II, � � Dibble Engineers,Inc. Project Title: 1029 Market Street Engineer: Prolect ID: Kirkland WA,98033 Project Descr: I � Printed:26 FEB 2013,12:21 PM � Steel Beam File=j:12013 Projects113-1047 McD#46-0263 Yelm WAICalculations113-1047.ec6 � 1•,,' ' ENERCALC,INC.1983-2012,Build:6.12.11.30,Ver:6.12.11.30 - � -- Description: BM3(L=17.25') CODE REFERENCES � Calculations per AISC 360-05, IBC 2009, CBC 2010,ASCE 7-05 Load Combination Set: IBC 2009 Material Properties �i � Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending � Load Combination�BC 2009 D(6.52)S(7.76) D 0.04 S 0.06 I D 0208 S 0.311 + � � i . � . . , I � Span= 17.250 ft W21 x48 --- ___ ..._ -- � Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weiqht calculatetl and added to loads Load for Span Number 1 Uniform Load: D=0.2080, S=0.3110 k/ft,Extent=0.0--»10.250 ft, Tributary Width=1.0 ft � Point Load: D=6.520, S=7.760 k(�10.250 ft Uniform Loatl: D=0.040, S=0.060 k/ft,Extent=10.250-»17.250 ft, Tributary Witlth=1.0 ft DESIGN SUMMARY �• • • ------._ ----- - - - _ ---___ _- --__ _--- ---- _ _ __------____ -- ----- ; Maximum Bending Stress Ratio = 0.278: 1 Maximum Shear Stress Ratio= 0.077 : 1 j Section used for this span W21 x48 Section used for this span W21 x48 Ma:Applied 73.500 k-ft Va:Applied 11.038 k Mn/Omega :Ailowable 264.771 k-ft Vn/Omega:Allowable 144.20 k � Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 10.264ft Location of maximum on span 17.250 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection ' Max Downward L+Lr+S Deflection 0.066 in Ratio= 3,159 � � Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 IMax Downward Total Deflection 0.121 in Ratio= 1707 � Max Upward Total Deflection 0.000 in Ratio= 0<240 _ ____ ---- ------ ------ __-_ __ __- - -- _ . __ ___ ---- --__ __ _ __ _ --- � Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega III� D Only Dsgn.L= 17.25 ft 1 0.128 0.036 33.80 33.80 442.17 264.77 1.00 1.00 5.14 216.30 144.20 +p+�+H Dsgn.L= 17.25 ft 1 0.128 0.036 33.80 33.80 442.17 264.77 1.00 1.00 5.14 216.30 144.20 +D+Lr+H '� Dsgn.L= 17.25 ft 1 0,128 0.036 33.80 33.80 442.17 264.77 1.00 1.00 5.14 216.30 144.20 +p+S+H Dsgn.L= 17.25 ft 1 0.278 0.077 73.50 73.50 442.17 264.77 1.00 1.00 11.04 216.30 144.20 +D+0.750Lr+0.750L+H il� Dsgn.L= 1725 ft 1 0.128 0.036 33.80 33.80 442.17 264.77 1.00 1.00 5.14 216.30 144.20 +D+0.750L+0.750S+H Dsgn.L= 17.25 ft 1 0.240 0.066 63.57 63.57 442.17 264.77 1.00 1.00 9.56 216.30 144.20 +D+W+H Dsgn.L= 17.25 ft 1 0.128 0.036 33.80 33.80 442.17 264.77 1.00 1.00 5.14 216.30 144.20 I'�� +D+0.70E+H Dsgn.L= 17.25 ft 1 0.128 0.036 33.80 33.80 442.17 264.77 1.00 1.00 5.14 216.30 144.20 +D+0.750Lr+0.750L+0.750W+H Dsgn.L= 17.25 ft 1 0.128 0.036 33.80 33.80 442.17 264.77 1.00 1.00 5.14 216.30 144.20 �I� +D+0750L+0750S+0750W+H Dsgn.L= 17.25 ft 1 0.240 0.066 63.57 63.57 442.17 264.77 1.00 1.00 9.56 216.30 144.20 +D+0.750Lr+0.750L+0.5250E++i li � Dibble Engineers,Inc. . Project Title: �� 1029 Market Street Engineer: Proiect ID: Kirkland WA,98033 Project Descr: i� Printed:26 FEB 2013,12:21 PM � Steel Beam File=j:12013Projects113-1047McD#46-0263YeImWAlCalculations113-1047.ec6 i� ENERCALC,INC.1983-2012,Build:6.12.t 1.30,Ver.6.12.11.30 �.��. � � c Description: BM3(L=17.25') Load Combination Max Stress Ratios Summary of Moment Vaiues Summary of Shear Values � Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn.L= 17.25 ft 1 0.128 0.036 33.80 33.80 442.17 264.77 1.00 1.00 5.14 216.30 144.20 +D+0.750L+0.750S+0.5250E+H • � Dsgn.L= 17.25 ft 1 0.240 0.066 63.57 63.57 442.17 264.77 1.00 1.00 9.56 216.30 144.20 +O.60D+W+H Dsgn.L= 17.25 ft 1 0.077 0.021 20.28 20.28 442.17 264.77 1.00 1.00 3.09 216.30 144.20 +0.60D+0.70E+H Dsgn.L= 17.25 ft 1 0.077 0.021 20.28 20.28 442.17 264.77 1.00 1.00 3.09 216.30 144.20 � Overail Maximum Deflections•Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+S 1 0.1213 8.970 0.0000 0.000 �i� Vertical Reactions•Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 10.090 11.038 � D Only 4.615 5.145 . S Only 5.475 5.893 D+S 10.090 11.038 �s � % � 37 II� � E � 19 BEAM---» � 1.64 336 5.09 6,81 6.54 10,26 11.99 13.71 15,44 17.16 Distance(ft) D O•ly ■+D+L+H ■+D+Li+H ■+D+S+H ■+D+D.75DL�+D.756L+H ■+D+0.T50�+0.7S�S+H +�+W+H ■+D+�.T�E+H ■+D+0.75�L�+6.75UL+0.750W+H ■+D+D.7S6L+D.7565+G.75DW+H ■+D+D.75�t�+0.7SOL+�.52SDE+H�+D+0.750L+0.75DS+D.52S6E+ +D.6�D+W+H ■+O.6�D+0.7�E+H 10 � 5 � BEAPn---» � d � -6 I� 11 1.64 336 5.09 6.61 8.54 10.26 11.99 13.71 15.44 17,16 Distance(ft) D O•ly ■+D+I+H ■+D+L�+H ■+D+S+M ■+D+D.75�L�+�.TSOL+N ■+D+6.TSOL+�.TSUS+H +D+W+H ■+D+�.76E+F1 ■+D+�.TSDL�+D.]SDL+D.75DW+H ■+D+D.75UL+�.TS�S+C.75�W+X ■+D+D.75DL�+O.TSOL+D.525UE+H�+D+O.TSDL+0.75DS+D.5250E+ +U.6DD+W+M ■+0.66D+�.7DE+H � I� eeaM---» •0.03 I� v •0.06 � -0,09 I� -0.12 1.55 3.19 4.83 6.47 8.13 9.75 1139 13.02 14,66 1630 Distance(ft) ■DO•ly�SO•ly�D+5 IIIII� � � Project No: Sheet No: DIBBLE ENGINEERS, INC. 13-1047 G � Project Date McD's Yelm 2/2013 Subject By � Gravity TSC ❑ Simple span,uniform load �� 3 /�� r s� ❑ Simple span,point load at centerline Member: t�G-�v`6vn� � �Gp ❑ Other a,��t�JJ p��vr��- �Moas- I,. Z 7 FT � Trib: �Z FT FTZ (��/'�—F ��Z/ � �,' .��'C�� PLF � L y�3�OC�1 M: � #� K� K�� # K V: � � � ----�-.___.._..__„ ...,..m._ ....._... ..._ Use: VV � YV �� K�� L MA; � #� x� K�� DOL: 1.0 1.15 � R1= �cU Y # ,I� R2=� #:K VA: � # K TYP HANGER❑ TYP HANGER❑ TYP POST❑ TYP POST❑ � ❑ Simple span,uniform load '�� Member: /�Q�-�r1 C,..-- ��`� �C�i�'(r 4»✓f R!'/.{�'S�y.�' � Simple span,point load at centerline ❑ Other L: j ,S FT �.�, �G��;,t,7� � tG?l�?� -� l D� �1�51 = 3 �'S '�^ (/p�� Trib: FT FTz � � W: � PLF � M. � #� K� K�� V: � # K II� � , _ , Use: G�l� �7 �� 2�l s L [ MA� � #' K' K" DOL: 1.0 1.15 � R1= ?-p #� R2= �� #(� VA� � # K TYP HANGER❑ TYP HANGER❑ TYP POST❑ TYP POST❑ � Dibble Engineers,Inc. Project Title: 1029 Market Street Engineer: Prolect ID: Kirkland WA,98033 Project Descr: I � Printed:26 FEB 2013,1221 PM �Stee� Beam File=j:12013Projects113-1047McD#46-0263YeImWAlCalculations113-1047.ec6 � ',„• , ENERCALC,INC.1983-201,,Build:6.12.11.30,Ver:6.12.11.30 DeSCription: Beam between(E)cust.Service&(N)Dining Area � CODE REFERENCES Calculations per AISC 360-05, IBC 2009, CBC 2010,ASCE 7-05 Load Combination Set: IBC 2009 Material Properties �I � Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending � Load Combination �BC 2009 , __ __.._. ._._ ----. _ _ __ _____ _ __- ----- I __ _ _ __ D(0.24) Lr(0.36) S(0.3) � � ♦ _ ♦ � _ � i Span = 27.0 ft W21 x55 I� Applied Loads Service loads entered.Load Factors wiil be applied for calculations. Beam self weiqht calculated and added to loads Uniform Load: D=0.240, Lr=0.360, S=0.30 k/ft, Tributary Width=1.0 ft � DESIGN SUMMARY � � • ' - - ---- ----------- __.._ _._____---- -.__.. __------ - _._....__ _.----- ; Maximum Bending Stress Ratio = 0.190: 1 Maximum Shear Stress Ratio= 0.057 : 1 Section used forthis span W21x55 Section used for this span W21x55 Ma:Applied 59.700 k-ft Va:Applied 8.844 k Mn/Omega:Allowable 314.371 k-ft Vn/Omega:Allowable 156.0 k '� � Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span 13.500ft 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 0.131 in Ratio= 2,468 i Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 i Max Downward Total Deflection 0.348 in Ratio= 930 , Max Upward Total Deflection 0 000 in Ratio= 0 <240 _ '----------- ---- -- -- -....------ -._..----- Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values I� Segment Length Span# M V Mmax+ Mma�c- Ma-Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega D Only Dsgn.L= 27.00 ft 1 0.086 0.026 26.90 26.90 525.00 314.37 1.00 1.00 3.98 234.00 156.00 +D+L+H I� Dsgn.L= 27.00 ft 1 0.086 0.026 26.90 26.90 525.00 314.37 1.00 1.00 3.98 234.00 156.00 +D+Lr+H Dsgn.L= 27.00 ft 1 0.190 0.057 59.70 59.70 525.00 314.37 1.00 1.00 8.84 234.00 156.00 +p+g+H Dsgn.L= 27.00 ft 1 0.173 0.052 54.23 54.23 525.00 314.37 1.00 1.00 8.03 234.00 156.00 �I� +D+0750Lr+0.750L+H Dsgn.L= 27.00 ft 1 0.164 0.049 51.50 51.50 525.00 314.37 1.00 1.00 7.63 234.00 156.00 +D+0.750L+0.750S+H Dsgn.L= 27.00 ft 1 0.151 0.045 47.40 47.40 525.00 314.37 1.00 1.00 7.02 234.00 156.00 � +D+W+H Dsgn.L= 27.00 ft 1 0.086 0.026 26.90 26.90 525.00 314.37 1.00 1.00 3.98 234.00 156.00 +D+0.70E+H , Dsgn.L= 27.00 ft 1 0.086 0.026 26.90 26.90 525.00 314.37 1.00 1.00 3.98 234.00 156.00 +D+0.750Lr+0750L+0750W+H ,� Dsgn.L= 27.00 ft 1 0.164 0.049 51.50 51.50 525.00 314.37 1.00 1.00 7.63 234.00 156.00 +D+0.750L+0.750S+0.750W+H Dsgn.L= 27.00 ft 1 0.151 0.045 47.40 47.40 525.00 314.37 1.00 1.00 7.02 234.00 156.00 +D+0.750 L r+0.750 L+0.52 50 E+H Dsgn.L= 27.00 ft 1 0.164 0.049 51.50 51.50 525.00 314.37 1.00 1.00 7.63 234.00 156.00 I� +D+0.750L+0.750S+0.5250E+H Dsgn.L= 27.00 ft 1 0.151 0.045 47.40 47.40 525.00 314.37 1.00 1.00 7.02 234.00 156.00 I Dibble Engineers,Inc. Project Title: 1029 Market Street En�ineer: Prolect ID: Kirkland WA 98033 Pro�ect Descr: � � Printed:26 FEB 2013,1221 PM � Steel Beam File=j:12013Projecls113-1047McD#46-0263YeImWAlCalculations113-1047.ec6 ENERCALC,INC.1963-2012,Build:6.12.11.30,Ver:6.12.11.30 � • �.��. � - � : Description: Beam between(E)cust.Service&(N)Dining Area Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx MnxlOmega Cb Rm Va Max Vnx Vn�Omega +0.60D+W+H Dsgn.L= 27.00 ft 1 0.051 0.015 16.14 16.14 525.00 314.37 1.00 1.00 2.39 234.00 156.00 +0.60D+0.70E+H � Dsgn.L= 27.00 ft 1 0.051 0.015 16.14 16.14 525.00 314.37 1.00 1.00 2.39 234.00 156.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span � D+Lr+S 1 0.3482 13.635 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 � Overall MAXimum 12.894 12.894 D Only 3.984 3.984 Lr Only 4.860 4.860 S Only 4.050 4.050 Lr+S 8.910 8.910 � D+Lr 8.844 8.844 D+S 8.034 8.034 D+Lr+S 12.894 12.894 � 61 46 � 30 � � E � IS � BEAM---» 2.57 5,27 7.97 10.67 1337 16.OI 18.77 21.47 24.17 26.87 Distan�e{ft) D O•ly ■+D+L+H ■+D+L�+H ■+D+S+H ■+D+0.7SOL�+6.75DL+H ■+D+U.7SOL+U.750S+H +D+W+H ■tD+D.7DE+H ■+D+0.75DL�+0.7S�L+D.750W+H ■+D+D.75DL+D.75D5+0.7SDW+H ■+D+D.75DL�+O.TSDL+0.525DE+X�+D+D.TSDL+D.TSDS+D.525DE+ +D.6DD+W+M ■+0.6�D+0.7DE+H II� 9 S � u BEAM---» d N •$ � -9 2.57 5.27 7.97 10.67 1337 16.07 16J7 21.47 24.17 26.87 Distance(ft) D O•ly ■+D+L+H ■+D+L�+H ■+D+S+H ■+D+D.7SDL�+D.75DL+M ■+D+D.750L+6.ISDS+M +D+W+N ■+D+D.7�E+H ■+D+�.750L�+U.7SDL+0.75UW+H ■+D+D.75DL+6.7505+U.750W+H ■+D+0.750L�+D.75UL+D.525DE+X�+D+0.7501+0.75DS+�.S25DE+ � +6.6DD+W+M ■+0.6DD+6.7DE+M BEAM---» -O,P9 ��il� = -0.18 � -o.v ��III� .036 � 2.43 5.00 7.56 10.13 12.69 15.26 17.82 20.39 22.95 25.52 Distance(Ft} I� ■DO•ly�l�O�ly�SO�Iy�1�+5�D+L��D+5�D+L�+S II� �*'" Dibble En ineers Inc. Pro'ect Title: 9 1 1029 Market Street Engineer: Proiect ID: Kirkland WA,98033 Project Descr: � Printed:26 FEB 2013,12:21PM � Wood Beam File=j:12013Projects113-1047McD#46-0263YeImWA\Calculations113-1047.ec6 ENERCALC,INC.1983-2012,Build:6.12.11.30,Ver:6.12.11.30 I� �.�i. � � : DeSCription: Beam @ new dining room window ' CODE REFERENCES � Calculations per NDS 2005, IBC 2009, CBC 2010,ASCE 7-05 Load Combination Set: IBC 2009 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticify ,� Load Combination i BC 2009 Fb-Compr 1,450.0 psi Ebend-xx 1,700.0 ksi Fc-Prll 1,000.0 psi Eminbend-xx 880.0 ksi Wood Species : SP/SP Fc-Perp 650.0 psi Ebend-yy 1,300.0 ksi I� Wootl Grade :24F-V4 Fv 210.0 psi Eminbend-yy 670.0 ksi Ft 875.0 psi Density 35.440 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling I��" ' D 0.195 Lr 0.15 S 0.125 � � i i . ; � ; ,� ' I � � 5.125x15 Span = 16.50 ft '� Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.1950, Lr=0.150, S=0.1250, Tributary Width=1.0 ft � DESIGN SUMMARY �-� • � �� ;Maximum Bending Stress Ratio = 0.261: 1 Maximum Shear Stress Ratio = 0.193 : 1 ! Section used for this span 5.125x15 Section used for this span 5.125x15 � fb:Actual = 720.16psi fv:Actual = 46.59 psi � � � FB:Allowable = 2,760.00psi Fv:Allowable = 241.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 8.250ft Location of maximum on span = O.00Oft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 ; Maximum Deflection ' Max Downward L+Lr+S Deflection 0.103 in Ratio= 1928 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 � Max Downward Total Deflection 0.335 in Ratio= 591 I,,� � Max Upward Total Deflection 0.000 in Ratio= 0<240 I �� '--- ---_ - ----_------- ---- --------- - ---__._ .._--- ---- - ----------.- -- ------- Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values � Segment Length Span# M V �d �FN C i C� C m C t C� M fb F'b V fv F'u D Only 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.210 0.156 0.90 1.00 1.00 1.00 1.00 1.00 1.00 7.28 454.55 2160.00 1.51 29.41 189.00 +p+�+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 7 0.189 0.140 1.00 1.00 1.00 1.00 1.00 1.00 1.00 7.28 454.55 2400.00 1.51 29.41 210.00 � +D+Lr+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.258 0.191 1.25 1.00 1.00 1.00 1.00 1.00 1.00 12.38 773.29 3000.00 2.56 50.03 262.50 +D+S+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.261 0.193 1.15 1.00 1.00 1.00 1.00 1.00 1.00 11.53 720.16 2760.00 2.39 46.59 241.50 '� +D+0.750Lr+0.750L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.231 0.171 1.25 1.00 1.00 1.00 1.00 1.00 1.00 11.11 693.60 3000.00 2.30 44.87 262.50 +D+0.750L+0.750S+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 � ', � Dibble Engineers,Inc. Project Title: 1029 Market Street Engineer: Prolect ID: Kirkland WA,98033 Project Descr: � Printed:26 FEB 2013,12:21 PM I WOOC� B@alll File=j:12013 ProjectsN3-1047 McD#46-0263 Yelm WA1Calculations113-1047.ec6 � ENERCALC,INC.1983-2012,Build:6.12.11.30,Ver:6.12.11.30 �.i�. i � : Description: Beam @ new dining room window I� Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V �d �FN �i �r �m � t �� M fb F'b V fv F'v Length=16.50 ft 1 0.237 0.175 1.15 1.00 1.00 1.00 1.00 1.00 1.00 10.47 653.76 2760.00 2.17 42.30 241.50 +p+W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 � Length=16.50 ft 1 0.118 0.088 1.60 1.00 1.00 1.00 1.00 1.00 1.00 7.28 454.55 3840.00 1.51 29.41 336.00 +D+0.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.118 0.088 1.60 1.00 1.00 1.00 1.00 1.00 1.00 7,28 454.55 3840.00 1.51 29.41 336.00 +D+0.750Lr+0.750L+0.750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 � Length=16.50 ft 1 0.181 0.134 1.60 1.00 1.00 1.00 1.00 1.00 1.00 11.11 693.60 3840.00 2.30 44.87 336.00 +D+0.750L+0.750S+0.750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.170 0.126 1.60 1.00 1.00 1.00 1.00 1.00 1.00 10.47 653.76 3840.00 2.17 42.30 336.00 +D+0.750Lr+0.750L+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.181 0.134 1.60 1.00 1.00 1.00 1.00 1.00 1.00 11.11 693.60 3840.00 2.30 44.87 336.00 � +D+0.750L+0.750S+0.5250E+H 1.00 1.00 7.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.170 0,126 1.60 1.00 1.00 1.00 1.00 1.00 1.00 10.47 653.76 3840.00 2.17 42.30 336.00 +0.60D+W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.077 0.053 1.60 1.00 1.00 1.00 1.00 1.00 1.00 4.37 272.73 3840.00 0.90 17.65 336.00 � +0.60D+0.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.071 0.053 1.60 1.00 1.00 1.00 1.00 1.00 1.00 4.37 272.73 3840.00 0.90 17.65 336.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span � D+Lr+S 1 0.3347 8.310 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 SuppoR 2 i� Overall MAXimum 4.034 4.034 D Only 1.765 1.765 Lr Only 1.238 1.238 S Only 1.031 1.031 I� Lr+S 2.269 2.269 D+Lr 3.002 3.002 D+S 2.796 2.796 D+Lr+S 4.034 4.034 � 13 9 � c 6 E � 3 � BEAM--.>5 1.57 3.19 4.82 6.44 6.07 9.70 1132 12.95 14.57 16.20 Distance(ft) D O�ly ■+D+L+H ■+D+L�+H ■+D+S+N ■+D+O.TS�L�+D.7SDL+H ■+D+D.7SOL+D.7SOS+H II� +D+W+M ■+D+D.7UE+M ■+D+0.75UL�+6.7SUL+�.TSUW+H ■+D+U.7501+D.75D5+�.7SOW+H ■+D+0.75UL�+O.7SDL+D.5250E+H�+D+D.750L+0.75�S+O.S250E+ +U.60D+W+H ■+U.60D+0.70E+H 3.1 � 1.5 � � BEAM---» I� � � •1.5 li� -3.1 1.57 3.19 4.82 6.44 8.U7 9.70 1132 12.95 14.57 16.20 Distance(ft) L DO�Iy ■+D+L+X ■+D+L�+H ■+D+S+M ■+D+D 75DL�+6.750L+H ■+D+D TSDL+D TS65+H �+D+W+M ■+D+0.70E+H ■+D+0.75�L�+D.�SOl+U.750W+H ■+D+0.75DL+�.75DS+D.750W+N ■+D+D.TSOl�+6.750L+D.5250E+X�+D+0.75DL+U.75D5+0.5256E+ +D.6UD+W+N ■+O.bOD+U.7�E+H lill� i III�' I I i� Dibble Engineers,Inc. Project Title: 1029 Market Street Engmeer: Prolect ID: Kirkland WA,98033 Pro�ect Descr: �� Pnnted:26 FEB 2013,12:21 PM � Wood Bea m File=j:�2013 Projects113-1047 McD#46-0263 Yelm WA1Calculations113-1047.ec6 � ENERCALC,INC.1983-2012,Build:6.12.11.30,Ver:6.12.11.30 �.��. � � c DeSCription: Beam @ new dining room window BEAM�--» � -0.09 � c -0.17 0 -0.26 � -034 1.57 3.19 4.82 6.44 5.07 9.70 1132 12.95 14,57 16.20 Distan�e(ft) ■DO•ly�L�O�Iy�SO�Iy�L•+S�D+L��D+S�D+L�+S � ' , �, i_ �, 1 1 I''�,' I' ' �i '��i � I'�1 1 � Project No: Sheet No: DIBBLE ENGINEERS, INC. 13-1047 G I� Project Date McD's Yelm 2/2013 Subject By � Gravity TSC ❑ Simple span,uniform load � Member: h'�ft� ��'"w✓��'�/ �f�"�y,.11,..� ❑ Simple span,point load at centerline ❑ Other +'� �fi'� S%Gy+�"'8�''"l..3� L: � FT � Trib: y��j FT FTZ C ��Z -{' �f�� W� �L Z� PLF / fd��.,r� L M: � #� K� K�� V: � # K � Use: �rG� 3 � x -�/ � L MA• #' K' K" DOL: 1.O �� 1.15 � R1=� # K R2=� # K VA: � # K TYP HANGER a TYP HANGER❑ TYP POST❑ TYP POST❑ � ❑ Simple span,uniform load � Member: TY� f/��J��Z.- o Simple span,point load at centerline ❑ Other L: �.5 FT �-�Zp f 5a)C �/�J � /v'r>��. (`l0� _ � �S ��7 ja5� � Trlb: FT FTZ � I� W: � PLF II� M: � #, K� K�� V: � # K � � Use: � �'�a � L MA• �� #' K' K" DOL: 1.0 1.15 I'I� R1=� # K R2=� # K VA� � # K TYP HANGER❑ TYP HANGER❑ TYP POST❑ TYP POST a � I � Dibbie Engineers,Inc. Project Title: 1029 Market Street Engineer: Project ID: Kirkland WA,98033 Project Descr: � Printed:26 FEB 2013,12:21 PM �WOOC� B@alll File=j:12013Projects113-1047McD#46-0263YeImWA\Calculations113-1047.ec6 ENERCALC,INC.1983-2012,Build:6.t2.11.30,Ver:6.12.11.30 • �.��. � - - � : DeSCription: Beam @ beiween(E)storage&(N)storage CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010,ASCE 7-05 � Load Combination Set: IBC 2009 Material Properties � Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination i BC 2009 Fb-Compr 1,450.0 psi Ebend-xx 1,700.0 ksi Fc-Prll 1,000.0 psi Eminbend-�c 880.Oksi Wood Species ; SP/SP Fc-Perp 650.0 psi Ebend-yy 1,300.Oksi � Wood Grade :24F-V4 Fv 210.0 psi Eminbend-yy 670.Oksi Ft 875.0 psi Density 35.440pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling __ -- _-- _ _....__.. __ __ _ __ � 35) S(0.113) D(0.09) Lr(0.1 : : : � � 3.125x9 I,� � Span = 11.0 ft Service loads entered. Load Factors will be a lie f I!� d or caiculations. Applied Loads pp Beam self weight calculatetl and added to loads � Uniform Load: D=0.090, Lr=0.1350, S=0.1130, Tributary Witlth=1.0 ft DESIGN SUMMARY �- • • �Maximum Bending Stress Ratio = 0.333 1 Maximum Shear Stress Ratio = 0.225 : 1 ; Section used for this span 3.125x9 Section used for this span 3.125x9 I� i fb:Actual = 997.78psi fv:Actual = 59.09 psi FB:Allowable 3,00O.00psi Fv:Allowable 262.50 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 5.500ft Location of maximum on span = 10.277 ft � Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Defiection 0.139 in Ratio= g52 � Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.354 in Ratio= 372 Max Upward Total Deflection 0.000 in Ratio= 0 <240 � I`- - - - ---------- --__-------_._------ Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values � Segment Length Span# M V �d �FN �i �r �m � t �� M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.193 0.131 0.90 1.00 1.00 1.00 1.00 1.00 1.00 1.47 416.98 2160.00 0.46 24.70 189.00 +p+�+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 � Length=11.0 ft 1 0.174 0.118 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.47 416.98 2400.00 0.46 24.70 210.00 +D+Lr+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.333 0.225 1.25 1.00 1.00 1.00 1.00 1.00 1.00 3.51 997.78 3000.00 1.11 59.09 262.50 +p+g+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 !,II� Length=11.0 ft 1 0.327 0.221 1.15 1.00 1.00 1.00 1.00 7.00 1.00 3.18 903.13 2760.00 1.00 53.49 241.50 +D+0.750Lr+0.750L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.284 0.192 1.25 1.00 1.00 1.00 1.00 1.00 1.00 3.00 852.58 3000.00 0.95 50.49 262.50 +D+0.750L+0.750S+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 I� i� Dibble Engineers,Inc. Project Title: 1029 Market Street Engineer: Prolect ID: Kirkland WA,98033 Project Descr: � Printed:26 FEB 2013,1221PM I Wood Beam File=j:�2013Projects113-1047McD#46-0263YeImWAlCalculations113-1047.ec6 � ENERCALC,INC.1983-2012,Build:6.12.11.30,Ver:6.12.11.30 �.��. � � c Description: Beam @ beiween(E)storage&(N)storage � Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V �d �FN �� m � t �L M fb F'b V fv F'v Length=11.0 ft 1 0.283 0.192 1.15 1.00 1.00 1.00 1.00 1.00 1.00 2.75 781.59 2760.00 0.87 46.29 241.50 +p+W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 � Length=11.0 ft 1 0.109 0.073 1.60 1.00 1.00 1.00 1.00 1.00 1.00 1.47 416.98 3840.00 0.46 24.70 336.00 +D+0.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.109 0.073 1.60 1.00 1.00 1.00 1.00 1.00 1.00 1.47 416.98 3840.00 0.46 24.70 336.00 +D+0.750Lr+0.750L+0.750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 � Length=11.0 ft 1 0.222 0.150 1.60 1.00 1.00 1.00 1.00 1.00 1.00 3.00 852.58 3840.00 0.95 50.49 336.00 +D+0.750L+0.750S+0.750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.204 0.138 1.60 1.00 1.00 1.00 1.00 1.00 1.00 2.75 781.59 3840.00 0.87 46.29 336.00 +D+0.750Lr+0.750L+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.222 0.150 1.60 1.00 1.00 1.00 1.00 1.00 1.00 3.00 852.58 3840.00 0.95 50.49 336.00 � +D+0.750L+0.750S+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.204 0.138 1.60 1.00 1.00 1.00 1.00 1.00 1.00 2.75 781.59 3840.00 0.87 46.29 336.00 -�0.60D+W+}{ 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.065 0.044 1.60 1.00 1.00 1.00 1.00 1.00 1.00 0.88 250.19 3840.00 0.28 14.82 336.00 � +0.60D+0.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.065 0.044 1.60 1.00 1.00 1.00 1.00 1.00 1.00 0.88 250.19 3840.00 0.28 14.82 336.00 Overall Maximum Deflections-Unfactored Loads � Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+Lr+S 1 0.3541 5.540 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 � Overall MAXimum 1.897 1.897 D Only 0.533 0.533 LrOnly 0.743 0.743 S Only 0.622 0.622 � Lr+S 1.364 1.364 D+Lr 1.276 1.276 D+S 1.155 1.155 D+�r+S 1.897 1.897 II� 3.6 2.7 � � 1.8 c 0 � 0.9 � BEAM--�>y 1.04 2.13 3.21 430 538 6.46 7,55 8.63 9.72 10.80 Distance(ft) D O�ly ■+D+L+M ■+D+L�+H ■+D+S+H ■+D+�.75DL�+D.75DL+H ■+D+0.7SDL+U.]S�S+H � +D+W+H ■+D+�.70E+H ■+D+0.750L�+D.75DL+D.75DW+H ■+D+D.750L+0.75DS+D.7S�W+H ■+D+0.756L�+0.75�L+0.525DE+H�+D+0.7SDL+0.750S+D.52S�E+ +D.6DD+w+X ■+O.bGD+D.7DE+H 13 0.7 � u BEAM---s> m r � •0.7 � -13 I 1.04 2.13 3,21 430 538 6.46 7.55 8.63 9J2 10.E0 � Distance(ft) �D O+ly ■+D+L+H ■+D+L�+M ■+D+S+X ■+D+0.75�1�+D.7561+H ■+D+U.TSDL+O.TSUS+H I� +D+W+H ■+D+D.T�E+H ■+D+0.75DL�+0.75DL+D.75DW+H ■+D+�.7SOL+D.75DS+D.75DW+M ■+D+0.750L�+D.750L+D.525DE+H�+D+D.7SUL+D.T565+U.S250E+ '+U.bUD+W+H ■+6.bDD+6.76E+H ' � Dibble Engineers,Inc. Project Title: 1029 Market Street Engineer: Prolect ID: Kirkland WA,98033 Pro�ect Descr: � Printed:26 FEB 2013,1221 PM � Wood Bea m File=j:�2013 Projects113-1047 McD#46-0263 Yelm WA1Calculations113-1047.ec6 � ENERCALC,INC.1983-2012,Build:6.12.11.30,Ver:6.12.11.30 i.��. � � : Description: Beam @ between(E)storage&(N)storage BEAM."�� .—_ _ .—.. � -0.09 � v -0,18 � -0.27 � -0.36 1.04 2.13 3.21 430 538 6.46 7.55 8.63 9.72 30.60 Distance(Ft) ■DO•ly�L�O•ly�SO•ly�L�+S�D+L��D+5 B D+L�+S I� 1 I' � ' I, , ' , ' • I' � I,� � � Dibbie Engineers,Inc. Project Title: 1029 Market Street Engineer: Project ID: Kirkland WA,98033 Project Descr: � Printed:26 FEB 2013,1221 PM Wood Bea m File=j:�2013 Projects113-1047 McD#46-0263 Yelm WAICalculations113-1047.ec6 ENERCALC,INC.19832012,Build:6.12.11.30,Ver:6.12.11.30 � • �.��. � � : - DeSCription: Typ Header CODE REFERENCES �� Calculations per NDS 2005, IBC 2009, CBC 2010,ASCE 7-05 Load Combination Set: IBC 2009 Material Properties � Analysis Method: Allowable Stress Design Fb-Tension 1,050.0 psi E:Modulus of Elasticity Loatl Combination i BC 2009 Fb-Compr 1,050.0 psi Ebend-xx 1,300.0 ksi Fc-Prll 750.0 psi Eminbend-xx 470.0 ksi � Wood Species : Hem Fir Fc-Perp 405.0 psi Wood Grade ; No.1 Fv 140.0 psi Ft 525.0 psi Density 27.70 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling __ ___ _ __ __. _ _l _ _ ___ _ _____ __ D(0.17) Lr(0.105) S(0.088) � i : � � � I � 6x 10 I � � Span = 9.50 ft � Applied Loads Service loads entered. Load Factors wiil be applied for calculations. Beam self weight calculated and added to loatls � Uniform Load: D=0.170, Lr=0.1050, S=0.0880, Tributary Width=1.0 ft DESIGN SUMMARY .- . � �Maximum Bending Stress Ratio = 0.363 1 Maximum Shear Stress Ratio = 0.191 : 1 ; Section used for this span 6x10 Section used for this span 6x10 � i fb:Actual = 438.63psi fv:Actual = 30.68 psi j FB:Allowable 1,207.50psi Fv:Allowable 161.00 psi i Load Combination +D+S+H Load Combination +D+S+H � Location of maximum on span = 4.750ft Location of maximum on span = 8.737 ft � I Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 � Maximum Deflection Max Downward L+Lr+S Deflection 0.038 in Ratio= 3008 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 � I Max Downward Total Deflection 0.135 in Ratio= 846 Max Upward Total Deflection 0.000 in Ratio= 0<240 i ; L-------- ...._____ ___ . . _------ --_...-- -- --...__._.._-- � ------- ----_-- --..__ __-__ . _...-------------...._._ Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values � Segment Length Span# M V �d �FN �i �r �m � t �� M fb F'b V fv F'u D Only 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.312 0.164 0.90 1.00 1.00 1.00 1.00 1.00 1.00 2.03 294.63 945.00 0.72 20.61 126.00 +D+L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.281 0.147 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.03 294.63 1050.00 0.72 20.61 140.00 �i� +D+Lr+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.355 0.186 1.25 1.00 1.00 1.00 1.00 1.00 1.00 3.22 466.45 1312.50 1.14 32.63 175.00 +p+g+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.363 0.191 1.15 1.00 1.00 1.00 1.00 1.00 1.00 3.02 438.63 1207.50 1.07 30.68 161.00 II� +D+0.750Lr+0.750L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length=9.50 ft 1 0.323 0.169 1.25 1.00 1.00 1.00 1.00 1.00 1.00 2.92 423.49 1312.50 1.03 29.62 175.00 +D+0.750L+0.750S+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 � � Dibble Engineers,Inc. Project Title: 1029 Market Street Engineer: Project ID: Kirkland WA,98033 Project Descr: I � Printed:26 FEB 2013,12:21 PM Wood Beam File=j:12013 Projects113-1047 McD#46-0263 Yelm WAICalculationsN3-1047.ec6 � ENERCALC,INC.1983-2012,Build:6.12.11.30,Ver:6.12.11.30 �.�i. � - � : Description: Typ Header Load Combination Max Stress Ratios Moment Values Shear Values �il � Segment Length Span# M V �d �FN �i �r �m � t �� M fb F'b V fv F'v Length=9.50 ft 1 0.333 0.175 1.15 1.00 1.00 1.00 1.00 1.00 1.00 2.78 402.63 1207.50 0.98 28.16 161.00 +p+W+}{ 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 � Length=9.50 ft 1 0.175 0.092 1.60 1.00 1.00 1.00 1.00 1.00 1.00 2.03 294.63 1680.00 0.72 20.61 224.00 +D+0.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.175 0.092 1.60 1.00 1.00 1.00 1.00 1.00 1.00 2.03 294.63 1680.00 0.72 20.61 224.00 +D+0.750Lr+0.750L+0.750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.252 0.132 1.60 1.00 1.00 1.00 1.00 1.00 1.00 2,92 423.49 1680.00 1.03 29.62 224.00 +D+0.750L+0.750S+0.750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 � Length=9.50 ft 1 0.240 0.126 1.60 1.00 1.00 1.00 1.00 1.00 1.00 2.78 402.63 1680.00 0.98 28.16 224.00 +D+0.750Lr+0.750L+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.252 0.132 1.60 1.00 1.00 1.00 1.00 1.00 1.00 2.92 423.49 1680.00 1.03 29.62 224.00 � +D+0.750L+0.750S+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.240 0.126 1.60 1.00 1.00 1.00 1.00 1.00 1.00 2.78 402.63 1680.00 0.98 28.16 224.00 +O.60D+W+f{ 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.105 0.055 1.60 1.00 1.00 1.00 1.00 1.00 1.00 1.22 176.78 1680.00 0.43 12.37 224.00 � +0.60D+0.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.105 0.055 1.60 1.00 1.00 1.00 1.00 1.00 1.00 1.22 176.78 1680.00 0.43 12.37 224.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span � D+Lr+S 1 0.1346 4.785 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 � Overall MAXimum 1.772 1.772 I D Only 0.855 0.855 Lr Only 0.499 0.499 S Only 0.418 0.418 ' � Lr+S 0.917 0.917 D+Lr 1.354 1.354 D+S 1.273 1.273 D+Lr+S 1.772 1.772 � 33 I 2.5 'I� � 1.6 C � �L U.$ � BEAM---» 0.90 1.84 2.81 3.74 4,68 5.65 6.59 7.52 6.49 9.43 Distance{Ft) D O�ly ■+D+L+H ■+DtL�+H ■+D+S+H ■FD+D.�SDL�+0.7SOL+H ■+D+�.756L+O.TSDS+M +D+W+M ■+D+D.70E+M ■+D+�.750L�+0.7SO1+U.75�W+X ■+D+D.75DL+0.7505+D.75DW+N ■+D+�.75DL�+D.TSDL+0.525DE+M�+D+�.750L+U.TSD5+0.5250E+ +6.bDD+W+H ■+U.66D+D.76E+H Ili� 1.4 0.7 I� � BEAM---» v L 1!1 -�.7 � �I -1.4 0.90 1.84 2.81 3.74 4.68 5.65 6.59 7,52 8.49 9.43 � Distance(Ft) �DO�y ■+D+L+H ■+D+L�+X ■aD+S+H ■+D+0.75D1�+0.75�L+N ■+D+0.75DL+0.756S+H I� +D+W+M ■+DtD.70E+N ■+D+D.75UL�+D.75�L+0.75UW+H ■+D+6.75DL+0.75DS+D.75DW+M ■+D+D.75UL�+D.TSDL+�.5250E+H�+D+0.750L+0.7505+U.SZSOE+ +D.bUD+W+H ■+D.6�D+D.70E+X III' � Dibble Engineers,Inc. Project Title: 1029 Market Street Engineer: Prolect ID: Kirkland WA,98033 Project Descr: � Printed:26 FEB 2013,12:21 PM Wood Beam File=j:12013ProjectsN3-1047McD#46-0263YeImWAlCalculations113-1047.ec6 � ENERCALC,INC.1983-2012,Build:6.12.11.30,Ver:6.12.11.30 �.��. � - � : Description: Typ Header BEAM�-�» � -0.03 � c -0.07 � -0.10 � -0.14 0.90 1.84 2.77 3.71 4.65 5.58 6.52 7.45 839 933 Distan�e(ft} ■DO�Iy t L�Oaly�SO�Iy�L�+S�D+L��D+5�D+L�+S � ' I� �--' , i� ' II' f 1 1 � ��1 ��i � Dibble Engineers,Inc. Project Title: 1029 Market Street Engineer: Prolect ID: Kirkland WA,98033 Project Descr: � Printed:26 FEB 2013,1222PM Wood Beam File=j:12D13Projects113-1047McD#46-0263YeImWAlCalculations113-1047.ec6 ENERCALC,INC.1983-2012,Build:6.12.11.30,Ver:6.12.11.30 I� • �.�i. � - � c Description: Typ Header 2 CODE REFERENCES � Calculations per NDS 2005, IBC 2009, CBC 2010,ASCE 7-05 Load Combination Set: IBC 2009 Material Properties � Analysis Method: Allowable Stress Design Fb-Tension 1,050.0 psi E:Modulus of Elasficity Load Combination i BC 2009 Fb-Compr 1,050.0 psi Ebentl-xx 1,300.0 ksi Fc-Prll 750.0 psi Eminbend-xx 470.Oksi � Wood Species : Hem Fir Fc-Perp 405.0 psi Wood Grade : No.1 Fv 140.0 psi Ft 525.Opsi Density 27.70pcf Beam Bracing : Beam is Fully Braced agamst lateral-torsion buckling _....... -- __ __..__.... __-- ------ _._...._. ______ ___ ____ _ -_ _ __._ D(0.2) Lr(0.15) S(0.125) I� I � II � 6x10 ; Span = 6.Oft I� Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated antl added to loads '� Uniform Load: D=020, Lr=0.150, S=0.1250, Tributary Width=1.0 ft DESIGN SUMMARY .- . � �Maximum Bending Stress Ratio = 0.181: 1 Maximum Shear Stress Ratio = 0.132 : 1 � Section used for this span 6x10 Section used for this span 6x10 I� fb:Actual = 218.70psi fv:Actual = 21.27 psi i FB:Allowable 1,207.50psi Fv:Allowable 161.00 psi '; Load Combination +D+S+H Load Combination +p+S+H i Location of maximum on span = 3.00Oft Location of maximum on span = 0.000 ft � j Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 � Maximum Deflection Max Downward L+Lr+S Deflection 0.009 in Ratio= 8360 � Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 I� Max Downward Total Defiection 0.028 in Ratio= 2585 Max Upward Total Deflection 0.000 in Ratio= 0<240 I �� ' __ _----------- ----__ _..------- _..----------------------__-- _----- ---------- __-_---- --------- � Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values � Segment Length Span# M � C d C FN C i C� C m C t C� M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=6,0 ft 1 0.145 0.106 0.90 1.00 1.00 1.00 1.00 1.00 1.00 0.95 137.11 945.00 0.46 13.34 126.00 +D+L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 II� Length=6.0 ft 1 0.131 0.095 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 137.11 1050.00 0.46 13.34 140.00 +D+Lr+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.179 0.131 1.25 1.00 1.00 1.00 1.00 1.00 1.00 1.62 235.02 1312.50 0.80 22.86 175.00 +D+S+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.181 0.132 1.15 1.00 1.00 1.00 1.00 1.00 1.00 1.51 218.70 1207.50 0.74 21.27 161.00 �� +D+0750Lr+0.750L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.160 0.117 1.25 1.00 1.00 1.00 1.00 1.00 1.00 1.45 210.54 1312.50 0.71 20.48 175.00 +D+0.750L+0.750S+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 i'I� , � Dibble Engineers,Inc. Project Title: 1029 Market Street Engineer: Project ID: Kirkland WA,98033 Pro�ect Descr: I � Printed:26 FEB 2013,1222PM Wood Beam File=j:12013Projects113-1047McD#46-0263YeImWAICalculationsN3-1047.ec6 � ENERCALC,INC.1983-2012,Build:6.12.t 1.30,Ver:6.12.11.30 �.��. � � c Description: Typ Header 2 Load Combination Max Stress Ratios Moment Values Shear Values i � Segment Length Span# M V �d �FN �i �� m � t �L M fb F'b V fv F'v Length=6.0 ft 1 0.164 0.120 1.15 1.00 1.00 1.00 1.00 1.00 1.00 1.37 198.30 1207.50 0.67 19.29 161.00 +p+W+}{ 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 � Length=6.0 ft 1 0.082 0.060 1.60 1.00 1.00 1.00 1.00 1.00 1.00 0.95 137.11 1680.00 0.46 13.34 224.00 +D+0.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.082 0.060 1.60 1.00 1.00 1.00 1.00 1.00 1.00 0.95 137.11 1680.00 0.46 13.34 224.00 +D+0.750Lr+0.750L+0.750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.125 0.091 1.60 1.00 1.00 1.00 1.00 1.00 1.00 1.45 210.54 1680.00 0.71 20.48 224.00 +D+0.750L+0.750S+0.750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.118 0.086 1.60 1.00 1.00 1.00 1.00 1.00 1.00 1.37 198.30 1680.00 0.67 19.29 224.00 +D+0.750Lr+0.750L+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.125 0.091 1.60 1.00 1.00 1.00 1.00 1.00 1.00 1.45 210.54 1680.00 0.71 20.48 224.00 � +D+0.750L+0.750S+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.118 0.086 1.60 1.00 1.00 1.00 1.00 1.00 1.00 1.37 198.30 1680.00 0.67 19.29 224.00 +0.60D+W+f{ 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.049 0.036 1.60 1.00 1.00 1.00 1.00 1.00 1.00 0.57 82.26 1680.00 0.28 8.00 224.00 � +0.60D+0.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.049 0.036 1.60 1.00 1.00 1.00 1.00 1.00 1.00 0.57 82.26 1680.00 0.28 8.00 224.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span � D+Lr+S 1 0.0278 3.022 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.455 1.455 D Only 0.630 0.630 Lr Only 0.450 0.450 S Only 0.375 0.375 � Lr+S 0.825 0.825 ° D+Lr 1.080 1.080 D+S 1.005 1.005 D+Lr+S 1.455 1.455 � la i.z � � o.s � � 0 F 0.4 � BEAM---» 0.55 1.14 1.73 230 2.89 3,48 4.05 4.64 5,23 5,80 Distance{ft) DO�Iy ■+D+L+H ■+D+L�+M ■+D+S+H ■+D+0.756L�+U.75UL+N ■+D+U.750L+�.75�S+H +D+W+H ■+D+0.7DE+H ■+D+D.TS�L�+�.75DL+D.75DW+M ■+D+D.750L+D.75US+G.75�W+H ■tD+0.750L�+U.T50L+�.525DE+H�+D+0.75DL+O.7SOS+D.S2SDE+ III� +D.6DD+W+H ■+O.60D+�.70E+N 1.1 0.6 �� BEAM--'» � .c � -0.6 I� •1.1 I 0.55 1.14 1.73 230 2,89 3.46 4.05 4.64 5.23 5.80 ' Distance(ft) �DO�Iy ■+D+L+H ■+D+L�+H ■+D+S+H ■+D+�.750L�+D.75DL+X ■+D+O.75�L+D.7SDS+N II� +D+W+X ■+D+D.TUE+H ■+D+D.75DL�+�.150L+0.75DW+H ■+D+D.75DLtD.75�5tD.7S�W+H ■+D+D.]56L�+0.7SOL+D.5250E+H�+D+O.l5�L+0.75�5+0.52SDE+ +�.6UD+W+H ■+O.6DD+�.7DE+X II' I " '�"" Dibble En ineers Inc. Pro'ect Title: 9 1 1029 Market Street Engineer: Prolect ID: Kirkland WA,98033 Project Descr: �y Printed:26 FEB 2013,12:22PM � Wood Beam File=j:12013ProjectsN3-1047McD#46-0263YeImWAlCalculations\13-1047.ec6 ENERCALC,INC.1983-2012,Build:6.12.11.30,Ver:6.12.11.30 � • �.�i. � ' � _ Description: Typ Header 2 BEAM"'s> II'I� -0.007 �I,I� v •0.014 � O -OA21 � -0.028 0,55 1.12 1,69 2.26 2.82 339 3,96 4.53 5.10 5.67 Distance{Ft} ■DO•ly�L�O•ly�SO�Iy�L�+S�D+L��D+5 I.D+L�45 � � I' I�� . � I� ' ' I� � ' � II� I' � DIBBLE ENGINEERS INC. ProjectNa. SheetNo. � Project Date I� Subject By I� 1�i0�5� �� /-�s S C�/z��.� -�...��._�.,��._._. __. _ �I� � � — � !�N/� C-�" /3 ny 'Z �w 2 Y �-7yJ � 1� ' ��. /lv `f"� � ��.37' � � _ � z . � .-: f� SS �f,��f s� `�8 � � �— . , '� /1��W �1'�G- �" v�'✓� p/`=-_ i3�-r� � P` �� ,� � s,�/��-y� � . , � r , ,. 3 f c�- �l z �.� � �'�� `�/ �,� �N�/ /� ,�S',�%% � � �� ,'� � Dibbie Engineers,Inc. Project Title: 1029 Market Street Engineer: Prolect ID: Kirkland WA,98033 Project Descr: � Printed:26 FEB 2013,1:30PM Steel Column File=j:12013Projecls113-1047McD#46-0263YeImWAlCalculationsil3-1047.ec6 � ,.11• , ENERCALC,INC.1983-201,,Build:6.12.11.30,Ver:6.12.11.30 Description: Typical HSS column � Code References Calculations per AISC 360-05, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2009 � Generallnformation Steel Section Name: HSS4x4x3/8 Overall Column Height 12.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace contlition for deflection(buckling)along columns: � Fy:Steei Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 kSi Unbraced Length for X-X Axis buckling=12.0 ft,K=1.0 Load Combination: IBC 2009 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=12.0 ft,K=1.0 � Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight inclutled:206.370 Ibs*Dead Load Factor AXIAL LOADS... � Axial Load at 12.0 ft,Xecc= 5.000 in,D=5.80,L=6.370 k DESIGN SUMMARY Bending&Shear Check Results I� PASS Max.Axial+Bending Stress Ratio = 0.4330 :1 Maximum SERVICE Load Reactions.. Load Combination +D+L+H Top along X-X 0.4226 k Location of max.above base 11.919 ft Bottom along X-X 0.4226 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 12.376 k Bottom along Y-Y 0.0 k � Pn/Omega:Allowable 69.045 k Maximum SERVICE Load Deflections... Ma-x:Applied 0.0 k-ft Mn-x I Omega:Allowable 14.668 k-ft Along Y-Y 0.0 in at O.Oft above base for loatl combination: � Ma-y:Applied -5.037 k-ft Mn-y I Omega:Allowable 14.668 k-ft Along X-X -0.2733 in at 7.007ft above base for load combination:D+L PASS Maximum Shear Stress Ratio= 0.01241 :1 � Load Combination +D+L+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.4226 k � Vn 1 Omega:Allowable 34.065 k Load Combination Results Maximum Axial+Bendinq Stress Ratios Maximum Shear Ratios � Load Combination Stress Ratio Status Location Stress Ratio Status Location D Only 0.207 PASS 11.92 ft 0.006 PASS 0.00 ft +D+L+H 0.433 PASS 11.92 ft 0.012 PASS 0.00 ft +p+Lr+H 0.207 PASS 11.92 ft 0.006 PASS 0.00 ft � +D+S+H 0.207 PASS 11.92 ft 0.006 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.377 PASS 11.92 ft 0.011 PASS 0.00 ft +D+0.750L+0.750S+H 0.377 PASS 11.92 ft 0.011 PASS 0.00 ft +D+W+H 0.207 PASS 11.92 f� 0.006 PASS 0.00 ft � +D+0.70E+H 0.207 PASS 11.92 ft 0.006 PASS 0.00 ft +D+0.750Lr+0.750L+0.750W+H 0.377 PASS 11.92 f{ 0.011 PASS 0.00 ft +D+0.750L+0.750S+0.750W+H 0.377 PASS 11.92 ft 0.011 PASS 0.00 ft +D+0.750Lr+0.750L+0.5250E+H 0.377 PASS 11.92 ft 0.011 PASS 0.00 ft � +D+0.750L+0.750S+0.5250E+H 0.377 PASS 11.92 ft 0.011 PASS 0.00 ft +0.60D+W+H 0.124 PASS 11.92 ft 0.004 PASS 0.00 ft +0.60D+0.70E+H 0.124 PASS 11.92 ft 0.004 PASS 0.00 ft li� I' � Dibble Engineers,Inc. Project Title: 1029 Market Street Engineer: Prolect ID: Kirkland WA,98033 Project Descr: �, Printed:26 FEB 2013,1:30PM � Steei Column File=j:12013Projects113-1047McD#46-0263YeImWAlCalculations113-1047.ec6 � ENERCALC,INC.1983-2012,Build:6.12.11.30,Ver:6.12.11.30 �.��. i - � -- DesCfiption: Typical HSS column Maximum Reactions•Unfactored Note:Oniy non-zero reactions are listed. I� X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only 0.201 0.201 k k 6.006 k L Only 0.221 0.221 k k 6.370 k D+L 0.423 0.423 k k 12.376 k �" Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance � D Only -0.1303 in 7.007 fl 0.000 in 0.000 ft L Only -0.1431 in 7.007 ft 0.000 in 0.000 ft D+L -0.2733 in 7.007 ft 0.000 in 0.000 ft Steel Section Properties : HSS4x4x318 � Depth = 4.000 in I xx = 10.30 in^4 J = 17.500 in^4 S xx 5.13 in^3 Width = 4.000 in R xx = 1.470 in � Wall Thick = 0.375 in Zx = 6.390 in^3 _ f Area = 4.780 in^2 I yy - 10.300 in^4 C - 9.140 in^3 Weight 17.197 plf S yy 5.130 in^3 R yy = 1.470 in � _ Ycg 0.000 in � � �-__ _ --_---'-- __ _ 12.1IOk i&�i 1?� S h��' ,s�t.r,:7:tt a� �� .,�5 s: a�Y". ry} � �� k, � ;i: ,#�c o Load 1 0 � o � `r u a; t _x,. � �` I �� _ ir � ;�. �;� �:,�� ¢ ,.��i, �.=�; �.: I 4.00in Loads are total entered value.Arrows do not reflect absolute direction. � �--- ------------ �' ' � ' ' � Dibble Engineers,Inc. Project Title: 1029 Market Street Engineer: Prolect ID: Kirkland WA,98033 Pro�ect Descr: � Printed:26 FEB 2013, 1:34PM LGeneral Footin File=j:12D13Projects113-1047McD#46-0263YeImWAlCalculations113-1047.ec6 g ENERCALC,INC.1983-2012,Build:6.12.11.30,Ver:6.12.11.30 � • �.��. � - � : Description: (N)footing at end of BM3 Code References � Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used :ASCE 7-02 General Information � Material Properties _ Soil Design Values _ fc:Concrete 28 day strength 3.0 ksi Allowable Soil Bearing 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No � Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density 145.0 pcf Soil/Concrete Friction Coeff. 0.30 cp Values Flexure 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base tlepth below soil surface = 0.0 ft � Min Steel%Bending Reinf. = Allowable pressure increase per foot of deptl= 0.0 ksf Min Allow%Temp Reinf. 0.00180 when footing base is below 0.0 ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Atltl Ftg Wt for Soil Pressure . Yes Allowable pressure increase per foot of tlep1= 0.0 ksf ° Use ftg wt for stability,moments&shears . Yes when maximum length or width is greater� 0.0 ft Add Pedestal Wt for Soil Pressure . No � Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 3.50 ft Z Length parallel to Z-Z Axis = 3.50 ft I � Footing Thicknes = 12.0 in -- - - � � X Pedestal tlimensions... px:parallel to X-X Axis = 0.0 in "' pz:parallel to Z-Z Axis - 0.0 in � Height - 0.0 in m Rebar Centerline to Edge of Concrete.. � at Bottom of footing = 3.0 in _ 1° � �� Reinforcing 3, �, W Bars parallel to X-X Axis Number of Bars - 4.0 � Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 4.0 � ,, _�� Reinforcing Bar SizE _ # 5 111111=11111111 '.. ^;*_� . Illillll I-11111111 , ;: . 7�� ` _ : .� • � , ,, � . . � _. .. ..� ... � ,: � � Bandwidth Distribution Check (ACI 15.4.4.2) - - - -w��=�a o° _ _ - = = _ - - - = �=� Direction Requiring Closer Separation n/a #Bars required within zone n/a � #Bars required on each side of zone n/a Appiied Loads D Lr L S W E H � P:Column Load = 5.110 0.0 5 890 0.0 0.0 0 0 0.0 k OB:Overburden = 0.0 0.0 0.0 0.0 0_0 _ 0 0 0.0 ksf _----- __._ . _...- -------- _......__ __ __.__._ ___ ......_ M-xx = 0.0 0.0 0.0 0.0 0.0 0 0 0.0 k-ft M-zz = 0.0 0.0 0.0 0.0 0.0 0 0 0.0 k-ft ,� ------ _..--- ----._ _ --_ ___- -___ _.__ ____- ----.. . _.._. V-x = 0 0 0.0 0.0 0.0 0.0 0.0 0.0 k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k � � Dibble Engineers,Inc. Project Title: 1029 Market Street Engineer: Proiect ID: Kirkland WA,98033 Pro�ect Descr: � Printed:26 FEB 2013,1:34PM General Footin File=j:12013Projects\13-1047McD#46-0263YeImWAlCalculations113-1047.ec6 g ENERCALC,INC.1983-2012,Build:6.12.11.30,Ver:6.12.11.30 �. i.��. i - � : DesCription: (N)footing at end of BM3 DESIGN SUMMARY �- • • � Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.6953 Soil Bearing 1.043 ksf 1.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning � PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding � PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1603 Z Flexure(+X) 2.211 k-ft 13.795 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1603 Z Flexure(-X) 2.211 k-ft 13.795 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1603 X Flexure(+Z) 2.211 k-ft 13.795 k-ft +1.20D+0.50Lr+1.60L+1.60H � PASS 0.1603 X Flexure(-Z) 2.211 k-ft 13.795 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1614 1-way Shear(+X) 13.258 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1614 1-way Shear(-X) 13.258 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1614 1-way Shear(+Z) 13.258 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H � PASS 0.1614 1-way Shear(-Z) 13258 psi 82.158 psi +120D+0.50Lr+1.60L+1.60H PASS 0.3189 2-way Punching 52.407 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results � Soil Bearing Rotation Axis 8� Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio � Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning � Sliding Stability All units k Force Application A�cis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status � Footing Has NO Slitling Footing Flexure Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Flexure Axis 8 Load Combination Status k-ft Side? Bot or Top? in^2 in^2 in"2 k-ft � X-X,+1.40D 1.205 +Z Bottom 0.2592 Min Temp% 0.3543 13.795 OK X-X,+1.40D 1.205 -Z Bottom 0.2592 Min Temq% 0.3543 13.795 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 2.211 +Z Bottom 0.2592 Min Temq% 0.3543 13.795 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 2.211 -Z Bottom 0.2592 Min Temq% 0.3543 13,795 OK � X-X,+1.20D+1.60L+0.50S+1.60H 2211 +Z Bottom 02592 Min Temp% 0.3543 13.795 OK X-X,+1.20D+1.60L+0.50S+1.60H 2.211 -Z Bottom 0.2592 Min Temq% 0.3543 13.795 OK X-X,+1.20D+1.60Lr+0.50L 1.401 +Z Bottom 0.2592 Min Temq% 0.3543 13.795 OK X-X,+1.20D+1.60Lr+0.50L 1.401 -Z Bottom 0.2592 Min Temo% 0.3543 13.795 OK X-X.+1.20D+1.60Lr+0.80W 1.033 +Z Bottom 0.2592 Min Temq% 0.3543 13.795 OK I� X-X,+120D+1.60Lr+0.80W 1.033 -Z Bottom 0.2592 Min Temq% 0.3543 13.795 OK X-X,+1.20D+0.50L+1.60S 1.401 +Z Bottom 0.2592 Min Temo% 0.3543 13.795 OK X-X,+1.20D+0.50L+1,60S 1.401 -Z Bottom 0.2592 Min Temo% 0.3543 13.795 OK X-X,+1.20D+1.60S+0.80W 1.033 +Z Bottom 0.2592 Min Temp% 0.3543 13.795 OK X-X,+1.20D+1.60S+0.80W 1.033 -Z Bottom 0.2592 Min Temp% 0.3543 13.795 OK I'� X-X,+1.20D+0.50Lr+0.50L+1.60W 1.401 +Z Bottom 0.2592 Min Temp% 0.3543 13.795 OK X-X,+1.20D+0.50Lr+0.50L+1.60W 1.401 -Z Bottom 0.2592 Min Temq% 0.3543 13.795 OK X-X,+1.20D+0.50L+0.50S+1.60W 1.401 +Z Bottom 0.2592 Min Temp% 0.3543 13.795 OK � X-X,+1.20D+0.50L+0.50S+1.60W 1.401 -Z Bottom 0.2592 Min Temp% 0.3543 13.795 OK X-X,+1.20D+0.50L+0.20S+E 1.401 +Z Bottom 0.2592 Min Temp% 0.3543 13,795 OK X-X,+1.20D+0.50L+0.20S+E 1.401 -Z Bottom 0.2592 Min Temp% 0.3543 13.795 OK X-X,+0.90D+1.60W+1.60H 0.7747 +Z Bottom 0.2592 Min Temp°/a 0.3543 13.795 OK X-X,+0.90D+1.60W+1.60H 0.7747 -Z Bottom 0.2592 Min Temp°/a 0.3543 13.795 OK � X-X,+0.90D+E+1.60H 0.7747 +Z Bottom 0.2592 Min Temp°/a 0.3543 13.795 OK X-X,+0.90D+E+1.60H 0.7747 -Z Bottom 0.2592 Min Temp% 0.3543 13.795 OK Z-Z,+1.40D 1.205 -X Bottom 0.2592 Min Temo% 0.3543 13.795 OK � � Dibble Engineers,Inc. Project Title: � 1029 Market Street Engineer: Proiect ID: Kirkland WA,98033 Project Descr: � Printed:26 FEB 2013, 1:34PM � General Footin File=j:12013Projects113-1047McD#46-0263YeImWAlCaiculations\13-1047.ec6 g ENERCALC,INC.1983-2012,Build:6.12.11.30,Ver:6.12.11.30 � • �.��. � -- � :" DeSCription: (N)footing at end of BM3 Z-Z,+1.40D 1.205 +X Bottom 0.2592 Min Temq% 0.3543 13.795 OK � Z-Z,+1.20D+0.50Lr+1.60L+1.60H 2.211 -X Bottom 0.2592 Min Temp% 0.3543 13.795 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 2.211 +X Bottom 0.2592 Min Temo% 0.3543 13.795 OK ' ' ' ' , � , ' ' , I� ' , i II' , I � Dibble Engineers,Inc. Project Title: 1029 Market Street Engineer: Prolect ID: Kirkland WA,98033 Project Descr: � Printed:26 FEB 2013, 1:34PM � General Footin File=j:�2013ProjectsN3-1047McD#46-0263YeImWAICalculationsN3-1047.ec6 g ENERCALC,INC.1983-2012,Build:6.12.11.30,Ver:6.12.11.30 • �.��. i � : Description: (N)footing at end of BM3 Footing Flexure � � Mu Which Tension @ As Req'd Gvm.As Actual As Phi;Mn Flexure Axis&Load Combination k-ft Side? Bot or Top? in^2 in^2 in^2 k-ft Status Z-Z,+1.20D+1.60L+0.50S+1.60H 2.211 -X Bottom 0.2592 Min Temp% 0.3543 13.795 OK � Z-Z,+120D+1.60L+0,50S+1.60H 2211 +X Bottom 02592 Min Temp°/a 0.3543 13.795 OK Z-Z.+1.20D+1.60Lr+0.50L 1.401 -X Bottom 0.2592 Min Temp% 0.3543 13.795 OK Z-Z,+1.20D+1.60Lr+0.50L 1.401 +X Bottom 0.2592 Min Temp% 0.3543 13.795 OK Z-Z.+1.20D+1.60Lr+0.80W 1.033 -X Bottom 0.2592 Min Temq% 0.3543 13,795 OK Z-Z,+1.20D+1.60Lr+0.80W 1.033 +X Bottom 0.2592 Min Temp% 0.3543 13.795 OK I � Z-Z,+120D+0.50L+1.60S 1.401 -X Bottom 02592 Min Temq°/a 0.3543 13795 OK Z-Z,+1.20D+0.50L+1.60S 1.401 +X Bottom 0.2592 Min Temp% 0.3543 13.795 OK Z-Z,+1.20D+1.60S+0,80W 1.033 -X Bottom 0.2592 Min Temo% 0.3543 13.795 OK Z-Z.+1.20D+1.60S+0.80W 1.033 +X Bottom 0.2592 Min Temq% 0.3543 13.795 OK Z-Z.+1.20D+0.50Lr+0.50L+1.60W 1.401 -X Bottom 0.2592 Min Temo% 0.3543 13.795 OK I � Z-Z,+120D+0.50Lr+0.50L+1.60W 1.401 +X Bottom 0.2592 Min Temq% 0.3543 13.795 OK Z-Z.+1.20D+0.50L+0.50S+1.60W 1.401 -X Bottom 0.2592 Min Temq% 0.3543 13.795 OK Z-Z.+1.20D+0.50L+0.50S+1.60W 1.401 +X Bottom 0.2592 Min Temp% 0.3543 13.795 OK Z-Z,+1.20D+0.50L+0.20S+E 1.401 -X Bottom 0.2592 Min Temq% 0.3543 13.795 OK � Z-Z,+1.20D+0.50L+0.20S+E 1.401 +X Bottom 0.2592 Min Temp% 0.3543 13,795 OK Z-Z,+0.90D+1.60W+1.60H 0.7747 -X Bottom 0.2592 Min Temp% 0.3543 13.795 OK Z-Z,+0.90D+1.60W+1.60H 0.7747 +X Bottom 0.2592 Min Temp% 0.3543 13.795 OK Z-Z,+0.90D+E+1.60H 0.7747 -X Bottom 0.2592 Min Temp% 0.3543 13.795 OK I � Z-Z,+0.90D+E+1.60H 0.7747 +X Bottom 0.2592 Min Temp% 0.3543 13795 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @•Z Vu @+Z Vu:Max Phi Vn Vu/Phi*Vn Status +1.40D 7.226 psi 7.226 psi 7.226 psi 7.226 qsi 7.226 psi 82.158 osi 0.08796 OK � +1.20D+0.50Lr+1.60L+1.60H 13.258 qsi 13.258 psi 13.258 psi 13.258 psi 13.258 osi 82.158 psi 0.1614 OK +1.20D+1.60L+0.50S+1.60H 13.258 psi 13.258 psi 13.258 psi 13.258 psi 13.258 osi 82.158 psi 0.1614 OK +1.20D+1.60Lr+0.50L 8.401 psi 8.401 psi 8.401 psi 8.401 qsi 8.401 psi 82.158 qsi 0.1023 OK +1,20D+1.60Lr+0.80W 6.194 psi 6.194 psi 6.194 psi 6.194 psi 6.194 asi 82.158 osi 0,07539 OK � +1.20D+0.50L+1.60S 8.401 osi 8.401 qsi 8.401 psi 8.401 psi 8.401 psi 82.158 qsi 0.1023 OK +1.20D+1.60S+0.80W 6.194 psi 6.194 osi 6.194 osi 6.194 psi 6.194 osi 82.158 osi 0.07539 OK +1.20D+0.50Lr+0.50L+1.60W 8.401 psi 8.401 psi 8.401 qsi 8.401 osi 8.401 psi 82.158 osi 0.1023 OK +1.20D+0.50L+0.50S+1,60W 8.401 psi 8.401 psi 8.401 psi 8.401 psi 8.401 psi 82.158 qsi 0.1023 OK +1.20D+0.50L+0.20S+E 8.401 psi 8.401 psi 8.401 psi 8.401 psi 8.401�si 82.158 osi 0.1023 OK � +0.90D+1.60W+1.60H 4.645 psi 4.645 osi 4.645 qsi 4.645 psi 4.645 psi 82.158�si 0.05654 OK +0.90D+E+1.60H 4.645 psi 4.645 psi 4.645 osi 4.645 psi 4.645 psi 82.158 osi 0.05654 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status � +1.40D 28.565 psi 164.317psi 0.1738 OK +1.20D�-0.50Lr+1.60L+1,60H 52.407 qsi 164.317psi 0.3189 OK +1.20D+1.60L+0.50S+1.60H 52.407 qsi 164.317psi 0.3189 OK +1.20D+1.60Lr+0.50L 33.21 qsi 164.317psi 0.2021 OK � +120D+1.60Lr+0.80W 24.484 qsi 164.317osi 0.149 OK +1.20D+0.50L+1.60S 33.21 Qsi 164.317psi 0.2021 OK +1.20D+1.60S+0.80W 24.484 �si 164.317psi 0.149 OK +1.20D+0.50Lr+0.50L+1.60W 33.21 psi 164.317psi 0.2021 OK � +1.20D+0.50L+0.50S+1.60W 33.21 qsi 164.317osi 0.2021 OK +1.20D+0.50L+0.20S+E 33.21 psi 164.317osi 0.2021 OK +0.90D+1.60W+1.60H 18.363 psi 164.317psi 0.1118 OK +0.90D+E+1.60H 18.363 osi 164.317psi 0.1118 OK � �' I' a �� DIBBLE ENGINEERS INC� ProjectNo. SheetNo. � I � Project Date Subject By � C'I`�(3�C(G. (�K<S F"ln/G l�P`G /��S/D�-�n/G , > � �� - — --_ � y � � ---°- 1 � r`r °� Zc�r� I� ______.�.. �r I ,� �. Z (�y� � l�� /�-SSv.n� U�sd�� ` ��vs.-°- � �� f�� = `�'J'��'S�/ ��/��Z� �1 'S�� T �� le � � � C�'/C��"'� Gv�Y7> � ls�n/a G�i�- /3'ir' � � ��G ✓ � �= y, �� '�7/��, �' 2� .�.�C • �. � �,`,�i`�/�U/� .__°F l"¢�^ � 6"�+'r� c.�is= �/� � �OG!/�in.� � -____._.� . .__,_______..___----._-----------..____—__. ��C3`G�`7/'�'` rT2'i L Gx/�!'�..tM l S �/ ` (!'�rrc /l1'�i►1^'�� _ 5.��'� �. �-�i �� y /- Y.S' �, � w, �.,3? .G ��, c�c. �� /. �'4 � :. Z '—� �� I� x /U `' /7/' �TG-- �r _.�_____ - �/ �"S � l�i ''v-c � J!/l�n�'S'vcS�C.-sc� , ��r.��'i' _ _ . _ .. _. ..,., I� _ _ _ � Dibble Engineers,Inc. Project Title: 1029 Market Street Engineer: Proiect ID: Kirkland WA,98033 Project Descr: � Printed:26 FEB 2013,2:02PM I Wa I I Footi n File=j:\2013 Projectsil3-1047 McD#46-0263 Yelm WA1Calculations\13-1047.ec6 g ENERCALC,INC.1983-2012,Build:6.12.11.30,Ver:6.12.t1.30 � • �.i�. � � : DesCription: (N)Spread footing @ end of BM2 column Code References � Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2009 General Information � Material Properties _ Soil Design Values _ fc:Concrete 28 tlay strength - 3•0 ksi Allowable Soil Bearing - 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No � Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density 145.0 pcf Soil/Concrete Friction Coeff. 0.30 cp Values Flexure 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface = 1.330 ft � Min Steel%Bending Reinf. = Allow.Pressure Increase per foot of depth _ 0.0 ksf Min Allow%Temp Reinf. 0.00180 when base footing is below 0.0 ft Min.Overturning Safety Factor = 1.0 ;1 Increases based on footing Width Min.Sliding Safety Factor = 1.0 ;1 Allow.Pressure Increase per foot of width = 0.0 ksf � AutoCalc Footing Weight as DL . Yes when footing is wider than = 0.0 ft Dimensions Reinforcing � Footing Widt = 2.50 ft Footing Thicknes = 10.0 in Bars along X-X Axis _ Wall Thickness 12.0 in Rebar Centerline to Edge of Concrete.. Bar spacing 16.00 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size - # 5 from center of footing = 0 in � _ _��, �'- :;i"' � o _ X_ X .i.: � � ;A�:�,j:'.. ��_3�, �� - :�A��:#SBafsr;:� �� 6" � -,:'f� -+�a:; � I Applied Loads �� - D Lr L S W E H P:Column Load 1.450 0.0 1.590 0.0 0.0 0.0 0.0 k OB:Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf � V-x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k M-zz 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft Vx applied = 0.0 in above top of footing DESIGN SUMMARY �- • • � Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8912 Soil Bearing 1.337 ksf 1.50 ksf +D+L+H PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning I� PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS nla Uplift 0,0 k 0.0 k No Uplift PASS 0.02503 Z Flexure(+X) 0.1773 k-ft 7.085 k-ft +0.90D+E+1.60H PASS 0.02503 Z Flexure(-X) 0.1773 k-ft 7.085 k-ft +0.90D+E+1.60H ;I� PASS 0.04489 1-way Shear(+X) 3,688 psi 82.158 psi +1.20D+0.50Lr+1.60L+ PASS 0.04489 1-way Shear(-X) 3.688 psi 82.158 psi +1.20D+0.50Lr+1.60L+ , � Dibble Engineers,Inc. Project Title: 1029 Market Street Engineer: Prolect ID: Kirkland WA,98033 Pro�ect Descr: i� Printed:26 FEB 2013,2:02PM � Wal I Footi n File=j:12013 Projects113-1047 McD#46-0263 Yelm WAICaiculations113-1047.ec6 g ENERCALC,INC.t983-2012,Build:6.12.11.30,Ver:6.72.11.30 • �.��. � � c Description: (N)Spread footing @ end of BM2 column Detailed Results I� Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio ,D Oniv 1.50 ksf 0.0 in 0.7008 ksf 0.7008 ksf 0.467 ,+D+L+H 1.50 ksf 0.0 in 1.337 ksf 1.337 ksf 0,891 ,+D+Lr+H 1.50 ksf 0.0 in 0.7008 ksf 0.7008 ksf 0,467 ,+p+S+H 1.50 ksf 0.0 in 0.7008 ksf 0.7008 ksf 0.467 � ,+D+0.750Lr+0.750L+H 1.50 ksf 0.0 in 1.178 ksf 1.178 ksf 0.785 ,+D+0.750L+0.750S+H 1.50 ksf 0.0 in 1.178 ksf 1.178 ksf 0.785 ,+D+W+H 1.50 ksf 0.0 in 0.7008 ksf 0.7008 ksf 0.467 ,+D+0,70E+H 1.50 ksf 0.0 in 0.7008 ksf 0.7008 ksf 0.467 ,+D+0.750Lr+0.750L+0.750W+H 1.50 ksf 0.0 in 1.178 ksf 1.178 ksf 0.785 ,+D+0.750L+0.750S+0.750W+H 1.50 ksf 0.0 in 1.178 ksf 1.178 ksf 0.785 ,+D+0.750Lr+0.750L+0.5250E+H 1.50 ksf 0.0 in 1.178 ksf 1.178 ksf 0.785 ,+D+0.750L+0.750S+0.5250E+H 1.50 ksf 0.0 in 1.178 ksf 1.178 ksf 0.785 .+0.60D+W+H 1.50 ksf 0.0 in 0.4205 ksf 0.4205 ksf 0.280 � +0.60D+0.70E+H 1.50 ksf 0.0 in 0.4205 ksf 0.4205 ksf 0.280 Overturning Stability Units:k-ft Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status � Footing Has NO Overturning Sliding Stability Force Application Axis � Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Slitling Footing Flexure Flexure Auis&Load Combination Mu Which Tension @ Bot. As Req'd Gvrn.As Actual As Phi*Mn k-ft Side? or Top? in^2 in^2 in^2 k-ft Status �' ,+1.40D 0.2758 -X Bottom 0.216 Min Temo% 0.2325 7.085 OK ,+1.40D 0.2758 +X Bottom 0.216 Min Temo% 0.2325 7.085 OK ,+1.20D+0.50Lr+1.60L+1.60H 0.5225 -X Bottom 0.216 Min Temq% 0.2325 7.085 OK ,+1.20D+0,50Lr+1.60L+1.60H 0.5225 +X Bottom 0.216 Min Temp% 0.2325 7.085 OK € ,+1.20D+1.60L+0.50S+1.60H 0.5225 -X Bottom 0.216 Min Temq% 0.2325 7.085 OK ,+1.20D+1,60L+0.50S+1.60H 0.5225 +X Bottom 0.216 Min Temq% 0.2325 7.085 OK ,+1.20D+1.60Lr+0.50L 0.3258 -X Bottom 0.216 Min Temo% 0.2325 7.085 OK � ,+1.20D+1.60Lr+0.50L 0.3258 +X Bottom 0.216 Min Temo% 0.2325 7.085 OK .+1.20D+1.60Lr+0.80W 0.2364 -X Bottom 0.216 Min Temq% 0.2325 7.085 OK ,+1.20D+1.60Lr+0.80W 0.2364 +X Bottom 0.216 Min Temp% 0.2325 7.085 OK ,+1.20D+0.50L+1.60S 0.3258 -X Bottom 0.216 Min Temq% 0.2325 7.085 OK .+1.20D+0.50L+1.60S 0.3258 +X Bottom 0.216 Min Temp% 0.2325 7.085 OK � ,+1.20D+1.60S+0.80W 0.2364 -X Bottom 0.216 Min Temp% 02325 7.085 OK ,+1.20D+1.60S+0.80W 0.2364 +X Bottom 0.216 Min Temq% 0.2325 7.085 OK .+1.20D+0.50Lr+0.50L+1.60W 0.3258 -X Bottom 0.216 Min Temo% 0.2325 7.085 OK .+1.20D+0.50Lr+0.50L+1.60W 0.3258 +X Bottom 0.216 Min Tem�% 0.2325 7.085 OK � ,+1.20D+0.50L+0.50S+1.60W 0.3258 -X Bottom 0.216 Min Temq% 0.2325 7.085 OK ,+1.20D+0.50L+0.50S+1.60W 0.3258 +X Bottom 0.216 Min Tem�% 0.2325 7.085 OK ,+1.20D+0.50L+0.20S+E 0.3258 -X Bottom 0.216 Min Temp% 0.2325 7.085 OK ,+1.20D+0.50L+0.20S+E 0.3258 +X Bottom 0.216 Min Temq% 0.2325 7.085 OK ,-�-0.90D+1.60W+1.60H 0.1773 -X Bottom 0.216 Min Temp% 0.2325 7.085 OK � ,+0.90D+1.60W+1.60H 0.1773 +X Bottom 0.216 Min Temn% 0.2325 7.085 OK ,+0.90D+E+1.60H 0.1773 -X Bottom 0.216 Min Tem�% 0.2325 7.085 OK ,+0.90D+E+1.60H 0.1773 +X Bottom 0.216 Min Tem�% 0.2325 7.085 OK One Way Shear Units:k ,� Load Combination... Vu @-X Vu @+X Vu:Ma�c Phi Vn Vu I Phi*Vn Status +1.40D 1.947 psi 1.947 psi 1.947 osi 82.158 osi 0.0237 OK +1.20D+0.50Lr+1.60L+1.60H 3.688 psi 3.688 psi 3.688 psi 82.158 psi 0.04489 OK +1.20D+1.60L+0.50S+1.60H 3.688 psi 3.688 Asi 3.688 psi 82.158 psi 0.04489 OK 'il� +1.20D+1.60Lr+0.50L 2.3 osi 2.3 psi 2.3 psi 82.158 osi 0.02799 OK +1.20D+1.60Lr+0.80W 1.669 psi 1.669 psi 1.669 psi 82.158 psi 0.02031 OK +1.20D+0.50L+1.60S 2.3 psi 2.3 osi 2.3 psi 82.158 psi 0.02799 OK � � Dibble Engineers,Inc. Project Title: 1029 Market Street Engineer: Prolect ID: Kirkland WA,98033 Project Descr: li � Printed:26 FEB 2013,2:02PM �W1�� FOOtI il File=j:12013 Projects113-1047 McD#46-0263 Yelm WA1Calculations113-1047.ec6 g ENERCALC,INC.1983-2012,Build:6.12.11.30,Ver.6.12.11.30 � _ �.��. � - � : Description: (N)Spread footing @ end of BM2 column +1.20D+1.60S+0.80W 1.669 qsi 1.669 psi 1.669 psi 82.158 osi 0.02031 OK � +1.20D+0.50Lr+0.50L+1.60W 2.3 qsi 2.3�si 2.3 psi 82.158 osi 0.02799 OK +1.20D+0.50L+0.50S+1.60W 2.3 psi 2.3 osi 2.3 psi 82.158 osi 0.02799 OK ' � � � � r--- i � � � � � � �r �� DIBBLE ENGINEERS, INC. � � � MCDONALDS YELM #46-0263 � STRUCTURAL CALCULATIONS � YELM, WA � � �` � � SECTION 3 � � LATERAL CALCULATIONS � i 1 , ��r � � � DIBBLE ENGINEERS, INC. Projec'No. She�e^tNo. �3 D I� � Project Ddte a,� T� C,Q`� �{� L�..� '�.Gfr� Subject By �tTf_2.a,� i�r.,;, � � J� �Q�J 4tflr,,nts b��, c,�l�-c.( U,, t, (��P�."�T w�c t �a-ig ��g� � � ��V'?GAI,., vJat(� �-D = �!O ��r� C�.56x�.� �d.�3�r2�j(..1�� -+(e,�� -'�, = 32,��.0 �r� i� p'�D�'iTyUNerC. �(O�J'F �l�-dU�a2 �_ L�S �5►-� C (Z`]�1 S`� ,a 1'`�-�_ ��o �� T�+a� = ��v a 3��-?-a = 3`I� °1�c� l.�t5 � �' �� A ; 33�s r��- � (�o�� - 3 �I q�-o �/ - i o,.s (��r- 33�s Yz � , � � � '� �,' I� � � Project No: Sheet No: DIBBLE ENGINEERS, INC. 13-1047 L- � Project Date McDonald's Yelm WA 2/2013 Subject By Lateral Analysis - Seismic RMH �, R 6.5 V=CSW I 1 SDS 0.794 Cs SDS��I) �. CS 0.122154 p i � Building Width 39 ft Roof Dead 20 psf Green Roof Lengt 0 ft Green Roof 0 psf Mech Roof Lengtl 0 ft Rooftop Mechanical: 0 ]bs Typ Roof Length 0 ft � Floor Dead 0 Wall Dead(Dist)* 21 psf � *Included with area loads in calculations below Partition Wall Loa 0 psf Exterior Wall Loac 0 psf � Weights: Area(sqft) Area Loads(ps fl Total Loads(lbs) Height(ft) Typ Roo 3050 30.5 93025 12 � 0 0 21 0 � O 21 0 0 � � -- � � ,� �� ,. �� ., � �j -- — O -' . . -- — --- — � 0 �� I� Totals 93025 Equivalent Force Distribution � 9.00 VsnsE,sEis 11,363 lbs 8.00 — VASD 7,954 ]bs �.ao � s.00 Seismic Distribution: s.00 Level: Portion Force(Kip) y a.00 � Roof 1.000 7.95 � 3.00 Ploor 3 0.000 0.00 m e 2.00 Floor 2 0.000 0.00 ,,-� � ;F-lc�or 1 °. ,�4�.(l00 .-��_ � O.001 too — II� =� „ �iaor`' O.00t? - 0�(? o.00 — 1 2 3 4 5 6 -1.00 -2.00 �I��I� Floor Number(Wood) r � � Wind Design -All Heights Method - Project: McDonalds Yelm WA � Job#: 13-1047 � Building Length 83 ft (approx) Building Width 39 ft (approx) � Parapet Height 6 ft Mean Roof 12 ft (approx) Roof Height 0 ft (Height from top of plate to top of ridge) � Roof Pitch 0 degrees � � Exposure Category: B Type: Enclosed Pner — qsKdCnerlKn Velocity(mph) 85 � Pressure, qs 18.5 psf IBC Table 1609.6.2(1) Kz 0.7 ASCE 7-05 Table 6-:(interpolated) Importance Factor: 1.0 � Kn 1 ASCE 7-05 Cnet Table 1609.6.2(2) � Windward Wall 0.43 Leeward Wall -0.51 Parapet Wall (Windward) 1.28 � Parapet Wall (Leeward) -0.85 Pnet � Windward Wall 5.57 psf Leeward Wall -6.60 psf Parapet Wall (Windward) �� -`� 16.58 psf Parapet Wall (Leeward) �� -11.01 psf I� a Total Wind Pressures(ASD = 1.OW): � Wall 12.17 psf Design Wind Force Parapet ��` 27.58 psf � � �III, , � � MAX Wind Loading Per Floor Analysis (Along Bldg Length): Floor Trib Load(plf Max Length (ft) Story Force (Max) � Roof 239 83 19.8 kip Total: 19.8 kip � MAX Wind Loading Per Floor Analysis (Along Bldg Width): Floor Trib Load(plf Max Width (ft) Story Force (Max) Roof 239 39 9.3 kip � Total: 9.3 kip � Story Force Comparison: Wind vs. Seismic East-West Forces (Minimum Load Comparison) � Level Wind Seismic Cumulative Winc Cumulative Seis Roof 9 kip 8 kip 7 kip < 8 kip � � Seismic Governs - East West Direction (Sheathing Design) Wind Governs - East West Direction (Holdown Design) � Wind Governs - North South Direction � � � � � � � � I,I� � .� y/ �� i �-+ MO �� p(1 Y O � Q1/� i d -___ �T- .._...._. . . . . __.....___ ._.__..__._ .. .......��J-_.__.__.� � � -� n -� /Y i .� ;� � - �.. :� � __..�� _ .;.: r �';� . -�}�� '''� i� � � � � E<•:' •��' .:s:�.. :i: :;.' � ' . .... ... .. , .... . .y••.E� . . . . `:��'�V ::f f �. , �.1 g � t,n :,�°:�� . . . . Q � ,� � � ' M ;� � � � � � � J � `� `-� � � ` �!: � �v � - � �� ,'� k � " , I �, � Y,•F,`"i` , ��. •S �r; ' I '.�� t � ��n �. ^ � •,♦a`,�7'' .. r�� / ' I . `.� a03 � i � � � � s i ; I s � �;: , ? ,� ;� � ` 3 � :�. ��.;�: � � � � �� w 6 '^ a,`J ; v � � �, � € � wt �� .�-.9 c .� ;�.f. � �� ) � J � n f'� [1� � `' �.. �� , - � �.. � � ' �� ". -� �:��: ��.� ;`� � � .,_,� `:;. � � o � � g _ - �� d� � � �� 0 �� - �� I 3 .�r� .��.: .� _ � � - � ..� - _�o � a �•`��' ��'' J Q ' �d � - � w � � � � � I� � � � � � � t 2 � 7 � J µ � �° ��° 'I� � in f � � � � � J I . i� � � Project No: Sheet No: DIBBLE ENGINEERS, INC. 13-1047 L- Project Date McDonald's Yelm WA 2/2013 ,� I Sub'ecr Shear Wall Desi n-3rd Sto Walls Roo B xMH Nailing Use Seis(Ply) Wind(Ply) � SW-6 8d @ 6" 339 242 339 SW-4 8d @ 4" 495 353 495 Roof North-South Wind(Ply) SW-3 8d @ 3" 637 456 637 Total Sheaz Force: 19.8 kip SW-2 8d @ 2" 832 595 832 '� Total Trib Width: 83 ft DSW-4 8d @ 4" 990 706 990 Total Force Check: 19.7 kip DSW-2 8d @ 2" 1664 1190 1664 Floar Height 12 ft Wall Line:R.A II�� Trib To Wall Line: 6.5 ft Total Force: 1.6 kip Total Wall Length: 23.0 ft !� Wall Height Length U-Shear Shear H:W Rho Unit Sheaz SW- FOTM .6 DL Abv Force Net Force HD- A.1 12 16.5 67 1112 1.00 1 67 SW-6 808.958 806.6 2 � ? �? (�i 67 438 1.00 1 67 SW-6 808.958 317.7 491 ,� 11.3 12 U 67 0 #�## 7 HD1V/0! ###i## #UIV/0! 0 #DIV/0! }��.r; 12 0 67 0 ###,# 1 #DiV/OI #�!### #D1V/0! 0 #D1V/0! f1.8 12 0 67 0 #�'#� ] #DIV10! ###i## '�DIV/U! 0 #DIV/0! H.11 l2 0 67 0 ##�## 1 �DN10! ###'�# #D1V/0! 0 #DIVlO! '� H.12 12 0 67 0 #### 1 #DNJO! ##### #DIV/0! 0 #DIVIO! �H.13 12 0 67 0 ##H� I kDIV/0! ###�# #DIV/0! 0 #DIV/0! 12 0 67 0 ###� I #D1V/0! ###,##} #DIV/0! D #DIV/0! I� Wall Line:R.B Trib To Wall Line: 29.8 ft !I� Total Force: 7.1 kip Total Wall Length: 213 ft Wall Height Lenb h U-Sheaz Shear H:W Rho Unit Shear SW- FOTM .6 DL Abv Force Net Force HD- [; l 1? 212; ::� '097 1.00 I >>1 S�\'-6 100'.;6 10;9 '.969 � �2.B1 12 0 334 0 ###� �1 �DIV/0! �#### #D1V/0! 0 #I)IV/0! 2.}32 12 0 334 0 #### 1 ?tDN,'0! #t##�# #D1V/0! 0 #llN/Of 2.C1 12 0 334 0 #### I #D1V/0! ##i�'�� #DN/0! 0 #DTV/0! �� ?-C2 12 � 0 �354 0 #### 1 #DN/0! ##��'�## #DN/Oi 0 kDIV/0! � G.10 12 0 334 0 ##rt# 1 #DIV/O! ##### #D1V/0! 0 #DIV/0! 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