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Report Job No. 14-559 Sheet No. Cover ✓��'�U�G(_GrA ?) ByJVD Date 05-29-14 li 4S 2-y() w s RECEIVED ~ 1 8 2014 CITYAUG OF TIGARD BUILDING DIVISION CARUSO TURLEY CLIENT: SCOTT Big Red Rooster Architecture structural 398 S Mill Ave, Suite 201 engineers Tempe, AZ PROJECT: Panera Bakery Café #1828 10230 SW Washington Square Rd Tigard, OR STRUCTURAL y GINFERING EXCELLENCE PARTNERS GENERAL INFORMATION: Richard Turley,PE Paul ScottPE,SE BUILDING CODE: IBC 2009 Sandra Herd,PE,SE,LEED AP Chris Atkinson,PE,SE,LEED AP ; Thomas Morris,PE,LEED AP $S BUG T L' ;I Richard Dahlmann,PE €0Ei P Orc- 4"1 Q. •�/� 1 /F/EGO � '1/OV 21, 464 �,�/\ • `°REGOR'I SG I` :RES: 61w//6 • • 1215 W.Rio Salado Pkwy. Suite 200 Tempe,AZ 85281 T:(480)774-1700 F:(480)774-1701 www.CTSAZ.com File:Calc Cover 11.dot\MAL b YOUR STRUCTURAL ENGINEERING EXPERTS Job Name Panera Bakery—Tigard, OR CARUSO Job No. 14-559 Sheet No. Basis TURLEY 1215 W.Rio Salado Pkwy. SCOTTSuite 200 By JVD Date 6/24/14 consulting Tempe,AZ 85281 structural T:(480)774-1700 engineers F:(480)774-1701 BASIS FOR DESIGN BUILDING CODE: 2009 EDITION OF THE INTERNATIONAL BUILDING CODE ORIGINAL DESIGN 1979 UBC—"PER EXISTING DRAWINGS BY"ELTON C GLIDOW" ROOF LIVE LOAD=50 PSF(INCLUDES MECH'L) ROOF DEAD LOAD=25 PSF ROOF SNOW LOAD=25 PSF DESIGN LOADS: ROOF LIVE LOAD= 20 PSF(REDUCIBLE). ROOF DEAD LOAD= 25 PSF. ROOF SNOW LOAD=25 PSF WIND: 3 SECOND WIND GUST=90 MPH. EXPOSURE C. SEISMIC: OCCUPANCY CATEGORY, II.(ASCE7-05) MAPPED SHORT PERIOD SPECTRAL ACCELERATION,Ss=0.972. MAPPED ONE SECOND SPECTRAL ACCELERATION, S1 =0.423. SOIL SITE CLASS,D DESIGN SHORT PERIOD SPECTRAL ACCELERATION, Sds=0.720. DESIGN ONE SECOND SPECTRAL ACCELERATION, Sd1 =0.445. - EXISTING GLUED LAMINATED BEAMS(GLULAM) Fb=2,000 PSI, Fv=215 PSI, Fc (PERPENDICULAR)=500, E=1,500,000 PSI ', II 2I Design Maps Summary Report Q Jser-Specified Input Report Title Panera - Tigard, OR Tue July 1, 2014 17:33:42 UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) -- Site Coordinates 45.43219°N, 122.77256°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III I 5000m "-- eaverton _?/. (C` -I _ _I_. rr� zfr u ffM �. 1 / _ j �6arden Home- ft ord !�( g A 41 {3 "(• - -,-:•,' Lake OSw:ao6:1-.O.-- i' ) T Ir := ,I ,, �= h1M ERICA !I f alatm h, ` . „; ® 4mapque5t -t = c� . MI @ MapQuest JSG- S-Provided Output - S5 = 0.972 g SMS = 1.080 g S05 = 0.720 g S1 = 0.423 g SM1 = 0.667 g Sol = 0.445 g 'or information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and leterministic ground motions in the direction of maximum horizontal response, please return to the application and :elect the"2009 NEHRP" building code reference document. MCEs Response Spectrum Design Response Spectrum 0.88 1.10 0.20 - 0.59 0.72 0.92 0.64 0.77 0.56 1-0.66 OI 0.42 re 0.55 tfa 0.40 H 0.44 0.32 0.33 0.24 0.22 0.16 0.11 0.05 0.00 0.00 - 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.80 2.00 Period.T(sec) Period. T(sec) lthough this information is a product of the U.S. Geological Survey,we provide no warranty, expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. PL.A A/ 4110 2 " 6L6 Are C hi E Clz E C) Ato A-1,v-s-T U v 0 orzii/vAL LOA0)."/Gs ''''7. ...5ANCI-1 CH(Ch ...... ..7) OS 161 Ai A-L 1.-C.44 0 )..4/G,r tui/ ,c c)rz jte Ai 7 coDE c.-OA 0 1.4C0 Cc..2/14-0,/'IA 1-1041,r e.,..,/ 74 EC 'L LW 1 7.5- 45- 630 i,..) T -... L.C.)/1-0/-ti -s' C-'-'/ EQ.).- 7 OF/uTIFII70 3 EA-fri EXISTING 8 3/4x36 GLB F----- (E) 2 7 , 0x6 AT 16"0C PIP " I II : ' ' -1444-1. = = = = = 1 .1' EXIS11NG- _:, RTU - -i ---11-7 L----+ t----1 NEWRTU 1 II 21NEW RTU 1500# : ' 1500#1. :1 1500# - . L___II_rj ,EXISTING7 I RTU ' -%;1 -.''.1 - 1 ! 8 !I ---, ,-- > --J-4-------+ EXISTING 8 3/4x30 GLB L_____L_I e , 1 M ' .._ EXISTING STEEL-/. .!I 1 k E -TING 6 3/4x24 GLB 11I (E)5 1/808 GLB AT 8'-0" O.C. MAX '\, Ii -6,-- .. LIlc.; AI et,) f?... 7C) ( 0J' _-, CARUSO TURLEY SCOTT Job Name PCrrc<c_ Ea ker.:.�„ -Ttar:re(, structural engineers ®2 - AiE&' r2,Tu. ,....f 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. /`i''SS-9 Sheet No. 3 T:480 774-1700 • F:480 714-1701 www.ctsaz.com By SVC) Date b/2 `l r -7' )00 Fc.�lri% . ../1Visfr t c':J1 �4 PC/'FIa- (` f i� 214, 01C.. • a ec ic. a % k c2-4 G L r3 ( l-f = - ..-:.>„ c*) : " ✓ r E.iSTrnc` F/c,-y-, ; .. LO �L TGA/ G G/L DDS it • a L. -2 ...5C i c G t !.5 `-- As5-ue,,, ,f 0 5 =-)j t , (Jr .sC r=<r:J, Ic ) ,5; - _ 6 f f ,vo Pvnh/(us.' FA Jc)c j /- 62 ri ` C L 1 s 6► r7 .) L00Jc.l. .5>c. !k!! , - .,' 5(.... , D� { EK1s11n� Frcmj4 c.,....,/ /vet.. Thaccl, ' ` (. /1 I T.S D_L- -> ,2stpsf LL r :-� 4,20(..7_3-F . (__orsc ' /c2.IJc2- Ib >" Case i?�@Lt� '/ �J�{�,s�� �- S.L = a S p sc �Q 101�� p i p� �" USG SO ; S f G�cr ? 9n /,'re iron f ,s in. -soot? _ e.., 41 (JnT4 P1#1F/us/oN.S CO sr c .v. '(Cp4seruof;v ..) —5�/3 cLe i ra - ,, ( (a-S {f )psf k 3 4'4Y� `140,'1.-1 D L. i A S ). i 3P} = 0Zcl-Fs.c. p ', 6LI3 Is 80-7% LC7eCSCc. t5tfe- 4d€/ ..S-ee-.'I-, CIL, ° Cl ech- ' lec1, 'L as- P0;44 (Oo�(�{ C Ce. I t,- 3,x,.rs.. �W 4- G[GN SCrt,0,1,✓C ,-"\v ,2s F < 8`(' 4 = c,a(X)e( F J v `� I des F r f _ (GU c( F i G L- 3 1'5 _59', 7_ % Loa efel. ..SG.c- 41444 LC I( ....5 1/i ccs-. Ch.. CARUSO TURLEY SCOTTlob Name PG�F o Fr-c - T,cr 7 structural engineers oto- — ri_ic, � _., 1 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. l 41—S5- Sheet No. W cl, T:480 774-1700 • F:480114-1701 www.ctsaz.com By JO Date 6/2'/ i_54-l~L r-rcv,-, `,)_/ oZ. - -)11 cc 4 'L. (_)(1 i 1s- 1)-L- = ,23--,,...s- ..s2� -- 0/ti Pi - L L C - ,90 ei _56 `,4- �c::; SL . c,2....c(?3 c Nem 2 TU , 41V. d RTv 6r A A -I` "I ve„ II Tv /500 r-"Conlcr;d,--!1 (-c.. E.ri.t 1i" n I - 1- 'd- 6- /4-J✓cid c GLB is 7 , # Caruso Turley Scott,Inc. Project Title: ect ID: Engineer: Proj 1215 W.Rio Salado Pkwy,Suite 200 1 cmus° Tempe,AZ 85281 Prosect Descr: 1 TURLEY Km www.ctsaz.com „,„,ting sn«nrnl Phone:480.774.1700 e glneers Printed:29 MAY 2014,9:47AM Wood Beam File=h:1_CCF16-1114559P-11CALCUL-1IPANERA-1.EC6 ENERCALC,INC.1983-2014,Build:6.14.1.26,Ver:6.14.1.26 Lic.#: KW-06000624 Licensee:CARUSO TURLEY SCOTT Description: Simple Span(3.125 GLB)-Original Design UBC 1979 _ CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,000.0 psi E:Modulus of Elasticity Load Combination ASCE 7-05 Fb-Compr 2,000.0 psi Ebend-xx 1,500.0ksi Fc-Prll 1,400.0 psi Eminbend-xx 780.0 ksi Wood Species : HF/HF Fc-Perp 500.0 psi Ebend-yy 1,400.0 ksi - Wood Grade :20F-V9 Fv 215.0 psi Eminbend-yy 730.0ksi Ft 975.0 psi Density 27.70pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling y D(0.2)L(00..4)S(0.2) l 1 i 1x 4`t '. ; ' m „tY �.4Yr F'g.ax #' 't -r. s':'''r- - 4 r- '`,.t-- ,�- 3.125x24 `-' Span=24.0 ft h Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0250, L=0.050, S=0.0250 ksf, Tributary Width=8.0 ft DESIGN SUMMARY Design N.G. Maximum Bending Stress Ratio = 0.968 1 Maximum Shear Stress Ratio = 0.726 : 1 Section used for this span 3.125x24 Section used for this span 3.125x24 fb:Actual = 1,872.00psi fv:Actual = 156.00 psi FB:Allowable = 1,934.69 psi Fv:Allowable = 215.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 12.000ft 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 0.834 in Ratio= 345<360 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 1.112 in Ratio= 258 Max Upward Total Deflection 0.000 in Ratio= 0 <180 • Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN Ci Cr Cm C t C L M fb F'b V hr F'v D Only 0.00 0.00 0.00 0.00 _ Length=24.0 ft 1 0.298 0.223 1.00 0.97 1.00 1.00 1.00 1.00 1.00 14.40 576.00 1934.69 2.40 48.00 215.00 -•+D+L+H 0.97 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.893 0.670 1.00 0.97 1.00 1.00 1.00 1.00 1.00 43.20 1,728.00 1934.69 7.20 144.00 215.00 +D+Lr+H 0.97 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 -., Length=24.0 ft 1 0.298 0.223 1.00 0.97 1,00 1.00 1.00 1.00 1.00 14.40 576.00 1934.69 2.40 48.00 215.00 +D+S+H 0.97 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.595 0.447 1.00 0.97 1.00 1.00 1.00 1.00 1.00 28.80 1,152.00 1934.69 4.80 96.00 215.00 +D+0.750Lr+0.750L+11 0.97 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.744 0.558 1.00 0.97 1.00 1.00 1.00 1.00 1.00 36.00 1,440.00 1934.69 6.00 120.00 215.00 +D+0.750L+0.750S+H 0.97 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.968 0.726 1.00 0.97 1.00 1.00 1.00 1.00 1.00 46.80 1,872,00 1934.69 7.80 156.00 215.00 ; Caruso Turley Scott,Inc. Project Title: 0 °lJ 1215 W.Rio Salado Pkwy,Suite 200 Engineer: Project ID: TURTempe,AZ 85281 Project Descr: sm." www.ctsaz.com "°rr' Phone:480.774.1700 e glneers Printed:29 MAY 2014,9:47AM Wood B@1117 File=h:LCCF16-1114559P-11CALCUL-11PANERA-1.EC6 ENERCALC,INC.1983-2014,Build:6.14.1.26,Ver:6.14.1.26 Lic.#: KW-06000624 Licensee: CARUSO TURLEY SCOTT Description: Simple Span(3.125 GLB)-Original Design UBC 1979 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v +D+W+H 0.97 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.298 0.223 1.00 0.97 1.00 1.00 1.00 1.00 1.00 14.40 576.00 1934.69 2.40 48.00 215.00 +D+0.70E+H 0.97 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.298 0.223 1.00 0.97 1.00 1.00 1.00 1.00 1.00 14.40 576.00 1934.69 2.40 48.00 215.00 • +D+0.750LrO,750L+0.750W+H 0.97 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.744 0.558 1.00 0.97 1.00 1.00 1.00 1.00 1.00 36.00 1,440.00 1934.69 6.00 120.00 215.00 +D+0.750L+0.750S+0.750W+H 0.97 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.968 0.726 1.00 0.97 1.00 1.00 1.00 1.00 1.00 46.80 1,872.00 1934.69 7.80 156.00 215.00 - +D+0.750Lr+0.750L+0.5250E+H 0.97 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.744 0.558 1.00 0.97 1.00 1.00 1.00 1.00 1.00 36.00 1,440.00 1934.69 6.00 120.00 215.00 +D+0.750L+0.7505+0.5250E41 0.97 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.968 0.726 1.00 0.97 1.00 1.00 1.00 1.00 1.00 46.80 1,872.00 1934.69 7.80 156.00 215.00 +0.60D+W4I 0.97 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.179 0.134 1.00 0.97 1.00 1.00 1.00 1.00 1.00 8.64 345.60 1934.69 1.44 28.80 215.00 +0.60D+0.70E+H 0.97 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.179 0.134 1.00 0.97 1.00 1.00 1.00 1.00 1.00 8.64 345.60 1934.69 1.44 28.80 215.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."'Defl Location in Span Load Combination Max."+n Defl Location in Span D4.+S 1 1.1124 12.088 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 9.600 9.600 Overall MINimum 2.400 2.400 D Only 2.400 2.400 L Only 4.800 4.800 S Only 2.400 2.400 L+S 7.200 7.200 D+L 7.200 7.200 D+S 4.800 4.800 D+L+S 9.600 9.600 -4 Caruso Turley Scott,Inc. Project Title: (2)1215 W.Rio Salado Pkwy,Suite 200 Engineer: Project ID: CMUS° Tempe,AZ 85281 Project Descr: NKr( X nT www.ctsaz.com ns"Itlnq -' Phone:480.774.1700 e glneers Printed: 1 JUL 2014,10:26AM Wood Beam ENERCALC, ENERCALC,INC.1983-2014,Build:6.14.6.15,Ver:6.14.6.15 Lic.#: KW-06000624 Licensee : caruso turley scott Description: Simple Span(3.125 GLB)-New Mech'I CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,000.0 psi E:Modulus of Elasticity • Load Combination ASCE 7-05 Fb-Compr 2,000.0 psi Ebend-xx 1,500.0 ksi . Fc-Prll 1,400.0 psi Eminbend-xx 780.0 ksi Wood Species : HF/HF Fc-Perp 500.0 psi Ebend-yy 1,400.0 ksi Wood Grade :20F-V9 Fv 215.0 psi Eminbend-yy 730.0 ksi Ft 975.0 psi Density 27.70pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.44)Lr(0.16)S(0.2) i } - `' gSr s # f's, :',.,;-,.**;,..,,.„*.t.-;„.,-., 'k1' ' 'ms$ ,* .,' s $ V : 0W,tyy77‘ 16%.Iferip- W � t V 3 - y : ,1,.;' ° ,,*& "t Jp. �#s '� - & 4-segit-€' & Z , X b ' � " f ',a Y' 7,r: , 3.125x24 ,2 Span=24.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. - Uniform Load: D=0.0550, Lr=0.020, S=0.0250 ksf, Tributary Width=8.0 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.809 1 Maximum Shear Stress Ratio = 0.606 : 1 Section used for this span 3.125x24 Section used for this span 3.125x24 fb:Actual = 1,267.20 psi fv:Actual = 105.60 psi FB:Allowable = 1,567.10psi Fv:Allowable = 174.15 psi Load Combination D Only Load Combination D Only Location of maximum on span = 12.000ft 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 0.278 in Ratio= 1035 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.890 in Ratio= 323 Max Upward Total Deflection 0.000 in Ratio= 0<180 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."Deft Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.8899 12.088 0.0000 0.000 , , , Caruso Turley Scott,Inc. Project Title: (e),-)' 1215 W.Rio Salado Pkwy,Suite 200 Engineer: Project ID: cARuso Tempe,AZ 85281 Project Descr: TURLEY xa*T www.ctsaz.com urvlNnq i�^tt°t", Phone:480.774.1700 engineers Printed:1 JUL 2014,10:24AM File=h:\_CCF16-1\14559P-1\CALCUL-1\PAN E RA-1.EC6 Wood Beam ENERCALC,INC.1983-2014,Build:6.14.6.15,Ver:6.14.6.15 Lic.#:KW-06000624 Licensee:caruso turley scott Description: Simple Span(3.125 GLB)-New Mech'I Point Load CODE REFERENCES - _ Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,000.0 psi E:Modulus of Elasticity • Load Combination ASCE 7-05 Fb-Compr 2,000.0 psi Ebend-xx 1,500.0 ksi Fc-PIll 1,400.0 psi Eminbend-xx 780.0 ksi Wood Species : HF/HF Fc-Perp 500.0 psi Ebend-yy 1,400.0ksi Wood Grade :20F-V9 Fv 215.0 psi Eminbend-yy 730.0ksi Ft 975.0 psi Density 27.70 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D( .5) D(0.2)Lr(C.16)S(0.2) i i V i i � , >5 r. .�.� C �}�` 1 r e i y�j' ��� �k ��*��;t u 0 �,.r x� @ t � t:'k� ¢�..,� 3.125x24 Span=24.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0250, Lr=0.020, S=0.0250 ksf, Tributary Width=8.0 ft Point Load: D=1.50 k @ 12.0 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.597. 1 Maximum Shear Stress Ratio = 0.390 : 1 Section used for this span 3.125x24 Section used for this span 3.125x24 fb:Actual = 936.00 psi fv:Actual = 111.00 psi FB:Allowable = 1,567.10 psi Fv:Allowable = 284.34 psi Load Combination D Only Load Combination +D+S Location of maximum on span = 12.000ft 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 0.278 in Ratio= 1035 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.695 in Ratio= 414 . Max Upward Total Deflection 0.000 in Ratio= 0<180 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."2 Deft Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.6952 12.088 0.0000 0.000 ti. 7 , „. , Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy,Suite 200 Engineer: Project ID: LUSO Tempe,AZ 85281 Project Descr: TUR LEY p STT www.ctsaz.com utultinq 't—tur.' Phone:480.774.1700 e glueert Printed:1 JUL 2014,10:24AM Wood Beam File=h:1_CCF16-1114559P-11CALCUL-11PANERA-1.EC6 ENERCALC,INC.1983-2014,Build:6.14.6.15,Ver:6.14.6.15 Lic.#: KW-06000624 Licensee:caruso turley scott Description: Simple Span(3.125 GLB)-Two Mech'I Point Loads CODE REFERENCES `' Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,000.0 psi E:Modulus of Elasticity - Load Combination ASCE 7-05 Fb-Compr 2,000.0 psi Ebend-xx 1,500.0 ksi Fc-Prll 1,400.0 psi Eminbend-xx 780.0 ksi Wood Species : HF/HF Fc-Perp 500.0 psi Ebend-yy 1,400.0 ksi Wood Grade :20F-V9 Fv 215.0 psi Eminbend-yy 730.0 ksi Ft 975.0 psi Density 27.70pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(1.5) D(1.5) D(0.2)Lr( .16)S(0.2) + $ + -n r ; s, r- moi¢ b ' ':' 4z-Y g Ta y K 'd '�`y `43`1,a-' z 'ems h. a ' "� /.,,. a -a y z-c'` zx $ .? S ria �.* r �_ �x s � r _� ti 'C' -,-A ,---: ,,,YE,. f, -i _ ..'},.std `r -+i:Z,"` :yR +-t gvs .»ti 11'. 0. ". 3.125x24 • Span=24.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. - ' Uniform Load: D=0.0250, Lr=0.020, S=0.0250 ksf, Tributary Width=8.0 ft Point Load: D=1.50 k @ 12.0 ft,(Existing Mech'l Point Load) Point Load: D=1.50k@6.Oft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.712 1 Maximum Shear Stress Ratio = 0.491 : 1 Section used for this span 3.125x24 Section used for this span 3.125x24 fb:Actual = 1,116.00psi fv:Actual = 85.50 psi FB:Allowable = 1,567.10psi Fv:Allowable = 174.15 psi Load Combination D Only Load Combination D Only Location of maximum on span = 12.000ft 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 0.278 in Ratio= 1035 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 _ Max Downward Total Deflection 0.791 in Ratio= 364 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.'-"Deft Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.7911 11.912 0.0000 0.000 • Tu AO A c A-)F/ti (__L) Mechanical Unit Overturning RECTANGULAR BASE WITH NO LEGS Unit info: Weight= 1250 lbs X 1.2= 1500 lbs. Length= 104 in Width= 60 in Height= 48 in Curb height= 14 in Seismic: Per ASCE 7 Chapter 13 Sds= 0.720 ap= 2.5 Ip= 1 Rp= 6 z/h= 1 (conservative) Fp= (.4*ap*Sds*W) *(1+2*z/h) = 0.360 W <---Governs Rp/Ip Fp max= 1.6*Sds*Ip*W= 1.152 W Fp min= .3*Sds*Ip*W= 0.216 W -- Fp= 540 lb @ 38 in Mot(base)= 20520 lbs* .7= 14364.0 "lbs Mot(to curb) x.7= 9072 "lbs - . Mr=Wtx1.2*width/2= 45000 'lbs*.6= 27000 "lbs Tr base= -211 lbs Tr to curb= -299 lbs Sliding: V= 540 lbs Wind: 90 mph 3-sec gust wind speed Exposure C Af= 45 ft^2 h/d= 0.60 Af<.1 Bh therefore, use 1.9 multiplier per ASCE7 6.5.15.1 Kz= 0.85 Kzt= 1.0 Kd= 0.85 I= 1.0 qz= .00256 Kz Kzt Kd VA2 I = 15.0 psf ASCE-7 eqn. 6-15 G= 0.85 Cf= 1.5 F= gzGCf X Af X 1.9= 1625 lbs ASCE-7 eqn. 6-28 and section 6.5.15.1 Mot(base)= 61755 lbs Mot(to curb) = 39003 "lbs Mr=Wt*width/2= 37500 'lbs*.6= 22500 "lbs Tr= 654 lbs Tr to curb= 275 lbs Sliding: V= 1625 lbs - Attachment: Screw spacing unit to curb: #10 screw spacing = 8 " N= 40 V all/screw(20 gage material)= 100 lbs Vall= 4000 lbs vs. 1625 lbs OK T all/screw(20 gage material)= 60 lbs N= 13 Unity: V + T Tall= 780 lbs Vail+T unity seismic= n.14 unity wind= 0.76 Curb to sleepers on roof: 8d nails @ 6 "o.c. (min 2 per side)from curb to support Shear: N= 54 V all/screw= 100 lbs V = all 5400 lbs vs. 1625 lbs OK Tension - - T all/screw= 60 lbs N= 17 Unity: V + T Tall= 1020 lbs Vall+Tall unity seismic= n.94 unity wind= aw II CARUSO TURLEY SCOTT Job Name Pe ci dlak!r CaEc u structural engineers 77 . l.. d rL. it 1215 W.Rio Salado Parkway,Suite 200 U Tempe,Arizona 85281 / �-SYS T:480 774-1700 • F:480 774-1701 Job No. Sheet No. (2 www.ctsaz.com By "-T J C Date 6/2'/ r J nir-fi-vrn>n of- -)--)),-..4,1„ i 4._ C • Ciec-n 31 eq, cr 5x-4(1j Qt7 L,,,,,,tk. /Q 56 .__ ._._._ Ft ),, A 11c. 1-,P... ,, 4 ,..51-1,c-c.4 f i . t IsD 3S I- — 1 __ 6., .6 0 •;_::„.-- fAT - - /6 ..s a 3,,5 '- of 6 JCC I-50(),, ,' /C. 0 ,e — /37n P� 1,4 leo L( s c'I - . L60 �� rr 7 �3 > - 6v — fz = .�8_s � o 6.1,4.CC 11. -Cin.,q O/ C!7; 4"` A, rbc-) u rJ 415fit z 1S-003,5`" 1 -)/'/1 -202-c2 ° 3!J N '- (1i(J ,c1.Sdd 0 . '/2 0 AT �` ..Q 6/ /! (2,7;-•4- ;3- /0 ../.. 1 i ?Hrs 0 I a Ec 7/c4/ NO SLI J~` 12t t's- r 7C0 A