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Specifications (4) 13uP2o i /-00243 OFFICE COPY 9697/4 svi u��p. sq12.0 . ` N 202 W 40th St, 14th Floor, New York, NY, 10018 Phone (212) 203-4574 I Fax (425) 614-0950 . AUG 292019 Gil Jt- STRUCTURAL CALCULATIONS FOR: 3tilL,YNNf3 ialiS O`s amazon Amazon-Washington Square 9585 S.W. Washington Square Rd. Portland, OR 97223 Client: TPG Architecture 31 Penn Plaza, 132 West 31st St, 5th floor New York, NY 10001 44.0 PR apks_ r 3315PE By 1.1:44E43.. Brian Unsderfer, SE, SECB 0`,���` I 'cyc� ti�' Raja Yelle eddi EIT 8/9/19 1;XF RES: 06/30/20 AUE No. 19288 ,. Date 8/9/2019 IBC Seismic Non-Structural Systems IBC 2012 OSSC 2014 Risk Category: I1 Standard-Occupancy Building Fa= 1.10 Sms= 1.097 Ss= 0.995 hn= 84 ft Fv= 1.57 Sml = 0.674 S 1= 0.429 Ct= 0.02 Ie= 1.00 SDC: D Sds= 0.731 Sdl= 0.449 Site Class= D Zipcode: 97223 Seismic Variables from USGS Seismic Variables from User Input Max Loc Max Ss= 0.9954 45.47,-122.75 Ss= 0.0000 Si= 0.4291 45.47,-122.77 Si = 0.0000 PGA= 0.4342 45.47,-122.75 Min Loc Ss= 0.9546 45.42.-122.84 S1 = 0.4208 45.42,-122.8 PGA= 0.4196 45.42,-122.84 See ASCE 13.3 Non Structural Systems Book Cabinets/Fixtures(Floor Support) Book Cabinets/Fixtures(Wall Support) A16.Cabinets-Permanent Floor-Supported Library Shelving,Book Stacks,and Bookshelves A16.Cabinets-Permanent Floor-Supported Library Shelving,Book Stacks,and Bookshelves over 6 ft tall,Including Contnets over 6 ft tall,Including Contnets Ap= 1,0 z= 0.00 ft Ip= 1.0 Ap= 1.0 z= 30.00 ft 1p= 1.0 Rp= 2.5 h= 243,0o ft Rp= 2.5 h= 30.00 ft S2o= 2.5 Qo= 2.5 Fp= 0.12 *Wp Fp= 0.219 *Wp Fp= 0.35 *Wp Fp= 0.351 *Wp Fp max= 1.17 *Wp Fp max= 1.17 *Wp Fp min= 0.22 *Wp With Overstrength factor: Fp min= 0.22 *Wp With Overstrength factor: Fp= 0.548 *Wp Fp= 0.877 *Wp I I 202 W 40th, 14th Floor,New York,NY 10018 I(212)203-4574 J Project: Amazon-Washington Square Pg.No: DC 2 AVE Address: 9585 S.W. Washington Square Rd. Portland, OR Date: 8/9/19 Client: TPG Architecture Job No.: 19288 IDesign Criteria I Dead Loads: Free Standing Book Case-Sales Area: Sates area Weight(lb) CG(vert)(in) Component#1: 350.00 64.7 Casework Component#2: 750.00 64.7 Bookw eight Component#3: 0.00 0.0 Component#4: 0.00 0.0 Component#5: 0.00 0.0 Misc: 0.00 64.7 Ttl Weight= 1,100.00 lb Height= 97.0 in Depth= 40.0 in CG(width)= 20.0 in Length= 38.0 in CG(length)= 19.0 in CG(vert)= 64.7 in s � 202 W 40th,14th Floor,New York,NY 10018 1(212)203-4574 Project: Amazon-Washington Square Pg.No: DC l AUE.4'' Address: 9585 S.W.Washington Square Rd.Portland,OR Date: 8/9/19 Client: TPG Architecture.LLP Job No.: 19288 Floor Mounted Equipment Anchorage Calculations Equipment Free Standing Book Case-Sales Area: Sales area CG(length) Unit Properties: li 0Design Wt: 1100 lb CG width Listed Wt: 1100 lb j Unit ,,, ,P5-';':-',-4-,;'-= Unit t Height: 8 08 ft v gym\ ����� $N n U t Length: 3 167 ft 1472 ` �k,X �� �V * ' \�% 4WV A4', ��A\. c ,,tom � Unit � j i, �% �! Unit U t Width: 3.333 ft _,. ._.......__ 4 �, , o i:, / CG(height): 5.39 ft CG(height) ��� \�\������\\��\�������A ,2,. i� = � „ Height ( g )• �,; � �, �\� �o�� ���� �_ CG(length): 1.58 ft j ,/ ♦I CG(width): 1.67 ft \ \\\\\\\\\\ \\\\ \\\\\\\\\\\\ \\\\\,\\\ 4— Y: Unit Len th 0 Seismic Criteria: X:Unit Width g Book Cabi�xets/Fixtures(Free) Anchor Group Properties: (Assumes symmetrical layout) Location from Unit Corner Anchors Along X: 2 Anchors Along Y: 2 #Anchors: 4 Bolt X Y CG of Bolt Group BI 1 in 2.5 in X 16.00 in B2 1 in 32.5 in Y 17.50 in Ix= 900 in^2 Bending about Unit Width B3 31 in 32.5 in 1y= 900 in^2 Bending about Unit Length B4. 31 in 2.5 in Ip= 1800 in^2 B5 - in - in B6 - in - in -X dimension along Unit Width B7 - in - in -Y dimension along Unit Length B8 - in - in -All dimensions must be measured from B9 - in - in same reference corner as the CG for the B10 - in - in width and length B11 - in - in B12 - in - in B13 - in - in B14 - in - in Seismic Forces: Ove„ti eiigth Faclui lucluded Wind Forces: q= 5 psf(ASD) Horiz P= 0.22 1 100 = 241 lb Horiz P= 128 lb(Perpendicular to Unit Length) Vert P= (0.2) 0.7 * 1100 = 161 lb Horiz P= 135 lb(Perpendicular to Unit Width) Overturning Check: (Uses LRFD LC 6/7 factors for each case) Mo Mr Mnet (No negative moment) Perp.to Unit Seismic: 1568 lb-ft 1650 lb-ft 0 lb-ft - 0.0 lb-in Length Wind: 828 lb-ft 1650 lb-ft 0 lb-ft -› 0.0 lb-in Perp.to Unit Seismic: 1555 lb-ft 1568 lb-ft 0 lb-ft - 0.0 lb-in Width Wind: 871 lb-ft 1568 lb-ft 0 lb-ft -> 0.0 lb-in Anchor Forces Tmax: 0.0 lbs Vmax: 60.3 lbs Single anchor checked in Anchor Analysis 202 W 40th St,14th Floor,New York,NY 10018 1(212)203-4574 Project: Amazon-Washington Square Pg.No: Equip-1 } Address: 9585 S.W.Washington Square Rd.Portland,OR Date: 8/9/19 �'A��., Client: TPG Architecture,LLP Job No.: 19288 ACI 318-11 (Appendix D) ESR#: Typical Baseplate Issued Date: 12, Exp Date: Epoxy Installation Conditions(Hammer Drilled) Bolt Type: I lilti Kwik HUS-EZ Install Temp.Range: - Bolt Diameter= a p.i o in Hole Condition: Eff.Embedment of Bolt in Concrete= 1.18 in Tension Ductility of Anchorage per: D.3.3.4.3(d) Nominal Embedment of Bolt in Concrete= 1.625 in Shear Ductility of Anchorage per: 1).33.5.3(c) Take Grout Pad Reduction: No Cracked Cone. a Service Loads Yes Effective Cross Sect.Area(T)= 0.045 in^2 Supplimentary Reinforcement Provided No Effective Cross Sect.Area(V)= 0.045 in^2 Edge Reinforcement None Bearing Area in Tension= in^2 Stirrups around Supp.Reinf @<=4"O.C. No Steel Strength in Tension Anchor Condition: Condition B Anchor Steel Yield Strength= 97.0 ksi Ignore Breakout Strength: In T: No in V: No Anchor Steel Ultimate Strength= 125.0 ksi Concrete f c= 3000 psi Steel Strength in Shear Concrete Type Normal Weight Concrete Anchor Steel Yield Strength= 97.0 ksi Depth of Concrete= 4 in Anchor Steel Ultimate Strength= 125.0 ksi Loads are Seismic: Yes Tallow= 0.077 k SDC: D Vallow: Sustained Tension Load: No X+: 0.334 k S2o= 2.5 X-: 0.334 k — Y+: 0.334 k Y-: 0.334 k 1.5 1.5 4 lo ► A 24 Vx }.5 V f v A A 1.5 • 0 ► 5 24 Min Concrete Depth: Combined Unity check: in Induced tension: 0.00 lbs Induced shear: 60.32 lbs Combined unity check: 0.180 1.0.o.k, 202 W 40th,14th Floor,New York,NY 10018 1(212)203-4574 I Project: Amazon-Washington Square Pg.No: Anchor-1 Ai Address: 9585 S.W.Washington Square Rd.Portland,OR Date: 8/9/19 �� Client: TPG Architecture,LLP Job No.: 19288 Anchor Grout)Allowable Loads: Steel Strength of Anchor Loads do not take into account ductility ren or Steel Strength of Anchor g Loads do not take into account ductility or IN =n*A„,iv*f,,,., seismic oil imity analysis N. =n*0.6*A.v*f.rt) seismic olhmity analysis - Nsa= 5.66 k l*Nsa= 3.68 k Vsa= 1.:l0t k 4i*Vsa= 0.84 k Concrete Breakout Strength of Anchor z Concrete Breakout Strength N,,,=A._/A„„*iP,...)u*`P,,*`1 er,,*Ne r V,,,=A„�/A,,, *iPa.�v*T *'P,y*V e cn Nab= 1.19 k *Neb= 0.54 k to Veb,x(+)_ 3.15 k *Vcb,x(+)= 2.20 k c c - 3 Vcb,x(-)= 1,60 k *Vcb,x(-)= lis' k Fe' Pullout Strength of Single Anchor o Vcby(+)= 3.1.5 k 4i*Vcby(+)= 12 k N .='P,.y*IN,°' Veb,y(-)= 7.60 k 4)*Vcb,y(-)= 3,!1 k 3 Npa= 0.57 k 4*Np= 0.26 k c d Concrete Pryout Strength Sideface Blowout V9,=k 1,*N e N,,,=(160*c,a*(Ah..g)^0.5)*I*(f,_)^0.5 Vcp= 1.11) k 4)*Vcp= €.„ k Nsb= N/A k 4*Nsb= , k Concrete Bond Strength of Anchor Na=Ana/Anao*'Ped,Na*'Pp,Na*Nao Na= N/0 k 4)*Na= k LRFD Factors per Appendix D: Allowable Forces: (i)sa,N= 0.65 ka,V=0.60 Tension: • 4>cb,N-0.45 d>cb,v=0.70 Steel: 1.47 k/Bolt 4pn,N= 0.45 4cp,v=0.70 Concrete: 0.08 k/Bolt 1:1:1sb,N= 0.45 Concrete: 0.08 k/Group 1:1>a,N=N/A Shear: 4seismic= 0.75 �dact,vx-=0.40 Steel: 0.33 k/Bolt kuct,N= 0.40 4dna,vy+=0.40 Concrete(Vx(+)): 0.33 k/Group 4>duct,Vx+=0.40 �dact,vy_= 0.40 Concrete(Vx(-)): 0.33 k/Group '111'stee1,4o,N=0.40 4steei,S2o,V= 0.40 Concrete(Vy(+)): 0.33 k/Group Concrete(Vy(-)): 0.33 k/Group Anchor Unity Check Anchor Max.allowable tension 76.75 lbs anchor max.allowable shear 334.2 lbs Max.Tension from fixtures at sales floor 0 lbs Max.shear from fixtures at sales floor 60.32 lbs Shear check 0.2 1 t Tension Check 0.0 , Max.Tension limn fixtuies al BON 8N/A lbs Max.slicat fit.'lixtuies at BO11 4N/A his Sheat Cheek fiN/A I,_onion Cb,ek 481/A202 W 40th,14th Floor,New York,NY 100181(212)203--1574 Project: Amazon-Washington Square Pg.No: Anchor-2 Address: 9585 S.W.Washington Square Rd.Portland,OR Date: 8/9/19 , AU E r'l Client: TPG Architecture,LLP Job No.: 19288 Shelving Fastener Checks: ( RIGID SHELF/PINNED BRACKETS I - Wall height: 30.0 ft Shelf Density: 0.057 lbs/in3 GRATE &RAIL ----\\<-'7 t Wall Stud Spacing: 16.0 in Shelf L: 36.0 in 1 Total no.of shelves 7.0 # Shelf T: 0.75 in 1 in(assumed) ! Total ht.of shelves 8.5 ft Grid: 28.0 lbs 2 Rails 4.0 lbs j'` 9.0 in Rail Width: 0.813 in Rail Depth: 0.688 in 20.0 in Seismic Parameters Rail inset: 9.00 in /" #of 5/8" Sds= 0.731 SUBSTRATE SURFACE / Gypsum layers Fp= 0.219 *Wp (for shelving) - 1 layer Fp= 0.351 *Wp (for partitions) 1.313 in Gravity Loads Seismic Loading(each shelf support Shelf Dead Load: 32.6 lbs(incl 2lbs+self weight) Seismic Lateral Load: 8.0 lbs Shelf Live Load: 75 lbs Vertical Seismic Component: 5.3 lbs Shelf Live Load(top 2): 75 lbs Max Lateral Shear: 8.0 lbs(in plane) Total Load: 107.6 lbs Max Tension 8.0 lbs(out of plane) Shelf to rail ecc'y: 11 in For Out of Plane Loading Gravity Loads /each shelf support: Incl.Seismic E Shear/Reaction: 51.0 lbs 56.3 lbs ,, Max Shear 28.2 lbs Moment: 347 lb-in 406 lb-in Ud Max Tension 49.1 lbs Angle: 60.16 deg 0.029 k-ft 0.034 k-ft o For In Plane Loading Gravity Load on Rail screws Incl.Seismic x - Shear at screws: 25.5 lbs 28.2 lbs i Max Shear 28.4 lbs Tension at Screws: 38.6 lbs 45.1 lbs Max Tension 41.6 lbs Angle: 55.65 deg Loads added to Stud from Ecc.Loading Max blocking length= 16 in R1=R2= 6.76 lbs Mmax= 0.505 k-in (out of plane) Mmax= 0.16 k-ft 21% increase Mmax= 0.114 k-in (vertical) AI= 0.25 in' Out of Plane Stud Loading Wall Self Wt: 3.3 psf Max Buildout Wt: 7.3 psf Wind: 5 psf(ASD) -> 6.67 plf RI=R2= 100 lbs Mmax= 0.75 k-ft Seismic 0.82 psf (from wall) 1.10 plf 1.83 psf (from shelves&buildout) 12.97 plf over height of 8.5 ft R1= 32.04 lbs R2= 111.05 lbs Mmax= 0.459 k-ft AI= 2.175 ins (top connection) (bot connection) wind controls Plywood Checks for 3/4 "Plywood Mmax= 504.63 lb-in over 9.0 inch wide strip Mall: 815 lb-in/ft**- 611.25 lb-in **(Plywood must be spanned horizontally) Fasteners through plywood -assume worst case,screw from rail directly next to screw through plywood -use conventional spacing 8 in 202 West 40th Street,New York City,NY 10018 1(212)203-4574 Project: Amazon-Washington Square Pg.No: Wall 1 Address: 9585 S.W.Washington Square Rd.Portland.OR Date: 8/9/19 AVE Client: TPG Architecture.LLP Job No.: 19288 Plywood Directly over studs Buildout Weight: 4.8 psf Rail into Plywood over 5/8"Gypsum #12 into 1/2" ply Tall= 63 lbs Vall= 134.0 lbs e= 0 in Unity 0.781 Ol' applied loads include ecc. I T1 49.1 lbs VI 28.2 lbs Angle: 60.2 deg T2 41.6 lbs V2 28.4 lbs Angle: 55.7 deg #12 into 5/8"ply Tall= 78.00 lbs Vall= 141.0 lbs e= 0 in Unity 0.645 O1 applied loads include ecc. t T1 49.1 lbs VI 28.2 lbs Angle: 60.2 deg T2 41.6 lbs V2 28.4 lbs Angle: 55.7 deg #12 into 3/4" ply Tall= 94.0 lbs Vail= 143.0 lbs e= 0 in Unity 0.55 OK applied loads include ecc. . Tl 49.1 lbs V1 28.2 lbs Angle: 60.2 deg T2 41.6 lbs V2 28.4 lbs Angle: 55.7 deg 3/4"Plywood to stud(Plywood Values) #8 through 3/4"ply to stud Tall: 110 lbs Vall 140.0 lbs e= 1.375 in Unity 0.515 t)6 applied loads include ecc. t" T1 53.4 lbs VI 25.0 lbs Angle: 64.9 ' deg T2 46.0 lbs V2 25.3 lbs Angle: 61.2 deg #10 through 3/4"ply to stud Tall: ##### lbs Vail 190.0 lbs e= 1.375 in Unity 0.483 OK. applied loads include ecc. f TI 53.4 lbs VI 25.0 lbs Angle: 64.9 deg T2 46.0 lbs V2 25.3 lbs Angle: 61.2 deg I#12 through 3/4"ply to stud Tall: 133.3 lbs Vall 260.0 lbs e= 1.375 in Unity 0.404 OK applied loads include ecc. if TI 53.4 lbs VI 25.0 lbs Angle: 64.9 deg I T2 46.0 lbs V2 25.3 lbs Angle: 61.2 deg 3/4"Plywood to stud(Steel Screw Values into 33 mil stud) #8 through 3/4"ply to stud Tall: 72 lbs Vall 164.0 lbs e= 1.375 in Unity 0.894 O #10 through 3/4"ply to stud Tall: 84.00 lbs Vall 177.0 lbs e= 1.375 in Unity 0.777 OK: #12 through 3/4"ply to stud Tall: 95.0 lbs Vail 188.0 lbs e= 1.375 in Unity 0.70 Ok ( 202 West 40th Street,New York City,NY 10018 1(212)203-4574 Project: Amazon-Washington Square Pg.No: Wall 2 • AUE° Address: 9585 S.W.Washington Square Rd.Portland,OR Date: 8/9/19 Client: TPG Architecture.LLP Job No.: 19288 Wall stud loads: Assume-Bookshelf on both sides of a stud wall Shelf DL per linear foot: 80.0 plf *Assumes the worst case(7 shelves per book shell) Shelf LL per linear foot: 175 plf *Assumes the worst case(7 shelves per book shell) Lateral load from ceiling: 27 lbs/stud = 9 ft.from F.F. *Code min.lateral load) Bookshelf lateral load tale.: Seismic coefficient: 0.219 *Wp(LRFD) Seismic coefficient: 0.156 *Wp(ASD) Lateral load analysis:Bookshelf on only one side of wall DL+0.7 EL: 12.51 plf DL+0.75 LL+0.75(0.7EL): 51.78 plf *Controls 0.6 DL+0.7 EL: 7.51 plf Wall studs spacing: 1.3 ft. Lateral load: 69.0 lbs Applied at: 9.0 Induced Mom.On wall: 435.0 lb-ft. Induced Mom.On wall: 5.2 k-in. Lateral load analysis:Bookshelf on two sides of wall DL+0.7 EL: 25.03 plf DL+0.75 LL+0.75(0.7EL): 49.57 plf *Controls 0.6 DL+0.7 EL: 15.02 plf Wall studs spacing: 1.3 ft. Lateral load: 66.1 lbs Applied at: 9.0 Induced Mom.On wall: 416.4 lb-ft. Induced Mom.On wall: 5.0 k-in. 202 West 40th Street,New York City,NY 10018 1(212)203-4574 Project: Amazon-Washington Square Pg.No: Wall 3 E Address: 9585 S.W.Washington Square Rd.Portland,OR Date: 8/9/19 • AU Client: TPG Architecture,LLP Job No.: 19288 Stud Design *.-I ssurnes shelves attach on a wall on(I)side only Fixture lateral load= 69.0 lbs *@= 9 ft.above F.F. Out of plane load= 5.00 psf(Corner) Allowable Stud Defletion L/ 240 Out of plane load= 0.00 psf(Parapet) > 148 lb Axial Load on Stud Wall= 317.3 plf • Stud Span= 30.00 ft Cantilever= 0.00 ft u hole spacing= 24 in KLy=KLt= 4 ft ° hole depth= 1.5 in Moment(Main Span)= 1 1.52 k-in Includes morncn a hole length= 4 in 121 lb Moment(Cantilever)= 0.00 k-in i'/ gni f i.ri:nc€o::iclin Axial Load= 0,12 kips 0.157" Dia PAF into 3000psi Concrete 1 1/4"Embed ESR 2269 TRY 400S300-54(50ksi) @ 16 in O.C. Bot Track- 43 Mil Ix= 1.64 in4 Fy= 50 ksi Shear= 251 lbs Tension= 260 lbs Calculate Moment capacity Pin Spacing: 24 in O.C. a)braced at 4.99 ft max Allowable Moment= 17.72 k-in (from SSMA catalog) A= 0.613 in2 ro= 3.285 in b)braced at 4 ft J= 0.655 x1000 in4 (i= 0.377 Allowable moment= N/A Manual input for Mallow Cw= 2.802 in6 Lu= 4.99 ft Allow Moment= 17.72 k-in (rk to= -2.594 in G= 11300 psi m= 1.496 in ax= 6.3 ksi Calculate axial capacity 6t= 54.6 ksi a)Check flexural buckling b)Check flexural-torsional buckling Fel= 6.35 ksi Fee 5.9 ksi Fn= 5.18 ksi governing Fe= 5.9 ksi Compute Effective Area S300 flange= 3 in 54 mil t= 0.0566 in lip= 0.625 in w/t= 48.0 R= 0.0849 in Check flange w= 2.717 in Fcr= 46.3 ksi Ia= 0.0000 in^4 Is= 0.0005 in^4 k= 4.00 in D/w= 0.230 R1= 1 n= 0.333 effective,b= 2.717 in S= 96.6 in^3 Check lip Check web hole w= 0.484 in Fcr= 157.1 ksi w= 1.109 Fcr= 29.9 ksi k= 0.43 in w/t= 8.5 k= 0.43 w/t= 19.6 effective,b= 0.4835 in A= 0.1815 effective,b= 1.109 in d= 4 in Ae= 0.528 in^2 Allowable Axial= 1.5 kip f;„ Combined bending+Axial= 0.93 Use 400S300-54(50ksi) at 16 "o/c Main Span %Reduction for Defl: 0.0% Cantilever Deflection= 1.374 in %Load Reduction for Deflection: 0.0% =L/ 263 Ok Out of plane deflection= 0.00 in =L/ 240 Olt A202 West 40th Street,New York City,NY 10018 i(212)203-4574 Project: Amazon-Washington Square Pg.No: Int. Wall 1 VE Address: 9585 S.W.Washington Square Rd.Portland,OR Date: 8/9/19 Client: TPG Architecture, LLP Job No.: 19288 Top Deflection Track Design -Deflection Track above Interior Shear Wall Out of Plane Load= 5.00 psf "d"= 2 inch Stud Spacing(INCH)= 16 inch Stud Span(FEET)= 30.00 feet P= 100 lbs ..d.. "e"= 1.000 inch "T, Track Steel Strength= 50 ksi Temporary Stress Increase= 1 Track Thickness= 54 mil "P" Effective Track Length= 14 in Pn= 547 lbs Stud S2= 2.80 Pallow= 195 lbs Use 54 mil MIN. Track Fastener Tension Load "T"= 50 lbs Try 2 #10 Screws at 12 inches o/c to 54 mil Track Tension= 137 lbs Shear= 370 lbs Check Fastener Unity= T/Tallow + V/Vallow = 0.274 + 0.101 Use 2-#10 Screws @ 12" O.C. 0.38 OK (2)#10 screws Try 0.157" Dla PAF Into Dla PAF Into 1/4" Steel at 12 inches o/c Tension= 159 lbs Full Pcnett.atkn ESR 2269 Shear= 534 lbs Check Fastener Unity= T/Tallow + V/Vallow 0.236 + 0.140 0.38 OK Use(2)#10 screws at 12 in o/c @ CL Track 13228 NE 20th St,Suite 100,Bellevue,WA 98005 1(425)614-0949 I Project: Amazon-Washington Square Pg.No: DTI AU Address: 9585 S.W. Washington Square Rd. Portland,OR Date: 8/9/19 to: Client: TPG Architecture,LLP Job No.: 19288