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Permit s �� rf At ��• l City of Tigard • COMMUNITY DEVELOPMENT rM A'R MENT k1 � ED 2 Request for Permit Action MAY 2 8 2020 I l_i G A R n 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503-718-2439 • www.tigard-o y r TIGARD j ' ' R DIVISION TO: CITY OF TIGARD Building Division 13125 SW Hall Blvd.,Tigard, OR 97223 Phone: 503-718-2439 Fax: 503-598-1960 TigardBuildingPermits@tigard-or.gov FROM: ❑ Owner igifApplicant [ Contractor ❑ City Staff Check(/)one REFUND OR Name: INVOICE TO: (Business or Individual) Melissa Cobb-MCG Architecture mcobb@mcgarchitecture.com Mailing Address: 7100 East Pleasant Valley Road, Suite 320 City/State/Zip: Cleveland, OH 44131 Phone No.: 216.520.1551 PLEASE TAKE ACTION FOR THE ITEM(S) CHECKED (✓): V CANCEL/VOID PERMIT APPLICATION. ❑ REFUND PERMIT FEES (attach copy of original receipt and provide explanation below). ❑ INVOICE FOR FEES DUE (attach case fee schedule and provide explanation below). Permit#: BUP2020 - 00095 Site Address or Parcel #: 9589 SW Washington Square Rd. Project Name: Apple Subdivision Name: Lot #: EXPLANATION: Apple has decided to no longer move forward with the video wall upgrade for this location. This will cancel all work associated with the Permit# noted above including mechanical Nj ,-.4_,n.N • /42.4.7../ 726-7//E J L-c?' 1.-o-r Aefex— Tz ('ditit/G Er -i '-.J i 4 e704 ` Signature: Date: 5/28/2020 Print Name: M Il i a CIbb- MC41" ite ure Refund Policy 1. The city's Community Development Director,Building Official or City Engineer may authorize the refund of: • Any fee which was erroneously paid or collected. • Not more than 80%of the application or plan review fee when an application is withdrawn or canceled before review effort has been expended. • Not more than 80%of the application or permit fee for issued permits prior to any inspection requests. 2. All refunds will be returned to the original payer in the form of a check via US postal service. 3. Please allow 3-4 weeks for processing refund requests. /0O7-- G.$fe - 2 Route to Sys Admin: Date By Route to Records: Date 2/ By Refund Processed: Date IV Difka,Q) Invoice Processed: Date By Permit Canceled: Date By�(lf�j Parcel Tag Added: Date By I:\Building\Forms\ReqPermitAction_ 20518. oc �3i1 Building Permit Application Zd ' Commercial FOR OFFICE 1 SF ONI.l RECEIV D � City of Tigard Date/By:Received / �O /�l.�G) 40 Permit Ngj ,20,20 rtr0 - 't 13125 SW Hall Blvd.,Tigard,OR 97223 MAR 3 1 201E Plan Revie�.J I 1 II Phone: 503-718-2439 Fax: 503-598-1960 Date By: y �' I Related Permit: TIGARD Inspection Line: 503-639-4175 CITY OF TIGARD Date Ready/By: { 7/� Jurs: See Page 2 for Internet: www.tigard-or.gov Notified Method:✓ � ��/V I Supplemental Information BUILDING DIVISION /974-b-A. Vie+-STi,v4 TYPE OF WORK REQUIRED DATA:1-AND 2-FAMILY DWELLING 0 New construction ❑Demolition Permit fees*are based on the value of the work performed. Indicate the value(rounded to the nearest dollar)of all 0 Addition/alteration/replacement ❑Other: equipment,materials,labor,overhead,and the profit for the CATEGORY OF CONSTRUCTION work indicated on this application. ❑ 1-and 2-family dwelling N.Commercial/industrial Valuation: $ ❑Accessory building 0 Multi-family Number of bedrooms: El Master builder El Other: Number of bathrooms: JOB SITE INFORMATION AND LOCATION Total number of floors: Job site address: 50 1„(ce51,,,k S}tl,. 51- New dwelling area: square feet City/State/ZIP: Ti Wc)? 6/a r 7 L 23 Garage/carport area: square feet Suite/bldg./apt.#: P5091 Project name: A ,1 e Covered porch area: square feet Cross street/directions to job site: Deck area: square feet `,r Other structure area: square feet REQUIRED DATA:COMMERCIAL-USE CHECKLIST Subdivision: I Lot#: Permit fees*are based on the value of the work performed. S Tax map/parcel#: Indicate the value(rounded to the nearest dollar)of all equipment,materials,labor,overhead,and the profit for the fey;" DESCRIPTION OF WORK work indicated on this application. # 1 r; r- Valuation: $ COOIOQ6, Jo T-ent,v,� I co* c r.i/ chi /eleri,,c,/ / .J ¢(re Ccc I Uv.lr Existing building area: (.1 square feet t4 New building area: square feet [It PROPERTY OWNER ❑ TENANT Number of stories: j Name: £1,`C FL nn'' Type of construction: ,`_13 Address: IIVg id. 74,4'dr✓l C1vt) Occupancy groups: A _ Mercfvt1.AL City/State/ZIP: Existing:m ��t� i2. � � g: t; ' Phone:(&c2 ) e1 5 3- 62,00 Fax:( ) New: la't;' IS APPLICANT fig CONTACT PERSON BUILDING PERMIT FEES* Business name: 7 f (Please refer to fee schedule) ,: ( ;tti �d act; Structural plan review fee(or deposit): /„P-44,. {p'7 Contact name: )us}i y, \i-,` V,t,t- / I FLS plan review fee(if applicable): J Address: 6 y,3.:1St i7 \la . 5,.k 4e- 3 City/State/ZIP: „y\./ i(`s, (A `i d 2,1 k Total fees due upon application: N" Phone:(5$q ) 43e•2 —82 5 Fax::( ) Amount received: l\ PHOTOVOLTAIC SOLAR PANEL SYSTEM FEES* E-mail: ,J,"i�;tt 6 F c:n1 I Jr ,a/L/i Su ri.C. r--, Commercial and residential prescriptive installation of CONTRACTOR roof-top mounted Photo Voltaic Solar Panel System. Business name: 1-l� Submit two(2)sets of roof plan with connection details and fire department access,along with the 2010 Oregon Address: Solar Installation Specialty Code checklist. City/State/ZIP: Permit fee(includes plan review $180.00 and administrative fees): Phone:( ) Fax:( ) State surcharge(12%of permit fee): $21.60 CCB Lic.: Total fee due upon application: $201.60 Authorized signatur This permit application expires if a permit is not obtained within 180 days after it has been accepted as complete. Print name: 472,,,da/ �J F�bI ��`�� Date: 3/Z��ZQ * Fee methodology set by Tri-County Building Industry Service Board. I:\Building\Permits\BUP_COM_PennitApp.doc Rev.04/21/2014 440-4613T(11/02/COM/WEB) City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT Accessibility: Barrier Removal Improvement Plan Commercial & Multi-Family - Additions or Alterations T 1 G A R D 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov REQUIREMENT: OREGON REVISED STATUTE (ORS) 447.241. (1) Every project for renovation,alteration or modification to affected buildings and related facilities shall be made to insure that the path of travel to the altered area and the restroom, telephones and drinking fountains are readily accessible to individuals with disabilities unless such alterations are disproportionate to the overall alterations in terms of cost and scope. (2) Alterations made to the path of travel to an altered area may be deemed disproportionate to the overall alteration when the cost exceeds twenty-five percent(25%). VALUATION: Total of all renovation,alteration or modification being done, excluding painting and wallpapering: [1] $ 9OO,coo.co MULTIPLIER(25%barrier removal requirement): x .25 TOTAL BUDGET FOR BARRIER REMOVAL: [2] $ ELEMENTS: In choosing which accessible elements to provide under this section,priority shall be given to those elements that will provide the greatest access. Elements shall be provided in the following order: (a) Parking $ (b) An accessible entrance: $ (c) An accessible route to the altered area: $ (d) At least one accessible restroom for each sex or a single unisex restroom: $ (e) Accessible telephones: $ (f) Accessible drinking fountains:and, $ (g) When possible,additional accessible elements such as storage and alarms: $ TOTAL(shall equal line [2] of Valuation Computation): $ I:\Building\Permits\BUP_COM_PermitApp.doc Rev.03/05/2019 City of Tigard 111 ■ COMMUNITY DEVELOPMENT DEPARTMENT TIGARD Building Permit Review — Commercial - No Land Use Building Permit #: �� g t/�D 0 --- cc 9� Site Address: SS..-- SW V11A- Si,Ua►e Suite/Bldg#: ,i39 Project Name: A P91.£- (Name of commercial business occupying the space. If vacant,enter Spec Space.) Planning Review Proposal: r, ` - Existing Business Activity: IC61 1 Sat(€S Proposed Business Activity: re2fit 11 & i ie.c 71,Verify site address/suite# exists and active in permit system. River Terrace Neighborhood: ❑ Yes No ( Zoning: M UL' 1.Permitted Use: N Yes ❑ No ❑ Spec Space Confirm no land use required. Business License: Exists: XI,Yes ❑ No,applicant was provided a business license application Notes: Approved by Planning: Date: 4 ko 12-0 Revisions (after Building Submittal only) Reviewer Date Revision 1: ❑ Approved ❑ Not Approved Revision 2: ❑ Approved ❑ Not Approved Revision 3: ❑ Approved ❑ Not Approved Building Permit Submittal Original Submittal Date: '3/g/v2� Site Plans: # 3 Building Plans: # e3 Building Permit#: erEnter building permit#above. Workflow Routing: Planning 06rmit Coordinator 2-Building Workflow Sign-off: Sign-off for Planning(include notes from planning review) Route Application Documents: (1:-I3uilding: original permit application, site plans,building plans, engineer and beam calculations and trust details,if applicable,etc. Notes: By Permit Technician: <Z2p)-Z):11./h.,a_t Date: r/O/90 I:\Building\Forms\BldgPermitRvw_COM_NoLandUse_111819.docx Permit Coordinator Review ❑ Conditions "Met"prior to issuance of building permit ❑ Approved, NOT Released: /fir Date: Notes: Revisions (after Building Submittal only) Revision Notice 1: Date Sent to Applicant: Revision Notice 2: Date Sent to Applicant:/ Revision Notice 3: Date Sent to Applica ❑ SDC Fees Entered: Wash Co Trans ►.ev Tax: ❑ Yes ❑ N/A Tigard Trans :SC: ❑ Yes ❑ N/A Parks SD : ❑ Yes ❑ N/A ❑ OK to Issue Permit Approved by Permit Coordi :tor: Date: I:\Building\Forms\BldgPermitRvw_COM_NoLandUse 111819.docx OFFICE COPY RECEIVED MAR 31 2O U BEVIER CITY OFTIGARD 5'RUC MIAL ENGINEERING BUILDING DIVISION STRUCTURAL CALCULATIONS ASU Washington Square „9.583'"SW Washington Square Road Tigard, OR 97223 BSE Job No.: 20011 Designed By: JW March 2020 Table of Contents Title Page Design Criteria DC1-DC5 Video Wall Support Columns VW1-VW9 RTU Anchorage R1-R2 PKOI- S 4‘•4 1 Ng. 5962 ari ink ON `-/C/Aft4 D `� c� PYfS 12PP Electronically Signed On.3/23/20 2479 Sunrise Boulevard Gold River,CA 95670-4344 (916)631-3030 www.bevier.net DC1 JOB ASU Washington Square 20011 2479 Sunrise Blvd. Gold River,CA 95670 CLIENT MCG JOB NO. `` (916)631-3030 B E V I E R www.bevier.net DESIGN.BY JW DATE PAGE DESIGN CRITERIA ARCHITECT: MCG CLIENT: MCG GEOTECHNICAL ENGINEER: N/A BUILDING DEPARTMENT OR REG.AGENCY: Las Vegas BASIS FOR DESIGN: 1.CODE: IBC 2018 2. DESIGN LIVE LOADS: AREA DESIGN LIVE LOAD REMARKS Roofs: All roof surfaces (structure) 20 psf Reducible per Code Partition: N/A N/A Floor: (1) N/A (2) N/A (3) N/A Snow: N/A N/A Flat-roof snow load,(Pf)psf = Snow Exp.Factor,Ce = Snow Load Import. Factor.I = Thermal Factor = 3. EARTHQUAKE DESIGN PARAMETERS: Analysis Procedure = Equivalent Lateral Force Procedure Seismic Design Category = D Risk Category = II Importance Factor=1.0 Site Class = D R(N-S) = N/A R(E-yV) = N/A (Ss) = 0.865g (Si) = 0.397g (SOS) = 0.692g (Sol) = N/A Seismic Resp.Coeff. (Cs) = N/A Seismic Base Shear (V) = N/A Nonstructural Components: Mech.&Electric Componets Component: Mech.Comp.of high Deformability materials(water heaters,Wet-side HVAC,etc.) ap = 2.5 Rp = 2 4.WIND DESIGN PARAMETERS: Wind Speed(3-sec.gust) Vult= 96 Exposure = C Risk Category = II Internal pressure Coeff. = +0.18,-0.18 Enclosed Build. DC2 JOB ASU Washington Square 20011 2479 Sunrise Blvd. Gold River,CA 95670 CLIENT MCG JOB NO. p (916)631-3030 • —..,__, B E V I ER www.bevier.net DESIGN.BY JW DATE 1/0/00 PAGE DESIGN CRITERIA 5. SOILS: Foundation Type: Conventional Shallow Footings Allow. Bearing Pressure: DL = 1500 psf DL+LL = 1500 psf DL+LL+W or E = 2000 00psf Friction Coefficient = psf/ft Passive Pressure = 100 psf/ft Active Pressure = 130 psf/ft 6. CONCRETE: Footings: fe = 3000 psi Slabs on Grade: fe = 3500 psi Tilt-up Panels: fC = N/A psi CIP Walls&Columns: fc = N/A psi Fill over Metal Deck: f� = N/A psi Exterior Walks& Non-Structural Items: fc = 2500 psi 7. REINFORCING: #4 and larger ASTM A615 Grade 60 #3 and smaller ASTM A615 Grade 40 8. MASONRY: f m = N/A psi 9. STRUCTURAL STEEL: W and WT shapes ASTM A992 Other shapes and plates ASTM A36 Tubes ASTM A500 Grade B Pipes ASTM A53 Type E or S 10. BOLTS: Wood-to-Wood Connectns. ASTM A307 Wood-to-Steel Connectns. ASTM A307 Steel-to-Steel Connectns. ASTM A325-N typical(A325-SC as noted) 11. ANCHOR BOLTS: ASTM F1554-Gr.36 ASTM A572 Grade 50 or ASTM A449 as noted 12. WOOD: Stud Framing Lumber Douglas Fir#2 All Other Sawn Lumber Douglas Fir#1 13. MANUFACTURED LUMBER: Glu-Lams 24F-V4 simple span/24F-V8 cont.&cantilever Laminated Veneer Lumber 2800Fb-2.0E DC3 S. ' OTCHazards by Location Search Information Banks Vancouver (. Camas Address: 9585 SW Washington Square Rd, Portland, OR ze 97223, USA Forest Grove Hillsboro232 ft � Troutdale Gresham t?f tlatld Coordinates: 45.4502551, -122.7813094 (1 Elevation: 232 ft Tigard .2 a z SG Timestamp: 2020-03-19T22:09:03.230Z Tuaat r 1leo— Eagle Creek 20, Hazard Type: Seismic O ( 1 Estaca± Map cReportta;tttekeroafe Reference ASCE7-16 Document: Risk Category: II Site Class: D-default Basic Parameters Name Value Description Ss 0.865 MCER ground motion(period=0.2s) Si 0.397 MCER ground motion(period=1.0s) SMS 1.038 Site-modified spectral acceleration value SM1 *null Site-modified spectral acceleration value Sips 0.692 Numeric seismic design value at 0.2s SA SDI *null Numeric seismic design value at 1.0s SA *See Section 11.4.8 Additional Information Name Value Description SDC *null Seismic design category Fa 1.2 Site amplification factor at 0.2s F„ *null Site amplification factor at 1.0s CRs 0.886 Coefficient of risk(0.2s) CR1 0.867 Coefficient of risk(1.0s) PGA 0.394 MCEG peak ground acceleration FPGA 1.206 Site amplification factor at PGA PGAM 0.475 Site modified peak ground acceleration DC4 TL 16 Long-period transition period(s) SsRT 0.865 Probabilistic risk-targeted ground motion(0.2s) SsUH 0.976 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value(0.2s) Si• RT 0.397 Probabilistic risk-targeted ground motion(1.0s) Si UH 0.458 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) Si D 0.6 Factored deterministic acceleration value(1.0s) PGAd 0.5 Factored deterministic acceleration value(PGA) * See Section 11.4.8 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 confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While 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. • DC5 • CITC Hazards by Location Search Information scappoo,se '61 Address: 9585 SW Washington Square Rd, Portland, OR 97223, USA Find Garners Coordinates: 45.4502551, -122.7813094 Banks Vancouver 3,3 � Camas 70,x�, s Elevation: 232 ft 232 ft tj Troutdale 2 s t Grove Hillsboro Gresham Timestamp: 2020-03-19T22:08:21.591Z ( i )ortland Hazard Type: Wind x Go Ie Tigard ma`s Map dRepatta,rrtakerr9, ASCE 7-16 ASCE 7-10 ASCE 7-05 MRI 10-Year 66 mph MRI 10-Year 72 mph ASCE 7-05 Wind Speed 85 mph MRI 25-Year 72 mph MRI 25-Year 79 mph MRI 50-Year 77 mph MRI 50-Year 85 mph MRI 100-Year 82 mph MRI 100-Year 91 mph Risk Category I 90 mph Risk Category I 100 mph Risk Category II 96 mph Risk Category II 110 mph Risk Category III 103 mph Risk Category III-IV 115 mph Risk Category IV 107 mph • 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 confirm 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. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area—in some cases,this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries,the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While 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 aooroval by the aovernina building code bodies responsible for buildina code annroval and interoretation for the 2479 Sunrise Blvd. JOB : - ' ' ' - Gold River, CA 95670 Tel: (916) 631-3030 CLIENT i, '' '' JOB NO. BEVIER Fax: (916) 631-8996 DESIGNED BY - ' DATE / / PAGE . STRUCTURAL ENG NEERINC INC Web:www.bevier.net VIDe--_(:‘ 1.0L.. .24JWin'i*.k.T (elo44US I_OtW/Nc, * (0,.. c...vk.. 'S N-? vo - Ft r. e, t..f, b.)C..2 ti•}5e. b 0 N':- I. `:,),t , Co 0' -R M-Tf.\t t;---0'?-, ''.:, c.c,ia..._ f 401 '} -1— — Ltrft., A L. 7 01? 'S`K A cAL. -T- 1 ;s1, /A._ !,,,fr(Z" --C-17.- A' 0 00CA Crt 0 e•--.T'? LC ryk:-.1 e, -ro F (411) 11Q-PLAI4E. bt-tE.A-F C ii) 5 HE-Ai.; 'J PG.I-• "7" t)Lt." ,,------ 1? 0•\ CD.S / / \i\.) O • t t ,c") 7 I-- -'/' • t (n,,-.4 , /1,..• ( , / /7" 0. t 7 Zr. (1--) QtQC / ,'"-- I- 0 •,-\ l• c., / / -7.o r) -L Z- 2- 2. '7 ..--•cS2 g T / 7:9 • i 1. -4, 1 • s Leh Right joint CL joint CL (0)Overall video wall width (5)Opening width CL to CL I- / 1092 4 I dd Vanes Minimum 06O Finished Ceiling Clearance a- �Varies ` `I \ _� TO Video Wall �— _—. I 3: III I Y IT a o F garie, I I j .. 0800deo Wall " I o i I p /fiiI'Finis)»-0'lo) I d Floor \ \ II / 0 Front Elevation v i Side View Leh 0 0 5.2 Right ant CL joint CL / 6'-013/16 6-0 13/16' 1850 i 1850 I Description Impxial Metric Q Overall video wall width 22A' 69 4(mm/ GC column CL—i ri R Overall video wall height 8,11 5/8' 2734 S i,Opening width CL to Cl!. 16. FOH wall % i. T Opening height CL to CL g-1153/8" 227727 I 1 I (S)Opening width CL to CL tm gran video wall width 0 Plan SNA Video Wall SD Set Type C NSD - Small Plus April 11,2019 I UNFACTORED DESIGN("CHARACTERISTIC")LOADS TO ASCE07-10 REACTIONS AT EACH LATERAL LOAD BRACKET(TOP(-NODE 2 Forces(kN) Moments(kNm) Load Type Shear Shear Tension Compression Bending Bending Torsion (x max) (Y max) (-z) (+z) (M,) (My) (M,) Dead load 0.1 0.5 0.0 0.0 0.0 0.0 0.0 Wind load @ 0.37 kPa 0.1 1.9 0.0 0.0 0.0 0.0 0.0 Live load @ max{0.89 kN;0.73kN/m} 0.1 0.7 0.0 0.0 0.0 0.0 0.0 Earthquake @ 1.2g(x-horizontal) 2.6 0.4 0.0 0.0 0.0 0.0 0.2 Earthquake @ 1.2g(y-horizontal) 0.1 4.7 0.0 0.0 0.1 0.0 0.0 Earthquake @ 0.2g(z-vertical) 0.0 0.1 0.0 0.0 0.0 0.0 0.0 REACTIONS AT EACH LATERAL LOAD BRACKET(BOTTOM)-NODE 2 Forces(kN) Moments(kNm) Load Type Shear Shear Tension Compression Bending Bending Torsion (x max) (Y max) (-z) (+z) (Mx) (My) (M,) Dead load 0.1 0.5 0.0 0.0 0.0 0.0 0.0 Wind load @ 0.37 kPa 0.1 1.6 0.0 0.0 0.0 0.0 0.0 Live load @ max{0.89 kN;0.73kN/m} 0.4 1.6 0.0 0.0 0.0 0.0 0.0 Earthquake @ 1.2g(x-horizontal) 7.0 0.6 0.0 0.0 0.0 0.1 0.5 Earthquake @ 1.2g(y-horizontal) 0.0 5.3 0.0 0.0 0.0 0.0 0.0 Earthquake @ 0.2g(z-vertical) 0.0 0.1 0.0 0.0 0.0 0.0 0.0 REACTIONS AT EACH DEAD LOAD BRACKET-NODE 3 Forces(kN) Moments(kNm) Load Type Shear Shear Tension Compression Bending Bending Torsion (x max) (Y max) (-z) (+z) (Mx) (My) (M,) Dead load 0.0 0.0 0.0 8.2 0.8 0.0 0.0 Wind load @ 0.37 kPa 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Live load @ max{0.89 kN;0.73kN/m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Earthquake @ 1.2g(x-horizontal) 0.0 0.0 2.2 2.2 0.2 0.2 0.0 Earthquake @ 1.2g(y-horizontal) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Earthquake @ 0.2g(z-vertical) 0.0 0.0 1.6 1.6 0.2 0.0 0.0 Notes: x-axis=horizontal(parallel to the video wall) y-axis=horizontal(perpendicular to the video wall) z-axis=vertical(where'upwards'is negative,or'tension') The number of brackets is equivalent to the number of columns-e.g.4 no.lateral brackets for the medium walls(with 4 no.GC columns) Shear and bending loads provided are absolute numbers,force dirction con be+or- SNA Video Wall SD Set Type C NSD Small Plus - GC Column Loads April 11,2019 VW4 2479 Sunrise Blvd. JOB ik.„..k-t Gold River, CA 95670 CLIENT A .,. JOB NO. Tel: (916) 631-3030 Fax: (916) 631-8996 BEVIER www.bevier.net DESIGNED BY \ , --, DATE / / PAGE STRUCTURAL ENGINEERING INC Web: uv0S- )‘,),e•(k-c -0?e- t--civDE, N-PLA0 e• d,-...1,-tE Af-N 0 ,,-- / / / L (2..:, t Sc22 / / F-)G k4,0g1---a- •-"•09..c--- / / ea, \w-Fct- / :15 / / )EAcroFe.'D /...06E-- @, ZEJT '1 3 t t 3 / 7 X I— / / / 2.---- Vrvt,-.7,70 t.A.-,AA-/— (PL.._ Pct\-INA-' ...I.4-2›, '''-/c...-- VW5-VW6 612L-- VW5 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:22 MAR 2020, 3:29PM Steel Column File=F:120011 ASU Washington Square,Oregon\CalcsCalcs . Software copyright ENERCALC,INC.1983-2019,Build:12.19.12.31 . Lic.#:KW-06013096 Bevier Structural Engineering Inc. DESCRIPTION: Video Wall Support Columns Code References Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Steel Section Name: HSS6x6x3/8 Overall Column Height 19 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis=19 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=19 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:522.12 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 1.50 ft,D=1.844,E=0.8550 k BENDING LOADS... Lat.Point Load at 7.250 ft creating Mx-x,D=0.0230,L=0.0230,W=0.230,E=0.5850 k Lat.Point Load at 7.250 ft creating My-y,D=0.1130,L=0.1580,W=0.4280,E=1.057 k Lat.Point Load at 1.50 ft creating Mx-x,D=0.0230,L=0.090,W=0.230,E=1.574 k Lat.Point Load at 1.50 ft creating My-y,D=0.1130,L=0.360,W=0.360,E=1.192 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.2140 :1 Maximum Load Reactions.. Load Combination +D+0.70E+0.60H Top along X-X 0.4974 k Location of max.above base 7.268 ft Bottom along X-X 1.752 k At maximum location values are... Top along Y-Y 0.3475 k Pa:Axial 0.5221 k Bottom along Y-Y 1.812 k Pn/Omega:Allowable 106.554 k Ma-x:Applied 2.978 k-ft Maximum Load Deflections... Mn-x/Omega:Allowable 36.267 k-ft Along Y-Y 0.2009 in at 8.671 ft above base for load combination:E Only Ma-y:Applied 4.695 k-ft Mn-y/Omega:Allowable 36.267 k-ft Along X-X 0.2762 in at 8.799ft above base for load combination:E Only PASS Maximum Shear Stress Ratio= 0.02477 :1 Load Combination +D+0.750L+0.750S+0.5250E+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 1.416 k Vn/Omega:Allowable 57.137 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Cbx Cby KxLx/Rx KyLy/Ry Stress Ratio Status Location +D+H 0.023 PASS 7.27 ft 1.32 1.36 100.00 100.00 0.003 PASS 0.00 ft +D+L+H 0.057 PASS 7.27 ft 1.32 1.36 100.00 100.00 0.011 PASS 0.00 ft +D+Lr+H 0.023 PASS 7.27 ft 1.32 1.36 100.00 100.00 0.003 PASS 0.00 ft +D+S+H 0.023 PASS 7.27 ft 1.32 1.36 100.00 100.00 0.003 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.048 PASS 7.27 ft 1.32 1.36 100.00 100.00 0.009 PASS 0.00 ft +D+0.750L+0.750S+H 0.048 PASS 7.27 ft 1.32 1.36 100.00 100.00 0.009 PASS 0.00 ft +D+0.60W+H 0.080 PASS 7.27 ft 1.32 1.36 100.00 100.00 0.009 PASS 0.00 ft +D+0.750Lr+0.750L+0.450W+H 0.091 PASS 7.27 ft 1.32 1.36 100.00 100.00 0.013 PASS 0.00 ft +D+0.750L+0,750S+0.450W+H 0.091 PASS 7.27 ft 1.32 1.36 100.00 100.00 0.013 PASS 0.00 ft +0.60D+0.60W+0.60H 0.071 PASS 7.27 ft 1.32 1.36 100.00 100.00 0.008 PASS 0.00 ft +D+0.70E+0.60H 0.214 PASS 7.27 ft 1.32 1.36 100.00 100.00 0.025 PASS 0.00 ft +D+0.750L+0.7505+0.5250E+H 0.192 PASS 7.27 ft 1.32 1.36 100.00 100.00 0.025 PASS 0.00 ft +0.60D+0.70E+H 0.205 PASS 7.27 ft 1.32 1.36 100.00 100.00 0.023 PASS 0.00 ft VW6 Title Blockline 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:22 MAR 2020, 3:29PM File=F:120011 ASU Washington Square,Oregon\CalcsCalcs . Steel Column Software copyright ENERCALC,INC.1983-2019,Build:12.19.12.31 . Lic.#:KW-06013096 Bevier Structural Engineering Inc. 11 DESCRIPTION: Video Wall Support Columns t Steel Section Properties : HSS6x6x318 Depth 6.000 in I xx 39.50 in^4 J = 64.600 in^4 Design Thick 0.349 in S xx 13.20 in^3 Width = 6.000 in R xx = 2.280 in Wall Thick = 0.375 in Zx = 15.800 in^3 Area = 7.580 in^2 I yy = 39.500 in"4 C = 22.100 in"3 Weight = 27.480 plf S yy = 13.200 in"3 R yy = 2.280 in Ycg = 0.000 in ir i Sketches r , 3 X ` • Load 1 + co I _ 1 , " 0 669 1 76k 1y 6%h 2 6B11k 1 1 32k I2 C6k l._- 6.00in 1 )yi vvv-i 2479 Sunrise Blvd. JOB Ai-k) WAGi-!:!-...0&-In0 ..4,,L,,,, , ttk Gold River, CA 95670 Tel: (916) 631-3030 CLIENT toe JOB NO. Fax: (916) 631-8996 ,--- BEVIER DESIGNED BY A„A:: DATE / / PAGE STRUCTURAL ENGINEERING NC Web:www.bevier.net i Vr f2-ru 1-0?. -F\e tt.CTS-C,t--.3 f_-_, ( v..----) - t\. LA) loi',.1., I co ) erS, ti 61 - S 47'4- ' — mg° V34)4•:te--- (. ..)-A tc t-4 ,4- -./1(., L.-9-1--rve D 91-4 '''5 2i - arc I_ LA W) cl- / 5`-1 / Cilr.:1-1-G(A-t— F-6-(7-o . > r-11"0 V?c El `ds- c .: -•(t•c )-1V-7`i )1// , U.2- 4- C•eA., (Le'V65)--3 -3 1,/— A ,,•5 ( f .5c,e, ---- 1,-) ASt+(OK P,-6 6 t\-NA-t-X .1:.-r-. , ? r, vw8-VW9 101 e.k - L Li- 1,e't- r.-. . Lo i 1 VW8 P11IIL6TI www.hilti.us Profis Anchor 2.8.7 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: Date: 3/22/2020 E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ-CS 1/2(2) r' Return period(service life in years): 50 Effective embedment depth: hef,act=2.000 in.,hnom=2.375 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 5/1/2019 15/1/2021 Proof: Design method ACI 318-14/Mech. Stand-off installation: eb=0.000 in.(no stand-off);t=0.625 in. Anchor plate: lx x ly x t=12.000 in.x 12.000 in.x 0.625 in.;(Recommended plate thickness:not calculated Profile: Square HSS(AISC),HSS6X6X.375;(L x W x T)=6.000 in.x 6.000 in.x 0.375 in. Base material: cracked concrete,3000,fb'=3,000 psi;h=6.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(17.2.3.4.3(d)) Shear load:yes(17.2.3.5.3(c)) R-The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[lb,in.lb] z rn < s 76 Y „ W �, Fire t g � yy� Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan WV9 • MII�TI www.hilti.us Profis Anchor 2.8.7 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 3/22/2020 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity fiN/(iv[%] Status Tension - - - -/- - Shear Pryout Strength 6,885 7,374 -/94 OK Loading isty fiv Utilization 13ru,v[%] Status Combined tension and shear loads - - - - - 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 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. All 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. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan Ri 2479 Sunrise Blvd. JOB ‘,.°":-.-‘) 6TM Q,Uftcie, ( Gold River, CA 95670 CLIENT ML JOB NO. Tel: (916) 631-3030 BEVIER Fax: (916) 631-8996 DESIGNED BY -AO DATE PAGE STRUClURAL ENGINEERING INC Web:www.bevier.net C0(.--(br ikkezi-ukstku. ProcKQFPtc•c t (14-A cte. 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