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Specifications (5) 4 OFFICE COPY• • 177AVED FEB O3 2019 Ca 4?-4)4- c-- ,IGARD BUILDING DIVISION 4,44**004,14‘ 10.WitkirpOit, \,o$S4tteAlk°01 V • " ' "\ V' "1 0.4\444*VAN* k‘4%,"to•*40,,A,Osio;v,„‘ David M. Goodson, P.E. CONSULTING ENGINEER STRUCTURAL CALCULATIONS FOR Morphe -OR-Washington Square TIGARD, OR Project No.: 1815.097.010 Completion Date: October 12, 2018 ----."-t\---;i7f ,172,t--,_ .," ":‘-,....i-- T! ‘'..",c5;.'4.).'''i4 376' • '`' ''-i, Revisions: ';'" i fel 0 _ ..' lo 10:- .), 4.- 1 • -po;1;;ii.---64M:6/S01(1 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 ,04,,„„„,4,0r014,4„0„ 444.444444,k4444 Project: Morphe OR Washington Square Re: Project Information Pnoj. No: 1815.097.010 Date: 10/12/18 Engr: CVO Sheet: ii PROJECT INFORMATION Project Informaion: A. City: Portland B State: OR C. Country: USA 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: CCivil Consultant: N/A Contact: D. Other Team Members: Project: Morphe-OR -Washington Square aittliplibr 0Re: 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 fm= N/A psi III. 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. TABLE OF CONTENTS Project Information ii Construction Materials iii Design Calculations Page No. Storefront Calculations 1-2 Beam Design 3-4 Ceiling Calculations 5-8 Shelving Anchorage 9-16 Site Data:Seismic/Wind/Snow 17-26 i l I I I 1 � 1 I t I I I yl hSl 5,..,_, ,k/ii, � h oZ SS fl N to 1 soh -rv 'S .1I/sf 4)"gISS 0 1L� ti r I 11 11 ,Vid o21 'gam _ 1 1 i i I 1 ! 1 a2 ' (n l)Z —t>>A 1 __. o h ?__ o Ch.. 17\ ,s I Ay 1 (0/2/7 1Luc'( ' O ; (Yl 1 ! p ' M9 lei t, �,Ne4A 1 ! r 1 --f =o I I I Q V f OIL' 0 4I11. 1 I sI 1 2[.E U - ' S Eh ' Z� iSZ�3rc { III 1 ` 1 i I� S e ,�, k,,t( z.')(e X5/0 ) r r V l i 1 1 i71 = X1.)( 6 =M_ 1 1 1 i 1-.A S 1 1"4` 1 1 op., °) 1 h ais: it 9& )-vv, j I I I I _,...f ..S wl'JltS C)0C ISI r S 2Ky 1 do} 1.,.,-1. - •4six). 1f"o_rois pISIrNid 01e- L4o9 • 5=1‹'{ ON80f- _ _ ucl. ya :31i I.aed----- --• • ti' 5111)1yti M ric�i,t� -- :.1.031'0ad Page 2 • PROJECT' Ho .— VVASIII4 -thA RE: tki1€ 4,4, St-Ort ‘€.4- JOB NO; P13* DATE: ENGR: SFILET: (4O(,z $4,4 21 7 pi 30 09( 16 pl.P) 0 Mt(Ce 10 So 631): tpu fo 0.0 F = odti ,r; V 36 2 SI lo 2- 43 -w 1.3Y Y 1131 .1 ' IL) I 3 SI to - 3 i(0; oc. e'k. 0'>> 1140'13' -h) h.4t , ttile 0,1444 o. 11 kiP to' 1,3b. a.i/kiC Gravity Beam Design Page 3 706 RAM RAM SBeam v5.01 01/10/19 13:19:35 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) = 1-ISS18X6X1/4 Fy = 46.0 ksi Total Beam Length(ft) — 37.00 Mp(kip-ft) = 227.70 Top flange not braced by decking. rNIT AA LINE LOADS (k/ft): Load Dist(ft) DL LL 1 0.000 0.037 0.000 37.000 0.037 0.000 2 0.000 0.110 0.000 y/ 37.000 0.110 0.000 SHEAR: Max Va (DL+LL)=2.71 kips Vn/1.67= 115.30 kips MOMENTS: Span Cond LoadCombo Ma Lb Cb Mn/ kip-ft ft ft kip-ft Center Max+ DL 25.1y 18.5 37.0 1.14 1.67 131.49 Controlling DL 25.1 18.5 37.0 1.14 1.67 131.49 REACTIONS (kips): Left Right DL reaction 2.71 2.71 Max+total reaction 2.71 DEFLECTIONS: Dead load (in) at 18.50 ft -0.509 UD = 872 Live load(in) at 18.50 ft = -0.000 Net Total load (in) at 18.50 ft = -0.5091,7m LID = 872 Gravity Beam Design Page 4 RAM RAM SBeam v5.01 01/10/19 13:26:05 STEEL CODE: AISC 360-05 ASD SPAN INFORMATION (ft): 1-End (0.00,0.00) J-End (28.00,0.00) Beam Size (User Selected) = HSS12X4X1/4 Fy = 46.0 ksi Total Beam Length(ft) = 28.00 Mp (kip-ft) = 98.13 Top flange not braced by decking. 15/4C lg LINE LOADS (k/ft): Load Dist(ft) DL LL 1 0.000 0.024 0.000 28.000 0.024 0.000 2 0.000 0.040 0.000 28.000 0.040 0.000 SHEAR: Max Va (DL+LL) =0.90 kips Vn/1.67=92.42 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb Mn/ kip-ft ft ft kip-ft Center Max+ DL 6.3 14.0 28.0 1.14 1.67 58.76 Controlling DL 6.3 14.0 28.0 1.14 1.67 58.76 REACTIONS (kips): Left Right DL reaction 0.90 0.90/ Max+total reaction 0.90 0.90 DEFLECTIONS: Dead load(in) at 14.00 ft = -0.257 L/D = 1307 Live load(in) at 14.00 ft = -0.000 Net Total load(in) at 14.00 ft = -0.257 L/D = 1307 PI X),..117C — Wt‘11-0,N 1,50,. al Pi r-t Page 5 1;E: Cicn ha n yr 3 vves)orJON() 097 1 0 DAT : i/9 / I41 ['NCH: -DS FT knireftAPs f-i-) Srw 4- ti Y.°L'fs h+ , ( C ho ws. 5 5pA. s 6‘14),ft Ce) &I-61, 04. 80 lit/0),st-e4,-.›.4. (94te GLI /q 4.4( sh,4- (2)09')(2pir) -16 z 6 '1 S% 3o C ,ra 8L/ I" /9/Ove, /04 420 4' iv C— r/0o s,,peii4 1°550 1 8Y' i7.50",> °0 p/00/ PROJECT: Mgivisk 511.-c-4-tP-age 6 RE: _51A-TCY1cL.f...Cett?11)1±;_l JOB NO: _1615 O 1p1 DATE: 1.94.1 , ENGEM __P SHEET: Soies _poor- has s(Aspe.yld,,, p 601 11):716 1-161 LIDS e -©, ROQf si-tvc.4-1,A, 03,0v-t_ 3c,'-01' • 10-1 Pos A50 -- 1- 0 13,5, (4,(.2.) To IQ- 00, LA) frc T , n94)4, 6LA. pe nd_ock cf2.41-11*r15 S 13 4 01A... ic)0-1 USGI leck 1 c4 lev4,( 4.3-4 2_•-)o 16, pfriv,.8,-4 ctory‘fr fv-t- ov- lOad Ifvph.C. rkrum CA.(47, IF 9_5,1 koh Seisrni.c 09 lbs 0-Le -)'2oi c,v,4k f'tlutr.ed 4 105C. =tor = 2,5 ce,Vnn svpeorf- 4y.: 0 4' 0,112 z A ckf, H 30 P ( y ) (04 lbs << T, ,0 corv.fr F \bs- wr q0 3°— \\'' St.4122t (.:,001G2-sy N.G 3:?y 0)C,-72-7)6vP) (i t 2 -.0) 2- 6c)os200-5 ( Ok- p,: Ott-Tkis it clic tAt460,-c44 c4114-pressit;, -- 0 20 'Air rni.64614 r-„, ()X Dtir qr-(Apr - 1,6 5p tr ' 0 1,1Towr n,44- less Fr ,-2•21,vp tkc,c. - 0 bro.c. /se coAn il we .- 144 (4) 4. 0 21(,)t, Page 7 If III III III III ClarkWestern Building Systems CW Tech Support: (888)437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 12/18/2018 SECTION DESIGNATION: 600S200-54 [50] (2) Back-to-Back Section Dimensions: Web Height= 6.000 in Top Flange= 2.000 in Bottom Flange= 2,000 in Stiffening Lip= 0.625 in Inside Corner Radius= 0.0849 in Punchout Width = 1.500 in Punchout Length = 4.000 in Design Thickness= 0.0566 in Steel Properties: Fy= 50.000 ksi Fu= 65.000 ksi Fya = 50.000 ksi ALLOWABLE AXIAL LOADS INPUT PARAMETERS Overall Stud Length = 19 ft Load has not been modified for load type or duration Member Configuration: (2) BACK-TO-BACK MEMBERS K-phi (axial)for Distortional Buckling= 0.00 Ibin/in TOTAL ALLOWABLE AXIAL LOADS(IN WEAK AXIS MAXIMUM CONCENTRIC BRACING KL/r LOADING NONE 246 2446 MID Pt 124 8002 THIRD Pt 98 11398 Note: For(2) Back-to-Back Members, Individual Members Must be Adequately Interconnected Page 8 C la rkWestern Building Systems 1111011111i CW Tech Support: (888)437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 12/18/2018 SECTION DESIGNATION: 600S200-54(50] (2) Back-to-Back Section Dimensions: J Web Height= 6.000 in Top Flange= 2.000 in Bottom Flange = 2.000 in Stiffening Lip= 0.625 in Inside Corner Radius = 0.0849 in Punchout Width = 1.500 in Punchout Length = 4.000 in Design Thickness= 0.0566 in Steel Properties: Fy= 50,000 ksi 1 I Fu = 65.000 ksi Fya= 50.000 ksi Gross Properties A(gross) Weight A(net) Sxx lxx Rx Iyy Ry (inA2) (Ib/ft) (inA2) (inA3) (iO4) (in) (inA4) (in) 1.2259 4.1714 1.0561 1.1064 6.6387 2.3271 1.0605 0.9301 Effective Properties Ixx(defl) Sxx Ma-xx Ma-x(dist) Vag Vanet (inA4) (inA3) (Ft-Lb) (Ft-Lb) (lb) (lb) 6.6387 2.0304 5065.9 4563.8 5646 3895 K-phi for Distortional Buckling= 0.00 lb*in/in Lateral Buckling Properties for Flexure Moment of Inertia of Compression Portion (lyc) = 0.5303 inA4 Web Crippling-Allowable Loads, Pa (lb) Total for(2) Members End Bearing Length = 1.00 (in) Interior Bearing Length = 3.50(in) Cond. 1 (ElF) Cond.2(11F) Cond.3(E2F) Cond.4(I2F) 2860 4283 1765 4654 Punchout Reduction Factor Cond. 1, Rc(E1F) = 0.925+ 0.083x/h<= 1.0 Punchout Reduction Factor Cond. 2, Rc(I1F) = 0.888 +0.053x/h <= 1.0 i . ... , SI! cl i L --A 0A1144'.:J , --1/1", /A 2.:..-1- .MA-1 --AIC.YA -+( 0-, d ) 7? n (s1/tve 9)(2 ZL i)(rig)( :(--P7 t 4.4 E (4'1%1111) 1 N — q-t-t 0 = E, - = Z --- (sL.)(442(,0 = ,b,,t,ts,c9-4 o 9117 i -42 (s)(1)/0-4 (6)(z*E0 = tiA° rz Lo = s4S i s 11 Hi • • Q 'i - 0 ) . 1 c,oZ)(it'0 re :-1 skS Z.' I ( 4- cd (Qh 51)(i ,.1 510/)(ZZ'0) al 4 1 )ICi4 ' AI .7.9 t!'hIC? LP .:_54 ' I :-Z.11 tN 1, (7. 14:11 ' . 0 S r 70/ 94p .. / rY5 da-f .AP:771$1,02 —174._______:,..., I ?, . ,57x -r, - •-//°7 / is$ t.16- S./.9 3-Pkitiy2lo \-- 4'-----4 .5../ ' Vi or+H ft ' 1t b ffi --`:.651)(011)(6.1 f.'"4`Xi C47'51514 -10°1() 0/ •Ii ', 'A., r:(5i/fir) }-) CL9 =(g) /5 /). iv rsuPll -el(1 i 41-J I II 0 •TC11F)-62) ^) 11 " 1 l'i°-1. 1 •T.I. t c't-fr c-1-AI 1 s L .'(11'''',15.0(lici 00 1 , "1( s'ils1 - , —v- .e .970c:1 — 4/Att., ..-. „o) a-L'- ,...--' i..).y, 5,.. 4'.als _.'c or,1:cisc z•Q 44 ..,-.H. rsti A..,A , J. 00.10( x q 411 x rA to it 14 4%v — "11 'I 1L x •%\e,`' \'', ‘Tio -Ry.Acki-auv.) - attlotoA 9 4,/pdi",s. S4"4,( _ 61;1 4 1 T°S 91 .°.1th 14 -‘rr'24 ..}6ZA • Nolfd-o4vgs v :1j-S -if() :HON3- 2 It tf oi :3.1.V0 4-101b0 .sist •ON 001' 6 abed *1--ta 1)L.TCLTISVM-- ---744tro—U ,1.03r0tkl I ow I I "A* 1 www.hiltlus Profis Anchor 2.7.6 Company: Page: ----1------- Specifier: Project: Morph°Washington Sq Address: Sub-Project I Pos,No.: Phone I Fax: I Date: 10/25/2018 E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: KWIK HUS-EZ(KH-EZ)1/4(2 1/2) Effective embedment depth: her=1.920 in.,heee,=2,500 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 2/1/2016112/1/2017 Proof: Design method ACI 318/AC193 Stand-off installation: el,=0,000 in.(no stand-off);t=0.500 in. Anchor plate: I,x I,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,fe'=3,000 psi;h=5,000 in. Reinforcement: tension:condition 8,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic toads(cat.C,D,E,or F) no Geometry[in.]&Loading[lb,in.lb] z 8tw a co --- x. '\ ,\o ""•*& w ,"•‘',1\r ' ' '''' '." ,,4 ,n 0, \ , *'''..\_0 \;‘,.•,4,% '',' '' , '.^,-„V,s,,, 4'0 \ ,' ,‘ *, X ,.......-...........- --....-,-....... - .... ....... ....I ... 0.•. .,.,.. 41,..1............ „,• Oa-.1..... 1...,. .....—.10. .a.4 at.., of.m•• I mom I ilfd www.h110.us Profis Anchor 2.7.6 Company: Page: 2 Specifier: Project: Morphe Washington Sq Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 10/25/2018 E-Mail: 2 Load case/Resulting anchor forces A y Load case;Design loads Anchor reactions[lb] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 103 0 0 0 'x . •n max.concrete compressive strain; -Mg1 max.concrete compressive stress: -(psi] resulting tension force in(x/y)=(0.000/0.000): 103[Ib] resulting compression force in(xly)=(0.000/0.000):0[Ib] 3 Tension load Load N..[lb] Capacity+N„[lb] Utilization PN=14954 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 Ns. =ESR value refer to ICC-ES ESR-3027 4, N.. Nua ACI 318-08 Eq,(D-1) Variables Az.,N[in.21 futs[Psi] 0.05 125,000 Calculations Ns.[Ib] 5,660 Results [Ib] 4,,40.1 4, Ns.[lb] Nu„[lb] 5,660 0.650 3,679 103 3.2 Pullout Strength =NP.25' refer to ICC-ES ESR-3027 N,f Nua ACI 318-08 Eq.(D-1) Variables f [psi] Np2500[lb] 3,000 1,166 Calculations AI2 `00 1.095 Results N9,5(Ib] 4, 4, Npra.[IN N.[IN 1,277 0.650 830 103 * ' www.h1111.us Profis Anchor 2.7.6 Company: Page: 3 Specifier: Project: Morphe Washington Sq Address: Sub-Project 1 Pos.No.: Phone I Fax: I Date: 10/25/2018 E-Mail: 3.3 Concrete Breakout Strength Ncb =(Atoc)W cC,N W c,N W cp,N Nb ACI 318-08 Eq.(0-4) 4 Nth?Nua ACI 318-08 Eq.(D-1) AN, see AC1318-08,Part D.5.2.1,Fig.RD.5.2.1(b) ANco =9 h:t ACI 318-08 Eq.(D-6) ( 1 1 4.2eig)5 1.0 ACI 318-08 Eq.(0-9) 3 h, 4/poi 2-*01+0.3( IZ)51.0 ACI 318-08 Eq.(0-11) lii cp.tt =MAXR—"In,T--11 5 1.0 ACI 318-08 Eq.(D-13) Nb =k X 4:NV ACI 318-08 Eq.(D-7) Variables her fin.] eci N[tn.] eczN fin.] ca,,,,[In.] W c.N _... 1.920 C000 0,000 1.000 ca,fin.] k. 1 ts,[psi] 2.780 17 1 3,000 Calculations ANC fin.2] ANd,fin.21 Ap ecl,N 40 ec2,N11W cp,N Nb fib] 33.18 33.18 1.000 1.000 1.000841 1.000 2,477 Results ts1„,fib] 4)concrete 0 Ncb fib] Njib] 2,477 0.650 1,610 103 Lim II malril Profis Anchor 2.7.6 Company: Page: 4 Specifier: Project: Morphe Washington Sq Address: Sub-Project I Pos,No.: Phone I Fax: jDate: 10/25/2018 E-Mail: 4 Shear load Load V .[lb] Capacity 4.Vr,[lb] Utilization 13v=14)4,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 N/A 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 V 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 standardl Fastening meets the design criteria! • www.hittlus Profis Anchor 2.7.6 Company: Page: 5 Specifier Project: Morphe Washington So Address: Sub-Project I Pos.No,: Phone I Fax: I Date: 10/25/2018 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:d,=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, 8.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Manual blow-out pump • Torque wrench • Properly sized drill bit A Y 1.500 1.500 • .- 0 0 (2) o 0 X 0 0 0 0 to v? IP • 1,500 1.500 -• Coordinates Anchor In. Anchor x y e..• c•• 0.1 C41 1 0.000 0.000 • - - wvvw.hitti.us Profis Anchor 2.7,6 Company: - Specifier: Pag® 6 Address: Project: Morphs Washington Sq Phone I Fax: Sub-Project I Pos.No.: E-Mail: Date: 10/25/2018 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. Ail 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. Hilti 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. co a) m a X Z L11 a. a. Design Maps Summary Report Page 17 USGS Design Maps Summary Report User—Specified Input Report Title Marone - OR - Washington Square foe 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 ,, ,,uf , it Gre ,''''''!',1•''Y'.07'1.4'''' '';',.,‘.-4 .,,kho.'‘,''''''','''st! 4‘‘‘'''''''‘ s''' I. t'avertt:t‘'srtL i,' ,10, :7,, '' :*.41.,4\\''''''''''‘ ''''‘‘'''''''"t'''''''‘'''4'':'''42*---c, , .,,‘•,‘t.,., '0,41.10,„• ‘, , '‘,4,48;,•,48g;ittiki\ „.„tt • ;„ ,, 1 \,,,,,•\ ,A o'.‘ , ,k,Tk**14 ‘,,: ‘.k\kl % ,0*,,.....•'\\4 'w \,.'"' Itif\,„#'4"\,M0,\% .0o, 00.0 ',, $"-"' \ ‘Pk*k,t0.k1)''‘,.' "0„'" ' , ' \ '..' ' . .,.,‘.. .0%::0‘..°' ",:, 1 i,p‘'‘,,,:\i, ‘ g ' 13 ' s..‘ 71 .*i.,T,,,tx,,,,c:414;,\\:\*4.,,,,*‘ \\K.,,"•,iktt;',..'. t*„!„„.',„,,:#,,;,,,101t,‘,*,$ 4k ks,,,, „,..,„,,,,ke k*,*:„.:„.:* \,,,kkk4,,, „kkk.,',., , , ,, , „.1*k,,,r3 , -,\Y'4 '''''.414*‘,* 'Ft:I;SIOF \F‘4,44t14:Ftt''klIFI‘kt‘, k *F4A 99 ,, - .' ' „o,tr% ' 1\-',,\\\.\ •I ,e. , ;'‘‘ , ip;,,, ‘s„,,,,N4N*,ii ;%\‘'' *,„ ,;?$17.....ve,,,,„,te ,•%,,„?4,42,,'„,0„,.‘: ,,V , %.*101TVI''''t"*.' : "P.:1'.*T:ItITT*,,,k,k,I.;,kkk‘\ "'s,‘,,,,kk */ ‘',\ 7'1,,'.46,,tt\46:,kil,;'4 ‘‘‘„t't it4tti 17k: " 0 * „0., k 1 040 ti,;'‘'NO‘4 N k4V.akkit*,k•,4 k*,k*Zk'\, ''' 1, "kkk, *, • ,*kkAtk ,kkkk, ,,ktkkkilok \ k k . ,..1k,' "*"" tt, t . 'IF 1. ,'II.,t,\ #' I'4 '' , .,‘Ft F ' Ikt \`4"'I 't *'‘‘‘ ''''' I' \ USGS—Provided Output S. = 0.977 g sms = 1.083 g Sos = 0,722 g s, = 0.425 g SMI = 0.669 g s„ = 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. ITeskgti Re.spi)ciseSiTeett•iini NICEK itespiTlist Si)ertruTil kkk ,.,.., a "48 ,4-, „, 0 FFIA 0 te, 0 FF F FFF44 ,F 1 flii I II i 1 4 I 4 F I —I t f NO 40 NO 00 ,N), Io, INN, 14, 10F 1N4 00 l'criixt,T Tice) l'crilmi,T ism) i'rled. For PGA„, IL, Crs, arid C,1 values, please view the detailed report. https://prod02-earthqua ke,et.usgs.govide s i gnmaps/us/summary.php?template=minimal&l a... 10/9/2018 Design Maps Summary Report Page 18 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. https://prod02-earthquake.cr.usgs.govidesignmaps/us/summary.php?template—minimal&la.,. 10/9/2018 Design Maps Detabxd Report Page 19 m Design Maps Detailed Report � __ ASCE 7-1OStandard (45.449oN, 132.78396»VV) Site Class D - ^SMff Soi|~, Risk Category ��ll 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 S5) 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-V" 5" = 0.977 g From Figure 22-2p/ 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 — KlmrKf,„ s. A. ilanU Rock >5,000 0inm/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 <1,08Opsf--- Any profile with more than 10 ft of soil having the characteristics: • Plasticity Index P/ > 20, " Moisture content ,v .? 40%, and • Undra|ned shear strength < 500 psf F. Soils requiring site response ----------see-'---- ---'-------- - — --' ' Section Zo.].z analysis in accordance with Section 21.1 For SI: 1nt/s = 0.3048 m/s 1|»/ft2 = 0o*7e kw/nn' https://prod02-earthquake.cr.usgs.govidesignmaps/us/report.php?template—minimal&latitu... 10/9/2018 ` ` Design Maps Detailed Report , Page 20 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 °Spec1ral Response Acceleration Parameter at Short Period 5" 5 0.25 5" = 0.50 S" = 0.75 S, = 1.00 S^ ?. 1.25 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 Ss For Site Class = mond S° = 0.977 g, F. = 1.109 Table 11.4-2; Site Coefficient F Site Class Mapped MCE R Spectral Response Acceleration Parameter at 1-s Period S. 5. 0.18 Si = 0.20 S. = 0.30 B^ = 0.40 S^ 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 , Design Maps Detailed Report Page 21 Equation (11.4-1): Sms = FS s = 1.109 x 0.977 = 1.083 g Equation (11.4-2): SM, = F,S, = 1.575 x 0.425 = 0.669 g Section 11.4.4 — Design Spectral Acceleration Parameters Equation (11.4-3): SIDS = 2/3 Sm5 = % x 1.083 = 0.722 g Equation (11.4-4): SD, = % S = 2/3 x 0.669 = 0.446 g Section 11.4.5 — Design Response Spectrum From Figure 22-12 T, = 16 seconds Figure 11,4-1: Design Response Spectrum T<To S.=Sms(04+0.6T/T0) TuST$Ts.S =S0, Ts<TSrL:S,-7S0,/T T> =S.,1*,/T2 t '4 1, 41418 owl T bto https://prod02-earthquake.er.usgs.govklesignmaps/us/report.php?template—minimal&latitu... 10/9/2018 Design Maps Detailed Report Page 22 Section 11.4.6 — Risk-Targeted Maximum Considered Earthquake (MCER) Response Spectrum The MCER Response Spectrum is determined by multiplying the design response spectrum above by 1.5, ss, ,181 - = hh^, 1, = 124 I = Imo T ism https://prod02-earthquake.cr.usgs.govklesignmaps/us/report.php?ternplate=minimal&latitu,.. 10/9/2018 Design Maps Detailed Report Page 23 Section 11.8.3 -- Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From Figure 22-7141 PGA = 0.427 Equation (11.8-1): PGA° = FpG^PGA = 1.073 x 0.427 = 0.458 g Table 11.8-/' sne [oerncient F. ^ - Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA Lc. PGA = PGA ~ PGA ~ PGA 0.10 020 0.30 0.40 0.50 A 0.8 0.8 0.8 0.8 0.8 D 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 � 1.6 1.4 1.2 1.1 1.0 � 2.5 1.7 1.2 0.9 0.9 � See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for Intermediate values of PGA For Site Class = mand PGA = o4z7m, �== z.m7a Section 21.3.1.1 - Method 1 (from Chapter 21 - Site-Specific Ground Motion Procedures for Seismic Design) From Figure 22-17'5/ C„" = 0.897 From Figure 22-18'" CR, = 0.871 Design Maps Detailed Report Page 24 Section 11.6 — Seismic Design Category Table 11.6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter RISK CATEGORY VALUE OF SDs I or II III IV Sos < 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 Sop = 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 SDI < 0.067g A A A 0.067g 5 SDI < 0.133g B B C 0.133g 5 Soi < 0.20g C C D 0.20g 5 SDI D D D For Risk Category = I and So, = 0.446 g,Seismic Design Category = D Note: When SI 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 a "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://earthquake.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/down)oads/pdfs/2010_ASCE-7_Figu re_22-17.pdf 6. Figure 22-18: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figu re_22-18.pdf https://prod02-earthquake.cr.usgs.gov/designmaps/us/report.php?template=minimal&latitu... 10/9/2018 Commercial Permits I Structural Engineering I The City of Portland, Oregon Page 25 Development Services From Concept to Construction Phone:503-823-7300 Email:bds@portlandoregon.gov 1900 SW 4th Ave,Portland,OR 97201 More Contact Info trrtp/Mwwpo randuregon.yow.+r4arartiraasrP984) 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:llearthquake.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(http_fiwrrw portiandoregon,gov//bds/469297a=422779). 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://wwww.portiandoregon govffbds/articte/592690) Corrugated Metal Shear Walls Minimum Requirements for the use of Corrugated Metal Shear Walls as a lateral system(http:/fwww.portiandoregon goy/Ws/article/626108) Solar Installations: Program Guide:Solar Water Heating and Photovoltaic Electric Generators Installed on Commercial Buildings Wind,Seismic and Peer Review Requirements for Solar Installations https://www.portlandoregon.gov/bds/article/187399 10/9/2018 5 ,. ATC Hazards by Location Page 26 AThis is a beta release of the new ATC Hazards by Location website.Please contact us with feedback. CTC Hazards by Location Search Information Address: 9585 SW Washington Square Rd,Tigard,OR 97223,USA Coordinates: 45.4502155,-122.78082239999997 T i m e sta m p: 2018-10-09121.20.47 878Z Hazard Type: Snow Man Results iirfito 0 r'Ns vv \\u� �v\fie \<� ,�ra ta.,a a�a r 1 0AVA0:�t \V\� \ ew vA V�k \��Cv CA K .see dr h Vi44iY4Nat 234ft ., yy t �\ and , 13+;,;6 err ,.� tv4 �� � '3\ 3),„6 Wri National Forest 1Jnsat�iia Fov�v roeFvv \\ v ACvv� r aloin kttgbf rat+areal For rout v�e v ��y we r \� F��\N V v3\3 q �i� ,vrA\ vA��Au� r�VA\\�V rVAVAVQv�' Am Go>cle \\\m " V i o\ vaurs Map data 02018 Google 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"4th Ed.November 2013,Structural Engineers Association of Oregon and the PRISM Climate t3roup of Oregon State University,hitp:ftsnowload.saao.orgilookup.Merl,for ground snow load values. ASCE 7-10 Ground Snow Load A 10 tblsgtt The reported ground snow load applies at the query location of 234 reel up to a maximum elevation of 600 feet. ASCE 7-05 Ground Snow Load A 10 Iblsgft the reported ground arrow load applies at the query location of 234 feet up to a maximum eiuvaiion of 800 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 corriimm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are Interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. White 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 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 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. https://hazards.atcouncil.org/ 10/9/2018 FOR OFFICE USE ONLY—SITE ADDRESS: This fbrm is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. City of Tigar(l • COMMUNITY DEVELOPMENT DEPARTMENT r Transmittal Letter TIGARD 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: Tam cysrAn'eta DATE RECEIVED: DEPT: BUILDING DIVISION sc I4EN T"I M V FEBZai FROM: COMPANY: ��-OE.CL - Z. J-4ES t�lll�d PHONE: x'1S2 - - •6O4Q By: /1 Seg cC 6a1 RE: 05'11 5 W. \r445 tit Ir--(G CON 5QJh2(.:. T20 (C -043Z9 (Site Address) (Peri t Number) MOR.Pt t Q k-(ASWr(GSGr1 SQ is (Project name or subdivision name and lot number) ATTACHED ARE TILE FOLLOWING ITEMS: Copies: Description: Copie• Description: Additional set(s) of plans. \c - Revisions: ZEISeD (iy ( ES Qr1L( Cross section(s) and details. Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. ' I Engineer's calculations. .L— Other(explain): 3 sawcAll REMARKS: P(A4 Ct IGES , 4 -/SSE Ste its tIcIA (Lk1(1 S tp r( eq LL,E '(rl. FOR OFFICE USE ONLY Routed tojr er it Tectinici : Date: ) ® az-o — 1(4 Initials: Fees Due: Y / No Fee Descri tion: Amount Dui: �. S +Or p1 tvl revr $ y C $ Special $ Instructi. s: Rept'- Permit (per PE): ❑ Yes No ❑ Done licant Notified: Date: re L2..,) / Initials; , hnuilJing\FormsUransmittalLetter-Revisions.doc 05/25/2012 Elder-Jones PERMIT SERVICE 1120 East 80th Street,#211 Bloomington,MN 55420-1498 Phone:(952)854-2854•Fax:(952)854-4909 TRANSMITTAL ED FEB 0 B 2019 2/5/2019C7'4' 'i .tFiU 6Ui-Cii'v ::7 DM'S' ON To: TOM HOCHSTATTER/BUILDING DIVISION 503-718-2432 MORPHE CITY OF TIGARD WASHINGTON SQUARE 13125 SW HALL BLVD TIGARD, OR TIGARD, OR 97223 BUP2018-00329 218-617 TOM HOCHSTATTER/BUILDING DIVISION, I FORGOT TO INCLUDE THE ENCLOSED STRUCTURAL CALCS WITH THE LAST SET OF PLAN CHANGES THAT I SUBMITTED TO YOUR OFFICE ON 2/4/19. PLEASE FEEL FREE TO CONTACT ME WITH ANY QUESTIONS. THANK YOU TIM SCHENK ELDER-JONES 952-345-6040 tims(a elderones.com