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Specifications 111 ) 00 (j c) G dp : : RECEIVED -. MAR MILLER C lT' ®:TI�R g�lILD1I4t DIV6 CONSULTING ENGINEERS STRUCTURAL CALCULATIONS Replacement Cooling Tower, Macy's Washington Square 9009 SW Hall Blvd., Tigard, Oregon JH Kelly March 22, 2010 Project No. 100192 15 pages Principal Checked: THESE CALL • i 1 ,',i- A • VOID IF SEAL cy, Lit _ ` tA 1. -C ila9 7 ---- - " ,_ _. _ 9 - AND SIG •.,i.4- i • T ORIGINAL 1i - * ** LIMITATIONS * ** ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT, WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND / OR LIABILITY IS ASSUMED BY, OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. 9570 SW BARBUR, #100 PORTLAND, OR 97219 PHONE (503) 246 -1250 FAX (503) 246 -1395 9570 SW Barbur Blvd., Suite 100 Portland, Oregon 97219 -5412 Phone (503) 246 -1250 Fax (503) 246 -1395 www.millerengrs.com American Consulting %p Engineers Council Building Code: 2006 International Building Code as amended by the state of Oregon Soils Report: No Soils Report by: N/A • Dated: N/A Soil Bearing: 1500 PSF Retaining Walls: No Equivalent Fluid Pressure (active): N/A . PCF Passive bearing: N /A PCF Friction: N/A Structural System: Building Structure Vertical System: Lateral Sys: Element Roof Load Type Dead • Basic Design Value (PSF) 25 Loads: Load Type Snow Value (PSF) 25. Deflection Criteria L/240 Lateral Design Parameters: Wind Design: 2006 IBC / ASCE 7 -05 Wind Speed (3 sec Gust): 94.5 MPH Exposure B Importance Factors I = 1.00 I = 1.00 I = '1.00 I = 1.00 Occupancy Cat: II (wind) (seismic) (snow) (ice) (lw = 1.0 with wind concurrent with ice) Seismic Design Seismic Design Parameters based on USGS Seismic Hazard Curves for: Conterminous 48 States 2003 NEHRP Seismic Design Provisions 2% PE in 50 years, 0.2 sec SA = Ss Latitude = 45.45344 2% PE in 50 years, 1.0 sec SA = St Longitude = - 122.777195 Spectral Response Accelerations Ss and S1 (Site class B parameters are indicated on this page, for actual site class Ss and S1 = Mapped Spectral Acceleration Values used in design, refer to seismic design summary) Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05000000074505806 deg grid spacing Period Sa (sec) (g) 0.2 0.951 (Ss, Site Class B) 1.0 0.342 (S1, Site Class B) Design Summary: The following engineering is for the lateral anchorage of a replacement roof top mechanical unit. The existing unit, NC Tower by Marley Co, weighs 14460 lbs and is being replaced with BAC model no. 3299C unit of 15380 lbs. The existing roof framing and curb are analyzed for the vertical and lateral loads from the new unit. 9570 SW Barbur Blvd. Project Name: Replacement Cooling Tower, Macy's Washington Square Project #: 100192 • Suite One Hundred Portland, OR 97219 Location: 9009 SW Hall Blvd., Tigard, Oregon MILLER (503)246 -1250 Client: JH Kelly Consulting FAX: 246 -1395 [�-�j� N--1 Engineers BY: MC Ck'd: 1" Date: 03/22/10 Page 1 of 15 R-LL 1- Lvr4-D , rte,, . - EX■ST F- `To? k..) )\--) cT New UNIT t -. 15, 330 ■oei-o -pExc s.ppo 2 • KSVVV, E (E) Fg.rtv.n-• C. NO X 1 5 wt = B'. ,1 1.r -L °. -15- R .o (2) 3 = 513 yl n nu r,\ E t, t'- rc,.W. --� C- tL x' t'-4 A`a`su�t. 4455 , (v L ( K 3 /$ / e,. . �t - C k)( 1 ` 2.v lc 4 fi -0.P Or-4, -, J'2 t/ i 1c9. i t.K`lt ': ; ..cpti) C..): f ,. DL -Pc „ ' t 15 7e,)V ' 4 5 - t Li 55 -:1 -,. 7,/, J ! q = ` Li 15 1co r (E) DL PE, _ 1`(466 4 5y3 s 4 -20(„, j ft - 386Z p /)( ovr z..4. <---r ib s,p..x,.a-rs - [ 5 1 0 .: 2 S ?SF (I � I” B , /`{ = ° I 55 76 o f FrZ~ ES ..56 /r7,&G /3 / Kr3 J ,4t...- SGQtt N $s,..1-,„(),(7_1-- v �1- SC.oc r ICO • eo /vvvIts G j- Lkelt.. 5 j ^ � / p5F (12' )Clw �o ' moo, NE r t ra�, . Replacement Cooling Tower, Macy's Washington Square 100192 9570 SW B ® q Suite One arbur Blvd Hundred Project Name Project # l a 9009 SW Hall Blvd., Tigard, Oregon Portland, OR 97219 5412 Location MILLER JHKelly ILLER Client CONSULTING (503)246 -1250 MC 3/22/10 3/22/10 of 15 ENGINEERS Fax 246 -1395 By Ck'd Fee Date Page q. UNIT DIMENSIONS: a Unit Height, H = 103.8 in Unit Short Dim., W = 101.8 in Unit Long Dim., W = 216.5 in Adaptor Curb Short Dim., Wcs1 = 112.0. in i Adaptor Curb Long Dim., WCL1 = 112.0 in Bottom Curb Short Dim., W = 112.0 in SHORT _ DtRECT Bottom Curb Long Dim., WCL2 = 90.4 in ` �� Adaptor Curb Height, C = 6.3 in = / % Bottom Curb Height, C2 = 10.0 in LONG = DIRECTION / Unit C.G., CG = •-- 51.0..- . - in MISC. INFORMATION: cam ` Adaptor Curb wt. = 500 - Ib L. � .��L \ \ \\ Bottom Curb wt. = 550 Ib Unit Wt.= 15380 Ib Total WT = 16430 Ib wcs2 Roof Height = • • 37 • ft Copyright © 2007, Miller Consulting Engineers, Inc. SEISMIC: IBC LOADING USING ALLOWABLE STRESS DESIGN Elements of Structures, Nonstructural Components, and Equipment Supported by Structures Site Class D ASCE 7, Sec. 20.3, Table 20.3 -1, pg. 205 Life Safety Equipment? No Seismic Design Category D ASCE 7, Sec. 11.6, pg 116 Occupancy Use Category II IBC 2006 Sec 1604.5, pg 281 S = 95.10% ASCE 7, Figure 22 -1 through Figure 22 -14 (0.2 sec response), pages210 -227 Fa= 1.12 Table 11.4 -1, ASCE 7, pg 115 (Linear interpolation is used) SMS = 1.06 eqn. 11.4 -1, ASCE 7, pg 115 SDS = 0.71 eqn. 11.4 -1, ASCE 7, pg 115 IP 1.00 ASCE 7 -05 Sec 13.1.3, pg 143 a 2.5 ASCE 7 -05 Table 13.6 -1, pg 149 RP ' 6.0 • ASCE 7 -05 Table 13.6 -1, pg 149 h (ft)= 37 Component attachment elevation w/ respect to grade Structure roof elevation with respect to grade FP 0.35 * Wp ASCE 7 -05 Eq. 13.3 -1, pg 144 OR 1.14 *Wp ASCE 7 -05 Eq. 13.3 -2, pg 144 Not less than 0.21 ' Wp ASCE 7 -05 Eq. 13.3 -3, pg 144 I FP .355 0 ' Wp 0.2S = 0.142 • Wp I (ASCE7- 05Sec. 13.3, pg 145) Equipment Overturning (Seismic) LOCATION 0.7F (Ib) 0.7(0.2S Center of Width, W (ft) 0.7 M„ M, 0.6M, Holdown (Ib) mass (ft) (ft -lb) (ft-Ibs) (ft -Ib) Force (Ib) Unit -to -Curb 3821 1528 4.25 8.48 22719 65205 39123 Adaptor curb -to -Curb 3945 1578 0.26 9.33 25623 67537 40522 Bottom Curb -to -Roof 4082 1633 0.42 9.33 28851 70103 42062 '(Basic load comb. 0.6D +0.7E 1BC2006 eqn. 16 -15, pg 282 ASCE 7 -05 sec. 2.4.1(8), pg 5) 9570 SW Barbur Blvd Replacement Cooling Tower Macy's Washington Square 100192 r' Project Name Project # '' ® Suite One Hundred 9009 SW Hall Blvd., Tigard, Oregon Portland, OR 97219 -5412 Location MILLER JHKelly Client CONSULTING (503)246 -1250 MC ,fin 3/22/10 of 15 ENGINEERS Fax: 246 -1395 By Ck'd f /�� Date Page $ • WIND: Design per IBC 2006 (ASCE 7 -05) Wind zone 94.5 MPH (3 second Gust) TOP OF UNIT HEIGHT = 47.00 ft IMPORTANCE FACTOR (I) = 1.00 ASCE 7 -05, Table 6-1, pg 77 Exposure Category = B ASCE 7 -05, Sec .6.5.6.3, pg 25 Case = 1 ASCE 7 -05, Figure 6 -3, pg 79 z = 47.00 ft lc = 0.80 ASCE 7 -05, Figure 6 -3, pg 79 Kd = 0.9 ASCE 7 -05, Figure 6-4, pg 80 K = 0 ASCE 7 -05, Figure 6-4, pg 45 K2 = 1 . ASCE 7 -05, Figure 6-4, pg 45 K3 = ' 1 ASCE 7 -05, Figure 6 -4, pg 45 K _ '_ 1 : ASCE 7 -05, Figure 6-4, pg 45 c,= -, 1.31 • • ASCE 7 -05, Figure 6 -21, pg 74 G = ' 0.85 ASCE 7 -02, sec 6.5.8, pg 30 o 0.00256K 16.39 psf, ASCE 7 -05, eq. 6 -15, pg 27 F = q ' G C, 18.25 psf, (per area) ASCE 7 -05 Eq. 6-27, pg 29 Equipment Overturning (Wind) LOCATION Lateral Force Lever Arm (ft) Width, W (ft) Mo, Mr (ft O.6M, Holdown (Ib) (ft-Ib) Ib) (ft-Ib) Force (Ib) Unit -to- Adaptor 2846 4.32 8.48 12305 65205 39123 0 Adaptor to Base Curb 2935 4.71 9.33 13810 67537 45250 0 Base Curb to Roof 3050 5.30 9.33 16159 70103 42062 0 *(Basic load comb. 0.6D +W IBC2006 eqn. 16-14, pg 282 DESIGN FORCES: ASCE 7 -05 sec. 2.4.1(7), pg 5) Uniform Shear UNIT -to- ADAPTOR Total Lat. Load Total Uniform (plf), on each (lb) side Tension (Ib) Tension (plf) Short Direction 3821 225 0 0 Long Direction 3821 106 0 0 Total Lat. Load Uniform Shear Total Uniform ADAPTOR -to -BASE CURB (Ib) (plf), on each Tension (Ib) Tension (plf) side Short Direction 3945 211 0 0 Long Direction 3945 211 0 0 Total Lat. Load Uniform Shear Total Uniform BASE CURB -to -ROOF (plf), on each (Ib) side Tension (Ib) Tension (p10 Short Direction 4082 219 0 0 Long Direction 4082 271 0 0 9570 SW Barbur Blvd Replacement Cooling Tower, Macy's Washington Square 100192 Q Suite One Hundred Project Name Project # lb Portland, OR 97219 -5412 9009 SW Hall Blvd., Tigard, Oregon Location • MILLER Client JHKeIIy CONSULTING (503)246 -1250 MC 3/22/10 of 15 ENGINEERS Fax: 246 -1395 By Ck'd ,1 Date Page 1 Project: t D rS Nay o By: Date: 1 Checked: Date: Page: Reactions - kips, kip ft y✓F k 25 (1- ) 7 , 5s c' 2c ' (4. T 7 '17' Shear - kips 1 X17078 V _ h = 0,( ( 31.csC) CIN')( ) /.Cal- " 1 45' � 6L 23�. -7.973 Moment - kip ft - - 66_700342 &M =A�h SLI .`k I - . uutuuu (a C2.100 I o Co Co S3 4, (a of, INic \yx ,o Rotation - radians IN l t• 4 '1)2- ' is /-9 ' t 't" ISr'�t 11 1109339 1,v, n-t 1/4 v N[t S/ ok -i.se; Deflection - inches L 7 c . ,t = 2-€1 1 I ,'i nnnnnn -�.:. 008 5 WinBeam 3.30 - Registered to Miller Consulting Engrs. Project: E 1ST{1�-% U NA T L D rS ) By: L Date: 3/1-7 ` Checked: Date: Page: Reactions - kips, kip ft ouq '2)0°' 3 g 02 2 755 ?`" 21 31-35 o Shear - kips 410.61927 - 7.723173 Moment - kip ft • 63.782971 Rotation - radians 108939 -$.is; - Deflection - inches nnnnnn -1.; 75 WinBeam 3.30 - Registered to Miller Consulting Engrs. Section F2 ANSI /AISC 360 -05 This section applies to doubly symmetric I- shaped members and channels bent about their major axis, having compact webs and compact flanges as defined in Section B4. Steel Section Properties - Shape: W14X30 lo 6.73 in Lb 0.10 ft tf = 0.39 in Cb = 1.00 conservatively taken to be 1, see section F1 for more t = 0.27 in information (page 16.1 -46) E = 29000 ksi r = 1.49 in Fy = 36 ksi C = 887 in d = 13.80 in 1 291.00 in4 kdes = 0.79 in I = 19.60 in S 42.00 in J = 0.380 in 4= 47.30 in Table 84.1 (page 16.1 - 16) for compact requirements, Case 1 Flanges: b/t = 8.74 compact flange A = 10.79 =0.38x IE /F Xr 28.38 = 1.0x .JEIF Table 84.1 (page 16.1 -17) for compact requirements, Case 9 Web: h /t„,= 45.30 compact web gyp 106.72 . = 3.76x.E /F Yielding X,= 161.78 =5.70x E Lp = 74 in L,, = 1.76r,. (EQ F2 -5, pc • yyy F,. E J 0.7F, S,ho 2 L, = 219 in L,. = 1.95rs -0.-71,• ,Y J'rh„ \ ` f I -1- 1 -I- 6.76 [ F Jc ) (EQ F2 -6, pl ✓IrGw its = - 1.77 - in r;: = S (EC F2 -7, pc h 13.42 in = - c= 1.00 when L b s L p : M p =F,Z„ = 1703 in -kip (EQ F2 - 1, pc Lateral Torsional Buckling Cbr'E ( Jc G 2 F`, = 2 , I 1 -1- 0.078 6 _ 623995 ksi (EQ F2 -4, pc Y S rm C Lbl r,s l when L <_ m„= c ,[m „- (1�1„- 0 . 7F S., ) (Lb - Lr)] <d4 = 1703 in - kip [EC F L \ L - L p J when L L r : M„ = F <_ M = 1703 in -kip fEQ F2 -3, pc Allowable Stress Design: Ultimate Strength Design: Mn/C= ` 1019.6 in kip. OM„= 1532.5 in -kip Mn /f2 = 84.970 ft -kip cOM„ _ 127.710 ft -kip ' v; 9570 SW Barbur Blvd Replacement Cooling Tower Macy's Washington Square 100192 Project Name Project # r Suite One Hundred 9009 SW Hall Blvd., Tigard, Oregon "' , Portland, OR 97219 -5412 '.Yd Location . MILLER JHKelly Client CONSULTING (503)246 -1250 MC 3/22/10 of 15 I ,� ENGINEERS Fax: 246 -1395 By Ck'd Date Page - 0vEZk. OVA TvVZ- Nil --A y /s. 0�, X v . w0 ., 1r ti �? � .IvS 1 < 3 3ZL 4 L0NCa Dla-Ell SO orL� a Di ¢ ECxtota Y1 k; ... - )---------' — _ - 1 \S' -- "J3F-± • IA 1 _J �Ufi� Co�Se� s - V- / ac�-A , 21 9 � - g' }/— t / _ Ci 62 T L-2, A' L y OA tzr.32 1. -�‘ tie, I o 1 ., Die. VIoT = 56 ( \ " + + l'Lc.l ( 2`-1 +i54''-:)/12. T / 'Y'l 4 r ,$)/2 _ 1 )1' 1 ).10_ '& + , l (.142) ( 1 1 L% .) ( = 3-1 t so -±1_- 1 • V e ft - c..c.E - t_ M 5 = it (1') /z = 5g\uc, 0 ' ,5 _ �w, mci it ... I c - 1 : 1 . ; „« 31 i SQ 1$ M= 1 71 ls0 111 - 5glZ -1 I'+ 62 61 -o a c = 30 I 1 � 1, O V 64-"rw2t NL, St1 onc•r DI R 4.1 (1121.04W1 ')/1.2_ 11. \ •eY -\- -A• «.... VI ¢ E S = I LI to P . 7 1 41 ' ( )/v = 7 1 e 3 4 F5. • 7T/ee /. 2_ • 7/,5 die. i7 55801 4" E 4, M = V = 3 c`') ecli 4.f - -./ t -11011 -+ C. y C c') = o G - %�1'� -5 tE N o 1-3e H ` u p i-I pr co-- c_ = 109(0 4 _ Su pp Colin Pl.. • 9570 SW Barbur Blvd Replacement Cooling Tower, Macy's Washington Square 100192 ' Project Name Project # °'A " Suite One Hundred 9009 SW Hall Blvd., Tigard, Oregon Portland, OR 97219 -5412 Location MILLER JH Kelly Client CONSULTING (503)246 -1250 MC 3/22/10 of 15 ENGINEERS Fax: 246 -1395 By Ck'd Date Page Lo--1 n, 2 � - V 2.i + M =- a = '7-.)\ 311D - 1 . 7g° " - FS+y`t ° / + 6 -2 ( 1 v •,. • • a cc..ei C = 1 (c ' / �ov�.rrS e* ■c?-c . 6 o0T D i2. (.. V�1G-r Yar�EZ ) NA = o = 3 13 -7u * 1 - - 745 -'' - - P-1 -- RD -' i -4- C.' (1 •)'' c3= 12(/3 Lo•c-. P12 -5 (1 1 O k O \Sp.) D t , . 0•"52 C fr 5 Now = (.1"5 2.7.5 ;( 5., ;1. ( 6.c. ) - 2 S C45 \It+-I a ccx = 0,1 ( ii! ) ( 1Lc(n1Li = 1(SG.tt (( ' f , !..14, + �" • C+ '3)1 '3-7C:'''' J' cK r. , cl ra ' \ 4 - 113 0" '� ) — 2 u(C.� %')/2. t C - 2 7- /1 ( % D` SOT. C z = Lc 96,6 CI = 13CA I / 2(01 - U 5L I L` 9570 SW Barbur Blvd Replacement Cooling Tower, Macy's Washington Square 100192 ' Suite One Hundred Project Name Project # 9009 SW Hall Blvd., Tigard, Oregon Portland, OR 97219-5412 Location MILLER JHKelly Client CONSULTING (503)246 -1250 MC 3/22/10 of 15 ENGINEERS Fax: 246-1395 By Cc'd �� Date Page °1 r im 5::• • Project: (fr) Bad 1,4 � �1 �ti,u•., c CH D S By: ',t. Date: 3' k. I t Checked: Date: Page: : i,ori (Sa4 4 ) r1S +1 Reactions - kips, kip ft f K r, 13 3?-t (15( 7 2 4) ?' X v l rh t. l L✓ I L 47 47 T T' Shear - kips X12.980293 - 8.53J5TIT Moment - kip ft 7_7.603579 L EL( k-FT - u.uuuuuu Rotation - radians 110832 - OAS". Deflection — inches I • WO —.. " 02 1 WinBeam 3.30 - Registered to Miller Consulting Engrs. Section F2 ANSI /AISC 360 -05 This section applies to doubly symmetric I- shaped members and channels bent about their major axis, having compact webs and compact flanges as defined in Section B4. Steel Section Properties Shape: C6X13 b 2.16. in Lb= 8.00 ft t = 0.34 in Cb = 1.00 conservatively taken to be 1, see section F1 for more t = 0.44 in information (page 16.1 -46) E = 29000 ksi r = 0.52 in Fy = 36 ksi C 7 in d = 6.00 in I . 17.30 in4 k des = 0.81 in l = 1.05. in S 5.78 in J = 0.237 in Z 7.29 in Table 84.1 (page 16.1 - 16) for compact requirements, Case 1 Flanges: b/t = 3.15 compact flange 7 p = 10.79 = 0.38x JE /Fy Ar= 28.38. 1.0x JE/F Table 84.1 (page 16.1 - 17) for compact requirements, Case 9 Web: h /t = 10.01 . compact web Xp= 106.72:: =3.76x JE/ F Yielding Xr= 161.78 =5.70x JE /F Lp = 26 . . in L„ = 1.76r,. E F2 -5, pg. 16. F, E ! 0.7 F S L, = 196 in L = 1.95r„ - ! + , 1 + 6.76 ( l [EQ F2 -6, pg. 16. 0.71 �. V f 5'rho E Jc 1 / ‘/ Tr:. its = 0.69 in r,3 = S [EQ F2 - 7, pg. 16. h 5.66 in = d -tf c = . 1.08 when L b <_ L, : M =F y Z„ = 262 in -kip [EQ F2 - 1, pg. 16. Lateral Torsional Buckling C L ,R b Z y 2 I � e L b 2 F = = ` 53 ksi [EQ F2-4, pg. 16. !> ` l 1 + 0.078 S h r,, C r.s / Ln - L when 1..„<L,_1_,..• M ,,=C M „- (M „- 0 )J < M„ = 214. in -kip (EQF2 2,pg.16. L. -- L„ when L > L : M„ = FcrSx < _ M = '.` 262. in - kip [EQ F2 - 3, pg. 16. Allowable Stress Design: Ultimate Strength Design: Mn /Q = 128.3 in - kip clpM = 192.9 in Mn /f2 = 10.695 ft- kip. . C I ) M„ = ` . 16.074.ft - kip Iowo DrS : , �$,. .4 tkZUu A. C�VtN11�2 Sv 0 F2rn,•eE 93 %. Viu>u, : Aiv M 115 ? nom ( >) = c) 1 ie3 4' 4. M = 10 Sit V: ow a =x �Zd 1151 (a Li 41. L4 " - :Ar(U.ec;x,$)(c�;(,kitti . alt '�` r T� /1_ 6,2Si L �t(e1cU " u i,t,pi- 6 ) 35 3 0'4 Ili ' °1- 3t- 1A ID (2�S 4--Fc 4. 1 15 4. ----- ..__ l t( X1I) P<S ■ ANA, . 9570 SW Barbur Blvd Replacement Cooling Tower, Macy's Washington Square 100192 - Project Name Project # • � Suite One Hundred 9009 SW Hall Blvd., Tigard, Oregon V A Portland, OR 97219 -5412 Location MILLER JH Kelly Client CONSULTING (503)246 -1250 MC 3/22/10 of 15 ENGINEERS Fax: 246 -1395 By Ck'd Date Page 1 l Section F2 ANSI /AISC 360 -05 This section applies to doubly symmetric I- shaped members and channels bent about their major axis, having compact webs and compact flanges as defined in Section B4. Steel Section Properties Shape: C10X15.3 b 2.60 in Lb = 8.92 ft t = 0.44 in Cb = 1.00 conservatively taken to be 1, see section Fl for more tw - 0.24 in 'information (page 16.1 -46) E = 29000 ksi r 0.71 in Fy = 36 ksi C = 46 in d = 10.00 in I 67.30_ • in kdes= 1:00 in I,= 2.27 in S„= 13.50 in J = 0.209 in Z = 15.90 in Table 84.1 (page 16.1 - 16) for compact requirements, Case 1 Flanges: b/t = 2.98 compact flange Ap = 10.79 . =0.388 JE/F 7 'r= 28.38 = 1.Ox /F Table 84.1 (page 16.1 - 17) for compact requirements, Case 9 Web: hit. = 33.33 compact web 7 P = 106.72 =3.76x JE /F Yielding Ar= 161.78 5.70x JE /F LP= 36 in L = 1.76r� if E [EQ F2 -5, pg. 16. E ( Jc f /0.7F,. S,li • 2 L,= 132 in 1,. = 1.)Sr „- - 1 ! ,f 1 6.76 [ (EQ F2 -6, pg. 16. 0.7 P,.1� S' h 14 \ E Jc 2 13,C=, its = 0.87 in its = S [EQ F2 -7, pg. 16. x h = 9.56 in = d -tf c = 1.07 when L b <_ L P : M p =F y Z x = , 572 in -kip (EQ F2 - 1, pg. 16. Lateral Torsional Buckling 2 2 F., = ( Lb 1 P 2 Y - I - 0.078 Jc - (L = 33 . ksi (EQ F2 - 4, pg. 16. C SA l`r,s rrr J r Lb - L �,11 when L P < L b <_ L r : M„ = c ni„ - (M„ - 0.7Frs,.> \ / J - m = 400 in -kip (EQ F2 - 2, pg. 16. when Lb L M „ =F <_ M,= 444 in -kip (EQ F2-3, pg. 16. Allowable Stress Design: Ultimate Strength Design: Mn /0 = 239.3 in - kip cipMn _ . 359.7: in , Mn /i2 = . . 19.945 ft-kip IM„ _ : 29.977 ft -kip - 1'0 31- L-(SOZ 1 -I` M: y ex) Z 0o,51/ �= 2 C. o1 K . k S m I' / 1(5. Y y \I = H 4 VA, - k /n = -(O l C 17, (,2Le ) fr1 3160,..,4- Dz_ - (01" t,,S Replacement Cooling Tower, Macy's Washington Square 100192 9570 SW Barbur Blvd Project Name Project # ® Suite One Hundred 9009 SW Hall Blvd., Tigard, Oregon W A Portland, OR 97219 -5412 Location MI LLER JH Kelly Client CONSULTING (503)246 -1250 MC 3/22/10 of 15 ENGINEERS Fax: 246 -1395 By Ck'd Date Page 1v Steel Column /Beam Design - AISC 13th Addition Shape: HSS Shape Capacity = 0.31 < 1.0 Size: 4X4X3/16 ASD Axial Capacity, Chapter E Pr = 6.80 k, axial compression load Aeff = 2.58 in Mr = 2.21 ft-k, strong axis moment Oa = 1 (Section E7, pg 16.1 -42) Mr = 0.00 ft-k, weak axis moment Fe, = 353.58 ksi, (Section E3 pg 16.1 -33) Vr = 1.02 k, strong axis shear Fe = 353:58 ksi, (Section E3 pg 16.1 -33) Vr = 0.00 k, weak axis shear Fa = 43.56 ksi, (Section E3 pg 16.1 -33) Tr = 0.00 ft-k, torsional load Fcr y = 43.56 ksi, (Section E3 pg 16.1 -33) K = 2.10 (Table C -C2.2, pg 16.1 -240) Pn = 112 k, (Section E3 pg 16.1 -33) K = 2.10 (Table C -C2.2, pg 16.1 -240) Pn s , = 112 k, (Section E3 pg 16.1 -33) L = 1.75 ft Moment Capacity, Chapter F L = 1.75 ft Seff = 3.105 in' Lv = N/A ft, (for round shapes) Seff = 3.11 in' KUr x = 28.45 Mn = 14.07 ft-k, (Section F7 pgs 16.1- 55,56) KUr y = 28.45 Mn = 14.07 ft -k, (Section F7 pgs 16.1 - 55,56) E = 29000 ksi Shear Capacity: Chapter G Fy = 46 ksi kv = 5 (Section G5, pg 16.1 -68) Ag = 2.58 in` Cy, = 1.00 (Section G2, pg 16.1 -65) t = 0.174 in Cv = 1.00 (Section G2, pg 16.1 -65) Z,, = 3.67 in' Aw = 1.21 in (Section G5, pg 16.1 -68) Z = 3.67 in' Aw = 1.21 in (Section G5, pg 16.1 -68) S = 3.1 in' Fcr = N/A ksi, (Section G6, pg 16.1 -68) S = 3.1 In' Vn = 33.4 k, (Section G2, pg 16.1 -65) 1. = 6.21 in" Vn = 33.4 k, (Section G2, pg 16.1 -65) l = 6.21 in" Torsional Capacity: Chapter H r = 1.55 in Fcr = 27.60 ksi, (Section H3 pg 16.1 -75) r = 1.55 in C = 5.07 torsional shear constant Section is Compact in the strong axis (x) Tn = 11.7 ft-k, (Section H3 pg 16.1 -74) Section is Compact in the weak axis (y) Allowable Capacties: Rn / ( (ASD); Rn * (LRFD) „ 1// (ASD) Pc, k Mc, ft-k Vc, k Tc, ft -k MY ' 1.02. K (2.1 -4 t /!/L r- 2.2/ k-Pr x -axis 67.3 8.4'` 20.0 7.0 y -axis 8.4.,7 20.0 Interaction Equations: Pr /Pc = 0.10 Tr/Tc = 0.31 < 1.0 OK Equation H1 -1b, AISC 13 ed., pg 16.1 -70 Lths HSS 4X4X3/16 1 YaQti1� t %lc-m. La ths Replacement Cooling Tower, Macy's Washington Square 100192 9570 SW Barbur Blvd Project Name Project # Suite One Hundred 9009 SW Hall Blvd., Tigard, Oregon litNit Portland, OR 97219 -5412 Location MILLER JHKelly Client CONSULTING (503)246 -1250 MC �n 3/22/10 \I) of 15 ENGINEERS Fax: 246 -1395 By Ck'd T "� ' Date Page - r() w Et( -h, / Q fz. (b sAE 2 AT C,, V = 3612■ v2.5, o'l , = 15 rot 4- /2 both e 1 z,o Fi C A 1 =L 13 O.: - 1 - ,� - 1-i ] 3/i,i • DI A , c»0 , „,12,,,2,,/ : c .•=. > L: b ( 3 / ''' D' 4 13=c.,1 t A%5U1- CA S' De 1 '' e ,A Do '(2- `..c i,..0-ii {. - -- N EL" "FTZ<ttnnE 16 (E) Ft- t, Al hno �lot,S S/ Iff cr K off - 3 4 IbD 1+ > 4 = 31(4541/ s, I�E3 x3���t La S 4 vi• C'k PAL w - ln7 AT ;J) r V ettA A.. ' p - --- q )(I ` ' o i LI (.2j) ` � l' ., 0'4 • 741 8,0 iT F 1 0 IKoli ,, = 6, Lr (10CU %re: L / ' 27& AK fi )2 yt _r __> \I -: 1D ;501/4" = t -1 i c 2 '1 a�4` E :-.4 � F r-n c -Y C w i U 14 E1.-C> 'c -N i)S o V.: C a 4 P r., LI L e J : �1 U(7 /. 1n 7l L 2- 7 'M ■ 5 w1 7) it TI LCE - 7i. I �� L Top Fiat J L) - T - e, 1~ x k 51 - - ,rte CO A ra r+ E i.. ' - 0 L L •r : e e- 4 � INLLvrye3 �Ei ?r r� 6 c_c.. -. ' `; }(ott,-i.. \I _ Lfo82 -/ - 102.0 Fr, (4- 0,.*F hoes',,„ /;..,), 21.0o0 . k51 Ti ___Nr-T--- H/ M= )oa 4 %o( (21 r 1 ° % loe, .)"/ 1 (iv!t-�,)= l -1z x 4 "' - 11 I I O . S 0 ( = (-0.2..S i r 3 • f X A= 3 /14 lo) (2)'_ 3.1-5',..' -- 2 . 'Ark 13 aL G \I Ell t-nI 3 Tv, //�O/ // of FL /t - t t - l3>- vat_. 1v, l0 V_✓0 3.151N 6 ` L g(7O L...,(:_ f) 1 p 11.?, I 1 (n- = 1527—{ r,i Ta T t2fi7yt 1:. ( ;15iy%" T k1 LEG, 'TV r e(..)w■(6 11-)e -P 1 4. 15 2-2::L.4 ; n, 51 41, 21 tx.>0 aI 000 D Replacement Cooling Tower, Macy's Washington Square 100192 1 . 9570 SW Barber Blvd 4 ° Project Name Project # . `' A Suite One Hundred 9009 SW Hall Blvd., Tigard, Oregon t Portland, OR 97219 -5412 Location MILLER JHKeIIy Client CONSULTING (503)246 -1250 MC 3/22/10 of 15 ENGINEERS Fax: 246-1395 By Ck'd {- Date Page t`1 C 4 E C i.. , IN :, . (.., 0 A-.: , V,... 1,, V *62- .ai /4 („/ . ----- /07 C }i r ! ('C/ i ;' /;-1 t„ fl - '. .',.� 4 (' s-1 1 17:9 1 o /_.0_ = r A b 12 ,4_. = qtC'C•...' : ; .( 0. 13(o .,\n2) / .v = / �P 1 ? 2. , 41 rl6i.1 1 eV-If; M I Ni . ( ) 1 12 DMA . 1 v 0-2,0'" -Po Pov F h.M FL A-,...„4., r s�o ; l ! ! )�I� ��!�, 11y, X io YGj L^ a. r ...._.. '^.! ,+ - 1 i.: l % � , i_,,a II I I I / t � � PCN _ Y.,C to (o' 4 �, � lie ` % `� W4 .L ` O 2 110.1 1;0IU., 1 4L i'VIM. ( ss ): '-- 1j 41 1020 • t) t CAE t 4... t� u vv, e 1,...,7 tir?es i ril°1 ,-.1 _ ti; r-r:.-riY'ti �u L ir - rem 4 ,n -',,, Cs x , ,y .•.- q y j 4` / ii I i m, - 1 DZS 14 /foJ. ('zl�'4 1 c �'1 ? , ) I1z -F 6,6c;7 /col: ( I ®/2) ; `1 ` 2_, 4. > 1121 4 —fT. • 9570 SW Barbur Blvd Replacement Cooling Tower, Macy's Washington Scuare 100192 ® t c) suite One Hundred Project Name Project $ Portland, OR 97219 -5412 Location 9009 SW Hall Blvd., Tigard, Oregon JH Kell MILLER Client y CONSULTING (503)246-1250 MC 3/22/10 of 15 ENGINEERS Fax: 246 -1395 By Ck'd F13 Date Page 1