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Specifications (2) OFFICE COPY Art riEGElVED SEP 2 1 7U1t? MILLER V►TY OF TIGARL BUILDING DIVISION CONSULTING ENGINEERS 814PX022.-00232, STRUCTURAL CALCULATIONS /35" S J PA&F,c Hi4Y Paris Nail & Spa Vehicle Impact Repair 13599 SW Pacific Hwy#D, Portland, OR STOP Restoration September 7, 2022 Project No. 221172 6 pages Principal Checked: LPJ 5461 ' ^ ���. e ®` . 4/oREGO j 4� . Al A1 y 73, ''` ,�� .k �°ATRIC •=/07/2022 EXPIRES: 06/30/23 *** LIMITATIONS *** Miller Consulting Engineers, Inc. was retained in a limited capacity for this project. This 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. 9600 SW Oak Street,Suite 4001 Portland,Oregon 97223 1503.246.1250 I www.miller-se.com Building Code: 2019 Oregon Structural Specialty Code Soils Report: No Soils Report by: Dated: Soil Bearing: 1500 PSF Retaining Walls: No Equivalent Fluid Pressure(active): N/A PCF Passive bearing: PCF Friction: Structural System: Building Structure Vertical System:Wood framed Construction Lateral Sys: Flexible Diaphragm/Wood shearwalls - Element Roof Walls Load Type Dead Dead Basic Design Value(PSF) 15 48 Loads: Load Type Snow Value(PSF) 25 Deflection Criteria L/240 L/360 Lateral Design Parameters: Wind Design: ASCE 7-16 Wind Speed(3 sec Gust): 98 MPH Exposure B Importance Factors Iw= 1.00 IE= 1.00 Is= 1.00 I;= 1.00 Risk Cat: II (Ice) (seismic) (snow) (Ice) Seismic Design Seismic design parameters are based on published values from the USGS web site. Design Summary: The scope of work for these structural calculations are for the repair of the south wall, damaged by vehicle impact. Existing building is designed by others. . Project Name Paris Nail & Spa Vehicle Impact Repair Project# 221172 MILLER la CONSULTING ENGINEERS Location 13599 SW Pacific Hwy#D, Portland, OR Client STOP Restoration 9600 SW Oak St#400 503.246.1250 GSD LPJ Date 8/11/20221 of 6 Portland,OR 97223 ' miller-se.com By Ck'd Page • ASCE 7-16:Wind Loads for Wall Components&Cladding(Applicable for Gable.Hio.Stepped,and Monoslope Roofs of All Heights) Using Part 1(Section 30.3)and Part 3(Section 30.5) For h<=60 ft: Wind Speed,V= 97 mph Risk Category= II B Table1.5-1 Exposure Category= Section zaT Enclosure=P..Endosed- 0 Roof Type hr Gabl0 Multispen? No 0 Ridge Height,hr= 13.00 n 1 O 6 O Eave Height,he= 9.00 ft Building Width,W= 55.00 ft(perpendicular to edge) ©© r Building Length,L= 150.00 ft(parallel to ridge) " % � Topographic Factor,Kzl= 1 section 26.8 ELEVATION Directionality Factor,Kd= 0.85 Tame 26.6-1 Building Ground Elevation= 253.00 ft Ground Elevation Factor,Ke= 0.99 Section 26.9 Effective Wind Area,Ae= 10 ft' Parameters and Coefficients: Roof Angle,6= 8.28 deg Height-to-Width Ratio= 0.16 Mean Roof Height,h= 9.00 ft GCp Adjustment Factor= 0.90 Rgure 30.3-1.Note 5 Wall External Pressure Coefficients,GCp: For h>60 ft: +GCp Zone 4= 0.90 Figure 30.3.1 +GCp Zone 5= 0.90 Figure 30.3-1 -GCp Zone 4= -0.99 Figure 30.31 -GCp Zone 5= -1.26 Figure 30.3-1 Wall Internal Pressure Coefficients,Gcpi: T, +GCpi= 0.55 Figure 26.13-1 s . O rG1. -GCpi= -0.55 Figure 26.13.1 Kz=(2.01)(15/zg)"(2/a)for za 15ft OR Kz=(2.01)(z/zgy(2/a)for 15 ft<z<zg a= 7 Table2611-1 zg= 1200 ft.Table 26.11-1 WALL ElevATION qz=0.00256`Kz'Kzt'Kd'Ke°\P Wind Loads for Wall Components&Cladding . Part 1:Low-Rise Buildings z Kz qz p=Net Design Pressure(psf) Section 30.3 (ft) (psf) Zone 4(+)I Zone 4(-) I Zone 5(+)I Zone 5(-) 0.00 0.57 11.7 17.0 -18.0 17.0 -21.2 Wall: Zone 4: Far z=hr. 13.00 0.57 11.7 17.0 -18.0 17.0 -21.2 18psf*0.6 = 10.8psf(0.6W, ASD) For z=he: 9.00 0.57 11.7 17.0 -18.0 17.0 -21.2 For z=h: 9 0.57 11.7 17.0 -18.0 17.0 -21.2 Notes:1.(+)and(-)signs signify wind pressures acting toward&away from respective surfaces 2.Width of Zone 5(end zones),a= 3.60 ft 3.Per Section 30.2.2,the minimum wind load for C&C shall not be less than 16 psf ', MILLER Project Name Paris Nail &Spa Vehicle Impact Repair Project# 221172 CONSULTING ENGINEERS Location 13599 SW Pacific Hwy#D, Portland, OR _.._..._.._____.,.___..._..._._..___.._..._..._..._..._...-...-...-...-.. Client STOP Restoration 9600 SW Oak St#400',' 503.246.1250 GSD 8/11/2022 LPJ 2 of 6 Portland,OR 97223 !Imiller-se.com By Ck'd Date Page • ASCE 7-16:Wind Loads for Roof Components&Cladding(Applicable for Gable,Hip,and Monoslooe Roofs of All Heights) Using Part 1(Section 30.3)and Part 3(Section 30.5) Wind Speed,V= 97 mph Risk Category= II Table 1.5-1 Exposure Category= B section 26 7 Enclosure=P.Enclosed la fi_ a1 a '....ft.I--IFS,a, Roof Type= Gable Multispan? No N/A 001 0_42. Overhang? No r T Ridge Height,hr= 13.00 ft Eave Height,he= 9.00 ft Building Width,W= 55.00 ft(perpendicular to edge) Building Length,L= 150.00 ft(Fennel to ridge) 3) tl'i 0 00 0 i Topographic Factor,Kzt= 1.00 section 26.8 - Directionality Factor,Kd= 0.85 Table as-1 Building Ground Elevation= 253.00 ft Ground Elevation Factor,Ke= 0.99 section 26.9 `i y__Jae- .= Effective Wind Area,Ae= 10 ft' .f (f'r i t 7 Table26.11-1 If PLAN zg= 1200 ft,Table 26.11-1 Kh=Kz= 0.57 qh=qz= 11.6 psf=0 00256'a57 1.0.85'0.9908832,2232446'BP Gable:7'<e520'No Overhang(Figure 30.3-2B) Parameters and Coefficients: Roof Angle,8= 828 deg Height-to-Width Ratio= 0.16 Mean Roof Height,h= 9.00 n a= 3.60 ft Roof External Pressure Coefficients GCo• Net Design Pressure: +GCp Zone 1= 0.54 Zone 1(+)= 12.6 psf +GCp Zone 1'_ Zone 1'(+)_ +GCp Zone 2= . Zone 2(+)= , +GCp Zone 2'= . Zone 2'(+)= +GCp Zone 2e= 0.54 Zone 2e(+)= 12.6 psf +GCp Zone 2r= 0.54 zone 2r(+)= 12.6 psf Roof: Zone 1: +GCp Zone 2n= 0.54 Zone 2n(+)= 12.6 psf 12.6 sf +GCp Zone 3= Zone p 0.6 = 7.6psf(0.6W, ASD) +GCp Zone 3'= . Zone 3'(+)= +GCp Zone 3e= 0.54 Zone 3e(+)= 12.6 psf +GCp Zone 3r= 0.54 Zone 3r(+)= 12.6 psf -GCp Zone 1= -2.00 Zone 1(-)= -29.5 psf -GCp Zone 1'_ . Zone 1'(-)_ -GCp Zone 2= Zone 2(-)_ . -GCp Zone 2'= Zone 2'(-)= . -GCp Zone 2e= -2.00 Zone 2e(-)= -29.5 pof -GCp Zone 2r= -3.00 Zone 2r(-)= -41.1 psf -GCp Zone 2n= -3.00 Zone 2n(-)= -41.1 psf -GCp Zone3= . Zone 3(-)= -GCp Zone 3'= Zone 3'(-)= -GCp Zone 3e= -3.00 Zone 3e(-)= -41.1 psf -GCp Zone 3r= -3.60 Zone 3r(-)= -48.0 psf Roof Internal Pressure Coefficients.Gcoi: +GCpi= 0.55 Figure 26.13-1 -GCpi= -0.55 FIgare 26.13-1 Notes:1.(+)and(-)signs signify wind pressures acting toward 8 away from respective surfaces 2.If overhangs exist,the overhang is not included in the building dimensions.However,the edge distance, a,is measured from the edge of overhang 3.For buildings with h>60 ft,q=qh and qi=qh conservatively 4.If a parapet>=3 ft in height is provided around the roof perimeter and a<=7 degrees,Zone 3 shall be treated as Zone 2 5.Per Section 30.2.2,the minimum wind load for C&C shall not be less than 16 psf . Project Name Paris Nail & Spa Vehicle Impact Repair Project# 221172 MILLER CONSULTING ENGINEERS Location 13599 SW Pacific Hwy#D, Portland, OR ....-...-...-...-...-.._...----._._._.___.._..._..._...___.-____._-- Client STOP Restoration 9600 SW Oak St#400 e 503.246.1250 Portland,OR 97223 miller-se.com By GSD Ck'd LPJ Date 3/11/2022 Page 3 of 6 ASCE 7-16:SEISMIC DESIGN FORCES Is the building irregular per Section 12.3 2? No Ss= 85.20% Risk Targeted Max Considered Earthquake(Figures 22-1.22J.225,and 22-6) $1= 39.40% Risk Targeted Max Considered Earthquake(Figure 22-$224,225,and 22-6) Fe= 1.20 Table 11.4-1 F„= 1.91 Tebbe 11.4-2 Sas= 1.02 Eqn.114-1 • S,ar= 0.75 Eqn.11.4-2 SDs= 0.68 Eqn.11.4-3 SDI= 0.50 Eqn.11.44 Ts=Sm/SDs= 0.73 Section 114.6 Site Class D(default) ram*20.3-1 Note:Exception 2 of Section 11.4.8 has been satisfied,therefore site specific geotech report is not Risk Category II Table 1.5-1 required Seismic Force Resisting System A.Bearing Wall Systems 15.Light-Framed(Wood)Walls Sheathed wi Wood Structural Panels Rated for Shear Resistance Seismic Design Category(Short-Period' D Table 11.6-1 Seismic Design Category(1-s: D Table 1142 Seismic Design Category D (controls) R= 6.50 Table 122-1 Co= 3.00 Table 122-1 Ca= 4.00 table 12.2-1 lE= 1.00 Table 1.5-2 CT= 0.02 Table 12.9.2 x= 0.75 Table 128-2 h„= 13 ft Section 12.8.21 T= 0.137 Eqn.12.8-7 k= 1.00 Section 12 6..3 Cu= 1.4 Table 12.9-1 Ts(max)= 0,192 Section 1292 Cs= 0.105 Eqn.12.8.2 T.= 16 Fig.22-13 through 22-17 Cs= 0.563 need not exceed-Eqn.12.8-3812.8-4 Cs= 0.030 char not be less than-Eqn.126-5 8 12.8-6 Cs= 0.105 (comma I`� 00...P .- L00rtzr WSN - 5 s/\JP,l-r, . lo.`3ps. Cp,St > O.I@SGYT Ql 'iry-i 1 .U, `T (Fiis.t YI RooF sicii-T: :1-I(Q' wl—: C. 10.2, sc •C\I2) 4- C1. s{ '/:C' .) -1(TDZ of- (.O.ww 1 Ast) S,. : s c 7 71_: l�ps4- C5� 2/ ) _ 4\ i-)\ CPSStJr1CS, n jF) 11pw,u_ A)L'. ( sf k Do;c�_ .�' > _ A�1Lcol ( i wf C2 C-1/- F °(f E) • . CS ` Ar3 _ D.ta� •• (ilk)��� 1- a-1� -r ) = (.Q t.P�s;, 1,- hr• - '� :- W CAN _DL.S.. W/ =it) ,3 p1F J atProject Name Paris Nail &Spa Vehicle Impact Repair Project# 221172 MILLER laCONSULTING ENGINEERS Location 13599 SW Pacific Hwy#D, Portland, OR Client STOP Restoration 9600 SW Oak St#400 503.246.1250 GSD LPJ 8/11/2022 4 of 6 Portland,OR 97223i miller-se.com By Ck'd Date Page WOOD BEAM DESIGN 2018 National Design Specification for Wood Construction(ASD) Window Header, Strong Axis MEMBER PROPERTIES MEMBER LOADING Copyright 2022©Miller Consulting Engineers,Inc. b= 3.500 in Span = 4.67 ft eu= 5.00 ft d = 7.250 in x1 = 0.00 ft w1 = 1100.0 plf A= 25.38 in2 ' x2= 4.67 ft w2= 1100.0 _plf S= 30.66 in3 Xa= 2.34 ft Pa= 0 lbs I = 111.15 in4 Xb= 0.00 ft Pb= 0 lbs E'l = 177,836 kip-in2 Xc= 0.00 ft Pc= 0 lbs Fb= 900 psi MEMBER ANALYSIS F„= 180 psi M= 2999 lbs-ft Reaction 1 = 2569 lbs E= 1600 ksi V= 1904 lbs Reaction 2= 2569 lbs E„,;„ = 580 ksi TL Afimd=L/ 240 TL A= 0.068 in E'= 1,600 ksi LL Afima=L/ 360 LL A= 0.049 in Fr,= 625 psi %LL = 72.7% Weight= 6.17 lbs/ft MEMBER INPUTS AND ADJUSTMENT FACTOR RB= 8.41 <50, OK Material: Dimensional Lumber Reduction Fb F„ Fel E&Emi, Grade: DF/L No.2 or Better Ct, 1.00 Load Duration: Two Months/Snow Load, CD= 1.15 Co 1.15 1.15 Temperature Factor: DRY T<= 100°F Ct 1.00 1.00 1.00 1.00 Wet Service Factor: Moisture Content Less Than 19% CM 1.00 1.00 1.00 1.00 Incising Factor: Member is not Incised C; 1.00 1.00 1.00 1.00 Repetitive Factor: Member is not Repetitive Cr 1.00 • Cv 1.000 Member Size: 4 x 8 Cr_ 1.30 Number of Plies: 1 Ply CL 0.992 BENDING fb= 1174 psi=M/S M= 2999 lbs-ft Fb'= 1335 psi=FbCdCtCFCMCiCrCLCri, MCAP= 3411 lbs-ft=Fb'S Moment Utilization= 87.9% < 100% OK 2999 lbs-ft<3411 lbs-ft - SHEAR f,= 113 psi=3V/2A 3V/2= 2856 lbs Fv= 207 psi=F CdC(CMC; VcAp= 5253 lbs=F, A Shear Utilization= 54.4% < 100% OK 2856 lbs<5253 lbs DEFL. TL A= U827 F„'= 625 psi =FC.JC,CMC; LL A= L/1137 R1 Min Bearing Width= 1.25 in req'd TL A Utilization= 29.0% < 100% OK R2 Min Bearing Width = 1.25 in req'd LL A Utilization = 31.7% < 100% OK Use 1 Ply of 4 x 8 DF/L No.2 or Better I DL = 15 psf SL= 25 psf trib= 28 ft w= 1100 plf Project Name Paris Nail & Spa Vehicle Impact Repair Project# 221172 ArtMILLER _ CONSULTING ENGINEERS Location 13599 SW Pacific Hwy#D, Portland, OR Client STOP Restoration 9600 SW Oak St#400 503.246.1250 GSD Portland,OR 97223 miller-se.com By Ck'd LPJ Date 8/11/2022 Page 5 of 6 WOOD BEAM DESIGN 2018 National Design Specification for Wood Construction (ASD) Window Header,Weak Axis MEMBER PROPERTIES MEMBER LOADING Copyright 2022©Miller Consulting Engineers,Inc. b= 7.250 in Span= 4.67 ft e„= 4.67 ft d= 3.500 in xl = 0.00 ft w1 = 105.3 _plf A= 25.38 in2 ' x2= 4.67 ft w2= 105.3 plf S= 14.80 in3 Xa= 2.34 ft Pa = 0 _lbs I= 25.90 in4 Xb= 0.00 ft Pb= 0 lbs E'l = 41,446 kip-in2 Xc= 0.00 ft Pc= 0 lbs Fb= 900 psi MEMBER ANALYSIS F„= 180 psi M= 287 lbs-ft Reaction 1 = 246 lbs E= 1600 ksi V= 215 lbs Reaction 2 = 246 lbs E„,in= 580 ksi TL Alin*=L/ 240 TL A= 0.027 in E'= 1,600 ksi LL AGma=L/ 360 LL A= 0.020 in Fa= 625 psi %LL = 72.7% Weight= 6.17 lbs/ft MEMBER INPUTS AND ADJUSTMENT FACTOR RB= 2.60 <50, OK Material: Dimensional Lumber Reduction Fb F„ FC1 E&Emin Grade: DF/L No.2 or Better Cm 1.00 Load Duration: Ten Minutes/Wind&Seismic,CD= 1.6 CD 1.60 1.60 Temperature Factor: DRY T< = 100°F Ct 1.00 1.00 1.00 1.00 Wet Service Factor: Moisture Content Less Than 19% CM 1.00 1.00 1.00 1.00 Incising Factor: Member is not Incised Ci 1.00 1.00 1.00 1.00 Repetitive Factor: Member is not Repetitive Cr 1.00 Cv 1.000 Member Size: 4 x 8 Cr 1.30 Number of Plies: 1 Ply CL 1.000 BENDING ft = 233 psi=M/S M= 287 lbs-ft Fb'= 1872 psi=FbCdCtCFCMC;CrCLCf„ MCAP= 2309 lbs-ft=Fe S Moment Utilization= 12.4% < 100% OK 287 lbs-ft<2309 lbs-ft - SHEAR f„= 13 psi=3V/2A 3V/2= 323 lbs Fv'= 288 psi= F„CdCtCMC; VcAP= 7308 lbs=FVA Shear Utilization = 4.4% < 100% OK 323 lbs<7308 lbs DEFL. TL A= L/2057 Fol'= 625 psi= Fc1CtCMCi LL A= L/2828 R1 Min Bearing Width= 0.125 in req'd TL A Utilization = 11.7% < 100% OK R2 Min Bearing Width = 0.125 in req'd LL A Utilization= 12.7% < 100% OK 'Use 1 Ply of 4 x 8 DF&L No.2 or Better I Utilization (weak+strong axis) Bending: 1.00 < 1.05 (less than 5% over), OK Shear: 0.59 < 1.0, OK Deflection: 0.44 < 1.0, OK (E) 4x8 DF/L #2 BEAM OK EllProject Name Paris Nail &Spa Vehicle Impact Repair Project# 221172 MILLER _ CONSULTING Location 13599 SW Pacific Hwy#D, Portland, OR ENGINEERS Client STOP Restoration 9600 SW Oak St 43400 fi 503.246.1250 Portland,OR 97223 miter-se.com By GSD Ck'd LP-1 Date 8/11/2022 Page 6 of 6