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Report dt(P-Ao/ 00/74--/ 7 L/ Sto5 " � I 13228 NE 20' Street, Suite 100, Bellevue, WA 98005-2049 Phone (425) 614-0949 Fax (425) 614-0950 AVE Bellevue, WA New York, NY Date: July 8,2016 Re: Amazon Books(Tenant Improvement) Washington Square Mall(Space#G-07) 9585 SW Washington Square RD.,Tigard,OR TPG Project#: 1516239-00 AUE No: 16269 Dear Mr.Nelson, In receipt of your comments in regard to the referenced project,we offer the following response. Our response is in blue: 1) Construction requirements for suspended ceiling systems are found in the Oregon Building Codes Division website under Statewide Code Interpretations dated 4/20/2007.(See interpretations {structural} at www.bcd.oregon.gov). TPG: Noted—please refer to attached new Structural Sheets S-001 —S-003. Ceiling is engineered for higher ceiling back span. Structural calculations are included. 2) Provide calculations and construction details (including seismic bracing details for non-full height partitions) for all walls and seismic ceiling struts. Note:The roof structure is likely to be approximately 30' above the finished floor.Please note roof structure height on wall details and ceiling seismic struts on plans. OSSC 106.1. Please refer to attached new sheet S-003 & S-004. Soffits and Partial height walls have been fully detailed for the high roof structure which occurs in all areas. Note that the approximate elevations are called out where roof framing is shown in 2,7, 10,11 & 12/S003 - 3) Please provide calculations and construction details for the soffits and storefront construction. Every structure, and portion thereof, including non-structural components that are permanently attached to structures and their supports and attachments, shall be designed and constructed to resist the effects of earthquake motions in accordance with ASCE 7 as modified by Section 1613.7.The seismic design category for a structure is permitted to be determined in accordance with Section 1613 or ASCE 7.OSSC 1613.1. Please refer to attached new sheets S-002 & S-003. Please note, no new storefront is provided (existing to remain —no change). This is noted in the storefront soffit detail on 4/S003. Calculations are provided for worst case soffit conditions and metal stud framing is called out. Should you have any further comments or questions, please feel free to contact us. Thank you in advance for your time and consideration. Sincerely, AUE e::: Bri nsderfer, SE, SECB Principal ` 13228 NE 20th St, Suite 100,Bellevue, WA 98005 Phone(425)614-0949 Fax(425)614-0950 AVE STRUCTURAL CALCULATIONS FOR: ama..,zon books Amazon Book Store Washington Square 9585 SW Washington Square Road, Portland, OR 97223 Client: TPG krchitecture TPG Architecture 31 Penn Plaza New York, NY � By ORB' : ian Unsderfer, S.E., SECB 644 3 c(<53 I�1�SD EXPIRES: 06/30/18 07/08/2016 AUE No. 16269 Date 7/8/2016 IDesign Criteria I Code Summary Building Code: 2012 International Building Code/2014 Oregon Structural Specialty Code Supplemental Code: 2010 ASCE 7 Risk Category: II Standard-Occupancy Building Seismic Loading:(Components and Cladding) Ss: 0.9954 Sds: 0.7312 Site Class: D SI: 0.4291 Sdi: 0.4494 Seismic Design Category: D Component: Equipment Fp= 0.234 *Wp(LRFD) -Interior Wall/Soffit Fp= 0.234 *Wp(LRFD) -Ceiling Fp= 0.234 *Wp(LRFD) Wind Loading: V3$: 110 mph Exposure Category: C Interior Pressure= 5 psf Risk Category: II Kzt: 1.00 Design Loads Dead Loads: 'Stud Wall: I (Ceiling: ' Metal Studs 0.5 psf Framing 3.0 psf 1/2"Sheathing 1.9 psf 5/8"Sheathing 2.8 psf 5/8"GWB 2.8 psf Misc 1.2 psf Break Metal 1.0 psf Misc 3.8 psf 'Total 7.0 psf I (Total 10.0 psf I (Soffit: Metal Studs 0.5 psf 5/8"GWB 2.8 psf 5/8"GWB 1.7 psf (Total 5.0 psf I Deflection Criteria Roof Floor Walls Live Load: L/360 Live Load: L/480 Flexible Finishes: L/180 Total Load: L/240 Total Load: L/240 Brittle Finishes: L/360 Supporting Glass: L/240 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Amazon Book Store Washington Square Pg.No: DC 1 AU E Address: 9585 SW Washington Square Road,Portland,OR Date: 7/7/16 Client: TPG Architecture Job No.: 16269 IBC Seismic Non-Structural Systems IBC 2012 OSSC 2014 Risk Category: II Standard-Occupancy Building Fa= 1.10 Sms= 1.097 Ss= 0.995 hn= 30 ft Fv= 1.57 Sm 1= 0.674 - S 1= 0.429 Ct= 0.02 Ie= 1.00 SDC: D Sds= 0.731 _ Sdl= 0.449 Site Class= D Zipcode: 1 97223 I Use Zip Code Value 1 Seismic Variables from USGS Seismic Variables from User Input Max Loc Max Ss= 0.9954 45.47,-122.75 Ss= NA S1= 0.4291 45.47,-122.77 S1= NA PGA= 0.4342 45.47,-122.75 Min Loc Ss= 0.9546 45.42,-122.84 Si= 0.4208 45.42,-122.8 PGA= 0.4196 45.42,-122.84 ISee ASCE 13.3 Non Structural Systems I Equipment -Interior Wall/Soffit MEC6.Genterators,Batteries,Inverters,Motors,Transformers,and Other Electrical A2.Interior Nonstructural Walls and Partitions-All other walls and partitions Components Constructed of High Deformability Materials Ap= 1.0 z= 15.00 ft Ip= 1.0 Ap= 1.0 z= 15.00 ft Ip= 1.0 Rp= 2.5 h= 30.00 ft Rp= 2.5 h= 30.00 ft flo= 2.5 S2o= 2.5 Fp= 0.23 *Wp I Fp= 0.234 *Wp I Fp= 0.23 *Wp I Fp= 0.234 *Wp11 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: I Fp= 0.585 *Wp I I Fp= 0.585 *Wp I -Ceiling A14.Ceilings-All Ap= 1.0 z= 15.00 ft Ip= 1.0 I) Rp= 2.5 h= 30.0(1 ft S2o= 2.5 Fp= 0.23 *Wp I Fp= 0.234 *Wp I t Fp max= 1.17 *Wp Fp min= 0.22 *Wp With Overstrength factor: I Fp= 0.585 *Wp I - 13228 NE 20th St,Suite 100,Bellevue,WA 980051(425)614-0949 Project: Amazon Book Store Washington Square Pg.No: C&C Seis 1 AU E Address: 9585 SW Washington Square Road,Portland,OR Date: 7/7/16 Client: TPG Architecture Job No.: 16269 Ceiling Support Design Design Loads Dead Load= 7 psf Fp= 0.167 *W(ASD) Lateral Load= 1.17 psf Main Support of Ceiling Framing Vertical Rod Check Rod Spacing= 4 ft o.c.along strut Fy= 36 ksi Unistrut Spacing= 4 ft Rod Dia.= 0.25 in2 Tributary Area= 16 ft2 Tensile Area= 0.049 in2 Tension Load= 112 lb Tallow= 1058 lb OK Check Typical Support Strut Span= 6 ft 121 3FTSIL2_43 COMFNE%ICN STPLIT N/(4) HO 9CREN5 TO NNIERS. TAY.IA6RACE0 Tributary Area= 4 ft "NGTu-f1 4 A3 MIL X I.T STUD To CRUSE:PER APO CUNT AT sO W 43 MIL X I-VT TO I-IfY GI IP Line Load= 28 if w(3)40DI TO STRUT AND(3)AB plf 3'3-DIATE CEILING FRAMING MEIBERS. SEE 3/5.424 OR G9-W4 FOP C.:INECTICN TO Minduced= 1512 lb-in �, (E)STRUCTURE. .'-g Deflection= 0.152 in -> L/ 473.1 OK I--1- Deflection .. - „ „ r,s MAX f . /f SWUM A-A 3r,R8!'19IG"OC_ Member Size= P1000 S \` ' LUTE ATTAw LOWER 0011'05 ,,eBRACNG r WIPE VERTS TO �f-„:> B• UNFNISNETi UPEk GEILRAi Area= 0.555 int / N,' Mu MEMBERS AT 5M. Ix= 0.185 in4 ~\ (4),,,,,,,,::t IRP n ID'DI ATER M(N PI AN) RAMER OTHER AND IATE45 D OT N(N Mallow= 3366 lb-in OK I CYmm,PRA(N:AT 0-IT nr. AMER W Lk killa SOY'LOU-TI)EECC'�T,'O", EA END U.DIP,TCTICN AND WITH1N 4'-O' ARCM IT!CLC 3 11005 MIN,WITHIN A O' OT PEPRETER NAILZ PARTITIONS MAY.LENGTH.Or.TO REUSE(0)UIDAMAGED ' (N.'EXPANSxJN ATIN 5 12(AA.WIRES MERE POSSIBLE.9EI 11/}-N4 Lateral Support of Ceiling Framing FOR CONIECTNfI TO ROOF AT ND HIRES / I N. r-rn Inl,^ nfSn,-Inl,- Seismic Rod Supprt Spacing= 12 ft o.c.along strut Unistrut Spacing= 4 ft Tributary Area= 48 ft2 Lateral Load= 56.15 lb Check Splay Wires Check Typical Support Strut Vertical Angle= 45 deg Span= 10 ft Splay Angle= 45 deg Point Load= 79.41 lb -Assumes worst case where only(1)wire Minduced= 3894 lb-in *In addition to Typ.Minduced is effective at each pod Brace Load= 79.41 lb Member Size= P1001 S Area= 1.11 in2 Brace= 12 ga wire Fallow= 24 ksi Ix= 0.928 in4 Tallow= 212 lb OK Mallow= 11232 lb-in OK 13228 NE 20th St,Suite 100,Bellevue,WA 980051(425)614-0949 Project: Amazon Book Store Washington Square Pg.No: Ceiling 1 A� ■ Address: 9585 SW Washington Square Road,Portland,OR Date: 7/7/16 �/ Client: TPG Architecture Job No.: 16269 Vertical Kicker Force: 79.41 LBS Try: (2)362S162-43 Span: 20 FT See Brace 1 Therefore OK Wt Brace: 1.2 LBS/Ft x 2 braces x 20 FT= 48 LBS Total Vert: 127.4 LBS Use P1001 See Ceiling 1 Tcap: 212 LBS > 127.4 LBS 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Amazon Book Store Washington Square Pg.No: Ceiling 2 AUEAddress: 9585 SW Washington Square Road,Portland,OR Date: 7/8/16 Client: TPG Architecture Job No.: 16269 Brace Check: I Kicker 80.0 plf Brace Spacing: 1.00 ft O.C. Pu= 80.0 lb OK Brace Slope: 1 horiz: 0 vert TRY: 362S137-43(33ksi) Fy= 33 ksi L= 20.00 ft A= 0.306 in2 ro= 1.801 in 5 hole spacing= 24 in J= 0.207 x1000 in4 (3= 0.697 4 hole depth= 1.5 in Cw= 0.208 in6 Lu= 2.88 ft 1 hole length= 4 in xo= -0.991 in G= 11300 psi m= 0.608 in ox= 10.2 ksi at= 3.4 ksi Calculate axial capacity a)Check flexural buckling b)Check flexural-torsional buckling Fel= 1.25 ksi Fel 3.0 ksi Fn= 1.09 ksi governing Fe= 1.2 ksi Compute Effective Area S137 43 mil flange= 1.375 in lip= 0.375 in w/t= 25.3 t= 0.0451 in R= 0.0712 in Check flange w= 1.1424 in Fcr=n/a ksi k=n/a in D/w= 0.328 effective,b= 1.1424 in S= 210.1 in^3 Ia= n/a in^4 Is=n/a in^4 R1= n/a n=0.333 Check lip w= 0.259 in Fcr= 348.4 ksi k= 0.43 in w/t= 5.7 effective,b= 0.2587 in 7„= 0.0561 Check web hole w= 0.944 Fcr= 26.2 ksi k= 0.43 w/t= 20.9 effective,b= 0.944 in d= 3.62 in Ae=0.238 in^2 Allowable Axial= 145.0 lb 13228 NE 20th St,Suite 100,Bellevue,WA 980051(425)614-0949 Project: Amazon Book Store Washington Sqare Pg.No: Brace 1 AU Address: Tigard,HO Date: 7/7/16 Client: TPG Job No.: 16269 Stud Design -Interior Wall Studs - -�- Out of plane load= 5.00 psf(Corner) Allowable Stud Defletion L/ 180 -� Out of plane load= 5.00 psf(Parapet) 4 -' 50 lb Axial Load on Stud Wall= 200.0 plf Stud Span= 15.00 ft Cantilever= 0.00 ft 4 hole spacing= 24 in KLy=KLt= 4 ft s hole depth= 1.5 in -> Moment(Main Span)= 2.25 k-in 1 hole length= 4 in 50 lb Moment(Cantilever)= 0.00 k-in Axial Load= 0.27 kips 0.157"Dia PAF into 3000psi Concrete 1 1/4"Embed ESR 2269 TRY 362S162-33(33ksi) @ 16 in O.C. Bot Track- 33 Mil Ix= 0.55 in4 Fy= 33 ksi Shear= 187 lbs Tension= 245 lbs Calculate Moment capacity Pin Spacing:1 591in O.C. a)braced at 3.55 ft max Allowable Moment= 5.29 k-in (from SSMA catalog) A= 0.262 in2 ro= 2.048 in b)braced at 4 ft J= 0.105 x1000 in4 (3= 0.592 Allowable moment=N/A k-in Manual input for Mallow Cw= 0.297 in6 Lu= 3.55 ft Allow Moment= N/A k-in OK xo= -1.308 in G= 11300 psi m= 0.789 in ax= 18.9 ksi Calculate axial capacity at= 35.2 ksi a)Check flexural buckling b)Check flexural-torsional buckling Fel= 18.89 ksi Fel 14.6 ksi Fn= 12.84 ksi governing Fe= 14.6 ksi Compute Effective Area S162 flange= 1.625 in 33 mil t= 0.0346 in lip= 0.5 in w/t= 40.5 R= 0.0764 in Check flange w= 1.403 in Fcr= 56.2 ksi Ia= 0.0000 in^4 Is=0.0002 inA4 k= 3.47 in D/w= 0.356 R1= 1 n=0.333 effective,b= 1.403 in S= 61.3 in^3 Check lip Check web hole w= 0.389 in Fcr= 90.7 ksi w= 0.949 Fcr= 15.2 ksi k= 0.43 in w/t= 11.2 k= 0.43 w/t= 27.4 effective,b= 0.389 in k= 0.3763 effective,b= 0.786 in d= 3.62 in Ae=0.199 in^2 Allowable Axial= 1.4 kip OK Combined bending+Axial= #VALUE! ##### 'Use ##### at 16 "o/c I Main Span Cantilever %Load Reduction for Deflection: 0.0% %Load Reduction for Deflection: 0.0% Out of plane deflection= 0.48 in Out of plane deflection= 0.00 in =L/ 378 OK =L/ 180 OK 13228 NE 20th St,Suite 100,Bellevue,WA 980051(425)614-0949 Project: Amazon Book Store Washington Square Pg.No: Int.Stud 1 AU E Address: 9585 SW Washington Square Road,Portland,OR Date: 7/7/16 Client: TPG Architecture Job No.: 16269 Brace Partiton at 4811 OC w= 37.5 PLF WY":Alf STINn la B[BLLA" CTICED L 2' 2'2 54 nu_SCREWS -i.O051G?33 AT 4'OC PER DETAIL 2/5-OM (4)Hi flIP SCREWS OR 9/9-004 W LACS WALL 4 10P P&T: 150 LBS TRACK Tn'M\ /^,./ ft' / NOTE-SEE DETAIL ID r/ 7 Nk 03 I/5-W5 FOR Try: 600S162-33 } WN -IKM LP bRr Ann TO(C)'TRACTURC S I _ — z Span: 19.6 FT CFI rnr,FFR ARril_,./ 1 6I43 irN15L1,TTP /I Pcap: g 625)42-33.-' i 1 P I66.'0. , To To CO .K3W2TtIO 3U (E) O A311.1uETE SLAB 0I4 GRADE �� {�l11/ \`-ORT'm MITI 2-11 PAPS Y 12"OC.W/ 3/4'r4E4,Er®ED.,TIT (5"I TYPICAI_ PAPTIN DETAIL �� TIOSCALE: 3/4'=I'-0' 13228 NE 20th St,Suite 100,Bellevue,WA 980051(425)614-0949 Project: Amazon Book Store Washington Square Pg.No: Int.Stud 2 AUAddress: 9585 SW Washington Square Road,Portland,OR Date: 7/7/16 Client: TPG Architecture Job No.: 16269 Check Brace Stud Span= 20 ft Try: 600S162-33(33ksi) a)Check flexural buckling A= 0.344 inA2 (1= 0.828 Fel= 1.706 ksi Governing Fe= 1.706 ksi - J= 0 x1000 in^4 Lu= 3.43 ft Fn= 1.496 ksi Cw= 0.9 in^6 G= 11300 psi b)Check Flexural Torsional Buckling xo= -1.07 in ax= 26.32 ksi m= 0.677 in at= 1.89 ksi Fel= 1.866 ksi ro= 2.587 in Fy= 33 ksi Compute Effective Area S162 33 mil Hole Spacing= 24 in Hole Depth= 1.5 in flange= 1.625 in t= 0.03 Hole Length= 4 in lip= 0.5 in R= 0.076 w= 1.403 in D/w= 0.356 w/t= 40.55 S= 179.7 Check Flange Check Lip k=n/a Ia=n/a w= 0.389 in w/t= 11.24 effective b= 1.403 in RI=n/a k= 0.43 1= 0.128 Fcr= n/a ksi Is=n/a effective b= 0.389 in n= 0.333 Fcr= 90.7 Check Web Hole w= 2.889 in w/t= 83.5 't4 "'c" W?.;:R; �AT�•tt /./ ER DETAIL 26404 I E O"Ac,,Tp' k= 0.43 depth= 6 in '� °°" TRACY TEP-. } =SEE• ALLb effective b= 2.33 in \ if - °'R,w• KOK A'i —= a Tp..Al. Fcr= 1.64 ksi S =_ ;E CEM1.W KR ARCH,. ', Ae= 0.372 inA2 '1 Q•11 E""'"TTP 1 y 3E2542 33-.' j I /�S PEH IEA.510E TO EA.STUD Allowable Axial= 309 lb {E)COW-RETE 4 1 J suecamE� I I t* Check Axial= 0.48 OK `OFr..KT.R-u PAPS a IV OC.W v4.roH ETID TTY Check Strongback Connection to Studs Shear Capacity of#10 Screw in 54 mil= 303 lb,from SSMA Manual Shear Load= 150 lb #of Screws Req'd= 0.495 screws *(4)#8 screws req'd as minimum 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Amazon Book Store Washington Square Pg.No: Soffit 3 AUEAddress: 9585 SW Washington Square Road,Portland,OR Date: 7/7/16 Client: TPG Architecture Job No.: 16269 Soffit Analysis Loading DL= 5 psf (MANTIC..,!NTT Pa Lateral Load J Int.Pressure= 5 psf X11I' aosua-a rt w•a� 39.1-¢ Stud Spacing= 24 inches o.c. �M -�T n STS I lwrM w.Nrc Brace Spacing= 48 inches o.c. ' m H � (([[)) adn.sr TILUTILAD TO Soffit Stud Support 6001150-33 ,aI Vp. V1•}33 Nf .98(iB.LA6L 4rW L 16 Ft "'""' all1I•r* _iIJ wl= 10 plf tLw.w.IN IC n Axial Load= 160 lb 1OFFIT STUD""% (3)MT 4.PIr sAT MSK w 3amLs AT CR7dML Te w2= 10 plf Mmax= 3.84 k-in V1 = 801b ••• v•••••• Brace Loading 3.25 ft 1f Horz.Comp= 160 lb Veil Comp= 160 lb Axial Load= 226.3 lb Deflection Criteria: L/ 240 Check Soffit Support Stud Try: 600S162-33(33ksi) Mallow= 9.47 k-in OK Ix= 1.793 in^4 Deflection= 0.284 in -> L/ 677 OK Gravity+Pressure on Soffit Support Stud: VALLEYS 6 tt "� @5 VY M Y X 3 1r]• (f)HfrA!100010) Y1GF10011 x ��..r}..rl.R1!4 w: 5 PSF DL & 5 PSF Pressure Width: 4 FT O hL FLAT I i[•P4.ATTKII TT *.�Z. 4, PATI'..T M TNIK W I1T1 UFN �Y R 4 1^ ,A.' BClT31�[L M M.WMALIbf R w wall: 20 PLF Unistut Spacing: 24 IN OC OF COMP "O 5 VP x$"CN TOP " M°"BO�0 2t I KT5 IT 41 fAYATf TUJ3, w TO TIT ITOp4t Att I I r0 9FKf 1))CD YRF}G Carr II a-'%15 6 (2)N AZ' a ac TO NM r a•oc 13228 NE 20th St,Suite 100,Bellevue,WA 980051(425)614-0949 Project: Amazon Book Store Washington Square Pg.No: Soffit 1 AU E Address: 9585 SW Washington Square Road,Portland,OR Date: 7/7/16 Client: TPG Architecture Job No.: 16269 Check Strut Running between OWJ P: 40 LBS Try: Unistrut: P1000 SL Lu= 6.00 ft P loaded at: Center of Gravity • W: 600 LBS LF: 0.5 Stab 0.75 a -` Pcap: 225 LBS > 40 LBS OK ,,,• "' . ° �uBrace P: 160 Vert � , l ,, �, „ ,lJ .1 ------4 014I 1...11 .v III '01;U'?.M Try: Unistrut: P1000 SL �µ»�� Lu= 6.00 ft P loaded at: Center of Gravity W: 600 LBS LF : 0.5 Stab 0.75 Pcap: 225 LBS > 160 LBS OK Perp Joists `E'OPEN RI 1/141[AIM NOL)Al CL a ANW.L:(Le W w: 20 PLF IT N DCTHCCN VALLEY:OC DCCKNG. .L3'X J'X 3/16'X 0'i'LONG.ATTACH TO TRF W(3)I)ACRE*, (E)METAL 1116(K116Try: Unistrut: P1000 SL # Lu= 6.00 ft \ '� a wsuEa,va'r r x r P loaded at Center of Gravity _ �\ {E W: 600 LBS LF : 1 Stab 0.75 i- o : BO(E0 +a� STEEL BRACING ►iy Pcap: 450 LBS > 120 LBS OK 'tiR 1/5-004 EL HA A LR V,'x 3'x 3• --e a FLAT{ORT.{DEM?)W W84 TABU BOLT (COLT TNR)TRACA A5 T410HN) CONT.95 IIIL TRACK HE 01 MO&XRFHT TO BEAM R 811 OC 13228 NE 20th St,Suite 100,Bellevue,WA 980051(425)614-0949 Project: Amazon Book Store Washington Square Pg.No: Soffit 2 AUAddress: 9585 SW Washington Square Road,Portland,OR Date: 7/7/16 Client: TPG Architecture Job No.: 16269 Check Brace Stud Span= 20 ft Try: 600S162-33(33ksi) a)Check flexural buckling A= 0.344 in^2 R= I 828 Fel= 1.706 ksi Governing Fe= 1.706 ksi J= 0.137 x1000 in^4 Lu= 3. 3 ft Fn= 1.496 ksi Cw= 0.9 in^6 G= 11301 .si b)Check Flexural Torsional Buckling xo= -1.07 in ax= 26.32 i m= 0.677 in at= 2.563 ksi Fe2= 2.517 ksi ro= 2.587 in Fy= 33 ksi Compute Effective Area S162 33 mi Hole Spacing= 24 in Hole Depth= 1.5 in flange= 1.625 in t= 0.03 Hole Length= 4 in lip= 0.5 in R= 0.076 w= 1.403 in D/w= 0.356 w/t= 40.55 S= 179.7 Check Flange Chec Li k=n/a Ia=n/a = 0.389 in w/t= 11.24 effective b= 1.403 in RI=n/a k 0.43 A= 0.128 Fcr= n/a ksi Is=n/a effective b= 0.389 in n= 0.333 Fcr= '0.7 Check Web Hole twrcXue.X mor PHI w= 2.889 in w/t= 83.501 k= 0.43 depth= 6 in .�. effective b= 2.33 in 2 E . Fcr= 1.64 ksi A, gARTPOR ST= M.x7. axMrc ra.uw-�' -comWa-n u x a Ae= 0.372 in^2 i I *�' *P LIVIXIkaM$MI Allowable Axial= 309 lb Mt " rata Is:roar-5^D ;,ter____ d.ami,r. Traim=mir _ vM U Check Axial= 0.73 OK W " 9CAB16 AT CAOSE416 M Check Strongback Connection to Studs Shear Capacity of#8 Screw in 33 mil= 144 lb,from SSMA Manual Shear Load= 320 lb #of Screws Req'd= 2.22222222 screws *(3)#8 screws req'd as minimum 13228 NE 20th St,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Amazon Book Store Washington Square Pg.No: Soffit 3 AUE Address: 9585 SW Washington Square Road,Portland,OR Date: 7/7/16 Client: TPG Architecture Job No.: 16269