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Plans M8r2o20- 000e( + /2355 ili(I 1DGli Q2. , D ENGINEERING ANDDESIGN , 7950 SE 106th, Portland, Oregon 97266 Ph: 503.7 55283 Fax 503.482„r 449 T t. I. corn -,WAN.Lyrer- _rpm Approved plans OFFICE COPY shall be an job site. Emo TO: DEREK AND JESSICA WILEY '.RECEIVED FROM: TROY D. LYVER, PE/SE FEB 10 2020 SUBJECT: 12355 SW 106TH OR—TIGARD, OREGON 97223 CITY OF TIGARD LEAD PROJECT#15-116 BUILDING DIVISION DATE: FEBRUARY 3, 2020 CC: FILE We were asked to review the exiting roof framing at a one story single family residence at the address listed above. The owners of the residence wish to remove a bearing wall between the kitchen and living room. The roof is currently framed with 2x roof rafters and ceiling joists spaced at approximately 24 inches on center, The rafters and ceiling joist bear on the wall which is 11"feet from the back wall of the kitchen and 13 feet from the living room front wall. The ceiling above the dining room, from the end of the kitchen wall, is supported by a framed box beam in the attic space. The current box beam appears to deflect excessively during strong wind and/or snow events. There is a crack that runs along the full length of the box beam We are presenting an option to remove the box beam and bearing wall. Our repair option is to use 2 short span beams from wall to post to built-up studs/wall. We propose to use the existing floor beam and foundations that support the bearing wall existing. We will provide new studs in the corner of the kitchen wall and at the garage wall, And, an additional post at the corner of the kitchen and living room. I have provided structural calculations and details and sketches as required to install as necessary. • I trust the information acceptable for your nee. you need anything else, PleasJIABILITY igfriTIGARD ' ` u the city of Tigard and its PFt'Q employees shall not be REVIEWED FO ODE COMPLIANCE tpG � . V tN �� Approved: [ ] L " responsible for discrepancies OTC: [ ] 'x 52 which may a�.d ear h rein tf Permit#: YN,S1-2b2d —Obb - a •* : a F VALIDITI` 6'0. PERMIT Address: (1... W 'l,t (Q ' ,,,;w` � THE ISSUANCE OF A PERMIT �'C3ON CONSTRUCTION Suite #: p �, BASED DOCUMENTS AND OTHER I3y: ��- Date: PIRES:DEC3t 20W DATA SHALL NOT PREVENT THE CODE OFFICIAL FROM REQUIRING THE CORRECTION ........ . .. ... Of EflRORS.OF1CC 105.4 _. J a 1 f ; r1 t 3I ! 13 4 9 f i3 1 1 ._1 S.-....}... t.,J ..#..i.. _-x_...£...£..._q__�. � -mt J t__..,3_..A,,._µ...J .L :._Jw ,._.F_..+ - . d -_L ..{ t-. L.«.J t , i 1 f J i' i. -.-.. =r _y a . 3 ..-.....33_ -' 3-_" S£ .r.. ... .. - f_..1. ._14- '_.-T__r� {-- e r i. E -r r"-} - - r ,.--4-- -.?.-. •_ A._m..,.J_ h-,_- 1_ _-f 4 .t.,..«. - A r - f_ 1_ 1 -- - .`__ ..f._-.,i .60it , �� - ..-.T....•e.T,..! 3 S7. F -3 1. ..-i_..4�..�. - .. £ 4 4 _ ` 9 f' "�' 4 ,,. 3 4 1 ,. J t 3 3 .] .7- 3 b Ln 3 1 f w t L .d ��. , , :, , , : , . 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SHEET: _ ___. „°` "F Ph:503.705.5283 Fax:501482.7449 TroyLOL}ver-EAO,esrm avrvw L er- .com t, ; • • Lyver Engineering and Dasigni lic Project Title: ''M * . 1, ,, 7950 SE 106th AVE Engineer: ,it •t't a ', , , P ;nand,OR 97266 Project ID: tortivw L Yver-EAD>com Project Desci: Printed- a FES 2020, 4 1 1 did Fee..*C tUserstLYVERE-19BropbealE4DF1-1‘2015J0-1415.116-1,123115.1 IS caleaso6 ultiple Simple Seam Software oodynght ENERCALC,NC teas-nig latold:12 is i i so 0°100#08009284 •.,',,,.. •• -, ~ Lyver Engineering and Design,lic Description : Wood Beam Design : 2 Individual Span Beams Calculations per NOS 2012,IBC 2012,CBC 2013,ASCE 7-10 ---- --- — SEAM Size. 4ii1 i,trawn, ki I iirtiiiid Using Allowable Stress Design voth ASCE 7-10 Load Combinations,Major Axis Bending Wood Species' Douglas Fir-Larch Wood Grade: No.1 Fb-Tension 1,000 0 psi Fo-Pill 1.500.0 psi Fv 180 0 psi Ebend-xx 1,700.0 kal Density 32.210 pcf Fb-Compr 1,000.0 psi Fc-Perp 625.0 psi Ft 675.0 psi Eminbend-xx 620 0 ksi Aoolied Loads Unit Load: D tt 0,0120, S 0,0250 IA Tab 12.0 ft Design Surninaiv os) 144q)so a',9 Max fb/Fb Ratio --: 0 992. 1 ritat=t7twtetztiatiatp,... t. .' ....c.„it,-,-;;-:.`,'t,t%etf°42"*-- -1.7.::''''--•t" t- t„..' la:Actual• 1,091 54 psi at 5.500 ft in Span#1 l'iV, -;,.„,„,:tx-,-1,,,,,,,,1;4.:-.„: dtAttl• ttlrwitairk*Ar' t,...t,„-:'',t,' •ta:,,,c,t, -„-tt-,,,,,,,-,,,t Fb Allowable: 1 100 00 psi * , itti,,,tt,*s,•:-/c409.tat*,, ,-***PatPtt,ttti**14eact,%- ,*- ****4ire4F,Sav,V Load Comb: +D+8,441 At 4x12 Max fv/RrRatio# 0,431: 1 11,0 ft fv:Actual: 77 52 psi at 0 000 tt in Span*1 t------------- ------------ ------------ .. - ---------i Fir:Allowable: 180,00 psi Load Comb: *D*Sattl - Illaitieffectfons Max Reactions (k) Q L LL .E, kli E ft Transient Downward 0.141 in Total Downward 0.208 in Lett Support 0,79 1,65 Ratio 937 Ratio 833 Right Support 0.79 1.65 LC:S Only LC +D+S+H Transient Upward 0 000 in Total Upward 0,000 in Ratio 9999 Ratio 9999 LC: LC: , . Wood Beam Design : LOAD ON(E)FLOOR BEAM FROM POST Calculations per NOS 2012,IBC 2012,CSC 2013,ASCE 7-10 BEAM Size: 4x10,Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.1 Fb-Tension 1000 psi Fc-Pill 1500 psi Fv 180 psi Ebend-lc( 1700 kal Density 31.21 pot Fb-Compr 1000 psi Fe-Perp 625 psi Ft 675 psi Eminbend-xx 620 kal Applied Loads Unit Load: 0=0,0120, S tt:,0,0250 Mt,Tab 2.0 ft Point: D*2.440, S a 3.30 k.@,t250 II Design Summon/ Max fb/Fb Ratio tg-- 0.972 t 1 , lb:Actual: 1,165,86 psi at 1.258 ft in Span#1 DC)osam aro osm „.... F"b:Allowable: 1,200,00 psi tt,ttttt,,,t„,it-„%7,ttt$,,x': i/•ttz::::,.....tt_ti,e, , Load Comb: +04S+11 Max fv/FvRatiO= 0.999: 1 axto Actual: 179.52 psi at 0.000 ft in Span*1 Fir:Allowable: 180.00 psi , Load Comb: +C+S+H Mitx Deflections Max Reactions (k) O L tt § w E U Transient Downward 0.014 in Total Downward 0.024 in Lett Right Supp supportort 0,87.1.66 2,28 Ratio 3191 Ratio 1845 1 21 LC:S Only LC.+0+81-11 Transient Upward 0,000 in Total Upward 0,000 in Ratio 9999 Ratio 9999 LC: LC_ 3/11 i r Lyver Engineering and ,lic Project Title: 7950 SE 106th AVE Engraeer: Portland,OR 97 Prtaject ID: 0, a,' ;Lyver-EAL>cc ri Project scr: Fended 6 FEB 2020, �:�r,ni ;;I:0:46olurntt C: tLYTBFTt~"! .. _- j -416t 't'i i 3.17 1-i16 -- - Seem ei SIERCALC,INC.1 019,9 12.19-1t.30. DESCRIPTION: Capacity of Wcod Post(4x6) Code References Calculations per 2012 NDS,IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 4x6 End Fixities Top&Bottom Pinned Wood Gradingfe anuf, Graded Lumber OverallCtolu€ n Height 7. ft' Wood {Member pg{ Type Sawn 5, Stress Modification S Factors tied F,{ r W j$.,,vender E, i.".Ci tE:::: Exact Width 3,60 in Allow Stress M ifcati n Fa tors Wood Species Douglas Fir-Larch Exact Depth 5.50 in Cf or Cv for Bending 1,30 Wood Grade No,2 Fb+ g t1.0 l Fv 1 BLp; Area 19,250 iri Clot Cv for Compression 1.10 psiIx 48,526 lea Of or Cv for Tension 1.30 Fb- 966.0 psi Ft 575.0 psi ty 19 651 in"4 Cm:Wet Use Factor 1.0 Fc-Pill 1,350.0 psi Density 32.210 pd Ct:Temperature Facts' 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity. , x-x Bending y-y Bending Axial Kt:Built-up columns 1.Lt Basic 1,600.0 1,600.0 1,600,0 ksi Use Cr:Repetitive? No Minimum 560, l 550,0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraond Length for budding ABOUT Y-Y Axis tl td ft,K=1.0 Y-Y(depth)axis: Untenced Length for heeling ABOUT X•X Axe-ld fr,K-it 1.0 Applied,." !,. __-"W_.. .w.. ..,,,,.._w...._ . Sery loads entered,Load Factors�f applied for cal ladions. _"_"."" ___ __," _ ___ ._.. __________ _ Column self weight included:32.294 I *Lead Load Factor . AXIAL LOADS... Axial L at 7.50 ft,0=1.5g,S=3,15t DESIGNSUMMARY Bending&Shear Check Results PASS Max,Axial+Bending Stress Ratio = 0,8409:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +0+6 Top along Y-Y C,0 k Bottom along Y-Y 0.0 k Governing NOS Forurrila Comp Only,fctFc,. Top along X-X 0.6 k Bottom along X-X 0,0 k Location of matabove base 0.0 ft Maximum SERVICE Load Lateral Deflections- At maximum location values are.., Along Y-Y 0,0 in at 0,0 ft afore base Applied Axial 4.682 k for load combinaton:nia Applied Mc 0.6 k ft Akrr X-X 379,510 psi .0 in at C-U ft above base A MY . k4t for cxrm ' :inch Other Fc;Allowable Factors used to calculate allowable stresses... PASS Maximum Shear StressRatio- 0.0:1 Bending Comoression Tension L t s sCombination 46.600 Locatton of max.above base 7.50 ft Applied Design Shear 0,0 psi Allowable Shear 180.0 Psi Load Combination Results Maximum Axial+Beading Stress Ritioft Maximum Shter Ratios 1- ,c0,n101,0011 C __... . C p _ . S .__. _.. i._ i_ Location " ..._._._ Et Only 1,000 0.256 0.2097 PASS 0.0 ft 0.0 PASS 7,50 ft +D+S 1.000 0,256 0.6409 09 PASS 0.0 ft 0.0 PASS 7,50 ft 4040.750S 1,000 0.256 0.5331 PASS 0.0ff 0.0 PASS 7.60ft 40.600 1,000 0.256 0.1258 PASS 0.0 ft 0.0 PASS 7.50 ft Maximum Reactions Note:Only non-zero re; ne are listed_ _ X-X Ash R " k Y Y ° R Axial Reaction My _anis_- _ .. _ k ,,End s. ts Load Combination @Base a Top CC Base a Top 0 Base #Base 0 Top r,Base ©Top 4046 4.682 40+0,75OS 3.895 , A,,.. Lyver Engineering and Design,iic Project Title: 7950 SE 106th AVE Engineer: Portland,OR 97266 Project ID:� vim: ver-EAD>com Project Dew: ?noted 6 FEB 2020, 4 Ot P Column t Pile C Ussas. � �-i0t +PIki t c-it t16- t 16i16e s: 6 Wood sae coeytio t StNFRcALC,INC, 2819,Biii i 1219.11. 3 . tom :K 2 �' ` � yor Enakieeting and.,,Design, :; DESCRiPTION: Capacity of'food Post(4 n Maximum Reactions Note_Only non-zero reactions ala hated. X-X Axis Reaction It Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination 3 Base cj7i Top s Base Top t Base §Base §Top @ Base 0 Top S Only 3.150 Maximum Deflections for Load Combinations Load Combination Max,X-X tear Distance Max.Y-1([�e�tn Distance On .._.._.... ._ 0,0000 in__... 0.0 ft 0.000in 0,000 ft +0+6 0.0000 in 0.000 ft 0.000 in 0.000 ft *040.750S 0.0000 in 0.000 ft 0.000 in 0.000 it +0.600 0.0000 in 0.000 ft 0,000 in 0.000 ft S Only 0.0000 in 0.000 ft 0,000 in 0 ft Sketches Load 1 8 1 !` I I I i E 3 F s F 3.50 in , . no% f ,;:-',--,- Lyver Engineering and Design,lic Project Title: v,,,,, . ,„ jj„:„,,,,y, v SitV,,. ;,yi r .4 7950 SE 106th AVE I Engineer: p.,,, IL' 4,, 4,0 Poilland,OR 97266 Project ID: A-„,„ , .,/,;,.. „„a f,l;gie , 0 1,1 www.Lyver-EAD>oom Project Descr: Jila..„ ,p,", ::-', ":45 ,44 ,..,k,....4.a...,..,4 4.Z., ..4 Printed 6 FEB 2020 4 12PM ..,..„„_ C-.WserstYVERE-itkopboxlEA6F1-110:15J0-1c1-STIOL-1.12116-4 la teigs.e6 Wood Column Saftwafe copyright ENERCALC.NC 19812619,Btact12 191132 Ltc„#:KW-06009286 DESCRIPTION: Capacity of Wood Stud Post(Buiit Up) Code References Calculations per 2012 NDS,IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 3-2x4 End Fixitles Top&Bottom Pinned Wood GradirigiManuf. Graded Lumber Overall Column Height 7.50 ft Wood Member Type Sawn eq!rubtkol,;: Exact Width 450 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth 3,50 in Cf or Cv for Bending 1.50 Wood Grade No,2 Area 15,750 inA2 Cf or Dv for Compassion 1,1 50 Fb+ 900 0 psi Fv 180.0 psi lx 16.078 him Cf or Cv for Tension 1.50 Fb- 900,0 psi Ft 575 0 psi by 26.578 inA4 Cm:Wet Use Factor 1.0 Fc-Pill 1,350,0 psi Density 32 210 poi Ct:Temperature Factor 1.0 Pc-Perp 625.0 psi Ciu:Flat Use Factor 1.0 E:Modulus of Elasticity,. x-x Bending y-y Bending Axial Kt:Btrat-up columns 1,0 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580,0 Brace condition for deflection(buckling)along columns: X-X(sildtri)axis: Unbraced Length ter budding ABOUT'NY Axis iri 10 it K e 1.0 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis z,10 ft K=1.0 Applied Leads Standee beds entered.Load Factors will be applied for calculations. _,_ .. . . _. Column self weight included:26.422 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 7.50 ft,0=1.50,S=3.150k DESIGN SUMMARY _ .._ __....... ..._ - Bending&Shear Check Results PASS Max,Axial4f3ending Stress Ratio = 0.7797:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NOS Fowls Comp Only,foilFc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Muinium SERVICE Load Wend Deflections... At maximum location values are.., Along Y-Y 0 0 in at 0,0 ft above base Applied Axial 4.678 k broad combination:nia Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 330 822 psi for load combination:nja Other Factors used to calculate allowable stresses PASS Maximum Shear Stress Ratio= 0.0:1 sending Compression Tension Load Combination +0.600 Location of maxabove base 7.50 ft Applied Design Shear 0.0 psi Allowable Shear 180.0 psi Load Combination Results - -- --- Maximum Axial+Bending Stress Ratios Maximum Shea.Ratios Load Combinationt _ C D C P Stress Ratio Status Location Stress Ratio Status Location 0 Only 1.000 0.245 82545- -PASS '--- cF.0-fe - 0,0 PASS 7.50 ft +948 1.000 0.245 0.7797 PASS 80 ft 0.0 PASS 7,50 ft +0+0.750S 1,000 0.245 0,8484 PASS 0.0 ft 0.0 PASS 7.50 ft 4600 1.000 0,245 0,1527 PASS 0.011 0.0 PASS 7.50 ft Maximum R.i,ctions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction -Axial Reaction- -My-End Moments k-ft Mx-End Moments Load Combination 8 Base @ Top 8 Base @ Top q,Base @ Base ip Top P Base 47k Top 44)+S 4.616 +040 7508 3.i;9 61/4 1 _ _ Lyver Engineering and Design,ilc Project Title: 7950 SE 106th AVE Engineer: 1.1 Portland,OR 97266 Project ID: AV ww�tlyver-EAD>co€n Project Decor: Printed. e FEB 2020, 4 12P c a .vv -1 o -1M1 0-t 5116= rii1 i a6flfl Swar�cogyagni ENERCALC,rNC 1983.2019,Build 121911 3. 109ZS i „, - Y Engineering DESCRIPTION: Capacity of Wood Stud Post(Built Up) Maximum Reactions Note.Only nonzero reactions are liti X- Axis Rea n k Y-Y Axis Re a Axial is n ,;. _. ___... 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Pt 'and, Oregon 97266 eh.S03 705.5283 Fax 503 4 :7449 Trcr 01.d..).rer-£9a@3 m maw Iy er-E4AD.con IED RECE PROJECTS PLUS LLC F Invoice 14845 SW MURRAY SCHOLLS DR JAN 2 8 2020 SUITE 110 PMB #347 CITY F-ale AD Date Invoice# BEAVERTON, OR 97007 BUILDING DIVISION 5/19/2015 1294 503.816.6900 Bill To Derek and Jessica Wiley 12355 106th dr Tigard,Oregon 97223 P.O. No. Terms Project Item Quantity Description Rate Amount Carpenters 15 Install new beams and support per engineers design 50.00 750.00 Demo 6 Demo of old beam and header in kitchen doorway 50.00 300.00 Dump Fee 1 Haul away of old beam and support material 50.00 50.00 Material 1 Material for beam install 273.88 273.88 It's been a pleasure working with you! Total $1,373.88 Payments/Credits $o.00 Balance Due $1,373.88 FOR OFFICE USE ONLY—SITE ADDRESS: This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. City of Tigard ' COMMUNITY DEVELOPMENT DEPARTMENT N Transmittal Letter T I G A R C) 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: l;NL,I N C 1L I N p p l'J DATE RECEIVED: DEPT: BUILDING DIVISION Rt CEIVED FEB 10 2020 FROM: C012- fAto L CITY OF TIGARD COMPANY: BUILDING DIVISION PHONE: d - - c 10 1 By467 RE: 12,E 5 S k") i OV-4- �� . i16 Jt', `' /1)Sl , --c2Joi-t I) (Site Address) (Permit Number) GJr / - (Project name or subdivision name and lot number) ATTACHED ARE THE FOLLOWING ITEMS: Copies: Description: Copies: Description: Additional set(s) of plans. Revisions: Cross section(s) and details. Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. 3.. Engineer's calculations. Other(explain): REMARKS: fL V1 i s VP S i P No6 A.>✓ )U -5rCD FOR,OF ICE USE ONLY Routed to Permit Technici . Date: ( / Zp� Initials: Fees Due: ❑ Yes No Fee Des 'pti n: Amount Due: 1\..) D ss ;?-tc) Special Instructions: Reprint Permit(per PE): ❑ Yes No ❑ Done Applicant Notified: Date: Di_( (, [J,O Initials: I:\Building\Forms\TransmittalLetter-Revisions 061316.doc