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Specifications At ,i/v/cl-- DO ( O cA) LC HE' 62'1 CITY A Ik) Bt1L DIfk.� s:!gS�ON . .-ri Structural Calculations For Apple Washington Square- Shell Portland, OR Prepared by: THORSON BAKER&Associates, Inc. 3030 W. Streetsboro Road Richfield, Ohio 44286 May 23, 2014 2014-0222 �Q fO PROpel, •' O L t N ; S/9 . s1 aa4as OR � • ` ' °� , 44 44, �b LEE Nt • E4Plizitt.: , 114" IITbs-projects021201412014-02221Documents\Correspondence Outgoing\Departrnentionns&letters IStructural12014-0222_CCS001(calc cover sheet).doc Table of Contents Design Criteria DC1 Column Removal Design CR1 IITbs-projects021201412014-02221Documents\Correspondence Outgoing\Deparbnentfors&Ietters1Sbuctural12014-0222_CCS001(calc cover sheet).doc Structural Design Criteria 0(.1 Bk Project No: 2014-0222 Date: 5/13/14 Project: Apple Shell Prepared By: JRK Thorson•Baker+Associates Project Site: Portland,OR Principal: GRB CONSULTING ENGINEERS Copyright 2010 Client: Woods Begot Contact: Edgardo Huab Reviewer Comments: The scope is the shell modifcations necessary for a new Apple store in an existing mall. The first four columns in the center of the space are to be cut and resupported on new wide flange girders,inorder to create the 50'clear span Apple requires. An existing mall bulkhead must be modified. New Construction ■ Renovation 11 Addition ■ Floors Concrete Slab on Grade Roofs 1.5"x 22 GA Metal Deck Welded to Support Steel Walls 12"Reinforced CMU walls Lateral Systems CMU Shear Walls Building Height(ft.) 30 Overall Building Width(ft.) 300 Overall Building Length(ft.) 300 Yes N/A Due Date Comments Preliminary 0 ❑ Narrative ❑ 0 Pre-Design Site Observation El ❑ Schematic Design Documents ❑ 0 Design Development Documents ❑ 0 Progress Documents 0 ❑ Demolition Documents ❑ 0 Construction Documents 0 ❑ Specifications 0 ❑ ❑ Book'U Sheet I _ Opinion of Probable Cost ❑ 0 Office Construction Administration 0 ❑ Construction Phase Site Observation ❑ 0 Other(if so,describe) 0 0 _ Dk Structural Design Criteria CI-- Project Project No: 2014-0222 Date: 5/13/14 Project: Apple Shell Prepared By: JRK Thorson•Baker+Associates Project Site: Portland,OR Principal: GRB iMillilir Architect NA Company Name Woods Bagot MIIIIII Contact Edgardo Huab Phone I Email Mechanical Engineer 0 NA Company Name Contact Phone Email Electrical Engineer 0 NA Company Name Contact Phone 1 Email Civil Engineer 0 NA Company Name Contact Phone Email Other 0 NA Company Name Contact Phone Email FTP/Uploading 0 NA FTP Address ' FTP Administrator Login Password Agency Name Tigard Building Division Phone 503-718-2436 Contact Name Dan Nelson Fax City,State,Zip Tigard,OR 97223 Website /city_hall/departments Contacted Bldg Dept 0 Yes I ❑ NolDate: 15/15/2014 Confirmation Sent yes Building 2010 Oregon Structural Specialty Code(09IBC) OO IBC 0 OBC 2014 ' ❑ EL- Other(Local Amd.) El EMI • Structural Design Criteria Dc.3 Dk Project No: 2014-0222 Date: 5/13/14 Project Apple Shell Prepared By: JRK Thorson•Baker+AssocL}es Project: ❑ Portland,OR Principal: GRB Factory Mutual ❑ Required 0 Not Required Concrete(psi) N/A Fly Ash Permitted? I 0 Yes ❑ No Min Granular Fill Thick. N/A _ Prototype Specifications ❑ Required 0 Not Required Specific Details N/A Specific Systems Micropile foundations Any Required Clearances N/A Other N/A Expansion Joints Required ❑ Yes 0 No Spacing Any Future Expansion ❑ Yes 0 No Vertical ❑ Horizontal ❑ Drafted in Revit ❑ Yes 0 No LEED Certified ❑ Yes 0 No Vibration consideration ❑ Yes 0 No Is project state funded? ❑ Yes 0 No Adapt-PT • Yes 0 No Enercalc 0 Yes ❑ No ' PCA Li Yes LI No Ram Structural ❑ Yes 0 No Ram Concept LI Yes 0 No Ram Advanse LI Yes LI No Risa Floor U Yes U No Risa 3D LI Yes 12I No TJ Beam LI Yes IJ No Structural Design Criteria Day Project No: 2014-0222 Date: 5/13/14 Bk Project: Apple Shell Prepared By: JRK Thorson•Baker+Associates Project Site: Portland,OR Prindpal: GRB Floor Live Load 100 PSF Roof Live/Snow Load 35 PSF Specialized N/A Live Load Reduction N/A Accelerations Coeff. S5 0.944 S1 0.34 R #N/A Cd #N/A Sos 0.706 5D1 0.390 Qo #N/A Cs #N/A - Importance Factor 1.00 Seismic Site Class D Seismic Occupancy Category II Seismic Design Cate ory D Structure Type Total Weight(kips) Base Shear(kips) #N/A Moment resisting steel frame (ultimate) Lateral Resistance SystemCs I (ultimate) #NIA Wind Speed 95 Risk Category II Exposure B Classification Enclosed Buildings Ground Snow Load 20 psf Minimum per Building Official 25 psf Flat Roof Snow Load 25 psf Minimum per Client Criteria N/A Rain on Snow Load N/A Final Design Roof Load 35 psf+Drift Steps in roof In Yes • No Parapets U Yes Li No Adjacent Building LI Yes U No If structure creates drift on adjacent building notify architect in writing. Future Building U Yes U No If structure will create drift on future building notify architect in writing. • Foundation Type Micropiles Bearing Capacity NA-50 ton Micropiles with concrete pile caps Frost Depth 12" Passive Pressure N/A Active Pressure N/A Equivalent Fluid Pressure(Basement) N/a Compaction Requirements(Eng.Fill) N/A Settlement(Geotech) I N/AI Differential N/AITotal Settlement/PVR ❑ Yes Subgrade thickness N/A Geotech Recommendations I N/A Vapor Barrier Location Per existing dwgslRacking Loads N/A 'Fork Truck Traffic I N/A Compaction Requirement(from Geotech) N/A Other I N/A Zero Lot Line N/A High Water Table N/A Corrosive Soils N/A Underpinning N/A Expansive Soils N/A Other Micropiles 0c5 • Structural Project Information 1of1 Code Official or Plans Examiner • Thorson•Baker+Associates Protect No: 2014-0222 Date: 13-May-14 Project Apple Shell Prepared By: JRK CONSULTING ENGINEERS Project Site: Portland,OR Principal: GRB Copyright 2010 Name of Person Contacted: Dan Nelson Title: Senior Plans Examiner dann©tigard-or.gov Address: Tigard,OR 97223 Phone Number: 503-718-2436 Fax: Date and Time Contacted: 5/15/2014 Date and Time Information Received: 5/15/2014 13:00 Codes: Applicable building code: 2010 Oregon Structural Specialty Code Current year: 2014 Any known adoptions of other codes coming: Yes No XX If Yes,what are they and when? N/A State and Local codes ordinances: State code,no local What do they relate to? ^^ Do you require that special inspections be performed in addition to your regular inspections? Yes per code Design Criteria: Code Value Ground Snow Load: 20 PSF 20 PSF (TBA) Can snow load be reduced per code? N/A Basic Wind Speed(3 second gust): 95 MPH 95 PMH (TBA) • Wind Exposure: Location Dependent B (TBA) Spectral Response Coefficients(if known): N/A (TBA) Frost Depth: 12" (TBA) • Ground Water or Flood Problems: N/A (TBA) Minimum Roof or Floor Loads: 25 PSF (TBA) Does your jurisdiction follow special inspection requirements of the building code? • Yes Are there any special forms that your jurisdiction requires? Permit Application Does your jurisdiction require structural calculations to be submitted with the permit drawings? Yes Are there any structural standard details we will be required to comply with? No How do we obtain copies? N/A Confirmation Letter Sent(Date): 5/15/2014 pc-G. • Flat Roof Snow Load Project No: 2014-0222 Date: 13-May-14 Project Apple Shell Prepared By: JRK Thorson•Baker+Associates Project Site: Portland,OR Principal: GRB CONSULTING ENGINEERS Copyrigw7010 Roof Snow Load Ground Snow Load(p9) 20 (psf) Occupancy Catergory II Importance Factor(I) 1 Definition: Exposure Partially Exposed All roofs except as indicated for fully exposed and sheltered. Urban and suburban areas,wooded areas,or other terrain with numerous closely spaced obstructions having the size of single family Terrain Category B_ dwellings or larger. Exposure Factor(C.) 1 Thermal Factor(CO 1 All structures except as indicated below Flat Roof Snow Load(pr) Eq 7-1 14 (psf) Rain on Snow 5 (psf) OO TBA Default Total Flat Roof Snow Load 19 (psf) 0 Code Value Min.Code Flat Roof Snow Load 20 (psf) TBA Min Flat Roof Snow Load 25 (psf) Design Flat Roof Snow p� Load 25 (psf) d' J5 f5F etS:4 ASCE 7 Seismic Project No: 2014-0222 Date: 13-May-14 Project: Apple Shell Prepared By: JRK Thorson• Baker+Associates Project Site: Portland, OR Principal: GRB CONSULTING ENGINEERS Copyright 2010 Site Class D Ss 0.944 *enter in decimal value not percentage S1 0.340 *enter in decimal value not percentage Fa 1.122 F„ 1.720 SMs 1.060 SM1 0.585 Sos 0.706 Sol 0.390 Height 30 (ft) CT 0.028 T 0.4255 (Note:Input Ta if known) ......... ................ ......... TL 12 (obtain from figure 22-15 thru 22-20 in ASCE 7-05) Occupancy Cat. 2 Design Category D NCg • Bk Steel Roof Dead Load Project No: 2014-0222 Date: 13-May-14 Project: Apple Shell Prepared By: JRK Thorson•Baker+Associates Project Site: Portland, OR Principal: GRB CONSULTING ENGINEERS Copyright 2010 Roof Dead Loads Roofing 5 Deck&Rigid Insul. 4 Beams/Joists 4 MEP 2 Sprinkler 2 Ceiling 3 Hanging Partitions 0 Miscellaneous 0 Total Dead Load 20 psf • ASCE 7-98 Snow Drift Project No: 2014-0222 Date: 14-May-14 Project: Apple Shell Prepared By: JRK Thorson • Baker+Associates Project Site: Tigard, OR Principal: GRB CONSULTING ENGINEERS Description: Snow Drift @ Mezzanine Ground Snow Load P9 35 psf Q Check box if created by roof projection Roof design Factor Ce 1 0 Check Box if Pg=Pf;use when State or City Importance Factor IS 1 dictates the Roof Snow Load Projection Height 3 ft Distance to Parapet lb 249 ft Design Roof Load Pf , 35 psf Density D18.55',pcf ....... .........:..._...... Roof Snow Height Hb 1.89 ft Drift Height based on Wb Hd 4,13 ft Drift+snow height Hb+Hd 6.02 ft Check against paprapet Height Hd 1.11',ft ....................... Drift Length Wd 8.91ft . Maximum Snow Load Pm 55.7'psf DLI O • Drift Loading Project No: 2014-0222 Date: 14-May-14 Project: Apple Shell Prepared By: JRK Thorson • Baker+Associates Project Site: Tigard, OR Principal: GRB CONSULTING ENGINEERS Joist Equivalent Loads For Joist Perpendicular to Parapet Description: Snow Drift @ Mezzanine w= 700 plf Pequivalent= 1.84;kips DL(psf)= 0 dist to Pe(drift end)= 2.97 ft LL(psf)= 35 dist to Pe(other end)= 27.03'ft Drift Load(psf)= 20.65 Drift Length = 8.91 ft Joist Spacing= 20 ft fa tn ,1' diet to Pe(other end) Joist Span = 30 ft 3 Reaction @ Drift End = 12.16 kips 3 Reaction @ Other End = 10.68 kips Reectlan ct • Dnn Erd Drift Length o �d V(max)= 12.16kips Joist Span M(max)= 81.50; :k ft XXX XXX Wequivalent(V) _ 810.47 plf Wequivalent(M) = 724.47 plf LX--‘A • Drift Loading Bk Project No: 2014-0222 Date: 14-May-14 Project: Apple Shell Prepared By: JRK Thorson• Baker+Associates Project Site: Tigard, OR Principal: GRB CONSULTING ENGINEERS 1 Joist Equivalent Loads For Joist Perpendicular to Parapet Description: Snow Drift @ Mezzanine w= 350 plf Pequivalent= 0.92 kips DL(psf) = 0 dist to Pe(drift end)= 2.97'ft LL(psf) = 35 dist to Pe(otherend)= 27.03 ft Drift Load (psf) = 20.65 Drift Length = 8.91 ft Joist Spacing = 10 ft diet to d°l diet to Pe(other end) Joist Span = 30 ft 3 Reaction @ Drift End = 6.08 kips 3 1 Reaction @ Other End = 5.34 kips cctt ?n End Drift Length Other End V(max) = 6.08 kips I M(max) = 40.75 'k ft X Joist spar k Wequivalent(V) = 1405/3 plf Wequivalent(M) = 362.24 plf i - T3 k Project No: _ 74-17-0Z7-1--- Sheet No: .__�C/g I_______ Project: (-C.' --,..16 _, Date: L,ht-F Thorson•Baker+Associates Project Site: �SQUft / Prepared By: *-. CONSULTING ENGINEERS errANANI -Rewovm-' ALists • P iii- eco...00445 Ac,o uCi �j( iVJG- 0 3 4- +1-RC To S6 v✓atz. RIle lC 5H et.q, (,30F.',rie 4-PPc. sro 4_20e% • 06',0X33 'r 014.15Fa 6,70-pegs Ta Mre t N5- D Tv CA-P-Ity 1-1-4 e:-. te,140 +1 "111 EXJ6T1^1G 14 .4)(4)c�/qf Ge�ti'^&Js 41-40A0- Gn�0 3 to 4 f- s 8xei eertuvsms f&a I a A- iA) WA nn c—,a-� 6rtD l-51OG eA)/44-44.. LoAD OKI CO !ruins t oNG 6xed 0 31-e. o f COW-.00w - — .eReserF 177-48 — 30 X 32..:= %OsF tL: IfS11tF 4tr R6osr- t /9,Zk LL &Mr *OSA 32) +651>&Cksx Zz +5.3416_ : 3- ,6,1k —crrAa-- iersty SAT" vure-se i 52.'1 k = 26714. - -N 4a moo~ See PerrAckteo et4eRt-Art.t (AY55xt3o "aeatiM 06sst Cev Title: Job# • Dsgnr: Date: 2:18PM, 23 MAY 14 Description: Scope: Steel Beam Design-"� �4 Page 1 calcs.ecwCalculatians Description Concourse Transfer Girder Loading (W33x130) General Information Steel Section : W33X130 Fy 50.O0ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 50.00 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft . Lu: Unbraced Length 15.00 ft _Point Loads Note!Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 Dead Load 19.200 k Live Load 33.700 k Short Term k Location 30.000 ft ' Summary 1Beam OK Static Load Case Governs Stress Using:W33X130 section,Span=50.00ft, Fy=50.0ksi End Fixity= Pinned-Pinned,Lu=15.00ft,LDF=1.000 Actual Allowable Moment 673.828 k-ft 911.827 k-ft Max.Deflection -1.254 in fb: Bending Stress 19.916 ksi 26.951 ksi Length/DL Defl 1,165.7 : 1 fb/Fb 0.739 :1 • Length/(DL+LL Defl) 478.6 : 1 Shear 34.992 k 383.844 k . fv:Shear Stress 1.823 ksi 20.000 ksi fv/Fv 0.091 :1 Force&Stress Summary <<-These columns are Dead+Live Load placed as noted->> DL LL LL+ST LL LL+ST Maximum Only (a).Center @ Center O.Cants (a Cants Max.M+ 673.83 k-ft 269.43 673.83 k-ft Max.M- k-ft Max.M @ Left k-ft Max.M @ Right k-ft Shear @ Left 24.41 k 10.93 24.41 k Shear @ Right 34.99 k 14.77 34.99 k Center Defl. -1.254 in -0.515 -1.254 -1.254 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 24.41 10.93 24.41 24.41 k Reaction @ Rt 34.99 14.77 34.99 34.99 k Fa calc'd per Eq.E2-2,K*L/r>Cc I Beam,Major Axis,(102,000*Cb/Fy)^.5<=L/rT<=(510,000*Cb I Fy)^.5,Fb per Eq.F1-6 Project No: __04,074__-C" __ Sheet No: ___ 02- Project: Project: A -----�E It-t 1, _ Date: Thorson•Baker+Associates Project Site: _ ffS ULT NG ENGINEERS 1..-614_6524042.6- Prepared By: CO • c 1— YPic t wTeern2 LQsLE F��a=30.‘X2o = (aoosF 2_47 p '(eG0 196F Dec. L,L= gp6¢ (►s x 20) a-10.rob k .vk z 24,2-14 -rennet, Lorry) Psr u3-t o0-6?A-tx CruNefi1 3/#1k CR- Li Title: Job# Dsgnr: Date: 2:18PM, 23 MAY 14 Description: Scope: • [ Steel Beam Design Page n talcs.ecw:Calculation Description Typical Transfer Girder Loading (W33x118) General Information Steel Section : W33X118 Fy 50.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 50.00 ft Bm Wt.Added to Loads Elastic Modulus , 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 15.00 ft [Dint Loads Note! Short Term Loads Are WIND Loads. 0 #1 #2 #3 #4 #5 #6 #7 Dead Load 12.000 k Live Load 27.200 k Short Term k Location 30.000 ft I Summary I Beam OK Static Load Case Governs Stress Using:W33X118 section,Span=50.00ft, Fy=50.0ksi End Fixity= Pinned-Pinned,Lu=15.00ft,LDF=1.000 Actual Allowable Moment 505.759 k-ft 800.854 k-ft Max.Deflection -1.074 in fb: Bending Stress 16.906 ksi 26.770 ksi Length/DL Defl 1,515.8 : 1 fb/Fb 0.632 :1 Length/(DL+LL Defl) 558.6 : 1 Shear 26.467 k 361.460 k fv:Shear Stress 1.464 ksi 20.000 ksi fv/Fv 0.073 :1 Force&Stress Summary U <<-These columns are Dead+Live Load placed as noted-» DL LL LL+ST LL LL+ST Maximum Only A Center t Center CcD.Cants 01 Cants Max.M+ 505.76 k-ft 179.36 505.76 k-ft Max.M- k-ft Max.M @ Left k-ft Max.M©Right k-ft Shear @ Left 18.63 k 7.75 18.63 k Shear @ Right 26.47 k 10.15 26.47 k Center Defl. -1.074 in -0.396 -1.074 -1.074 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 18.63 7.75 18.63 18.63 k Reaction @ Rt 26.47 10.15 26.47 26.47 k Fa calc'd per Eq.E2-2,K*Ur>Cc I Beam,Major Axis,(102,000*Cb/Fy)^.5<=UrT<=(510,000*Cb/Fy)^.5,Fb per Eq.F1-6 T3kProject No: 201 "b ZZZSheet No: __. 642`S Project: _Arpe1.0 Date: 'It q Thorson•Baker+Associates ���--y CONSULTING ENGINEERS Project Site: 1 its_ Prepared By: `77 +VEu.) 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