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Specifications • s£ ,u OFFICE COPY k l dfri At RecEl\leo l l/02022-D214a, .101011 q66 s- Wes&/44 /24 C0z GO NG Icos1Q 4 q Washington S uare Tenant Improvement — Space #CO2 Aritzia #2421 9665 SW Washington Square Road Portland, OR 97223 Structural Calculations Submittal: Permit Submittal PF Date: May 20, 2022 �N- ;,2� ' 3297 Prepared for: Aritzia �REG�N qOAM LOC° RENEWS: 12/31/2022 Ludwig Structural Consulting , LLC 4701 SW Admiral Way • Suite 325 • Seattle , WA 98116 ( 206 ) 402 - 4290 Aritzia—Washington Square Permit Submittal LSC Project No. 2214 PERMIT TABLE OF CONTENTS Page Structural Design Criteria 1 Storefront Support Framing 11 Cold Formed Metal Stud Framing 37 Partition Wall Design 38 Typical Ceiling Framing 59 Typical Bulkhead Framing 65 Mechanical Equipment Support Framing 96 Suspended Equipment Platform 97 Mechanical Support at Access Ceiling 102 May 20, 2022 Aritzia #2421 Tenant Improvement Structural Design Criteria May 20, 2022 LSC >t,1r ;t 4cti.ra tr, alRing 4701 SW Admiral Way, Suite 325 Seattle, WA 98116 (206)402-4290 Aritzia#2421 —Washington Square • Design Criteria and Loads LSC Project No. 2214 TABLE OF CONTENTS Page Structural Design and Systems Summary 3 Codes and References 3 Computer Programs Used 3 Beam Deflection and Camber 3 Materials,Specifications,and Strengths 4 Live Loads 4 Dead Loads 4 Wind Loads 5 Seismic Loads 5 May 20,2022 Page 2 Aritzia#2421 -Washington Square Design Criteria and Loads LSC Project No. 2214 STRUCTURAL DESIGN AND SYSTEMS SUMMARY The Aritzia#2421 Tenant Improvement project at Washington Square includes metal stud framing for the interior ceiling and non-structural partition walls, and structural steel and metal stud framing for the storefront support. Channel-strut framing is used for support of suspended mechanical equipment. The existing building is a two-story steel-framed structure with composite floor slabs and steel roof deck supported by open-web steel joists. The tenant space is on the first floor. The ground floor slab consists of a 4-inch-thick concrete slab-on-grade. The floor slab above is a 4-inch-thick concrete slab on 1.5-inch composite deck. Storefront glazing and mullions have been designed to bear on the existing concrete floor slab or raised framing, and laterally supported at the top. Steel framing has been provided to support the upper section of storefront glazing and to provide lateral support for storefront framing under interior live loads. Suspended mechanical equipment weighs 500-lbs or less and is supported by Unistrut channel framing designed to span between the existing steel floor beams. The existing framing has been checked to confirm its ability to support the expected ceiling and equipment loads. CODES AND REFERENCES • 2019 Oregon Structural Specialty Code with City of Portland Amendments • 2018 International Building Code (IBC) • AWS D1.1-15, D1.3-18, D1.4-18 • AISI"Code of Standard Practice for Cold-Formed Steel Structural Framing",2015 Edition • AISI"North American Specification for the Design of Cold-Formed Steel Structural Members," 2012 Edition. • ASCE/SEI 7-16 w/,Minimum Design Loads for Buildings and Other Structures, COMPUTER PROGRAMS USED • RISA • Excel Spreadsheets BEAM DEFLECTION AND CAMBER Deflection Criteria L/360 Live Load on Framing Members (uno) L/240 Total Load on Framing Members (uno) May 20,2022 Page 3 Aritzia#2421 -Washington Square Design Criteria and Loads LSC Project No. 2214 MATERIALS SPECIFICATIONS AND STRENGTHS Cold-Formed Metal Stud Framing Shapes with thickness<_43-mils ASTM A653, Grade 33 Shapes with thickness>_54-mils ASTM A653, Grade 50 Clip angles and connectors,54-mils min ASTM A653, Grade 50 Structural Steel Framing Square or Rectangular Shapes (HSS) ASTM A500, Gr B(Fy =46 ksi min),ASTM A1085 Angles or Channels ASTM A36 (Fy =36 ksi min) Plates, all other shapes UNO ASTM A36 or A572 (Fy =36 ksi min) Channel Strut Framing Shapes manufactured by Unistrut,with properties in accordance with the"General Engineering Catalog, No. 17A". LIVE LOADS t r. } . Lateral Forces 5 psf Typical interior horizontal load on vertical surfaces 100 lbs Point load on ceiling framing supporting display rods DEAD LOADS - 114701t Typical Loads 10 psf Ceilings 10 psf Interior Walls 25 psf Interior Stone-Clad Walls 15 psf Storefront May 20,2022 Page 4 Aritzia#2421 —Washington Square Design Criteria and Loads LSC Project No. 2214 WIND LOADS $4 1f 4F tE 3 Y Applicable to rooftop mechanical units as the rest of the work occurs within the building shell. Per ASCE 7, Chapter 30. Basic Wind Speed: V = 100 mph Exposure: B Occupancy Category: III Importance Factor: Iw = 1.0 Directionality Factor: Kd = 0.85 Topographical Factor: Kzt = 1.0 Roof Height: h = 33 ft Max Wall Height: z = 33 ft Zone: 1, 2 or 3 Wind Pressures (Components and Cladding) Trib Area (SF) Zone 1 - (psf) Zone 2 - (psf) Zone 3 - (psf) 10 -25.2 -29.5 -53.8 50 -21.9 -34.9 -47.9 100 -20.5 -32.9 45.4 SEISMIC LOADS 1. Interior partition walls, ceiling framing, and storefront framing Per ASCE 7, Chapter 13 Seismic Design Category D, Risk Category II, Site Class D (default). ap = 1.0 Rp = 2.5 z = 33 ft h = 19ft I = 1.00 Sds = 0.693 Fp = 0.4*Sds*ap*(1+2*(z/h)*Wp/(Rp/Ip) = 0.353*Wp Interior Walls: Fp = 5.0 psf Stone-Clad Walls: Fp = 8.8 psf Ceilings : Fp = 5.0 psf Therefore, minimum 5 psf interior live load controls design for typical wall and ceiling framing. May 20,2022 Page 5 Aritzia#2421 —Washington Square Design Criteria and Loads LSC Project No. 2214 2. Mechanical equipment support. Per ASCE 7, Chapter 13 ap = 2.5 Rp = 6.0 z = 20ft h = 20 ft Fp = 0.4*Sds*ap*(1+2*(z/h)*Wp/(Rp/Ip) = 0.345*Wp For a maximum 500-lb unit, the horizontal force (ASD) is 172-lbs. Cable sway bracing may be used to laterally support mechanical units. May 20,2022 Page 6 4/1/22,1:38 PM ATC Hazards by Location cgcHazards by Location Search Information L'7It Address: Washington Square Tc,Tigard, OR 97223, USA 8lrt Rd Coordinates: 45.4528719,-122.7790544 p Les Schwab Elevation: 239 ftIlk Timestamp: 2022-04-01T20:38:38.990Z *hang Goods 111 JCPerineySummit Dr Hazard Type: Wind to Cheesecake Factory Gongle Map data©2022 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 wehsite does not imnlv annroval by the noverninn hliilctinn cn Sins resnonsihle fnr huildinn code annrnval and internretatinn for the httnc//ha7arric atrnnnril nrn/t!/\eiinrl91a4-A5 AS9A7102.1n,.—_199 77nncAA4 T_ni nes nes r.r. , 4/1/22, 1:39 PM ATC Hazards by Location arcHazards by Location Search Information (1:�a) America's Address: Washington Square Tc, Tigard, OR 97223, USA �r to Contacts E p ( 239ft Coordinates: 45.4528719, -122.7790544 Elevation: 239 ft ! Timestamp: 2022-04-01T20:39:33.383Z Hazard Type: Seismic air S Sporting Grads Reference ASCE7-16 G 3�:x � ` Mapdata©2022 Document: Risk Category: II Site Class: D-default Basic Parameters Name Value Description Ss 0.867 MCER ground motion (period=0.2s) Si 0.398 MCER ground motion(period=1.0s) SMS 1.04 Site-modified spectral acceleration value SM1 *null Site-modified spectral acceleration value SDs 0.693 Numeric seismic design value at 0.2s SA SD1 *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 0.395 MCEG peak ground acceleration FPGA 1.205 Site amplification factor at PGA PGAM 0.476 Site modified peak ground acceleration Page 8 httosl/hazards.atcouncil_ornl#/saicmic9lat=4.ri 4c2R719RInn=-199 77C11FddRarlrtrocc=\A/ hinntr,r,c.,,Caro T,0 7(`Tj,,.,.ao/or r\o n7o-,ov or I ion A,n 4/1/22,1:39 PM ATC Hazards by Location TL 16 Long-period transition period(s) SsRT 0.867 Probabilistic risk-targeted ground motion (0.2s) SsUH 0.978 Factored uniform-hazard spectral acceleration (2%probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value(0.2s) S1RT 0.398 Probabilistic risk-targeted ground motion (1.0s) S1 UH 0.459 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. • Page 9 Ludwig Structural Consulting 4701 SW Admiral Way,Suite 325cf, • Seattle,WA 98116 Seismic Design Parameter Calculation 2018 IBC (Ch. 16) &ASCE 7-16 (Ch. 11, & 13) Determination of seismic design parameters for non-structural components per ASCE 7 Chapter 13 Occupancy Category II [Tab. 1604.5] Site Class D default [Tab. 1613.5.2] [Site Class A-E. Site Specific GM Reqd for SC F] Design Category D [Sec. 1613.5.6; Tab. 16.13.5.6(1) & (2)] Sa 0.867 [USGS Seismic Hazard Data or Site Specific Ground Motion] Si 0.398 [USGS Seismic Hazard Data or Site Specific Ground Motion] Fa 1.20 [Y/N] N [Use Site Specific Value?] Fa 1.2 [Tab. 11.4-1] Fa [Site Specific Ground Motion] SMS 1.04 [Eqn. 16-36] SOS 0.69 [Eqn. 16-38] Component: z h aP RP I FP FP,min FP,max Interior Walls 10.5 15 1.00 2.50 1.00 0.266 0.208 1.110 Fasteners 10.5 15 1.25 1.00 1.00 0.832 0.208 1.110 Page 10 .. Lsc Ludwig Structural Consulting Storefront Support Framing IE.E LINE „V<TOR . A_ EE i,nur q B rt V /rt rc n II; II II 21RW5,„sq.,. III I 11 I11 II I .e^lO ---- -- 1 SECTION — P II -- : II II Iii R�9xli Y5ni Y III I ^ nh<IR .- —f--- 0 POS5P IPITsn — .0 _1g{ s. f Tharo' ayr _.—. I V � .REAM sncE PEN 1ysolo — w 1R — IKRBN.VRT/STL M IO nsvr11 ai• l jai—In 'k W Emu------- - it I V -- —--R P, %Coon q -;;7 - ill A 7/5 410 —.— G----_j� xss REM seEce PER 12r5410 :i wii ,halo i �.MNORET —.�..;= ENS,v�sERpNR 4 Illi Y �61 P , gIO T6.O.G __ sum. _ N - 16h-211 LEIjci Y.ft,:I,1 uvsln' 5- � u I 1, III 5o,a 1 I is 0,0V 11i , a'I IIIM REF: S-150 Ludwig Structural Consulting , LLC 4701 SW Admiral Way • Suite 325 • Seattle , WA 98116 ( 206 ) 402 - 4290 Page 11 • Aritzia -Washington Square 5/13/2022 Design of Steel Framing for storefront support Ref: 7/S-303 1. Storefront Entry Design steel frames to brace top of storefront and support header. Loads: Wall weight: 15 psf Ceiling weight: 10 psf Live Load: 10 psf Horizontal Loads: Min 5.0 psf Seismic: 5.3 psf ASD, wall Seismic: 3.5 psf ASD, ceiling Bulkhead Height 2.5 ft Storefront Height 10.5 ft Ceiling Trib 1.291667 ft HSS header over storefront: wd = 50.4 plf live load: wl = 12.9 plf 5 psf horiz: wh = 38.8 plf typ wh = 12.5 plf middle span we= 45.6 plf ASD, typ we = 17.8 plf ASD, middle span Vertical deflection limited to 1/4". Horizontal deflection limited to L/360 Frame designed in RISA for loads above. See RISA output on the following pages Page 12 1IIIIIIIIIIIII ,. 1 y t Z x ., „..,..,,.„' "4 4":1 1•1 6. 44'I-;:''- A21';'''-:1±<'' 1 ,,,te, • , c. i . - . -,„ roa . , , . ''' --- . .6 , . .- - ... . , ,. „ - .. . 40° „ . - ,- 4 . .--, 44. . . . , , . ..-- ..-- ....,-- , ,..... ,._ .....,„, , N,,,...8 •44- .1 - ' , ----"' 1, 1. 0 , , ' ..„ --•• ( , ..-- ' -*114 16 .,„ ,..... LSC SK- 1 , 1 JEB Aritzia Washington Square Storefront May 13, 2022 at 9:43 AM 2214 Aritzia Wash Sq Storefront Framin... Page 13 Z X , .ti cDp 0� \N 2 6 44 w 1x N• 6 cou t(x) I\1T \ASCI) � 1 1 = v '1'6 4 Rtcot' to T2 0 �Sg M 1,j _. , 15 X ' 10 L ri x., ri c1) 14 16LSC SK- 2 JEB Aritzia Washington Square Storefront May 13, 2022 at 9:43 AM 2214 Member Sizes Aritzia Wash Sq Storefront Framin... Page 14 410 z x /1177 01, w Ll COL 01 Ps 2 „,-- 1110*."7 \•1\\1;10( 2 417 /70 cy) LSC SK- 3 JEB Aritzia Washington Square Storefront May 13, 2022 at 9:44 AM 2214 Member and Joint Labels Antzia Wash Sq Storefront Framin Page 15 lk • 1► 140. z x M7�, I 16 'Aill)447 COLt' p f lot, , r i ,a s ii N `/. Loads: DL-Dead Load LSC SK- 13 , JEB Aritzia Washington Square Storefront May 13, 2022 at 11:49 AM 2214 IDead Loads Aritzia Wash Sq Storefront Framin.. Page 16 , ~ , z x Polk ft -12 co 'o 0 go 171 | �r � � Loads: LL' L�* Lood '--� L8C 8K' 14 JEB ' Arhzia Washington Square Storefront May 13. 2022 at 11:49AK8 2214 Live Loads Aritzia �mac' SnStorefront / ram�_ Paga17 Y ♦ /' 0. z X M>> 0�3 a 4S 391• w`2 12.5b/fEr: � ICOLZ '7 39 • • co rn CV 2 Loads: WL-Wind Load LSC SK - 15 JEB Aritzia Washington Square Storefront May 13, 2022 at 11:49 AM 2214 5 psf Horizontal Loads Aritzia Wash Sq Storefront Framin.-. Page 18 t z x M>> 3P \;'.4 4000 16. N- 311''91• w'2 Opt .- -- 0 u A4' - oeft , � M 31.9 • 'I .- CD.. (V pie' Loads: BLC 5, Seismic LSC SK- 12 JEB Aritzia Washington Square Storefront May 13, 2022 at 11:48 AM 2214 Seismic Loads Aritzia Wash Sq Storefront Framin. . Page 19 y cede Check No Gk �0 9P10 z x 50-0 5 0.. 0.- 02 \AG -1 36 o y 0 - C L` COL2 �3 32 i'S` 0* ,,. O .0c) LSC ? SK-20 JEB Aritzia Washington Square Storefront May 13, 2022 at 11:56 AM ] 2214 Code Check- DCR I Aritzia Wash Sq Storefront Framin... '.. '... Page 20 . .. . ........ e.. s ♦ e!ti e i U}tt iitttstbttet}#i Company : LSC May 13, 2022 Designer : JEB °1 .i. Job Number : 2214 Checked By:__ TECHNOLOGIES Model Name : Aritzia Washington Square Storefront Global Display Sections for Member Calcs , 10 -Max Internal Sections for Member Calcs 100 Include Shear Deformation? Yes ........ .... . .. . ... .. Include Warping? Yes Trans Load Btwn Intersecting Wood Wall? Yes Increase Nailing Capacity for Wind? Yes Area Load Mesh (inA2) 144 Merge Tolerance (in) .12 I P-Delta Analysis Tolerance 0.50%Include P-Delta for Walls? Yes Automaticly Iterate Stiffness for Walls? Yes ,Maximum Iteration Number for Wall Stiffness Gravity Acceleration (ft/sec^2) 32.2 Wall Mesh Size (in) 12 i_Eigensolution Convergence Tol. (1.E-) 4 Vertical Axis !Y Global Member Orientation Plane XZ Static Solver Sparse Accelerated Dynamic Solver Accelerated Solver Hot Rolled Steel Code AISC 13th(360-05):ASD__, Adjust Stiffness? • .,'. Yes(Iterative) ,RISAConnection Code AISC 14th(360-10):ASD Cold Formed Steel Code iiP Vi AISI S100-10: ASD Wood Code AF&PA NDS-12: ASD Wood Temperature < 100E Concrete Code ACI 318-11 Masonry Code ACl530-11: ASD jAluminum Code AA ADM 1-10: ASD-Building Number of Shear Regions 4 Region Spacing Increment (in) 4 ;Biaxial Column Method Exact Integration Parme Beta Factor(PCA) .65 Concrete Stress Block Rectangular Use Cracked Sections? Yes ,Use Cracked Sections Slab? Yes Bad Framing Warnings? No Unused Force Warnings? Yes Min 1 Bar Diam. Spacing? No Concrete Rebar Set REBAR_SET_ASTMA615 'Min % Steel for Column 1 Max % Steel for Column 8 RISA-3D Version 12.0.0 [C:\...\...\...\...\Calcs\Aritzia Wash Sq Storefront Framing 20220513.r3d] Page 1 Page 21 • Company : [SC Designer : JEB r''''F' May 13, 2022 Job Number : 2214 Checked By:__ TECHNOLOGIES Model Name : Aritzia Washington Square Storefront Global, Continued [Seismic Code i ASCE 7-10 Seismic Base Elevation (ft) Not Entered kAdd Base Weight? Yes [Ct Z [ .02 Ct X .02 'T Z (sec) Not Entered T X (sec) , Not Entered 1R Z ' 3 R X 3 Ct Exp. Z .75 1[Ct Exp. X .75 SI..)-1 SDS 1 Si 1 [MilTE.‘I''',177711k TL (sec) 5 [Risk Cat I or II Seismic Detailing Code ASCE 7-05 om z ., _ , . 1 .,.;3441,0,'4i4;eii;4Ki84-4-pit7tr. om x 1 Rho Z 1:124.::, :i44157.ZA.1-AliNititIZZA.,.1- Rho X 1 Hot Rolled Steel Properties Label E [ksi] G [ksi] Nu Therm 01E..Density[k/ft... Yield[ksi] Ry Fu[ksi] Rt 1 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.2 2 . A36 Comp , 87000 ' 11154 .3 .65 .49 36 1.5 58 1 1.2 3 A572 Gr.50 29000 , 11154 .3 .65 .49 50 1.1 65 1.1 4 A992 29000 11154 [ .3 .65 .49 50 1.1 65 1.1 5 A500 Gr.B RND 29000 11154 .3 .65 .527 42 1.4 58 1.3 _ 6 A500 Gr.B Rect 29000 11154 .3 .65 .527 46 1.4 58 1.3 7 A53 Gr.B 29000 11154 .3 .65 .49 35 1.6 60 [ 1.2 8 , A1085 29000 11154 [ .3 . .65 .49 [ 50 1.4 65 1.3 General Material Properties Label Elssii , _[_Ics Nu Therm(A1EF) Density[k/ft^4--p 1 , aen Conc3NW 3155 1372 J .15 .6 .145 1 2 gen_Conc4NW 3644 1584 1 .15 .6 . ..__ ____ .145 3 qen Conc3LW 2085 906 .15 .6 .11 4 ' gen_Conc4LW 2408 1047 .15 .6 .11 5 gen Alum 10600 4077 .3 1.29 .173 6 gen Steel 29000 i 111,54 , .3 .65 .49. [ 7 RIGID 1e+6 1 1 .3 0 0 Hot Rolled Steel Section Sets Label Shape , Type Design List Material Design R... A Dn2] lyy[iM] [in4] 1 iHSS COLUMN 1 HSS3.5x3.5x4 Column Tube AA550000 GGrr..BB RR ... Typical 2.91 5.04 5.04 1 8-38 2 HSS COLUMN 2 HSS3.5x3.5x4 Column Tube Typical 2.91 5.04 , 5.04 i 8.35 ! I 3 HSS CCII.,___UMN 3 HSS3.5x3.5x6 , CaLlMn Tube A500 Gr.B R. Typical 4.09 6.49 t 6.49 1 11.2 RISA-3D Version 12.0.0 [CA...\...V..\...\Calcs\Aritzia Wash Sq Storefront Framing 20220513.r3d] Page 2 Page 22 .iliMIAllk40. iitii..t .x..r..al t.; •li.. if i f..4.i.i iixs ua ,it.,a„x I{AdkiiliistittfHn11iA3i121ff# s 3 itlafF“..ilil}4i0.44 if r,roa.,. ._..«,eaa a, f f 1111"tiitFHtii4lif}14$4.ift... .Aiififif i i tfif414 iililiH 1.1.itii4ikii..tiliM1LdMUiita x..,,,ea.:- ;, Company : LSC May 13, 2022 ' , 4%,,,,,r41,,, f Designer : JEB Job Number : 2214 Checked BY TECHNOLOGIES Model Name : Aritzia Washington Square Storefront Hot Rolled Steel Section Sets (Continued) Label Shape Tvpe Design List Material Design R... A fin2l Ivy fin41 Izz fin41 J fin41 _ , 4 ,HSS COLUMN 4 HSS3.5x3.5x4 Column Tube A500 Gr.B R...1 Typical 2.91 5.04 5.04 , 8.35 5 Ex HSS COL HSS7x7x4 Column Tube A5000r.B R... Typical 6.17 46.5 46.5 73.5 y L 6 CANTILEVER HSS6x4x4 Beam Tube A500 Gr.B R... Typical 4.3 1 11.1 20.9 23.6_ 7 STOREFRONT HE HSS8x4x4 Beam Tube A500 Gr B R... Typical 5.24 14.4 42.5 l 35.3 8 STOREFRONT HE HSS8x4x4 Beam Tube A500 Gr B R. .1 Typical 5,24 14.4 42.5 135..3 9 EX HSS 6X6 HSS6x6x4 Beam Tube A5000r.B R... Typical 5.24 28.6 28.6 45.6 1- 10 EX HSS 8X4 HSS8x4x4 Beam Tube A500 Gr.B R... Typical j 5.24 14.4 , 42.5 ', 35.3 1.1 EX ANGLE BRACE L3x3x4 Beam Single Angle A36 Gr.36 , Typical 1.44 1.23 1.23 .031 12 1 EX C4 CHANNEL C4x5.4 Beam Channel A36 Gr.36 Typical 1.58 .312 3.85 .04 1.3 EX C6 CHANNEL C6x10.5 Beam Channel , A36 Gr.36 Typical 3.07 .86 1 15.1 .128 14 BACK BEAM C8x11.5 Beam Channel A500 Gr.B R.. Typical 3.37 1.31 32.5 .13 General Section Sets Label Shape Type Material A[1n2] Iyy[in4] i Izz[in4] J [in4] 1 GEN1A RE4X4 T Beam gen_Conc3NW 16 21.333 2�[ 33p 1 573 2 , RIGID None RIGID 1e+ ... , -6: , 1e+6 t1.. ..,', .t, ,,,,,dwo 3 GEN3 __ None _ gen_Steel 1 e+6 I 1 e+6 1 e+6 1 e+6 Joint Coordinates and Temperatures Label X [ft] Y [ft] Z[ft] Temp[F] Detach From Diaphragm 1 N18 0 11.958 -27.422 0 _2 N17A 4.63 11.958 -27.422 0 , ,..,,;.. 3 N 1 6.297 0 -27.422 0 Yes 4 N2 6.297 11.958 -27.422 0 s .3 g... ,, M ri '. 5 N5 0 11.958 -11.516 0 6 N4 1.9896 0 -11.516 0 '>,,' ,4.. '" 7 , N7 1.9896 11.958 -11.516 0 8 N 18A 4.63 11.958 11.516 0 . ,, �. 3 ,.. ...1 ,g xv, !1 ., i,k.=i. 9 N6 6.297 11.958 -11.516 0 L 10 N8 6.297 11.958 -10 ; t 11 N9 6.297 11.958 10 0 12 N 11_ 0 11.958 11.474 0 13 N10 2.297 0 11.474 0 14 N13 2.297 11.958 11.474 0 15 N 19 4.63 11.958 11.474 0 16 N12 6.297 11.958 11.474 0 Yes 17 N17 0 11.958 27.422 0 l 18 N20 4.63 11.958 27.422 0 _. i 19 N14 6.297 0 27.422 0 20 N15 6.297 11.958 27.422 0 ; Joint Boundary Conditions Joint Label X [k/in] /in] Z[k/in] ,X Rot k-ft/rad] i Y Rot.[k-ftlrad] Z Rot. -ft/rad], foting_ 1 I N7 Reaction Reaction 2 , N11 Reaction Reaction ,, , 3 N4 Reaction Reaction Reaction Reaction 4 N14 Reaction Reaction Reaction Reaction RISA-3D Version 12.0.0 [C:\...\...\...\...\Calcs\Aritzia Wash Sq Storefront Framing 20220513.r3d] Page 3 Page 23 • s r Company : LSC May 13, 2022 r,e., A Designer JEB Job Number : 2214 Checked B T E c H N 0 L 0 G I E s Model Name : Aritzia Washington Square Storefront Joint Boundary Conditions (Continued) Joint Label X [k/in] _ Y[k/in] Z[k/in] X Rot.[k ft/rad] Y Rot. k-ft/rad� Rot,jk ft/rad] Footing 5_ T _ Ni___ Reaction T Reaction 1 .Reaction Reaction 6 N 10 Reaction Reaction " "Reaction _ "� �. A Reaction 7 N13 Reaction Reaction 8 N5 Reaction Reaction _1__ 9 N17 Reaction Reaction Reaction Reaction Reaction Reaction 10 N18 Reaction Reaction l Reaction Reaction Reaction Reaction ,...I '9'0' Hot Rolled Steel Design Parameters Label HSS COLUMN2 Shape1 Lengt...Jbyy[ft] Linz top L-torque[ft] Kzz Cb Function 2 M29B11 9581 [f ,Lc K1 1 T HSS COLUMNLateral- 1 M15 11.958 I 1 1 Lateral' -_ 3 M7 HSS COLUMN 1 11 958 1 1 Lateral 4 M39 STOREFRONT... 17.422j 1 1 Lateral' ,. , 5 M102 STOREFRONT... 17.422 1 1 Lateral 6 M45 ,CANTILEVER 6.297 1 1 1 1 Lateral 7 M47A STOREFRONT .. 20 1 1 Lateral 8 M13 HSS COLUMN 2 11.958 7 .7 ' Lateral -' 9 M17 CANTILEVER 6.297 1 1 Lateral 10 M10 CANTILEVER_.f297': 1 1 Lateral 11 M11 CANTILEVER6-,297 1 1 Lateral Joint Loads and Enforced Displacements Joint Label _L,D,M_ Direction M itue[(l agn d b,k-ft) (in.rad),(Ib*s^2/ft.Ib*s^2*ft)] No Data to Print ... Member Point Loads Member Label Direction Magni de[Ib.k-ft] _Laation %l No Data to Print ... Member Distributed Loads (BLC 9 Ceiling LL) Member_Label_ Direction Start Magnitude[Ib/ft,FJ End Magnitude[lb/ft,F] Start Location[ft,._End Location[ft,% 1 M102 Y -12.5 -12.5 0 0 __ 2 M47A Y -12.5 -12.5 0 0 3 M39 Y -12.5 -12.5 0 0 4 M12 Y -12.5 -12.5 0 0 5 L M13A_..__---- Y -12.5 -12.5 0 1 0 Member Distributed Loads (BLC 2 : Ceiling DL) Member Label Direction Start Magnitude[lb/ft,F] End Mag_nitude[Ib/ft,F] Start Location ft nd-_Locationft%], 1 M47A Y -13 -13 __ 0 1. 0 2 M102 Y -13 -13 0 0 3 M39 Y -13 -13 0 0 4 M12 Y 13 -13 0 0 .:_ 5 M13A Y -13 -13 0 0 RISA-3D Version 12.0.0 [C:\...\...\...\...\Calcs\Aritzia Wash Sq Storefront Framing 20220513.r3d] Page 4 Page 24 ..... .. ... . ....... ..... .,r „.,, , _.. N«..., ......,..x..a.o.,.,rm r. a •'''.."1,`.., I, .,,. Company : LSC May 13, 2022 : A Designer : JEB Job Number : 2214 Checked B r E H N o o c I E s Y Model Name : Aritzia Washington Square Storefront Member Distributed Loads (BLC 3 : 5psf LL) Member Label Direction Start Magnitude[Ib/ft,F] End Magnitude[Ib/ft,F] Start Location[ft,...End Location[ft,%] 1 M39 X 39 39 0 1.6.625 2 _ . M102 X 39 39 .766 0 3 M39 X I 12.5 12.5 16.625 1 0 r 4 M102 tt —X---- I 12.5 1.2.5 ' ' ..r 0 .766: 5 M47A I X I 12.5 12.5 0 0 Member Distributed Loads (BLC 4 : Wall DL) Member Label Direction Start Ma.gn it)de[Ib/ft.F] nitud Ibe(fft,_E__ Start Looation[ft,,.,End Locatio ft°° 1 M47A Y 1 -25 I Ma25 I 0 0 2 i M102 Y -25 -25 _ __[.. _ 0_ 0 r 3 1 -_-_-- M39 Y -25 -25 0 0 Member Distributed Loads (BLC 5:Seismic) tuber Label Direction Start Magnitude[Ib/ft,F�__ End Magnitude[1b/ft F] _Start Locatior�LftTEnd_�ocatio ° r______i_ma_ 1 M X 13.4 13.4 16.625 0 2 M '.11, X 13.4 II 13.4 0 .766 . 3 M47A„ _ X 13.4 13.4 0 0 4 M39 . ; X 31.9 31.9 0 16.625 5 _L_ M102 X 1 31.9 I 31.9 i .766 0 Member Area Loads Jointer Joint 6 Joint C Joint D_ Direction Distribution Magnitude[psf] No Data to Print ... Basic Load Cases BLC Description Category X GravityY GravityZ Gravity Joint Point_-_Distribu„Area(M...Sur- . 1 Ceiling LL LL 5 i. 2 Ceiling DL DL 5 :., * 3 5psf LL WL 5 4 Wall DL DL 3 s] s. 5 Seismic EL _ 5 6 Gravity DL 1 1 r. ., ,' , Load Combinations Description Sol...PD...SR...BLC Factor BLC FactorBLC FactorBLC FactorBLC FactorBLC FactorBLC FactorBLC Factor 1 IBC 16-8 Yes Y DL 1 2 IBC 16-9 Yes Y DL 1 LL 1 [ 3 Yes Y DL .6 LL 1 4 IBC 16-12 (b) Yes Y DL 1 WL 1 5 Yes Y DL 1 WL -1 6 IBC 16-16 Yes Y DL, .6 WL 1 7 Yes Y DL .6 WL -1 8 Yes Y DL, 1 LL , .75 WL .75 9 Yes y DL 1 LL .75 WL -.75 10 Yes Y DL 1 EL 1 11 Yes y DL 1 EL -1 RISA-3D Version 12.0.0 [C:\...\...\...\...\Calcs\Aritzia Wash25 Sq Storefront Framing 20220513.r3d] Page 5 Page Company : LSC May 13, 2022 Designer : JEB ..0.,,,,444.7, Job Number : 2214 Checked By: TECHNOLOGIES Model Name : Aritzia Washington Square Storefront Load Combinations (Continued) Description Sol. PD...SR..BLC Factor BLC FactorBLCfFactorBLC FactorBLC FactorBLC FactorBLC FactorBLC Factor 12 I Lateral Load Deflection Y WL 1 ] I I , 13 Live Load Deflection Y LL 1 1. 14 ;Dead Load Deflection I Y DL 1 1 1 15 Seismic Reactions Y EL 1 I i 1 i__ Envelope Joint Reactions Joint 1 X[lb..].. LC Y [lb] LC Z[Ib] 1 LC _MX1k-ft] rLC MY[k-ft] _LC MZ Lk-ftL TIC . 1 N7 max 472.036 7 0 1 -2.479 6 0 1 0 1 0 1 2 min -512.573 4 0 1 -5.322 2 0 1 0 1 0 1 3 N 11 max 0 1 -1247.487 6 0 2 0 1 0 1 0 1 4 1 min 0 1 2597.537 2 0 6 0 1 0 1 0 1 5 N4 max 31.575 2 5157.546 2 5.322 2 0 1 0 2 0 1 6 min 15.177 6 2489.698 6 1 2.479 6 0 -U 0 6 0 1 _ 7 N14 max .001 4 841.621 2 0 6 0 1 0 1 0 1 _ 8 min -.001 5 408.328 6 0 2 0 1 0 ' 1 0 1 9 N 1 max .001 4 839.381 2 0 6 0 1 0 1 0 1 10 min -.001 5 407.271 6 0 2 0 1 0 1 0 1 11 N10 max 30.593 2 4485.883 2 -1.21 6 0 1 0 4 0 , 1 , 12 min 14.716 6 2167.69 6 -2.691 2 0 1 0 3 0 1 13 N13 max 470.364 7 0 1 2.691 2 0 1 0 1 0 1 14 min -509.663 4 0 1 1.21 6 0 1 0 1 0 1 15 16 min ;_ 0 1 3268.054 6 0 6 0 1 0 1 0 1 N5 max 0 1 -1568.82 2 0 2 0 1 17 5 112.996 2 0 2 0 6 0 1 0 1 18 N17 min -298.202 4 51.961 7 , 0 6 0 2 0 1 0 1 19 N18 max 296.883 5 112.829 2 0 6 0 6 0 1 0 1 20 min -296.883 4 51.902 7 0 2 0 2 0 1 0 1 22 Totals. mman -1567 497' 4 2760.564 7 0 11 Envelope Member Section Forces Member Sec_ Axial[lb] LC y Shear[lb] LC z Shear...LC Torque[k-ft] LC y-y Moment[._LC z-z Moment[k-ft] LC 1 M15 1 max5157.546 2 -15.177 6 5.322 2 0 1 0 1 0 1 2 min 2489.698 6 -31.575 2 2.479 6 0 1 0 1 0 1 3 2 max5143.395 2 -15.177 6 5.322 2 0 1 .007 2 .042 2 4 min 2481.208 6 -31.575 2 ': 2.479 6 0 1 .003 6 .02 6 5 3 max5129.245 2 -15.177 6 5.322 2 0 1 .014 2 .084 2 6 min 22472.718' 6 -31.575 2 2.479 6 0 1 .007 6 .04 6 7 4 max5115.095 2 -15.177 6 5.322 2 0 1 .021 2 .126 2 8 min 2464.228 6 -31.575 2 2.479 6 0 1 .01 6 .06 6 9 5 max5100.945 2 -1.5.177 6 5.322 2 0 1 .028 2 .168 2 10 min 2455.738 6 -31.575 2 2.479 6 ,, 0 1 .013 6 .081 6 , 11 6 max5086.795 2 -15.177 6 5.322 2 0 1 .035 2 .21 2 12 min;2447.248 6 -31.575 2 2.479 6 0 1 .016 6 ' .101 6 13 7 max5072.645 2 -15.177 6 5.322 , 2 0 1 .042 2 .252 2 14 'min 2438.758, 6 -31.575 2 2.479 ' 6 0 1 .02 6 .121 6 15 8 max5058.495 2 -15.177 6 5.322 2 0 1 .05 2 .294 2 16 min 2430.268 6 -31.575 2 2.479 6 0 1 .023 6 .141 6 17 9 irnax15044.345 2 -15.177 6 5.322 2 0 1 .057 2 .336 2 RISA-3D Version 12.0.0 [C:\...\...\...\...\Calcs\Aritzia Wash Sq Storefront Framing 20220513.r3d] Page 6 Page 26 `„ Company : LSC May 13, 2022 1ffr6 A Designer : JEB Job Number : 2214 ,� �%k ,�' , Checked By: _ TECHNOLOGIES Model Name : Aritzia Washington Square Storefront Envelope Member Section Forces (Continued) r_ 18 min 2421.77'8, 6 -31.575 2 2.479 6 0 1 .026 6 .161 6 1 . Member Sec Axalflbl LC y Shearflb] LC z Shear...LC Torquefk-ftl LC v-v Momentl.. LC z-z Momentlk-ftl LCi 19 10 max5030.195 2 -15.177 6 5.322 2 0 1 .064 2 .378 2,I 20 min 2413.288 6 -31.575 2 12.479 6 0 1 1 .03 6 .181 6: 21 M29B 1 max 841.621 2 0 1 0 1 0 1 0 1 0 1 22 1 min 408.328 6 0 1 0 1 , 0 1 0 1 0 1 23 2 max 827.471 2 0 1 0 1 0 1 0 1 0 5 24 min 399.838 1 6 0 1 0 1 0 1 0 1 0 4 25 3 max 813.321 2 0 1 0 1 0 1 0 1 0 5 26 m n'391.348 6 0 1 0 1 0 1 0 1 0 4 27 4 799.171 2 0 1 ,, 0 1 0 1 0 1 0 5 28 min',382.858 6 0 1 i 0 1 0 1 0 1 0 4 29 5 max 785.021 2 0 1 0 1 0 1 0 1 0 5 30 min 374.368 6 0 1 0 1 0 1 0 1 0 4 i 31 , 6 max 770.871 2 0 1 0 1 0 1 0 1 0 5 ,' 32 1min',365.878 6 0 1 0 1 0 1 1 0 1 0 4 33 7 max 756.721 2 0 1 0 1 0 1 0 1 0 5 34 1 min 357.388 6 ' ' 0 4 0 1 0 1 i 0 1 0 1 35 8 max 742.571 2 0 1 0 1 ! 0 1 0 1 0 5 36 min 348.898 6 0 1 0 1 0 1 0 1 0 4 37 9 max 728.421 2 1 0 1 0 1 0 1 0 1 0 5 38 min 340.408 6 0 1 0 1 1 0 1 0 1 0 4 714.271 2 0 1 0 , 1 .__ 0 1 0 . 1 0 5 . 40 10 0 min'331.9181 6 0 1 0 1 0 1 0 1 0 4 41 M7 1 max 839.381 2 0 1 0 1 0 1 0 1 0 1 42 min 407.271 6 0 1 0 1 0 1 0 1 0 1 43 2 max 825.231 2 0 1 0 1 0 1 0 1 0 4 44 'min 398.781 6 0 1 0 1 0 1 0 1 0 5 45 3 max 811,08 2 0 1 0 1 0 1 0 1 0 4 46 min',390.291 6 0 1 0 1 0 1 0 1 0 5 47 , 4 max 796.93 2 0 1 0 1 0 1 0 1 0 4 48 min 381.801 6 0 1 0 1 0 1 0 1 0 5 _49 5 max 782.78 2 0 1 0 1 0 1 0 1 0 4 50 min 373.311 6 0 1 0 1 0 1 0 1 0 5 51 6 max,768.63 2 0 1 0 1 0 1 0 1 0 4 52 min L 364.821 6 0 1 0 1 0 1 0 1 0 5 53 7 max 754.48 2 0 1 0 1 0 1 0 1 0 4 54 min 356.331 6 0 1 0 1 0 1 0 1 0 5 55 8 max 740.33 2 0 1 0 1 0 1 0 1 0 4 56 min 347.841 6 0 1 i 0 1 0 1 0 1 0 5 57 9 max 726.18 2 0 1 0 1 0 1 0 1 0 4 __58 ' min 339.351 6 0 1 0 1 0 1 0 1 0 5 59 10 max 712.03 2 0 1 0 1 0 1 0 1 0 4 60 ! min''330.861 6 0 1 0 1 0 1 0 1 0 5 61 M39 1 max 0 1 488.476 2 298.201 5 , 0 4 0 1 0 1 62 min 0 1 240.42 6 -298.201 4 . 0 5 0 1 0 1 63 2 max 0 1 353.597 2 222.705 5 0 4 .504 5 -.401 6 64 min 0 1 174,011 6 -222.7051 4 0 5 -.504 4 -.815 2 _65 3 max 0 1 218.718 2 ,147.21 5 0 4 .862 5 -.674 6 L 66 min 0 1 107.602 6 -147.21 4 0 5 -.862 4 -1.369 2 67 4 max 0 1 83.839 2 71.715 5 0 4 1.074 5 -.818 6 68 min 0 1 41.193_ 6 71.715 4 0 5 -1.074 4 -1.662 2 69 5 max 0 1 25.-12_8 7 6.198 10 0 4 1.14 5 -.833 6 RISA-3D Version 12.0.0 [C:\...\...\...\...\Calcs\Aritzia Wash Sq Storefront Framing 20220513.r3d] Page 7 Page 27 -. .......,... ,..„........,... ... ..,. ..,,...«.,«„.. ..,..v..•«,,+.., ,+.,.,+.a.rtrp.aasaauY3a iaxxuY,ra t a taRtrearasut+.ibu...,. , ..,. .saaaxNiNAxixY4a{txla4;ixiaarirwk++.snacst.afutlxxa.rativaaaaxtitxaa3Necsuuaa.uaa s u,a,,...,. rr Company : LSC May 13, 2022 les, b Designer : JEB 4 Job Number : 2214 Checked By: - TECHNOLOGIES Model Name : Aritzia Washington Square Storefront Envelope Member Section Forces (Continued) Member Sec Axalflbl LC v Shearflbl LC z Shear...LC Torquefk-ftl LC v-v Momentf . LC z-z Momentfk ftl LC 70 min 0 1 -51.04 2 -6.198 11 0 5 -1.14 4 1,694 2 a 71 6 max 0 1 -91.607 7 79.276 4 0 4 1.059 5 -.72 6_ `72 min 0 1 -185.919 2 -79.276 5 0 5 -1.059 4 -1.464 2 73 7 max 0 1 -158.016 7 154.771 4 0 4 .833 5 -.478 6 74 I min' 0 1 320,798 2 -154.771 - 75 8 max, .46 5 -.108 6 0 1 -224.426 7 230.267 4 � 5 -.833 4 -.974 2- _76 min 0 1 -455.677 2 -230 267' 5 0 5 -.46 4 -.222 2 77 9 max 0 1 -290.835 7 305.762 4 0 4 .096 10 .791 2 78 min 0 1 590.556 2 -305.762 5 0 5 -.096 11 .39 7.: 79 10 max 0 1 696.769 2 134 11 0 4 0 1 0 1 80 min 0 1 343.062 7 -134 10 0 5 0 1 ' 0 1 81 M102 1 ',max 0 1 -343.062 7 134 10 0 4 0 1 0 1 82 min,_ 0 1 696,769 2 -134 11 0 5 0 1 0 1 83 2 max 0 1 592.333 2 307.081 5 0 4 .114 10 .818 2., 84 min 0 1 291.724 7 -307.081 4 0 5 -.114 11 .404 7 85 3 max 0 1 457.454 2 231.586 5 0 4 442 7 096 6 86 min 0 1 225.315 7 -231 586' 4 0 5 -.442 6 -.198 2 , 87 4 max 0 .818 7 -.468 6 1 322.575 2 156.09 5 0 4 881 min 0 1 158.906 7 156.09 4 0 5 -.818 ' 6 -.953 2 89 � 5 max 0 1 187.696 2 80.595 5 0 4 1.047 7 -.711 6 90 I I min l 0 1 92.497 7 -80 595 4 0 5 -1.047 6 -1.447 2 91 6 max 0 1 52.817 2 7.371 11 0 4 1.13 7 -.826 6 92 i min: 0 1 ': 26.088 7 -7.371 10, 0 5 -1.13 6 -1.68 2 93 7 max 0 1 -40,297 6 70.396 4 0 4 1,066 5 -.812 6 94 min 0 1 -82.062 2 70.396 5 0 5 -1.066 4 -1.651 2 95 8 max 0 1 -106.707 6 145.891 4 0 4 .857 5 -.67 6 96 i mill 0 1 -216.941 2 -145.891 5 0 5 -.857 4 -1.362 12 97 g max 0 1 -173.116 6 221,386 4 0 4 .502 5 -.399 6 r 98 min -351.82 2 '-221.386 5 0 5 -.502 4 -.812 2 0 1 j 99 10 max 0 1 -239.525 6 296.882 4 0 4 0 1 0 1 100 1 min 0 1 -486.699 2 -296.882 5 0 5 0 1 0 1 101 M45 1 max 487.277 5 -698.975 6 0 1 -.03 6 0 1 0 1 102 min -487.277 4 -1423.982 2 0 1 -.064 2 0 1 0 1 103 2 max 487.277 5 -705.581 6 0 1 -.03 6 0 1 1 2 104 min,-487 277 4 .-1434.992 2 0 1 -.064 2 0 1 .491 6 105 3 max 487 277 5 -712.188 6 0 1 -.03 6 0 1 2.008 2 l 106 min -487.277 4 -1446.003 2 0 1 -.064 2 0 1 .987 6 107 4 max 487.277 5 -803.313 6 0 1 -.03 6 0 1 3.127 2 108 min 487,277 4 -1696.078 2 0 1 ' -.064 2 0 1 1.524 6 109 5 max 487 277 5 -809.919 6 0 1 -.03 6 0 1 4.317 2 110 min -487.277' 4 -1707.089 2 0 1 -.064 2 0 1 2.089 6I 011 6 max 487.277 5 -816.525 6 0 1 -.03 6 0 1 5.516 2 i 112 min -487.277 4 -1718.1 2 0 1 -.064 2 0 1 2.658 6 r 113 7 max 487.277 5 -823.132 6 0 1 -.03 6 0 1 6.722 2 114 . min -487.277 4 -1729.11 2 0 1 -.064 2 0 1 3.231 6 I 115 , 8 max 0 1 3290.075 2 0 1 0 1 0 1 4.589 2 116 min 0 1 1582.033 6 0 1 0 1 0 1 2.205 6 117 9 max 0 1 3279.064 2 0 1 0 1 0 1 2.29 2 118 1 min 0 1 1575.427 6 0 1 0 1 0 1 1.1 6 119 10 max 0 1 3268.054 2 0 1 0 1 0 1 0 1 120 imin 0 1 1568,82 6 0 1 0 1 0 1 0 1 121 M47A 1 max 0 1 696.769 2 134 10 0 4 0 1 0 1 RISA-3D Version 12.0.0 [C:\...\...\...\...\Calcs\Aritzia Wash Sq Storefront Framing 20220513.r3d] Page 8 Page 28 Company LSC May 13, 2022 Designer : JEB Job Number : 2214 � ;�r Checked By: _ TECHNOLOGIES Model Name : Aritzia Washington Square Storefront Envelope Member Section Forces (Continued) Member Sec Axialflbl LC v Shearflbl LC z Shear ..LC, Torquefk-ftl LC y-y Momentf.. LC z-z Momentfk-ftl _ LC. 1 122 inn 0 1 343.062 6 -134 11 0 5 0 1 0 11 123 2 max 0 1 541.932 2 104.222 10 0 4 .265 10 -.678 6 124 min 0 1 266.826 6 104.222 11', 0 5 -.265 11 -1.376 2 125 3 max 0 1 387.094 2 74.444 10 0 4 .463 10 -1.186 6 126 min 0 1 190.59 6 -74444 11 0 ! 5 -.463 11, -2,409 2 127 4 max 0 1 232.256 2 44.667 10 0 4 .596 10 -1.525 61 128 min 0 1 114.354 6 -44.667 11 0 5 -.596 11 -3.097 2 .I 129 5 max 1.30 min'' 0 1 38.118 6 14 889 10 0 4 .662 10 -1.694 6 0 1 77.419 2 14.889 - 11 0 5 -.662 11 3.441 2 ' 131 6 max 0 1 -38.118 6 14.889 11 0 4 .662 10 -1.694 61 I 132 min 0 1 -77.419 2 -14.889 10 0 5 -.662 11 -3.441 2 133 7 max 0 1 -114.354 6 44.667 11. 0 4 .596 10 -1.525 6 134 min 0 1 232.256 2 -44.667 10 0 5 -.596 11 -3.097 2 1 135 8 max 0 1 -190.59 6 74.444 11 0 4 .463 10 -1.186 6 136 min 0 1 -387.094 2 -74.444 '10 0 5 -.463 11 -2.409 2 1 137 9 max 0 1 -266.826 6 104.222 11 0 4 .265 10 -.678 6,1 138 min 0 1 -541.932 2 -104 222,10 0 5 -.265 11 -1.376 2 139 10 max 0 1 -343.062 6 134 11 0 4 0 1 0 1 140 ! min 0 1 -696.769 2 -134 10 0 5 0 1 0 1 141 M13 1 max4485.883 2 -14.716 6 -1.21 6 0 1 0 1 0 1 [:142 min'2167.69 6 -30.593 2 -2.691 2 0 1 0 1 0 1 143 2 max4471.733 2 -14.716 6 -1.21 6 0 1 -.002 6 .041 2 144 min 2159.2 6 30.593 2 -2.691 2 0 1 -.004 2 .02 6 145 3 max4457.583 2 -14.716 6 -1.21 6 0 1 -.003 6 .081 2 146 min 2150.71 6 -30.593 2 -2.691 2 0 1 -.007 2 .039 6 147 4 max4443.433 2 14.716 6 -1.21 6 0 1 -.005 6 .122 2 148 min 2142.22 6 -30.593 2 -2.691 _2 0 1 -.011 2 .059 6 149 5 max4429.283 2 -14.716 6 -1.21 6 0 1 -.006 6 .163 2 150 min 2133.73 6 30.593 2 -2.691 2 0 1 -.014 2 .078 6 151 6 max4415.133 2 -14.716 6 -1.21 6 0 1 -.008 6 .203 2 152 min 2125.24 6 -30.593 2 -2.691 2 0 1 -.018 2 .098 6 153 7 max4400.983 2 -14.716 6 -1.21 6 0 1 -.01 6 .244 2 L154 min 2116.75 6 -30.593 2 -2.691 2 0 1 -.021 2 .117 6 155 8 max4386.833 2 -14.716 6 -1.21 6 0 1 -.011 6 .285 2 156 min 2108.26 6 30.593 2 -2.691 2 0 1 -.025 2 .137 6. 1, 157 9 ! 158 min 20 9687 6 -30.593 2 -2.691 2 0 1 ' -.029 2 .156 6 -1.21 6 0 1 -.013 6 .325 2 159 10 max4358.533 2 -14.716 6 -1.21 6 0 1 -.014 6 .366 2 1_160 min 2091.28 6 -30.593 2 -2.691 2 0 1 i -.032 2 .176 6 161 M17 , 1 max 0 1 -1247.487 6 0 1 0 1 0 1 0 1 162 min 0 1 -2597.537 2 0 1 0 1 0 1 0 1 163 2 max 0 1 -1254.093 6 0 1 0 1 0 1 1.821 2 164 I min 0 1 -2608.548 2 0 1 0 1 0 1 .875 6 165 3 max 0 1 -1260.7 6 0 1 0 1 0 1 3.65 2 166 min 0 1 -2619.558 2 0 1 0 1 0 1 1.755 6 167 4 max 0 1 -1267.306 6 0 1 0 1 0 1 5.487 2 168 min 0 1 -2630.569 2 0 1 0 1 0 1 2.639 6 169 5 max 485.137 5 1716.954 2 0 1 .032 2 0 . 1 5.511 2 170 min'-48513714 ' 816.018 6 0 1 .014 6 0 1 2.656 ' 6I 171 6 max 485.137 5 1705.943 2 0 1 .032 2 0 1 4.313 2 ' 172 min -485.137 4 809.411 6 0 1 .014 6 0 1 2.087 6 173 7 max 485.137 5 1694.933 2 0 1 .032 2 0 1 3.123 2 RISA-3D Version 12.0.0 [C:\...\...\...\...\Calcs\Aritzia Wash Sq Storefront Framing 20220513.r3d] Page 9 Page 29 ,. .............»...«,,,w»..,,,...waaaan,amsr., a ex.ax.:apLxe+antwewuNlarafFruruwunNa.�,.uu,a„a..«x,xxusu.wa.aataaY/ ,.,,.,, W aNulWktmitiNittu+eu3NSMawx eeeurw.a,,. Company : LSC May 13, 2022 Designer : JEB A„ ,;' Job Number : 2214 Checked By: _ TECHNOLOGIES Model Name : Aritzia Washington Square Storefront Envelope Member Section Forces (Continued) Member Sec Axialflbl LC vShearflbl LC z Shear.. LC Torquefk-ftl l.,,LC y-v Momen LC z-z Momentfk-ftl LC_ 174 mn,-485.137 4 802.805 6 0 1 .014 6 0 1 1.523 6i 175 8 max 485.137 5 1444.226 2 0 1 .032 2 0 1 2.006 2 176 min -485.137 4 711.552 6 0 11 .014 6 0 1 .986 6 177 9 max 485.137 5 1433.215 2 0 1 .032 2 0 1 .999 2 178 min -485.137 4 704.946 6 0 1 i .014 6 0 1 .491 6 179 10 max 485.137 5 1422.205 2 0 1 .032 2 0 1 0 1_ 180 min 485.137 4 698.339 6 0 1 .014 6 0 1 0 1 .I 181 M10 1 max 298.202 5 112.996 2 0 1 0 1 0 1 0 1 182 min -298.202 4 1 51.953 6 0 1 0 1 0 1 0 1 183 max 298.202 5 101.986 2 0 1 0 1 0 1 -.034 6 184 2 min -298.202 4 45.347 6 0 1 0 1 0 1 -.075 1 2 185 3 max 298.202 5 1 90.975 2 0 1 0 1 0 1 -.063 6 186 min -298.202 4 38.741 6 0 1 0 1 0 1 -.143 2 187 4 max'298.202 5 79.965 2 0 1 , 0 1 0 1 -.088 6: 188 min -298.202 4 32.134 6 0 1 1 0 1 0 1 -.203 2 189 5 max 298.202 5 68.954 2 0 1 0 1 0 1 -.108 6 190 min 11-298.202 4 25.528 6 0 11 0 ' 1 0 1 -.255 .2 191 6 max 298 202 5 57.944 2 0 1 , 0 1 0 1 -.124 6 192 ! min -298.202 4 18.922 6 0 1 0 1 0 1 -.299 2 193 7 max 298.202 5 46.933 2 0 1 0 1 i 0 1 -.135 6 194 min -298.202 4 12.315__ _6 0 1 1 0 ' 1 0 1 -.336 12_ 8 298.202 5 -78.2541 0 0 1 0 1 -.119 ' 6_ 196 min 1-298.202 4 -203,773 2 I 0 1 0 1 1 0 1 -.301 2 197. 9 max 298.202 5 -84.861 6 0 1 0 , 1 0 1 -.062 6 .198 min -298.202 4 -214.784 2 0 1 0 1 0 1 -.154 2 199 10 max 298.202 5 -91.467 6 0 1 0 1 0 1 0 1 200 . min -298.202 4 -225.794 : 2 0 1 0 1 ', 0 1 0 1 201 M11 1 max 296.883 5 225.331 2 0 1 0 1 0 1 0 1 202 min -296.883 4 91.305 6 0 1 0 1 0 1 0 1 203 2 max 296.883 5 214.321 2 0 1 0 1 0 1 -.062 6 204 min -296.883 4 84.699 6 0 1 0 , 1 0 1 -.154 2 205 3 max 296.883 5 203.31 2 0 1 0 1 0 1 -.119 6 206 min'-296.883 4 78.092 6 0 1 0 1 0 1 -.3 2 207 4 max 296.883 5 -12.257 6 0 1 0 1 0 1 -.135 6 208 min 296.883 4 -46.765 2 0 1 0 1 0 1 -.335 2 209 5 max 296.883 5 -18.863 6 , 0 1 0 1 0 1 -.124 6 210 min -296.883 4 -57.776 2 0 1 0 1 0 1 -.298 2 211 6 max 296.883 5 -25.469 6 0 1 0 1 0 1 -.108 6 212 min -296.883 4 68.786 2 0 1 0 1 0 1 -.254 2 213 7 max 296.883 5 -32.076 6 0 1 0 1 0 1 -.088 6 214 min -296.883 4 -79.797 2 0 1 0 1 0 1 -.202 2 215 8 max 296.883 5 -38.682 6 0 1 0 1 0 1 -.063 6 216 min -296.883 4 -90.807 2 0 1 0 1 0 1 -.142 2 217 9 max 296.883 5 -45.288 6 0 1 0 1 0 1 -.034 6 ' 218 min 296.883 4 -101.818 2 0 1 0 1 0 1 -.075 2 219 10 max 296.883 5 -51.894 6 0 1 0 1 0 1 0 1 220 min -296.883 4 -112.829 1 2 0 1 0 1 0 1 0 1 l 221 M12 1 max 0 1 239.696 2 0 1 , 0 6 1 0 1 0 1 222 min 0 1 84.013 6 0 1 0 2 0 1 0 1 223 2 max 0 1 186.43 2 0 1 0 6 0 1 -.132 6 224 min'', 0 1 65.343 6 0 1 0 2 0 1 -.378. 2 225 3 max 0 1 133.165 2 0 1 0 6 0 1 -.232 6 RISA-3D Version 12.0.0 [C:\...\...\...\...\Calcs\Aritzia Wash Sq Storefront Framing 20220513.r3d] Page 10 Page 30 - ......... ........o».......d...«.,.,. .a.<+c.aatawrwwaeaw.na ru...... .«o-,.u.uauNttsuuaseutuauattrcukMttetuautc.btwwuba+aticuausutr4ltatteautacuNtutuetaua.ua w..> Company : LSC May 13, 2022 Designer : JEB _ 4 Job Number : 2214 Checked By: TECHNOLOGIES Model Name : Aritzia Washington Square Storefront Envelope Member Section Forces (Continued) Member___,_Sec Axlalflbl LC y Shearflbl LC z Shear...LC, Torquefk-ftl ILCiy-yMomentf...LC z-z Momentfk-ftl LC l:226 min 0 1 46.674 6 0 1 0 2 0 1 -.661 2. ,227 4 max 0 1 79.899 2 0 1 0 6 0 1 -.298 61 IL_228 min 0 1 28.004 6 0 1 0 12 0 1 -.849 2.' 229 5 max 0 1 26.633 2 0 1 0 1 6 0 1 -.331 6 230 min 0 1 9.335 6 0 1 0 2 0 1 -.944 2 F 231 _ 6 max 0 1 -9.335 6 0 1 0 6 0 1 -.331 6 232 min 0 1 26.633 2 0 1 0 2 0 1 -.944 2' 233 7 max 0 1 -28.004 6 0 1 0 6 0 1 -.298 6 234 I min 0 1 -79.899 2 0 1 0 2 0 1 -.849 2 '< ,._235 , 8 max 0 1 -46.674 6 0 1 0 . 6 0 1 -.232 6-- 236 min 0 1 -133.165 2 1 0 1 0 2 0 1 -.661 2 237 9 max 0 1 -65.343 1 6 0 1 0 6 0 1 -.132 6 1 238 min'', 0 1 -186.43 1 2 1 0 1 1 0 2 0 1 -.378 2 max 0 1 -84.013 6 0 1 0 6 0 1 0 1 240 min 0 1 -239.696 2 0 1 0 2 1 2 9 10 0 1 0 i 241 M13A 1 max 0 1 239.065 2 0 1 0 2 0 1 0 1 1 242 min 0 1 83.791 I 6 1 0 1 0 6 0 1 0 ' 243 2 max 0 1 185.939 2 0 1 0 2 0 1 -.132 6 244 'min 0 1 65.171 6 0 1 0 6 0 1 -.376 ' 2_ 245 3 max 0 1 132.814 2 0 1 0 2 0 1 -.23 6 246 min 0 1 46.551 _6 0 11 0 6 0 I 1 -.657 247 4 'max 0 1 79.688 2_ 0 1 0 2 0 1 -.296 248 min'! 0 1 27.93 6 0 1 0 6 0 1 -.845 249 5 max 0 1 26.563 2 0 1 0 2 0 1 -.329 .250 min 0 1 9.31 1 6 0 1 0 6 0 1 -.939 251 6 max 0 1 -9.31 6 0 1 0 2 0 1 -.329 6 252 min 0 1 -26.563 2 0 1 0 6 0 1 -.939 2 '' _253 7 max 0 1 -27.93 6 0 1 0 2 0 1 -.296 6 1_254 min 0 1 -79.688 i 2 -_ 0 1 0 6 0 1 -.845 2 255 8 max 0 1 -46.551 6 0 1 0 2 0 1 -.23 6 256 min 0 1 -132.814 2 0 1 0 6 0 1 -.657 2 257 9 max 0 1 -65.171 6 0 1 0 2 0 1 -.132 6 ,_258 min' 0 1 -185.939 2 1 0 1 0 6 0 1 -.376 2 259 10 max 0 1 1 -83.791 6 0 1 0 2 0 1 0 1 260 min 0 1 -239.065 2 0 1 0 6 0 1 0 1 Envelope AISC 13th(360-05): ASD Steel Code Checks Member Shape Code Check Loc...L...Shea..Loc L..Pnc/o... Pnt/o. Mnyy/.. Mnzzl...... Eqn 1 M15 HSS3.5x3.5x4 .125 11 ... 2 .001 0 v 2 36025...80155....8.034 8.034 1...H1-lb 2 M29B HSS3.5x3.5x4 .012 0 '2 .000 0 y,1 36025...80155....8.034 '8.034 1 ',H1-lb 3 M7 HSS3.5x3.5x4 .012 0 2 .000 0 v 1 36025....80155....8,034 8.034 1 H1-1 b 4 M39 HSS8x4x4 .110 7.3915 .014 16 . . y 2 49520..14433. 17.777 30.529 1 .H1-lb 5 M102 HSS8x4x4 .109 10. 5 .014 1.408 v 2 49520 14433... 17.777 30.529 1...H1-lb I 6 M45 HSS6x4x4 .349 4.26228__ .081 4.325 y'2 10206...,11844... 14.805 19.58 1. -H1-1b 7 M47A , HSS8x4x4 .135 9.8998 .012 20 v 2 37576....14433... 17.777 30.529 1...H1-1b ;__ 8 M13 HSS3.5x3.5x4 .090 11 .12 .001 0 y 2 54168 .80155.. 8.034 8.034 1 .H1-lb, 9 M17 HSS6x4x4 .321 2.3532 .065,2.29 V__2 10206 11844 14.805 19.58 1 H1-1b 10 M10 HSS6x4x4 I .018 4.582 .006 6297 y 2,10206...H844... 14.806' 19.58 1...H1-lb' 11 ____M11 i _ j�4x_4 _i .018 1 7172 .0061 Q - y''2110206...11844... 14.805 19.5811..1.H1-1J RISA-3D Version 12.0.0 [C:\...\...\...\...\Calcs\Aritzia Wash Sq Storefront Framing 20220513.r3d] Page 11 Page 31 Company : LSC May 13, 2022 Designer : JEB Job Number : 2214 Checked By: TECHNOLOGIES Model Name : Aritzia Washington Square Storefront Warning Loq Message No Data to Print ... RISA-3D Version 12.0.0 [C:\...\...\...\...\Calcs\Aritzia Wash Sq Storefront Framing 20220513.r3d] Page 12 Page 32 I v Y i 1 • AI. PO z xi 86. -2620.8 -- •-z,. _.w' lliri , -- coL2 ...- 17 -2083.6 678.8 .,.,- _ 25.3 .... I , 4155.6 i 86.. 24.6 . 3617.2 ',.680.6 I , LSC SK- 21 JEB 1 Aritzia Washington Square Storefront May 13, 2022 at 12:00 PM 2214 Imposed Loads - Dead Aritzia Wash Sq Storefront Framin... Page 33 i ,Y 1 , ..-la z x 1 1 1 26.3 ., -647.2 .1 . , 000. ,- .. ....... 1_, ,-. , 17', ...„ •_.' ,-' -514 - .--- 160.6 - , - .1 - 6.2 ... A0.01 * .-„, - - 1,001.9 ,... 26.4 . 17 . . 868.7 „ - I '-',6161.1 LSC SK- 22 ,JEB I Aritzia Washington Square Storefront May 13, 2022 at 12:00 PM [ 2214 Imposed Loads - Live Aritzia Wash Sq Storefront Framin... Page 34 Y N z x :7.3 Lt• COL2 000: �1 •85.1 16., 11 LSC SK- 18 JEB Aritzia Washington Square Storefront May 13, 2022 at 11:51 AM 2214 Imposed Loads - 5 psf Horizontal Aritzia Wash Sq Storefront Framin... Page 35 • z x •.6 çoLth 17 vv; . 00'1434.2 17 16 LSC SK- 19 JEB Aritzia Washington Square Storefront May 13, 2022 at 11:51 AM 2214 Imposed Loads - Seismic Aritzia Wash Sq Storefront Framin... Page 36 LSC Ludwig Structural Consulting Cold-Formed Metal Stud Framing Ludwig Structural Consulting , LLC 4701 SW Admiral Way • Suite 325 • Seattle , WA 98116 ( 206 ) 402 - 4290 Page 37 Ludwig Structural Consulting Partition Wall Design TOP OF WALL TRACK W/1 1/2"LONG SUPPORT'DETAIL VERTICALLY SLOTTED HOLES IN UNISTRUT,SEE"TYPICAL TOP a MIN 2 1/2"FLANGES.APPROVED OF WALL SUPPORT"DETAIL PRODUCTS ARE Maxhak BY CLARK DIETRICH OR APPROVED EQUAL SCREW 1"BELOW TOP I I OF DEFLECTION TRACK #10 SCREWS IN EACH FLANGE. INSTALL SCREWS @ MIDDLE OF DEFLECTION TRACK SLOT WALL BASE CONNECTION" I SCHEDULE.SEE ARCH FOR DETAIL @EACH VERT STUD ;' STUD DEPTH —1 #10 SCREWS IN EACH I CONTINUOUS BASE TRACK W/1 1/4"MIN FLANGE,AT EACH STUD FLANGE.GAUGE TO MATCH STUD WALL CONCRETE SLAB GAGE. NOTES: MIN 4"THICK 1. PROVIDE CRC BRIDGING OR i STUD BLOCKING PER j,,,it _ 'TYPICAL WALL BRIDGING" -........ �',, DETAILS AT 4'-0"O.C.MAX VERTICAL SPACING,UNLESS -`-- NOTED OTHERWISE. — --I---� 2. BRIDGING MAY BE OMITTED I I OVER THE WALL HEIGHT I -I -_ - WHERE SHEATHING IS PRESENT ON BOTH SIDES. OTYPICAL PARTITION WALL FRAMING SCALE:NO SCALE REF: 4/S-002 Ludwig Structural Consulting , LLC 4701 SW Admiral Way • Suite 325 • Seattle , WA 98116 ( 206 ) 402 - 4290 Page 38 Ludwig Structural Consulting 4701 SW Admiral Way,Suite 325 `- CO Seattle,WA 98116 Aritzia-Washington Square 5/13/2022 Typical Partition Wall Framing, reference sheet S-002 Wall studs are spaced at maximum 16" o.c. Floor to floor height is 18'-6" maximum. Maximum stud span is 18'-6", contractor may brace walls just above ceiling to reduce wall stud span. Design studs using SSMA tables for non-composite and composite framing. 1. Example: DL= 10 psf LL= 5 psf Spacing, s= 16 in w= 6.67 plf Span, L= 18.5 ft M = 3423 lb-in P = 185 lbs Wall is 3 5/8" thick. Try 362S162-54: Ma = 13.28 kip-in Check: OK Ixe= 0.873 inA4 A = 0.68 in = L/ 325 in Check: OK Therefore, use 362S162-54 studs at 16" o.c. Per SSMA Table, for interior walls, maximum height for 362S162-54 studs at 16" o.c. is 20'-6". The tables shown on S-001 were developed using the stud properties and the tables in the current SSMA product technical guide. The load tables for interior walls are based on the tables from SSMA for non-composite fully-braced framing using bridging at 4'-0" maximum: fp �` 7-£ . INTERIOR NON LOAD-BEARING STUD WALLS E tea. 4 , .. WOOD AND GYP-BOARD FINISHES 46 2 dap) 9'r d 1�1 nd (851 d (651 8 36125.19 33 29.0 16 10'o r 5' Maximum Height d (5 1 9 e 24 8'2'f (48) 8'2'f (481 T 8'd (59) 12 14'10'f (48) 12'S`d (70) 10'10'd (61) Stud Spacing L/240 Max Dell. 2503125-27 33 28.9 16 12'10'f f,481 11'3'd )(661 9'11'd ;1777) 2505125-30 16" 11'-7" die 111'S"f f°487 9'€C d (57) fit'r d (22) 12 15'9'f (46) 12'10"d (72) 11'3"d (84) 250S125-43 16" 13'-0" 2505125-30 33 28.9 16 13'8'f (46) 11'8'd (681 t0`2'd 1,79) 2505162 54 16" 15'-4" 24 11°2°f ( 8) 1�2^d (62) �'11'd 473? 9: 1'f i45, 13'1"'1 1451 12'7'd (541 250S162- 12" 18' 0" 352512816 33 28.8 18 11'4°f 4'1 149- 1P 4'f_45) 4 ; v':1°^ 14-9 9°1°f 148 9'3'f (461 362S125-30 16" 15'-5" 12 i cf', 1 , 16'6`d 58' 14'€"s 21 362S125m43 24° 15'-2" 25126•17 33 26 6 16 15•V t 148f 15 o•a ,8,2, 13 z• ,881 ' ..... -.._ 2,1 12`$°1 la:' 12'5'9 14 , 11 5' r'-'• 362S125-43 16" 17'-5" 12 16 11'f jA ;• 17"1`"d .639 14 ' J :741 362S125-30 13 28..6 TS 16°4"f (45, 16'6'd .57) _ 13'7"d _(701_ 3625162-54` 16" 20'-5" 24 +4 4:.8 13'4'1' (46) 11 1t1*4 E648 6005125 3Q 24" 1$t 1Q" 12 rs"7'f (49) 25 d"d r56j 22'a'd 167',r 6110S125,30 33 275 15 23';'f 146 23'C'd '48 2[r3°4 153. 6005125-30 16" 22'-10" 24 18'18°f 1481 19'10'f 081 17'''1 IS.) u Er ,.15 z6, d ,591 7,T 1'a Ira 800S125-43 24" 28'-7" e,a031.75 33, 33 ,''7;6 16 75'3°f (481 2s`11'6 (541 Z.1'[',j 18',7 24 22's'f (483 20'5"f (491 18 4',1 162) 12 37'3"t (48) 28'9"d (. 51. 25' 175j 830S126-43 33 223 16 29'B f AtT 2$'C d +i611 2 10°d 1711 ... 24"3`f (6) 22'1D"'4 l561 '19`1rd S Page 39 Ludwig Structural Consulting 4701 SW Admiral Way,Suite 325 Lis, co Seattle,WA 98116 2. Header and jamb studs Example calculation: Design header and jamb studs for a 6'-0" x 9'-0" opening in a 3 5/8" wall. H = 18.5 ft B opng= 6.00 ft H opng= 9 ft H2 = 9.50 ft above opening Header loads: DL= 10 psf wdl = 95.0 plf LL= 5 psf wIl = 46.3 plf Vx= 285.0 lbs Mx= 5130 lb-in Vy= 138.8 lbs My= 2498 lb-in Studs: (2) 362S125-33 Ma = 3.59 lb-in, per stud Ixe= 0.415 in^4 per stud Tracks: 362T125-33 Ma = 3.44 lb-in, per track Ixe= 0.384 in^4 per track For combined section, use 2x stud strength and stiffness for vertical loads(x dir) and 2x track strength and stiffness for horizontal loads (y dir). Box header: Max= 7180 lb-in Check: OK May= 6880 lb-in Check: OK Ix= 0.83 in^4 ly= 0.768 in^4 Ox= 0.113 in, = L/ 636 OK Ay= 0.060 in, = L/ 1210 OK Therefore, use (2) 362S125-33 studs with 362T125-33 tracks top and bottom. Jamb studs: Trib= 8 in Header Load: P= 139 lbs x= 9 ft Mx= 9406 lb-in Try(2) 362S162-54 studs: Ma 26560 lb-in Check: OK Ix= 1.746 in^4 A = 0.78 in = L/ 283 OK Use (2) 3625162-54 jamb studs. Page 40 Ludwig Structural Consulting 4701 SW Admiral Way,Suite 325 s. ` Seattle,WA 98116 Header and jamb table from 5-001: INTERIOR HEADER AND JAMB FRAMING - WOOD AND GYP-BOARD FINISH 2 1/2" FRAMING ROUGH WALL HEADER HEADER OPENING JAMB STUD WIDTH, "1N" HEIGHT, "H" TYPE MEMBER UP TO 4'-0" STUD (1) 3625125-33 (3) 2505162-54 4"-1" TO 5'-11" BOX (2) 3625125-33 (4) 2505162-54 UP TO 8l-6Ra 61-0n TO 7 -8�� 77 BOX (2) 6005125-43 (4) 2.505162-58 7"-9" TO 9"_3" BOX (2) 6005162-54 (4) 2505162-68 3 5/8" FRAMING ROUGH WALL HEADER HEADER OPENING HEIGHT, "H" TYPE MEMBER JAMB STUD ""W WIDTH, UP TO 4"-0" STUD (1) 3625125-33 (2) 3625162-54 4"-1" TO 7'-0" BOX (2) 3625125-33 (2) 3625162-54 7'-1"" TO 1V-0" UP TO 18'-6" BOX (2) 6005125-43 (3) 3625162-54 11'-1' TO 12'-0" BOX (2) 600S162-54 (3) 3625162-54 6" FRAMING ROUGH WALL HEADER HEADER OPENING (EIGHT ""I--I'" TYPE MEMBER JAMB STUD WIDTH, "W" UP TO 4'-0" STUD (1) 3625125-33 (2) 6005125-30 4"-1" TO 7"-0" BOX (2) 3625125-33 (2) 6005125-30 7"-1" TO 11"-0" UP TO 18"-6" BOX (2) 6005125-43 (2) 6005125-30 11'-1." TO 13'-0" BOX (2) 6005162-54 (3) 6005125-30 13'-1" TO 15'-6" BOX (2) 8005162-54 (4) 6005125-30 Page 41 Ludwig Structural Consulting • 4701 SW Admiral Way,Suite 325 CO Seattle,WA 98116 3. Design top of wall support to span between existing beams: Existing steel framing at maximum 7'-6" spacing. s= 7.50 ft w= 46 plf Based on 5 psf lateral load for max wall height 3A. Condition where wall is perpendicular to steel beams. Design top deflection track to span between steel beams: L= 7.50 ft, max M = 3902 lb-in Track: 362T250-54 Ma = 7690 lb-in leff= 0.971 inA4 Defl = 0.12 in^4, = L/ 770 OK Use 16-gage top deflection track w/min 2 1/2" flanges. OK for L/360 deflection. 3B. Condition where wall is parallel to beams, use CFMF to span between steel: s= 6 ft Cross beam spacing P= 278 lbs Horiz reaction from top of stud wall M = 6244 lb-in Assume load at mid-span, strong-axis bending Use nested stud and track: Stud: 3625125-33 Ma 3590 kip-in leff 0.415 inA4 Track: 362T125-33 Ma 3440 kip-in leff 0.384 inA4 Combined: Ma 7030 kip-in Check: OK leff 0.799 inA4 D= 0.18 in = L/ 403 Use min 20-gauge stud plus nested track to span between joists. 4. Kicker design: 3625162-43 ry= 0.611 in Max length: Lu = 10.18 ft rx= 1.445 in Lu = 24.08 ft Use 3625162-43 for spans up to 10'-0". Reinforce with 3625125-43 for spans up to 24'-0" Page 42 Check studs and floor loading for walls clad in marble: REF:3/S-002 Marble weight: t= 2 cm = 0.79 in y= 180 pcf = 11.8 psf Use: 14.5 psf Check weight of wall: Typical Wall: Metal Studs: 2 psf 5/8"Sheathing: 2.5 psf 5/8"Sheathing: 2.5 psf Total: 7 psf Marble Wall: Stud Framing: 2 psf 5/8"Sheathing: 5 psf 3/4"Plywood: 3.5 psf Marble Finish: 14.5 psf Total: 25 psf Use: 25 psf Max height: 16.5 ft Wall below W24 beam Weight: 413 plf Lateral forces: Seismic: Sds= 0.69 1= 1.0 ap= 1.0 Fp= 0.504 Wp Rp= 2.5 Fp= 0.207 Wp Min z= 33 ft Fp= 1.104 Wp Max h= 18.5 ft Use Fp= 0.504 Wp Typical Wall: Fp= 5.0 psf Marble Wall: Fp= 12.6 psf Wall has full-height studs spanning 16'-6"to bottom of W24 beam above.Stone cladding runs 13'-6"above floor. Forces on wall: INTERIOR NON LOAD-BEARING STUD WALLS 1. Live load 5 psf WITH STONE CLADDING s= 16 in Maximum Height wl= 6.7 plf Stud Spacing L/600 Max Defl. H= 16.50 ft 362S162-54 16" 15'-1" M= 2723 lb-in 3625162-54 12" 16'-7" Rtop= 55.0 lbs 3625250-54 16" 16'-6" 6005125-43 16" 19'-2" Rbot= 55.0 lbs 2.Seismic Load(ASD) 600S162-54 16" 22'-4" w1= 11.8 plf xl= 13.5 ft w2= 4.7 plf x2= 3.00 ft Rtop= 77.8 lbs Rbot= 95.1 lbs M= 4616 lb-in Try 3625250-54 @ 16"o.c. Ma= 15.4 kip-in OK le= 1.205 inA4 Defl= 0.32 in =L/ 622 OK Page 43 2.Header and jamb studs Example calculation: Design header and jamb studs for a 7'-2"x 9'-0"opening in a 3 5/8"wall. H= 16.5 ft B opng= 7.17 ft H opng= 9 ft H2= 7.50 ft above opening Hs= 4.5 ft above opening Header loads: DL= 30 psf wdl= 135.0 plf stone DL= 5 psf wdl= 15.0 plf above ceiling wdl= 150.0 plf total LL= 5 psf wll= 41.3 plf Vx= 537.5 lbs Mx= 11556 lb-in Vy= 147.8 lbs My= 3178 lb-in Studs: (2)6005125-43 Ma= 9460 lb-in,per stud Ixe= 1.807 inA4 per stud Tracks: 362T125-43 Ma= 4840 lb-in,per track Ixe= 0.531 inA4 per track For combined section,use 2x stud strength and stiffness for vertical loads(x dir) and 2x track strength and stiffness for horizontal loads(y dir). Box header: Max= 18920 lb-in Check: OK May= 9680 lb-in Check: OK lx= 3.614 inA4 ly= 1.062 inA4 Ax= 0.075 in,=L/ 1144 OK Ay= 0.078 in,=L/ 1100 OK Therefore,use(2)600S125-43 studs with 362T125-43 tracks top and bottom. Jamb studs: H= 16.50 ft Trib= 8 in Header Load: P= 148 lbs x= 9 ft Mx= 8618 lb-in Try(3)3625162-54 studs: Ma 39840 lb-in Check: OK lx= 2.619 inA4 A= 0.38 in=L/ 526 OK Use(3)362S162-54 jamb studs. Page 44 Header and jamb table from S-001: INTERIOR HEADER AND JAMB FRAMING STONE FINISH 3 5/8" FRAMING ROUGH WALL HEADER HEADER OPENING HEIGHT, ""H" TYPE MEMBER JAMB STUD WIDTH, "W," UP TO 4'-0" BOX (2)362S162-54 (2) 3625162-54 4'-1"TO 6'-10" UP TO 16"-6" BOX (2) 3625162-54 (3) 3625162-54 6'-11"TO 9'-9" BOX (2)6005162-54 (3)3625162-54 6" FRAMING ROUGH WALL„ HEADER HEADER OPENING " HEIGHT, "'H" TYPE MEMBER JAMB STUD WIDTH, W UP TO 6'-10" BOX (2) 3625162-54 6005162-54 6'-11"TO 10'-2" UP TO 16'-6" BOX (2) 6005162-54 60051.62-54 10"-3"TO 12'-8" BOX (2)8005162-54 (2)6005162-54 Page 45 Ludwig Structural Consulting • 4701 SW Admiral Way,Suite 325co Seattle,WA 98116 Aritzia-Washington Square 5/13/2022 Partial height wall design. Wall is maximum 11-feet tall and maximum 3-feet from perpendicular wall. Design top track to cantilever from perpendicular wall. H = 11 ft LL= 5 psf Lw= 3 ft w= 27.5 plf V= 83 lbs M = 1.49 kip-in D< L/ 240 = 0.3 in I req = 0.054 in^4 Use 362T125-54 Va = 3372 lbs Ma = 9.34 kip-in le= 0.678 in^4 Connection to perpendicular wall: d = 3.625 in T= 410 Ibs, each flange (3) screws at min 20-guage, Use(3)#10 screws to wall stud. (1)screw at min 16-gauge studs 2. Wall studs are 3 5/8" typical. Per SSMA, use 3625125-30 @ 16" o.c. wall studs. Max height= 15.-6". Use double stud at end of wall. Per RISA, reaction at base of typical stud is: T OPTRAO " P"iaEV I ELEVATION (2)FULL HEIGHT STUDS IDINID SCREWS ®WALL INTERSECTION TO D, TIP FIAN V= 52 lbs EA FLANGE --4 TRIM TRACK WEB M = 0.114 kip-ft 1368 lb-in PER@EV SECT AND EXTEND lja ERAR� '- OXTAIL DET.C ELEVATION Connection of stud to track: d = 3.625 in BRIDGING@ 6'OC MAN (2)NI2SCRENs V= 377 lbs TRAIX PER ELEVATION HILTINWINHDSEZ.CN SECT OPPD EC,N§EA STUD V ; 1 DOUBLE STUD@WALL Use minimum 20-gauge studs and 16-gauge track. SECTION END FASTEN TOGETHER W/NIO Use minimum (2)#12 screws from stud to track SCREWS@IVOC Al it WOG.TIP. ODD IF NOT PRESENT 3807%54 BOT TRAO, @Ir Oc. Anchorage of track to slab: d = 2.25 in V= 608 lbs ( \SECTION Use Hilti Kwik-HUS EZ anchors: Tu = 1670 lbs 1/4"x 2 1/2" embed: Ta = 1044 lbs / ` \ELEVATION-PARTIAL HEIGHT WALL FRAMING /SCALE:1/2=f-D" Use 1/4" Hilti Kwik-HUS EZ at each flange at each stud, double at jamb stud. Page 46 z x | / « . r > 2 ,r / . ' T , ? ® :§ \ \\ <% % \ \ \\ �» .\ / � IR I \ (\ '\\ iƒ 1,kt i \ } \ 1\ i \ \ , ry { I ' ly /\ \ i « . :} (\ \ , \\/: : \• Z LSC . �----�----� z , 1SK- 2 JEB Aritzia Washington Square Storefront Dec 8, 20 1 at 11:55 AM . . � �. . . . . . 2125 Partial Wall g 4 tallam ma.r . . Page 47 62�12y 3 p9 O M t() N y N C7 LI O LL O a, (� N N CO N �N N h CO N 3C LSC ! SK- 3 JEB Aritzia Washington Square Storefront Dec 8, 2021 at 11:56 AM 2125 Partial Ht Wall 11-ft tall 3-ft max.r3d Page 48 i k z z 2 k1 N8 1 - 5 LSC SK- 1 JEB Aritzia Washington Square Storefront Dec 8, 2021 at 11:55 AM 2125 Partial Ht Wall 11-ft tall 3-ft max.r3d Page 49 ") -lopsf l;�' 3/"9//: pr,°//// A'/ ///:// //e///e/70"/ 0V, Loads:BLC 1,Wall LSC SK- 4 JEB Aritzia Washington Square Storefront Dec 8, 2021 at 1156 AM 2125 Partial Ht Wall 11-ft tall 3-ft max.r3d Page 50 c , l Z x , '/7/// 5Psf (////// .V//,/// "A / A ,,, r'/ ',//////Ar , , ,: i , ,- , „.. . , , 0, Loads:BLC 2,Live Load LSC SK- 5 JEB Aritzia Washington Square Storefront Dec 8, 2021 at 11:56 AM 2125 Partial HI Wall 11-ft tall 3-ft max.r3d Page 51 MOO 362T125-43 stud: V=49Ibs M=0.65 kip-in Va=762Ibs Ma=3.01 kip in kotDouble 362S125-30 stud: V= 11lbs M=0.36 kip-in Va=898 lbs Ma=6.16 kip-in VOfO U, U N z ( it LSC ASK- 6 JEB Aritzia Washington Square Storefront Dec 8, 2021 at 11:57 AM 2125 Partial Ht Wall 11-ft tall 3-ft max.r3d Page 52 • Company LSC Dec 8, 2021 Designer JEB Job Number : 2214 Checked By: TECHNOLOGIES Model Name : Aritzia Washington Square Global Display Sections for Member Calcs l5 Max Internal Sections for Member Calcs 97 „ "a : °>_ Include Shear Deformation? Yes Include Warping? Yes 201i0111,17:IrraM;A,Vii',Nlitar Trans Load Btwn Intersecting Wood Wall? Yes Increase Nailing Capacity for Wind? i Yes Area Load Mesh (in^2) 144 Merge Tolerance (in) .12 P-Delta Analysis Tolerance 0.50% Include P-Delta for Walls? Yes Automaticly Iterate Stiffness for Walls? r Yes ,Maximum Iteration Number for Wall Stiffness ' ,. ., Gravity Acceleration (ft/sec^2) 32.2 Wall Mesh Size (in) 12 _Eigensolution Convergence Tol. (1.E-) 4 Vertical Axis Y LGlobal Member Orientation Plane XZ Static Solver Sparse Accelerated_ ; x Dynamic Solver Accelerated Solver Hot Rolled Steel Code AISC 14th(360-10): LRFD Adjust Stiffness? Yes(Iterative) RISAConnection Code AISC 14th(360-10): ASD Cold Formed Steel Code AISI S100-10: ASD Wood Code AF&PA NDS-12: ASD Wood Temperature < 100F Concrete Code ACI 318-11 Masonry Code ACI 530-11: ASD r' [Aluminum Code AA ADM 1-1 0: ASD- Building Number of Shear Regions 4 Region Spacing Increment (in) 4 Biaxial Column Method Exact Integration Parme Beta Factor(PCA) .65 Concrete Stress Block Rectangular Use Cracked Sections? Yes Use Cracked Sections Slab? Yes Bad Framing Warnings? No Unused Force Warnings? Yes Min 1 Bar Diam. Spacing? No Concrete Rebar Set REBAR_SET_ASTMA615 Min%Steel for Column 1 Max % Steel for Column 8 RISA-3D Version 12.0.0 [C:\...\...\...'Aritzia - Millenia (FL)\Calcs\Partial Ht Wall 11-ft tall 3-ft max.r3d] Page 1 Page 53 a i&ddiSiNai3mk#saiNa•i4Uttidixtfdwx4i$4F#yb35idxlAi iteltitaaxNiM1:i rrxrx•..«d:. ... e.nr. x..sfuta3WlFAtitYDltidlil ltJv wbxa•a•.....n . e.. ::,i•.axrtiktNsi3••fiitealAkd 'tXiAlbWfNiial31aH8%taftl8iiiuv4tlds..•.i l /n. WdN'fLN,•-..•.la»aMAr.:v.x.. s' Company : LSC Dec 8, 2021 Designer : JEB Job Number 2214 Checked By: TECHNOLOGIES Model Name : Aritzia Washington Square Global, Continued 'Seismic Code ASCE 7-10 Seismic Base Elevation (ft) Not Entered Add Base Weight? Yes Ct Z .02 Ct X .02 T Z (sec) J Not Entered T X(sec) Not Entered RZ 3 R X R Ct Exp. Z .75 Ct Exp. X .75 ISD1 1 SDS 1 [Si 1 TL (sec) 5 Risk Cat I orll Seismic Detailing Code ASCE7-05 OmZ 1 OmX 1 IRhoZ 1 Rho X 1 Cold Formed Steel Properties Label E [ksi] G [ksi] Nu Therm Q1E5 F) Density[k/ft^3] Yield[ks Fu[ksi] 1 A653 Gr 33 I 29500 11346 .3 .65 1 ,49 1 30 ! 52 2 A653 Gr 50 29500 11346 .3 .65 .49 50 I 70 Cold Formed Steel Section Sets Label Shape Type Design List Material Design R... A[in2] lyy[in4] Izz[in4 J[iri4j_ 1 Wall Stud 362S125-30 Beam CS A653 Gr 33 Typical I .205 .047 .408 6.164e-51 2 Back Vert 250S125-30 Beam CS A653 Gr 33 Typical .158 .034 .157 4.754e-5 3 Top Stud 362S125-43 , Beam CS A653 Gr 33 Typical .273 .053 .526 .0001681 4 Jamb Stud 2-600S162-54-FF Beam CS A653 Gr 33 Typical 1.112 1.994 5.72 .001 5 End Jamb 2-362S125-30-FF Beam CS A653 Gr 33 Typical .41 .397 .816 0001233 6 Wall Track 362T125-30 I Beam CU A653 Gr 33 Typical .191 .027 .395 6.2e-5 7 1 Top Track ' 3_62T125-43 Beam CU A653-Gr 33 Typical .276 039 i .571 I.000187 j Joint Coordinates and Temperatures Label _ ) [ftl Y[ft] Z[ft] Temp(Fl Detach From Diaphragm - 1 Ni 0 0 0 0 2 N2 0 11 0 0 3 N3 0 0 1.333 0 4 N4 0 11 1.333 0 s 33 5 N5 0 0 2.667 0 ;r 6 N 6 0 11 2.667 0 1a�, 1 i , ,` - ..... 1=t 7 N7 0 0 3 0 8 N8 0 11 3 0 RISA-3D Version 12.0.0 [C:\...\...\...\Aritzia - Millenia (FL)\Calcs\Partial Ht Wall 11-ft tall 3-ft max.r3d] Page 2 Page 54 0Company : LSC Dec 8, 2021 ' z A Designer : JEB Job Number : 2214 Checked B T E c H N o 1 o c i E s Model Name Aritzia Washington Square Joint Boundary Conditions Joint Label X [k/in] Y[kiln] Z[k/in] X Rot.jk—ft/ft/rad]_ Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] Footing r 1 N1 Reaction Reaction Reaction Reaction 2 N7 Reaction Reaction Reaction Reaction 3 N8 4 N3 1 Reaction Reaction __ Reaction Reaction 5 N4 6 N5 Reaction Reaction Reaction � Reaction N6 N2 i__ Reaction <_: 1 _Reaction Cold Formed Steel Design Parameters T Label Shape Lengt... Lbyy[ft] Lbzz[ft] Lcomp to...L - - C y sw...z sw._. 1 M1 Wall Stud 11 4 2 M2 Wall Stud 11 4 e.if su'', ._- 'ir��?r .�,.f ax, r -ems H 3 M3 End Jamb 11 , 4 4 M5 Wall Track 3 ,Segment i ii` Rl'sR tt ,; 5 M6 To Stud 3 Segment 6 M7 Top Track 3 Segment ". .., . ,:;.4,, ', 7 M7A Wall Stud 11 Joint Loads and Enforced Displacements Joint Label L.D.M Direction Magnitudej(Ib.k-ft). (in,rad).(Ib*s^2/ft.Ib*s^2*ft)] No Data to Print ... Member Point Loads Member Label Direction Ma.gnitude[Ib,k-ft] Location(ft.%] No Data to Print ... Member Distributed Loads (BLC 3 : BLC 1 Transient Area Loads) _Member Label Direction Start Magnit1.804e de[Ib/ft,F] End Magnit de[fb/ft,F] Starton[ .EndLoc1 tion[ft5%j -15 1 2 I M2 Y -15 -15 9.437e-16 11 _ . , 3 . M3 Y -3 -3 9.159e-16 11 4 M7A Y -6 -6 3.331e-16 11 Member Distributed Loads (BLC 4 : BLC 2 Transient Area Loads) Direction Start Magnitde[Ib/ft,F] End Magnitude[Ib/ft,F] Start LOor_,njft,...End Location[ft%li 1 M1___ X 3_- 1 3 1.804e-15 11 2 M2 X 7.5 7.5 9.437e-16 11 3 M3 X 1.5 1.5 9.159e-16 11 4 M7A X 3 3 3.331e-16 11 RISA-3D Version 12.0.0 [C:\...\...\...\Aritzia - MillePagenia (FL55)\Calcs\Partial Ht Wall 11-ft tall 3-ft max.r3d] Page 3 ».. ..,. ..,.... .......» �....,.,,,... ..,.....,. .,,,,... ,,... _. ,..,xxw,s.r• a�.s.. . ... ......x,ra.+um..azttaeaaca+u.Ns{sxxuxaratuuawe.we+exa «r«, Company : LSC Dec 8, 2021 'r, r arc, tr, Designer : JEB Job Number : 2214 Checked B TECHNOLOGIES Model Name : Aritzia Washington Square Basic Load Cases > LC_Descri tio�t..__T Category X_G ravityY GravityZGravity Joint Point Distribu,;Area(M...Surface... 1 Wall DL I ! I 1 2 Live Load LL 1 ' 3 BLC 1 Transient Area L None 4 4 BLC 2 Transient Area L None 4 Load Combinations Description1t BL Facto rBLC FactorBiCiFactorBLC Factor BLC FactorBLClFactor 1 1 IBC 16-8 Yes o. . T. Y DL 1 .. _ao or Factor BLC 2 IBC 16-9 Yes Y DL', LL 1 1 3 Yes Y DL 1 LL -1 i _4 Lateral Deft Y LL 1 Load Combination Design rp CD ABIF _,Service Hot Rolled Cold For__ Wood Concrete Masonry Footings Aluminum Connectio 1 BC16'8 ASIF .9 Yes 1 Yes Yes Yes 1 Yes Yes Yes Yes Yes 2 IBC 16-9 Yes Yes Yes Yes , Yes 1 Yes Yes Yes Yes 3 Yes , Yes Yes Yes Yes Yes Yes Yes . Yes 4 1 Lateral Defl 1.6 Yes Yes 1 Yes 1 Yes Yes Yes Yes Yes Yes Joint Reactions LC.-_ Joint Label _X_[1k] _Y_jlb.J__ Z[ibl_ MX[k-ft] MY[k-ft] MZ[k-ft] No Data to Print ... Envelope Joint Reactions X[Ib] L_C Y4Ib]_ LC Z[Ib] LC MX[k-ft] LC MY[k-ft] Lk_LC MZ —ft] LC 1 N 1t max 16.501 3 67.648 1 .063 T 1 0 1 1 0 2 0 1 2 min -16.501 2 67.648 1 .063 1 0 1 0 3 0 1 3 N7 max 11.01 3 36.361 1 -.078 1 0 1 . 0 1 .03 2 4 min -11.01 2 36.361 H1 -.078 1 0 1 1 0 1 -.03 3 5 1 N3 max 51.639 3 162.595 1 _ .031 1 0 1 0 1 .114 2 6 ' min -51.639 2 162.595 1 .031 1 0 1 0 1 -.114 3 7 r_ N5 max 20.906 3 63.395 1 -.015 1 0 1 0 1 .049 . 2 8 min -20.906 2 63.395 1 -.015 1 0 1 0 1 -.049 3 9 N2 max 64.945 3 0 1 0 1 0 1 .09 3 0 1 10 min -64.945 2_ 0 1 0 1 0 1 -.09 2 0 1 11 Totals: max 165 3 330 1 0 1 12 min -165 2 330 1 0 1 Envelope Joint Displacements Joint X [in] LC Y [in] LC Z[in] LC X Rotation [.. LC Y Rotation [.. LC Z Rotation[...LC 1 N 1 max 0 2 0 1 0 1 -1.583e-5 1 0 3 1.99e-3 3 2 min 0 3 0 1 0 1 -1.583e-5 1 0 2 -1.99e-3 2 3 N2 max 0 2 0 1 -.005 1 7.474e-5 1 0 2 1.991 e-3 2 RISA-3D Version 12.0.0 [C:\...\...\...\Aritzia - Millenia (FL \Calcs\Partial Ht Wall 11-ft tall 3-ft max.r3d] Page 4 Page 56 r r Company : LSC Dec 8, 2021 Designer : JEB . , ' , Job Number : 2214 Checked By: TECHNOLOGIES Model Name : Aritzia Washington Square Envelope Joint Displacements (Continued) Joint X fin] _LC Y Gn], LC _ Z tin] LC X Rotation f...LC Y Rotation I .LC Z Rotation f... LC 4 min 0 3 0 1 F -.005 1 7.474e-5 1 0 3 -1.991e-3 3 5 N3 max 0 2 0 1 01 -2.219e-6 1 0 2 0 3 6 min 0 3 0 1 0 1 -2.219e-6 1 0 3 0 2 7 N4 max .007 2 -.002 1 -.005 1 -1.144e-6 1 6.561e-4 2 2.427e-3 2 8 '' „_? min -.007 3 -.002 1 -.005 1 -1.144e-6 1 -6.561e-4 3 -2.427e-3 3 9 N5 max 0 2 0 1 0 1 8.282e-7 1 0 2 0 3 10 min 0 3 0 1 0 1 8.282e-7 1 0 3 0 2 11 N6 max .019 2 0 1 -.005 1 -1.061e-4 1 8.107e-4 2 7.854e-4 2 12 min -.019 3 0 1 -.005 1 -1.061e-4 1 -8.107e-4 3 -7.854e-4 3 13 N7 max 0 2 0 1 0 1 -4.815e-6 1 0 2 0 3 14 1. min 0 3 0 1 0 1 -4.815e-6 HI 1 0 3 1 0 2 15 N8 max .022 2 0 1 -.005 1 -8.979e-5 1 8.133e-4 2 1.697e-6 3 16 min -.022 3 0 1 -.005 1 -8.979e-5 1 -8.133e-4 ___3 1. 697e-6.:i 2 Envelope AISI S100-10: ASD Cold Formed Steel Code Checks Mem... Shape Code Check Loc.... She..Lo ..Pn/ • . A . _Co C •, 1 1 M1 362S125-30 .210 0 2 .030 0 v 2 1458..3682.. • • 2.1..E 2 M2 362S125-30 .512 ; 0 +2 .0741 0 y,2 1458..3682. I Ott:,. 3 M3 2-362S125-30-F F AISI code check not calculated- 4 M5 362T125-30 Can't do code check, flange w/t>. . 5 M7 362T125-43 -Can't do code check. flange w/t> 6 M7A 362S125-30 .608 15.0...2,.023 0 iy2,382....3682 ...039 .08811 1.„ ,6._1,85 C5...._I Warning Log Me.aage No Data to Print ... RISA-3D Version 12.0.0 [C:\...\...\...\Aritzia - Millenia (FL \Calcs\Partial Ht Wall 11-ft tall 3-ft max.r3d] Page 5 Page 57 „ Company : LSC Dec 8, 2021 `° 3 Designer : JEB leA ' , Job Number : 2214 ;_ ��; Checked By: TECHNOLOGIES Model Name : Aritzia Washington Square Envelope Member Section Forces i Member Sec Axial[lb] LC y Shear[lb] LC z Shear...LC Torque[k-ft] LC y-y Moment[...LC z-z Moment[k-ft] LC 1 M3 1 max 36.997 1 11.011 2 .078 1 _-_ 0 3 0 1 .03 21 2 mirr36.997 1 -11.011 3 -.078 , 1 0 2 --- 0 - 1 -.03 3 3 2 max 28.747 1 6.886 2 -.078 1 0 3 0 1 .006 2 , 4 min28747 1 -6.886 3 -.078 11 1 0 2 1 0' I1r -.006 3 5 3 max20.497 1 2.761 2 -.078 1 0 3 0 1 .008 3 6 min-120.497 1 -2 761 3 -.078 1 ; 0 2 0 1 .008 _2 12.247 1 1.364 3 -.078 1 0 3 , 0 1 _ .009 3 8 1min112.247 1 -1.364 2 -.078 11 0 12 0 11 -.009 2 5 max 3.997 1 5.489 3 -.078 1 0 3 .. -.001 1 0 _, 3 10 min_' 3.997 1 -5.489 2 -.078 -1 i..--- -0 -. 2 ' 001. 1 1 0 2I 11 M7 1 max .078 1 5.493 2 -3.997 1 0 2 .001 1 I 0 2 1.2 ,min', .078 1 -5.4933 0. ._.- 3 -3 997_1 --� � ,._3 13 2 max 094 1 17.585 2 -.782--1 20 � .009 3 . _ .094 1 -17.585 3 -_782 -1 ' 0 3i 0 1 1 .009: 2 i 15 -__ 3 max .094 1 17.585 2 -.782 1 1 0 2 -.001 1 .022 3 16 ' .094 1 1 -17.585 -.001 1 mm - __----�3 -.78 2-__1 0 3 - 1 -.022 _ 2 l 17 4 max .063 1 48.446. 2 1.325 . 1 0 13 0 1 .054 3 T - 18 min_ .063 1 -48.446. 3 . 1.325 1 0 2 i 0 -.054 2j .063 1 48.446 2 1.325 . 1 0 3 0 -__ 5 max1 .09 13 20 min, .0631 1 1 -48.446 3 I1.325 1 0 , 2 1_--- 0 1 -.09 2 1 RISA-3D Version 12.0.0 [C:\...\...\...\Aritzia - Millenia (FL \Calcs\Partial Ht Wall 11-ft tall 3-ft max.r3d] Page 1 Page 58 LSC Ludwig Structural Consulting Typical Ceiling Framing WIRE @ 4'-0"O.C.EA WAY,TYP. TERMINATE WIRE WITH(4) TIGHT TURNS AT TOP CONN CRC(COLD ROLLED CHANNEL): 1500050-54(1 1/2"x1/2") 414.1 @ 4'-0"O.C.MAX �1r USE 12 ANNE WIRE TIE CHANNEL TO CRC 4011. ALT:(2)#8 SCREWS LOOP HANGER WIRE "\ AROUND CRC AS SHOWN 4.6•'\ FURRING CHANNEL: ;IOW 087F125-33(7/8"xl 1/4")@ 16"O.C. GYPSUM BOARD11110 PROVIDE COMPRESSION STRUT DIAGONAL HANGER WIRE TO CONTROL WHERE REQUIRED BY"TYPICAL RACKING OF CEILING SYSTEM,SEE"TYPICAL WIRE BRACING AND WIRE BRACING AND COMPRESSION STRUT" COMPRESSION STRUT'DETAIL DETAIL TYPICAL SUSPENDED CEILING FRAMING \ , SCALE:NO SCALE REF: 18/S-003 Ludwig Structural Consulting , LLC 4701 SW Admiral Way • Suite 325 • Seattle , WA 98116 ( 206 ) 402 - 4290 Page 59 Ludwig Structural Consulting 4701 SW Admiral Way,Suite 32511, Seattle,WA 98116 Aritzia-Washington Square 5/13/2022 Typical Ceiling Framing, reference detail 18/S-002 Ceiling framing consists of hat channels at 16" O.C. supported by cold-rolled channels at 4'-0" o.c. Cold-rolled channels are supported by wires at 4'-0" o.c. Compression struts and diagonal wire bracing is provided at maximum 8'-0" spacing each way. 1. Hat channel: DL= 10 psf Spacing, s= 16 in w= 13.3 plf Span, L= 4 ft M = 320 lb-in Per Clark-Dietrich catalog, for 13 psf dead load at 24" o.c. 087F125-33 channel has max 4'-2" span. Therefore, use 087F125-33 channel (7/8"x 20-gage) (HAT) FURRING (E) CHANNEL SECTION PROPERTIES C1r X"eZd3t,r. .fi, 14F Pr,"ppRrtage .......»., ...... EfFrstavo Pre aotoso .�_•.•tee 4a t a t4«1 ^rsa FY I Race vle pht 3 Im r e t9, fey AA' Yx i 4' 1 t i tfzl Sr $en) (ilk) D tin' 1 7 tf2.93 it 3 0 64175125,27 00293 33 0107 0 355 0,013 0 -1 0,061 0,493 0,013 0027 46,20 391 .,,C+r�°., r t • Q' t1 ei .,".z. •°t off.-.', a v° 4b�I�j;i x.Raw a°. .! 087126.54 00566 60 0207 0.706 0024 0340 0095 „- 4)678 0024 0069 12995 1091 1 •26-27 owe? 33 0143 0,486 0046 0569 I 0077 0737 0 046., 0057 9422 390 150F1 13 3 00346 33, 0.174 0.390 0068 0.566 0,099 0,733 0061 0,071 11731 474 1 125-64, 00666 641.___... 0278 0.946 ; 0.087. 0 058 0145 0722 3 0.047 t 0122 27666 1117 0 1 �akf.ct<d prvpe,t3rz nrx based omdcls1 S10042,1'^,th A',nn sn Sprc:ficma', I',. 0,44-Cc,,ntd,tecf Strad,el f&elbcrn. 2 t .. k sxe instal th,cknazs ix 95Y.c.r,Frs tilicknass.Des,g;t}+cckcasn a»ed far B4"4ormiaa§ia"n{peoisrrtes. 3 p,opartixs ara baseal;:,ry=3.36.fnr cl,42sst+01,eiee,'sssians;sr,*, ectivk tv P{•,,,;,t#«e t.:a hit,- e e reazemr,,m 1 a NAsPrr,".. 4 Elrrcz a pexa ti .ea two 4s mbar,,,,tin+an=va'.cr tray ppsk§,rw or= rxf.:a hfrd�r ; f it qi , • F$ ,1',Y (HAT) FURRING (F) CHANNEL ALLOWABLE CEILING SPANS L/240 rfr Strxr 4,10,f4e0,(4063 • 4 44*adln.4 13eof 41.4111pold d+tn re(4,4 *acin+,[in}a c .�. 62 16 ... 24 r17 16 24 Mt } ' 6'11" ' s-r 5 n° , r` 2`1111"1 €1 2 3 .",' €"0 5 5 4 5 3' d T 4 2" if-1` RAW* T'" b- 9 11 6 F ' 11 5 c 5`O" 4 " 3'-Er -O" 5 6ll b 11 5& 8 i1 ..__.. 4 ,...... .__.,.._ MAO* 7 -1i' 5"-:1" E1 3 5 5 r Sngdsa 6%5' R t0 6�1 ' 5 7' 5 1" .1` 4'4 c' T=r�" CA 1Ftstr r r: i" h.'4 5-:i' 5_h, ., 1' 4_1U`:� 7F,2 Se .5'47 €f T Et` ''I roc' 4{* 5'43 Page 60 Ludwig Structural Consulting _ ' 47015W Admiral Way,Suite 325U Seattle,WA 98116 2. Cold-rolled channel DL= 10 psf Spacing, s= 48 in w= 40 plf Span, L= 4 ft M = 614 lb-in Per Clark-Dietrich catalog, for 13 psf dead load at 48" o.c. 150U050-54 channel has max 3'-9" span. Check moment: Ma = 1821 lb-in, per catalog ChecK: OK Check deflection: lx= 0.039 in^4 A = 0.11 in^4 = L/ 452 OK Therefore, use 150U050-54 channel (1 1/2"x 16-gage) with maximum 4'-0" span. U-CHANNEL (CRC) SECTION PROPERTIES Ra,sie `Y°is4d Strant4, ..... (rats 7reperties R,....;,,,,E.,,,,,, Sc tw ' tf, krar s F"Y A,as I W'ellst is t 4 ,< Vs fE75LfS5U54 BS L .__.4`.'.......__ 6.E##7 E t1..si Q.iMa" ..�`..Zfl9 I 0.002 (3.t5ti t2,.co O,Q19 0450.._ 3!.5 VW 496 1 883 1110 i 2A'3iPY0.ari - I F 1.r, 3.537 0060 , 0.711 F.002 t,'F`37 0. Cj'M • - S 2 P$�F 1822 A s w6 ' _:"3t .t.,.... n 3 ,._ i E 'a' t'f4AI i ',,T "' .- Noses: t Calscista4(F""Nss am based ro,AISI S14'0—N112,N4rth..,4s-4,ncan',.',titstaet for.',,,r of£Ltd-F.>F°s.ad Stae6 Strustvni)os4..a,rc. 2Me,rmrn base metal Orckness'S VV.of-., "P,31,4sss.6Dour40o421c.edfcrdetensvr,ati xc4 propelss. x i A Y+[ t •> Y g t i , r 1' ;",�„ . =g:t' Web Depth0. 314`,1-1/2',2",or 2-112"' tf.Ci,.m,t.i tc8c)- y U•CHANNEL (CRC) At.LOWARL.t: CEi#.iN., SPANS 1ei240 ve,14 i s 4 p.Td dtar4 61,44444 144 13 rf4.4ta04 i 150f d adis.d , 9 t S d'f tt p , Ct:wn3F 5,p.r n,9ta»)44. 044.4e4$,_gac ni ^'._...-, } -.C' s',81 es c R rs t:4 S} :4 d 3 a (. 'r i a 3 i 4'I 6 § rim 3d "-ITT ill- 6Q 22 A 3k 46 69 h A 26 >4 60 32 1 g� i3 6&1e 911 `4"i ;#f!, 2,43 3'6 3,:r 24" 7.." 24 2'•te 2"Fd"�.2`1 Y'11'gt8`' `2,ffi 24 r24r 110' 1- .4710°€4'2" i. F 3-! i k."F 3'-t" '3`-4 s.. 2-11Y" 3'-i* ai q"'2. i'.i4 5 i'_ 2'7°c 2„-i 2'- ' 7' t, .rJo,, "b,l - P 8F 3 11 5" i °ii 1 2'-,„ ,3'^$ agr gip!'' 24.&2'"4 2' '. ,: zl 1 ti f cr 2'4 :7 2°'Z;41"it-10*; 1 -. __... tea. 4<I" 4 1 ur a r°, 3 4 4' '•44' 3'.4 i 7 1 "3' 17'. 7.9' 7 71 1'.1 2'1 ',. r 7,,r' Zi/' 1"¥', "lo7 a i .4-8 4 F 1 �`1Cr if" a f 1-1 'S 7" 3' r 9* '8 4 N-Cr 2'9` 3 T" 3 7' T r' 2 id!1 2'P" 2 i '. 1 d. .. ..> -.. .... l i5c'rt13 f L r9`+eta dae T' I-r' a 9 b 3' 4 is i 6`4 $ 4`.14 4 7"E 4.4- 9 0' a 22" 3'4 24 .4.7't A.-FF 3.6`'3 2-g'' 5 U 4 i', d), 4 " '.)'` 4 1 'i A 3°' a it` d➢"€ -5 3 5` 3'4' 3.3'P 2'1t)' ts 2- 3 7' 3.1" 2' r" 24 2-5"[. S FASD 7' 6`Z $5" ""3""P 4 i! 3 6. ' 4°.i1 7 ""`{` d r' 44 9' )1 e"g°.di...<i,.d 4 , Y ,a .a.;:m Page 61 Ludwig Structural Consulting 4701 SW Admiral Way,Suite 325 Seattle,WA 98116 3. Wire hangers: Use 12-gage wire rope @ 4'-0" each way. P = 160 lbs Pa = 209 Ibs, per California General Services IR 25-1 Therefore, use 12-gage wire hangers at 4'-0" spacing. 4. Diagonal braces: Maximum ceiling weight: Framing 1 psf MEP 1 psf 5/8" gypboard 2.5 psf 3/4" Wood Veneer 3 psf Total 7.5 psf Use 8 psf for seismic Use 10-gage wires at 8'-0" maximum spacing 0.7*Fp= 2.8 psf ASD: 0.7Fp A= 64 sg ft V= 181 lbs T= 256 lbs max, based on 45-degree maximum angle Ta = 343 Ibs, per California General Services IR 25-1 Therefore, use 10-gage wire diagonal braces at 8'-0" maximum spacing each wa 5 Compression strut: Pdl = 160 lbs Pel = -181 Ibs, compression 0.6D-E = -100 Ibs, compression D+E = 356 Ibs, tension H = 23.02 ft Min Clg El = 11.00 ft L= 12.02 ft Use 362S162-33 compression strut 44 Per RISA: Pn/S2 = 577 lbs OK Tn/Q = 5177 lbs OK 132 alb Member Cold Formed Steel Code Checks LC. Member Shane UC:Max t ao(#t1,5heeaar0U.1,Locjftl E7 r rA#Q 9 .1 n#Q nvsr#Ct..Mfnzz!{?. Gk Ga w' C r,s on I I I r z 162st�z ( .zz I a ii I .73g I t.6ag 1 7 I .6 .6 lG5.2.t.. Page 62 Ludwig Structural Consulting .<, 47015W Admiral Way,Suite 325 Li ,a Seattle,WA 98116 Aritzia-Washington Square 5/13/2022 Typical Ceiling Framing with metal studs, reference plans. Ceiling framing consists of 362S125-30 studs at 24" O.C. 1. Studs: 362S125-30 DL= 10 psf Spacing, s= 24 in w= 20.0 plf Span, L= 6.25 ft M = 1172 lb-in Per SSMA catalog, for 13 psf dead load at 24" o.c. 362S125-30 studs have a max 6'-7" span. Therefore, use 362S125-30 studs @ 24" o.c. for spans to 6'-7", 16" o.c. up to 7'-4" Interior Allowable CellingiSotfit Spans -Sections)-L1240', 4psi " 6p 13po4 (.atsraa$upptari c,001prsssionF}4o44 LO.araa Support o4ConvrostdonFisr,gs Lafer4lSvpporl Co proesiapTv4noo Unst*O6rte+1 span Unsupported Mldspan Unoupporleat M[0span daps!Spacing onit etntsr 2o141 Spodng{'e0 rU zsnter Joi>C Spxs6n4'In1 nn seek, Jo,*Speclnt{ini on,ont,, .Fnot Spoern4 Cml co,renicr Joist Sp4Cieq fln}on.erie, fi'.. 12 16 24 12 16 24 12 16 Z4 t2 10 24 12 16 24 12 16 34 i 350S1377 33 133 1Z'9` -F 13" IC F v 16 2' 10 9' 10 1 '1 5' 10'3 9'4' '0<' 15'1' 13' r"T 13'S' t?!' 10' ' 3S4137-+13 33 +rr 1t .er ,;sa: ar .. 117` 104 :1 t ,• F <c !,1° s t. "17• , �,. 3 .18 1+F' 3� 12 1 1 3 1;1 s 1g". 17?Y° €1 ,. . 1,4 r u 1 3,10 13® 1 5 ice 12.. 350616243 33 IS°0' 4 14 2 1 a 7 f a 3 .' 2 i 9 19's Q 3 r 4 i 13( 11 € 1 a r r 12 S* 11 ° 1 n e a- s r� s'0 4t t s�� s �`a u.3'�, a t.t s�s ..4 e c 1 � a&2$125 d7 33 34".^ a ter e i 0' 13 11' a s fir. 4 r 7 1� .s a^ 17 3 1 e . t °G'S" ,,. °r- 3S 5 {f�t�{��' 15 6' t4`r _5 3 H'. 5 ,'. 12 3p" q &3 �� k 4; €3'{ f]}�j 3&2512 t 14-10' a •C 3" �°5" 9 a 1 -b"s'" 1 ,4 "K' c 1iC 11'7 3 J 3s625't2S 43 '13 12'$'1" 11 G' S6`4 1 427 i, .• td 2 1'3' 11`3` A 3 &'�'tiY .4'K' 19 4 9`1' b'4" p 12 9 <fi&' 1u<''. an 1 a + t1 2. 11" 1,11 n� 11 r a 3�2 r ^m$1.3730 13 '!Z'S° 11'4` FC4 11'p" 16'5' '4F '1'2' 1tiy ' 93 __'f0' ... 737. 2'1` 3'2. 7 112'-I •1,5` 0'$' 2443137,3 3,5 12 11' 3e- 1J6' `;4` 16'I' 1'i,' 1J'A° 3;' -F • 17r6V- p's` y 3, 17'6; t3?' i'1=` 73'8; 2. Ceiling studs at front storefront DL= 10 psf PII = 200 lbs Hang bar Spacing, s= 16 in w= 13.3 plf Span, L= 3.00 ft M = 1980 lb-in Use 362S125-43 @ 16" o.c. Va = 676 lbs Ma = 3590 lb-in OK le= 0.537 in^3 D= 0.014 in = L/ 2608 Page 63 Ludwig Structural Consulting 4701 SW Admiral Way,Suite 325 co Seattle,WA 98116 3. Ceiling studs at mech platform. L= 4.00 ft max DL= 10 psf LL= 25 psf or PII = 300 lbs min Spacing, s= 16 in w= 46.7 plf V= 327 lbs M = 3920 lb-in Try 6005162-54: Va = 1947 lbs Ma= 25900 lb-in le= 2.86 inA4 Dtl = 0.009103 in = L/ 5273 DII = 0.008192 in = L/ 5859 Transformer Support: Txfrmr, W= 700 lbs Use Pe=W/2 = 350 lbs x= 2 ft Min width of transformer we= 175 plf Assume worst case load of transformer plus 1/2 concentrated live load. P1= 350 lbs x= 1 ft P2 = 150 lbs x- 3 ft V= 327 lbs (2) screws to wall or beam M = 3.84 kip-in OK D= 0.010 in OK Use 3625162-54 studs @ 16" o.c. Edge Beam: L= 6.75 ft V= 236.25 lbs M = 12.7 kip-in Use (2) 6005162-54 studs for edge beam. Page 64 LSC Ludwig Structural Consulting Typical Bulkhead Framing DEFLECTION TRACK PR 4/5.002 j l , J I / 3626125.30 0 16"O.C.�I I 1 a l 362512543 K[CKB10 48"O.C. 3 g I // / COORD KICKER WITH MECH DUCT 7 6" MAX 12/5-003. TROUGH LIGHT OPP PER ARCH 7 \FRAMING SECTION - CANOPY A THRU STOREFRONT ENTRY SCALE 1"=1,-0' / REF: 7/S-410, for example Ludwig Structural Consulting , LLC 4701 SW Admiral Way • Suite 325 • Seattle , WA 98116 ( 206 ) 402 - 4290 Page 65 • Ludwig Structural Consulting 4701 SW Admiral Way,Suite 325 g � Via, Seattle,WA 98116 Aritzia-Washington Square 5/16/2022 Support for Canopy A framing. (Canopy D similar.) Bulkheads are supported from the existing steel beams. T/Steel elevation: 18.50 ft Min ceiling elevation: 12.00 ft Max Bulkhead ht: 6.50 ft Loads: Ceiling: DL= 10 psf Walls: DL= 5 Live Load: LL= 5 psf 1. Bulkhead Framing at 7/5-410: 1A. Vertical Studs Loads: Wall wd = 33 plf Ceiling Trib= 4 ft Includes light cove wd= 40.0 plf wl = 20.0 plf Horiz: ww= 5.0 psf Minimum Ceiling ww= 3.5 psf Ceiling Seismic,ASD Walls ww= 1.8 psf Wall Seismic,ASD Vert studs: s = 16 in Spacing Pd= 96.7 lbs/stud PI= 26.7 lbs/stud P tot= 123.3 lbs/stud Tension (2)screws OK ww= 6.7 plf M = 0.42 kip-in Use: 362S125-30 Ma = 3.08 kip-in OK Ixe= 0.376 inA4 Defl: Ow= 0.025 in =L/ 3176 OK Therefore, use 3625125-30 studs @ 16" o.c. 1B. Bottom Track: Design to span horizontally between kickers. L= 4.00 ft Kicker spacing w= 23.3 plf From walls: w= 30.0 plf M = 1.28 kip-in Use: 362T125-30 Ma = 3.01 kip-in OK Ixe= 0.339 in^4 Defl: Aw= 0.031 in OK Therefore, use 362T125-30 bottom track with kickers at 48" o.c. Page 66 Ludwig Structural Consulting 4701 SW Admiral Way,Suite 325 Seattle,WA 98116 1C. Kickers: Max slope: 1V: 0.5 H Min slope: 1V: 1 H L= 9.19 ft Max length s = 4.00 ft Use: 3625162-43 Lu = 10 ft (RISA) Pa = 1060 lbs (RISA) Demand Loads: Ph = 74.1 lbs P = 165.8 lbs OK Therefore, use 362S162-43 kickers at 48" o.c. 1D. Support beam: Support bulkhead walls with beams spanning between existing steel beams. Support Beam spacing: 7.50 ft Beam at back of bulkhead: Wall wd = 32.5 plf Ceiling wd = 31.4 plf Trib 3.14 ft wd = 63.9 plf wl= 15.7 plf wtot= 79.6 plf W= 597 lbs M = 6.72 kip-in I req = 0.78 in^4 S req= 0.34 in^3 Beam: P1001 W 1285 lbs OK Sx 0.571 in^3 OK Ix 0.928 in^4 OK Use P1001, or P5000 alternate Page 67 Ludwig Structural Consulting 4701 SW Admiral Way,Suite 325 Seattle,WA 98116 DEFLECTION TRACK PER 4/S-002 j. TTTT1 UNISTRUT P2786,TYP US-003 r - --'------- ANGLE PER 18/5-004 o- I , 3625125-30 @ 16"0 C i ti 3625125-43 KICKER @ 48"O.C. i f FRAMING PER 11/S-003 WIRE HANGER PER @ LINEAR DIFFUSER TYPICAL SUSPENDED CEILING FRAMING" DETAIL,TYP-- LI I 1 TROUGH LIGHT PER ARCH.NOT COLD ROLLED 9/5-004 PRESENT AT SIM CHANNEL PER PLAN HAT CHANNEL PER PLAN 7 FRAMING SECTION - CANOPY B THRU SOUTH SALES FLOOR WALL SCALE 1"=1'-0" CANOPY B REF: 7/S-411, for example Page 68 S Ludwig Structural Consulting 4701 SW Admiral Way,Suite 325 Seattle,WA 98116 Aritzia-Washington Square 5/16/2022 Support for Canopy B framing. Bulkheads are supported from the existing steel beams T/Steel elevation: 18.50 ft Min ceiling elevation: 11.00 ft Max Bulkhead ht: 7.50 ft Loads: Ceiling: DL= 10 psf Walls: DL= 5 Live Load: LL= 5 psf 1. Bulkhead Framing at 7/S-411: 1A. Vertical Studs Loads: Wall wd= 38 plf Ceiling Trib= 4 ft Includes light cove wd= 40.0 plf wl= 20.0 plf Horiz: ww= 5.0 psf Minimum Ceiling ww= 3.5 psf Ceiling Seismic,ASD Walls ww= 1.8 psf Wall Seismic,ASD Vert studs: s= 16 in Spacing Pd= 103.3 lbs/stud PI= 26.7 lbs/stud P tot= 130.0 lbs/stud Tension (2)screws OK ww= 6.7 plf M = 0.56 kip-in Use: 362S125-30 Ma= 3.08 kip-in OK Ixe= 0.376 in^4 Defl: Ow= 0.044 in =L/ 2068 OK Therefore,use 362S125-30 studs @ 16"o.c. 1B. Bottom Track: Design to span horizontally between kickers. L= 4.00 ft Kicker spacing w= 25.8 plf From walls: w= 27.5 plf M = 1.28 kip-in Use: 362T125-30 Ma = 3.01 kip-in OK Ixe= 0.339 in^4 Defl: = 0.031 in OK Therefore, use 362T125-30 bottom track with kickers at 48"o.c. Page 69 Ludwig Structural Consulting 4701 SW Admiral Way,Suite 325 ,. 0 Seattle,WA 98116 1C. Kickers: Max slope: 1V: 0.5 H Min slope: 1V: 1 H L= 10.61 ft Max length s= 4.00 ft Use: 3625162-43 Lu= 10 ft (RISA) Pa= 1060 lbs (RISA) Demand Loads: Ph= 81.2 lbs P= 181.5 lbs OK Therefore,use 3625162-43 kickers at 48"o.c. 1D. Support beam: Support bulkhead walls with beams spanning between cantilever beams. Cantilever Beam spacing: 4.00 ft Beam at back of bulkhead: Wall wd= 37.5 plf Ceiling wd= 20.6 plf Trib 2.06 ft wd= 58.1 plf wl= 10.3 plf wtot= 68.5 plf W= 274 lbs M = 1.64 kip-in I req= 0.07 inA4 S req= 0.08 inA3 Beam: P1001 W 1285 lbs OK Sx 0.571 inA3 OK lx 0.928 inA4 OK Use P1001,or P5000 alternate Cantilever Beam Spanning between existing Beams Support Beam spacing: 7.50 ft Cant Distance, Lc= 2.94 ft Load Dist Moment Pd= 232.5 2.938 683.11 Pd= 93.125 1.281 119.32 802.43 lb-ft 9.63 kip-in P= 274 2.938 804.35 P= 140 1.281 178.97 983.33 lb-ft 11.80 kip-in Use Unistrut P5000 Ma= 12.6 kip-in OK le= 0.928 inA4 OK Dd= 0.04 in D= 0.05 in Use Unistrut P5000(P1001 Alt),connect to joist with (2) P2786 beam clamp. Page 70 Ludwig Structural Consulting 4701 SW Admiral Way,Suite 325 �' Seattle,WA 98116 R C, ! DEFLECTION TRACK PER 4/S-002 / 7 I 11 -003 DEFLECTION TRACK PER 4/5-002- 1 ; I I_iiI(_ 1, I is 2505125-30 @ 16"O.C. 3625125-30 @ 16"O.C. — —__——— 1 2505125-30 @ 16"O.C. ' E KICKER @ 48"O.C. ; ` PER 44 CEILIARu7 Y NG_EL h 3 - WIRE HANGER PER C.,.: 1 "TYPICAL SUSPENDED CEILING FRAMING" ,... .......'r . DETAIL TYP 3625125-30 @ 48"O.C. I b ` S 31- \ 3 `I I , '1 f MAx I i �- 1625125-30 AS i z I' NECESSARY TO 9' x � r• Y lea HOLD RADIUSED '1 I • • ,£ri v: TRACK SHAPE / CHANNEL@16"O.C. 12/5003/—OPP HAT CHANNEL PER PLAN TROUGH LIGHT J - RADIUSES 2 1/2"x20-GAUGE PER ARCH TRACK @ 16"O.C. 1 1 COLD-ROLLED I CHANNEL PER PLAN 1 I STONE-CLAD j-- PARTITION WALL, - -- T' SEE SCHED S-002 FOR FRAMING 14/5-003// TYP "--- BOX HEADER PER SCHED,5-002 CANOPY C REF: 16/S-413, for example Page 71 Ludwig Structural Consulting 4701 SW Admiral Way,Suite 325 co Seattle,WA 98116 Aritzia-Washington Square 5/16/2022 Support for Canopy C framing. Bulkheads are supported from the existing steel beams T/Steel elevation: 18.50 ft Min ceiling elevation: 12.00 ft Max Bulkhead ht: 6.50 ft Loads: Ceiling: DL= 10 psf Walls: DL= 5 Live Load: LL= 5 psf 1. Bulkhead Framing at 16/5-413: 1A. Vertical Studs Loads: Wall wd = 33 plf Ceiling Trib= 4 ft Includes light cove wd = 40.0 plf wl = 20.0 plf Horiz: ww= 5.0 psf Minimum Ceiling ww= 3.5 psf Ceiling Seismic, ASD Walls ww= 1.8 psf Wall Seismic, ASD Vert studs: s= 16 in Spacing Pd = 96.7 lbs/stud PI = 26.7 lbs/stud P tot= 123.3 lbs/stud Tension (2) screws OK ww= 6.7 plf M = 0.42 kip-in Use: 362S125-30 Ma = 3.08 kip-in OK Ixe= 0.376 in^4 Defl: Ow= 0.025 in = L/ 3176 OK Therefore, use 362S125-30 studs @ 16" o.c. 1B. Bottom Track: Design to span horizontally between kickers. L= 4.00 ft Kicker spacing w= 23.3 plf From walls: w= 30.0 plf M = 1.28 kip-in Use: 362T125-30 Ma = 3.01 kip-in OK Ixe= 0.339 in^4 Defl: Ow= 0.031 in OK Therefore, use 362T125-30 bottom track with kickers at 48" o.c. Page 72 Ludwig Structural Consulting 4701 SW Admiral Way,Suite 325 Seattle,WA 98116 1C. Kickers: Max slope: 1V: 0.5 H Min slope: 1V: 1 H L= 9.19 ft Max length s= 4.00 ft Use: 362S162-43 Lu = 10 ft (RISA) Pa = 1060 lbs (RISA) Demand Loads: Ph = 74.1 lbs P= 165.8 lbs OK Therefore, use 362S162-43 kickers at 48" o.c. Desing above are minimums, see RISA model inputs and outputs for full canopy framing and horizontal force analysis. 2A. Support beam: Support bulkhead walls with beams spanning between existing steel beams. Support Beam spacing: 7.50 ft Beam at back of bulkhead: Wall wd = 32.5 plf Ceiling wd = 31.4 plf Trib 3.14 ft wd = 63.9 plf wl = 15.7 plf wtot= 79.6 plf W= 597 lbs M = 6.72 kip-in I req = 0.78 in^4 S req = 0.34 inA3 Beam: P1001 W 1285 lbs OK Sx 0.571 inA3 OK Ix 0.928 inA4 OK Use P1001, or P5000 alternate Page 73 .z 1XL.Y I I 1 si I 1 I I . 1 1 1 i I L7-"°''. 1 1 ¢.._.........1 1 1 1 1 1 II • . i ; 1 1 1 ,LSC- SK- 1 JEB Aritzia Washington Square May 16, 2022 at 3:50 PM 2214 1 Aritzia Wash Sq Ceiling Framing 1... ' Page 74 - --- - _-- Code Check Z No Calc ,)I I >1.0 IX-l_-.Y .90-1.0 .75.90 .50-.75 0.-.50 I w % :J ] J y'. )i' lop I i .42 1 i p�, .•:,' i 1 i gL) I, 4571 i ii ii oE,• i to Alli 1 02 s 4 1 1 , , . Enlarged View for Legibility LSC 1SK- 13 JEB Aritzia Washington Square May 16, 2022 at 3:55 PM 2214 Code Check - DCR Aritzia Wash Sq Ceiling Framing 1... Page 75 .Z IX-.-.Y 11 Q (1) _ `��' 2 -30 0 a i 081 F 125-33 1 4a 362S 1 1-54 9 ` C'? ,C% ._ i I i �.0 .e. 087Fi125-►331 „ . r' 25t� '+ �., • ,.4I 25 g`' ' '. •'- 1 i c, cr, cam' i 5- c� ` / \ ,''' o o CO N N (V CO M JAJJ 0 1 gE9S12 5-30 N O lh o s?s o N N J?t fh 4ro N m \ 4ffr 250S325-31,, I 162;.'1's i i Enlarged View for Legibility 11 Envelo OnlySolution I_ p_ - LSC SK- 6 JEB Aritzia Washington Square May 16, 2022 at 3:52 PM 2214 Member Sizes Aritzia Wash Sq Ceiling Framing 1... Page 76 .z .X ', .Y JI!IJ rJ rl�li ' 4 %, 1M18i i . ` M fir. , 11dAl:AL .. M13 i i iF r ii i 2 M24 99 i M I M,460:wy Enlarged View for Legibility Envelope Only Solution LSC SK- 2 JEB Aritzia Washington Square May 16, 2022 at 3:51 PM 2214 Member Labels Aritzia Wash Sq Ceiling Framing 1... Page 77 Z Section Sets Upper Vert tlh.x.ail Vert _ Partition wall Y Hat Channel Ceiling Kicker Cross beams Cantilevers Rim Track RIGID 71 7 r h, 47 11' 1 44 iM181 i _ z i i t - -►I i Mn 4A C13 i 0 i i ,.. . l....-i 2 I 2 -g- N 2 2 a,,9'� 2 M:5A • g'h.o,ti, 2t.. I i �r� Enlarged View for Legibility Envelope Only Solution LSC SK-4 JEB Aritzia Washington Square May 16, 2022 at 3:51 PM Members -Section Sets 2214 Aritzia Wash Sq Ceiling Framing 1... Page 78 HL Y -13.31b/ft 13.3 / -1-3 / I �;,„ o 1 I T . I Iy I I Loads at radius match adjacent ceiling 0 „r„ Loads: BLC 1 , Ceiling Envelope Only Solution LSC SK- 8 JEB Aritzia Washington Square May 16, 2022 at 3:53 PM 2214 Ceiling Dead Loads Aritzia Wash Sq Ceiling Framing 1... Page 79 ' .z .x .y r I 1� r rr �. �r6.71 E:1 > � ..7 bi -6.71b/ft I -6.7-16 -,1 b/ -6.71 b/f i i i i i i i am: I I o -33.31b/f I 7 I I'! Loads: BLC 4, Wall DL LSC SK- 10 JEB Aritzia Washington Square May 16, 2022 at 3:54 PM Wall Dead Loads 2214 Aritzia Wash Sq Ceiling Framing 1... Page 80 - .z .Y et/ t, 6 - ._b/t ft, ,\ . g ° i i i i J 6.7IO/YIb/ — . 6.7I b/ft I I r I I i I I 1 1 = Loads at radius match adjacent bulkhead 6.71 b/ff 1 1 Loads: BLC 3, 5psf LL LSC SK- 11 JEB Aritzia Washington Square May 16, 2022 at 3:54 PM Horizontal Live Loads 2214 Aritzia Wash Sq Ceiling Framing 1... Page 81 i 1 ix x .Y 3.51b/ft j': 1!P1s' 3.51 ft i- i-• I t�:�r 1 1 r r 3311T I i _ i ! .� r P. Ut D. i• i o. r rr 1 rr 1 = Loads at radius match adjacent bulkhead 11 .81b/ft Loads: BLC 5, Seismic LSC SK- 12 9 SquareMay Aritzia Washington !� May 16, 2022 at 3:54 PM Seismic Loads 2214 Aritzia Wash Sq Ceiling Framing 1... Page 82 • Company : LSC May 16, 2022 Designer : JEB Job Number : 2214 r ;��- Checked By _ TECHNOLOGIES Model Name : Aritzia Washington Square Global Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 � t t a Include Shear Deformation? Yes Include Warping? Yes : �"� �i�r��i,� s' Trans Load Btwn Intersecting Wood Wall? Yes e ,. , Increase Nailing Capacity for Wind? Yes ,„ 4 Area Load Mesh (in^2) 144 Merge Tolerance (in) .12 P-Delta Analysis Tolerance 0.50% Include P-Delta for Walls'? I Yes , Automaticly Iterate Stiffness for Walls? Yes Maximum Iteration Number for Wall Stiffness Gravity Acceleration (ft/sec^2) 32.2 Wall Mesh Size (in) , 12 i Eigensolution Convergence Tol. (1.E-) 4 Vertical Axis i Z Global Member Orientation Plane XY Static Solver Sparse;Accelerated Dynamic Solver ,Accelerated Solver Hot Rolled Steel Code AISC 13th(360-05): ASD Adjust Stiffness? 4 ,, , }� Yes(Iterative) RISAConnection Code AISC 14th(360-10):ASD Cold Formed Steel Code AISI S100-10: ASD Wood Code AF&PA NDS-12: ASD Wood Temperature < 100F Concrete Code __ ACI 318-11 Masonry Code ACI 530-11: ASD [Aluminum Code AA ADM 1-10: ASD-Building ii‘lumber of Shear Regions Region Spacing Increment (in) 4 Biaxial Column Method Exact Integration Parme Beta Factor(PCA) .65 Concrete Stress Block Rectangular Use Cracked Sections? Yes Use Cracked Sections Slab? Yes Bad Framing Warnings? ! No Unused Force Warnings? Yes Min 1 Bar Diam. Spacing? No Concrete Rebar Set REBAR_SET_ASTMA615 Min (YO Steel for Column 1 Max % Steel for Column 8 RISA-3D Version 12.0.0 [C:\...\...\...\...\...\Aritzia Wash Sq Ceiling Framing 16_S413 20220516.r3d] Page 1 Page 83 if x14ea144.[ rarr. 1tr0,r e +4l+tit41Nt4t3e44le+cM+44i,Y441++14++Flfi+L3ulNNtiNlielu tl4+aUFF30ULlN+1N,flFl..tter Company : LSC May 16, 2022 Designer : JEB Job Number : 2214 .;��, - "' Checked By:TECHNOLOGIES Model Name : Aritzia Washington Square Global, Continued Seismic Code ASCE 7-10 !Seismic Base Elevation (ft) 4,„1thigki Not Entered [Add Base Weight? Yes Ct Z Ct X .02 I Z (sec)_' � .n , ,. Not Entered T X(sec) Not Entered RZ 3 RX 3 Ct Exp. Z • ; .75Ct Exp. X .75 SD1 1 SDS 1 $1 1 TL (sec) 5 Risk Cat I or I I 'Seismic Detailing Code ASCE 7-05 Om Z 1 OmX 1 Rho Z ..... . .:,: 1 Rho X 1 Cold Formed Steel Properties Label E jksij G[ksi] Nu Therm F) Density[k/ft^3] Yield[ksi] Fulksi] 1 A653 Gr 33 29500 11346 .3 .65 .49 30 52 2 F A653 Gr 50 29500 11346 .3 .65 .49 50 70 Cold Formed Steel Section Sets Label Shape Type Design List Material ,Design R... A[in2] lyy[in4]_Izz[in4] 1 Interior Vert 362S125-30 Beam CS A653 Gr 33 Typical .205 .047 .408 6.164e-5 2 ' Upper Vert 250S125-30 Beam CS A653 Gr 33 Typical .158 .034 .157 4.754e-51 3 Partition wall 362S200-54 Beam CS A653 Gr 33 Typical .479 .277 1.03 .0005111 i 4 Hat Channel 087F125-33 Beam CS A653 Gr 33 Typical .127 .015 .049 5.1e-5 5 1 Ceilina 362S162-54 Beam CS A653 Gr 50 Typical .422 .154 .873 .000451 6 Hanger 162S125-33 Beam CS A653 Gr 33 Typical .16 .036 .072 6.538e-5 7 Kicker 362S125-43 Beam CS A653 Gr 33 Typical .273 .053 .526 .0001681 8 Kicker beams 600S162-54 Beam CS A653 Gr 50 Typical .556 .181 2.86 .000594 9 Cross beams 250S125-30 Beam CS A653 Gr 33 Typical .158 .034 .157 4.754e-5 10 . Cantilevers 250S125.30 Beam CS A653 Gr 33 Typical .158 .034 .157 4.754e-5 11 Box Beams 2-600S162-54-FF Beam CS A653 Gr 33 Typical 1.112 1 994 5.72 .001 12 Support Beams 600S162-54 Beam CS A653 Gr 33 Typical .556 '', .181 ._2.86 .000594 13 Edge Track 250T125-33 Beam CU A653 Gr 33 Typical .173 .027,._, .192 , 6.9e-5 14 i Rim Track 162T125-30 Beam CU A65 Gr 33 Typical .129 I .021 .07 4.2e-5 Joint Coordinates and Temperatures Label X [ft] Y_[f1 _ Z_[ft] Temp[F] Detach From Diaphragm 1 N21A 0 13.813 0 0 2 N1 0 -15.198 10 0 RISA-3D Version 12.0.0 [C:\...\...\...\...1...\Aritzia Wash Sq Ceiling Framing 16_S413 20220516.r3d] Page 2 Page 84 Company : LSC May 16, 2022 Designer JEB Job Number : 2214 Checked By: T E c H N o i. o G i E s Model Name : Aritzia Washington Square Joint Coordinates and Temperatures (Continued) Label X[ft] Y [ft] Z[ftl Temp�_ IFj Detach From Diaphragm i- 3 N4 0 -12.552 10 0 Yes 4 N5 0 4.167 10 0 " 5 N52 0 6.479 10 0 6 N7 0 I 8.229 10 0 7 N8 0 12.229 __. 8 N 10 0 13.813 1010 00 . .s. ._9 N 11 0 -16.24 10.667 0 10 N 13 0 -11.635 10.667 0 ,., ,�.�2 , .., . . .,,, , � + 11 N54 0 3.25 1 10.667 0 12 N53 0 6.479 I 10.667 0 ;_ " . , 13 , N56 0 -12.552 ,., , 10.667 0 14 N57 0 4.167 10.667 0 _ 111 r £�`Y } -€ 15 N5A 0 -12.552 12 0 16 N16B 0 4.167 12 0t ,A.o-. nrA§L» . ter. 17 N 14 0 16.083 12 0 18 N15 0 17.281 12 0 ='>A 3:'Y' .._4.� k1i., ' ,' 19 N30A 0 21.104 12 0 20 . N29A 0 24.776 12 21 N28A 0 26.193 12 0 22 N16A 0 28.276 12 0 SA.f-gifillilift 23 N17 0 i 31.776 12 0 Yes 24 N18A 0 33.193 12 0 3 1,. 7..1 ., ,C,1.$ 1 i [ 25 N16 0 34.823 12 0 Yes .,. 26 I N18 0 35.451154 12,082698 0 1 ' A IN._ 6 27 N 19 0 36.0365 1 2.325156 0 4 J fix € R 28 N20 0 36.539148 12.710852 0 ill' . „z # ,f.s ,�_ k,�x- ; ,., 11.17.11, �_y,� 29 , N21 0 35.632 12.809 0 30 N22 0 -12.552 14 0 ,a.s ., ali,., s Xt 31 N52A 0 -10.193 14 0 32 N23 0 -6.193 14 0 1 , . '__, 33 N24 0 2.193 14 0 34 N25 0 1 1.807 14 0 ,:;k.,, , .. . r _- > Moma * ... 35 , N26 0 4.167 14 0 36 1 N27 0 36.924844 13.2135 0 1._37 N28 0 13.813 13.5 0 38 N29 0 17.281 13.5 0 39 N33A 0 34.823 13 0 40 N30 0 36.441 13.618 0 41 N31 0 37.167302 13.798846 0 Yes 42 N32 0 34.823 14.427 0 i 43 N36 0 36 14.427 0 44 N33 0 37.25 14.427 0 45 N41 0 17.281 17.667 0 '46 N51 0 36 17 0__ 47 N37 0 37.25 17 0 48 N42 0 34.823 17.667 0 49 N43 0 36 17.667 0 50 N27A 0 29.9 17.667 0 Yes 5.1 N44 0 36 18.667 , 0 52 N6 0 -16.01 16.333 0 53 N38 0 -12.552 17.833 0 54 N39 0 4.167 17.667 0 RISA-3D Version 12.0.0 [C:\...\...\...\...\...\Aritzia Wash Sq Ceiling Framing 16_S413 20220516.r3d] Page 3 Page 85 A....14.1.."......melbtia•MI,MMAVISOMIernifetnnintiOnt.O.NOMti.41.“ll.....N....414.11.104........4, r r Company . LSC May 16, 2022 r, re, ,,.: Designer : JEB Job Number : 2214 Checked By: __ TECHNOLOGIES Model Name : Aritzia Washington Square Joint Coordinates and Temperatures (Continued) Label X[ft] Y[ft] Z[ft] Temp[F] Detach From Diaphragm _ 55 N55 0 9.167 17.667 0 56 N40 0 13.813 16.667 0 1 57 , N58 0 I -15..198 10.667 1 0 Joint Boundary Conditions Joint Label. X__[kfin]___ Y_[k/in] Z_jk/in] ,,_X Rot.[k-ft/ractli Y Rot.[k-ft/rad] z Rot.[1c-ft/rad] Eooting [ 1 N11 I Reaction I I Reaction .. . 2 N23 Reaction Reaction 4 ' 3 N24 Reaction Reaction I 4 l N25 [ Reaction , 1 Reaction _ 5 N10 Reaction _ 6 N38 Reaction I Reaction Reaction Reaction Reaction Reaction 7 N39 Reaction Reaction Reaction Reaction Reaction Reaction 8 N7 Reaction Reaction 9 N8 Reaction Reaction 10 N42 Reaction Reaction Reaction Reaction Reaction Reaction 11 N41 Reaction Reaction Reaction Reaction Reaction Reaction _ 12 Ni , Reaction 13 N13 Reaction 14 N22 1 Reaction ___L_ 15 N5 Reaction 16 N26 Reaction 7-'''''''-'10,to',Z7Floies''',<:: .,,,,::.-,...:,,l'. ,. -,n,i,.';','-'•,'A''''-':',',;,.,„.,.,,R,-,,.:, .,:,',;?:47.11., 17 N28 Reaction 18 N40 I ReaCtion Reaction 19 N14 Reaction 20 I N15 Reaction 3P--- :::::,e,: ar.:,-. '.. ,,,. Reaction 21 N29 Reaction . 22 N16 I Reaction _23 N32 Reaction _24 , N44 Reaction Reaction 25 N36 Reaction .---2.,... , 26 N43 Reaction Reaction .' ' ',' . ., '',.1'.,L;i,'' , ,,, ''' ' . -!..,,,,„,,,, ,'',-,'11-i-,. ;!?,-*Wi 27 N33 Reaction 28 N37 Reaction I 29 N18 Reaction 30 N19 Reaction :,k''':::4•';'''t,'!''''.-' -Ity.i; ,;,'2: 'f,''' __ '' ' ''',::'' .'''''''''--, , .2'1-I': ,;‘, FI,,,,ii.:),-,:f5,14,,, 31 N20 Reaction 32 N27 Reaction ,,, ,, -i- .L [ 33 N31 Reaction 1 34 , N21 Reaction 35 N30 Reaction 36 N 16A Reaction Reaction 37 N17 Reaction Reaction 38 N 18A Reaction i Reaction 39 N28A Reaction 40 N29A Reaction 41 N30A Reaction 42 N27A Reaction Reaction ' Reaction Reaction Reaction Reaction 43 N21A Reaction Reaction Reaction Reaction Reaction Reaction 44 ' N52 Reaction RISA-3D Version 12.0.0 [C:\...\...\...\...\...\Aritzia Wash Sq Ceiling Framing 16_S413 20220516.r3d] Page 4 Page 86 Company LSC May 16, 2022 r� t` Designer : JEB 4, 4 Job Number : 2214 Checked B T E c H N o L o c i E s Model Name : Aritzia Washington Square Joint Boundary Conditions (Continued) Joint-Label , X[k/in] Y [k/in] Z[k/in] X Rot.[k-ft/rad],YRot.[k-ft/rad]_ZRot.[k-ft/r-.,. Footing_. 45 N53 Reaction Reaction , 46 N54 Reaction j . .,; 47 N52A Reaction Reaction 48 N55 Reaction Reaction , Reaction Reaction Reaction ' Reaction 4f0 , 49 N6 Reaction Reaction Reaction Reaction Reaction Reaction j. 50 N58 Reaction Reaction 51 N4 Reaction _ Cold Formed Steel Design Parameters r._Label Shape Lengt... Lbyy[ft] Lbzz[ft]_,Lcomp to...Lcompbot[.., Kyy Kzz Cm-.. Cm-... Cb R y sw..z sw... 1 M12A Hat Channel 2.646' 1 1 2 M13 Hat Channel 9.646 4 4 4 4 1 1 3 M14A Hat Channel 18.74 4 4 4 4 1 1 4 M15A Cantilevers 1.042 1 1 `, >-].. . !, ,f ui: f gi [ 5 . M16 Upper Vert .667 1 1 6 M17 Interior Vert _ 7.833 1 1 114... ...3. , v _, 7 M18 Hat Channel 16.719 4 4 4 4 1 1 8 M19 Interior Vert 7.667 1 1 - t 9 M20 Partition wall 16.667 1 1 10 M21 Ceiling 3.468 1 1 .,.. ,... 11 M22 Interior Vert 5.667 1 1___. 12 M23 Interior Vert 5.667 1 1 l iw* " 13 M24 Cross beams 1.25 1 1 14 M25 1 Upper Vert 4.24 1 1 1 4 15 M26 Interior Vert 2.573 1 1 16 M27 Rim Track .634 1 1 ;,t sE41E 2., ',x ., 17 M28 Rim Track .634 1 1 ' 18 M29 Rim Track .634 1 1 ' € 1n1 '. ,, , i!--Tx'-i 19 M30 Rim Track .634 1 1 20 M31 Rim Track .634 1 1 . ,' ¢& .. . ,l:i _ii 1;.4 21 M32 Rim Track .634 1 1 22 M33 Cross beams 3.432 1 1 _. , ;' 5 23 M25A Cross beams 2.427 1 1 24 M26A Kicker 5.544 ! 1 1 , __-- 25 M27A Kicker 7.557 1 1 26 M29A Kicker 6.784' 1 1 ...,, >, _:, 27 M29B Cantilevers 3.229 1 1 28 M3OA Cantilevers 3.563' 1 1 I. s�; , 29 M31A_L Cantilevers .667 1 1 Joint Loads and Enforced Displacements Joint Label L D M__- _-_ Direction Ma�7cni_tude[(Lb,k-ft). (in,rad)—(Ib*s ftjbb*s^2*ft)] No Data to Print ... Member Point Loads JVlemberLabell_ Direction .Ma_g_nitude[Ib,k-ft] LocationLft L__-_--__-_ No Data to Print ... RISA-3D Version 12.0.0 [C:\...\...\...\...\...\Aritzia Wash Sq Ceiling Framing 16_S413 20220516.r3d] Page 5 age 87 Company : LSC May 16, 2022 Designer JEB f '' Job Number : 2214 Checked By:__ TECHNOLOGIES Model Name : Aritzia Washington Square Member Distributed Loads (BLC 1 : Ceiling) Member Label Direction Start Magnitude[Ib/ft.F] End Magnitude[) /ft ttLocation[ft._,End Location f ° 1 M12A Z -13.3 -13.3 0 1 0 2 M18 Z -13.3 ___ .-13.3. 0 0 '.' 3 M13 Z -13.3 13.3 0 0 4 M14A Z -13.3 -13.3 1 0 0 5 M21 Z -13.3 -13.3 0 0 6 1 M15A Z -13.3 -13.3 0 .979 7 M27 Z -13.3 -13.3 0 0 8 M28 Z -13.3 -13.3 0 0 9 M29 Z -13.3 -13.3 0 0 10 M30 Z -13.3 -13.3 0 0 11 M31 Z -13.3 -13.3 0 0 12 M32 Z -13.3 -13.3 0 0 13 M24 Z -13.3 -13.3 0 0 14 M29B Z -13.3 13.3_ 2.312 0 15 M30A Z -13.3 l -13.3 L 2 646.__ 0 Member Distributed Loads (BLC 3 : 5psf LL) Member Label Direction Start Magnitude[lt ft,FJ End Magnitude[IbAtij Start Location[ft,...End Location[ft,%] 1 M26 I__ 6.7 f 6.7 0 0 2 M22 Y 6.7 6.7 0 1,5 s,>�' 3 M20 Y 6.7 6.7 0 13.5 4 M19 Y 6.7 6.7 0 4 4r 5 M17 Y 6.7 6.7 0 4 ___, 6 M16 Y 6.7 6.7 0 0 7 M25 Y 6.7 6.7 2.573 0 8 M27 Y 6.7 6.7 0 0 1 9 M28 Y 6.7 6.7 0 0 10 M29 Y 6.7 6.7 0 0 11 , M30 Y 6.7 6.7 0 0 12 ____ M31 Y 6.7 6.7 0 0 13 , M32 Y 6.7 6.7 Member Distributed Loads (BLC 4 : Wall DL) Member Label Direction Start Magnittde[Ib/ft.FJ _ End_Magnitude[Ib/ft,FJ Start Location[ft,._End Location[ft,%J, 1 M26 Z -6.7 -6.7 0 0 2 M22 Z -6.7 6.7 0 0 3 M20 Z -33.3 -33.3 0 13.5 4 M20 Z -6.7 -6.7 13.5 0 5 M19 Z -6.7 -6.7 0 0 6 M17 Z -6.7 -6.7 0 0 7 M16 Z -6.7 -6.7 0 0 8 M25 Z -6.7 -6.7 1.667 0 4'' Member Distributed Loads (BLC 5: Seismic) Member Label Direction Start Magnitude[Ib/ft,F] End Magnitude[Ib/ft,F] StartLocationjft,...End-Location[ft,°%j 1 M12A Y 3.5 3.5 0 0 2 M18 Y 3.5 3.5 0 0 3 M13 Y 3.5 3.5 0 0 4 1 M14A Y 3.5 ! 3.5 0 0 RISA-3D Version 12.0.0 [C:\...\...\...\...\...\Aritzia Wash Sq Ceiling Framing 16_S413 20220516.r3d] Page 6 Page 88 r Company : LSC May 16, 2022 orr Designer : JEB , F ,� ,_ . Job Number : 2214 Checked By: TECHNOLOGIES Model Name : Aritzia Washington Square Member Distributed Loads (BLC 5: Seismic) (Continued) Memberl..abel Direction Start_Magnitudejlb/ft,F] r End Magnitudeibift,F] Start Location[ft,...End Location[ft%� 5 M21 1 Y I 3,5 3.5 0 0 _ 6 M15A Y , 3.5 3.5 0 .979 7 M27 Y 3.5 3.5 0 0 8 M28 Y 3.5 3.5 0 0 9 M29 Y 3.5 3.5 0 0 10 M30 Y 3.5 3.5 0 0 11 M31 Y 3.5 3.5 0 0 12 M32 Y 3.5 3.5 0 0 13 M24 Y 3.5 3.5 0 0 14 M26 Y 1.8 1.8 0 0 15 M22 Y 1.8 1.8 0 1.5 16 ' M20 Y 11.8 11.8 0 13.5 17 M20 Y 3.5 3.5 13.5 0 . 18 M19 Y 1.8 I 1.8 0 0 19 M17 Y 1.8 1.8 0 0 20 M16 .e ' Y 1.8 1.8 0 0 J 21 M25 Y 1 8 gk 1.8 0 0 22 M29B Y !_ 3.5'i_ 1, 3.5_ 2.312_ 0 s 23 ; M30A i Y 3.5 3.5 2.646 0 Basic Load Cases BLC y ( Surface... 1 ' Ceiling__ DL � 15 3 5psf DescriptionLL LL Gravity[ GravityYJoint Point Distnbu..Area M. 13 4 Wall DL DL 8 iii 5 Seismic EL 23 Load Combinations 1 Description ( t_orBLC Factor 1 Lateral Defl oL.LPY..(SR..LL factor BLC actorBLC FactorBLClFactorBL.0 FactorBLC Factor BLC 2 IBC 16-8 Yes' Y DL 1 3 IBC 16-9 Yes Y DL 1 LL 1 4 Yes Y I I DL', .6 LL 1 5 IBC 16-12 (b) (a) Yes Y DL 1 EL 1 6 IBC 16-12 (b) (b) Yes Y DL 1 EL I -1 7 IBC 16-16 (a) Yes Y DL .6 EL 1 L 8 IBC 16-16 (b) Yes Y DL .6 EL -1 Load Combination Design Description ASIF CD ABIF Service Hot RollediColdfor- Wood Concrete Masonry,Footings Aluminum Connection 1 Lateral Defl 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 2 IBC 16-8 I .9 Yes Yes Yes Yes Yes Yes Yes I Yes Yes 3 IBC 16-9 Yes Yes Yes Yes Yes Yes Yes Yes Yes 4 Yes Yes Yes Yes Yes Yes Yes Yes Yes . 5 IBC 16-12 (... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 6 IBC 16-12 (... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 7 IBC 16-16 (a) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes RISA-3D Version 12.0.0 [C:\...\...\...\...\...\Aritzia Wash Sq Ceiling Framing 16_S413 20220516.r3d] Page 7 Page 89 • Company : LSC May 16, 2022 Designer : JEB ,., Job Number : 2214 Checked By: _ TECHNOLOGIES Model Name : Aritzia Washington Square Load Combination Design (Continued) 1 Description Masonry Footings Aluminum Connection 8' 'IBC 16-16Service (b)' ASIF 1.6 CD ABIF I Yes 'HoYest led ColdrYes Yes Concrete Yes '.. Yes Yes Yes Yes Joint Reactions LC Joint Label X[lb] Y [lb] Z[Ib]. MX[k-ft] MY [k-ft] MZ[k-ftt No Data to Print ... j Envelope Joint Reactions Joint X[lb] LC Y[lb] lb] i I LC MX[k-[tLC] MY[k-ft] LC MZ[k-ft 1 N11 max] 0 2 0 2 , 6.904 _ . 2 0_ , ,2 0 . 2 , 0 2 I min 0 2 0 2 4.142 4 0 2 0 2 0 2 3 N23 max 0 2 0 2 54.216 5 0 2 0 2 0 2 4 min 0 2 I 0 2 32.499 8 0 1 2 1 0 2 0 1 2 N24 max 0 2 0 2 54.246 6 0 2 0 2 0 2 6 min 0 2 i 0 2 32,474 7 0 2 1 0 2 0 2 -; 7 N25 max 0 2 , 0 2 47.471 5 0 2 0 2 0 2 8 min 0 2 0 2 28.35 8 0 2 0 2 0 2 9 N10 max 0 2 0 2 0 2 0 2 0 2 0 2 10 min 0 2 ! 0 2 0 2 0 2 0 2 0 2 11 N38 max 0 2 3.262 4 132.28 6 0 2 0 2 0 . 2 12 min 0 2 -2.022 1 5 14.636 7 0 2 0 2 0 2 13 N39 max 0 2 4.125 3 340.757 5 0 2 0 2 0 2 14 min 0 2 -1.289 7 -218.993 8 0 2 0 2 0 , 2 15 N7 max 0 2 0 2 43.622 6 0 2 0 2 0 2 16 min 0 2 0 2 25.863 7 0 2 0 2 0 2 17 N8 max 0 2 0 2 47.281 5 0 2 0 2 0 2 18 min 0 2 0 2 28.303 8 0 2 0 2 0 2 11 19 N42 max 29 min i 0 2 -4.217 7 70.728 6 0 2 0 2 0 2 0 2 -13.08 3 -39.502 1 7 0 2 0 2 0 2 _I 21 N41 max 0 2 10.715 8 100.076 6 0 2 0 2 0 2 ' 22 ,__, min 0 2 -14.942 5 60.041 7 , 0 2 0 2 0 2 23 Ni max 0 2 0 2 0 2 0 2 0 2 0 2 24 r min 0 2 0 2 0 2 0 2 0 2 0 2 25 N13 max 0 2 0 2 0 2 0 2 . 0 2 0 2 26 min ' 0 2 0 2 0 2 0 2 0 2 0 2 27 N22 max 0 2 0 2 0 2 0 2 0 2 0 2 28 1 min 0 2 0 2 0 2 0 2 0_ 2 0 2 29 N5 max: 0 2 0 2 0 2 0 2 0 2 0 2 30 min 0 2 0 2 0 2 0 2 0 2 0 2 . 31 N26 max 0 2 0 2 0 2 0 2 0 2 0 2 32 min 0 2 0 2 0 2 0 2 0 2 0 2 33 N28 max 0 2 0 2 0 2 0 2 0 2 0 2 34 min 0 2 0 2 0 2 0 2 0 2 0 2 35 N40 max 0 2 11.119 3 0 2 0 2 0 2 0 2 36 min 0 2 .072 8 0 2 L 0 2 0 2 0 2 37 N14 max, 0 2 0 2 0 2 0 2 0 2 0 2 38 min 0 2 0 2 0 2 0__ 2 0 2 0 2 39 N 15 max 0 2 0 2 0 2 0 2 0 2 0 2 40 min_ 0 2 0 2 0 2 0 2 0 2 0 2 41 N29 max 0 2 0 2 0 2 0 2 0 2 0 2 RISA-3D Version 12.0.0 [C:\...\...\...\...\...\Aritzia Wash Sq Ceiling Framing 16_S413 20220516.r3d] Page 8 Page 90 Company : LSC May 16, 2022 e, 5 ri 5 4!;;: A Designer : JEB Job Number : 2214 � , t= :� Checked ECHNOLOGIESBy: TI E S Model Name : Aritzia Washington Square Envelope Joint Reactions(Continued) Joint XFIbl LC Y flbl LC Z flbl LC MX fk-ftl LC MY fk-ftl , LC MZ fk-ftl LC 142 . i min , 0 2 0 2 0 2 02 02 0 2 43 N16 i max 0 2 0 2 0 2 0 2 0 2 0 2 44 min 0 2 0 2 0 2 0 2 0 2 0 2 45 N32 max 0 2 0 2 0 2 0 2 0 2 0 2 46 i min 0 2 0 2 0 2 0 2 ; 0 2 0 2 47 N44 max 0 2 7.846 8 0 2 0 2 0 2 0 2 48 min 0 2 -14.209 3 0 2 0 1 2 0 2 0 2 49 N36 max 0 2 0 2 0 2 0 2 0 2 0 2 _. 50 min 0 2 0 2 0 2 0 2 0 2 0 2 51 0 2 0 2 162.81 6 0 2 0 2 0 2 52 N43 max min 0 2 0 2 10.267 7 0 2 0 2 0 2 53 N33 max 0 2 0 2 0 2 0 2 0 2 0 2 54 imin02020 2 0 2 0 2 0 2 55 N37 max 0 2 0 2 0 2 0 2 0 2 0 2 56 min 0 2 0 2 0 2 0 2 0 2 0 2 _ 57 N18 max 0 2 0 2 0 2 0 2 0 2 0 2 158 min 0 2 0 2 1 0 2 0 2_ 1 0 2 0 2 59 N19 max 0 2 0 2 0 2 0 2 0 2 0 2 _ 60 min 0 2 0 210 2 0 2 0 2 0 2 61 N20 max 0 2 0 2 0 2 0 2 0 2 0 2 min 0 2 0 2 0 2 0' 2 0 2 0 2 3 N27 max 0 2 0 2 0 2 0 2 0 2 0 2 _64 min 0 2 0 2 0 2 0 2 0 2 0 2 66 l min 0 2 0 2 0 2 0 2 0 2 0 2 N31 max 67 N21 max 0 2 0__ 2 0 2 0 2 0 2 0 2 `. '68 min 0 2 0 2 0 2 0 2 0 2 0 2 69 N30 max 0 2 0 2 0 2 0 2 0 2 0 2 70 min 0 2 0 2 0 2 1 0 2 0 2 0 2 71 N16A max 0 2 0 2 43.172 6 0 2 0 2 0 2 72 min 0 2 0 2 25.891 7 0 2 i 0 2 0 2 73 N17 max 0 2 0 2 39.141 5 0 2 0 2 0 2 _ 74 min 0 2 0 2 23.368 8 0 2 0 2 0 2 75 N18A max 0 2 0 2 14.634 6 0 2 0 2 0 2 i 76 min 0 2 0 2 8.589 , 7 0 2 0 2 0 2 77 N28A max 0 2 0 2 10.207 5 0 2 0 2 0 2 1 78 min 0 2 ! 0 2 6.118 8 0 2 0 2 0 2 79 N29A max 0 2 0 2 39.012 6 0 2 0 2 0 2 80 min 0 2 I 0 2 23.404 7 0 2 0 2 0 2 81 N30A max 0 2 0 2 54.324 5 Ii 0 2 0 2 0 2 82 min 0 2 0 2 32.593 8 0 2 0 2 0 2 83 N27A max 0 2 128.687 6 116.769 7 0 2 0 2 0 2 84 min 0 2 -123.185 7 -122.009 , 6 0 2 0 2 0 2 85 N21A max 0 2 55.423 8 494.648 6 0 2 .__ 0 2 0 2 86 , min 0 2 -55.994 1 5 . 296.752 7 0 2 0 2 0 2 87 N52 max. 0 2 0 2 0 2 0 2 0 2 0 2 88 min 0 2 0 2 0 2 0 2 0 2 0 2 89 N53 max 0 2 0 2 68.484 , 6 0 2 0 2 0 2 . 90 I min 0 i 2 1 0 2 -29.7 1 7 0 2 0 2 0 2 91 N54 max 0 2 0 2 0 2 0 2 0 2 0 2 92 i min 0 2 0 2 0 2 0 2 0__ 2 02 93_1 N52A max 0 2 0 2 47.414 6 0 2 0 2 0 2 RISA-3D Version 12.0.0 [C:\...\...\...\...\...\Aritzia Wash Sq Ceiling Framing 16_S413 20220516.r3d] Page 9 Page 91 - .... ...... .... ...... ...................^.......,..._.......•..,,,,.....:...........•rrr«..rur.xrnr+urnaerawnrt iefeuast r5r,nis.tsi3.a ri tuititrip#NiNtManasr •t..utiittuHWt{i{tf{it4i!{itlk },i=lpy/ WYiHiW!lkii4itWlitue. Company : LSC May 16, 2022 Designer : JEB A , , ,;' ,4. Job Number : 2214 Checked By: TECHNOLOGIES Model Name : Aritzia Washington Square Envelope Joint Reactions (Continued) Joint X flbl LC Y flbl LC Z flbl T LC , MX fk-ftl LC MY fk-ftl LC MZ fk-ftl LC 94 min 0 2 0 2 28.421 7 0 2 0 2 0 2 95 N55 max 0 2 203.092 6 230.123 6 0 2 0 2 0 2 96 min 0 2 , -188.994 71 -214.271 7 0 2 0 2 0 2 97 N6 max 0 2 26.191 8 38.186 5 0 2 0 2 0 2 98 min 0 2 -30.474 5 -32.821 8 0 2 0 2 0 2 99 N58 max 0 2 0 2 30.412 5 0 2 0 2 0 2 100 min 0 2 0 2 9.322 8 0 2 0 2 0 2 101 , N4 max 0 2 0 2 0 2 0 2 0 2 0 2 102 min 0 2 0 2 0 2 0 2 0 2 0 1 2_ 103 Totals: max 0 2 421.241 6 1437.345 6 1104 min ' 0 2 -421.24 7 862.407 7 o' , Envelope Joint Displacements Joint _ X [in) LC Y[in] [in] Y Rotation [ [... LC ZLC X Rotation LC ...LC Z Rotation[...LC 1 N21A max 0 F,i, 2 0 5 7 0 2 0 ' 2mm 0 2 2 min 0 2 0 8 .. 0 6 0 2 0 2 ` 0 2.1 3 N 1 max 0 .011 7 0 8 -8.699e-4 8 0 2 0 2 4 min 0 t; 011 1 6 0 5 -1.926e-3 5 0 2 0 2 5 N4 max 0 011 7 0 7 5.285e-4 5 0 2 0 2 6 min 0 2 -.011 6 I -.001 6 -3.338e-4 8 0 2 0 2 7 N5 max 0 2 .073 7 .003 8 -8.322e-4 7 0 2 0 2 8 min 0 2 -.073 6 -.004 5 -1.771 e-3 6 0 2 I 0 2 9 N52 max 0 2 .073 7 0 8 1.186e-3 5 0 2 0 2 10 min I 0 2 -.074 6 0 5 6.383e-4 8 0 2 0 2 _ 11 N7 max 0 2 .074 7 0 7 ,-1.221e-38 0 2 0 2 12 min 0 2 -.075 6 0 6 -2.077e-3 5 0 2 0 2 13 N8 max 0 2 .075 7 0 8 1.76e-3 5 0 2 , 0 2 - 14 mini 0 2 -.076 6 0 5 1.052e-3 8 0 2 0 2 15 N 10 max 0 2 .076 7 , -.002 7 1.286e-3. 5 0 2 0 2 16 min 0 2 -.077 6 -.003 6 1.166e-3 8 0 2 0 2 17 N 11 max 0 2 .007 7 0 4 0 2 0 2 0 2 L- 18 min 0 2 -.009 6 0 2 0 2 0 2 0 2 19 N13 max 0 2 .007 7 .004 7 0 2 0 2 0 2 20 . min 0 2 -.008 6 -.006 6 0 2 0 2 0 2 21 N54 max 0 2 .049 7 .032 8 2.688e-3 5 0 2 0 2 22 i min 0 1 2 -.049 6 -.033 5 -2.641e-3 8 0 2 0 , 2 23 N53 max 0 2 .049 7 0 7 1.095e-3 6 0 2 0 2 24 min 0 2 -.049 6 0 6 1.019e-3 7 0 2 0 2 25 N56 max 0 2 .007 7 0 7 4.24e-4 5 0 2 0 2 26 min 0 2 -.008 6 -.001 6 -3.706e-4 8 0 2 0 2 27 N57 max 0 2 .049 7 .003 8 2.642e-3 7 0 2 0 2 28 min 0 2 -.049 6 -.004 5 2.683e-3:, 6 0 2 0 2 29 N5A max 0 2 0 7 0 7 3.194e-4 4 0 2 0 2 30 min 0 2 -.002 6 -.001 6 -3.296e-4 6 0 2 0 2 31 N 16B max 0 2 .009 5 .003 8 1.711 e-3 7 0 2 0 2 -32-t- min 0 1 2 -.008 8 -,004 5 -1.745e-3 6 0 2 0 2 33 N 14 max 0 2 .015 7 .018 5 -6.13e-4 8 0 2 0 2 34 min 0 2 -.03 6 .011 8 1.027e-3 5 0 2 0 2 35 N15 max 0 2 .015 7 0 7 1.339e-3 8 0 2 0 2 36 min 0 2 -.03 6 0 6 -2.236e-3 5 0 2 0 2 RISA-3D Version 12.0.0 [C:\...\...\...\...\...\Aritzia Wash Sq Ceiling Framing 16_S413 20220516.r3d] Page 10 Page 92 s iiP.'''I Company : LSC May 16, 2022 r4 Designer JEB Job Number : 2214 Checked By: TECHNOLOGIES Model Name : Aritzia Washington Square Envelope Joint Displacements (Continued) Joint X [in] LC Y[in] LC Z[in] LC X Rotation [...LC Y Rotation [...LC Z Rotation{...LC 1. 37 N30A max 0 2 .015 7 0 1 8 . 4.707e-4 5 0 2 0 ,_� r 38 min 0 2 -.029 6 0 5 ; 2.819e-4 1 8 0 2 ; 0 2 39 N29A max 0 2 .014 7 0 7 1.085e-3 3 0 2 0 2 40 1 min N28A max 0 2 -.029 6 0 6 ' 6 5Q_9e-4 1 8 I 0 2 0 2 0 2 .014 7 0 8 -1.627e-4 8 0 2 0 2 42 , min 0 2 -.028 6 0 5 -2.716e-4 5 0 2 1 0 ' 2 43 N16A max 0 2 .013 7 0 7 6.424e-4 7 0 2 0 2 44 min 0 2 -.028 6 0 6 1.073e-3'._6 0 2 0 2 45 N17 max 0 2 012 7 0 8 1.272e-3 6 0 2 0 2 46 min 0 2 -.027 6 0 5 7.566e-4 7 0 2 0 2 47 N18A max 0 2 .012 7 0 7 -3.052e-4 7 0 2 0 2 48 min 0 2 -.027 6 0 6 -5.396e-4 6 0 2 0 2 49 N16 max 0 2 .011 7 0 7 .. 1.437e-4 7 0 2 0 2 50 min 0 2 -.026 6 0 6 1.345e-3 6 0 2 0 2 ,_ 51 N18 max 0 2 .011 7 .001 7 1.742e-4 7 0 2 0 2 52 min 0 2 1 -.025 6 -.011 6 -1.274e-3 6 0 2 0 2 53 N19 max 0 2 .01 7 .003 7 2.112e-4 7 0 2 0 2 54 min 0 2 -.021 6 -.019 6 1-1.209e-3 6 0 2 0 2 N20 max 0 2 .009 7 .004 7 2.451e-4 7 0 2 0 2 56 min 0 2 -.016 6 -.027 6 -1.197e-3 6 0 2 0 2 7 N21 max 0 2 .009 7 .002 7 2.097e-4 7 0 2 0 2 min 0 2 -.014 6 -.013 6 -1.225e-3 6 0 2 0 2 9 N22 max 0 2 .002 8 0 7 9.284e-5 4 0 2 0 2 60. -- min 0 2 -.005 3 0 6 1-5.109e-51 6 0 2 0 2 61 N52A max 0 2 .002 8 0 7 -7.561e-4 8 0 2 0 2 62 min 0 2 -.005 ! 3 0 6 -1.276e-3 5 i 0 2 0 2 63 N23 max 0 2 .002 8 0 8 4.222e-4 6 0 2 0 2 64 1 min 0 2 -.005 3 0 5 2.515e-4 7 0 2 0 2 65 N24 max 0 2 .003 6 0 7 -2.426e-4 7 0 2 0 2 66 min 0 2 -.005 4 0 6 4.318e-4! 6 1 0 2 0 2 67 N25 max 0 2 .004 6 0 8 1.312e-3 6 0 2 , 0 2 68 1 min 0 2 -.005 4 0 5 7.229e-4 7 1 0 2 0 2 69 N26 max 0 2 .004 6 .002 8 1.052e-4 3 0 2 0 2 70 min 1 0 2 -.005 4 -.002 5 -2.145e-5 7 0 12 0 2 71 N27 max 0 2 .008 7 .005 7 2.776e-4 7 0 2 0 2 72 min 0 2 -.009 6 -.032 6 -1.191e-3 1 6 0 2 0 2 !_ 73 N28 max 0 2 .029 7 -.002 7 9.294e-4 7 0 2 0 2 L'74 1 min 0 2 -.035 6 -.003 6 9 464e-4 6 0 2 0 2 75 N29 max 0 2 .029 7 0 7 8.608e-5 8 0 2 0 2 76 min 0 2 -.034 6 0 6 -4.866e-4 5 0 2 0 2 77 N33A max 0 2 .003 7 0 7 3.599e-4 7 0 2 0 2 _78 min 0 2 -.003 6 0 6 -1.452e-3 6 0 2 _0 2 79 N30 max 0 2 .008 5 .004 7 2.694e-4 7 0 2 0 2 80 i min 0 2 -.003 8 -.025 6 -1.211e-31 6 0 2 0 2 81 N31 max 0 2 007 5 .006 7 2.802e-4 7 0 2 , 0 2 82 min 0 2 -.002 8 -.036 6 -1.254e-3 6 0 2 0 2 83 N32 max 0 2 .01 3 0 . 7 -9.316e-5 7 0 2 0 2 84 1 min 0 2 .003 7 0 6 3.008e-4 6 0 2 0 2 85 N36 max 0 2 .011 3 0 7 2.072e-4 7 0 2 0 2 86 ! min 0 2 .004 7 -.001 6 1.188e-3 6 0 2 0 2 87 N33 max 0 2 .011 3 .007 7 2 744e-4 7 0 2 0 2 88 min 0 2 ,004 7 -.037 6 1.32e-3 6 0 2 0 2 RISA-3D Version 12.0.0 [C:\...\...\...\...\...\Aritzia Wash Sq Ceiling Framing 16_5413 20220516.r3d] Page 11 Page 93 ...... ........_ ........,...........®....,«.,....w... Company : LSC May 16, 2022 Designer : JEB _ 4. Job Number : 2214 Checked By: TECHNOLOGIES Model Name : Aritzia Washington Square Envelope Joint Displacements (Continued) Joint X [in] LC Y[in] LC Z[in] LC X Rotation [...LC -Y [Rotation .. LC Z Rotation[ .LC 89 N41 max 0 2 0 5 0 7 0 2 0 2 0 2 __ 90 min 0 2 0 8 0 6 , 0 2 0 2 0 2 91 N51 max 0 2 .013 3 0 7 3.256e-4 3 0 2 0 2 92 I min 0 2 -.004 8 ! 0 6 6.815e-6 _8_ 0 2 0 2 93 N37 max 0 2 .013 3 .007 7 0 2! 0 2 0 2 94 min 0 ! 2 -.004 8 -.037 6 0 2 0 2 0 2 95 N42 max 0 2 0 3 0 7 0 2 0 2 0 2 _. 96 ; min 0 2 0 7 0 6 0 2 0 2 0 2 97 N43 max 0 2 .009 3 0 7 5.923e-4 3 0 2 0 2 98 min 0 2 -.003 8 0 6 -1.763e 4 8 0 2 0 2 99 N27A max 0 2 0 7 0 6 0 2 0 2 0 2 100 min 0 2 0 6 0 7 0 2 0 2 0 2 _. 101 N44 max 0 2 0 3 0 4 7.787e-4 3 0 2 0 2 102 min 0 2 0 8 ! 0 6 2,891e-4 8 0 2 0 2 103 N6 max 0 f 2 0 5 0 8 0 2 0 2 0 2 104 min 0 1 2 0 8 0 5 0 2 0 2 0 2_' 105 N38 max 0 2 0 5 0 7 0 2 0 2 0 2 106 min 0 2 0 4 0 6 0 2 0 2 0 2 107 N39 max 0 2 0 7 0 8 0 , 2 0 2 0 2 108 min 0 2 0 3 0 5 0 2 '' 0 2 0 2 109 N55 max 0 2 0 7 0 7 0 2 0 2 0 2 1.10 min 0 2 0 6 0 6 0 2 0 2 0 2 1.11 N40 max 0 2 0 8 , -.002 7 -__ 0 2 0 2 0 2 112 min 0 2 0 3 -.003 6 0 2 i 0 2 0 2 113 N58 max 0 2 .007 7 0 1 8 1 1.251e-4 8 0 2 0 1 2 114 min ' 0 2 -.009 6 0 5 -2.172e-4 5 0 2 1 ... 0 a.2- Envelope AISI S100-10: ASD Cold Formed Steel Code Checks Mem... Shape__ .__ Code Check .She. Lo L......P n Tn/O..Mny...Mnz... Cb C.. C..,TEitn_, 1 M12A 087F125-33 .254 2.66...�e.04412.6 .L.z 6 635....2281... .05 .068 1 .85 .6 'C3.... 2 M13 087F125-33 .565 4.0...6 .053 s.o..iz 5413....2281.. .05 .068 1 1 .6 C5.... 3 M14A 087F125-33 .508 554.0 .55 .005101 4.88 z 5 413.. .2281... .05 .068 1 1 .6 C5_. 4 M15A' 250S125-30 .011 0 y2,22o9.2846_'..061 .185,1.1_ _6 1 CS. . 1 5 M16 250S125-30 .008 396 3 .003 0 v 3 2254 2846 .041 .188 1 1. . ,6 1 C5._. 6 M17 362S125-30 .102 2.04,7 .029 1.9...y 7 694....3682... .06 '_243 1.8... .6 1 ,C5.... 7 M18 087F125-33 .420 10.. .5 .052 10._.z 6 413.._2281 .05 .068 1 1 .6 C5.. . 8 M19 362S125-30 .879 2.0...8 .1861.9...y 6_720.. 3682....062 .267 2.1..'. .6 1 C5.... 9 M20 362S200-54 .759 3.4...5 .029 9.8 y 6 904 8604_..122 .403 1.62 .6 1 C5.... 10 M21 362S162-54 .025 1 77'51.007'3.4. .y 26607..1263...3521.137 1 1... 6 1 C5.... 11 M22 362S125 30 205 1.4...5 .061 0 v 5.1185...3682....081 .279 1.3... .6 1 C5. .. _ 12 M23 362S125-30 .314 1 0...6 .132 0 y 6 1185..3682....039 .3371.7,.. .6 .6 C5.... 13 M24 250S125-30 .017 625 3 .012 0 v 6 2176 2846.. .041 .188 1.1... .6 1 1 C5 . 14 M25 250S125-30 .109 2.6...6 .020 4.24 y 3'1218 2846_..041 .188 1 2 .6 1 C5... 15 M26 362S125-30 .025 1 1...3 .012 2.5...y 3 2122..3682 .082 .334 1 1... .6 1 C5._. 16 M27 162T125-30 .030 .581 6 .014 0 y 6 1389..2317....008 .077 1.2....6 .85 C5.... 17 M28 , 162T125-30 .030 0 6 .013 .634 v 6 1389 2317....008 .077 1-3 .. .6 .85 C3.... 18 , M29 162T125-30 .021 383 3 010 0 y 3 1389 '2317....036 .118 1.1 .6 .85..C5.... 19 M30 162T125-30 .022 .277 3 .009 .634 v 3 1389..2317....036 .118 1.1 .6 .85 C5. . 20 M31 1621125-30 .038 .634 6 .010'.634 y 3 1389. 2317....036).118'1.6... .6 .85 C5.... 21 M32 162T125-30 .038_ 0 6 .009 .634 y 6 1389 2317. ..0361.118_1 61, .6 _$5 C5.. RISA-3D Version 12.0.0 [C:\...\...\...\...\...\Aritzia Wash Sq Ceiling Framing 16_S413 20220516.r3d] Page 12 Page 94 t" Company : LSC May 16, 2022 Designer : JEB 4 '' Job Number : 2214 Checked By: TECHNOLOGIES Model Name : Aritzia Washington Square Envelope AISI S100-10: ASD Cold Formed Steel Code Checks (Continued) Shane Code Check Loc. SheLo Tn/O..Mnv. Mnz... Cb C... C... Eqn , Mem . . .... .. . Pn/. 22 M33 ' 250S125-30 .085 1 1 5 .008'1.1 y 6'1508..2846.,. .06 .185 1.7... ,6 .6 'C5 23 M25A 250S125-30 .456 1.1._6 .101 0 v_61864 .2846....061 .1851.3... .6 .6 C5....'' 24 M26A 362S125-43 .025 0 8 .000 0 ly 2,1651...4900....081 .305 1 .6 .6 C5..._ 25 M27A 362S125-43 . .312 0 7 000 0 Hv 2 916. . 4900 . .07 .188 1 .6 .6 C5.... 26 M29A 362S125-43 156 0 6 .000 0 ,y21137..4900 ,.075_.228 1 .6 .6 C5. ..' 27 M29B 250S125-30 .564 2.2...6 .065' 0 v 6 1582..2846 ...061 1851.9... . 6 .85 C3.... 28 M30A 250S125-30 .086 2.6...5 .017 2.6..y 6 1460..2846..'. .06 .1851.7_. .6 1 C5.... 29 M31A 250S125-30 .008 i 0 15 .000 0 'ly'i212254._.12846....041 .188 1 I .6 .6 iC5.... Warning Log Message ._ No Data to Print ... RISA-3D Version 12.0.0 [C:\...\...\...\...\...\Aritzia Wash Sq Ceiling Framing 16_S413 20220516.r3d] Page 13 Page 95 LSC Ludwig Structural Consulting Mechanical Equipment Support Framing Ludwig Structural Consulting , LLC 4701 SW Admiral Way • Suite 325 • Seattle , WA 98116 ( 206 ) 402 - 4290 Page 96 LSC Ludwig Structural Consulting Suspended Equipment Platform P1001 PERP ALIGNED w/ NUT&SQUARE WASHER HANGER RODS,IF REQ'D TOP&BOT,TYP DUE TO FEILD COND (E)STEEL BEAM UNISTRUT P27 BEAM CLAMP EACH UNISTRUT P1001 SIDE TYP UNISTRUT P1843, CONN TO P1001 WI r —7 TO NEXT(E)BEAM WHERE P1010 NUT&HI CS DIM 1'-6"MAX 1/2"DIA A36 THREADED KICKER,TYP OF(2) (HTHR050 EXCEEDS),MIN(4).PROVIDROD E EA DIR.MAX 10'-0" P1000 STRENGTHENING WHEN LENGTH. LENGTH EXCEEDS 2'-0" PROVIDE P1000 BRACING W/ MAX S00-LBS CONNS @ 20"O.C.AT ALL THREADED RODS SUPPORTING 11 TOP&BOT,TYP KICKER BRACES - --- EL PER ARCH lr CONN TO ATTACHMENT POINTS PROVIDED BY MECH NOTES_: 1. UNISTRUT FRAMING SHALL BE SUPPORTED BY THE EXISTING STEEL FRAMING, CONNECTION TO THE EXISTING COMPOSITE SLAB IS NOT ALLOWED. 2. PROVIDE SHIMS AND/OR SUBMIT ALTERNATE CONNECTIONS TO THE ARCHITECT FOR REVIEW AS NECESSARY WHERE FIELD CONDITIONS DO NOT ALLOW FOR INSTALLATION OF THE SPECIFIED CONNECTOR. 3. USE THIS DETAIL FOR SUPPORT OF TRANSFORMERS,WATER HEATERS,OR OTHER MECHANICAL EQUIPMENT ANCHORED TO A SUSPENDED PLATFORM WEIGHING 500-LBS OR LESS. TYPICAL SUSPENDED MECHANICAL EQUIPMENT PLATFORM SUPPORT ) SCALE:NO SCALE REF: 5/S-010 Ludwig Structural Consulting , LLC 4701 SW Admiral Way • Suite 325 • Seattle , WA 98116 ( 206 ) 402 - 4290 Page 97 Suspended Equipment Scope of Calculation: Find the tension or compression in the sway braces. For systems where the brace connection is below the equipment center of gravity Input: W= 500 lbs = equipment operating weight L = 24 in = longest horizontal distance between corner vertical hanger rods D = 24 in = shortest horizontal distance between corner vertical hanger rods H = 18 in = vertical distance from equipment center of gravity to brace connection N = 4 rods = number of vertical hanger rods Additional terms used throughout this calculation: A = distance from vertical hanger rod to equipment center of gravity along length of unit(A L/2) B = distance from vertical hanger rod to equipment center of gravity along width of unit(B 5 D/2) Fph = seismic horizontal force Fpv = seismic vertical force N = number of vertical hanger rods Tw = tensile force due to W=W(A/L)(BID) TF},h=CFph=tensile or compressive force due to Fph=Fph tan 9 TFF,,=CFpv=tensile or compressive force due to Fpv=Fpv(A I L)(B I D) rover Cow.=tensile or compressive force due to equipment overturning [(Fph x H)(2A I L)(2B/D)]/[(D 12)(N/2)] Tbrace=Ctxace=tensile or compressive force on the brace due to Fph=Fphlcos 0 Page 98 • Calculations: A= 0.5 *L = 12 in ( >= 0.5) B = 0.5 *D = 12 in (<= 0.5) 1. Dead Load Case: Rod# Tw (Ibs) 1 125.0 2 125.0 3 125.0 4 125.0 Tw = 125.0 lbs Maximum rod tension due to unit weight (DL Case) 2. Seismic Load Case: Seismic force parallel to short direction controls. Sds = 0.693 SDC A ap = 2.5 Ip = 1.00 Rp = 6.0 z = 1.000 *h Cp = 0.4*Sds*ap*(1+2*(z/h)/(Rp/Ip) = 0.347 Cp <= 1.6*Sds*Ip = 1.109 Cp >= 0.3*Sds*Ip = 0.208 Cp = 0.347 Fph = 0.7*Cp*W= 121.3 lbs (ASD) Seismic horizontal force (total) FP„ = 0.14*Sds*W= 48.5 lbs (ASD) Seismic vertical force (total) Rod# T Fpv (Ibs) 1 12.1 2 12.1 3 12.1 4 12.1 Vertical forces due to overturning: + Loads are tension, - loads are compression Rod # Toyer(Ibs) 1 -45.5 2 -45.5 3 45.5 4 45.5 Brace forces: Assume e: Between 45°and 60° Hanger Rod 3 Hanger Rod 4 9(°) TFph=CFph Tbrace TFph=CFph Tbrace 45 60.6 85.8 60.6 85.8 60 60.6 121.3 60.6 121.3 Combined Forces: Rod# DL (Tw) DL + 0.7EL DL- 0.7EL 0.6DL+EL 0.6DL-0.7EL 1 125.0 91.6 182.6 17.4 108.4 2 125.0 91.6 182.6 17.4 108.4 3 125.0 243.2 31.0 169.0 -43.2 4 125.0 243.2 31.0 169.0 -43.2 Page 99 Maximum Hanger Rod Forces: Tension: 243.2 lbs Per Table 10-1, use 3/8" min rod 1 Compression: 43.2 lbs No net compression Platform Elevation: 11.0 ft AFF Bot of Deck Elev.: 18.5 ft AFF Hanger Length: 7.5 ft, = 90 in Use minimum 3/8" diameter rod. Table 104 Threaded Rod Allowable Tension Loads Threaded Rod Allowable Allowable Combined Diameter, Working Load, Working and Seismic Load, in.(nun) lb(kN) lb(lz ) 3/8(10) 610(2.7) 810(3,6) 1/2(13) 1130(5.0) 1500(6.6) 1 5/8(16) 1810(8.0) 2410(1 0,7) • 3/4(19) 2710(12.0) 3610(16.0) 7/8(22) 3770(16.7) 5030(22.3) 1 (25) 4960(22.1) 6610(29.4) 1 114(32) 8000(35.5) 10,660(47,4) Kicker design: Kicker Length: 127.3 in Maximum Tension Force: 121.3 lbs Allowable load: 1150 lbs @ 144 inches Use (2) P1000 braces each direction. 01000 - COLUMN D max. mi wabie x3r surer Column Load Applied , tJttbracd L at Height Slot race Pt=065 K=a.8e1 K=1.0 K=1-2 in Lbs Lbs Lbs Lbs Lbs 24 3,55C 10.740 3, 8,770 7,740 36 3,1'90 8,910 7,740 6,390 5,310 <<, , .. ... .., 4 2,770 ,... 7,260 6,010 3,800 60 2,380 5,91D _4.� 9. Ct 2,560 72 2,080 4,840 3,800 2.940 2,400 mti. 84 1,860 4,040 3„200 2,480 1,9; 96 1,670 3,480 2,750 2,110 1,660 108 1,510 3,050 2400 1,810 `' 120 1,30 2,700 2.110 I. "" 144 1 150 2,180 1 084) a> .. Page 100 Beam design: Per Unistrut catalog, P1000 beams spanning 48" have a 850-lb load capacity. Use P1000 platform beams to support max 500-lb suspended equipment, min (2). P1000-BEAA1 LOADING {: at Unf!f rm Loading at Deflection Max.Allowable Uniform Space Limn aem Load Load Span160 Spar3r'240 pan,f1-64) In Lbs to Lbs L s Lbs 24 I.„690 0.06 1,690 1,690 1,690 36 1,130 0.13 1,130 1,130 900 48 850 0.22 850 760 500 60 680 0.35 650 480 320 72m 560 0.50 4 0 220 84 480 0.68 3 250 160 96 420 0.89 250 190 130 106,, 380 1.14 200 150 100 120 340 1,40 160 120 80 144 280 2.00 110 *i 80 Girder design: Span between existing wide-flange beams. Minimum (2) girders per platform. L = 7.50 P/4 = 125.0 lbs x1 = 2.75 ft x2 = 4.75 ft R1 = 125 lbs R2 = 125 lbs Vmax= 125 lbs Va = 1750 lbs OK M = 344 lb-ft Ma = 1200 lb-ft OK Per Unistrut catalog, P1001 beam has a load capacity of: Span 96 in 1200 lbs Concentrated load factor: 0.5 Punched channel factor: 0.85 Load capacity, strength = 510 lbs OK Capacity = 1200 Ibs, L/180 defl Concentrated load factor, defl: 0.8 Load capacity (defl) = 960 lbs for L/180 deflection OK Use P1001 girders, typical. ' P1001 .B€AM Lca,olwe Check max cantilever: Deft at UndoranLo in atDeflection P = 125 lbs Max.Alipwabls Unilnr et Span Unrfur i Load Load Spartf180 Sparii240 Span/360 Rmax = 500 lbs Beam Clamp in Lbs In Ls Lbs Lbs Lc = 2.5 ft 24- 3. - 00.02 3.580• 3,500' 3,500' L = 7.50 ft 36 3,190 0,07 3,190 3,190 3..190 R = 166.7 lbs OK 48 2,390 0.13 2,3 2,390 2,390 M = 313 lb-ft 60 1,910 0.20 1,910 1,910 1,620 Sx = 0.571 inA3 72 1,600 0,28 1,600 1,600 1.130 ..... Fb = 547 psi OK 84 1,370 0,39 1,370 1,240 830 Ix = 0.928 inA4 96 1,200 0,51 1,200 950 630 , D = 0.042 in = Lc/ 718 108 1,060 0,64 1,000 750 500 120 960 0,79 810 610 410 Max 30" cantilever 144 800 1.14 560 420 260 Page 101 i I LS Ludwig Structural Consulting Mechanical Support at Access Ceiling WATER HEATER,MAX 300 LBS.SEE MEP DWGS FOR INFO ANCHOR BOLT BY EQUIPMENT INSTALLER 3/4 FRT PLYWOOD, SECURE W/#10 SCREWS W 6"O.C.,SEE PLAN FOR EXTENT • (2)3625162-54 --_---- • r• r• } (\ CEILING EL -- r - ---_- __ 12,r PER ARCH MIN 16GA CLIP ANGLE W/(3) SCREWS PER LEG,TIP 3625162-54 16"O.C. BLOCKING AT MECH UNIT 3627125-54 W/(3) ATTACHMENT POINTS SCREWS TO EACH VERT STUD OTYPICAL MECHANICAL PLATFORM CEILING FRAMING SCALE:NO SCALE REF: 3/S-010 Ludwig Structural Consulting , LLC 4701 SW Admiral Way • Suite 325 • Seattle , WA 98116 ( 206 ) 402 - 4290 Page 102 Ludwig Structural Consulting Equipment Support Calculation Created by 1EB 4/9/08 Transformer Support Scope of Calculation: Find the reaction forces at the base and design framing to support Input: W= 300 lbs = equipment operating weight L = 24 in = longest horizontal distance between support pointE D = 24 in = shortest horizontal distance between support pointE H = 30 in Calculations: A= 0.5 *L = 12 in B = 0.5 *D = 12 in Sds= 0.69 ap = 1.0 Ip = 1.00 Rp = 2.5 z = 1.00 *h Cp = 0.4*Sds*ap*(1+2*(z/h)/(Rp/Ip) = 0.33 FPh= 0.7*Cp*W= 69.6 lbs Fh = 50.0 lbs 5 psf min load Fph= 0.7*Cp*W= 69.6 lbs Fp„= 29.0 lbs (ASD) Determine Base reaction forces (ASD): Direction 1: Joint# 1 2 3 4 Load Case: Vert Horiz Vert Horiz Vert Horiz Vert Horiz DL 75.0 0 75.0 0 75.0 0 75.0 0 ELh -43.5 17.4 43.5 17.4 -43.5 17.4 43.5 17.4 ELy 7.2 0.0 7.2 0.0 7.2 0.0 7.2 0.0 DL+ EL 38.8 17.4 125.7 17.4 38.8 17.4 125.7 17.4 0.6DL - EL 81.2 -17.4 -5.7 -17.4 81.2 -17.4 -5.7 -17.4 Max: 81.2 17.4 125.7 17.4 81.2 17.4 125.7 17.4 Min: 38.8 -17.4 -5.7 -17.4 38.8 -17.4 -5.7 -17.4 Direction 2: Joint# 1 2 3 4 Load Case: Vert Horiz Vert Horiz Vert Horiz Vert Horiz DL 75.0 0 75.0 0 75.0 0 75.0 0 ELh 43.5 17.4 43.5 17.4 -43.5 17.4 -43.5 17.4 ELy 7.2 0.0 7.2 0.0 7.2 0.0 7.2 0.0 DL + EL 125.7 17.4 125.7 17.4 38.8 17.4 38.8 17.4 0.6DL- EL -5.7 -17.4 -5.7 -17.4 81.2 -17.4 81.2 -17.4 Max: 125.7 17.4 125.7 17.4 81.2 17.4 81.2 17.4 Min: -5.7 -17.4 -5.7 -17.4 38.8 -17.4 38.8 -17.4 Maximum base reactions: Vert: 125.7 lbs -5.7 lbs Horiz: 17.4 lbs -17.4 lbs Page 103 --... .. ... .... _._.—_—......... ............ ......... .....•.^..aa.«.........:««.........s.rmnra«nracaeir as.SMVSYSIAMrwfayuMiti r rirrterrcrrrliart•kArrAltkidr...iiirrikir.irtitt611krri4rtrittifirrrturlruirix4irtristrtatrafrrr,rrrtarbirtrrikirrltirrrr.ar r Ludwig Structural Consulting Equipment Support Calculation Created by JEB 4/9/08 Anchorage to support framing: Use a minimum of one fastener at each corner. Support framing is 362S162-54 joists @ 16"o.c. Tension = 5.7 lbs Shear= 17.4 lbs Use min (2) #12 screws at each leg Typ Stud L= 2.75 ft V= 144 lbs, max Connect to beam or wall w/min (2) screws M = 59.7 lb-ft, max 0.72 kip-in, max Dead Load Deflection Requirement: I req = 0.03 inA4 Use: 362S162-54 Ma = 13.28 kip-in OK Va = 1016 lbs le= 0.873 in^4 A= 0.004 in End Reactions: Ta = 198 lbs #10 Screw Capacity Va = 534 lbs n = 2 screws Provide (2)#10 screws each end Beam at front of platform: DL = 12 psf wd = 18 plf wl = 37.5 plf PI = 300 lbs L = 6 ft V= 466.5 lbs M = 699.75 lb-ft 8.4 k-in Use (2) 362S162-54 for beam. Va = 2032 lbs Ma = 26.56 k-in leff= 1.746 in^4 A= 0.077 in Page 104 • Ludwig Structural Consulting Equipment Support Calculation Created by JEB 4/9/08 Water Heater Support Scope of Calculation: Find the reaction forces at the base and design framing to support Input: W= 200 lbs = equipment operating weight L = 18 in = longest horizontal distance between support points D= 18 in = shortest horizontal distance between support points H = 15 in = verical distance from equipment center of gravity to base Calculations: A= 0.5 *L= 9 in B = 0.5 *D = 9 in Sds = 0.065 ap= 25 Ip= 1.00 Rp= 6.0 z = 1.00 *h Cp= 0.4*Sds*ap*(1+2*(z/h)/(Rp/Ip) = 0.03 Fph= 0.7`Cp*W= 4.6 lbs Fh = 18.8 lbs 5 psf min load Fph= 18.8 lbs Fp„= 1.8 lbs(ASD) Determine Base reaction forces (ASD): Direction 1: Joint# 1 2 3 4 Load Case: Vert Horiz Vert Horiz Vert Horiz Vert Horiz DL 50.0 0 50.0 0 50.0 0 50.0 0 ELh -7.8 4.7 7.8 4.7 -7.8 4.7 7.8 4.7 ELv 0.5 0.0 0.5 0.0 0.5 0.0 0.5 0.0 DL + EL 42.6 4.7 58.3 4.7 42.6 4.7 58.3 4.7 0.6DL- EL 37.4 -4.7 21.7 -4.7 37.4 -4.7 21.7 -4.7 Max: 42.6 4.7 58.3 4.7 42.6 4.7 58.3 4.7 Min: 37.4 -4.7 21.7 -4.7 37.4 -4.7 21.7 -4.7 Direction 2: Joint# 1 2 3 4 Load Case: Vert Horiz Vert Horiz Vert Horiz Vert Horiz DL 50.0 0 50.0 0 50.0 0 50.0 0 ELh 7.8 4.7 7.8 4.7 -7.8 4.7 -7.8 4.7 ELv 0.5 0.0 0.5 0.0 0.5 0.0 0.5 0.0 DL + EL 58.3 4.7 58.3 4.7 42.6 4.7 42.6 4.7 0.6DL- EL 21.7 -4.7 21.7 -4.7 37.4 -4.7 37.4 -4.7 Max: 58.3 4.7 58.3 4.7 42.6 4.7 42.6 4.7 Min: 21.7 -4.7 21.7 -4.7 37.4 -4.7 37.4 -4.7 Maximum base reactions: Vert: 58.3 lbs 21.7 lbs Horiz: 4.7 lbs -4.7 lbs Page 105 Ludwig Structural Consulting Equipment Support Calculation Created by JEB 4/9/08 Support Beam Design: L = 6.33 ft V= 100 Ibs, max Bear on jack stud M = 207.7 lb-ft, max M = 2.49 kip-in, max Dead Load Deflection Requirement: I req = 0.10 in^4 Use: (1) 362S162-54 Ma= 13.28 kip-in OK Va= 1016 lbs le= 0.873 in^4 0= 0.04 in End Reactions: Ta= 55 lbs #10 Screw Capacity n = 2 screws Provide(2)#10 screws each end Ceiling joist design for access ceiling: L= 6.33 ft s= 16 in DL= 10 psf LL= 25 psf LL= 300 lbs V= 147.8 lbs V= 342.2 lbs M = 234.0 lb-ft M = 541.9 lb-ft I req = 0.19 inA4 I req = 0.44 in^4 V= 342 lbs, max M = 541.9 lb-ft, max 6.50 kip-in, max I req = 0.44 in^4 Use: 362S162-54 Ma= 13.28 kip-in OK Va = 1016 lbs le= 0.873 in^4 Live Load 0= 0.11 in = L/ 713 OK Total Load 0= 0.13 in = L/ 607 OK V • Page 106