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Specifications (6) /3ue2o1 S- a 2-7 9577 lfiA5h' StX RECEIVED NOV 132018 DMG CITY (Y.:Et-GAR!) BUILDING DIVISION David M. Goodson, P.E. CONSULTING ENGINEER STRUCTURAL CALCULATIONS FOR Morphe-OR -Washington Square Portland, OR Project No.: 1815.097.010 Completion Date: October 12, 2018 • `��nilJFr_;c �t rl: 4../1.4 t4 37" Revisions: ' �(f \ ,.......g 30.,,aS,)t� A w� 0 tit.GOGG At, D :6/Se/l9 Engineer of Record: David M. Goodson, P.E. Project Manager: DB Project Engineer: CVO Project Technician: RLG SUITE 300, LB 17 DALLAS, TEXAS 75231-4138 214/739-8100 FAX 214/739-6354 C Project: Morphe-OR-Washington Square DRe: Project Information Proj. No: 1815.097.010 Date: 10/12/18 Engr: CVO Sheet: ii PROJECT INFORMATION I. Project Informaion: A. City: Portland B. State: OR C. Country: USA II. Building Code: A. Code: 2014 Oregon Structural Specialty Code (OSSC) B. Edition: based on 2012 IBC C. Amendments: D. Building Official: Phone: E-mail: III. Project Team A. Architectural Firm: Sargenti Contact: B. MEP Consultant: N/A Contact: C. Civil Consultant: N/A Contact: D. Other Team Members: D G Project: Morphe- OR -Washington Square Re: Construction Materials Proj. No.: 1815.097.010 Date: 10/12/18 Engr. CVO Sheet iii CONSTRUCTION MATERIALS I. Concrete A. 28 Day Compressive Strength Area of Use Strength 1. All 4.0 ksi 2. ksi 3. ksi 4. ksi B. Reinforcing Steel: ASTM A615 Grade 60 II. CMU: A. Ultimate compressive strength Pm= N/A psi Ill. Structural Steel A. Shapes: 1. W shapes: ASTM A992 (Formerly ASTM A572,Gr.50, per AISC Special Advisory No.3,March 1997) 2. All other shapes, plates, etc.: ASTM A36 B. Steel Pipe: ASTM A501 or A53, Types E or S, Grade B(FY 35ksi) C. Steel Tube: ASTM A500, Grade B(Fy=46ksi) IV. Wood: Element Species Grade A. Studs N/A N/A B. Horiz. Framing N/A N/A C. R.S. timbers N/A N/A D. Top Plates N/A N/A V. Light gage: Framing referenced based on SSMA material properties and tables. • ( PROJECT 140E('1^-4" - W V- \A t s-." 511A"re- RE: JOB NO: 1415 . O 91 - o t 0 RAYMOND L. GOODSON JR., INC. CONSULTING ENGINEERS DATE: ENGR: SHEET 1 Ta.r har.z0y4_.t s}��t 1 4. acsi b2-4 r - -.314,. ._.� j w, 1.33G5) I' th p w 1.33(Iaj= 114rf ► 1.„a S. 1'{.tf(0 ih..k. ---1� pz, r VAt- - IZyn lb p (a 25 3.33 3.o, 4 — 36 2S1 t.2 '13 ilA - -1,6 2 r-i.. 1. I Va n,1-.' G-I L. 16 0 W! Vie.-- 3( 5) (-33 : 20 � = o, irti _ It 300) 1,33 = Lt o ©" �• 17>� i 1 t/2v 7 60 (b3 It ik-St- (� b d SI 11?-\"( 3 @ 1 b r; 41--- co W- , Z(t") -- Si (.33 if,'p 1 'Sn ay. e . 10(I.33) . 13 ' 1 owes (1. s)6tr633) . �, � Z ‘ASS N37 131b3 IA)/ 0 .20/1.331 = fa, I S kJ 16mi-1 A w O ,!S 11 (I/898) :/,UO s 0_74 r-, ramseAw M MN _ - 0 1.. I-k-S s '?A r 4-3.3/a A ..1 O . l/,-n O — 3. 6 1n - k v m.,, e o . 121c �.cle kV . 03 kl F 0 . IL, I. r[„.r�{-Lo.t_ 1kSS 1y r`Pri It1 A r O, L((eF criL ( oos1� 2- 5,-! 11\,„A = 1S.4o „r— . Utc VA,+cF - 114-1 ib. ok L ,L a.4 c6-C-L.c,#-r-ss;. 1 • _..... WOk1V 6, c b'r ocof in 2. Qj 6 = 0, 0Y3 " Gravity Beam Design 2 RAM RAM SBeam v5.01 10/09/18 15:01:53 STEEL CODE: AISC 360-05 ASD SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (7.58,0.00) Beam Size (Optimum) = W8X10 Fy = 50.0 ksi Total Beam Length(ft) = 7.58 Cantilever on left (ft) = 1.25 Cantilever on right(ft) = 3.00 2uh s'.i..U.d ctu cE . Mp (kip-ft) = 36.96 Top flange not braced by decking. POINT LOADS (kips): Flange Bracing Dist (ft) DL LL Top Bottom 0.000 0.06 0.00 No No 7.580 0.07 0.00 No No LINE LOADS (k/ft): Load Dist (ft) DL LL 1 0.000 0.010 0.000 1.250 0.010 0.000 2 1.250 0.010 0.000 4.580 0.010 0.000 3 4.580 0.015 0.000 7.580 0.015 0.000 SHEAR: Max Va (DL+LL) =0.12 kips Vn/1.50=26.83 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb S2 Mn/S2 kip-ft ft ft kip-ft Left Max - DL -0.1 1.3 1.3 1.00 1.67 21.87 Center Max - DL -0.3 4.6 3.3 1.47 1.67 21.87 Right Max - DL -0 4.6 3.0 1.00 1.67 21.87 Controlling DL -0.3 4.6 3.3 1.47 1.67 21.87 REACTIONS (kips): Left Right DL reaction 0.03 0.20 Max +total reaction 0.03 0.20 DEFLECTIONS: Left cantilever: Dead load(in) = -0.001 Center span: Dead load (in) at 3.08 ft = 0.000 Live load (in) at 3.08 ft = -0.000 Net Total load (in) at 3.08 ft = 0.000 Right cantilever: Dead load (in) = -0.004 L/D = 19664 Pos Total load (in) = -0.004 L/D = 19664 RAM SBeam v3.0 Shear, Moment, and Deflection Diagrams Span information (ft) : I-End (0.00, 0.00) J-End (7.58, 0.00) Shear 1 iI I I I .1 I I I 1 III 1111 I I I I I I I 117-T-1 1 0 En IIIIIIIIIIiI?� ' � � ii � i � � � � lliiii � � � '' ] lllJll � lll ) -1 Moment 0 -1, Deflection O. r.1 Max DL Shear = 0.12 kips Max Shear = 0.12 kips Max Neg Moment = -0.29 kip-ft at right support (( Gravity Beam Design RAM RAM SBeam v5.01 10/09/18 15:37:18 STEEL CODE: AISC 360-05 ASD SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (37.00,0.00) Beam Size (User Selected) = HSS20X4X3/8 Fy = 46.0 ksi Total Beam Length(ft) = 37.00 Mp (kip-ft) = 342.32 Top flange not braced by decking. LINE LOADS (k/ft): Load Dist (ft) DL LL 8M 1 0.000 0.054 0.000 37.000 0.054 0.000 2 0.000 0.150 0.000 37.000 0.150 0.000 SHEAR: Max Va (DL+LL) = 3.78 kips Vn/1.67 =230.72 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb Q Mn/Q kip-ft ft ft kip-ft Center Max + DL 35.0 18.5 37.0 1.14 1.67 204.98 Controlling DL 35.0 18.5 37.0 1.14 1.67 204.98 REACTIONS (kips): Left Right DL reaction 3.78 3.78 Max +total reaction 3.78 3.78 DEFLECTIONS: Dead load (in) at 18.50 ft = -0.452 L/D = 981 Live load(in) at 18.50 ft = -0.000 Net Total load (in) at 18.50 ft = -0.452 L/D = 981 • Gravity Beam Design RAM RAM SBeam v5.01 10/09/18 15:36:46 STEEL CODE: AISC 360-05 ASD SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (37.00,0.00) Beam Size (User Selected) = HSSI4X4X1/4 Fy = 46.0 ksi Total Beam Length (ft) = 37.00 Mp (kip-ft) = 127.27 Top flange not braced by decking. 13 LINE LOADS (k/ft): �` �'M Load Dist(ft) DL LL 1 0.000 0.027 0.000 37.000 0.027 0.000 2 0.000 0.030 0.000 37.000 0.030 0.000 SHEAR: Max Va (DL+LL) = 1.06 kips Vn/1.67 = 107.82 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb S2 Mn/S2 kip-ft ft ft kip-ft Center Max + DL 9.8 18.5 37.0 1.14 1.67 76.21 Controlling DL 9.8 18.5 37.0 1.14 1.67 76.21 REACTIONS (kips): Left Right DL reaction 1.06 1.06 Max +total reaction 1.06 1.06 DEFLECTIONS: Dead load (in) at 18.50 ft = -0.468 L/D = 948 Live load (in) at 18.50 ft = -0.000 Net Total load (in) at 18.50 ft = -0.468 L/D = 948 PROJECT: 11004 .— VVTSY1i'n{�} art `U(�rL RE: 36IVin ,Qmrk rfrf JOB NO: 1 86. ()I.?'" RAYMOND L. GOODSON JR., INC. CONSULTING ENGINEERS DATE: t V!2 5 i l 6 ENGR: 013 SHEET: Po A5V.AblobonS s f creAttA .^ : 1,6Sos Ip Wp - sbelvi'nq sl„ppM .d/ d.estgneto z(I .6,f%.?ZL,r/ v) 6?0/1 o bl, vendor - o.MCkorr t dcs,9r ' i ' = 116 gas - ctsstniq 40 W , I �a b x 10 U T' 14.4 less -"" fp'p,3 - sholvlhy Ao,4- DL = 'zoo Ihs = (0,3)(.-7z2)(,. o e430) = 0.22,WP — prod.c4 w� - 134.3 tbs . 00 psG XI,Sx�,.u)x 'I she iVAI ¢ 7o ibs. 135 Ibr. To}„I loaa n. 620 Ibs. over{Nro nt/lr-,,t4 =(/35//)(5)-= 675Ff-4 Arc, _ l�')lJ•S)= bs. F. ' to 01pS- re f)( )(,759 y/ 9 {/-/66. og ri4+� ''! 1 , L , r46,t. 675 - VI9 _ bS/,‘/io/F. �r , C oPS/eL AI? SA,I c d} /oAcf r..A Fpf t <=R ct, tzz. S o,Y4 $ps Wp C - (p,22)C /o f.cio,S9xy01' = 13,2 T,o F ,(O.22)(7." 444) aP , / a ; 44 Ib,�s �, 7 2 2 Olef = C'3•z%s) r- iittY,5-) / 5 33 ' A-I b Pv z P v 1-6 _ (.agfr)(•75) onx/av?it 33/ -3° 10311/i)04 . --&'"4-- fp =(G7,4i)(i a)(722)(G2.'As) (2.6,16 2, 5 l- /� l~ $.tt H�.TI �f��hay wr'- -Fw a.h.� 71 , Co Ibs / 0 1/41KWtk i4'kS- 2 "I21k EHii 1I -I NI I www.hlltl.us Profis Anchor 2.7.6 Company: Page: 1 Specifier: Project: Morphe Washington Sq Address: Sub-Project I Pos. No.: Phone I Fax: Date: 10/25/2018 7 E-Mail: Specifier's comments: 1 Input data ee } Anchor type and diameter: KWIK HUS-EZ(KH-EZ)1/4(2 1/2) Effective embedment depth: h,f=1.920 in.,h„„,,,=2.500 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 2/1/2016 i 12/1/2017 Proof: Design method ACI 318/AC193 Stand-off installation: e,=0.000 in. (no stand-off);t=0.500 in. Anchor plate: I x 1,x t=3.000 in.x 3.000 in.x 0.500 in.;(Recommended plate thickness:not calculated Profile: Rectangular plates and bars(AISC);(L x W x T)=0.250 in.x 0.188 in.x 0.000 in, Base material: cracked concrete,3000,fc'=3,000 psi;h=5.000 in. Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E, or F) no Geometry[in.]&Loading[lb,in.lb] Z ofw 0 oo -r co 0 Jo .5 4r 61 0 r`. O . . www.hlltl.us Profis Anchor 2.7.6 Company: Page: 2 Specifier: Project: Morphe Washington Sq Address: Sub-Project I Pos. No.: Phone I Fax: [ Date: 10/25/2018 27_060-- E-Mail: 2 Load case/Resulting anchor forces y Load case:Design loads Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 103 0 0 0 • max.concrete compressive strain: -[io] n max.concrete compressive stress: -[psi] resulting tension force in(x/y)=(0.000/0.000): 103[Ib] resulting compression force in(x/y)=(0.000/0.000):0[lb] 3 Tension load Load N.[Ib] Capacity+N„[Ib] Utilization pN=N j N„ Status Steel Strength" 103 3,679 3 OK Pullout Strength* 103 830 13 OK Concrete Breakout Strength** 103 1,610 7 OK "anchor having the highest loading "anchor group(anchors in tension) 3.1 Steel Strength N„ =ESR value refer to ICC-ES ESR-3027 Nsa 2 Nue ACI 318-08 Eq.(D-1) Variables Ase.N[n.21 fut.[psi] 0.05 125,000 Calculations N„[Ib] 5,660 Results N.[lb] steel 0 N.[Ib] Nus[Ib] 5,660 0.650 3,679 103 3.2 Pullout Strength Np„r =Np.2500 V2500 refer to ICC-ES ESR-3027 4) Nov.z Nu, ACI 318-08 Eq. (D-1) Variables fp[Psi] Np.2500[Ib] 3,000 1,166 Calculations fp 2500 1.095 Results Nen,r,[lb] (I)concrete $ Npn,f(lb] Nus[Ib1 1,277 0.650 830 103 . P _ Ii --. .rI www.hiltl.us Profis Anchor 2.7.6 Company: Page: 3 Specifier: Project: Morphe Washington Sq Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 1 012 512 01 8 E-Mail: d'". 3.3 Concrete Breakout Strength Nth _ (AN`' )W ed,N W c,N W cp.N Nb ACI 318-08 Eq.(D-4) 4 Nob 2 Nue ACI 318-08 Eq.(D-1) ANc see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) ANuu =9 har ACI 318-08 Eq.(D-6) 1 W ec.N = 1 e s 1.0 ACI 318-08 Eq.(D-9) 3he W ed,N =0.7+0.3 (0 min)51.0 1.Sh,r ACI 318-08 Eq.(D-11) W me =MAX(° .1 Sh,r)S 1.0 ACI 318-08 Eq.(D-13) ac ' Cac Nb =kc A, A h;i5 ACI 318-08 Eq.(D-7) Variables her[in.] eci.N[in.] ecx.N[in.] ca.min[in] ‘,1,c,N 1.920 0.000 0.000 1.000 cec[in.] kc X 4[Psi] 2.780 17 1 3,000 Calculations ANc[in.21 ANm(]n Z] W«i,N W ec2,N W ed,N W cp.N Nb[Ib] 33.18 33.18 1.000 1.000 1.000 1.000 2,477 Results Nth[Ib] 4 wnaale 41 Nth[lb] Nue[Ib] 2,477 0.650 1,610 103 www.hittl.us Profis Anchor 2.7.6 Company: Page: 4 Specifier: Project: Morphe Washington Sq Address: Sub-Project I Pos.No.: E-Mail: l Fax: I Date: 10/25/2018 10 4 Shear load Load V„„[lb] Capacity+V„[lb] Utilization j;v=V„J V„ Status Steel Strength* N/A N/A N/A N/A Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength* N/A N/A N/A N/A Concrete edge failure In direction** N/A NIA N/A N/A *anchor having the highest loading **anchor group(relevant anchors) 5 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations(ETAG 001/Annex C,EOTA TR029,etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the design loading.PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor.Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used.The rt,factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! www.niltl.us Profis Anchor 2.7.6 Company: Page: 5 Specifier: Project: Morphe Washington Sq Address: Sub-Project I Pos.No.: Phone I Fax: i Date: 10/25/2018 E-Mail: 6 Installation data Anchor plate,steel:- Anchor type and diameter: KWIK HUS-EZ(KH-EZ)1/4(2 1/2) Profile:Rectangular plates and bars(AISC);0.250 x 0.188 x 0.000 in. Installation torque:216.002 in.lb Hole diameter in the fixture:dr=0.375 in. Hole diameter in the base material:0.250 in. Plate thickness(input):0.500 in. Hole depth in the base material:2.875 in. Recommended plate thickness:not calculated Minimum thickness of the base material:4.125 in. Drilling method:Hammer drilled Cleaning:Manual cleaning of the drilled hole according to instructions for use is required. 6.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Manual blow-out pump • Torque wrench • Properly sized drill bit .y 1.500 1.500 0 0 1 0 0 0 0 0 _ .- 1.500 1.500 • Coordinates Anchor In. Anchor x y c-, W■ c., c. 1 0.000 0.000 - _ - - 1 — I1 "11ii■1 ' www.hiltLus Profis Anchor 2.7.6 Company: Page: 6 Specifier: Project: Morphe Washington Sq Address: Sub-Project I Pos.No.: Phone I Fax: Date: 10/25/2018 119 E-Mail: 7 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you.Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilli will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. APPENDIX Design Maps Summary Report Page 1 of 2 USGS Design Maps Summary Report User-Specified Input Report Title Morphe - OR - Washington Square Tue October 9, 2018 21:07:14 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 45.449°N, 122.78296°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III „Hillsboro `9 Portland Gee Beaverton,. rt, 10 + Tiga • Lake Oswego 99 Ivalatin '4, Sherwgod USGS-Provided Output Ss = 0.977 g Srls = 1.083 g Sos = 0.722 g Si = 0.425 g SMi = 0.669 g So> = 0.446 g For information on how the SS and Si 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. NICIi, Response Spectrum Design Response Spectrum IP + Ih + I I +e M +• •+ •]+ o,y+ Uu r}p+ I I]+ Ili U I}ft om Period,"I"(sort Pcried, 1'two For PGA,,, T„ Cps, and Ca, values, please view the detailed report. https://vrod02-earthuuake.cr.uses.eov/desienmans/us/summary.nhn?temnlate=minimal&la )ni4»n1 u Design Maps Summary Report Page 2 of 2 Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. httns://nrod02-earthuuake.cr.uses.uov/designmans/us/summarv.nhn?temnlate=minimal&la... 1 0/9/20 1 R • Design Maps Detailed Report Page I of 6 rt( GS Design Maps Detailed Report ASCE 7-10 Standard (45.449°N, 122.78296°W) Site Class D - "Stiff Soil", Risk Category I/II/III Section 11.4.1 — Mapped Acceleration Parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain SS) and 1.3 (to obtain S,). Maps in the 2010 ASCE-7 Standard are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 11.4.3. From Figure 22-1 En Ss = 0.977 g From Figure 22-2"1 S, = 0.425 g Section 11.4.2 — Site Class The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Chapter 20. Table 20.3-1 Site Classification Site Class vs N or N1, s� A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI > 20, • Moisture content w _> 40%, and • Undrained shear strength s, < 500 psf F. Soils requiring site response See Section 20.3.1 analysis in accordance with Section 21.1 For SI: lft/s = 0.3048 m/s 11b/ftz = 0.0479 kN/mz https://prod02-earthouake.cr.uses.Eov/desienmaos/us/renort.nhn?template=minimalXzlatitu... 10/9/7.01 R Design Maps Detailed Report Page 2 of 6 Section 11.4.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthquake (MCER) Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient F. Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period Ss 5 0.25 Ss = 0.50 Ss = 0.75 Ss = 1.00 Ss a. 1.25 A 0.8 0.8 , 0.8 0.8 0.8 8 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class = D and Ss = 0.977 g, F. = 1.109 Table 11.4-2: Site Coefficient F. Site Class Mapped MCER Spectral Response Acceleration Parameter at 1-s Period Si 5 0.10 Si = 0.20 Si = 0.30 Si = 0.40 Si >_ 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Si For Site Class = D and S, = 0.425 g, F. = 1.575 httncJ/nrod02-earthaaake.er-ncnc_oov/decinnmane/nc/rennrt nhn7temnlate=minimalRrlatitn I nionn1 u Design Maps Detailed Report Page 3 of 6 Equation (11.4-1): S„S = F,SS = 1.109 x 0.977 = 1.083 g Equation (11.4-2): Si„, = F.S1 = 1.575 x 0.425 = 0.669 g Section 11.4.4 - Design Spectral Acceleration Parameters Equation (11.4-3): SDS = 2/3 SMS = 2/3 x 1.083 = 0.722 g Equation (11.4-4): SDI = % S,M1 = 2/3 x 0.669 = 0.446 g Section 11.4.5 — Design Response Spectrum From Figure 22-1Z 3' Ti = 16 seconds Figure 11.4-1: Design Response Spectrum I T<To:S,=S08(0.4+O.6T/Tn) ID TsT :S.=SOS \ SSI/T 11/4 T>T1:S =S01T1/T2 rY T, =e 124 T,=oh18 I.owl Perind,I Isce) httos://nrod02-earthouake.cr.usos.eov/designmans/us/renort.nhn?temnlate=minimal&rlatihi 111/90f11 R Design Maps Detailed Report Page 4 of 6 Section 11.4.6 — Risk-Targeted Maximum Considered Earthquake (MCEa) Response Spectrum The MCEe Response Spectrum is determined by multiplying the design response spectrum above by 1.5. s; •r, x ' =nl'T T, =nnl8 I nn Period,T uira httns://nrod02-earthquake.cr.usgs.gov/decignmans/nc/rennrt.nhn?temnlate=minimalRr.latitn 1 n/9/)O1 R Design Maps Detailed Report Page 5 of 6 Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From Figure 22-7 m PGA = 0.427 Equation (11.8-1): PGA,,, = FPGAPGA = 1.073 x 0.427 = 0.458 g Table 11.8-1: Site Coefficient F,a, Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA _< PGA = PGA = PGA = PGA > 0.10 0.20 0.30 0.40 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of PGA For Site Class = D and PGA = 0.427 g, = 1.073 Section 21.2.1.1 - Method 1 (from Chapter 21 - Site-Specific Ground Motion Procedures for Seismic Design) From Figure 22-17`6j CRs = 0.897 From Figure 22-18(61 CR1 = 0.871 httos://nrod02-earthquake.cr.usgs.aov/desienmans/us/rennrt.nhn?temnlate=minima1Rrlatiim 10/9!701 R Design Maps Detailed Report Page 6 of 6 Section 11.6 — Seismic Design Category Table 11.6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter RISK CATEGORY VALUE OF Sin I or II III IV Sus < 0.167g A A A 0.167g 5 Sos < 0.33g B B C 0.33g 5 Sos < 0.50g C C D 0.50g 5 Sos D D D For Risk Category = I and S,s = 0.722 g, Seismic Design Category = D Table 11.6-2 Seismic Design Category Based on 1-S Period Response Acceleration Parameter RISK CATEGORY VALUE OF SDI I or II III IV Sol < 0.067g A A A 0.067g 5 Sol < 0.133g B B C 0.133g 5 Sol < 0.20g C C D 0.20g 5 SDI D D D For Risk Category = I and S„ = 0.446 g, Seismic Design Category = D Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category = "the more severe design category in accordance with Table 11.6-1 or 11.6-2" = D Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category. References 1. Figure 22-1: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-1.pdf 2. Figure 22-2: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-2.pdf 3. Figure 22-12: https://earthqua ke.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-12.pdf 4. Figure 22-7: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-7.pdf 5. Figure 22-17: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-17.pdf 6. Figure 22-18: https://earthquake,usgs.gov/hazards/desig nmaps/downloads/pdfs/2010_ASCE-7_Figu re_22-18.pdf https://nrod02-earthauake.er.usgs.env/desiunmanc/ns/rennrt.nhn7temniate=minimalklatitn 1(1/9/7(11 R Commercial Permits ! Structural Engineering The City of Portland, Oregon Page 1 of 1 Development Services From Concept to Construction Phone:503-823-7300 Email:bds(8 portlandmegon.gav t900 SW 4th Ave,Portland,OR 97201 More Contact Into(nnpenvxv ponlandoregon 9ov7RWaIaNdN519984) Commercial Permits The current state building code governing commercial and engineered residential construction is the 2014 Oregon Structural Specialty Code(OSSC),which is based upon the 2012 International Building Code(IBC)as amended by the State of Oregon. Wind: Design wind pressures are to be determined using the 3-second gust wind speed and the procedures of the 2010 edition of Minimum Design Loads for Buildings and Other Structures(ASCE 7-10)or in accordance with the alternate method contained in the OSSC(if applicable).The design wind speeds 3-second gust for the City of Portland are: Risk Category Vult(mph) 115 II 120 III, IV 130 Wind exposure category is site dependent and must be determined by the Engineer of Record based upon site conditions. Seismic: All locations within or administered by the City of Portland are classified as Seismic Design Category D in accordance with the procedures of the OSSC. Seismic design parameters for specific sites may be determined based upon zip-code or latitude and longitude using the web tool developed by the United States Geologic Survey available at http://earthquake.usgs.gov/designmaps/us/application.php. City of Portland Title 24.85 governs mandatory seismic upgrades for existing buildings.A seismic upgrade may be required for existing buildings undergoing a change of use or occupancy, addition, renovation,alteration,or URM building re-roof. Please refer to City of Portland Title 24.85 for additional information. Chapter 24.85,section 24.85.065(B)of the Portland City code requires certain cost triggers be adjusted annually by the construction cost index. The following are the updated cost triggers. Table 24.85-C Building Description Cost of Alteration or Repair Single story Unreinforced Masonry(URM)building $59.46 Unreinforced Masonry(URM)building two or more stories $44.59 The updated costs For required ASCE 41 evaluation report per section 24.85.060 is$260,125.See Frequently Asked Questions on Title 24.85(htlpalwww portlandoregon gov!/bds/48829?a=422778). Link to the URM Database Link to the URM Database Interactive Map Five Stories of Wood-framed Residential Construction over a Concrete Podium: See Frequently Asked Questions on this topic.(http Whew portlandoregon govnbds/artiole/592680) Corrugated Metal Shear Walls Minimum Requirements for the use of Corrugated Metal Shear Walls as a lateral system(http:uwww portlandoregon.govnbdslarticle/626105) Solar Installations: Program Guide:Solar Water Heating and Photovoltaic Electric Generators Installed on Commercial Buildings Wind, Seismic and Peer Review Requirements for Solar Installations httns://www.nortlandoregon.gov/hds/article/187399 10/9/261 R ATC Hazards by Location Page 1 of 1 a This Is a beta release of the new ATC Hazards by Location website.Please contact us with feedback. arc Hazards by Location Search Information Addree s: 9585 SW Washington Square Rd,Tigard,OR 97223,USA Coordinates: 45.4502155,-122.78062239999997 Timestamp: 201&10-09T2t:2O:47.878Z Hazard Type: Snow Map Results 1,ddad rt Kennewick :/.T:i.t.:I w 234 ftland ","'`,;,;::. naaverton Mt.Hood ,. National Forest Umatilla National Forest Salem 0 Albany Go He COrvailia Map data 0201e Goo* Text Results ASCE 7-16 Ground Snow Load A No data This location is not included in the guidance.Please see"Snow Load Analysis for Oregon'41h Ed.,November 2013,Structural Engineers Association of Oregon and the PRISM Climate Group of Oregon State University,hltp l/snowioad.seao.orgnookup.html,for ground snow load values. ASCE 7-10 Ground Snow Load A 10 lbw The reported ground snow load applies at the query location of 234 feet up to a maximum elevation of 600 feet, ASCE 7-05 Ground Snow Load A 10 ibisgn The reported ground snow load applies at the query location of 234 feet up to a maximum elevation of 600 feet. The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the beat Authority Haying Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided In ASCE 7 and rounded up to the nearest whole Integer. While the Information presented on this marmite is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability far Its accuracy.The material presented In the report should not be used or relied upon for any specific application without competent examination end 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 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 report. httns_//hazards.atcouncil.ore/ 1 0/9/?n1