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RECEIVED JUN 06 2012 CITY OFTIGARD BUILDING DIVISION Structural Calculations for Voluntary Seismic Upgrade 12568 SW Main Street Tigard, OR 97223 May 24, 2012 B O.p.-2..c)(-z_-c3,c)U G, City of Tigard DESIGN PARAMETERS Ape roved Plans 20)0 OSSC By `Ivy. Date-7( (0 CIZ l-� -r,) KA.a1 /CI) �as�y Table of Contents: Page: OFFICE COPY Scope 1-4 Wall Ancorage & New Shearwails 5-12 Exterior Metal Stairs 13-19 Moment Frames 20-34 Framing at New Elevator 35-39 VOMEREZitt Scope of Work: l N �/: Calculations for a voluntary seismic upgrade. 1:,525 J` G�Y r o. ,90 • q,�RoN R. NP�Q� EXP: 6/30/\3 • v E , �i� By: GM Date: I I`'— 9 4 Cansultin 1�i 1 En ineeerrrss Chk: Date: 3tructuraL Engineering Job#: 11262 96 8-9994(phone) (503)96&8444(fax) Sheet: Of: d VLS(act ObAc. 4.ev s.114 pm. -100,4 v,geXs. [bo - &E va b, eAl t/..) 4.4 gt,,t-eA c r watt.3 e_. -cmoor Nto Fo-t_ 1;>cdc E-yck ‘t, pi.v( tt 0.4!, L c)". 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(it/ 1 067.q MP Si ts:. f te 1911)* 1:11- e, o D (4-L-46 Tit 4'-o" °.(• BY C-M _ DATE 145113,, 711111ANTENI a:.Consuiting Engineers REV DATE k otructuraL Engineering JOB NO __ 12 (503) 968-9994 p (503)968-8444 1 CJç SHEET C _OF _ G�or: o,it C. 'LAa' -t 1 oof 7 - b•rte% U�p 4' 10t 1p / VD 7. 0 5% ()DIV;) I• Act) e y a„ ( A 1%2)54 45b(AC Z■•") tiISOO* f, n . I 6 V V: U ir1A�� BY � _DATE � 9 9 Con3ultin i=n ineers REV _DATE . — 3tructuraL Engineering t4/'?.n fA }osrNo ll'l.kL _ - (503J 968-9994 p (503( 96 8-5444 f _, SHEET 6 OF__ snA., 0,12 EL? liss;) �7 Ic.7 1,D 1,4 AIL c 'S OY�^cicl 111 1.4 0.5 /1 0 4 � 50, crbn lV oVAnA-ckr; Sets c. (- d Q Q (c,aD-.1 c_a) wA�t� 145ee-4 R-0-= 1oCi P ..l ,,. .... .a E111 BY 1 . DATE 2 g 12 l JIw.Consulting E_ngineers REV DATE _ _ .structural Engineering VVV, _' _) tA JoBNo 1V 42 .-----. (503)968-9994 p (503) 968-8444 f SHEET ,.___ of 4•)c\.<‘--s gc.° ) " \19V )(5 e Lo1 \9`)1 Zna club( c..7- : 150,5 VIDo)L` ') 4- (bo,r;')6(o)1 (19.St, C C ec Rroa�` �= " ,'�`+3�101 �1�e1s� Li 1 _ �.lo`� 1c or ,r, 03,13oli )(0 )(-°)(�� t.41 � (6d e (,: 0 eav, X211 O.t . P id g\k Cie 1‘, Floor 1zj3 Q\4 Or h.3a3(15f 6.;)(ton' sd')(A) = tst U7- 50' 11/1+„ Q' 4 OIL Q�A e7 l2a o.c. A cc- ,1 v,\\,- !5' 7 RA Vd o _t BY_SZ1L`` __DATE 41 f fti L.Consulting Engineers - REV DATE otructural Engineering `) - JOB NO 'UV!,_ __ (503)968-9994 p (503) 968-8444 f SHEET % of _ d 0 2")4 cL( : \JP, - 0. 45 \1( 5) -5.(3')(-21) ' sV5 ‘ (- 0(513) Cs��L)_2 �t 10at • 33,'151* Sj. S 30-1' + ,2-, -.. 3 ' 3' It Y- 1.1k0 1 = TIM P 1c = MO c' 'd'i■ a.44.1 tr... -c= 11110 Q\c (tAlo' - 4e4( td6(3)z(1,.)(0'`i) 31 1.4- lfl c 3' ,,�■\ 1a, U C 4' vie'IA 1124 Sk:)\ (ti) S%c1eS 4 Qk P y" L_C. .r -� , \7i, O.0 C., 1d wi i\ 01 '4•4' u N!.° Tp.,-�<4 a6 ro,A ,..>f S -- (C) u s', f. it Gr, ,. ® \' t Clop( , A ' 0.1A4 (.LS.?s,, (So' ('L:' 1 1. ± 51 r J ( ✓,(q' + 2' 4 22� j- °I11°' 6°) (Tt) (Z e,}1 -t ;3,` 514, -,,,r4 - v, 1,51 X0700 (z� = \0'1 p", Int+ ° r� .111/3F1) # G i N/60 15- 3Ai:Z 141 Qs. ,V (IA) V12" k 5'-14' 1 fFTLIIAiEN BY_ C,._ GATE 241 f2i J6Consuttin 9 9 Ln ineers REV __-_ DATE .5ructural Engineering ' —.` JOB NO \1'L(,?. (503) 968-9994 p (503J 968-8444 f SKEET 9 OF __. Conterminous 48 States 2003 NEHRP Seismic Design Provisions Zip Code = 97223 Spectral Response Accelerations SDs and SD1 SDs = 2/3xSMsand SD1 = 2/3xSM1 Site Class D Period Centroid Sa (sec) (g) 0.2 0.706 (SDs) 1.0 0.390 (SD1) Period Maximum Sa (sec) (g) 0.2 0.720 (SDs) 1.0 U. 94 (SD1) Period Minimum Sa (sec) (g) ,0.2 0.688 (SDs) 1.0 0.386 (SD1) . �a of =�!� 1 ' ,� O_EN 61_— 6-v DATE 1.1 11Consui.tin G n ineers ... REV DATE otruckural Engineering : c n JOB NO 1 t24 (503) 968-9994 p (503) 968-8444 f SHEET 1.0__ _OF _.. Page 1 of 2 Anchor Calculations Anchor Selector(Version 4.8.0.0) Job Name:Holddowns Date/Time:5/24/2012 1:25:47 PM Calculation Caloula___Usuinim_nr_ ASialltAgandigaistarags n s rACI 1 -0 Anchor Anchor (Steel Code Report X of Anchors Embedment Depth(in) 'Category 718"SET-XP F1554 GR.36 ESR•2508 1 12 1 Concrete Concrete . ?Jos!) �YsV Normal weight Yes 2500.0 1.00 Condition Thickness(in) Suppl.Edge Reinforcement B tension and shear 24 No Hole Condition Inspection Temp.Range Dry Concrete Continuous 1 Anchor Layout Dimensions Sri GA2 s1 cv2 b51 bat by1 bye (In) (in) (in) (in) (in) (In) (In) (in) 24 24 9 •3 1.5 1.5 1.5 1.5 Factored Loads NUS(Ib) Vusx(lb) Vuay(Ib) Muk(b1t) Muy(1b-ft) 5500 0 0 0 0 e, ey Mod/high Anchor w/sustained Anchor only resists Apply entire shear (in) (in) seismic tension wind/seis loads t front row 0 0 No No No No individual Anchor Tension Loads N ua1(Ib) 5500.00 e'r,,,„(in) e'Ny(in) 0.00 0.00 Individual Anchor Shear Loads V ua1 (Ib) 0.00 e w(in) e'vy(in) 0.00 0.00 Tension Strengths Steel(0 =0.75) Naa(Ib) mNsa(Ib) Nua(Ib) Nua/mNsa 26795 2009825 5500.00 0.2737 Concrete Breakout(0)=0.65) No(lb) oNth(ib) Nus(I) Nua/aNct, 8833.46 5741,75 5500.00 0.9579 Adhesive(4)=0.85) Na(Ib) CD Na(Ib) Nus(Ib) N ./mNa 11512.06 7482.84 5500.00 0.7350 11 about:blank 5/24/2012 Page 2 of 2 Side-Face Blowout does not apply Shear Strengths Steel(tD=0.65) Vaa(Ib) mV..(lb) Vua(lb) V ua/mVaa 16080 10452.00 0.00 0.0000 Concrete Breakout(case 1)(0=0.70) Vou(Ib) DVcax(1b) Vuax(Ib)[Vuax/4DVcx 5855.61 4098.93 0.00 ,`0.0000 Vthy(b) 0 Vcby(b) Vuay(Ib) Vuay/ctIVGby Vua/mV, 2578.53.1804.97 0.00 _0.0000 0.0000 Concrete Breakout(case 2)does not apply to single anchor layout Concrete Breakout(case 3)('1 =0.70) cat edge r Vcb,(Ib) cVuby(Ib) Vuay(b) VuayADVcby 15878.62 11115.73 0.00 0.0000 cy+ edge Vcbx(Ib) •Vcbx(Ib) Vuaa(Ib) Vuax/mVcba 26796.88_18757.80 0.00 0.0000 coa edge V�y(lb) 0Vcby(lb) Vua,(lb) Vuay/0Vryy 15879.62 11115.73 0.00 0.0000 cy2 edge Vrya(Ibi mVcba(Ib) Vuax(Ib) Vuax/0Vicex Vua/lV:b 5157.06 3609.94 0.00 0.0000 0.0000 Pryout(0=0.70) Vcp(Ib) DVcp(Ib) Vuax(Ib) Vuax/4Vc, 17666.92 12366.84 0 0.0000 Vcp(tb) 0Vcp(lb) Vuay(Ib) Vuay/mVcp Vua/0 Vcp 17666.92 12386.84 0 0.0000 0.0000 Interaction check V.Max(0)<=0.2 and T.Max(0.98)<=1.0[Sec D.7.11 Interaction check:PASS Use 7/8"diameter F11554 GR.36 SET-XP anchor(*)with 12 In.embedment /1 a ldC,a, 11_6.446,.t lb (ovv,;k.d. la,► (� .� �1 .I. 4-,n4P _ 550° x- - , e - 5 2ZoO- 2 .zle--- 146w l5 7a off (-T0) n�I�,r. ;=t C_) V2- about:blank 5/24/2012 (.1■6 G(,A- k t. • C 1.1 (a'` /111\ -A 4- Ve4ent, ht.A.c1 3° 1459cir., . re, t,stek<tv%e;) C') Iislet>i ( 4 19CV 6'1Pf. L too Jer.42.1 I. OA.2sL, ■ ty'•19" ki -(.35(),eg ul?kc 56e c'J-LXq ,1 rerb Tir7 1HA "d at BY- C_____OAT E 44=4111, EV DATE 4r, .4.Consulting Engineers - - 5tructural. Engineering fr.w1,_ 34" _ JOB NO lit-L1- (503) 968-9994 p (503) 968-8444 f SHEET 15 OF „,_ - '!%-(,.d 11.5c71 ' wo51-- -. cA../...../.:7-• he 2-e IC 4 ns pkr)(!-:,..'14. ( 1( c 4 ficrit.P (. 1 Li1s4 4- ItIG*- ------- , —i) *7.-- tift0 *- v..' ---9" 1(0' -4 y. 16 4tkv- "Act.s. ‘.711i. 4i'.4A-e,"clA 424( L . - -&\ e■,. OIL. \),... -. 1, 0 v... -- 1.5 1* - - .----1. • _ -1 i MIA 1 R EN Consulting Engineers REV _ DATE 3tructuraL Lngneering 61\4 in -_,;..t JOB NO i 3, (503) 968-9994 p (503) 968-8444 f SHEET__ 1+ OF , 1 S r '.i 1 -t oo COAL --,,) f,►) e ekcIA ( d., = . s tee , . ).) ,,I., ()1' (.3 ( 519.r...1) ".' ' --- + { N IV L y,ra;.,_ t2''+ 5.51" 12,5' N^ 1 51 : .),4 k ( ke.,` A.ri►x;. I_LA KL-,x.1--X,.\\ -) 3.5' , ,�� o E. ` m COn5ulting Lnglneer5 1 BY 6441. _.DA1E i- �.11(11 - REY DATE _ --- 5tructuraL Engineering It" n !' JOB NO_ 2_ (503) 968-9994 p (503) 968-8444 i SHEET,. 1 OF _ Steel Beam Fos:Zlpoje tsl O11 Propectst1126212668 Sw Min Tigartricalcs.so5 ENERCALC,INC.1983.2011.6uifd:6.12.4.24,Ver6.12.4.24 Lic.#: KW-06005543 Licensee:hayden consulting engineers Description: S1 Material Properties Calculations __�......._ .__.. per AISC 360-05,ASCE 7 435 Analysis Method: Allowable Stress Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 2006 IBC&ASCE 7-05 D(0.062)L(0.175) + • + e , " ' 1a * - ) s ,,,', i ,t Span=10.5011 C12x20.7 Applied Loads Service loads entered. Load Factors will be applied for calculations. - Uniform Load D=0.0620. L=0.1750 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY _ _ Desi n OK Maximum Bending Stress Ratio = 0.095: 1 Maximum Shear Stress Ratio= 0.028 : 1 Section used for this span C12x20.7 Section used for this span C12x20.7 Mu:Applied 3.266 k-ft Vu :Applied 1.24.4 k Mn I Omega:Allowable 34.263 k-ft Vn/Omega:Allowable 43.769 k Load Combination +D+L+H Load Combination +0+1+H Location of maximum on span 5.250ft Location of maximum on span 0.000 ft ' Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.013 in Ratio= 9770 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.017 in Ratio= 7214 Max Upward Total Deflection 0.000 in Ratio= 0<180 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 Mrrx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega 40 Dsgn.L= 10.50 fl 1 0.025 0.007 0.85 0.85 57.22 34.26 1.14 1.00 0.33 73.09 43.77 40+L+H Dsgn.L= 10.50 ft 1 0.095 0.028 3.27 3.27 57.22 34.26 1.14 1.00 1.24 73.09 43.77 +D+0.750U+0.7501+H Dsgn.t.= 10.50 ft 1 0.078 0.023 2.66 2.66 57.22 34.26 1.14 1.00 1.01 73.09 43.77 +0'0.7501.+0.7506+H Dsgn.L= 10.50 ft 1 0.078 0.023 2.66 2.66 5722 34.26 1.14 1.00 1.01 73.09 43.77 +040.750Lr+0.750L+0.750W+H Dsgn.L= 10.50 ft 1 0.078 0.023 2.66 2.66 57.22 34.26 1.14 1.00 1.01 73.09 43.77 +0+0.750L+0.750S+0.750W+H Dsgn.L= 10.50 11 1 0.078 0,023 2.66 2.66 5722 34.26 1.14 1.00 1.01 73.09 43.77 +0+0.750Lr+0.750L40.5250E4H Osgn.L= 10.50 ft 1 0.078 0.023 2.66 2.86 57.22 34.26 1.14 1.00 1.01 73.09 43.77 +0+0.7501.+0.750S+0.5250E4H Dsgn.L= 10.50 ft 1 0.078 0.023 2.66 2.66 57.22 34.26 1.14 1.00 1.01 73.09 43.77 Overall Maximum Deflection•Unfactored Loads Load Combination Span Max.''Deft Location in Span Load Combination Max.'+'Dell Location in Span 1 0.0000 0.000 0.0000 -_ 0.000 Vertical Reactions•Unfactored Support notation:Far left is/11 Values in TOPS Load Combination Support 1 Support 2 Overall MAXimum 1.24 1.244 D Only 0.326 0.326 L Only 0.919 0.919 041. 1.244 1.244 i "1‘) Steel Beam Fde.voloinkaill Prcjsrtstt126212588 SW Main Tipaidlcatctec6 ' ENERCALC,NC.111133-2011,Buld:8124.24,Ve7:8.12.4.24 I Lic.#: KW-06005543 Licensee: hayden consulting engineers Desaipdon: 81 Material Properties ..__,. Calculations per AISC 360-05,ASCE 7.05 Analysis Method: Allowable Stress Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 2006 IBC&ASCE 7-05 + D(0.047),uO.175) + + a�r q per r fit$ ,a' �, ASpan=3.SO It Clam.5 • Applied Loads , Service bads entered. Load Factors will be applied for calculations. . _...... Uniform Load: D=0.0970, L=0.1750 kfft, Tributary Width=1.0 ft DESIGN SUMMARY _ Desi n OK Maximum Bending Stress 0 Ratio = .024: 1 Maximum Shear Stress Ratio= 0.021 : 1 Section used for this span C8x1 1.5 Section used for this span C8x1 1.5 Mu:Applied 0.417 k-ft Vu:Applied 0.4760 k Mn!Omega:Allowable 17.299 k-ft Vn7Ornega:Allowable 22.764 k Load Combination +04L+H Load Combination +D+L+H • Location of maximum on span 1.750ft 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 0.000 in Ratio= 0<360 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.001 in Ratio= 42760 Max Upward Total Deflection 0.000 in Ratio= 0<180 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 MnxxOmege Cb Rm Va Max Vnx Vnxiomega Dsgn.L= 3.50 ft 1 0.009 0.007 0.15 0.15 28.89 17.30 1.14 1.00 0.17 38.02 22.76 40+L+H Dsgn.L= 3.50 It 1 0.024 0.021 0.42 0.42 28.89 17.30 1.14 1.00 0.48 38.02 22.76 +040.750Lr+0.750L+H Dsgn.L= 3.50 ft 1 0.020 0.018 0.35 0.35 28.89 17.30 1.14 1.00 0.40 38.02 22.76 +0+0.750L40.750S+H Dsgn.L= 3.50 ft 1 0.020 0.018 0.35 0.35 28.89 17.30 1.14 1.00 0.40 38.02 22.76 +0+0.750Lr+0.750 L+0.750W+H Dsgn.L= 3.50 ft 1 0.020 0.018 0.35 0.35 28.89 17.30 1.14 1.00 0.40 38.02 22.76 +0+0.7 50L+0.7505+0.750W+l1 Osgn.L= 3.50 ft 1 0.020 0.018 0.35 0.35 28.89 17.30 1.14 1.00 0.40 38.02 22.76 +0+0.750Lr+0.750L+0.5250E 4H Dsgn.1.= 3.50 ft 1 0.020 0.018 0.35 0.35 28.89 17.30 1.14 1.00 0.40 38.02 22.76 +0+0.750 L+0.750S+0.5250E+H Dsgn.L= 3.5011 1 0.020 0.018 0.35 0.35 28.89 17.30 1.14 1.00 0.40 38.02 22.76 Overall Maximum Deflections•UMactored Loads Load Combination Span Max.''Defl Location in Span Load Combination Max.'+'Dell Location In Span 1 0.0000 0.000 0.0000 0.000 Vertical Reactions•Unfactared Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MA {mum 0.478 0.476 D Only 0.170 0.170 L Only 0306 0.306 0+1_ 0.476 0.476 !1 Steel Column Fie:Z:tprojects\2011 Projecls11 1262 1 2568SW Mein Tigardkdcs.ece ENERCALC,INC.1903.2011,8w4:6.114.24,Ver:5.12.4.24 Lic.#:KW-06005543 Licensee: hayden consulting engineers Description: P1 General Information Calculations per AISC 360-05,ASCE 7-05 Steel Section Name: HSS4x4x114 Overall Column Height 12.0 ft Analysis Method: Allowable Stress Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade 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:Unbraced Length for X-X Axis buckling=12 ft,K=1.0 Load Combination: 2006 IBC&ASCE 7-05 Y-Y(depth)axis:Unbraced Length for Y-Y Axis buckling=12 ft,K=1.0 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 12.0 ft,Xecc= 3.000 in,Yecc= 3.000 in,D=0.4950,L=1,225 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+8ending Stress Ratio = 0.09771 :1 Maximum SERVICE Load Reactions.. Load Combination +D+L+H Top along X-X 0.03583 k Location of max.above base 11.919 ft Bottom along X-X 0.03583 k Al maximum location values are... Tap along Y-Y 0.03583 k Pa:Axial 1.866 k Bottom along Y-Y 0.03583 k Pn/Omega Allowable 50.809 k Ma-x:Applied -0.4271 k-ft Maximum SERVICE Load Deflections... Mn-x!omega:Allowable 10.765 k-ft Along Y-Y -0.03061 in at 7.007ft above base Ma-y:Applied -0.4271 k-ft for load combination:D+L Mn-y f Omega:Allowable 10.765 k-ft Along X-X -0.03061 in at 7.007 ft above base for load combination:D+L PASS Maximum Shear Stress Ratio= 0.001409 :1 Load Combination +D+L+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.03583 k Vn!Omega:Allowable 25.423 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D 0.029 PASS 11.92 It 0.000 PASS 0.00 ft +D+L+H 0.098 PASS 11.92 ft 0.001 PASS 0.00 ft +D+0.7501r40.7501.41 0.081 PASS 11.92 ft 0.001 PASS 0.00 ft +0+0.750L•0.750S+H 0.081 PASS 11.92 ft 0.001 PASS 0.00 ft +D+0.750Lr+0.750L+0.750W+H 0.081 PASS 11.92 ft 0.001 PASS 0.00 ft +0+0.750L+0.7505+0.750W+H 0.081 PASS 11.92 ft 0.001 PASS 0.00 ft +O+0.750Lr+0.750L+0.5250E+H 0.081 PASS 11.92 ft 0.001 PASS 0.00 ft +0+0.750L+0.750S+0.5250E+H 0.081 PASS 11.92 ft 0.001 PASS 0.00 ft Maximum Reactions-Unfactored Note.Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @Base 0 Only 0.010 0010k 0.010 0.010k 0.641k L Only 0.026 0.026 k 0.026 0.026 k 1.225 k O+f_ 0.036 0.036 k 0.036 0.036 k 1.866 k Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance 0 Only -0.0088 in 7.00711 -0.009 In 7.007 It L Only -0.0218 in 7.007 ft -0.022 m 7.007 ft D+L -0.0306 In 7.007 ft -0.031 In 7.007 ft Steel Section Properties : HSS4x4x114 ■c_t I• _'_'___-__--_____' Steel column re: Lir-#:wvx-0aoomw43 ` Licensee:hayden consulting engineers Desaiption p1 Steel Section Properties : Depth = 4 00 in /xx ^ DNmw J ~ 12 800^F4 ' -- Web Thick ^ 0.000 in Sicx = 3.90 ms Flange Width ^ 4.000 in R xx ~ 1.520 in Flange Thick ~ 0.250 in xww =. 3.370 ,e2 I yy = 7 000 m^4 Weight = 12.181 pn on ~ 3 90 m"3 mn ^ 1 o20 in vw ' 0.000 in -- ' - - ----'- ------------ ------ -----'--'------------ _ ' __i F. / � ^ � � | - - - -- ' | �-_ �� | ���v�����*�����°=�°�� -- _ . .- _ -_ _ _ _ ____--____. U = t? wQ 7 (o = to S ti-kS (3o Q Ir)l i 10, l c3' ■ �� 12 ,;0 ' alp s Jt v .k '4/ '-p', _., d 0 ENS BY __DA / (( Co'n$uLting Engineers REV DATE J .5tructuraL Engineering v n Boa NO ‘1'Lla'!, (503) 968-9994 p (503)968-8444 f - SHEET W of F Foe: 1 Poe t 26SVnanr�aa secs. 2� tn 12S21 Poe-. . fleuwffi u In Soil T lot 0 r , . . ENERCALC,INC.INC.19634011,er :812.4,24,Ver 512,4.24 t.1c.#: KW 06005543 Licensee:hayden consulting engineers Description: Storefront Frame Embed General Information Calculations per,ASCE 7-05 Pale Footing Shape Circular Footing Diameter 18.0 in Calculate Min.Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive 250.0 pcI Max Passive 1,500.0 psf Controlling Values Governing Load Combination: +0 0.70E+H Lateral load 0.1946 it Moment 1.946 k-ff NO Ground Surface Restraint Pressures at 1/3 Depth Actual 313.513 ps 41 1 " , i``, `fat Allowable 314.067 psi 1� II(��ill i II III III ilk yi-oli . ii e- (11?E)I, Mali t ;9111131 »Y f E I -i � 3 1. , Footing Base Area 1.767 ftA2 f Maximum Sal Preserxs 0.3056 ksf Few wm.w=. - ..._ _...-._-.-..-__.._--AstatrieS fooliVitAIWO Applied Loads 5'f= Lateral Concentrated Load Lateral Distributed Load Applied Moment Vertical Load D:Dead Load k klit k-ft 0.540 k Lr:Roof Live k l ft k-ft k L:Live k Wit k-It k S:Snow k k/ft k-ft k W:Wind k kilt k-ft k E:Earthquake 0.2780 k k/ft k-ft k H:Lateral Earth k k/ft k-ft k Load distance above TOP of Load above ground surface ground surface 10.0 ft ft BOTTOM of Load above ground surface ft *D 0.000 0.000 0.13 0.0 0.0 1.000 +D+0.70E+H 0.195 1.946 3.88 313.5 314.1 1.000 +O40.7501r+0.750L+0.5250E+H 0.146 1.460 3,50 282.6 282.8 1.000 +0+0.750L+0.7505+0.5250E+H 0.146 1.460 3.50 282.6 282.8 1.000 +0.60D+0.70E*41 0.195 1.946 3.88 313.5 314.1 1.000 1 trtor N t n+ m r itt ;t,vv.e.... !of (90 OPIC4.16•16.1 U2ae)* ,` rZ o,�/vz,,t ,0tr = 0 5 (�) 4 ':�-�PVo , Z 1 2;,_ , om' \51P���o��i���� - 20,2A0 - s Q. u =1 .0 4 r Cop v4..¢ c s 9 d.c - O% ' Y pi V ,� ,4 EN, --- BY __DATE 412 �{ti 1 COn5utting Lngineer5 �_. REV _DATE .structural Lngineering V1r _�. � JOB NO l l2(.Z_ (503)968-9994 p (503) 968-8444 f SHEET 2 OF VA4'Cco,f r■Al<rk ti 5c.-<,a►,a., LA_ = (� ���o �,��,. �t� -� _5fr. v -t).a�a � I,;eVY ! °`;g') 151r 201i+ Air -L j_ (3.5' )471411- (a.S - 519 ;plc 1spr(211(c4,(5)2(4z kC)19) \ V 2`610-4(- (o.5' o V = 0 ,015 ( (S sab') (z . `) 1 0 ‘21404- vo 21n5q- e 4" o. (, c4 a Cif skAp ' �'�_113:EN BY C-01/1 _.DATE i r I i. Con9ulting Lngineers -. REV DATE 5tructuraL Engineering AP JOB No_ l i t C_?- (503)968-9994 p (503)968-8444 f SHEET -2,3__OF cloor Gad (D ., \te 6. Dii r ( 1J<)(z 1,4" •T)4 151 x9(10 (1.-:34-?)(i6-*,"s ).01 `Z,"11..* t 01'4 4 5°1 Lk1i7 IL sc1 - (,')(14...6 ' c- )(:" G K o-unA _ rt%'D i� `22I) + $�z �z�- (S__ZYk 5 `a)(.0.4) --� " Pt C1. .s; L.-51 (CA G 3" A r 647 s 4 9. d. 11, 0. oil C(t 5��(10)(il. 15-1?`- (16) (z 'T) (2 \■e)-3 52. 01 * + 21 1 * �A ' 9,'- p„ 1. e- OTfM' �_ Q1(C44 (71')4 52x:1+4OV)- $ .:.ta)( ')z«)t°1 9 C Per V. (. cs 4t g HHAVDELV __ BY w` _DALE Consulti ng Ln ineers -- aEv _DATr .structural Engineering Y41w��. - JOB NO/J ;_;121,02- . (503) 968-9994 p (503)968-8444 1 SHEET (i OF _ 2-D Frame Analysis File:2:\proiecis12 011Noeels;1128212568SW Main Tigadlcalcsec6 ENERCALC,INC.16834011,Built 6.124.24,Ver.6.12.4,24 Lic,tx KW-06005543 Licensee:hayden consulting engineers Description. Brace wiTwo Sheaiwalis 3 6 3-676mLvt_2 2-3/ e_t 5.6/Co ne_2 2.3/C• ine 1 5-8/ • ine 2 1 2 -1-., 5 2-5/BmLv1 1 t-2/Col, - ._1 4- • 2 1-2/C•Una t 4- • .,2 L _ _ 1 a; YO...... 1■,...........11.0........ ....m.m...,■ iil....■■•=.4...M111■1.4.4,-..,..........P06,.....,............./..,:2011....::.....1.,:.1,1, Li Joints... Joint Joint Coordinates I Joint Label X Y X Restraint Y Restraint Z Restraint Temp ft ft .._. I deg F _ I 1 0.0 0.0 Fixed Fixed 0 2 0.0 12.0 0 3 0.0 22.0 0 4 16.0 0.0 Fixed Fixed 0 5 16.0 12.0 0 6 16.0 22.0 0 Members... Member Endpoint Joints Member I End Releases I J End Releases Label Property Label I Joint J Joint Length x I y z I x y z 1-2 I ColLine 1 I 1 2 12.000 Fixed Fixed Fixed Fixed Fixed Fixed 2-3 ColLine 1 2 3 10.000 Fixed Fixed Fixed Fixed Fixed Fixed 2-5 BmLvl1 2 5 16.000 Fixed Fixed Fixed Fixed Fixed Fixed 3-6 BmLvl2 3 6 16.000 Fixed Fixed Fixed Fixed Fixed Fixed 4-5 ColLine 2 4 5 i 12.000 Fixed Fixed Fixed Fixed Fixed Fixed 5-6 ColLine 2 5 _ 6 10.000 Fixed Fixed Fixed Fixed Fixed Fixed Member Stress Check Data.., Member Unbraced Lengths I Slenderness Factors AISC Bending&Stability Factors Label ll Luz ft Lu:y K:z K:y Cm Cb 1-2 12.000 12.000 1.00 1.00 ntemal ntemal 2-3 10.000 10.000 1.00 1.00 nternal ntemal 2-5 16.000 16.000 1.00 1.00 ntemal ntemal 3-6 16.000 16.000 1.00 1.00 ntemal ntemal 4-5 12.000 12.000 1.00 1.00 ntemal ntemal 5-6 10.000 10.000 1.00 1.00 ntema, ntemal cC 2-D Frame Analysis ri lor EimieictsiAll Prolect011262 12568 SW%fain Tigarectiosec6 ENERCALC,a1C.1963.2011,a*It 12.4.24 Vtic6.124.24 Lic.#:KW-06005543 Licensee:hayden consulting engineers Description: Brace wiTwo Shearwafs Materials... Member Youngs Density Thermal Yield Label ksi kd inldegr ksi Default 1.00 0.000 0.000000 1.00 Steel 29.000.00 0.490 0.000650 50.00 Member Sections... Prop Label , Group Tag Material Area Depth Width lxx Iyy Default I Grouo Default 1.0 in"2 0.0 in 0.0 in 1.0 in"4 1.0 in"4 W12x50 Collide 1 Steel 14.60 inA2 12.20 in 8.080 in 391,0 in"4 56.30 in A4 W12x50 ColLine 2 Steel 14.60 in"2 12.20 in 8.080 in 391,0 in"4 56.30 in"4 W12x50 BmLvi 1 Steel 14.60 ln"2 12.20 in 8.080 In 391.0 in"4 56.30 In"4 W12x50 BmLvl 2 Steel 14.60 in"2 12.20 in 8.080 in 391.0 in"4 56.30 in^4 Member Point Loads.... Member Load Distance from Load Magnitude L _ Label Direction "I"Joint Dead Roof Live Live Snow Seismic Wind Earth 2-5 Global X 8 ft 20.210 k 3-6 Global X 8 ft 6.210 k Load Combinations... Load Combination Group Self Weight Factors Load Combination Factors Description Multiplier X Y Dead Roof Live Live Snow Seismic Wind Earth .0+m t o 1.1 - .1 1,1 +04L+i-i+MbrWtf0.-11 1.0 -1.0 1.0 1.0 1.0 +D+Lr+H+MbrWtf0:11 1.0 -1.0 1.0 1.0 1.0 +D+S+H+MbrWl(0:11 1.0 -1.0 1.0 1.0 1.0 +0+0.750Lr+0.750L+H+MbrWt(0,-11 1.0 -1.0 1.0 0.750 0.750 1.0 4D-+0.750L+0.750S+H+MbrWt(0,-11 1.0 -1,0 1.0 0.750 0.750 1.0 +0+W+H+MbrWUO.-11 1.0 -1.0 1.0 1.0 1.0 +D+0.70E44 +MbrWt(0:1 t 1.0 -1.0 1.0 0.70 1.0 +040.75011+0.750140.750W41+MbrWt(0.-11 1,0 -1.0 1.0 0.750 0.750 0.750 1.0 +0+0.7501+0.750S+0,750W4l+MbrW1(0.-11 1.0 -1.0 1.0 0.750 0.750 0.750 1.0 +0+0.750Lr+0.750140.5250E+H+1/1brWtf0:11 1.0 -1.0 1.0 0.750 0.750 0.5250 1.0 +D40.750L+0.750S+0.5250E4H+MbrWt(0.-1) 1.0 -1.0 1.0 0.750 0.750 0.5250 1.0 40.60D+W+H+MbrWt(0.-11 1.0 -1.0 0.60 1.0 1.0 40.60D40.70E+1-14MbrWlt0,-11 1.0 -1.0 0.60 0.70 1.0 +1.40D4MDrW1(0.-11 1.0 -1.0 1.40 +1.20D40.50Lr+1.60L*1.6OH4MbrWU0:1l 1.0 -1.0 1.20 0.50 1.60 1.60 +1.200+1.60L+0.50S+1.60H•MbrWU0.-11 1.0 -1.0 1.20 1,60 0.50 1.60 +1.2OD+1.60Lr+0.50L+MbrWt(0,-11 1.0 -1.0 1.20 1.60 0.50 +1.200+1.60Lr+0.80W+MbrWd0.11 1.0 -1.0 1.20 1.60 0.80 +1.20D+0.50L+1.60S+MbrWt(0.-11 1.0 -1.0 1.20 0.50 1.60 +1.20D+1.60S40.80W+MbrWt(0:11 1.0 -1.0 1.20 1.60 0.80 +1.20D+0.501..r40.50L+1.60W+MbrWU0:11 1,0 -1.0 1.20 0.50 0.50 1.60 +1.20D+0.50140.505+1.60W+MbrWt(0.-11 1.0 -1.0 1.20 0.50 0.50 1.60 +1.20D•0.501+0.20S+E+MbrWt10.-11 1.0 -1.0 1.20 0.50 0.20 1.0 +0.90D+1.60W+1.60H+MbrWU0:11 1.0 -1.0 0.90 1.60 1.60 +0.90D+E+1.60H-MbrWt(0.-11 1.0 -1.0 0.90 1.0 1.60 _.__........__.-- Joint Displacements&Reactions by Load Combination: Joint Displacements Joint Reactions Joint Label LoadCombinatlon X Y Z X Y Z in in Radians k k k-ft 1 _ +D4MbeNtfO.-11 0.0 0.0 0.02026 1.888 2 +0+MbrWt10:11 -.000030 -0.000541 -.0000120 3 +D+MbrWt(0.-11 .0000350 -0,000724 -.0000220 4 40-MbrWt10.-11 0.0 0.0 -.0000060 -0.02026 1.888 5 +0+MbrWt(0,-11 .000030 -0,000541 .0000120 6 4D+Mbr4Vt(0:11 -.0000350 -0.000724 .0000220 1 4D+L4H+Mbr%W0:11 0.0 0.0 .0000060 0.02026 1.888 2 +0+L+H+MbrW1(0.-11 -.000030 -0.000541 -.0000120 3 +D+L+H+MbrWl0:11 .0000350 -0.000724 -.0000220 J1 2-0 Frame Analysis File:D 12011 Projectsll 126212561 svu Main Tigaidlcales.ec6 E1ERCALC.lNC,1963-2011,Build 6.124.24;Ve..6.124,24 Lic.a : KW-06405543 Licensee:hayden consulting engineers Description: Brace wlrwo Shearwals Joint Displacements&Reactions by Load Combination: Joint Displacements Joint Reactions Joint Label LoadCombination X Y Z X Y Z j in in Radians k It k-ft 4 40+1.4+MbrWt(0:11 0.0 0.0 -.0000060 -0.02026 1.888 5 40+1.+H4611brWt(0:1) .000030 -0.000541 .0000120 6 4fl+L41141 tbrWtf0.-11 -.0000350 -0.000724 .0000220 1 +D+Lr+H+MbrWt(0:1) 0.0 0.0 .0000060 0.02026 1.888 2 4041.r+H+MbrWt(0:11 -.000030 -0.000541 -.0000120 3 +D+Lr+H+MbrW1(0.-11 .0000350 -0.003724 -.0000220 4 +0+Lr+H4MbrWU0.-11 0.0 0.0 -.0000060 -0.02026 1.888 5 40+U+H+MbrWlf0.-11 .000030 -0.000541 .0000120 6 4D4Lr+H4MbrWtf 0.-11 -.0000350 -0.000724 .0000220 1 404S414Mb6Y00,-1) 0.0 0.0 .0000060 + 0.02026 1.888 2 40+S+H+MbrWt(0:11 -.000030 -0,000541 -.0000120 3 +04S4144brWt(0:1) .0000350 -0.000724 -,0000220 4 +04S4H44brWt(0.11 0.0 0.0 -.0000060 -0.02026 1.888 5 l +D+S+1-1414.4brWt(0;11 .000030 -0.000541 .0000120 6 +D+8+H+MbrWtf0.11 -.0000350 -0,000724 .0000220 1 +040.750Lr+0.750L4l44brWUO.-11 0.0 0.0 .0000060 0.02026 1.888 2 +0+0.750U+0.75014H44brWU0;11 -.000030 -0.000541 -.0000120 3 4+0,750Lr+0.750L+414AbrWU0:11 .0000350 -0.000724 -.0000220 4 4040.750Lr40.750L+41+MbrWt(0:11 0.0 0.0 -.0000060 -0.02026 1.888 5 +D40.750U40.750L4t4jbrWt(0:11 .000030 -0.000541 .0000120 6 +D+0.750LN0.750L+41+Mb1Wt(0:11 -.0000350 -0.000724 .0000220 1 '040.750L+0.75QS4H4MbrWt(0:11 0.0 0.0 .0000060 0.02026 1.888 2 +D-0,750L40.750S+H4MbrWt(0,-11 ,000030 -0.000541 -.0000120 3 +0+0.750L+0.750S44-1+4AbrWt(0.11 .0000350 -0.000724 -.0000220 4 +D40.750L40.750S+H+MbrWt(0:11 0.0 0.0 -.0000060 -0.02026 1.888 5 +D+0.7501±0.750S'H+A+1brWt(0.-11 .000030 -0.000541 .0000120 6 40+0.750L40.750S+H+4brW110.-11 -.0000350 -0.000724 .0000220 1 4D+W+H+MbrWt(0:11 0.0 0.0 .0000060 , 0,02026 1.888 2 +0+W#H4MbrW1(0,-11 -.000030 -0.000541 -.0000120 3 +0+W•H4MbrWU0.-11 .0000350 -0.000724 -.0000220 4 4D-M-4H4MbIW UO,-1I 0.0 0.0 -.0000060 -0.02026 1.888 5 40+W+H+MbrWt10.-11 .000030 -0.000541 .0000120 6 +D+W+H+MbrW110:11 -.0000350 -0.000724 .0000220 1 4040.70E'eH4AbrWt(0:11 0.0 0.0 -0.01198 -9.227 -14,70 2 +040,70E4H4MbrWU0:11 1.320 0.005101 -0.003545 3 +0+0.70E4+MbrW00:1) 1.625 0.005984 -0.001111 4 +040.70E4l4Mbr1A10,-11 0.0 0.0 -0.0120 -9.267 18,475 5 +040.70E+H4MbrW110.-11 1.320 -0.006182 -0.003521 6 +0+0.70E+1i+MbrWt(0.-11 1.625 -0.007432 -0.001068 1 D40.7501J40.750L40.750W+H+MbrWt(0:1 0.0 0.0 .0000060 0.02026 1.888 2 D40.750Lr40.750140.750W4H-MbrWt(0.-1 -.000030 -0.000541 -.0000120 3 040.750Lr+0.7501_40.750W+H»11AbrWltO.i .0000350 -0,000724 -.0000220 4 0+0.750U40,750L40.750W4H+Mb1Wtf0-' 0,0 0.0 -.0000060 -0.02026 1.888 5 0+0.7501r40.750L40.750W+H+MbrWU0.-1 .000030 -0.000541 .0000120 6 , 040.750Lr+0.750L+0.750W4I4lbrWtf0.-1 -.0000350 -0.000724 .0000220 1 D+0.750L40.750S40.750W4I+MbrWU0,-1 0.0 0.0 .0000060 0.02026 1.888 2 , fl+0.7501.40.750540,750W+H4(NbrWU0.-1 ,000030 -0.000541 -.0000120 3 040.750L40.750S+0.750W+14+MbrWt10:1 .0000350 -0.000724 -.0000220 4 -04 0.750L+0.750540.750W-4-1+MbrWt10.-1 0.0 0.0 -.0000060 -0.02026 1.888 5 -0+0.7501.40.750940.750W+H+Mb WIJO.-1 .000030 -0.000541 .0000120 6 040.750L40.750840.750W41-144brWt(0.-1 -.0000350 -0.000724 .0000220 1 D40.750Lr40.750L40.5250E4 MbrWt(0.-' 0.0 0.0 -0.008985 -6.915 -10.553 2 D+0.7501r40.750140.5250E4i44brWt(0,-• 0.9903 0.003690 -0.002662 3 , 040.750Lr40,750L+0.5250E+H+4ibrWt(0:' 1.219 0.004307 -0.000839 4 0+0.750U40.750140.5250E4I4MbrWt(0= 0.0 0.0 -0.008998 -6.956 14.328 5 040.750Lr 40.750L+0.5250E+H.MbrW1(0:' 0.9904 -0.004772 -0.002638 6 D40.750Lr 40.7501.40.5250E41-141b61/00.•' 1.219 -0.005755 -0.000795 1 D4 0.750L40.7505+0.5250E+H+Mbrwt(0:' 0.0 0.0 -0.008985 -6.915 -10.553 2 040.750L40.750S+0.5250E+H4AbrWU0.-' 0.9903 0.003690 -0.002662 3 13+0.750L+0.7505+0.5250E41•MbrWU0:' 1.219 0.004307 -0.000839 4 D+0,750L40,750S40.5250E41-1-. brW110:' 0.0 0.0 -0.008990 -6.956 14.328 5 ! D+0.750L+0.750$40.5250E41-1+MbrY00.= 0.9904 -0.004772 -0.002638 ) 1 2-© Frame Analysis Fite.LAp oieds\2011 Projects111262 12568 SW Man rigaralca.er6 ENERCALC,INC..1983-2011,8lJ1 6.12,4,24,Ver6.12.424 Lie.#:KW-06005543 Licensee:hayden consulting engineers Description: Brace w,7wc Shearwafs Joint Displacements&Reactions by Load Combination: Joint Displacements Joint Reactions Joint Label LoadCombination X Y Z X Y Z in in Radians k k k-ft 6 ! 0+0.750L+0.750S40.5250E4i+MbrW1(0:' 1.219 -0.005755 -0.000795 - 1 ' +0.60D+W-*l-' brWt(0:1) 0.0 0.0 .0000060 0.02026 1.888 2 +0.601D+W+4-1+MbrWt(0.-11 -.000030 -0.000541 -.0000120 3 +0.60D+W4I+MbrW110.-11 .0000350 -0.000724 -.0000220 4 +0.60D+W+1-1+MbrWt(0,-11 0.0 0.0 -.0000060 -0.02026 1.888 5 +0.600+W+1-1+MbrWt(0:1) .000030 -0.000541 .0000120 6 +0.600+W+1-144AbrWt(0:11 -.0000350 -0.000724 .0000220 1 +0.600+0.70E+H+MbrWt(0:1) 0.0 0,0 -001198 -9.227 -14.70 2 40.60D+0.70E4i+MbrW1(0:11 1.320 0.005101 -0.003545 3 +0.60D+0,70E+1-i+MbrWt(O.11 1.625 0.005984 -0.001111 4 +0.60D+0.70E4+4+3brW1f0:11 0.0 0.0 -0,0120 -9.267 18.475 5 40.60D+0.70E+H4lbrWt(0,-1) 1.320 -0.006182 -0.003521 6 +0.600+0.70E+H+MbrWt(0,-11 1.625 -0.007432 -0.001068 1 +1.46D+MbrWl(0:11 0.0 0.0 .0000060 0.02026 1.888 2 +1.40D+MbrWt(0:1) -.000030 -0.000541 -.0000120 3 +1.40041b0Wt(0:11 .0000350 -0 000724 -.0000220 4 •1.40D-,MbrWt(0:11 0.0 0.0 -.0000060 -0.02026 1.888 5 +1.400+MbrWt10:11 .000030 -0.000541 .0000120 6 +1.400+MbrWt(0:11 -.0000350 -0.000724 .0000220 1 +1.20D+0.50Lr+1.60L+1.60H4MbrWt(0:11 0.0 0.0 .0000060 0.02026 1.888 2 +1.200+0.50Lr+1.60L+1.60H4tbrWt(0.-11 -.000030 -0.000541 -.0000120 3 +1.20D 40.5011+1.60L+1.60H+MbrWtf0.-11 .0000350 -0 000724 -.0000220 4 +,.20010.50Lr+1.60L+1.60H+44brW110.-11 0,0 0.0 -.0000060 -0.02026 1.888 5 +1200+0.50Lr+1.60L+1.60H+MbrW110.-11 .000030 -0 000541 .0000120 6 +1.200+0.50Lr+1.60L+1.60H+MbrWt(0.-11 -.0000350 -0.000724 .0000220 1 +1.20D+1.60L+0.50S+1.60H+MbrWt(0.-11 0.0 0,0 .0000060 0.02026 1,888 2 +1.200+1.60L+0.50S+1.6011+MbrWtf0.-11 -.000030 -0.000541 -.0000120 3 +1.200+1.60L+0.50S+1.60H+41brWtf0.-11 .0000350 -0.000724 -.0000220 4 +1.20D+1.601+0.50S+1.60H+MorWtf0.-11 0.0 0.0 -.0000060 -0.02026 1.888 5 +1.200+1.60L+0.50S+1,60H+MbrWt(0,-11 .000030 -0.000541 .0000120 6 +1.200-4.1.60L+0.50S+1.60H4lb Wt(0.-11 -.0000350 -0.000724 .0000220 1 +1.20D+1.601r+0.50L+MbrWt(0.-11 0.0 0.0 0000060 0.02026 1.888 2 +1.200+1.60Lr+0.50L+MbrWl(0.-11 -.000030 -0.000541 -0000120 3 +1200+1.60U+0.50L+MbrW00:11 .0000350 -0.000724 -.0000220 4 +120D+1.60Lr+0.50L+MbrWt(0:11 0.0 0.0 -.0000060 -0.02026 1.888 5 +1.20D+1.60Lr+0.50L-441brWt(0.-11 .000030 -0.000541 .0000120 6 +1.200+1.60Lr+0.50L All brW1(0.-11 -0000350 -0.000724 .0000220 1 +1.20D+1.60Lr+0,80W+MbrWl(O.-11 0.0 0.0 .0000060 0.02026 1.888 2 +1.200±1.60Lr40.84W-MbrWtf0.-11 -.000030 -0.000541 -.0000120 3 +1.200+1.60Lr+0.80W+MbrWt(0.-11 .0000350 -0.000724 -.0000220 4 +1.200+1.60Lr+0.80W+MbrWt(0;11 0.0 0.0 -.0000060 -0.02026 1.888 5 +1,20D+1.601..r+0.80W4lbrWl(0:11 .000030 -0.000541 .0000120 6 +1.20D+1,601140.801N+MbrWt10:11 -.0000350 -0.000724 .0000220 1 +120D+0,501+1.60S+MbrWt(0,-11 0.0 0.0 .0000060 0.02026 1.888 2 +1.20D+0,50L+1.60S+4ibrW110.-11 -.000030 -0.000541 -.0000120 3 +1.20D+0.50L+1.60S+Mbrwt(0.-11 .0000350 -0.000724 -.0000220 4 +1.20D+0.50L+1.60S+MbrWt(0,-11 0.0 0.0 -.0000060 ' -0.02026 1888 5 +1.20D+0.501+1.60S+MbrW1(0:11 .000030 -0.000541 .0000120 6 +1.200+0.50L+1.60S4MbrWtt0.-11 -.0000350 -0.000724 .0000220 1 +1.20D+1.60S+4).80W+MbrW1(0.-11 0.0 0.0 .0000060 0.02026 1.888 2 +1.200+1.60S+0.80W+Mbrwl(0.-11 -.000030 -0.000541 -.0000120 3 +1,20D+1.605+0.80W+MbrWU).-11 .0000350 -0.000724 -.0000220 4 +1.20D+1.60S+0.80W4jbrWt(0,-11 0.0 0.0 -.0000060 -0.02026 1.888 5 +1.20D+1.60540.80W+M brWt(0:11 .000030 -0,000541 .0000120 6 +1.201)+1.60S+0.80W+MbrWt00.-11 -.0000350 -0.000724 .0000220 1 +1.200 10,501140.50E+1.80W+MbrWt(0,-11 0.0 0.0 0000060 0.02026 1.888 2 +1.20010.501r+0.50L+1.60W+MbrWt(0:1) -.000030 -0.000541 -.0000120 3 +1.200 40.5011+0.50L+1.60W+MbrW1(0,-11 0000350 -0.000724 -.0000220 4 +1.200+0.501r+0.50L+1.60W+4brWt10.-11 0.0 0.0 -.0000060 -0.02026 1.888 5 +1.200+0.50Lr+0.501+1.60W-MbrWUO.-1) .000030 -0.000541 .0000120 6 +1.200+0.5011*0.50L+1.60W+MbrW1(0,-11 -.0000350 -0.000724 0000220 1 1 +1.200+0.500+0.505+1.60W+MbrW1/0:11 0.0 0.0 0000060 0.02026 1888 _._._.`._ __.__...... -�Fieepoeahetttt2OtiNoje t112821 140nTiprdestes.ece 2-D Frame Analysis ,,, z , INC..t9lkt-273y12, , vr1112,424' tic.#:KW-06005543 Licensee: hayden consulting engineers Description: Brace w/Two Shearwalls Joint Displacements&Reactions by Load Combination: Joint Displacements Joint Reactions Joint Label LoadCombinatlon X Y Z X Y Z In in Radians ; k k k-ft 2 +1.200 40.50E+0.50S+1,60W+MbrWt(0:1) -.000030 .0,000541 -.0000120 3 +1.200+0.50L+0.50S+1.60W+MbrWt(0:11 .0000350 -0.000724 -.0000220 4 +1.20D+0.50L+0.50S+1.60W+MbrWt(0:11 0.0 0.0 -.0000060 -0.02026 1.8:': 5 +1.200+0.50L+0.50S-1.60W+MbrWt(0-11 .000030 -0.000541 .0000120 6 +1.200+0.501+0.50S+1.60W+MbrW1(0.-11 -.0000350 -0.000724 .0000220 .. . 1 +1,20D+0.50L+0.205+E+MbrWt(0,-11 0.0 0.0 -0.01712 -13.190 -21.808 2 +1.20040.50L+0.20S+E+4vSbrWt(0:11 1.886 0.007518 -0.005059 3 +1.20D+0.50L+0.20S+E4,4brWt(0:1' 2.322 0.008859 -0,001578 4 +1.20D+0.50L+0.20S+E+MbrWt10:11 0.0 0.0 -0,01713 -13.230 25.584 5 +1.20040.50L+0.20S+E4brW00-11 1.886 -0.00860 -0.005035 . 6 +1.20D+0.50L+0.20S+E+MbrWtfD.-11 2.322 -0.01031 -0.001535 - 1 +0.900+1.60W+1.60H+MbrWtiO.-11 0.0 0.0 .0000060 0.02026 1.::': 2 +0.900+1.60W+1.60H+MbrWtf0:11 -.000030 -0.000541 -.0000120 3 +0.900+1.60W+1.60H4ibrWtf0:11 .0000350 -0.000724 -.0000220 4 +0.900+1.60W+1.501-1+MblWt10.-11 0.0 0.0 -.0000060 -0.02026 1.888 5 +0.900+1.60W+1.60H+MbrWU0.-11 .000030 -0.000541 .0000120 6 +0.90D+1.60W+1.60H+MbrWtfO.-11 -.0000350 -0.000724 .0000220 1 +0.90D+E+1.60H+MbrWt(0,-11 0,0 0.0 -0.01712 -13.190 -21.808 2 +0.90D+E+1.60H+MbrWt(0,-11 1.886 0.007518 -0.005059 3 +0.90D+E+1.60H+ 1brWt(0.-11 2.322 0.008859 -0.001578 4 ■0.900+E+1.60H41brWt(0,-11 0.0 0.0 -0.01713 -13.230 25.584 5 -'0.900+E+1.60H+MbrWt(0:11 1.886 -0.00860 -0.005035 • 6 40.9004E+1.60H+MbrWt(0:11 2.322 -0.01031 -0.001535 ' Extreme Member End Forces Only Load Combinations giving maximum values are listed Member"I"End Forces Member"J"End Forces Member Label Axial Shear Moment Axial Shear Moment It k k-ft • It It k-ft 1-2 6.271 13.190 0.0 22.405 0.02026 158.28 Max ). D+E+1 61.. 0,-.200+0.50L+0.20S+E+Mbr.200+0.5O1.O.20S+E+Mbr.'00+0 501+0.20S+E+Mbr +D+MbrWt(0,-1).200+0.50E+0.20S+E+Mbr 1-2 II:1t -0.02026 -11.265 -5.774 -13.190 -0.2431 Mm .20 0.50E+0.20 + br +0+MbrW1(0,-1)7.900+E+1 60H+Mb44,40,- 900+E+1604+MbrW(0,,20D+0.50L+O.20S+E+Mbr 404Mbr1M(0.-1) 2-3 6.271 3.259 -0.6973 4.979 0,1544 43.859 Max ) E+1.60H+Mb!Wt(0.-).90D+E+1.60H+MbrWt(0; +0+MbrWt(0,-1).'00+O.50L+0.20S+E+Mbr +0+MbrWt(0,-1)7.9004E+1.60H+Mbr4Vt(0,- 23 -4.482 -0.1544 -12.659 -5.774 -3.259 -0.8469 Miry .20 0.50L+0.20S+E+Mbr +D+MbiWt(0,-1) 200+0 5OL+0.20S+E+Mbr 9005E+1.60H+MbrtM(0,-7.9004E+1.60H+MbrWt(0,- +D+MbrWt(0,-1) 2-5 8.271 3.259 0.9404 0.1342 18.717 43.859 Max )9QD+E+I 601+MbrWt(0,-7.9004E+1.60H+MbM1(0,- +D+MbrWt(0,-1) +0+MbrW1(0,-1).200+0 50L44 20S+E+Mbr 7.900+E+1.6014+Mbr144(0,- 2-5 -10.239 -17.922 -145.62 -9.971 -3.259 -147.50 Mn .20 0.50L+0.20S+E+Mbr.200+0.500+0.20S+E+Mbr.20D+0.50L+0.20S+E+Mbr,'r rr+0 501+0.20S+E+Mbi)90D+E+1.60H+MbgW4(0,-.20D+0.50L+0.205+E+Mbr 3-6 8.271 3.259 0.8469 -0.1544 5.774 43.859 Max 7 E+1.6011+MbrWt(0,•).900+E+1.60H+MbrWt(0,- +0+MbriM(0,-1) +1)+MbrWt(0,-1) 201)+0.50L+0.20S+E+Mbr 7.90D+E+1.60H+MbriNt(0.- 3-6 -2.951 -4.979 -42.165 -5.774 -3.259 -43.859 Min .20 0.50L+0.205+E+Mbr.20D+0.5O0+0.20S+f+Mbr.200+0.50L+O20S+E+Mbr)90D+E+16OH+MbrWt(0,-7.90D+E+1.60H+MbrWt(0,- 20040.50E+0.20S+E+Mbr 4-5 25.584 13.230 0.0 -1.292 -0.02026 158.76 Max .20 +0.50L+0.205+E+Mbr.200+0.50L+0.20S+E+Mbr.20D+0.50L+0.20S+1=+Mbr +Of.Mbr 4(0,-1) +D+Mbr141(0,-1).200+0.50L+0.205+E+Mbr 4-5 1.888 0.02026 -11.265 -24.988 -13.230 0.2431 Men +D+MbrW(O,-1) +D+MbrWt(0,-1)).900+E+1.60H+MbrWl(0,-.'00+0.500+0.20S+E+Mbr.2O0+0.50L+0.20S+E+Mbr +0+MbfW1(0.-1) 5-6 6.271 3.259 0.6973 -0.3974 -0.1544 43.859 Max 7.9604E+1.601-1+MbrWt(0.-7.900+E+1.60H+MbrW1(0; +D+MbrbYt(O,4) +D+Mbrwt(O,-1) +0+MbrWt(0,-1)7.900+E+1.60H*MbrWf(0,- 5-6 0.8943 0.1544 -11.265 -5.774 -3.259 0.8469 Min 40+MbrWt(0,-1) +D+Mbr1N1(0,-1)7900+E41.80H+MbdM(O:7 900+E+1.6OH+MbrWf(0,-7.900+E+1.50N+MbMh(0,- +0+MbrW4(0,-1) Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label Axial Dist from'I'Joint Moment Dist from'I'Joint Shear Dist from'I'Joint 1-2 1.888k 0.0 ft 0.2431 k-ft +DeMbrWt O,-1 12.Oft I +1.200+0 50L+0.205+E+MbrWt 0010 Max +O+MbrWl{0,-1) ( ) ( ,- 1 -22.405k 12.011 -158.28 k-It 12.0 ft -0.02028 k 0.0 ft Mint +1.20E1+0 50L+0.20S+E+MbrW1(0-1) +1.20040.500+0.20S+E+MbrWrr(0,-1) +D+MbrW1(O,-1) 2-3 0.8943k 0.0 ft 0.8469 k-ft 10.0 ft ,2.951 It 50L+0.20S+E+MbrWi 001ft Max +D+MbMh(0,-1) I +D+MbrW1(0,-1) ( ,-) q • 2-D Frame Analysis ... . • Fee nreellr 111 P�ojecbt112621 *WO Til Yalceece C,ING.t993.20tt eetbkt -„Verb ' • Lic.#:KW-06005540 Licensee :hayden consulting engineers Description: Brace wlrwo Shearwails Extreme Member Forces Only Load Combinations giving maximum values are listed tltlmbr Label y Axial Dist from'I'Joint Moment Dist from'r Joint Shear Dist from'r Joint -4.979k 10.0 ft -42.165 k-ft 10,0 ft -0.1544 k 0.0 ft Min +1.200+0.50L+02OS+E+MbrYIR(0,-1) +1.20D+0.50L+0.205+E+MbrWt(0,-1) +D+MbrWt(0,•1) 2-5 9.971k 8.163 ft C 47,50 k-n 16.0 ft �. 0.3974 k 0.0 ft Max +1.200+0.50L+()20S+E+MbrW1(O.-1) t T ZuU+ .501.+020S+E+Mb?M(0,-1) I +0+MbrW1(0,-1) -10.239 k 0.0 ft -145.62 k-ft 0.0 ft dna. 16.0 ft Min I + . .5OL+020S+E+Mb4Wl(Or1) I +1.200+0.501.+0.20S+E+MbrWf(0:1) . +'• r.50L+0.205+E+MbrW1(0.-1) 3-6 3.259k 8.163 ft 43.859 k-ft 16.0 ft 0.3974 k 0.0 It Max +1.20D+0.501+0.205+E+MbrWt(04) +1.20D+0.501_+0.20S+E+MM4(0,.1) +O+MbvWt(0,.1) -2.951k 0.0 ft -42.165 k-ft 0.0 ft 5.774 k 16.0 ft Min +1.200+0.501.+O.20S+E+MbrWt(O,-1) +1.20D+0.50L+0.20S+EtMbrW1(0.-1) +1.200+0.50L+0.20S+E+MM4(0,.1) 4-5 25.584k 0.0 ft 0,0k-ft 0.0 ft I 13.230 k 0.0 ft Max +1.200-0.50E+0.20S+E+MErWt(0,-1) +0+MbrV.(0,-1) +1.200+0.50L+0 20S+E+Mbr614(0,-1) 1.292k 12.0 ft I -158.76 k-ft 12.0 ft 0.02026 k 0.0 ft Min +0+MbrW40-1) 4 +120D+0.50L*0.205+E+MbrW1(0.-1) +D+MbrWf(0,-1) 5-6 6.271k 0.0 ft 0.6973 k-ft 0.0 ft 3.259 k 0.0 ft Max +1200+0.50L+0.20S+E+MbrWI(0.•1) +0+MbrWl(O,•1) +1.200+0.501.+0.20S+E+Mbr1Nt(0,-1) 0.3974k 10.0 ft -43.859 k-ft 10.0 ft I 0.1544 k 0.0 ft Min +O+Mbm4(0.-1) +1.200*O.5OL+0.205+E+MbrWt(0.-1) +0+MbrWt(0,-1) Steel Stress Checks.,. Using 13th Edition AISC Code Member Section Material Max.Axial+Bending Stress Ratios Max.Shear Stress Ratios Label Label Load Combination Ratio Status Dist (ft) Load Combination Ratio Status Dist (ft) 1-2 Conine 1 Steell +1.200+0.501+0,205+E 1.032 Ratio>1. 12.001 +1.200+0.50L+020S+E 0.146 PASS` 0.00 2-3 ColUne 1 Steel) +1.20D+0.5OL+0.20S+E 0.260 PASS 10.001 +1.200+0.50L+0.20S+E 0.033 PASS 0.00 2-5 Bmlvl 1 Steel+1.200+0 50L+0.26S+E 1.052 Ratio>1. 16.00 +1.200+0.50L+0.20S+E 0.207 PASS 16.00 3-6 Bmlvl 2 Steel +1.200+0.50L+0.20S+E 0.313 PASS 16,00 +1.20D+0.50L+0.20S+E 0.064 PASS 16.00 4-6 Collin 2 Steed .1.20040.50E+0.20S+E 1.039 Ratio>1. 12.001 +1.200+0.50L+0.20S+E 0.147 PASS 0.00 5-6 Coigne 2 Steed +1.20D+0.50E+0.20S+E 0.271 PASS 10.00 1 +1.200+0.50L+0.20S+E 0,036 PASS 0.00 \ it �� ,,)4_. \-,4., .I, - tC, - K ,-:-'1:3 = IS- 'but Y -=1 G ‘Pfk4,4. i" t.'v'..car.C \4 l E.. i rC 1 :TS F ,4, ( E,.-a "ENDPLMC9.xls" Program Version 1.3 END PLATE MOMENT CONNECTION Using Unstiffened End Plate Field Bolted to Column Flange and 4-Tension Bolt Analysis Method Per AISC 9tl Edition(ASD) Job Name: Subject: Job Number: Originator:) I Checker: Input Data: Beam and Column Data: Beam Size= W12x50 C.L.Column Column Size=- W14x53 ! End Plate("ip"x"Bp"x"Lp") Beam Yield Stress, Fyb= 50 ksi Column Yield Stress, Fyc=- 50 ksi Stiffener EO Connection Loadings: (both ) =s,il,M S Beam End Moment, M= 221.25 _ft-k i II Includes Wind or Seismic? Yes i (Beam) Beam End Reaction(Shear), R=_ 28.08 _kips 3"M,. P M Beam Axial Force, P= 15.36 kips (Mi° " R Connection Data and Parameters: I End Plate Length, Lp= 20.000 _in. ∎"� S End Plate Width, Bp= 9.000 in. Stiffener i ED End Plate Thickness,tp=_ 1.5000 in. srd s) End Plate Yield Stress, Fyp= 36 ksi ASTM Bolt Desig. (A325 or A490)=-- A325 l "Nb"-"db"Bolts on''g"Gage Bolt Type(N,X,or SC)= N _ Bolt Hole Type(in End Plate)=- Standard_ Nomenclature Diameter of Bolts, db= 1.375 in. Total Number of Bolts. Nb =_ 8 _T Tension Bolts Vertical Spacing,S =- 5.000 _in. Member Properties: Dist. to Outer Tension Bolts, D1 = 2.125 In. Beam: Bolt Gage in Column, g= 5.500 in. d = 12.200 in. Edge Distance for End Plate, ED= 2.125 in. tW= 0.370 in. Col.Web Doubler Plate Thk.,td=_ 0.750 in. bf= 8.080 _in. Doubler Plate Yield Stress, Fyd= 36 T kal tf= 0.640 _in. Stiffener Plate Thickness,is= 1.0000 in. k= 1.1400 In. Stiffener Plate Yield Stress, Fys= _ _36 ksi Column: Full-Depth or Half-Depth Stiffeners? ,Full-Depth d =_ 13.900 In. tw= 0.370 _in. bf= 8.060 _in. tf= 0.660 in. k= 1-.2500 in. k1 = 1.0000 in. (continued) 1 of 4 4/27/2012 10:32 AM 3� "ENDPLMC9.xls"Program Version 1.3 Results: Bolt Design: Horizontal Force at Beam Flange: Assume 1/2 of beam axial force is also taken at each flange Ff= 237.35 kips Ff=(M*12)/(d-tf)+P/2 Bolt Tension and Shear: Ab= 1.4849 in.*2 Ab=n*d1312/4 V= 14.04 kips V=(R/Nb)*(4 bolts) (portion of end shear taken by 4 tension bolts) N= 2.36 ksi N=(V/(4 bolts))/Ab (shear stress on 4 tension bolts) ft= 39.96 - ksi ft=(Ff/(4 bolts))/Ab (4 tension bolts acting at one time) Fv=_ 21.00 _ksi Fv =21.0 from AISC Table J3.2 (for N bolts in shear) Vb= 31.20 kipslboit Vb=Fv`Ab Ft= _43.7_2 _ksi Ft=SORT(44A2-4.39*fv^2) (for N bolts in tension) B= 64.90 kips/bolt B=Ft*Ab (for N bolts in tension) T(cap)=_ 259.60 kips T(cap)= B*(4 bolts) (for N bolts in tension) T(cap)>=Ff,O.K. V(cap) = 249.60 kips V(cap)=Vb*Nb V(cap)>= R,O.K. End Plate Design: Top Flange to End Plate Welding: Lw=_ 17.070 In. Lw=2*(bf+tf)-tw fw= _ 13.905 kips/in. fw=Ff/Lw = 0.9364 -in.(size) o=fw/((SQRT(2)/2)*(0.30*70)) co(min)= 0.3125 in. o(min) =Min.fillet weld size from AISC Table J2.4,page 5-67 End Plate Required Thickness: Bp(max)= 9.080 in. Bp(max)= bf+1" D= 15 laths D=Maximum of(w or o(min)) *16, rounded up to nearest 1/16" Pf= 2.2350 in. Pf=maximum of: D1 or S-(D1+tf) Pe=_ 1.228 _in. Pe=Pf-(db/4)-0.7071*D/16 Ca= 1.11 _ Ca=1.13 for Fyb=36 ksi,Ca= 1.11 for Fyb= 50 ksi Cb= 0.943 Cb= SQRT(bf/Bp(max)) Af/Aw= 1.280 Af/Aw=(bf`tf)/((d-(2*tf))*tw) am=_ 1.105 _ urn=Ca*Cb*(Af/Aw)"(113)*(Pe/db)^(1/4) Me= 80.56 in.-kips Me=am*Ff*Pe/4 tp(req'd)= 1.410 in tp(req'd)=SQRT((6*Me)/(Bp*(0.75*Fyp))) tp>=tp(req'd),O.K. Beam Web to End Plate Welding: fw= 5.550 kips/in. fw=maximum of: (0.60*Fyb)*tw/2 or R/(2*(d/2-tf)) o=- 0.3738 In.(size) a =fw/((SQRT(2)/2)`(0.30*70)) w(min)= 0.3125 in. o(min)= Min.fillet weld size from AISC Table J2.4, page 5-67 Bolt Bearing on End Plate: Fu = 58.00 ksi Fu= 58 for Fyp= 36,Fu = 65 for Fyp=50 Rpe= 184.88 kips Rpe=2*(0.5*Fu*(ED)*tp) (based on bolt edge distance) Rps= 861.30 kips Rps=2*(1.2*Fu*tp*db*(Nb/2-1)) (based on bolt spacing) Rp= 1046.18 kips Rp=Minimum of: Rpe+Rps or 1.2*Fu*tp*db*Nb Rp>= R, O.K. Shear Stress(out of plane)on End Plate: fv= _8.79 ksi fv= Ff/(2*Bp*tp) Fv 20.00 ,ksi Fv=0.40*Fyc Fv>=fv, O.K. (continued) 2 of 4 4/27/2012 10:32 AM 32 "ENDPLMC9.xls" Program Version 1.3 Column Web Doubler Plate Requirement: Column Web Panel Shear: (Note: any column story shear is neglected -conservative ) EF =_ 236.76 kips iF = M"12/(0.95`d)+P12 (includes 1/2 of beam axial force) twc(req'd) = 0.852 In twc(req'd) = EF/(0.4`Fyc`dc) twc <twc(req'd) Web doubler plate is req'd. Column Web Doubler Plate: td(min) = 0.669 In. td(min) = (twc(req'd)-twc)`Fyc/Fyd but not< 1/4"min. td>=td(min),O.K. Web Doubler Plate Welding: Vd = 158.54 _kips Vd= F.F`td/(td+twc) (at each vertical edge) Lw= _ 12.20 in. Lw=d (plate height= beam depth) fw= 13.00 kipsfin. fw=Vd/Lw = 0.8751 in.(size) w=fw/((SQRT(2)/2)"(0.30'70)) ce(min) =1- 0.2500 in. co(Min) = Min. fillet weld size from AISC Table J2.4, page 5-67 u(max) = 0.7273 in. u)(max) = 0.40`Fyc`twcl((SQRT(2)/2)"0.30`70) Weld size>weld max., Fail Web Doubler Plate Plug Welding Requirements h/twc= 34.00 _ h/twc=(dc-2 1fc)/twc hltwc(max)= 53.74 h/twc(max) = 380/SQRT(Fyc) hltwc<= h/twc(max),O.K. h/td = 16.77 h/td =(dc-2"tfc)/td h/td(max) = 63.33 h/td(max) = 380/SORT(Fyd) h/td <= h/td(max),O.K. Conclusion: Plug welds are not required Column Stiffener Requirements: (Assume Fyc= 36 ksi, per AISC Design Guide Series#4, 1st Edition) Local Web Yieldin : Stiffeners not req'd. at both flanges if: Pbf<=Pwy Pbf= 316.47 kips Pbf= (4/3)"Ff Pwy= 173.36 kips Pwy= Fyc`twc"(tf+6`k+2"tp+2"(D/16)) Pbf> Pwy, Fall Compressive Bucklin of Web. Stiffeners not required at compression flange if: Pbf<= Pwb Pbf=_ 316.47 kips Pbf= (4/3)*Ff Pwb= 109.30 kips Pwb=4100`twc^3"SQRT(Fyc)/(dc-2`k) Pbf> Pwb, Fail Local Flange Bendin.: Stiffeners not required at tension flange if:tfc(req'd) <=tfc Pbf= 316.47 kips Pbf= (4/3)`Ff Pf= 2.2350 in. Pf= maximum of: D1 or S-(D1+tf) bp= 12.775 in bp=2.5`(Pf+tf+Pf) (effective column flange length) Pec= 1.406 in Pec=(g/2)-k1-(db/4) Ca= 1.13 Ca= 1.13 (for Fyc=36 ksi) Cb= 1.00 Cb = 1.0(assumed) Afc/Awc= 1.00 Afc/Awc= 1.0(assumed) am= 1.136 am= Ca'Cb`(Afc/Awc)^(1/3)`(Pecldb)^(1/4) Me= 94.822 in.-kips Me=am'Ff'Pec/4 tfc(req'd) = 1.284 in. tfc(req'd) = SQRT((6'Me)/(bp*(0.75*Fyc))) Pfb= 83.58 kips Pfb= ((tfc^2`(0.75`Fyc)'bp)/6)/(am*Pec/4) "(4/3) Pbf> Pfb, Fall Conclusion: Stiffeners are required (continued) 3 of 4 4/27/2012 10:32 AM "ENDPLMC9.xls" Program Version 1.3 Column Web Stiffener DesiUn: Required Area of Stiffener: Ps= 232.89 _kips Ps= Pbf-(Minimum of Pwy,Pwb, or Pfb) (design force) As(req'd)= 6.469 in.A2 Ast= Ps/Fys Stiffener Width: bs(min) = 2.815 tn. bs(min)= Bp/3-twc/2 bs(use) = 3.000 In bs(use)= bfc/2-twc/2 (rounded down to nearest whole inch) Stiffener Thickness: ts(min)= 0.750 in ts(min) = larger of: tp/2 or bs(use)•SQRT(Fys)/95 is>= ts(rnln),O.K. Stiffener Length: Ls(min) = _ _6.29 in. Ls(min) =dc/2-tfc Ls(use) = 12.58 in. Ls(use) =do-2*tfc Provided Area of Pair of Stiffeners: As(prov)= 6.000 in.^2 As(prov) = 2•bs(use)•ts As(prov) <As(req'd), Fail Check Stiffener Slenderness: b/t=_ 3.00 b/t= bs(use)/ts b/t(max)= 15.83 blt(max)=95/SQRT(Fys) b/t<=blt(max), O.K. Stiffener Welding to Column Flange: Ps= _ 232.89 kips Ps= Pbf-(Minimum of Pwy,Pwb, or Pfb) (design force) Lw= _11.12 In. Lw= (bfc12-(k1+0.25))"4 fw= 15.71 kips/in. fw=Ps/((4/3)*Lw) =_ 1.0578 in.(size) m=fw/((SQRT(2)/2)*(0.30"70)) w(min)= 0.3125 in. w(min) =Min. fillet weld size from AISC Table J2.4, page 5-67 Stiffener Weldin• to Column Web: Ps= 232.89 kips Ps= Pbf-(Minimum of Pwy,Pwb, or Pfb) (design force) Lw= 43.60 in. Lw=(dc12-(k+0.25))"4 fw= 4.01 kips/in. fw= Ps/((4/3)*Lw) = 0.2698 in.(size) w =fw/((SQRT(2)/2)'(0.30`70)) w(min)= 0.3125 in. w(min)= Min. fillet weld size from AISC Table J2.4, page 5-67 w(max)= 0.2492 in. w(max)= 0.40*Fyc'twc/((SQRT(2)/2)'0.30'70'2) Weld size>weld max., Fail Comments: 4 of 4 4/27/2012 10:32 AM 24 o, 1t (011)0 .off c)? ;77 0.188 vDQ kir, (51ps ,2e0( 'I L1R03 Pic )> S 6)(62 k 0..e.Ak e,,r. 69 T tska,. {-7, Car c P = 0,V 5v5a.wQ 9cf5e( ' (s _ 0-61` 4- a eI- ryti 7N,7 _ BY DATE Y L tv 9 9 Consultin En ineers _ REV DATE . Structural Engineering ' .r S JOB NO 7l4 L _ (503) 968-9994 p (503)968-8444 f SHEET_ . �OF Steel Beam File ZLprojectst2011 Projace51 12 62 12 56 8 SW Main Tipardtaics:eo6 EPERCALC,IWC.1903-2011.9uNd:6124.24,Ver.6.12 4.24 Lit.#: KW-06005543 Licensee: hayden consulting engineers Description: Strongback Material Properties Calculations per AISC 360.05,ASCE 7-05 Analysis Method: Allowable Stress Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Minor Axis Bending Load Combination 2006 IBC&ASCE 7-05 E{0.498} A Span=20.0 ft HSSI 2x8x3/8 Applied Loads Service loads entered.Load Factors wiN be applied for calculations. Uniform Load: E=0.4980 k/lt, Tributary Width=1.0 ft DESIGN SUMMARY _ Desi n OK Maximum Bending Stress Ratio 0.291:_..1 Maximum Shear Stress Ratio= 0.061 , 1 Section used for this span HSS12x6x3/8 Section used for this span HSS12x6x318 Mu:Applied 17.430 k-ft Vu:Applied 3.486 k Mn I Omega:Allowable 59.975 k-ft VMOmega:Allowable 57.137 k Load Combination +D+0.70E+H Load Combination +D+0.70E+H Location of maximum on span 10.000ft Location of maximum on span 0.000 It Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.855 in Ratio= 280 Max Upward Total Deflection 0.000 in Ratio- 0<180 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 Mny Mny/Omega Cb Rrn Va Max Vny Vny/Omega +0+0.70E41 Ds0n.L= 20.00 It 1 0.291 0.061 17.43 17.43 100.16 59.98 1.14 1.00 3.49 95.42 57.14 +0+0.750Lr+0.750140.5250E44-1 Dagn.L= 20.0011 1 0.218 0.046 13.07 13.07 100.16 59.98 1.14 1.00 2.61 95.42 57.14 +0+0.7501.+0.750S+0.5250E+11 Dsgn.1= 20.00* 1 0.218 0.046 13.07 13.07 100.16 59.98 1.14 1.00 2.61 95.42 57.14 +0.600+0.70E91 usgn.L= 20-00 ft 1 0.291 0.061 17.43 17.43 100.16 59.98 1.14 1.00 3.49 95.42 57.14 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."Dell Location in Span Load Combination Max.***Del Location in Span '- 1 0.0000 0.000 0.0000 0.000 Vertical'Reactions•Unfactored Support notation:Far left is#1 Values In KIPS Load Combination Support 1 Support 2 -6717-ail PlAXimum 4.980 4.980 E Only 4.980 4.980 Page 1 of 2 Anchor Calculations Anchor Selector(Version 4.8.0.0) Job Name-Strongback clips Date/Tirne:5/24/2012 11:53:36 AM Calculation Summary-ACI 318 Appendix D For Crackod Concrete per ACI 318-08 Anchor Anchor Steel Code Report #of Anchors I Embedment Depth(in) Category 3/4'Then HO N/A ESR-2713 1 5.5 1 Concrete Concrete Cracked Pc(psi) `Pc.v Noma'weight Yes 2500.0 1.00 Condition Thidcness(In) Suppt Edge Reinforcement ' B tension and shear 9.5 No Anchor Layout Dimensions cxt cx2 cy1 cy2 bx1 bx2 by1 by2 (In) (in) (in) (In) (in) (In) (In) (In) 36 36 36 '36 1.5 1.5 1 5 1.5 Factored Loads Nua(Pb) Vuax(Pb) Vijay(Pb) M.(Ib•ft) Muy(1b11) 2985 ,0 0 0 0 ex(In) ey(in) Mod/high seismic Apply entire shear @ front row • 0 0 No No Individual Anchor Tension Loads N ua1(Ib) 2985 00 e' (in) $'rry(in) 0.00 000 Individual Anchor Shear Loads V ua1(Pb) 0.00 e'vx(ln) o'vy(In) 0.00 0.00 Tension Strengths Steel(m=0.65) Nsa(Ib) rPN'a(Ib) N,a(Ib) Nua/cNaa 45540 29601.00 2985.00 0.1008 Concrete Breakout(b=0.65) N�(Ib) mNco(Ib) Nua(Ib) NuaIc1Na 7368.64 4789.62 2985.00 0.6232 Pullout('0 0.65) Nen(Ib) 0Nt r(Ib) Nua(Ib) Nua l'0Npn 6070.00 3945.50 2985.00 0.7566 about:blank 5/24/2012 Page 2 of 2 Side-Face Blowout does not apply Shear Strengths Steel(m=0.60) Vss(Ib) citiVss(lb) Vus(Ib) V us/mVsa 16840 10104.00 0.00 0.0000 Concrete Breakout(case 1)(0=0.70) Vcbx(Ib) <DVcbx(Ib) Vuax(Ib) Vuay/1'Vcbx 25862.85 18103.99 0.00 0.0000 Vcby(Ib) OVcby(lb) Vuuy(Ib) Vuay ADVthy Vus/c1Vth 25862.85 18103.99 0.00 0.0000 0.0000 Concrete Breakout(case 2)does not apply to single anchor layout Concrete Breakout(case 3)(6r=0.70) cy, edge Vcby(Ib) tVcby(Ib) Vuay(lb) Vuay/0)Vcby 51725.8936207 99 0.00 0.0000 cyi edge Vcbx(lb) 'Vay(lb) Vuax(lb) Vuax/mVcbx 51725.69_36207.99 0.00 0.0000 c#edge Vcby(1h) 0Vcby(Ib) Vuay(lb) Vusy/DVcby 51725.69.36207.99'0.00 0.0000 cy2 edge Vcbx(Ib) mVdsx(ib) Vusx(Ib) Vuex 1e Vcbx Vua/0Vcb 51725 6936207.99 0 00 0.0000 0.0000 Pryout(V=0.70) Vcs(Ib) ( VcP(lb) Vuex(Ib) Vuax i vcP 14737.29 10316.10 0 0.0000 V (lb) (DVGP(Ib) Vusy(Ib) Vuay/rbVes Vua/0 Vup 14737 29 10316.10 0 0.0000 0.0000 Interaction check V.Max(0)<=0.2 and T.Max(0.76)<=1.0[Sec D.7.1) Interaction check.PASS Use 314"diameter Tlten HO anchor(s)with 6.6 In.embedment about:blank 5/24/2012 1 Steel Beam _._.. _- _ __ File.2:10mjecb12011 Preje0111111212568SW Mi11 Tiganaosita.ec6 i a tNc '�t►11,: ,..164 Y 12424 Lic.#:KW-06005543 Licensee : hayden consulting engineers Description: Hoist Beam Material PCOptptles Calculations per AISC 360-05,ASCE 7-05 Analysis Method: Allowable Stress Design Fy:Steel Yield: 50.0 ksl Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 2006 IBC&ASCE 7-05 L5) I ti-4,-..-,443444, - ~ ' ' - " Asc...40: -� span-e.on A , W8x1 5 Applied Loads Service loads entered.Load Factors will be applied for calculations. Load(s)for Span Number 1 Point Load: L=5.0 k0,4.0ft DESIGN SUMMARY Desic n OK Maximum Bending Stress Ratio = 0.309: 1 Maximum Shear Stress Ratio= 0.063 : 1 Section used for this span W8x15 Section used for this span W8x15 Mu:Applied 10.000 k-ft Vu:Applied 2.50 k Mn/Omega:Allowable 32.319 k-ft Vn/Omega:Allowable 39.739 k Load Combination +f?•L+-H Load Combination +D+L+H Location of maximum on span 4.000ft 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 0,067 in Ratio= 1439 Max Upward L+Lr+S Deflection 0.000 in Ratio- 0<360 Max Downward Total Deflection 0.067 in Ratio= 1439 Max Upward Total Deflection 0.000 in Ratio= 0<180 i 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 Mnxf0mega Cb Rm Va Max Vnx Vnx/0mega +D+L+H Dagn.L= 8.00 fl 1 0.309 0.063 10.00 10.00 53.97 32.32 1.32 1.00 2.50 59.61 39.74 •0+0.750Lr+0.750L+4-1 Dsgn.L= 8.00 ft 1 0.232 0.047 7.50 7.50 53.97 32.32 1.32 1.00 1.88 59.61 39.74 40+0.750L+0.750S4H Dsgn.L= 8.00 ft 1 0.232 0.047 7.50 7.50 53.97 32.32 1.32 1,00 1.88 59.61 39.74 +040.750Lr+0.750140.750W4H Osgn.L= 8.00 ft 1 0.232 0.047 7.50 7.50 53.97 32.32 1.32 1.00 1.88 59.61 39.74 •0+0.7501+0.750S+0.750W+11 Dsgn.L= 8.00 It 1 0.232 0.047 7.50 7.50 53.97 32.32 1.32 1.00 1.88 59.61 39.74 +D•0.750Lr+0.750L•0.5250E4l Dsgn.L= 8.00 ft 1 0.2.32 0.047 7.50 7.50 53.97 32.32 1.32 1.00 1.88 59.61 39.74 +0+0.7501+0.750S40.5250E+H Dsgn.1= 8.0011 1 0.232 0.047 7.50 7.50 53.97 32.32 1.32 1.00 1.88 59.61 39.74 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.- Deft Location in Span Load Combination Max.'+'Dell Location In Span 1 0.0000 0.000 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimutri 2.500 2.500 L Only 2.500 2.500 DA- 2.500 2.500 °1/9.4