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V a©a ) 0 )"- 7/es SA-x1o/3tlie-4 St, 2_ APPROVED OFFICE ,+COP i >! annum REVISION 2�1 NORTHPOINT TENANT IMPROVEMENT 7185 SW Sandburg St Tigard, OR 97223 STRUCTURAL CALCULATIONS VLMK Project Number:20210210 LRS Architects 720 NE Davis,Suite 300 Portland, OR 97209 06/16/2021 PRO,cFS c; F 'o ct 793 ON �< 01 18 2 �b� c A eyNo�� EXPIRES: 12/31/2021 Prepared By: Jeremy Ulibarri, EIT Emma Olds, EIT yr June 18,2021 ENGINEERING + DESIGN 3933 S Kelly Avenue Portland,OR 97239 tel:503.222.4453 VIMK.COM Structural Calculations:NorthPoint Tenant Improvement DC- 1 Project: North Point Tenant Improvement Project Number: 20210210 Project Address: 7185 SW Sandburg St Document: Structural Calculations for Tigard, OR 97223 Building Permit TABLE OF CONTENTS Design Outline and Criteria DC-1 thru DC-3 Structural Calculations C-1 thru C-36 DESCRIPTION OF PROJECT This 'NorthPoint Tenant Improvement' project consists of the following at the existing building located at 7185 SW Sandburg St, Tigard, OR 97223. The primary scope items for this project include: • Alteration of east stair tower • Addition of canopy around second floor main entry • Upgrade a portion of second floor gym framing (see plan for extent of upgrade) • Replacement of existing site railing work ***LIMITATIONS*** VLMK Engineering + Design was retained in a limited capacity for this project. 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. G*ad2021\20210210\Calculations\Structurat\20210210 DC.docx Structural Calculations:NorthPoint Tenant Improvement DC•2 CODES 2019 Oregon Structural Specialty Code (Based on the 2018 International Building Code) DESIGN LOADS Live Loads Roof Snow Load Flat Roof Snow Load, Pr 25 psf Snow Exposure Factor, Ce 1 .0 Snow Load Importance Factor, IS 1 .0 Thermal Factor, C, 1 .0 Snow Drift As Required Floor Loads Fitness Area 100 psf Dead Loads Existing Roof Total Roof Load 15.0 psf Roof Roofing (new and future) 4.0 psf Insulation 1 .5 psf Sheathing (5/8" plywood) 1 .8 psf Sub-purlins (max 3x6 at 24" o.c.) 1 .2 psf Joists 3.0 psf Girders 1 .0 psf Mechanical and Electrical 1 .0 psf Miscellaneous 1 .5 psf Total Roof Load 15.0 psf Existing Floor Total Floor Load 15.0 psf Wall Weights Wood-Stud Exterior Walls 15 psf Stud Partition Walls 10 psf G cad2021\20210210\ alculations\Structuran20210210 DC.docx Structural Calculations:NorthPoint Tenant Improvement DC-3 Wind Basic Design Wind Speed, V (3-sec gust) 96 mph Nominal Design Wind Speed, Vasd 76 mph Risk Category II Wind Exposure B Internal Pressure Coefficient GCp, = +/- 0.18 Seismic Location Latitude 45.4218969 Longitude -122.7515848 Seismic Importance Factor, le 1 .0 Risk Category II Mapped Spectral Response Accelerations Ss = 0.861 Si = 0.393 Site Class D Spectral Response Coefficients Sds = 0.689 Sdi = 0.50 Seismic Design Category D Basic Seismic force resisting system(s) Light Frame (Wood) Walls Sheathed with Wood Structural Panels Seismic Response Coefficient(s) Cs = 0.106 Response Modification Factor R = 6.5 Overstrength Factor S20 = 2.5 Deflection Amplification Factor Cd = 4.0 Analysis Procedure Used Equivalent Static Component Anchorage Factors a R Ip S2a Typical Architectural Elements 1 .0 2.5 1 .0 2.0 SOILS Prescriptive values used per 2019 OSSC Table 1806.2 Allowable Soil Bearing Pressure 1 ,500 psf G NAcad2021\2021021Kalculations\Structural\20210210 DC.docz V i V L M K project. NorthPoint TI Job# 20210210 Bi• JAU Date: 07/2021 sheet u:C-31 ENGINEERING + DESIGN Railing Anchorage LR:=50 lb Horizontal load on railing ft En as S:=5 ft Spacing of rail posts rii P:=LR•S=250 lb Point load at top of railing 1-- 1:;' T:= P•3.83 ft =1915 lb Tension force in anchor `ir' 6 in Use 3/8" Dia. x 4" embed epoxy anchor Adhesive ratio: 92.2% Specified fastener is sufficient to resist given loads (See Anchor Designer below) Steel plate design Mmax:=P•3.5 in=72.9 lb.ft Max moment in steel plate Use 3/8" thick bent plate y: 3 16 in Distance from neutral axis to extreme fiber 3 I:= 3 in•(0.375 in) =0 01318 in4 Moment of inertia 12 ab:= M ax• lb =12444 Bending stress in plate in2 allow'=0.66.50 ksi=33000 lb Allowable bending stress (Tallow>CTb OK Specified member is sufficient to resist given loads .„. , yM 3933 SW Kelly Avenue Portland,OR 97239 tel: 503.222.4453 fax: 503.248.9263 www.vImk.com SIMPSON Company: C-32 Anchor Designer p y' Date: 6/2/2021 Engineer: Jeremy Ulibarri, EIT Page: 1/5 Stro Tie Software Project: NorthPoint TI Version 2.9.7376.0 Address: Phone: E-mail: 1.Proiect information Customer company: Project description:Railing Anchorage Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete:Normal-weight Units: Imperial units Concrete thickness,h(inch):6.00 State: Cracked Anchor Information: Compressive strength,f' (psi):2500 Anchor type: Bonded anchor 4'e,v: 1.0 Material: F1554 Grade 36 Reinforcement condition:B tension, B shear Diameter(inch):0.375 Supplemental reinforcement:Not applicable Effective Embedment depth, her(inch):4.000 Reinforcement provided at corners: No Code report: ICC-ES ESR-2508 Ignore concrete breakout in tension:No Anchor category:- Ignore concrete breakout in shear:No Anchor ductility:Yes Hole condition: Dry concrete hr,,,,,(inch):5.88 Inspection:Continuous cac(inch):8.65 Temperature range,ShorULong: 150/110°F Cm (inch): 1.75 Ignore 6do requirement: Not applicable Sm (inch):3.00 Build-up grout pad: No Base Plate Length x Width x Thickness(inch):3.00 x 3.00 x 0.25 Recommended Anchor Anchor Name:SET-XP®-SET-XP w/3/8"0 F1554 Gr.36 Code Report: ICC-ES ESR-2508 t Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Sur•.nson St=ong tie Company In,: 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 111111161, SIMPSON Anchor DesignerT"" Company: Date: 6/2/2021 C-33 Engineer: Jeremy Ulibarri, EIT Page: 2/5 Strong-Tie Software Project: NorthPoint TI Version 2.9.7376.0 Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination: not set Seismic design:Yes Anchors subjected to sustained tension:No Ductility section for tension: 17.2.3.4.3(d)is satisfied Ductility section for shear: 17.2.3.5.3(c)is satisfied Co factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads:Yes Strength level loads: N.[lb]: 1915 Vua, [lb]:0 Vuay[lb]:0 M.[ft-lb]:0 May[ft-lb]:0 <Figure 1> 1915 lb O lb 0 ft-Ib Olb , j X 0 ft-lb I I i ++I Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 'Simpson Strong Tie Company li,r 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 1 ..• aauuaarauuawaawaeu a .u:atnuaei:tJBauuascu.tawaaaaauuauauau.e:.uaukawu c+.....uauaaaalauaetsusaaauHuaauuatuauu.aau.s��,., SIMPSON Anchor DesignerTM Company: Date: 6/2/2021 C-34 Engineer: Jeremy Ulibarri, EIT Page: 3/5 Tie Software Project: Strong- NorthPoint TI Version 2.9.7376,0 Address: Phone: E-mail: <Figure 2> 3OO 0 i LC) ts }rg§� t d{3 toa ta'i t �t 4 tb j,a tt{ts S, t. a t h v SA t 3 § f ygl,d t,� �Q �' 'i�{ `i'i;ts4 litil "11tt{y}$[3t}trttt a#'.' 11 SF'?i "?' ti1t Sppa it � 9 } r €t 1y},ktpSYt(a! rl dd i.; "'4�,s teats ''S-s ` fl� '-s t'S&� `ix&i t�:t" ''' ''' ' z ` a S.=..a tit I 1 i i Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strung?Ie Ccrnpa,y Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com an C-35 Company:SIMPSON Anchor DesignerTM p y: Date: 6/2/2021 Engineer: Jeremy Ulibarri, EIT Page: 4/5 Strong-Tie Software Project: NorthPoint TI Version 2.9.7376.0 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(lb) V.(Ib) Voey(Ib) 11(V°ax)2+(V,ay)2(Ib) 1 1915.0 0.0 0.0 0.0 Sum 1915.0 0.0 0.0 0.0 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(lb): 1915 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 i X }/ 4.Steel Strength of Anchor in Tension(Sec.17.4.1) Nsa(Ib) 0 ONsa(Ib) 4525 0.75 3394 5.Concrete Breakout Strength of Anchor in Tension(Sec.17.4.2) Nb=kc2agPchor'S(Eq. 17.4.2.2a) kc /,a f'c(psi) her(in) Nb(Ib) 17.0 1.00 2500 4.000 6800 0.750Ncb=0.750(ANc/ANco)Y'ed,NTc,N Vcp,NNb(Sec. 17.3.1 &Eq. 17.4.2.1a) ANc(in2) ANco(in' ca,min(in) V'ed,N Vc,N gcp,N Nb(Ib) 0 0.750Ncb(Ib) 114.00 144.00 3.50 0.875 1.00 1.000 6800 0.65 2296 6.Adhesive Strength of Anchor in Tension(Sec. 17.4.5) Tk,cr=Tk,crfshort-termKsaiaN.seis Tk,cr(psi) fshort-term Ksat IXN.seis rs,cr(psi) 595 1.72 1.00 1.00 1023 Nba=A arcrirdaher(Eq. 17.4.5.2) A a Tcr(psi) da(in) her(in) Nba(lb) 1.00 1023 0.38 4.000 4823 0.750Na=0.750(ANa/ANao)f'ed,Na 1 cp,NaNbe(Sec. 17.3.1 &Eq. 17.4.5.1a) ANa(in2) ANco(in2) CNa(in) Ca,min(in) Ped,Na TP,Na Nao(Ib) 0 0.750Na(lb) 62.67 67.73 4.11 3.50 0.955 1.000 4823 0.65 2078 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor Designer TM Company: Date: 6/2/2021 C-36 Engineer: Jeremy Ulibarri, EIT Page: 5/5 Strong-TieSoftware Strong Project: NorthPoint TI Version 2.9.7376.0 Address: Phone: E-mail: 11.Results 11. Interaction of Tensile and Shear Forces(Sec.D.7)? Tension Factored Load, N.(Ib) Design Strength,0N%(Ib) Ratio Status Steel 1915 3394 0.56 Pass Concrete breakout 1915 2296 0.83 Pass Adhesive 1915 2078 0.92 Pass(Governs) SET-XP w/3/8"0 F1554 Gr.36 with hef=4.000 inch meets the selected design criteria. 12.Warnings -When cracked concrete is selected,concrete compressive strength used in concrete breakout strength in tension,adhesive strength in tension and concrete pryout strength in shear for SET-XP adhesive anchor is limited to 2,500 psi per ICC-ES ESR-2508 Section 5.3. -Per designer input,ductility requirements for tension have been determined to be satisfied—designer to verify. -Per designer input,ductility requirements for shear have been determined to be satisfied—designer to verify. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpso!:SLong7ie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com FOR OFFICE USE ONLY-SITE ADDRESS: This form 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 Tigard • COMMUNITY DEVELOPMENT DEPARTMENT i II Transmittal Letter I.I GA It II 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • v,ww_tigard_9r.gc v TO: DATE RECEIVED: DEPT: BUILDING DIVISION RECEIVED FROM: David Brookings NOV 1 221 COMPANY: Bremik Construction Inc. CITY OF !IGARD PHONE: 971-712-4632 ti t,►(t D1!�G DIVISION.,, RE: 7185 SW Sandburg St, Suite 200, Tigard, OR 97223 BUP2021-00176 (Site Address) (Permit Number) Northpoint Wealth Management (Project name or subdivision name and lot number) ATTACHED ARE THE FOLLOWING ITEMS: Copies: Description: Copies: Description: Additional set(s)of plans. Revisions: Cross section(s) and details. Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. 3 Engineer's calculations. Other(explain): REMARKS: Deferred submittal for exterior handrails 4f1cc- 0 0 (--) FOR OFFICE USE ONLY Routed to Permit Technician: Date: Initials: Fees Due: ❑Yes [J No Fee Description: Amount Due: ah Frog ;hs $ )O Plc. revct $ js50 . 3 Cr— $ Special $ j60 , 3E 1 Instructions: Reprint Permit(per PE): ❑Yes [No ❑Done Applicant Notified: 2-------Date: // /jç/� j Initials: 1:\BuildineFormAllansmittalLeder-Revisions 061316.doc