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Specifications (2) 7 13Ce0-0i('( 'RV--Z7 ,.)ke RECEIVED • STRUCTURAL CALCUattiaNs BUILDING DIVISION FOR Retail at Shady Lane 9785 SW, Shady Lane Tigard, Oregon Tiland Schmidt Architects PC 3611 SW, Hood Street, Suite 200 Portland, Oregon. 97239 Rot et -0 4, 'boo Structural Engineers : EXPIRES: 6-30—• fik. loo East 13th Street • Suite io • Vancouver, WA 9866o Phone: (503) 384-0460 • (36o) 699-0607 • Retail At Shady Lane Tigard, Oregon. Design Criteria Roof Live 25psf, Snow Wind Speed 120 B (Strength Level) 95B ( Working Stress Level) Seismic Sds= 0.604G Site Class: `E/F' 1110 Allow soil bearing pressure =1500 psf per soil report Table of Content Roof Framing Design Page R-1 thru R-19 Lateral Analysis Page L-1 thru L-13 , • 1' --r 1' • -i . • 0 ;c C ( fj, 05 I • 0O i '' rz) b " © sO. - "' 3 44 IC I t A2.1 • �; , \ � � 1 rJ , Z ---$ I �..�.....- l in i • 0 -2OJ a►th lir ,I rrk N crli e " 0IIIMIWAIII O I0 i, ; d 0 ,: ► 0 ` � 10 P I A2.1 14 C I 0, m VP IMF Mir TV M 0:101 b ."--- 0 C3 0 SIM. ��—I • A2.1 6. J1/ / 3,•0 1'•1 •t51.2•t 7 6' 3'-4' 6 $ . ,1 8 ' 5, 0• .13•EQ. SPCS. 4 EQ. SPGS. 5 EQ.SPGS. lar Q R C FLOOR PLAN 1 I I/2• = I'•0• 4k> . ,, 'i , , 'Z ��, l _ ,,) i„ , ,,,,,,,,, (, , , r,. ; ./' By, cm p Project Shady LANE Starbucks Job No. • _1,, Associated 14-131 6., Consultants, Location Date Inc. Structural Engineers Tigard, Orgon . 07-28-14 Client Sheet No. 100 East 13th Street•Suitc 10•Vancouver,Washington 98660 Portland:(503)384-0460 • Vancouver:(360)699-0607 TSA 0 • • .moi ' -_ Li_. %ti,- (, • /-1)./ • l` 2.-o.L1, • frf -7-: R D ;i ... �.. .. fir-..... o.' r , . _ 2-r r } t ` ? ' pth _ l� � i ,� � ., • cmp r Project Shady LANE Star-bucks lob No. ,. ,, Associated Sarna 14-131 • Consultants, Date Inc. stnuturzlEoginees Tigard, Oregon . 07-28-14 Client Sheet No. 100 East 13th Street•Suite 10•Vancouver,Washington 98660 stn Portland:(503)384-0460 •Vancouver.(360)699-0607 TSA I�.1-- t • ' i j wpt -- 1 ,2 - ' J -1 ` i > + i 2)( ( (e= - -2 '. - /;‘-j- t',- --a- _ -i - . ( - _ < t, ,, c i -- ?Jr, _ 4 g',-, , 9 • w y d bZ - L C 2 xe —;x f, Y X _ 2 +c__ WI-2- 50 BY cmp PrOfeCt Shady LANs Starbucks Job No. ..,, Associated 14-131 • Consultants, Location Inc. SWMnIEngineers Tigard, Oregon. 07-28-14 Client Sheet No. I00 East 13th Sheet•Suite 10•Vancouver,Washington 98660 Portland:(503)384-0460 • Vancouver:(360)699-0607 TSA • . .P , . . , . -.: bl i2;<I, , ,` V. v K / � , :� - Z v t L �'� • ,`! .� • Cyd { 7 ,K � ' �`` • • • ,(. .._..... } th._. . ._..._ _._.I` �.. .., t V r } • • Gm p Project Shady LAW Z.. Starbucks Job No. ,�,� Associated 14-131 Consultants, locution Date • Inc. 5tna1nqlEngineers Tigard, Oregon . 07-28-14 Client Sheet No. 100 East 13th Street•Suite 10•Vancouver,Washington 98660 (` Portland:(503)384-0460 • Vancouver:(360)699-0607 TSA • • • a • . . .. . . .... • • . . • . . . cmp Project Shady LANE Starbucks Job No Associated 14-131 • Consultants, Location Date Inc. SbuduralEngineee Tigard Oregon. 07-28-14 100 East 13th Street• Client Sheet No. Suite 10•Vancouver,Washington 98660 Portland:(503)384-0460 • Vancouver:(360)699-0607 TSA Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& -Title Block"selection. Title Block Line 6 Printed.8 AUG 2014 1<GPF.i ult. I e Sim I e Beam File=P:12014-J-1114-131-11ENGINE-11Calcical.ec6 p p ENERCALC,INC.1983-2014,Build:6.14.1.26,Ver:6.14.1.26 -ie.#:KW-06003830 Licensee:associated consultants inc. Description : ROOF FRAMING Steel Beam Design : RB1 Calculations per AISC 360-10, IBC 20012,CBC 2013,ASCE 7-10 STEEL Section : C12x30, Fully Braced Using Allowable Strength Design with ASCE 7-05 Load Combinations,Major Axis Bending Fy= 36.0 ksi E= 29,000.0 ksi Applied Loads Unif Load: D=0.1260, S=0.20 k/ft,Trib=1.0 ft Point: D=0.750, S=1.550 k @ 14.0 ft Point: D=0.750, S=1.550 k @ 26,670 ft Design Summary Max fb/Fb Ratio = 0.880: 1 Mu:Applied 53.460 k-ft at 14.017 ft in Span#1 DW(.aSf 5 'L505,( ) Mn/Omega:Allow 60.719 k-ft I Load Comb: +D+S+H + Max fv/FvRatio= 0.100: 1 8 Vu�:Applied 7.953 k at 29.000 ft in Span#1 29.0 ft Vn/Omega:Allow 79.157 k Load Comb: +D+S+H Max-Reactions (k) D L Lr S w E H Max Deflections Left Support Downward L+Lr+S 1.041 in Downward Total 1.645 in Right Support Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 334 Total Defl Ratio 211 Steel Beam Design : RB2 Calculations per AISC 360-10, IBC 20012,CBC 2013,ASCE 7-10 STEEL Section : W12x30, Fully Braced Using Allowable Strength Design with ASCE 7-05 Load Combinations,Major Axis Bending Fy= 50.0 ksi E= 29,000.0 ksi Applied Loads • Beam self weight calculated and added to loads Point: D=1.0, S=2.10 k @ 8.420 ft Point: D=1.0, S=2.10k@20.10ft Point: D=0.80, S=1.70kc 9.670 ft Point: D=0.80, S=1.70 k @ 18.670 ft Design Summary Max fb/Fb Ratio = 0.493: 1 Mu :Applied 52.980 k-ft at 13.410 ft in Span#1 D(1 0)S(2.i0) D(0.80)'S(1.70) Mn/Omega:Allow 107.535 k-ft I Load Comb: +D+S+H Max fv/FvRatio= 0.095: 1 g g Vu:Applied 6.046 k at 28.330 ft in Span#1 28.330 ft Vn/Omega:Allow 63.960 k Load Comb: +D+S+H Max Reactions (k) P L Lr S W E H Max Deflections Left Support Downward L+Lr+S 0.741 in Downward Total 1.155 in Right Support Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 458 Total Defl Ratio 294 Steel Beam Design : RB3 Calculations per AISC 360-10, IBC 20012,CBC 2013,ASCE 7-10 STEEL Section : W8x10, Fully Braced Using Allowable Strength Design with ASCE 7-05 Load Combinations,Major Axis Bending Fy= 50.0 ksi E= 29,000.0 ksi Applied Loads Unif Load: D=0.120, S=0.250 kift,Trib=1.0 ft Design Summary Max fb/Fb Ratio = 0.611 : 1 Mu:Applied 13.366 k-ft at 8.500 ft in Span#1 D(0.120)S(0.250) Mn/Omega:Allow 21.870 k-ft Load Comb: +D+S+H Max fv/FvRatio= 0.117: 1 2 2 Vu:Applied 3.145 k at 17.000 ft in Span#1 17.0 ft j •Vn/Omega:Allow 26.826 k '(t Load Comb: +D+S+H Max Reactions (k) D L Lr S W E H Max Deflections Left Support Downward L+Lr+S 0.529 in Downward Total 0.783 in Right Support Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 385 Total Defl Ratio 260 Title Block Line 1 Project Title: -You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& -Title Block"selection. Title Block Line 6 Ported 8.4UG 2014 1 26Pr1 ultt le Simple Beam File=P:12014-J-1114-131-11ENGINE-11Calcical.ec6 p P ENERCALC,INC.1983-2014,Build:6.14.1.26,Ver:6.14.1.26 —ie.#:KW-06003830 Licensee:associated consultants inc. Steel Beam Design : RB4 Calculations per AISC 360-10,IBC 20012,CBC 2013,ASCE 7-10 STEEL Section : C5x6.7, Fully Unbraced Using Allowable Strength Design with ASCE 7-05 Load Combinations, Major Axis Bending Fy= 46.0 ksi E= 29,000.0 ksi Applied Loads Point: D=1.380, S=2.90 k @ 3.0 ft Design Summary D(1.380)S(2.90) Max fb/Fb Ratio = 0.828: 1 Mu:Applied 6.420 k-ft at 3.000 ft in Span#1 j Mn/Omega:Allow 7.753 k-ft Load Comb: +D+S+H Max fv/FvRatio= 0.136: 1 Vu:Applied 2.140 k at 0.000 ft in Span#1 Vn/Omega:Allow 15.701 k Load Comb: +D+S+H 6.0 ft Max.Reactions (k) D L Lr S W E H Max Deflections Left Support Downward L+Lr+S 0.104 in Downward Total 0.154 in Right Support Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 689 Total Defl Ratio 466 Steel Beam Design : RB6 Calculations per AISC 360-10,IBC 20012,CBC 2013,ASCE 7-10 STEEL Section : C4x5.4, Fully Unbraced Using Allowable Strength Design with ASCE 7-05 Load Combinations,Major Axis Bending Fy= 46.0 ksi E= 29,000.0 ksi Applied Loads Unif Load: D=0.1820, S=0.2130 k/ft,Trib= 1.0 ft Point: D=0.360k@1.Oft Design Summary D(0 360) i•Max fb/Fb Ratio = 0.452: 1 + D(0 1820)S(0 2130) Mu:Applied 1.962 k-ft at 2.840 ft in Span#1 Mn/Omega:Allow 4.343 k-ft Load Comb: +D+S+H . Max fv/FvRatio= 0.122: 1 Vu:AppliedSpan 1.485 k at 0.000 ft in S an#1 Vn Omega:Allow 12.164 k Load Comb: +D+S+H 6.0 ft Max Reactions (k) _D L Lr S W E H Max Deflections Left Support Downward L+Lr+S 0.056 in Downward Total 0.116 in Right Support Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 1287 Total Defl Ratio 621 • �E (i u CSL � jC , , ,( . , 4, �! 1 , — 2\ f 2. — . " . ( L ._1,g1 1L r�` SL.` 3-71-; 67- c 4.1" - I I 0 I 1 17-L t.. 0,_ g-i1C- , s 0, 1 < , _ 1 - (22L ..,,, ,,.4_, ,, • • v ,,,,. ,. „ .7....., ,, • ,,_______, ( . . e3 _,._, -. .. . : ,• t ( L • . . . , / _ ��> 4-- �+(,. ..dam Y1.. I� , ., .. . t , , . . . . . .. • . . BY cmp Project Shady LANE. Starbucks Job No. ,.., Associated 14-131 0 Consultants, LocationDate Inc. Swutu EngineersTigard, Oregon. 07-28-14 Client Sheet No. 100 East 13th Street•Suite 10•Vancouver,W.shingto. 98660 {te I Portland:(503)384-0460 • Vancouver:(360)699-0607 TSA 1 P Title Block Line 1 Project Title: 'You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& -Title Block"selection. Title Block Line 6 Frm[etl. 8 ALP,%014 1 29FGd tee/ Column File=P:12014-J-1114-131-11ENGINE-11Calcical.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.26,Ver:6.14.1.26 _ic.#:KW-06003830 Licensee:associated consultants inc. Description: Col Cl Code References Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : ASCE 7-05 General Information Steel Section Name: HSS4x4x1/4 Overall Column Height 12.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Fully braced against buckling along X-X Axis Load Combination: ASCE 7-05 Y-Y(depth)axis: Fully braced against buckling along Y-Y Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:146.170 lbs*Dead Load Factor AXIAL LOADS.. . Axial Load at 8.50 ft,Xecc= 4.500 in,D=5.80,S=10.20 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.4797 : 1 Maximum SERVICE Load Reactions.. Load Combination +D+S+H Top along X-X 0.50 k Location of max.above base 8.456 ft Bottom along X-X 0.50 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 16.146 k Bottom along Y-Y 0.0 k Pn/Omega:Allowable 92.826 k • Ma-x:Applied 0.0 k-ft Maximum SERVICE Load Deflections... Mn-x/Omega:Allowable 10.765 k-ft Along Y-Y 0.0 in at 0.0ft above base Ma-y:Applied -4.228 k-ft for load combination: Mn-y/Omega:Allowable 10.765 k-ft Along X-X -0.2749 in at 6.040ft above base for load combination:D+S PASS Maximum Shear Stress Ratio= 0.01967 :1 Load Combination +D+S+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.50 k Vn/Omega:Allowable 25.423 k Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only -0.0997 in 6.040 ft 0.000 in 0.000 ft S Only -0.1753 in 6.040 ft 0.000 in 0.000 ft D+S -0.2749 in 6.040 ft 0.000 in 0.000 ft • Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Pdiued 8 ouc 7014 1 29Pr.1 teel Column File=P:12014-J-1114-131-11ENGINE-11Calcical.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.26,Ver:6.14.1.26 #:KW-06003830 Licensee:associated consultants inc. Description: Col C2 Code References Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : ASCE 7-05 General Information Steel Section Name: HSS4x4x1/4 Overall Column Height 12.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Fully braced against buckling along X-X Axis Load Combination: ASCE 7-05 Y-Y(depth)axis: Fully braced against buckling along Y-Y Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:146.170 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 8.50 ft,Xecc= 4.500 in,D=4.60,S=7.70 k Axial Load at 8.50 ft,Xecc= -4.000 in,D=0.910,S=0.640 k Axial Load at 12.0 ft,Yecc= 4.000 in,D=1.80,S=3.750 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.5565 : 1 Maximum SERVICE Load Reactions.. Load Combination +D+S+H Top along X-X 0.3413 k Location of max.above base 8.456 ft Bottom along X-X 0.3413 k At maximum location values are... Top along Y-Y 0.1542 k • Pa:Axial 19.546 k Bottom along Y-Y 0.1542 k Pn/Omega:Allowable 92.826 k Ma-x:Applied -1.304 k-ft Maximum SERVICE Load Deflections... Mn-x/Omega:Allowable 10.765 k-ft Along Y-Y -0.1317 in at 7.007ft above base Ma-y:Applied -2.886 k-ft for load combination:D+S Mn-y/Omega:Allowable 10.765 k-ft Along X-X -0.1877 in at 6.040ft above base for load combination:D+S PASS Maximum Shear Stress Ratio= 0.01343 :1 Load Combination +D+S+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.3413 k Vn/Omega:Allowable 25.423 k Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only -0.0651 in 6.040 ft -0.043 in 7.007 ft S Only -0.1225 in 6.040 ft -0.089 in 7.007 ft D+S -0.1877 in 6.040 ft -0.132 in 7.007 ft • ock Line 1 .n change this area Project Title: the"Settings"menu item Engineer: hen using the"Printing& Project Descr: Prosect ID: Block"selection. - Block Line 6 eel Column Noted-sAUG zo;a i e ic.#;KW-06003830 File=P:12014-J-1114-131-11ENGINE-1lcalcical.ec6 c6 DeSCfIptlOn : Col C3 ENERCALC,INC.1983-2014,Build:6.14.1.26,Ver:6.14.1.26 Licensee:associated consultants inc. Code References Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-05 General Information Steel Section Name: HSS4x4x1/8 Analysis Method: Allowable Strength Overall Column Height 12.0 ft Steel Stress Grade Top&Bottom Fixity Top& Bottom Pinned Fy:Steel Yield 46.0 ksi Brace condition for deflection(buckling)along columns: E:Elastic Bending Modulus 29,000.0 ksi X-X(width)axis Fully braced against buckling along X-X Axis Load Combination: ASCE 7-05 Y-Y(depth)axis: Fully braced against buckling along Y-Y Axis _ Applied Loads Service loads entered. Load Factors will be applied for calculations Column self weight included:77.372 lbs`Dead Load Factor AXIAL LOADS. .. Axial Load at 12.0 ft,Xecc= 4.500 in,D=1.80,S=3.750 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = Load Combination 0.4348 :1 Maximum SERVICE Load Reactions.. Location of max.above base +D+S+H Top along X-X At maximum location values are.. 11.919 ft Bottom alon X-X 0.1734 k Pa:Axial g 0.1734 k 5.627 k Top along Y-Y 0.0 k Pn/Omega:Allowable Bottom along Y-Y 0.0 k Ma-x:Applied Mn-x/Omega:Allowable 48.754 k Maximum SERVICE Load Deflections... III 0.0 k-ft 5.483 k-ft Along Y-Y 0.0 in at 0.Oft above base Ma-y:Applied for load combination Mn-y/Omega:Allowable 2.067 k-ft 5.483 k-ft Along X-X -0.2626 in at 7.007ft above base PASS Maximum Shear Stress Ratio= for load combination:p+S 0.01239 :1 Load Combination Location of max.above base +D+S+H 0.0 ft At maximum location values are... Va:Applied Vn/Omega:Allowable 0.1734 k 14.003 k Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max.X-X Deflection D Only Distance Max.Y-Y Deflection S Only 0.0852 in 7.007 ft Distance -0.1774 in 0.000 in 0.000 ft D+S7.007 ft 0.000 in 0.000 ft -0.2626 in 7.007 ft 0.000 in 0.000 ft • Y<. 0 . , , L-C7-Z 1 ..e L ::: ' Vid . . __ 2 — 5 , • I i. FEs=-) `I W ....«. Pt __ t = i2yl°)(f, =")( 3 �� • ?-1,1 -.. _, ; x1) /s-,5 '' < ---7- J 1 rA / C 1 L' BY GM p Pofect Shady LANE Star-bucks Job No. ...... Associated 14-131 • Consultants, Locett°° Date Inc. stncturelFngineers Tigard, Oregon. 07-28-14 100 East 13th Street• Client Sheet No Suite 10•Vancouver,Washington 98660 k` Portland(503)384-0460 • Vancouver:(360)699-0607 TSA �� .._ Title Block Line 1 Project Title: -You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& -Title Block"selection, Title Block Line 6 Printed a AUG 2014 140vr., tee/ Column File=P:12014-J-1114-131-11ENGINE-11Calc\cal.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.26,Ver:6.14.1.26 -ie.#:KW-06003830 Licensee associated consultants inc. Description: Col C5 Code References Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : ASCE 7-05 General Information Steel Section Name: HSS2-1/4x2-1/4x118 Overall Column Height 12.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 46.0 ksi X-X(width)axis E:Elastic Bending Modulus 29,000.0 ksi Fully braced against buckling along X-X Axis Load Combination: ASCE 7-05 Y-Y(depth)axis: Fully braced against buckling along Y-Y Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:41.643 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 12.0 ft,Xecc= 2.500 in,D=0.330,S=0.670 k Axial Load at 12.0 ft,Xecc= -3.000 in,D=1.020,S=2.130 k DESIGNSUMMARY &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.4115 :1 Maximum SERVICE Load Reactions.. Load Combination +D+S+H Top along X-X 0.04826 k Location of max.above base 11.919 ft Bottom along X-X 0.04826 k At maximum location values are... Top along Y-Y 0.0 k 0.0 k Pa:Axial 4.192 k Bottom along Y-Y oBending Pn/Omega:Allowable 26.333 k Ma-x:Applied 0.0 k-ft Maximum SERVICE Load Deflections... Mn-x/Omega:Allowable 1.733 k-ft Along Y-Y 0.0 in at 0.0ft above base for load combination: _ Ma-y:Applied 0.5753 k-ft Mn-y I Omega:Allowable 1.733 k-ft Along X-X 0.4516 in at 7.007ft above base for load combination:D+S PASS Maximum Shear Stress Ratio= 0.006618 :1 Load Combination +D+S+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.04826 k Vn/Omega:Allowable 7.293 k Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.1452 in 7.007 ft 0.000 in 0.000 ft S Only 0.3064 in 7.007 ft 0.000 in 0.000 ft D+S 0.4516 in 7.007 ft 0.000 in 0.000 ft • r, CAt) t_r r 6„. 1:i I C. x W J Y 4 ( ✓)c' to G✓� L-3 > 1 � "//4 tC 1)%. 17:2 lrif; he 011- X_ , V CY c (j $ 4 � cmp Pfoject Shady LAME Star-bucks Job No. Associated 14-131 Consultants, Location Dale . Inc. Structural Engineers Tigard Oregon 07-28-14 Sheet No. Chen( 100 East 13th Street•Suite 10•Vancouver,Washington 98660 h Portland:(503)384-0460 • Vancouver:(360)699-0607 TSA F / � r 3 . - ... q - G• r X . 16 BY cmp Project Shady �qNE Starbucks lob No. Associated a�°° 14-131 • Consultants, Date Inc. stnKnr,ayneett Tigard, Oregon. 07-28-14 Client Sheet No. 100 East 13th Street•Suite 10•Vancouver,Washington 98660 l �-- Portland:(503)384-0460 • Vancouver:(360)699-0607 TSA • • • . i ; • • C ' I • SL _ • • `9 - P. v nor ' L , •• f • • • • • • • • • • cm Project Shady LANE Star-bucks Job No. Associated 14-131 • Consultants, Location Dale Inc. strvctunitngineec Tigard, Oregon 07-28-14 Client Sheet No. 100 East 13th Sheet•Suite 10•Vancouver,Washington 98660 Portland:(503)384-0460 • Vancouver:(360)699-0607 TSA ! -" Title Block Line 1 Project Title: -You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& -Title Block"selection. Title Block Line 6 Pnnted A AUG 2014 1 43Pt2 ultiple Simple Beam File=P:12014J-1114131-11ENGINE-11Calc,cal.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.26,Ver:6.14.1.26 _ic.#:KW-06003830 Licensee:associated consultants inc. Description : Canopy Design Steel Beam Design : CB1 Calculations per AISC 360-10,IBC 20012,CBC 2013,ASCE 7-10 STEEL Section : L3-1/2x3-1/2x1/4, Fully Unbraced Using Allowable Strength Design with ASCE 7-05 Load Combinations, Major Axis Bending Fy= 36.0 ksi E= 29,000.0 ksi Applied Loads Unif Load: D=0.020, S=0.1140 k/ft,Trib=1.0 ft Design Summary ; D(0.020)S(0.1140) Max fb/Fb Ratio = 0.277: 1 * Mu :Applied 0.471 k-ft at 2.650 ft in Span#1 Mn/Omega:Allow 1.697 k-ft Load Comb: +D+S+H Max fv/FvRatio= 0.031 : 1 Vu :Applied 0.3551 k at 0.000 ft in Span#1 Vn/Omega:Allow 11.317 k Load Comb: +D+S+H 5.30 ft Max Reactions (k) P W E H Max Deflections Left Support Downward L+Lr+S 0.035 in Downward Total 0.041 in Right Support Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 1812 Total Defl Ratio 1542 Steel Beam Design : CB2 Calculations per AISC 360-10,IBC 20012,CBC 2013,ASCE 7-10 STEEL Section : C12x20.7, Fully Unbraced Using Allowable Strength Design with ASCE 7-05 Load Combinations,Major Axis Bending Fy= 36.0 ksi E= 29,000.0 ksi Applied Loads Beam self weight calculated and added to loads Point: D=0.110, S=0.610k@5.30ft esign Summary D(0.110)S(0.610) ax fb/Fb Ratio = 0.056: 1 Mu :Applied 2.170 k-ft at 5.285 ft in Span#1 Mn/Omega:Allow 38.939 k-ft - Load Comb: +D+S+H Max fv/FvRatio= 0.011 : 1 Vu :Applied 0.4721 k at 10.500 ft in Span#1 Vn/Omega:Allow 43.769 k Load Comb : +D+S+H 10.50 ft i Max Reactions (k) D L Lr S W E H Max Deflections Left Support Downward L+Lr+S 0.007 in Downward Total 0.010 in Right Support Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 18452 Total Defl Ratio 13150 • r Title Block Line 1 Project Title: -You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& -Title Block"selection. Title Block Line 6 P,mmed e AUG 2014 1 4b Pm File=P:12014-J-1114-131-11ENGINE-11Calc\cal.ec6 teal Column ENERCALC,INC.1983-2014,Buik1:6.14.1.26,Ver:6.14.1.26 -IC.#:KW-06003830 Licensee:associated consultants inc. Description: canopy col cc1 Code References Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-05 General Information Steel Section Name: HSS3x3x3116 Overall Column Height 13.50 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=8.7 ft,K=1.0 Load Combination: ASCE 7-05 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=13.5 ft,K=1.0 Applied Loads Service loads entered Load Factors will be applied for calculations. Column self weight included:92.488 lbs*Dead Load Factor AXIAL LOADS.. . Axial Load at 8.670 ft,Yecc= -4.500 in,D=0.510,S=0.870 k BENDING LOADS... Moment acting about X-X axis,D=1.0,S=2.40 k-ft Lat.Point Load at 8.670 ft creating Mx-x,W=0.5220 k DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7675 :1 Maximum SERVICE Load Reactions.. Load Combination +D+0.750L+0.750S+0.750W+H Top along X-X 0.0 k Location of max.above base 8.607 ft Bottom along X-X 0.0 k III At maximum location values are... Top along Y-Y 0.3352 k Pa:Axial 1.255 k Bottom along Y-Y 0.2902 k Pn/Omega:Allowable 14.068 k Ma-x:Applied 3.269 k-ft Maximum SERVICE Load Deflections... Mn-x I Omega:Allowable 4.522 k-ft Along Y-Y 0.7453 in at 6.977ft above base for load combination:D+W Ma-y:Applied 0.0 k-ft Mn-y/Omega:Allowable 4.522 k-ft Along X-X 0.0 in at 0.Oft above base for load combination: PASS Maximum Shear Stress Ratio= 0.02665 :1 Load Combination +D+0.750L+0.750S+0.750W+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.3798 k Vn/Omega:Allowable 14.252 k Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.165 in 6.161 ft l S Only 0.0000 in 0.000 ft 0.377 in 6.161 ft W Only 0.0000 in 0.000 ft 0.587 in 7.339 ft D+S 0.0000 in 0.000 ft 0.542 in 6.161 ft D+W 0.0000 in 0.000 ft 0.745 in 6.977 ft • I` , > • r-, C r' f i 9 _ 1 rd v it d F'Z'A r in n `C C i.. u 1 C C-0 C L ,,L � , + k,2 _k,2 ,:. ,, . A . i - ----.------77--�� lg sly _ 3 t. Y. 3,C • _ 2._ Zi • • • • By: cmp Project Shady Lane Starbucks Job No. 1110 Associated 14-131 Consultants, Location Date Eilinh. Inc. Structural Engineers Tigard, Oregon . 07-28-14 Client Sheet No. 100 East lath Street•Suite 10•Vancouver,Washington 98660 Portland:(503)384-0460 • Vancouver:(360)699-0607 TSA 1 ir , ,_ i 0 I On 0 I 51M. 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Structural Engineers Tigard, Oregon. 07-28-14 Client Sheet No. t 100 East 13th Street•Suite 10•Vancouver,Washington 98660 ,�r __Portland:(503)384-0460 • Vancouver:(360)699-0607 TSA • , , cif.; _ l _ ,• • • • • • • F cm P Project Shady LME Starbucks Job No. �.� Associated 14-131 • (Li, Consultants, Location Date Inc. stnutuwlEngiaees Tigard, Orion.e07-28-14 Qienl Sheet No. .� 100 East 13th Street•Suite 10•Vancouver,Washington 98660 Portland:(503)384-0460 •Vancouver(360)699-0607 TSP, !�/