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Report ///1C. ,0/5--- sw /O4/7-0/0 44,72 I STRUCTURAL ENGINEERS Engineers Northwest Inc.,P.S. COSTCO WHOLESALE (#111 ) Tigard , OR STRUCTURAL CALCULATIONS & DRAWINGS FOR HVAC REPLACEMENT )44 OREGO 44),17. °fP V`- ). e E KA Y !EXPIRES (013 0114- I 2014 Oregon Structural Specialty Code Code October 23, 2015 ENW Project No. 93085024 • • 9725 Third Avenue NE.Seattle.WA 98115 • 206.525.7560.fax 206 522 6698 www.engineersnw.com �Design Maps Summary Report http://ehp3-earthquake.wr.usgs.gov/desi�lmapslus/summary.p p.temp.. Z(mS Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (whidi utilizes USGS hazard data avakabie in 2008) Site Coordinates 45.43484°N, 122.75813°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III 2m1 Aloha A I rr s000m 0 og a verten tzs v �1/ armrnc � ` to Milwaukie ` a to N R T AY,ng CIt} rhar nl A M _ , ICA '" T latln n ►flaj>tgL1 5t 0201S M IS'Op Mslgre,a USGS-Provided Output Ss = 0.978 g Sits = 1.085 g Sos = 0.723 g Si = 0.424 g S,,, = 0.668 g SO1 = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCE„ Response Spectrum Design Response Spectrum 099 - 1 10 0.90 097 072 0 99 0.64 0 77 0.56 v 06G S 0.49 (A 0 55 , g 0.40 1 0 44 0 22 0.32 024 0 22 0.16 0 11 0 09 0.00 0.00 0.00 0.20 0.40 0.60 0.90 1.00 1 20 1 40 1.60 1.90 2.00 0.00 0.20 0.40 0.60 0 90 1.00 1.20 1.40 1.60 1.90 2.00 Period. T(sec) Period T(sec) Although this information is a product of the U.S.Geobgkal Survey,we provide no warranty,expressed or implied, as to the accuracy of the data contained therein This tool is not a substkute for technical subject-matter knowledge. 1 of 1 5/22/2015 10:10 AM 10/23/2015 Search Results for Map Z Search Results Query Date: Fri Oct 23 2015 Latitude:45.4348 Longitude: -122.7581 oti ASCE 7-10 Windspeeds (3-sec peak gust in mph*): M* sc >,r rc\ NS ON Risk Category I: 100 "" .A A. M " "w Risk Category II: 110 av rn United States "' °" PA � Risk Category III-IV: 115 CA `° ° 10 « "" va MRI** 10-Year: 72 u TN NC MRI**25-Year: 79 — rr " ;4 MRI**50-Year: 85 • MRI** 100-Year: 91 `t r.•enieo ASCE 7-05 Windspeed: 85(3-sec peak gust in mph) awwl. ASCE 7-93 Windspeed: Mac data evni s Goode INFGI 77(fastest mile in mph) 'Miles per hour "Mean Recurrence Interval Users should consult with local building officials to determine it there are community-specific wind speed requirements that govern 8 Print your results WINDSPEED WEBSITE DISCLAIMER While the information presented on this website is believed to be correct.ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the windspeed report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the windspeed report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the windspeed load report. Sponsored by the ATC Endowment Fund• •201 Redwood Shores Parkway,Suite 240•Redwood City.California 94065•(650)595-1542 http://wi ndspeed.atcouncil.org/index.php?option=corn_content&view=articl e&id=10&dec=18J atitude=45.4348421&longitude=-122.7581254&ri sk_category_i=100... 1/1 VI 1 e § ilig h _ i s t E 8 t 3 JiQa § 0 I _ i di i 111.2 v _ ; I iE li 5 ti 4 i ; ! gi 'h w 41 i ; ? ; 7 ; . 4 1V g E i. g, 6u< 5 P'4 1 101 0 V- - 9 -1 Y 3 U ; Q ! !X $: % U s ei 11 3! (5), 6 p i I gpl iq. ,,,i0 N li E'l 4 1 i pi 0 P § V 0 W I _ � � I I P -4 P,le§ 0. sk ?gT. ri i ie.,,i hi § evi w2 vi4 Wl i9 niw Rgis lm ; t 11 1 1 Iiiggq§ glilligh= r i @I lk It Ilig 4`�1 5a :i� S/c: EV45ORT Use Curb Clip Kit PN 45EVCC Kit includes: (8) Curb Clips PN 140174 (24) #10-24 x 3/4" self drilling screws (16) #14-24 x 2 '/2" self-drilling screws NOTE: It may be necessary to temporarily remove the two short crossbars (duct supports) in order to install the Curb Clips. RENEWAIRE UNIT 12 GA. GALVANIZED RESTRAINT CLIP (4.000' LONG) RENEWAIRE UNIT BASE RAIL\ \#I0-24 x l/2' S.D.S. (QTY 3 PER CLIP) 814-24 x 2 1/2' S.D.S. 7 (QTY 2 PER CLIP) Curb Clips Manual Due to continuing product de etopmenr,specifications are subject to change without notice ©2008 RenewAire LLC CURB_CLIP_MAN_NOV08 PN 138241_001 4 ENGINEERS NORTHWEST,INC.. RS SHEET G OF J 9725 THIRD AVE N E (SUITE 207) • SEATTLE.WA 98115 t Property of Engineers Northwest,Inc..P S- Use by others unlawful Lateral Loading on Mechanical Units Input Cells=. Project Number: 93085024 Project Name: Coe*T. rd,OR HVAC Replacement Location: AC-7,8 _ Design By: Input Mechanical and Electrical Component=Ah-side HVAC,fans.air harpers.air condri oning units cabinet healers air disinbcuon bones and other Table 13.6-1 Category=Mechanical and Electrical Components Risk Category= I I Building Width=.' 434 ft II 8 5 ft ti Roof height above ground level= 27 ft 3208 lbs(MAX)M U. • Mechanical unit operating weight= 3208 lb Mechanical unit length= 8 5 ft 4 2 ft Mechanical unit depth= 5.6 ft Mechanical unit height r 4 2 ft + Holdown clearance.40= 6 in Seismic Parameters Note Wind direction Sos=' 0.723 is into the page 27 ft Force inputted in= LRFD Horizontal seismic force,Fp nom= 1161 3 lb Vertical seismic force.Fp rapt= 465.2 lb Vertical center of mass of mech unit.h=; 2.1 ft _' See seismic loads spreadsheet for additional data II 434 ft r Wind Parameters Force inputted in= LRFD Horizontal wind force.Fr= 1250 1 lb 5.6 ft a Vertical uplift wind force.F.= 1315 9 lb See wind loads spreadsheet for additional data F,,,, Output F„„,,, I 4.2 ft LATERAL LOADS AND REACTIONS Ultimate(LRFD) Working(ASD) Seismic overturning moment= 2439 ft-lb 1707 ft-lb Seismic uplift @ each end of unit= 0 lb 0 lb e7 AWAWAWAWAVAW.W• Seismic shear @ each side of unit= 581 lb 406 lb r • Ci>zATi(.A V v-,---,--- - Wind overturning moment= 2625 ft-lb 1575 ft-lb I • Wind uplift @ each end of unit= 0 lb 0 lb s- or 00 Wind shear @ each side of unit= 625 lb 375 lb Ty C 1Po/2 Pp/21 i Mechanical Unit Lateral Hash ENGINEERS NORTHWEST,INC.,P.S. SHEET 4 OF T/ 9725 THIRD AVENUE NE(SUITE 207) SEATTLE,WA 98115 4 Property of Enaineers Northwest Inc.P.S.- Use by parer=unlawful ASCE 7-10 Seismic Loads per ASCE 7-10-Chapter 13 Seismic Design Requirements for Nonstructural Components Input Cells= Project Number: Costco 93085024 Project Name: Costco Tigard.OR HVAC Replacement Location: AC-7,8 Design By ASCE 7-10 Section 13.3 Seismic Demands on Nonstructural Components(Mechanical&Electrical Components) All references below are to ASCE 7-10(U.N.O.) Input Mechanical and Electrical Component= Air-sae HVAC.tans air handlers air conditioning units cabinet heaters air distnbut,on Doses and other mechanica Table 13.6-1 Category= Mechanical and Electrical Components S,= 0.978 S1= 0 424 Site Class(soil)= D Risk Category= II Table 1.5-1 Average roof height of structure,h 27 ft Height in structure of point of attachment of component with respect to base,z= 27 ft Component importance factor.I, 1.0 Sect 13.1.3 Operating weight of mechanical unit,Wr='`3208 lb. Output Site Coefficient,F,= 1.109 Table 11-4.1 S,,,5= 1.085 Eqn 11.4-1 Sos= 0.723 Eqn 11.4-3 Z/h= 1 Component amplification factor,ao= 2.5 Component response modification factor,Rr= 6 Component overstrenath factor.Do.= 2.5 Fo= 0.362 'Wo,Eqn 13.3-1 Fp_ ,,= 1.157 •Wo,Eqn 13.3-2 Fo = 0.217 *W.Eqn 13.3-3 F5 ,„„z= 0.362 •Wo Fo hors:= 1161.3 lb(ULT) Fo„„rt=+l- 0.145 *Wo,Sect.13.3.1 (apply concurrently with horizontal force) Fo von=+l- 465.2 lb(ULT),Sect 13.3.1(apply concurrently with horizontal force) NOTES: 1. Anchors in concrete shall be designed in accordance with Appendix D of ACI 318. 2. Anchors in masonry shall be designed in accordance with TMS 402/ACI 530/ASCE 5. Anchors shall be designed to be governed by the tensile or shear strength of a ductile steel element. See Sect 13.4.2.2 for exception. 3 Post-installed anchors in concrete shall be prequalified for seismic applications in accordance with ACI 355.2 or other approved qualification procedures. Post-installed anchors in masonry shall be preoualified for seismic applications in accordance with approved qualification procedures. 4. Power actuated fasteners in concrete or steel shall not be used for sustained tension loads or for brace applications in Seismic Design Categories D.E,or F unless approved for seismic loading Power actuated fasteners in masonry are not permitted unless approved for seismic loading. See Section 13.4.5 for exceptions. 5. Friction dips in Seismic Design Categories 0,E,or F shall not be used for supporting sustained loads in addition to resisting seismic forces. ASCE7-10 Seismic Loads Elec Meth Components ENGINEERS NORTHWEST.INC,P.S SHEET 1 OF 9725 THIRD AVE N E (SUITE 207) SEATTLE.WA 98115 Property of Engineers Northwest, Inc., P.S.- Use by others unlawful ASCE 7-10 Wind Loads per ASCE 7-10-Chapter 29 Other Structures and Building Appurtenances-Rooftop Equipment Input Cells= Project Number: 93085024 Project Name: Costco Tigard, OR HVAC Replacement Location: AC-7,8 Design By Program Limitations: 1 Mean roof height h less than or equal to 60 ft. BUILDING, SITE,AND MECHANICAL UNIT INFORMATION INPUT Building width, B= 434 ft(perpendicular to wind) Building length, L=1 320 ft(parallel to wind) Building eave height, he• 24 ft Building ridge height, hr=j 29 ft Roof slope, s=! 0.25 in./ft. , = 1.19 degrees Risk Category=j II Wind velocity,V= 110 Imi/hr=85 mi/hr Exposure=; B Topographic factor, Kit=1 1 • Wind directionality factor, Kd=l 0.85 M/U width 2-4 8.5 ft(perpendicular to wind) M/U depth=I 5.6 ft(parallel to wind) M/U height= 4_2 ft 8.5 ft M/U 4.2 ft 1 24 ft 434 ft IN Ground level OUTPUT Mean roof height, h = 24 ft Pressure exposure coeff, K,,= 0 7 Velocity pressure, q„= 18.43 psf (GCr),a,p,a,= 1.9 Horizontal wind pressure, Ph= 35 psf(LRFD) Horizontal wind force, Fr,= 1250.1 lb(LRFD) (GC1);,prft= 1.5 Vertical uplift wind pressure, pv= 27.6 psf(LRFD) Vertical uplift wind force, F„= 1315.9 lb(LRFD) NOTE: To convert to ASD multiply by 0.6 ASCE7-10 Wind Loads Low Rise Mech Unit ENWENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 9725 THIRD Avt NE,Si ITE 207.SI AT1I F,\VA 98115 (206)525-7560 FAX(206)522-6698 PROJECT# 93°Ssa7 G PROJECT CI Ll'A i , oe DATE Ip /Z3t5 SUBJECT 41\14"C- -m4Pfc '�i�C vA j SHEET OF BY {-1 y/b►G Co u tJ ru,-T-,,o 1 To Lc t t+; 2 ctIp uA 5 t Ln"(c 1-p 4-06y z �C.h. Cc-tP .K ag 3 - to Sc ce-f s P TYia.c�c-t 'E To it, L' M N • C &c . c p.ct-rm Fi Sc tz _ 10 �lsc-e__ L�dh Ice-tAQ = 2c�3 = 107.1 * < ,•, o 3 L V A i S Go sJ IJ WI 2 • 1¢ 5 (e W s -�� Ho a M(I..) 146 Q A.t L. �.�aC k't-'1 1v: ��e'er ' 4 0 � Lo _ /ycrec,v) _ zo o - ( OL . 5 < Tjb011 .• ow- . ✓