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Specifications (20) Structufo &cuiatims:Vson-oaks DC- 1 Project: Visionworks Project Number: 20170292 Project Address: 10104 SW Washington Square Road Document: Structural Calculations for Portland, Oregon 97223 Building Permit TABLE OF CONTENTS Design Outline and Criteria DC-1 thru DC-4 Facade Framing Design F-1 thru F-4 4 G\4ccd2017\20170292\P2 CrilcuiationN°170292'Osionliorks DC.dcxx 3933 SW Kell,/Avenue Pan-A,OR 972:39 ter S03.222.453 fax: 503.248.9263 viww.vimk.an DC 2 CODES 2014 Oregon Structural Specialty Code (Based on the 2012 International Building Code) DESIGN LOADS Live Loads Roof Snow load Flat Roof Snow Load, Pf 25 psf Snow Drift As Required Dead Loads Wall and Roof Weights Stud Exterior Walls and Roof 12 psf Wind Ultimate Design Wind Speed, Veit 120 mph Nominal Design Wind Speed, Voss 93 mph Risk Category II Wind Exposure B Seismic Location Latitude 45.447 Longitude -122.779 Seismic Importance Factor, le 1 .0 Risk Category II Mapped Spectral Response Accelerations Ss = 0.977 Si = 0.425 Site Class D Spectral Response Coefficients Sas = 0.723 Sdi = 0.446 Seismic Design Category D SOILS Allowable Soil Bearing Pressure 1,500 psf n � o 20 NO1702942 aticulutionNtil 10292 Visionworks Dileiacx 3933 SW Kelly .....o., Pordorid,Ci 97239 tel:503.2224453 fox.503.248 921,3 {.corn S':' . WO;'Ks MATERIALS Concrete Footings f I, = 3,000 psi Reinforcing Steel ASTM A615 Gr. 60 Fy = 60 ksi Structural Steel Metal Studs 18 and 20 Gauge - ASTM Al 003 F = 33 ksi ST33 H 16 Gauge and heavier- ASTM A1003 Fy = 50 ksi ST50H Drilled Anchors Concrete Adhesive Anchors Simpson SET-XP Epoxy Adhesive Anchor ICC ESR-2508 Simpson AT-XP Adhesive Anchor IAPMO ER-263 Hilti HIT-RE 500-SD Adhesive Anchor ICC ESR-2322 Hilti HIT-HY 200 Adhesive Anchor ICC ESR-3187 Concrete Drilled Anchors t Simpson Strong-Bolt 2 Wedge Anchor ICC ESR-3037 Hilti Kwik Bolt TZ Anchor ICC ESR-1917 Concrete Screw Anchors Simpson Titen HD Screw Anchor ICC ESR-2713 Hilti Kwik HUS-EZ Screw Anchor ICC ESR-3027 \\cad2O17',2CI7C292,U2 cr.icton '1!;70292 Vision orkc , 393 SW die .,nu ^F.ni OR 97239 -c 003.222.4453 fox:503 248.9263 www.vinik.com Li • Ll Design Maps Summary Report -User-Specified Input .. Report Title Visionworks Building Code Reference Document 2012/2015„ ,, International [3 u7,iiidi,ngor,d:,,,,,i,s., ot.....,.u-„,,,,,...... , 90W Site Coordinates 45.447°N, 122.77 Site Soil Classification Site Class D - "Stiff Soil” Risk Category I/II/III . 1,,,,---,-,',fts.-.;,-,-,.-,.--;'::•?':::t -""Z44 ,,'r---,4,41,k, ,. ‘.,..4-. .',,, ,-,-,,,r-,,,--,-,_,-,,r-,•;---.---i:".,"$- p --`-`'N,„,,, - ' ''' '74‘'''' ° .. .,, ---.. ''''',,,,,,,:,-,,, ''' '' ...4. --4 qiiishoct '.', ',.,z.-,,,,,,,,, ,--.'2,,,,,,,,,.; ::" ,t,,orilittil '''''' ', ''' '''''''''':''''''''','',''ft'..,tr 1-: 'i("'. "'"`"--7,, ..---P----, --- -----`'.------,4„-.4.-5-4 rton ,..-.,--- .--, -.--.-<.-„„ 1 g,. . . -,„,;....,,,,,„-----1.k:t-, ty,- „ „,. ,,,,... „n --;,„,,„..‘, ,,,..., , ,N.N, „. .,, ,,,,,.,.,....„)..ilt - ,,: ,. iti'l .• ,..,,,.•.- '- -,7 '-- •::1,'''' '1:::;:: .e4f.t:'' ,''''''''''' ., 14... ' ‘2.:',' •,• '''-.,-',, -,7 '' '' t:..,,,,e ''''#g'‘%, . ;::•': '''''''SN 1' r-t''' - ':,;:.: '''-f'\"- 4 ' ''''f''''-: '''''''''Th' ' ::', ' ' ''"?..t A.c,i_‘--,-.4"'''--'4t ,-go t-i' --'--.---,,, ',-'.: ,- '4,,,• t 'pp .' .' ,k--. . N-11 ''': : ifeiwtroa ----''' !-: ''-'--, ,-.. ,----,‘,:,-:',-:-.7- * - ''' 4,'f . A• '.‘., .r ' kA, ,:.=-,,.,..,,%-- ..-\1,1.0.4.4--, - -- - USGS-Provided Output S = 0,723 g sms = 1,084 g 55 = 0.977 g s S = 0,446 g smi = 0.669 g l = 0.425 g For information on how the 55 and Si values above have been calculatreedfrnonmsep,rpolabaasbeilirsetticuri(nristnk-ttnaergaeptepdli)daatniddn and determinist ic ground motions in the direction of maximum horizontalresponse, select the"2009 NEHRP" building code reference document. L- .,1 -) .L.le,i,:i1,....„..ts.,;,,,"•,- e 1 'i•-••3.,..' 2 ',..'C ',4`.,":,,t„,,--,,,--,',f,-,;...:„.,„,r' 1s2',..','„„--- ,:*,7•, 9 , -- •,..*., 41„' -„ tic 'hs r.f.; .._:‘:,..,-,,,,,,s r P, ',..,cd,‘,71,,,,S..1n, >f,itr!lil.,,{!t,),1,(-'-'...'•:.., ;:s"--`ieroc:oc,:dc.ia! S:,!,,i,::::!,,,vv:',,,:ocn,', ,6ee;',2,''uciti\e2;,:lar::'!e:';',„::rxr:r:res1:Z.IQgfri.:„.irlfr''''''''''' ..3'''''''''''''''''ll''' t a surls,€tt,LA.-,,, ,. ,,-„,, ,,,-,,,,y,,..-..f.':,h,-..., u-z-:,,i::t„,u1 ,....11--,:i,.„,t, t.:, , 1 VVLMK Project: Vislonworks Jab#: 20170292 By: KDR Date: 05/17 Sheer#: F- ENGINEERING+DESIGN * v3.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. _ ...tarmac 12,, maammrammmtdomm Damao naptamomouvaxam* Me+-.Q.v.,. smu ea..,s , .....,... Wind Loads - Components and Cladding f Based on the 2012 International Building Code and ASCE 7-10, 30.5 (Part 2: Low-Rise Buildings - Simplified) I V,1t = 120 mph `Ultimate Wind Speed 3-Second Gust [Figure 26.5-1A, B, & C] B Exposure Category [Section 26.7.3] I II Risk Category (II), (I), or (III and IV) [IBC Table 1604.5] Ka = 1.00 Topographic Factor [Figure 26.8-1] Roof Slope = 0 to 7 Degrees Effective Area = 20 sf Span Length x Eff. Width (not less than Span Length/3) Load Factor = 0.6 Ultimate = 1.0W, ASD = 0.6W Design Wind Pressure: Pnet = AK ztPnet3o [Equation 30.5-1] Wall Loads: (0.6W ASD LEVEL) Height Adjustment Wall - Interior Zone 4 ? Wall - End Zone 5 (ft) A (Psf) (psf) 15 1.00 E 14.8 -16.1 14.8 1 -19.4 20 1.00 14.8 r -16.1 z 14.8 -19.4 25 « 1.00 14.8 -16.1 E 14.8 -19.4 30 I 1.00 14.8 -16.1 14.8 -19.4 35 1.05 15.6 -16.9 15.6 -20.4 40 1.09 16.2 i -17.6 3 i } 16.2 � -21.2 II 45 1.12 16.6 -18.1 16.6 -21.8 50 1.16 17.2 -18.7 17.2 -22.6 55 1 1.19 1 17.6 -19.2 17.6 -23.1 60 ' 1.22 18.1 -19.7 ,. ... 18.1 -23.7 Roof Loads: (0.6W ASD LEVEL ) Height 3 Adjustment Roof- Interior Zone 1 i Roof- End Zone 2 Roof- Corner Zone 3 _ _ (ft) _ _ _.. A (:psf) (Psf) sf 15 1.00 ! 9.6 -15.1 9.6 -23.3 ` 9.6 ' -32.5 20 1.00 9.6 -15.1 9.6 i -23.3 9.6 i -32.5 25 1.00 9.6 -15.1 9.6 s -23.3 9.6 -32.5 30 i 1.00 9.6 -15.1 f 9.6 1 -23.3 9.6 -32.5 35 1.05 9.6 -15.9 ( 9.6 -24.4 9.6 € -34.1 40 1.09 9.6 -16.5 9.6 -25.4 9.6 -35.4 35 4 45 i 1.12 9.6 -16.9 9.6 -26.1 9.6 -36.4 50 1 1.16 } 9.6 € -17.5 9.6 -27.0 I 9.6 -37.7 55 � 1.19 9.6 -18.0 i 9.6 -27.7 9.6 -38.7 .. .. ... I 60 I 1.22 ! 9.6 -18.4 9.6 -28.4 9.6 -39.7 Notes: 1.) Loads shown may be governed by Minimum Wind Design Loads per Section 30.2.2. 3, ,♦ 2.) Presures shown are applied normal to their respective surfaces. 3.) Plus and minus signs signify pressures acting toward (+) and away (-) from the surfaces. 1 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222A453 fax 503.248.9263 wsw.vlmk.com "ICa� ClarkWestern Building Systems CW Tech Support: (888) 437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 5/16/2017 Facade Wall SECTION DESIGNATION: 6005162-43 [33] Single Input Properties: Web Height= 6.000 in Design Thickness= 0.0451 in Top Flange= 1.625 in Inside Corner Radius = 0.0712 in Bottom Flange= 1.625 in Yield Point, Fy = 33.0 ksi Stiffening Lip = 0.500 in Fy With Cold-Work, Fya = 36.3 ksi Punchout Width = 1.500 in Punchout Length = 4.000 in Wall Solver Design Data-Simple Span Wall Height 16.00 ft Deflection Limit L/360 Lateral Pressure 16.10 psf Axial Load 100 lb Stud Spacing 16.0 in Check Flexure Load Multiplier for Flexural Strength = 1.00 Input Flexural Bracing: Mid-Pt Cb = 1.30 Me = 1446 Ft-Lb My= 2123 Ft-Lb 0.56 My < Me < 2.78 My Mc= 1397 Ft-Lb Sc/Sf= 1.00 4 Mmax = 687 Ft-Lb <= Ma = 837 Ft-Lb Check Deflection Deflection Limit: L/360 Load Multiplier for Deflection = 1.00 Maximum Deflection = 0.463 in Deflection Ratio = L/414 Check Shear Vmax = 172 lb(Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va = 1416 lb >= Vmax Check Web Crippling Rmax = 172 lb (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Ra = 259 lb >= Rmax, stiffeners not required Check Axial Interactions P= 100 lb (Including Axial Load Multiplier) Axial Loads Multiplied by 1.00 for Interaction Checks Max unbraced length, KyLy and KtLt = 96.0 in Max KL/r= 167 Allowable Pure Axial Load, Pa = 1568 lb :Axial Load Ratio, P/Pa = 0.064 K-phi for Distortional Buckling = 0 lb*in/in I P/Pa <=0.15 Therefore, Check Equation C5.2.1-3 Equation C5.2.1-3 = 0.885 <=1.0 F-3 ClarkWestern Building Systems CW Tech Support: (888)437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 5/16/2017 Facade Wall Headers (Vertical) SECTION DESIGNATION: 8005162-54[50] (2) Boxed Input Properties: Web Height = 8.000 in Design Thickness = 0.0566 in Top Flange= 1.625 in Inside Corner Radius = 0.0849 in Bottom Flange = 1.625 in Yield Point, Fy = 50.0 ksi Stiffening Lip = 0.500 in Fy With Cold-Work, Fya = 50.0 ksi Punchout Width = 1.500 in Punchout Length = 4.000 in Header/Beam Solver Design Data-Simple Span Header/Beam Span 14.50 ft Deflection Limit L/360 Dead Load = 150.0 lb/ft DL Multiplied by 1.00 for Strength Checks Check Flexure Input Flexural Bracing: None Cb = 1.14 lyy(Box) = 2.571 inA4 J (Box)= 6.540 inA4 Lu = 671.1 in fit Mmax = 3942 Ft-Lb <= Ma = 6132 Ft-Lb Check Deflection Deflection Limit: L/360 Maximum Deflection = 0.449 in Deflection Ratio= L/388 Check Shear Vmax = 1088 lb(Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va =4183 lb >=Vmax Check Web Crippling Rmax = 1088 lb(Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Ra = 1149 lb >= Rmax, stiffeners not required ClarkWestern Building Systems CW Tech Support: (888)437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 5/16/2017 Facade Wall Headers (Lateral) SECTION DESIGNATION: 600T150-54 [50] (2) Boxed Input Properties: Web Height= 6.198 in Design Thickness = 0.0566 in Top Flange= 1.500 in Inside Corner Radius= 0.0849 in Bottom Flange = 1.500 in Yield Point, Fy = 50.0 ksi Fy With Cold-Work, Fya = 50.0 ksi Header/Beam Solver Design Data- Simple Span Header/Beam Span 14.50 ft Deflection Limit L/360 Dead Load = .0 lb/ft DL Multiplied by 1.00 for Strength Checks Wind Load = 65.0 lb/ft WL Multiplied by 1.00 for Strength Checks WL Multiplied by 1.00 for Deflection Checks Check Flexure Flexural Bracing: Full Mmax = 1708 Ft-Lb <= Ma = 3040 Ft-Lb & Ma(distortional) = 3040 Ft-Lb K-phi for Distortional Buckling = 0 lb*in/in Check Deflection Deflection Limit: L/360 Maximum Deflection = 0.455 in Deflection Ratio = L/382 Check Shear Vmax = 471 lb (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va = 5457 lb >=Vmax Check Web Crippling Rmax = 471 lb (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Ra = 887 lb >= Rmax, stiffeners not required