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Specifications (3) PSE PORTLWND OFFICE 9400 SW Barnes Rd. RECEIVED Suite 100 PEi&4011S1pI�TiI:AI f Portland,OR 97225 FEB 1 3 2020 Phone:503.292.1635 CITY OF TIGARD OFFICE COPY BUILDING DIVISION Structural Design Calculations RECEIVED Falgout Residence Remodel Design FEB 13 2020 Tigard, OR CITY OF TIGARD BUILDING DIVISION Client Information Project Site Dustin Falgout Falgout Residence 7720 SW Bond CITY OF TIGARD 7720 SW Bond Tigard, OR 97224 REVIEWLD FOR DE COMPLIANC,Z,igard, OR 97224 Approved: [ Approved pWar:;; OTC: [ 1 45.4052, -122.7565 shall be on job site. Permit#: nNS'r2o2— OObsS Address: —7-2a0 Sal`) �v Suite #: B): Date: a/1� 2eyzA By: Pre ared l PEndorsement Peterson Structural Engineers January 13, 2020 QQQ``��''""o PRor Job No. 1901-02251 SPECIAL INSPECTION REQUIRED C9�� " GINe4;s�j' State of Oregon Structural Specialty Code � 372PE El Concrete and Reinforcing Steel l ((( � OREGON t ❑ Bolts Installed In Concrete -v 4,4 g zo, \-\� ❑ Special Moment-Resisting Concrete Frame yFL ANN F ❑ Reinforcing Steel &Prestressing Steel Tendons (EXPIRES 06/30/20211 ®' Structural Welding VALIDITY OF PERMIT O High-Strength Bolting THE ISSUANCE OF A PERMIT a 0 Structural Masonry BASED ON CONSTRUCTION 0 Reinforced Gypsum Concrete DOCUMENTS AND OTHER DATA SHALL NOT PREVENT ❑ ineulating Cci°Icrete Fill THE CODE OFFICIAL FROM REQUIRING THE CORRECTION El Cpray Applied Fire-Resistive Materials • ::•: •: • • www.psengineers.com Portland, OR I Tacoma, WA I San Diego, CA O Srno,ke-Cc ntroj Systems 2 Scope To provide structural calculations for the design of a residential remodel at the location given on the cover page. Elements under review include the design of a new support system for an existing beam. Any other elements not specifically referenced in these calculations are outside the purview of these calculations and are designed by others. References 1. 2019 Oregon Structural Specialty Code(OSSC) 2. 2018 International Building Code(IBC) 3. ASCE/SEI 7-16, Third Edition, Minimum Design Loads for Buildings and Other Structures, American Society of Civil Engineers(ASCE) 4. 2014 Building Code Requirements for Structural Concrete,ACI 318-14,and Commentary(ACI) 5. 2010 Manual of Steel Construction, 15th Edition,American Institute of Steel Construction(AISC) 6. 2015 National Design Specification for Wood Construction,ANSI/AWC(NDS) 7. Drawings provided by client via email on 12/02/2019 Table of Contents ScoPe 1 References 1 Table of Contents 1 Design Criteria 2 Layout 3 Calculations 6 PSE 9400 SW Portland, Barnes Road,Suite 1/1 S/2020 Oregon 5 project: 1901-0225 date: Phone:(503)292-1631635 PEIEBSONSINR11NtAtnIONEDIS Fax:(503)292-9846 designer VRV sheet: Page 1 of 18 www.psengineers.com ,2 t (,)LOif 7 7 Lc 9i er: r T .• ; cr7 -z 4 Ty LO-A,T) p-,N 41 DEA.C) L 0 t•“) : sr- (irt Diz IS ‘25f f'5r LINJE L0f S/VOL• `.* ts : 2 P 1 ( SOIL !• 17? PSE 9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 Phone:(503)292-1635 project: 1901-0225 date: 1/13/2020 PETERSON STAUC11141 ENGINEERS Fax:(503)292-9846 designer: VRV sheet: Page 2 of 18 www.psengineers.com LP /Our- EcoF 433LA*1--N Lov,e.R. 112t-1 f•-) el' gi D GI ta 01-.1 l C4-1 --- r f ----- / 1 7- 1..r rses-,:,•,u, (1,,,) , I VP'' j1 Fier Log 4LA.4,...,3 IA' r/: €:,A.6--' 1:f:4v: T c I L:L:ielf'VI11).:1;' tA , ,:, 1 EXISTING HEADER AND ,;, 0'-6" 1.- POSTS TO BE REMOVED s '.— i TI ,, i _____Ijk) .;- ,- IN) ...... t X-i 1 1 .. --..... 0-, 2 , .. .... - . ._ ' ___._ _ _ ___ ___ i 1 . I 1 , i I i 1 EXISTING POST TO REMAIN , ._... ps F9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 project: 1901-0225 date: 1/13/2020 Phone:(503)292-1635 Fax:(503)222-9846 designer: VRV Page 3 of 18 PEIERSOMSTRICTUIUtLOCINEIRS sheet: www.psengineers.com Partial Floor Plan (Existing): I. w w . : _.3'Ib" I L a,A„ i w #... : . �� F t :1 L 4 . . Existing Beam 1 Existing Header Existing partition 7 to be Removed Wall to be Removed �� P S E 9400 SW Bames Road,suite 100 Portland,Oregon 97225 wolecl: 1901-0225 date: 1/13/2020 Phone:(503)292-1635 PETERSONST NMLENGifffERS Fax:(503)292-9846 designer: VRV sheet: Page 4 of 18 www.psengineers.com Partial Floor Plan (Proposed): Exterior 7----1 91 f ill { ( Q3 Existing Beam 1 I ( i 1 1 i I I 6 1 1 H s• m I r_ I I I I i 1%=- _ ixisBeam2 •n+eriOr- ,/\ _ P S E 9400 SW Barnes Road,Suite 100 1/13/2020 Portland,Oregons75 project: 1901-0225 date: Phone:(503)292-1635 PETERSON MAMMAL ENGINEERS Fax:(503)292-9846 designer: VRV sheet Page 5 of 18 www.psengineers.com Lo r) t vELOPI-iEN•11 TO c I�F-F{f'1 ; ✓ Existing Beam 1: oo1.- Loop Harz I..1 AFL 2o0P: (I s %z A 0 L = 2 (38-S1~s) i- ZC4 ,1Fi = 21.3E 41 �{' 4 SNOiN 2S P1j` i Lf. 5 - 4'LF ( I O S3 D�4,0 - IS PsF ik Lr -7,20 ?t (, 0o) 1NALL ; 1'1°1-v = 9 t=T ril = �f+x$PJ1 = 72. Ptf CA orb ) AL4 Moo ' j_ _ ��2 FtAOc- j o}v,"' J NItkJ = 1/7,. I S F fj - 7.5 F7 Live- - w Pt X C r- 20o PLF 3 EA,L = iS PsT !F, : 112 .S PL1" Load at new Beam: See Next page for reaction calculations: Total iz u ; 27 . = 5A 9 O L13 LF) C 61 '177 LP Iz ,N261 L( g) 4 0 .1c)L, 4. 0,75=) p 5 E 9400 SW Barnes Road,Suite 100 1/13/2020 Portland,Oregon 97225 project: 1901-0225 date: Phone:(503)292-1635 PETERSONSTIEC➢RAL Fax:(503)292-9846 designer: VRV sheet: Page 6 of 18 www.psengineers.com Peterson SWcf tal Engineers,Inc. Project Title: PSE ..SW Barnes Phone: �dSSuite 100 t ID: ProProject Descr: PEnaSOa STNCNIWLn1AIMS www.psenginees.com Printed: 6 JAN 2020,7:57AM Wood Beam Fie=x,Pol9101-PDXNaaXP-a,waPlw-n1,Fta4-Ll�_01_03 Meroeraedgn lsDlm25er8. Sc*iare roppi9tt EIERCA.0 VC.19113.2016.Buid1al5.12I3 :KW-06002408 Licensee:PETERSON STRUCTURAL ENGINEERS Desaip00n: Exieling Beam 1: CODE REFERENCES Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 Material Properties Analysis Melt d: Alowable Stress Design Load Combination IBC 2012 Wood Spades : Wood Grade : Beam Bmdng : Beam is Futly Braced against lateral-torsional boding 5 s:,t 25 5,5x1125 Span=10-Olt elkSpan=9.0 a i -� l Applied Loads Service loads entered.Load Factors will be appied for calculations. Loads on a1 spans.... Uniform Load onALL wans: D=0.0150, S=0.0250list,TrbutalyWidth=21.30ft Partial Length Uniform Load: D=0.0720 Mt,Extent=0.0-»19.0 ft Partial Length Unifonn Load: D=0.1125, L=0.30 kilt,item=0.0-»19.0it Vertical Reactions Support notation:Far left iss1 Valuesin KIPS Load Cambiiatien Support 1 Si iporl2 Support Oeeral t4AXIni m 4.358 13.429 3.652 Oierall,81iman 2.057 6.337 1.723 +D/H 1.947 5.998 1.631 40+L+H 3.105 9.569 2.602 4D+inH 1.947 5.998 1.631 +7.1+5+1i 4.003 12.336 3.354 41.+0.7501.r+0.750L414 2.816 8.676 2.359 +0+0.750L+0.7506+11 4.358 13A29 3.652 +010.60W+H 1.947 5.998 1.631 +04.70E+9 1.947 5.998 1631 +D+0.750Lr40.750L+0.450W+11 2.816 8.676 2.350 +0+0.750L+0.7505+0.450W+11 4.358 13.429 3.652 +0+0.750L+0.750S+0575r1F+H 4.358 13.429 3.652 40.600+0.60W+0.601 1.168 3.599 0.979 40.601:+0.70E+0.6011 1.168 3.599 0.979 DOny 1.947 5.998 1.631 Li Only L Only 1.159 3.570 0.971 S Ordy 2.057 6.337 1.723 PSE9400 SW Bames Road,Suite 100 1/13/2020 Portland,Oregon 97225 project: 1901-0225 date: Phone:(503)292-1635 IEIEns6l51aCTURALFEMURS Fax:(503)292-9846 designer: VRV sheet: Page 7 of 18 www.psengineers.com L-D '$J bevELOPf1E 1 TO -X 1 STjlAC-� PEA.F 1 Existing Beam 2: L ON) (-.iivELop NNEh,)T i�otfR w1 w2 MOO Tc L - 1/2 FwOir Vr PP rtiv R� - 20.25 L F 1 1/2( 6'+15')=10.5' L- 1/2( 9'+15')=12' Levi '+tl Pt X L l' Pe t; - lc. ?si 3s Lc. Load Post: e c-, lung • t�2 : - 1998 5329 r- P E9400 nd,Barnes Road,Suite 100 1/13/2Q20 Portland, ne 97225 Road, project: 1901-0225 date: Phone.(503)292-1635 PETERSONSIAI�TUNAlEINNNERS Fax:(503)292-9846 designer: VRV sheet: Page 8 of 18 www.psengineers.corn �� f_ • . . .. Printed: 6 JAN 2020, 3:57PM Wood Beam Fieez mammAraw-ata8a1-111IRe4-I 0103 Member desig leman5.ec6. Sd 021eo l&ETERGILC.INC.19632018,OW10.16.1213. Lic.#:I(W-06002408 Licensee:PETERSON STRUCTURAL ENGINEERS Deuripli n: Easing Beers 2 CODE REFERENCES Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-18 Material Properties Analysis llet od:Alowable Stress Design Load Con birc 4 n IBC 2012 Wood Speller, Wood Grade Beam Brack); : Beam is Fully Braced agailst lateral-torsional bursting D(0.1575)L(0.42) c < D(0.18)L10.48)• o b 5.5x1125 Y)11.1 5.5=1125 Span=20.50tt Span=9.0It Applied Loads Service loads entered.Load Factors MI be applied for calculations. Lord for Spam Number 1 Undone Load: D=0.0150, L=0.040ksf,TriibutaryWidth=10501t(Fbor) Load for Spam Number 2 ltniona Load: 0=0.0150. L=0.040 ksf.Tnbutary Width=12 0 ft Vertical Reactions Support Melon:Far led is81 VabeshKIPS LOWConbimafa Support Support Support Mural Ma Ximma 4.792 12.586 0401 Natal NMI= 3485 9.154 0292 +D+H 1307 3.433 0.109 +0rieH 4.792 12.566 0401 +OhtrtH 1.337 3.433 0.109 +0+8+11 1.307 3.433 0_109 +13+0.7511N0.750L+H 3.920 10.298 0328 +0+0.750L+0.7509+H 3920 10.298 0.328 +D+0.80Y141 1.307 3.433 0.109 +0+0.70E+44 1.307 3.433 0.109 +0+0.790Lr40.750L+0450W+H 3.920 10298 0328 +0+0.7501.+0.7503+0.450W+H 3.920 10.299 0.328 +0+0.750L+0.750840. 50ENi 3.920 10.298 0328 401601340.617/140.608 0.784 2.060 0.066 +060040.70E40.608 0.784 2060 0966 D Ody 1307 3.433 0.109 lr Ody L Orly 3.485 9.154 0292 P 9400 Sd,Damon Road,sons 100 1/13/2020 9722 sE Portland,Oregon 97225 project: 1901-0225 date: Phone:(503)292-1635 6so9sm�ruBatB Fax:(503)292-9846 designer: VRV sheet: Page 9 of 18 www.psengineers.corn NIEw Header , co, = un r - €xis1i ,4 zE ". ! 1' AA D ' S k S L►, # _. .._ .._ — a► 17,15 L ' 3S7o Lt5 37 L-$ - FLOOk Lvf+F) -_ L UA(J L , = 1t2 �P1�Ciry = 1t f _ 0 . b7F D is PSi L = - o es f cEE -S-#iEET 11 pp = 8.14 x2) Ef. - 27I' '1( COT Aasr H ti isxi5a1 t ) .I, 2 ` rr� }} F: i+'i ;..JC 7.. / Ll 9 '� 11A3t RE{ ( )i UhI = EL-ski-1 1 F£u --, l_On ( e- SPAN../ • SF+= S)) 12 A7 ' 5,919 L$ (ftS c) PER f~) jp 14 5.62 = r1Ax = S,11-h Lg -' 5,919 O!y VsE 5irr��t�11 Ilwpi� S,6 2 To �it,r- L, ER. ('-BL }-i 1 )'y ( 4 ; 0, 6 'X 1/2 FA)` L.NJt1„) '0 1.4A,11..e D S E 9400 SW Bames Road,Suite 100 1/13/2020 Portland,Oregon 97225 project: 1901-0225 date: Phone:(503)292-1635 rerensmtstatetuna�cn�ns Fax:(503)292-9846 designer: VRV sheet: Page 10 of 18 www.psengineers.com • - Pnnted: 6 JAN 2020, 2:00PM fie=x1201so1-aoXl1A?7% Steel Beam P-611 16 010 4m11FN64-L12026 in Member&age 19O1 26m6. Salivate••2r;,.,ENERCPI.C,INC.16832016,erah1111I1213. Lie.#:KW-06002448 Licensee:PETERSON STRUCTURAL ENGINEERS Description: Header(Full IMph) CODE REFERENCES Calculations per AISC 380.18,IBC 2018,CBC 2019,ASCE 7-18 Material Properties Analysis Method: Moveable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fuly Braced against lateral-torsional bucking E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(5.998)L(3,571 S(6.337) j _ _ i D10 01005)L(O 0268) - W8x21 Span=17.750/1 l Applied Loads Service bads entered.Load Factors w11 be appied for calculations. Beam self weigh calculated and added b loading Load(s)for Span Number 1 Point Load: D=5.998, L=3.570, S=6.337kR3.750ft Unibrm Load: D=0.0150, L=0.040ksf, Tributary Width=0.670t DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.807:1 Maximum Shear Stress Redo= 0.267:1 Section used for this span WSx21 Section used for this span W8x21 Ma:Applied 41.052 k-fl Va:Applied 11.045 k Mn I Omega:Allowable 50.898 k-fl VnlOmega:Allowable 41.40 k Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0,750S+H Location of maximum on span 3.753t Location of maximum on span 0000 ft Span A where madmlm occurs Span#1 Span at where maxfntum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.357 in Ratio= 596>-360 Max Upward Transient Deflection 0.000 it Ratio= 0<360 Max Downward Total Deflection 0.808 in Ratio= 264>=180 Max Upward Total Deflection 0.000 i1 Radio= 0<160 Vertical Reactions Suppatnotatbn:Far lenk#1 Values inflies Load Canbinalan Suppea 1 Stspat2 Overall MAXIrrun 11.045 3291 Overal MlNinran 3.004 0925 40+H 5.006 1.542 40+4.+H 8.060 2.535 +DHJ+H 5.006 1542 +D+S+H 10.004 2.881 +0+0.750Lr+0.750L+H 7296 2.287 +0+0.750L+0.7505411 11.045 3.91 +D+0.60W+H 5.006 1.542 +D+0.70E+H 5.006 1542 +0+0.750Lr+0.750L+0.450W+H 7296 2.287 +0+0.7501+0.750$+0.450W4H 11.045 3.291 40+0.75000.7505+05250E+11 11.045 3.291 40.600+0.60W+0.60H 3.004 0.925 +0.600+0.70E+0.60H 3 004 0925 D Only 5.006 1.542 Is Only L Only 3.054 0.992 S Only 4.998 1.339 PSE9400 SW Barnes Road,Suite 100 1/13/2020 Porflerd,Oregon 97225 project: 1901-0225 date: Phone:(503)292-1635 PETE6SONSIR%TURAL(1611EEA5 Fax:(503)292-9846 designer: VRV sheet: Page 11 of 18 www.psengineers.com • `- Printed: 6 JAN 2020, 4:12PM BeWood Beam A1m19101•P0%11AIDT-611RMPMJ- 11FN64-112020_1 03 Member design 1901-0225a:6. Software copyd a EPERGLLC,INC.1983-2018,001d:10.18.t213. Lie.r1:KW-06002408 Licensee:PETERSON STRUCTURAL ENGINEERS Description: Exim ig Beam 2 Long Span CODE REFERENCES Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Load Combination IBC 2012 Wood Species . Wood Grade . Beam Bracing : Beam is Fully Braced against lateral-torsional budding D(0.1575)L(0.42) Y 5.5x11 25 !T Span=20.50 rt Applied Loads Service loads entered.Load Factors will be applied for calculations. (Moon Load: D=0.0150, L=0.0401st Trbit yW idd1=10.506,(Roor) Vertical Reactions Support nota on:Far lell is it Load Combinaon Support 1 Support 2 Overai MAXefxm 5.919 5.919 Overall Mama 4.305 4.305 +D+H 1.614 1.614 +D+L+H 5.919 5.919 +D+1.0H 1.614 1.614 40+S4H 1.614 1.614 +1)40.7501.1+0.75014H 4.843 4.843 +6+0.750L+0.750S+H 4.843 4.843 +D+0.60WW+H 1.614 1.614 +D+0-70 +H 1.614 1.614 +D+0.7501-00.750L+0.450W+H 4.843 4.843 +D+0.750L+0.750S+0.450W+H 4.843 4.843 +D+0.750L+0.7505+0.5250E+H 4.843 4.843 +0.60D+0.60WiO.6O i 0.969 0.969 +0.60D+0.70E+0.60H 0.969 0.969 D Only 1.614 1.614 Lr Only L Only 4.305 4.305 9400 SW Barnes Road,Suite 100 1/13/2020 PSE Porn(,03)Oregon 163 5 project: 1901-0225 date: Phone:(503)292-1635 Fax:(503)292-9846 VRV Page 12 of 18 PETERSON STRUCTURAL Et611EERS www.psengineers.com designer: sheet: • 1,-)POL ¢ DESI4rZ Urz EC 0 I j 6tr� vt-ry V ;/ Io,t. IIAII_i 'Q.. y l `1 NEw HtJ\?ER ' SUPi'Dar OtS1 � ;.1 At R 1(H 1 R 1) : At R2(H 1 R2+B2R2) fl- S006 D - ► Ski L +3433 =4,975 L - 3, os+y L = R4z +9154 = 10,146 'r, cf 5- I,??y . CI , bt S 15,121 i1� ii€A ER SuPPcR-i 2 cchaT1 O LS POS T G�Slrl�a 14 vS� 6x6 pi' L 92 Po r (IELOL,.i 13_tA 1 W/ (4 ICl Z. Trizo t 3i 1- !3 c s "f b :Tell- Le S A V16" si c TA$ I_gu 1.1EL Del; Tb 7 7 with 2" spacing and 2" edge distance 1 .t 9400 SW Barnes Road,Suite 100 1/13/2020 Portland,Oregon 97225 project: 1901-0225 date: Phone:(503)292-1635 PETEBS�RSiAUCTIINAIENGIkEEAS Fax:(503)292-9846 designer VRV sheet: Page 13 of 18 www.psengineers.com rimiso: I JWV LULU, o:95HM ' File=x120�9101-P0A1AZ2XP-b11RUAPl(N-v 11FN8/-L12020 01_03 Member 1901-0225.ec6. Wood Column &Aram••kijo. BIERCALC,WC.1983-2018,Bu1d:10.1812.13. Lic.#:KW-06002408 Licensee:PETERSON STRUCTURAL ENGINEERS Description: New Pod Code References CAlculations per NDS 2015,IBC 2018,CBC 2019,ASCE 7-10 General Information Analysis Method: Alowable Stress Design Wood Sedan Name 6x6 End Follies Top&Bottom Pinned Wood Gracing/Mend Graded Lumber Overall Column Height 10.0 ft Wood Member Type Sawn (Used for non-slender cakvWtmns) Essd width 5.50 in Mow Stress Modification Factors Wood Spades Douglas Fe -Larch Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade No.2 Area 30250 irr2 CforCY for Compression 1.0 Fb+ 900.0psi Fv 180.0 psi Ix 76255 kh"4 Cf or Cv ixTension 1.0 Fb- 900.0psi Ft 575.0 psi Fc-Pdl 1,350.0psi Density 31.210 pd h 76255 km Cm:WetlheFador 1.0 Fc- p 625.0psi Ct:TempUseFacador 1.0 � E:Mode us of Elasticity... x-x Bendi g y-y Bending Axial Cfo:Flat Use aobr 1.0 Kt:Buil-up[Dksms 1,D 1403153.2 Basic 1,600.0 1,600.0 1,600.0ksi Use Cr:Repetitive? No Minimumn 580.0 580.0 Brace concision for deflection(bucking)along cobras: X-X(wdth)axis: Unbraced Length sirX-X Axis bucking=10 ft,K=1.0 Y-Y(depth)axis: Ursiraced Legtt for Y Y Aids bucking=10 ft,K=1.0 __Applied Loads ___ Service loads entered.Load Factors wilt be applied for calculations. Column self weight Mcluded:65.563 Its•Dead Load Factor AXIAL LOADS... Axial Load at10.0ft,D=4.975,L=10.149,S=1.339k DESIGN SUMMARY Bending&Shear Chedr Results PASS Max.Aidal+8endng Stress Ratio= 0.6403:1 Maximum SERVICE Lateral Load Reactions.. Load Cantihe6an +D+L+H Top along Y Y 0.0 k Bottom along Y-Y 0.0 k Gaming NDS Fannie Comp Only,fcJFc' Top along XX 0.0k Bottom along XX 0.0k Lc iloaxalious Ices. 0.0t Maximum SERVICE Load Lateral DeerOms... Atnmtinren Waken Vain aue... AlongY--Y 0.0 km at 0.0 It above bass Applied Axial 15.190 k br Wad combination:da Appied Mx 0.0 k4f Applied My 0.0 k4t Akan Xlr had mmhkmbm Ne at 0.0 t above base Fc:Allowable 784.17 ps Other Factors used to calculate McNabb steams... PASS !Andrew Shear Stress R60o= 0.0:1 lid ClummaiM Immix Load Cambi aim +0.60D+0.70E+0.601-1 Location of nax.above base 10.01 Appied Design Sher 0.0 psi axnemlJn tlanr 7AR n ed Maximum Reactions Note:Only non-zero reactions are fisted. X-XAtiMReaction k Y-Y Axis Reaction Axial Medlin My-End Moments k-6 Oil-End Nomads Load Combination @ Base 0 Top a Base ®Top 0 Base @ Base ®Top ®Base ®lop +O+H 5.041 + +H 15.190 +D+Lr+H 5.041 + +H 8.380 +0+0.750Ln0.750L+H 12.652 +0+0.7501_+0.7505+H 13.657 +0+0.60W+H 5.041 +040.70E+H 5.041 +0+0.750.m0.751+0.450W+11 12.652 4.1+0.7511+0.750S+0.4501W H 13.867 +0+0.750L+0.7505+05250E+H 13.657 +0.600w.60Ww.60H 3.024 +0.600+0.70E+0.601-1 3.024 D Only 5.041 Lr Only L Only 10.149 S Only 1.339 P sE 9400 SW Barnes Road,Suite 100 1/13/2020 Portland,Oregon 97225 Phone:(503)292-1635 project: 1901-0225 date: PETE9S09SiRICNAAlElE9lEtLc Fax:(503)292-9846 designer: VRV sheet: Page 14 of 18 www.psengineers.com (t-) 0011 is-t1.0( laeA•Crc F/zot-1 _ - P= 5041 L.(, 10149 LR 5= 1339 u3 MA k — 13,657 L PER. Sirl P.)0 t•-5 ABU66Z c- - 18,205 > I 42A-2 A Llo4 : I) E T") E-21,-, Ht 5/8" list. 311-i ABU66Z TID ST Ef .7t^• e X 'a T tl" 58":3\ , t0(--"z•C CV1I-t• )' 1;-.),"r - tr, PSE9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 prc:gecl: 1901-0225 date: 1/13/2020 Phone:(503)292-1635 15 of 18 Fax:(503)292-9846 designer: VRV sheet: Page PETERSON STRUCTURAL DENIM www.psengineers.com A' 1St G HE_C l< SILL : _T 6 x4 PtS5Ut-1E orL PI_ V PET t t0S a 0is (((( gol P�Ate . 625PS ' A-, 19.2.` Ira te_._ ._ f! p c I �� -_-_.- Steyrr iiJGl Fcl = Fcif G; cr. \f— QorO ,?9f ` - i. 07 _ !1, _ g. c�f3G Lwt,c 't,.. r t.� 668 Psi xh - ) z , 859 I- < c'c = 13,657 Sill NG, Remove 9400 SW Barnes Road,Suite 100 t - ;; Portland,Oregon 9792, project: 1901-0225 date: 1/13/2020 i Phone:(503)292-1635 Fax:(503)292-9846 VRV RV Page 16 of 18 Pt1ERS6M S1RIICflIrk BAKERS designer: sheet: 9 www.psengineers.com fou}.J DAT i ot*J C ESI Cit-> LASE 1 0 al NL1~._) a'OS'" I S ora 6 X.i T i .1-5 1 r Te, - ..5" s-- ii r pO5 T 1 / sit,L PL\1t i vista . .1 ' (6Z {UnCPc"?L i`Uu .6+ a(tV) - 41,5" t-i L o-AD.= i i i b Y <_ LB t'i A x LLO it.E &'..izi ra 4, PER. (7 5 5 c • i So 0 P s-1. H$ -, i,...s, PTH w = 11, 04s Lt5 t - yis 2.12q I SOOPsf ,2 VE21F1 E.Xi57i�iSr - kA G STEjLt_ i_ Z'- 3,+ I'J i De- CAR. I t`1 C 2eii c t")' DIN 1 i'3n k X z5 , Dot..SEL._ 11 TO ..tti 5Ti'I••.3c7 _..r[}t- i?tic,, Vv) (1) 44 $,FRS 1-a/ 1-1ir -i HIT RE Soo E..Poy C1n- ) Ili, of E x-?t L Li 11,40 & c T i N.i i 1 ss"G tai g..ei7 9400 Sw flames Road,Suite 100 1/13/2020 1 , , L Portland,Oregon 97225 project 1901-0225 date: , Phone:(503)292-1635 PEfEASUkSfA1xTUPkiENGIRfE85 Fax:(503)292-9846 designer: VRV sheet: Page 17 of 18 www.psengineers.com C A`4= 2 : `` l -F0 O I PI- (1 fad 1-014 D = t ,4t-ri(s •F2or-1 ;•wit, e C2 E EktS Vf 1 tEAM Z ' R= p = 13,657 I. 3 Mix r- LLO . ,� ►3t_-L ne+ zl c I Soo PsF Mt14 S ►Z 13,657 1.1 j 0 n r s ' 9.1. E - 77 (6% ) 3.4 ft t. lJ-)- F 6X IS GI 0-11 ro07 +I_v T S t1)1J 42 " !N Dilr-3EZF2 lF 1307, rro0'77i � S� i-t . C) 3TEI-3 i ,pu. FooTr +.JC1 PSE 9400 SW sames Road,Suite 100 1/13/2020 Portland,Oregon 97225 project: 1901-0225 date: Phone:(503)292-1635 vnsaXSiliUAAlFM1iEER5 Fax:(503)292-9846 designer: VRV sheet Page 18 of 18 www.psengineers.com GENERAL STRUCTURAL. NOTES: CONCRETE- 1. THE NOTES ARE GENERAL IN NATURE AND ARE INTENDED TO SET 1. ALL CONCRETE SHALL BE HARD ROCK CONCRETE MEETING MINIMUM STANDARDS FOR CONSTRUCTION. THE CONTRACTOR SHALL BE REQUIREMENTS OF ACI-301, 'SPECIFICATIONS FOR STRUCTURAL Note:Special inspection is not COMPLETELY FAMILIAR WITH THE CONTRACT DOCUMENTS AND HAVE A CONCRETE FOR BUILDINGS". MIX PROPORTIONS SHALL BE PER peC pest COPY OF THEM ON SITE AT ALL TIMES. ACI-301, METHOD 2 OR THE ALTERNATE PROCEDURE. SUBMIT MIX required.4,000 psi compression DN FOR 2. FOR ANY PORTION OF THE CONSTRUCTION WHICH THE CONTRACTOR IS TOOCCONSTRUCTION. BY STRUCTURAI. ENGINEER FOR APPROVAL PRIOR strength is specified for UNABLE TO ASCERTAIN THE REQUIRED CONSTRUCTION OR WHERE weathering protection.Structural CONFLICTS EXIST, IT IS THE CONTRACTOR'S RESPONSIBILITY TO 2. STRUCTURAL CONCRETE SHALL ATTAIN THE FOLLOWING,,, N design of concrete based on REQUEST ADDITIONAL INFORMATION (RFl a)AND/OR CLARIFICATIONS COMPRESSIVE STRENGTH AT 28 DAYS: / BEFORE CONSTRUCTION. TYPE f'c SLUMP W/O 2,500 psi compressive strength. 3. AU.WORK SHALL BE IN STRICT CONFORMANCE WITH THE 2018 ALL 4,000 psi 1-4" 0.45 5% INTERNATIONAL BUILDING CODE (IBC) AS AMENDED BY THE 2019 OREGON STRUCTURAL SPECIALTY CODE (OSSC). ALL BUILDING ELEMENTS AND COMPONENTS NOT SPECIFICALLY DETAILED IN THESE 3. ALL CONCRETE EXPOSED TO WEATHER SHALL CONTAIN 5% (*) IS STRUCTURAL CONSTRUCTION DOCUMENTS SHALL BE FABRICATED AND AIR ENTRAINMENT BY VOLUME. AIR ENTRAINMENT SHALL BE IN CONSTRUCTED IN ACCORDANCE WITH THE MINIMUM STANDARDS CONFORMANCE WITH ASTM C260 AND C494. CONTAINED IN THE 2019 OREGON STRUCTURAL SPECIALTY CODE (OSSC). 4. COLD WEATHER PLACEMENT SHALL CONFORM TO ACI-306. HOT WEATHER PLACEMENT SHALL CONFORM TO ACI-305. MECHANICALLY 4. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS VIBRATE ALL FORMED CONCRETE. DO NOT OVER-VIBRATE. PLACE BEFORE CONSTRUCTION. THE ENGINEER SHALL BE CONCRETE MONOLITHICALLY BETWEEN CONSTRUCTION OR CONTROL NOTIFIED OF ANY DISCREPANCIES OR INCONSISTENCIES. JOINTS. PROTECT AU. CONCRETE FROM PREMATURE DRYING. 5. THE CONTRACTOR, SUBCONTRACTORS AND SUPPLERS SHALL INSURE 5. CHAMFER ALL EXTERIOR CORNERS 1/2' UNLESS SHOWN OTHERWISE. COORDINATION OF CONTRACTOR SUPPLIED/DESIGNED ELEMENTS AND DEFERRED SUBMITTALS WITH ALL DESIGN DISCIPUNES WITHIN THE 6. SLUMP UNITS MAY DE INCREASED BY ADDITION OF ADMIXTURES CONSTRUCTION SET. COORDINATION SHALL IDENTIFY AND RECONCILE PROVIDED THAT THE WATER/CEMENT RATIO OF THE ORIGINAL MIX CONFLICTS BETWEEN THE CONTRACTOR SUPPUED/DESIGNED ELEMENTS DESIGN IS NOT EXCEEDED. WATER REDUCING ADMIXTURE SHALL BE AND THE CONSTRUCTION DRAWINGS PRIOR TO FABRICATION AND IN CONFORMANCE WITH ASTM494, USED IN CONFORMANCE WITH DELIVERY TO THE PROJECT SITE. THE PROJECT ENGINEER SHALL BE MANUFACTURER'S INSTRUCTIONS. SUBMIT ADMIXTURES TO ENGINEER NOTIFIED IF CONFLICTS EXIST. FOR REVIEW PRIOR TO CONSTRUCTION. 6. THE CONTRACT STRUCTURAL DRAWINGS REPRESENT THE FINISHED 7. CEMENT SHALL BY TYPE I OR II IN CONFORMANCE WITH VSTIA C150. STRUCTURE. METHODS, PROCEDURES, AND SEQUENCE OF AGGREGATES SHALL BE IN CONFORMANCE WITH ASTM C.33. COARSE CONSTRUCTION ARE THE RESPONSIBILITY OF THE CONTRACTOR. THE AGGREGATES SHALL NOT EXCEED%". WATER SHALL BE CLEAN AND CONTRACTOR SHALL TAKE ALL NECESSARY PRECALTIONS TO MAINTAIN POTABLE. AND ENSURE THE INTEGRITY OF THE STRUCTURE AT ALL STAGES OF CONSTRUCTION. 8. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60. GRADE 40 MAY BE USED FOR /3 AND SMALLER TIES AND STIRRUPS. 7. CONSTRUCTION WADS SHALL NOT EXCEED THE DESIGN LIVE LOAD FOR DETAIL AND PLACE ACCORDING TO ACI MANUAL SP-66. THE STRUCTURE. PROVIDE SHORING AND/OR BRACING WHERE LOADS EXCEED DESIGN CAPACITY AND WHERE STRUCTURES HAVE NOT 9. UNLESS OTHERWISE NOTED, MINIMUM COVER SHALL BE 1 1/2' FOR ATTAINED DESIGN STRENGTH. #5 AND SMALLER BARS, 2" FOR /6 AND LARGER BARS AND 3' WHEN POURED AGAINST EARTH. SUPPORT REINFORCEMENT WITH B. CLADDING, WATERPROOFING, AND ARCHITECTURAL FEATURES ARE BY APPROVED CHAIRS, SPACERS, OR TIES. OTHERS AND ARE OUTSIDE THE SCOPE OF WORK. ANY DEPICTION OF SUCH FEATURES ON THE STRUCTURAL DRAWINGS ARE NOT INTENDED 10.PROVIDE MINIMUM 46 BAR DIAMETERS AT SPLICES. NO MORE THAN TO BE USED FOR CONSTRUCTION. REPRESENTATION OF SUCH FEATURES 50% OF REINFORCING SHALL BE SPUCEO AT ANY LOCATION. UNLESS ON THESE DRAWINGS MAY OR MAY NOT BE ACCURATE. OTHERWISE NOTED, BEND ALL HORIZONTAL REINFORCING A MINIMUM OF 2.-0' AT CORNERS AND WALL/FOOTING INTERSECTIONS WITH MIN. STRUCTURAL STEEL; EMBEDMENT BEYOND INTERFACE PER DEVELOPMENT LENGTH SPECIFIED IN ACI 318. 1. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING GRADES, 11.FORMWORK SHALL BE IN ACCORDANCE WITH ACI-347 'GUIDE TO UNLESS NOTED OTHERWISE ON THE PLANS: FORMWORK FOR CONCRETE'. FORMS SHALL BE DESIGNED BY THE PLATES & BARS- ASTM A36 CONTRACTOR. BRACING SHALL BE PROVIDED AS REQUIRED OR UNTIL w-SECTIONS'- ASIM A992 THE CONCRETE HAS REACHED RTS SPECIFIED 28-DAY STRENGTH. ALL SHORING SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. 2. WELD ACCORDING TO CURRENT AWS STANDARDS WITH E70X% FORMWORK, SUPPORTS, AND SHORING SHALL PROVIDE FINISHED ELECTRODES. CONCRETE SURFACES AT ALL FACES: LEVEL PLUMB, AND TRUE TO DIMENSIONS AND ELEVATIONS SHOWN IN THE DRAWINGS. 3. WELD SIZES SHOWN ON THE DESIGN DRAWINGS ARE CONSIDERED EFFECTIVE WELD SIZES AND SHALL BE INCREASED IN ACCORDANCE sal in SAWN IIIMPFB; WITH AWS AS REQUIRED BY CAPS OR SKEWS BETWEEN COMPONENTS. 1 STRUCTURAL LUMBER SHALL BE DOUGLAS FIR CONFORMING TO WWPA GRADING RULES. 4. ALL STEEL EXPOSED TO WEATHER SHALL BE PAINTED OR HOT-DIP 2. MINIMUM GRADES ARE, EXCEPT AS NOTED OTHERWISE: GALVANIZED, UNLESS NOTED OTHERWISE. POSTS&TIMBas - i2 5. ALL STRUCTURAL CONNECTION BOLTS SHALL BE ASTM A325, UNLESS NOTED OTHERWISE. HOOKED, HEADED, THREADED. AND NUTTED ANCHOR RODS SHALL BE ASTM F1554 (Fy - 36 MWi), UNI FITS NOTED 3. DOUBLE JOISTS BENEATH ALL PARALLEL WALLS AND/OR PARTITIONS. OTHERWISE. 4. NOTCHING IS NOT PERMITTED IN JOISTS, RAFTERS, BEAMS. LINTELS,COLUMNS.TRUSSES,AND BRACING FOUNDATION% MEMBERS. 1. SOIL CHARACTERISTICS HAVE BEEN ASSUMED PER THE 2012 IBC 5. PRESSURE TREATED LUMBER SHALL CONFORM TO THE AWPA AND SHALL BEAR THE QUALM MARK OF AN SECTION 1806 PRESUMPTIVE LOAD-BEARING VALUES OF SOILS �CR ALSC INSPECTION AGENCY. MINIMUM TREATING STANDARDS (RETENTION IBS/CU. Fr)SHALL BE AS CONSISTENT WITH CLAY, SANDY CLAY, SILTY CLAY. CLAYEY SILT, SILT FOLLOWS: AND SANDY SILT (CL, ML, MH AND CH) SOIL TYPES. THE APPLICATION ACO/W 7A CA-R CONTRACTOR SHALL VERIFY THE PRESUMED SOIL TYPES PRIOR TO ABOVE GROUND 0.25 0.10 CONSTRUCTION AND NOTIFY THE ENGINEER AND ARCHITECT OF GROUND CONTACT 0.40 021 NON-CONFORMING IN-SITU CONDITIONS IF PRESENT BEFORE FRESH WATER IMMERSION 0.40 0.21 PROCEEDING. IN GROUND (STRUCTURAL) 0.80 0.31 SILL PLATES 0.25 0.10 2. ALL FOUNDATIONS TO BEAR ON UNDISTURBED NATIVE MATERIAL, OR GRANULAR COMPACTED FILL 6. ALL LUMBER IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED WITH ACZA TO A MINIMUM RETENRN OF 0.25 POUNDS PER CUBIC FOOT BY ASSAY. 3. SOIL DESIGN CRITERIA, PER 2019 IBC SECTION 1806: 7. NAIUNG SHALL BE IN COEFORMANCE WITH THE 2015 IBC UNLESS NOTED OTHERWISE. FASTENERS FOR 3.1. SOIL BEARING - 1,500 PSF PRESERVATWE-TREATED WOOD SHALL BE OF HOT-DIPPED ZINC-COATED GALVANIZED STEEL STAINLESS STEEL, 3.2. Yy INCREASE ALLOWED PER OSSC 1806.1 SIUCN BRONZE OR COPPER. THE COATING WEIGHTS FOR ZINC-COATED FASTENEFS SHALL BE IN 3.3. POLE FOUNDATIONS INCREASED PER OSSC 1806.3.4 ACCORDANCE WITH ASM A-153. 5/8-INCH DIAMETER STEEL ANCHOR BOLTS & LARGER NEED NOT BE 3.4. SOIL PROFILE - D GALVANIZED. UNLESS NOTED OTHERWISE. 3.5. EMBEDDED POLES, PASSIVE - 100 PCF B. PROVIDE STANDARD 3'X3'r7j' PLATE WASHERS UNDER AU.INTERMEDIATE ANCHOR BOLT HEADS AND NUTS AT POST-THETALIFD CONCRFTE ANCHORS; THE SILL PLATE USE STANDARD WASHERS FOR ALL OTHER BOLT HEADS MD NUTS IN CONTACT WITH WOOD. 1. ADHESIVE: 1.1. ADHESIVE ANCHORS INSHALL BRA EUWM-BYTCONTRACT PERSONNEL SR NET TO INSTALL W REVIEWED AS NOTED ADHESIVE ANCHORS IN ACCORDANCE LED THEQUALIFIED R DOCUMENTS AND TO STRICT ADHERENCE TO THE PROVISIONS WITHIN THE MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS. 1.2. AT THE TIME O SHALLHOR N NSTKIN, IN ACCORDANCEONCREEWITH ALAI MINIM18-14UM SECTION 17.1.2.Y PETERSON STRUCTURAL ENGINEERS MERE ANCHORSAUTHORITY BENSrISDED IN CONCRETE HAVING A RWIMIE AD OF 21 OATS. 1.3. WHERE THE , RAVING JURISDICTION OVER THIS PROJECT REQUIRES ADHERENCE TO III 31B-14 SECTION 17822,INSTALLATION OF ADHESIVE ANCHORS IN HORIZONTAL TO VERTICALLY In 9400 SW BARNES RD.,SUITE 100 OVERHEAD ORIENTATION SHALL BE DONE BY A CERTIFIED ADHESIVE ANCHOR INSTALLER(MI)AS CERTIFED THROUGH ACI AND IN ACCORDANCE WITH ACI 318-14 SECTION 17.822 PROOF OF PORTLAND,OR 97225 CURRENT CERTIFICATION SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO COMMENCEMENT OF INSTALLATION.NOTE:THE STATE OF OREGON DOES NOT REQUIRE ADHERENCE TO ACI 318-14 SECTION 17.822 PHONE:503-292-1635 2. MECHANICAL: / 2.1. MECHANICAL ANCHORS SHALL BE INSTALLED BY QUALIFIED PERSONNEL TRAINED TO INSTALL 1/13/2020 MECHANICAL ANCHORS IN ACCORDANT WITH'THEAND CONTRACT DOCUMENTS WITH STRICT ADHERENCE TO THE PROVISIONS worm THE MANUFACTURER'S PRINTED INSTALLATION INBTRUC 1901-0225 OINS. SH 1 of 7 VRV PRFMANUFIMUREO CONNECTION HA OWARF: 1. CONNECTION HARDWARE IS BY THE SIMPSON COMPANY OF SAN LEANDRO, CA. ALL STEEL CONNECTORS SHALL BE GALVANIZED OR BY SOME METHOD MADE CORROSION RESISTANT. UNLESS OTHERWISE INDICATED. 2. PROVIDE BOLTED OR NAILED CONNECTIONS FOR THE MAXIMUM CAPACITY UNLESS NOTED OTHERWISE. 3. CONNECTORS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE EITHER POST HOT-DIP GALVANIZED OR STAINLESS STEEL FASTENERS SHALL BE OF THE SAME MATERIAL OR PROTECTIVE COATING AS THE CONNECTORS, DO NOT MIX DIFFERING METALS IN THE SAME CONNECTION. 4. ALL HARDWARE SHALL BE INSTALLED PER MANUFACTURER'S INSTRUCTIONS AND RECOMMENDATIONS. UNLESS NOTED OTHERWISE. W / REVIEWED AS NOTED Li PETERSON STRUCTURAL ENGINEERS 9400 SW BARNES RD.,SUITE 100 / n ` PORTLAND,OR 97225 PHONE:503-292-1635 1/13/2020 1901-0225 S H 2 of 7 VRV 1 w (A 4-. ., - - 14 4 c,, , } L. i `1l i I T .. t j . -- ..; _ i-a... ___._j.-.-�-.__ -F_ .. I t t _ } _. . } k1 - r - -- . _.- , _. isi 3 - C) 1 ►s+ , . . . 4 e o t . 13 . per' { ( - -IT _______ I t - r % V }—, ` � W REVIEWED AS NOTED TA-I-crier er ' PETERSON STRUCTURAL ENGINEERS 9400 SW BARNES RD.,SUITE 100 a PORTLAND,OR 97225 Existing Plan / a g ' PHONE:503-292-1635 1/13/2020 1901-0225 SH 3 of 7 VRV . - - , . Min. 6x6 dfl #2 post to bear on concrete 2 (Sim) w/Simpson ABU66Z stand off base w/ I Existing beam to be cut and 5/8"dia. x 3" Simpson hung From new beam with Titen HD Concrete Simpson HWPH6.62 top screw(cut sill plate) (: 34\sil ‘c_______.-----\\\ hanger w/(4) 0,162x2.5 i fasteners to nailer . V.I.F 5.5"x 11.25" W8x21 Beam with (2) ff 2x6 DFL #2 Nailer l I i fastened to the top w/ . 1/2" Dia. through 1 _....4-------i bolts staggered ea. 1 side at 12" o.c. per Detail 1 ' Z. H Min. 6x6 dfl #2 post to extend through the floor to the footing f11 below w/Simpson ABU66Z Q stand off base w/5/8"dia. x 3" , 7 I Simpson Titen HD Concrete screw (cut sill plate) Q, . Notes: -All dimensions are approximate Existing beam to be and should be verified in field prior to fabrication. cut and hung From - Not all members were visible new beam with during our observation. Verify Simpson HWPH6.62 sizes, locations, and dimensions Ii 1 top hanger w/(4)0.162x2.5 fasteners once finishes are removed and notify engineer of any to nailer . V.I.F discrepancies between the 5.5 xl 1.25 . existing framing and the ` ii (11 assumptions shown herein F ir v 1 REVIEWED AS NOTED Py n}e`?oP WI 1 PETERSON STRUCTURAL ENGINEERS 9400 SW BARNES RD.,SUITE 100 ___> PORTLAND,OR 97225 2 / a 1 PHONE:503-292-1635 Partial Framing Plan 1/13/2020 1901-0225 SH 4 of 7 VRV , n 3' 0" Li3 -6 Exterior min. IT ta....__j.... f - 1 w 3 s_Li Oj ) I ( I I 1 1 1 1 I 1 1 u 1 1 H a -> l -0, , { 11 ' I Existing footing. V.I.F.I footing min. Dia. of 42" 4 _ or add concrete i;lr;- 1.-... 1 (shown dashed) per detail 4 1, =1° ''. lei t-----Nts ,1• • n}eriol` - Vn Partial Foundation Plan ` W / REVIEWED AS NOTED PETERSON STRUCTURAL ENGINEERS 9400 SW BARNES RD.,SUITE 100 uPORTLAND,OR 97225 I PHONE:503-292-1635 1/13/2020 1901-0225 SH5of7 VRV 1.75" 1 .75" Existing beam to be cut and II r 1-- I hung From new beam with Simpson HWPH6.62 top hanger w/(4) 0.162x2.5 fasteners to �� nailer V.I.F 5.5"x11.25". .___J W8x21 Beam with (2) 2x6 DFL #2 Nailer fastened to the top w/ 1/2" Dia. through bolts staggered Detail 1 ea. side at 12" o.c. as N.T.S. shown New beam per plan 6"x4"x1/4" EA. side welded w/3/16" fillet welds to new beam w/ (2) 1/2" dia. through bolts 221 4- __,./ centered in post w/2" Edge dist. and 2" spacing V Min. 6x6 dfl #2 post Detail 2 N.T.S. , W 1 / REVIEWED AS NOTED PETERSON STRUCTURAL ENGINEERS Note: Existing Beam not g 9400 SW BARNES RD.,SUITE 100 shown for clarity N PORTLAND,OR 97225 ' a I ` PHONE:503-292-1635 1/13/2020 1901-0225 SH 6 of 7 VRV Exterior Post per plan • . 6 MIN 11 grade i existing foundation #4 bars embed 4 111 111=III Interior into existing concrete III— M with Hilti Hit Re 500 Min. epoxy @ 6" min o.c. 18 (min 5 ea. side) -- Match existing 3" clr • • • (6" MIN) (2)#4 Verify existing longitudinal width 12" Mirk Added concrete each bars II 3'-0" Min 7 side w/ bars shown with min 2" clr each side, as required Detail 3 unless noted other N.T.S. wise Post per plan Existing interior footing I #4 bars embed 4" • • • • into existing concrete Match with Hilti Hit Re 500 Existing Interior Interior epoxy @ 9" min o.c. Footing (max 18") 3" clr [ • • • rVerify existingl4 6"'Min Added concrete (2) #4 hoops footing size around footing, as r 3'-6" Min '1 required. Detail 4 N.T.S. W o f REVIEWED AS NOTED g PETERSON STRUCTURAL ENGINEERS Note: second mat of 9400 SW BARNES RD.,SUITE 100 reinforcing not required if / PORTLAND,OR 97225 footing is 8" or less thickCIL d PHONE:503-292-1635 1/13/2020 1901-0225 SH 7 of 7 VRV