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Specifications itm r( � �C q , 1/360/w( [ � �� ..r • .. .• .. . . . .. . . . 00 . . .. .. . . 00 00 •...i ..• ••• C : .: :: :t1i:2a2415 ... •:• •:• l;lt `Y(i T1GV• BUILDING DIVISION . . ... •. . .. 00 • N t�BRC - TIGARD •0 14411 SW Pacific NWY Tigard, OR 97301 STRUCTURAL CALCULATIONS VLMK Project Number:20150429 Framework Architecture 107 SE Washing St.Ste 250 Portland, OR 97214 10/19/15 S,cRUCTu 4 00 PROFFS ‘ c4‘i I i t- sE/P 4, , ,,- ,„ „„, ,,,,, m. ,KP” EXPIR 741111M 30-2017 t vviLmK Prepared By: Stephen Stenberg,E.I.T. October 19,2015 ENGINEERING + DESIGN •• • • • • •• •• •• • • • • • • • • .• •• • • • • • • •• • • ••• • • • • • • •• •• •• •• •• . • • • • • • Projeq; . .QBRc -Tigqrd • Project Number: 20150429 • •. • • • •. •• Projgct4iddi ss: • :1441 a SVV.Paclic HWY Document: Structural Calculations for • tigard, Or97301 Building Permit •• •• • • •.• •••• • • • •• •.• ••. • • •• • • • • • •:• • TABLE OF CONTENTS Design Outline and Criteria DC-1 thru DC-2 Structural Calculations C-1 thru C-7 DESCRIPTION OF STRUCTURAL SYSTEM The 'OBRC —Tigard' project consists of the addition of signage on the existing building located at 14411 SW Pacific HWY in Tigard, OR. This package includes structural calculations that verify the adequacy of the new signage framing to resist gravity and out of plane loads. • ***LIMITATIONS*** VLMK Engineering + Design was retained in a limited capacity for this project. The design is based upon information provided by the client, who is solely responsible for the accuracy of the information. No responsibility and/or liability is assumed by, nor is any to be assigned to, VLMK Engineering + Design for items beyond that shown in this Structural Calculation Package. Wcad201 S\\0150429\02 Calculotions\20150429-OC.docx 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.corn • .. .. .. • . • • .. Structural Calculations:OBRC-Tigard • •• •• • •• . . .. .. . . . . • . . ... •. •. ••• . . • . • . . . . • • • • . • • • . • •• CODES 2014 Oregon Structural Specialty Code (Based on the 2012 International.iuiltrg Co:et ;.• • • . • ... •.. • . ••• • DESIGN LOADS Dead Loads ..• •.. . • •• •• • • Wall Weights • • • . . ... ... .. . . CFS Signage Wall •▪ ••• • • • • 10•. psf Wind Ultimate Design Wind Speed, Vuit 120 mph Nominal Design Wind Speed, Vasd 93 mph Risk Category II Wind Exposure B Internal Pressure Coefficient GCpi = +/- 0.18 Seismic Seismic Importance Factor, le 1 .0 Risk Category II Mapped Spectral Response Accelerations S, = 0.958 S, = 0.420 Site Class D Spectral Response Coefficients Sds = 0.713 Sd, = 0.443 Seismic Design Category D MATERIALS Structural Steel Metal Studs 18 and 20 Gauge-ASTM A1003 ST33H Fy = 33 ksi 16 Gauge and heavier-ASTM Al 003 ST50H Fy = 50 ksi Wood Framing Wall Sheathing APA Exposure 1, CDX 15/32" min thick fi:cad20151,2015O429\02 Calculafons'20150429-DC.docz 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com 10/16/2015 Design Maps Summary Report USG : b i4n;1'I ps: rimary Report cc- ,i • • • •• • • ••• User-Specified input : : : : : : Report Title OBRC -Tigard •••: „ •••• ,• •, ••• *Fri October 15,201515:11:49 UTC •• • • • • • Building Cade R3fereace DQcumDnt :2012 International Building Code • ••• ••• ••twhich utilizes USGS hazard data available in 2008) „ $jte,Coordipptes 45.41468°N, 122.79176°W • • • • • • • • • • Site Sal t'J ssiliic4tiorC Site Class D - "Stiff Soil" • • • • • • • • • • • Risk category2I/II/III �t�} 500 10m 4 Milwauikie (-in, 'Tigarid op) 0 ‘, JLake Oswego C._ atem+ tt. � cy O N {i Tualatin 0 Aro LlIC / Sherwood pquest m� 02015 MapQuest So data @2015'Op 0 MapQuest USGS-Provided Output SS = 0.958 g SMS = 1.070 g Sos = 0.713 g S1 = 0.420 g SM1 = 0.664 g Sol = 0.443 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. MCER Response Spectrum Design Response Spectrum 1.10 0.72 0.99 0.64 0.89 0.56 0.T7 0.49 Or 0.66 0.40 r tto 0.55 y 0.32 0.44 0.33 0.24 0.22 0.16 0.11 0.09 0.00 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T(sec) Period, T(sec) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the http://ehpl-earthquake.cr.usgs.gov/designmaps/us/summary.php?template=m irrmal&latitude=45.4146758dongitude=-122.791764&siteclass=38,riskcategory=0... 1/2 • . •• S.• • • • • • •• • ••• • •• • • . •. • •• •• • ••• • • • • • • • • •• • •• • •• • • • •• • • • • V L l K Project: OBRC -Tigard uh20150429 i 'SMS 10/1.5 •• 'u C - 2 ,G,ER$N. ..DES GN v4.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. •• •• • •'• •" • •" • • • • •• Wind Loads On Parapets - Components & Cladding : : : : : • • • • • Based on the 2012 International Building Code and ASCE 7-10, Chapter 30, Part 6: Section 30.9 •.. ••• • • •• •• •• • • • • ' • ... ••• •• • • (+)WALL • -� (-)EDGE OR (-)WALL ~� ~� •'(+)� ALL • CORNER ZONE /N PRESSURE ROOF PRESSURE PRESSURE PRESSURE hp ( hp /// /// fi j/, LOAD CASE A LOAD CASE B DESIGN INPUT hp = 23.0 ft Height of Parapet (Above ground, <_ 160 ft.) V„lt = 120 mph Ultimate Wind Speed 3-Second Gust [Figures 26.5-1A, B, &C] B Exposure Category [Section 26.7.3] zg = 1200 ft Nominal Height of Atmospheric Boundary Layer [Table 26.9-1] a = 7.0 3-second Gust-Speed Power Law Coefficient [Table 26.9-1] KZ = 0.701 Velocity Pressure Exposure Coefficient [Table 30.3-1] KZt = 1.00 Topographic Factor [Figure 26.8-1] Kd = 0.85 Wind Directionality Factor [Table 26.6-1] Enclosed Enclosure Classification Based on the Porosity of the Parapet Envelope + GCp, = 0.18 (+) Internal Pressure Coefficient [Table 26.11-1] - GCp, = -0.18 (-) Internal Pressure Coefficient [Table 26.11-1] Load Case A: + GCp = 1.00 (+) Wall External Pressure Coefficient [Figure 30.4-1] - GCp = -2.80 (-) Roof External Pressure Coefficient [Figure 30.4-2 thru 30.4-6] Load Case B: + GCp = 1.00 (+) Wall External Pressure Coefficient [Figure 30.4-1] - GCi = -1.40 (-) Wall External Pressure Coefficient [Figure 30.4-1] ANALYSIS qp = 0.00256KZKZtKdV2 [Equation 29.3-1] qp = 22.0 psf Velocity Pressure Evaluated at the Top of the Parapet p = gp(GCp - GCp;) [Equation 30.9-1] Load Case A Load Case B Pwindward = 25.9 psf Pwindward = 25.9 psf Pressure on Windward Surface Pleeward = -65.4 psf Pleeward = -34.7 psf Pressure on Leeward Surface 333 Ptotal = 91.3 psf Ptotal = 60.6 psf Design Wind Pressure 1 3 Design Wind Pressure, putt = 91.3 psf Load Case A Controls (Ult., 1.0W) 3933 SW Kelly Avenue Paltland,OR 97239 tel: 503.222.4453 fax. 503.248.9263 www.vlmk.com r •• • • • • •• •• •• . ' ' • • • • • • • • • • • •• •• • • V• • • •• • •• • • ••• V L ••• Prn e:: wee• _,1402,4:0 o lob u: zClszyi_ti By: 5M5 Date: /a/I s Sheet#: G� ENGINEERING+DESIGN ••• • ••• • • • • :. • • • •• ••, I - t I.• ••• 5' 67•474%(Of • 1 P') •• ••.. • I • ••• ••• .f.. _: . • • • • • i • -(• • • i i I 1 • • • • • • * • • _ ,...:. .... _ .... .. • • ••. ••4 ••• • • 1 I-'- •• • •`4 (4) ••• • - - 1 *, Belcr W__+. . et fr 3/fp (vu '.S} .v y .3eft. t ASO wAN. .$7.‘,05 • -_._. . 04 ' : 'It , V) w l 74 yC Ass P�j'• li 'r[Srp ' t frvv •B14 ,j(T __T. Pofr i t � ! i✓A&_t :ST..o 3 -.. -35-ejF (1N -. .its;(x- vsg 31,t513>-'/3 Ar. 11'1 0.t:. : f j`E• P rRro xfJvT)' j L . , -i t : 54> I , N W �- i/�`� ;/i 4- t ole ) a°/P4F tr> • • �X= ' ` y8AL . CeS IS . . Pi i -) . 36%,y/1%Z �(2 10')EZ' Tr.', 21a Pi►xsAi. ' Pct • 2>li t Cels fs' 1 t • ysc ...tts2.5 i3> - y3 i.kr 9-y' ..ie. rf6E:.....pler.or+.T b• '(,/ __. ..,_._ ._,/. ___..,. __._.. , ..__.... . _. ___..__ i,__ _ I. .� vsr (t). #1D �Se..� T"T•O /4c>' ...A'Sfi/,, ..... e / (rogx3) .: �. 15 b,4 i3ex .)( .�1r, 2y.:v t i'' , , f I k/= 13f .(2v3.X3) * Q7 . i1rya17' 3933 SW Kelly Avenue Portland,OR 97239 tel: 503.222.4453 fax: 503.248.9263 viww.vlmk.com . - • •• •• •• • • • • •• 000004000 000 00 ••• • • •• • • •• •• C -4 • • • •• • • • • . • Project Name: 20150429 ' ' ' S • Page 1 of 1 Model: Signage Studs Date: 10/19/2015 Code: 2007 NASPEC [AISI S100-2007] Simpson r� S onrg-Tie• ®fDe9lgner�""•1.4.1.0 • • • __•_ • • • • • Reactions and Connegtont.. a•. ... ••• •w• Number of Connectors Required at each Reaction: 1 ... 000 • • 110 •• • .Ni. ®f . . :No.of Sirrjpsc*f: :FZaq'd.. : 2eq'd# • Sttdrtg-lle 's i-e'vs'to.' 12-14 0.87 110.00 Support Reaction (Ib) Connector stud Anchors 73 R1 304.51 No Solutions - - N R2 414.89 No Solutions - - Total Vertical Shear Carried by Connectors(Ib) : 0 Bridging Connectors Design Method=AISI S100 5.67 110.00 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio Span N/A - Top CantiLever N/A - Bending and Shear(Unstiffened): 20.0% Stressed @R2 Bending and Shear(Stiffened): N/A Web Stiffeners Required?: Yes @R1 73 Section : 362S137-43 Single C Stud Fy=33.0 ksi Maxo= 527.0 Ft-Lb Moment of Intertia, I=0.62 inA4 Va=1739.1 lb Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Reactions have been multiplied by 1.0 for opposite load direction for connection design Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 421.5 0.800 421.5 Full 527.0 0.800 0.093 L/732 Top CantiLever 41.6 0.079 26.6 Full 527.0 0.050 0.043 L/482 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 68.0 554.5 0.760 Top CantiLever 0.00 10.4 554.5 0.075 SIMPSON STRONG-TIE COMPANY INC. www.strongtle.com P. - S. • • • • •• .• .• '• . • . • • • • • • • • • • • • • • . • • • •• •. • • C - 5 • • . • •• • • ••• • • • • • • • • • • Project Name 20156429 • • • • • • Page 1 of 1 , Model: Signage Bracing Date: 10/19/2015 ••• •Code: 2007 MSPIEC•AIS•h)().•20.071•• ' •• .• Simpson Strong-Tie®CFS DesignerTM 1.4.1.0 • • • • • • - . • • • • • • • Reactions and Connections 000 1,00 •0 +• I Number of Connectors Required at each Reaction: 1 No.of No.of • . • • • . • • • • ••• ••• Simpson Req'd Req'd# • • • • • • • • • • ... Strong-Tie screws to 12-14 Support Reaction(Ib) Connector stud Anchors R1 0.00 No Solutions - - R2 0.00 SCB43.5 2 Total Vertical Shear Carried by Connectors(Ib) : 0 Bridging Connectors 5 87 Design Method=AISI S100 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio Span N/A - Bending and Shear(Unstiffened): N/A Bending and Shear(Stiffened): N/A Web Stiffeners Required?: No zi 1 Section : 362S137-43 Single C Stud Fy=33.0 ksi Maxo= 527.0 Ft-Lb Moment of Intertia, I=0.62 in^4 Va=1739.1 lb Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Reactions have been multiplied by 1.0 for opposite load direction for connection design Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 0.0 0.000 0.0 None 364.7 0.000 0.000 L/0 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 70.4 554.5 0.000 Combined Bending and Axial Load Details Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr. Span (Ib) KyLy KtLt KL/r (lb-in/in) (in) load(lb) P/Pa Value Span 417.0(c) None None 142 0.0 70.4 1626.5(c) 0.26 0.26 SIMPSON STRONG-TIE COMPANY INC. www.strongtle.com I ' y • •• •• •• • • • • •• • • • • • • • • • • • • • • • V V L M K _ • • •. •. • • • •• •• ...t . . .. . . . • . Project: 48�y 7Z(��� lob#: 2dSO5'Z 7 By: i`'1y ii Q:te: /o�s •••• Sheet#: L ENGINEERING. DESIGN 1 • • • ••• • ••• i •i i S. •• . • • • •• _. ..... - I • , I -:•.. •_••.:.• • • •• • • •• ...... .... , , :• • • • • • • • I • • • • • : .. • • • • •• • • • ••• • I ...... _ - • • • • • • • . I • 1S VIJXPS-- 13#?clo �3e.N-1 • • •••. ••. •• • • ; • - • •._• • • • •._._f j I • ••• • • • • • • •• t 1 t 1 Wto et, E6') o /tilS' • ;..... . 5vF (z� lolBz rvyTJ.l Es r r 7 . 3 2 S SY P wo t3olt�i� i . _ TSE �` '°"") , 1 { 1 ' I • r S i • I • • { • . • 1 I 1 • I I r , : • 3933 SW Kelly Avenue Portland,OR 97239 tel: 503.222.4453 lax: 503.248.9263 www.vlmk.wom Ir k f, •• •• •• • • . •• • •• •• • ' • •• •• • •• •• • •• •• • •• • •• •• - • • • • • • •• •• • • • • • • •• • • ••• • • • •• •• e • •• • Page 1 of 1 Project Name: 2015• 0429 • • . Model: Boxed Beam Date: 10/19/2015 Code: 20d?QIASV C [/fiS:SM-2007:• • Simpson Strong-Tie®CFS DesignerTM 1.4.1.0 •• • • •• • • • ••• • •• • • • a •• •• • . Reactions and Connections • ••• • • ••• • • Number of Connectors Required at each Reaction: 2 `a •": • • • . ` ` `•"" •• • • No.of No.of •1.71. •• .: . • Simpson Req'd Req'd# •• • • j •• •••• : Strong-Tie screws to 12-14 Support Reaction(Ib) Connector stud Anchors R1 580.00 No Solutions - - R2 580.00 SCB411.5 2 2 Total Vertical Shear Carried by Connectors(Ib) : 0 Bridging Connectors 14.50 80.00 Design Method=AISI S100 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio Span N/A - Bending and Shear(Unstiffened): 21.1% Stressed @R2 Bending and Shear(Stiffened): N/A Web Stiffeners Required?: Yes @R1,R2 Section : (2) 1200S162-54 Boxed C Stud Fy=50.0 ksi Maxo= 9552.2 Ft-Lb Moment of Intertia, I=28.60 in^4 Va=2754.7 lb Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Reactions have been multiplied by 1.0 for opposite load direction for connection design Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 2102.5 0.220 2102.5 24.0 9552.2 0.220 0.066 L/2635 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com