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Plans AE ALLSTRUCTURE gym: Engineering LLC � 16154 SW Upper Booties Ferry Rd •Portland,OR 97224 v:503.620.4314•f:503.620.4304 FED 2QL� www.allstructure.com C4TY OF "' /CsgRL STRUCTURAL DOCUMENTS Project: Allstructure # Approved plan ; VALIDITY OF PERMIT 00000.00 shall be on job Site?,. THE ISSUANCE OF A PERMIT BASED ON CONSTRUCTION 10851 SW 118TH CT. DOCUMENTS AND OTHER RESIDENTIAL WALL REMOVAL DATA SHALL NOT PREVENT THE CODE OFFICIAL FROM REQUIRING THE CORRECTION OF ERRORS. ORSC 105.4 Tigard,Oregon 1/22/2020 TABLE OF CONTENTS: Sheet No. Cover 1 Information 2 Details 3-4 Calculations 5- 11 NOTES: Allstructure Engineering LLC was retained in a limited capacity for this project and is responsible only for the items described in these documents. OFFICE COPY ski C T Ul ,��,D PROFFf q<, CITY OF TIGARD .+o IN E / REVIEWED FOR DE COMPLIANCE 19686PE * Approved: [ OTC: [ J LIABILITY 9 croi`1�� Permit#: ry�s��2-l) Ob0 The City of Tigard and its /,� `'� j1. Address: p 't � \ �5t � 1\�b employees shall not be sPEN Suite #: responsible for discrepancies Expires 6/30!20 }: i r Date: 2-Fr(/-61-6 which may appear harein, Page 1 of 11 • PROJECT INFORMATION: Name: 10851 SW 118th Ct. Kitchen Remodel Location: 10851 SW 118th Ct. Tigard, Oregon Code: 2019 Oregon Structural Specialty Code (OSSC) based on 2018 International Building Code (IBC) Scope: This project is the structural design of a first-floor wall removal at the above referenced project. ALLSTRUCTURE BY DATE Engineering LLC CHKev DATE 16154 SW Upper Boones Ferry Rd Portland, OR 97224 roe NO o: 503.620.4314 f: 503.620.4304 SHEET OF ......Page 2 of 11 P . ,i, -----dz . . ,...„„ II I (E, ) (,,, ,,,,„ ..„ .... „.„ v4., ,,;vf; p„ • , ,..„...-t • , „,..,..-:„.„...,......:-.„.:::::„....„.....,,-., i ' lliiiH., -- I 111 .1,11,y/ , Li L. I. .,.:. to „,,,... ... „„,,...,,..,,,.....„„ ,,„„.„..... .., . .,,....,...,„_._.,. ....... ...... „, ...._,. e05 ,.., t\t, ,,,.. 11,113.010 ALLSTRUCTU R E 1‘ ',...1 ( ..- BY 6,c(" DATE I ,:l,?,...L) hilt. FRI.11.40 ENGINEERING 1 k , , o ( .)C ':::f , CHK BY DATE i 61.54 SW Upper Boones Ferry Rd. JOB NO 1 q Portland,OR 97224-7744 .„:...,tglilrgt.........::.............::::;',... o:.503.620,4314't allstructure.com SHEET OF Page 3 of 11 I : • . ., , / ,,, /' / 1 ) I(') '(-, ( ' 1, , + . .... „.„ ..,.... . .. . . , . „...."-....z.e" • -1,,. ,.. . - ' v, ,. 5;474, 1—C,e 4 S°t 1M Pc*) Past .:::' • >I (-4 _ 7...% - ((, (i.,..') ,,.....,4,,.. ..• ATTACH-(E)RoofjOISTT013-M X WITH-(3)2..5-X0.1-m*0(8.9l con.nkoo) , • TOENAILET.s. .-...43 -... _ ......„ .,, ......„. lit • . , . , • • (E) f.„,'14„-, ‘A,› :. • ....- . , /. I ....._,„,...„...„ ;,....„.„,.....,............,„‘,„....,.,...,„._ , • • A k.f.0 1..0(AI r Nj Euv, brA tir 1-0(--6-r '0,),1 0 c:`-' (1:::: •,) 11.-.,11 t.\AJ:v: (t7. ) ... 11, 1.,„-3...,,.,,c-i 1,7,.?•, 1 ,,..„.. • • „ ,..., .. ... . ... /1 .. .....':•:: :,..,....:, ,,•.',l,!! ALLSTRUCTURE fl o 1,5 ••• , .%;`ik..•'•.-..':,:i ENGINEERING , f)f.?„1:.(.P till CliK BY DATE .,. , ... .„.. • ••,,.„ .'•;0:: r,,,,,2 16154 SW Upper Boones ferry Rd. JOB NO to[i LI r4 I. Portland,OR 97224-7744 ,•-• :..]•::.:•,:,,,4,!.,,,,,;,„„g,',:;,,,,.... o:503.620.4314 I allstructure.com SHEET OF Page 4 of 11 , { I I I •- I H 1 I { __ I {._ ._:_._ N 101-.6" 4to'...'CMl Di_ 101171 1 ig L, I::�PbF (ia1 6 " { 2-10 P -P I ' _ 1 r r_ +✓ Y. i I r : i (�} 8r►, E i I , 1 1 I ! I I I I i L I I 1 I 1 ' _I { j { I I ,pt.,, .S t 1 t 1t)Le)' 6i� 1X ig i I r , « Z8 6 1 1 • I I 1 j « • E , i « I 1 1 ; I T®Sr 1 , 1f3L - 2 252" I { I ' ' I L . E i 1 I S 2ai°I, j I j . • i i I I I • ; i , • I I • i I { i I I • 1 I l 1 i 1 I 1 I 1 i ; j I i • i , i I , I I I I I I AdE ALLSTRUCTURE BY DATE ENGINEERING CHKBY DATE 16154 SW Upper Boones Ferry Rd. JOB NO Portland,OR 97224-7744 o:503.620.43141 allstructure.com SHEET OF Page 5 of 1 1 Project Title: Engineer: Project ID: Project Descr: °= Fte=S;hPmojectst2O18t9401,0010851 SW"118th Ct 083t03 Galculalions03 PakUlatl s ; Wood beam , . �r�_,�_ . ° Software ,4 yrignt eriEBcALc,INC.19e3-2019:Build tt.1g.11;tt.;-" Lic.#:KW-06007476 ALLSTRUCTURE ENGINEERING INC. DESCRIPTION: BM CODE REFERENCES Calculations per NDS 2015, IBC 2015,CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1,850.0 psi Ebend-xx 1,800.0ksi Fc-Pr!( 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy I,600.0ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0ksi Ft 1,100.0psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.158)S(0.21) v 3 r c 5-125x18 ? T Span=28.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.1580, S=0.210, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.630 1 Maximum Shear Stress Ratio = 0.251 : 1 Section used for this span 5.125x18 Section used for this span 5.125x18 = 1,620.10psi = 76.55 psi = 2,570.62psi = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span - 14,250ft Location of maximum on span = 27.044 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.699 in Ratio= 489>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 1.226 in Ratio= 279>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Page 6 of 1 1 Project Title: Engineer: Project ID: Project Descr: �( AC� CO�UC1711: File=SlProJects1201SS1 1 ' 0851-S.W116lbCI0BSW3Calculations03Calculations i- 6w«:,'(i.I IERCAIC,INC.1983 2419,Build 121a:8:31. Lie.#:KW-06007476 ALLSTRUCTURE ENGINEERING INC. DESCRIPTION: POST Code References Calculations per NDS 2015, IBC 2015,CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 15 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width 5.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth Wood Grade No.2 5.50 in Cf or Cv for Bending 1.0 Fb+ 900 psi Fv 180 psi Area 30.250 inA2 Cf or Cv for Compression 1.0 p lx 76.255 in"4 Cf or Cv for Tension 1.0 Fb- 900 psi Ft 575 psi ly 76.255 in^4 Cm:Wet Use Factor 1.0 Fc-PM 1350 psi Density 31.21 pcf Ct:Temperature Factor 1.0 Fc-Perp 625 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity,.. x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15.3.2 Basic 1600 1600 1600 ksi Use Cr:Repetitive? No Minimum 580 580 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for buckling ABOUT Y-Y Axis=15 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=15 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:98.344 lbs*Dead Load Factor AXIAL LOADS. . . Axial Load at 15.0 ft,D=2.250,S=2.993 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.4256:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 5.341 k for load combination:n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fe:Allowable 414.865 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination +0.60D+0,70E+0.60H Location of max.above base 15.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Page 7 of 11 • ( t l . _ i ! ! . . jc.HG,w (s) F'T{� { _ . -j ._. loss M'c 16_'_ t0E' 'n 1( "'/ `-6" MttJ ' pk,p-r !i I :' ! I i I l r � t / i I I t i i i n ! i t I I ! ! N MirJ; I I• I i.. I , i f i y t ! 1 i ! I I I III r i . r , I j dr—m c_ s 4sq /(> '.5�°-11. '' /144 ) ; 'j'til-94 �A ►SOp PsF (OSSG Mtn 3 c. �•- 1-,o ,� taco._ d . 6 !tTta 0W ' fay I nr-SP t--rt on/t _ t ; _ I I i. I i — I I t i i I : 1 i I I A ' I I ' 1 c i , I i ; ! i ! i ! I , i 1 I • , ! ! ! ! ! ! I I I • I 1 I • l j , , , ! ! ! ALLSTRUCTURE BY DATE ENGINEERING CHKBY DATE plikl, 16154 SW Upper Boones Ferry Rd. JOB NO Portland,OR 97224-7744 o:503.620.4314 I allstructure.com SHEET OF Page 8 of 1 1 ( ( 4. N NS ei_oVr s , v (2,EM'ave r Wall t L.oCFr-io,J a Ne„.J ,91, lc o,..•e S-r oor:r 41'1 -n> vSt: GQ_A-l/, FAO 6. 11 , 1N tE-fSn'tG--- Dccdc..J CAT-. °r. I. N -S +.41A L LA7eit-+a Ln g:>~51.STEV ( ( L-L 1.00i,- .z. 6t 2, • 1,,,taLL 1.-114— 1-51cr d. 8r 2. _ 4 _S- ` Aefir l' , (A). 32.,6 [,,,Pa.-t_ t-ejJ(j 4 f--eQ MET. f:1c "/a N-T t.L, ✓ 4 l,J-S. 64,44-4 T,, (3c P tp Gb .s NO1 NECT 'L'I' P ec? ,', ,JI rT' U5419 As S1-1c4..R PAw/c..t--, ( 2308,6• 1 ) '�- w 144;t,L t' LA-rea At.. L049 LS 1sW Stir ktf -1- t\ 34 s. • 144,a e-I,J s `s 2-5 N 2.s# wR4FZ--� , (A) 32.i4. w41.4.. 4 g4,.,co-T 1 t /R0-r, • - A) L,1ca LL. -s ((c g_e M-.-,i Ca p,:.,+ t•- r eta T totrr 12-t-4Z .t (2-3 me..4,, 1 _� �P Ac. 5Ha+4�. ,AAt�J�ct , - ._ j I , ALLSTRUCTUREA BY DATE ENGINEERING cNKaYDATE 16154 SW Upper t3oones Ferry Rd. 30B NO Portland,OR 97224-7744 o:503.620.4314 I ailstructure.com SHEET OF Page 9 of 11 WOOD ( BRACED PANELS ALLOWED , 3 -i UP TO 4'OFFSET FROM 4-.'"' BRACED WALL LINE r--�� MAX DISTANCE FROM END / I ��”i'' OF BWL TO BRACED PANEL PER TABLE 2308.6.1 ? °' 0 BOX 1 - .- y8 ,�. 8 I J J ti * J BOX2 ®�i 46 / t-Nc..,„7.,-;---- \--i 44 _„..,. BWL 2 CAN BE CONSIDERED SEPARATE BWL FROM BWL 3 IF IT HAS BRACED PANELS so PER TABLE 2308.6.1 as -- s�.r EXAMPLES OF THE ��. ('c SUM OF BRACING PER BWL '�'r��- �i' '= BWL 1 =BWP 1A+BWP 1B+BWP 1C �2 BWL 3=BWP 3A+3B / .,, 9 C-. E "24 g� BRACED PANELS ALLOWED UP TO „.. 4'OFFSET FROM BRACED WALL LINE k. CONTINUOUS FOUNDATION AND irg BRACED CRIPPLE WALL RECOMMENDED ' UNDER LOWER STORY BRACED WALL } PANELS N ' x 4 I A:::,, ° :'. - t-i.c. h,,,,, 1 lit,, no,,,,, _-- „_%,w,,,,--7 ,IW - 1 .p., _ ,.,,,-_, A,t,,,,_ Pe !„may /C+F :IJ t+q 5 EXAMPLES OF THE ��q`'�- -P'o `3' G" L,• MAX- DISTANCE OF BWP EXTENDING OVER SUM OF BRACING PER BWL ��L - �,i�; OPENING BELOW IN SEISMIC DESIGN BWL 1=BWP 1A+BWP 1B+BWP1C "c • — CATEGORIES D AND E IN ACCORDANCE // WITH SECTION 2308.6.8.1 For SI: I foot=304.8 mm. FIGURE 2308.6.1 BASIC COMPONENTS OF THE LATERAL BRACING SYSTEM 522 2018 INTERNATIONAL BUILDING CODE® Page 10 of 11 WOOD TABLE 2308.6.1' WALL BRACING REQUIREMENTS MAXIMUM MAXIMUM BRACED PANEL LOCATION, DISTANCE OF SEISMIC STORY SPACING OF SPACING(0.C.)AND MINIMUM PERCENTAGE(X) BRACED WALL DESIGN CONDITION(SEE BRACED PANELS FROM CATEGORY SECTION 2308.2) WALL LINES EACH END OF BRACED WALL Bracing method' LINE LIB DWB,WSP SFB,PBS,PCP,HPS,GB" 35' 0" Each end and 25'-0"o.c. Each end and 5 25'-0"o.c. Each end and<_25'-0"o.c. 12'-6" „ Each end and , „ A and B _ 35 0 <25'-0"n.e. Each end and 5 25-0 o.c. Each end and<_25-0 o.c, 12-6 35'-0" NP Each end and 5 25'-0"o.c. Each end and 5 25'-0"o.c. 12'-6" 35'-0" NP Each end and 5 25`-0"o.c. Each end and 5 25'-0"o.c. 12'-6" C Each end and_<25'-0"o.c. Each end and<25'-0"o.c. 35'-0" NP (minimum 25%of wall (minimum 25%of wall 12'-6" length)° length)° S„s<0,50:Each end and 5 S„S<0.50:Each end and 5 25'-0"o.c.(minimum 21% 25'-0"o,c.(minimum 43% of wall length)` of wall length)° fl0.5 S S„s<0.75:Each end 0.5<_S„s<0.75:Each end and 5 25'-0"o,c.(minimum and 5 25'-0"o.c.(minimum 32%of wall length)` 59%of wall length)` D and E 25'-0" NP 8'-0" 0.75 5 Sr,.51.00:Each end 0.75 5 S„S 5 1.00:Each end and 5 25'-0"o.c.(minimum and 5 25'-0"o,c.(minimum 37%of wall length)` 75%of wall length)° S„r>1.00:Each end and 5 S„,> 1.00:Each end and<_ 25'-0"o.c.(minimum 48% 25'-0"o.c.(minimum 100% of wall length)° of wall length)° For SI: 1 inch=25.4 mm,1 foot=304.8 mm. NP=Not Permitted. l a. This table specifies minimum requirements for braced wall panels along interior or exterior braced wall lines, b.See Section 2308.6.3 for full description of bracing methods. c. For Method GB,gypsum wallboard applied to framing supports that are spaced at 16 inches on center. d.The required lengths shall be doubled for gypsum board applied to only one face of a braced wall panel. e. Percentage shown represents the minimum amount of bracing required along the building length(or wall length if the structure has an irregular shape). 2018 INTERNATIONAL BUILDING CODE® 523 Page 1 1 of 1 1