Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Report (11)
est- ,24,15-- 00 5- ls�� St-t) -7 ,711 RECEIVED LYVER ENGINEERING AND DEQ(} 2015 7950 SE 106th, Portland, Oregon 97266 RCITY G DR C3N Ph: 503.705.5283 Fax: 503.482.7449 TroyL@Lyver-EAD.com vw:t �+ � .com MEMO TO: MR. JOHN ROBERTS— HOME OWNER FROM: TROY D. LYVER, PE/SE SUBJECT: ROBERTS RESIDENCE-15070 SW 96" AVE, TIGARD,OR LEAD PROJECT #15-137 DATE: APRIL 30, 2015 CC: FILE This memo is intended to address the design required for the removal of a bearing wall on the second floor of an existing residence at the address listed above. We reviewed the existing conditions and have determined that a new GL 3.5x9 24F-V4 beam is to be installed to replace the 8 feet of bearing wall. The beam is to be supported on a minimum of 2-2x4 studs that transfer in a bearing wall to the existing foundation and beams below. The existing 4x8 beams are adequate to support the point load for the beam loading. I trust this memo is satisfactory for the needs of the building department. If additional information is required, our office should be contacted. „to PRO �' t elf' D. L EXPIRES: 12-31-16 1 ' Page Engineer: LYVER ENGINEERING AND DESIGN Project De�r' Project ID: Eil 7950 SE 106th,Portland,Oregon 97266 Ph.503.705.5263 Far 503A62.74 49 Troyt6vn Lyver-EAD.eom wrlyver EAD.eom ,. ect Title: Printed:30 APR 2015,3:15PM Multiple Simple Beam Fie•c erA -1moi-1l2o15Jo-n15-131-1.RO815-137-1.Eat ENERCALC,INC.1983-2015,Buld:e.15.1.19,Vere.15.1.19 Lic.#:KW-06009286 Licensee : Lyver Engineering and Design,Ilc Description : Wood Beam Design : Beam at Bearing Wall Removal Calculations per 2012 NDS,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size: 3.5x9,GLB Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade:24F-V4 Fb-Tension 2,400.0 psi Fc-Prll 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Aoolied Load Unif Load: D=0.0150, S=0.0250 k/ft,Trib=15.0 ft Deslan Summary r 0(0.2250)8(0.3750) • ` Max fb/Fb Ratio = 0.508. 1 • fb:Actual: 1,219.05 psi at 4.000 ft In Span#1 Fb:Allowable: 2,400.00 psi Load Comb: +D+S+H Max fv/FvRatlo= 0.351: 1 . ±. fv:Actual: 92.95 psi at 0.000 ft in Span#1 Fv:Allowable: 265.00 psi a0 ft, 3.5x9 I Load Comb: +D+S+H Max Deflection Max Reactions (k) B 1 1r $ !K E ti Downward L+Lr+S 0.091 in Downward Total 0.145 in Left Support 0.90 1.50 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.90 1.50 Live Load Dell Ratio 1057>360 Total Dell Ratio 660>180 Wood Beam Design : floor beam Calculations per 2012 NOS,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size: 4x8,Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-PI 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcI Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi MOW Loads Unif Load: D=0.0150, L=0.040 kilt,Trip 4.0 ft Point D=0.90, S=1.50 k(/1.50ft peslgn Summary Max fb/Fb Ratio = 0.977;1 i • oro.oso u0.leo) • , lb:Actual: 1,314.69 psi at 1.893 ft in Span#1 I^ Fb:Allowable: 1,345.50 psi Load Comb: +D+0.750L+0.750S+H ! , k. Max fv/FvRaatio= 0.742: 1 fv:Actual: 133.58 psi at 0.000 ft in Span#1 e 0 R axa Fv:Allowable: 180.00 psi Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L IL A let E li Downward L+Lr+S 0.086 in Downward Total 0.208 in Left Support 0.97 0.64 1.22 Upward L+Lr+S 0.000 M Upward Total 0.000 in Right Support 0.41 0.64 0.28 Live Load Deft Ratio 1120>360 Total Defl Ratio 460>180 I .ED Project rise: En neat: Project ID: LYVER ENGINEERING AND DESIGN Dom`' 7950 SE 106th.Portland.Oregon 97266 M:503.705.5263 ►ec503.462.7449 TroyLPLyverEAD.com www.Lyver4:AD.com Printed:30 APR 2015,3:18PM Gig,FAD41DropboxtLEADFI-112015,10-1115.137-1.808116137-1.EC6 Wood Column ENERCALC,INC.19862015,Butd 6.15.1.19,Vec6.15.1.19 Lic.#: KW-06009286 Licensee: Lyver Engineering and Design,Inc Deception: Wood Posts for New Beam 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 Woodm 2-2x4GradeLumber End Fbdties Top&Bottom Pinned Overall Column Heist 9.0 ft Wood Member Type Sawn ( used nor non-slender calculations) Exact Width 3.0 In Mow 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 10.50 inA2 Cf or Cv for Comprossion 1.150 Fb-Tension 900 psi Fv 180 psi lx 10.7191104 Cf or Cv for Tension 1.50 Fb-Compr 900 psi Ft 575 psi N 7.875 inA4 Cm:Wet Use Factor 1.0 Fc-Pril 1350 psi Density 32.21 pcf Ct:Temperature Factor 1.0 Fc-Perp 625 psi Cku:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending Y-Y Bending Axial Kt:Butup ookxhxrs 1.0 NDS 15.3 2 Basic 1600 1600 1600 ksi Use Cr•Repetitive? No Fon-rh'n only) Minimum 580 580 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fuly braced against g along X-X Axis Y Y(depth)axis: Fly braced against budding along Y Y Axis Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:21.138 lbs*Dead Load Factor AXIAL LOADS... New Beam:Axial Load at 9.0 ft,D=0.90,S=1.50 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.1485:1 Maximum SERVICE Lateral Load Raactlons.. Load Combination +0+5+1 Top along YY 0.0 k Botom along Y Y 0.0 k Governing NOS Forurala Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Locaton 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 It above base Applied Axial 2.421 k for load combination:n/a AppliedMx 0.0 k-ft 0.0 k-R Meg X-X 0.0 in at 0.0 R above base Fc Movable 1,552.50 psi for bad combkation:n/a Other Factors used to calculate storable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Balm Gmention Id2 obn Load Combination +0.60D+0.70E+0.60H Cf or Cv:Size based factors 1.500 1.150 Location of max.above base 9.0 ft Applied Design Shear 0.0 psi Alloy Sheer 180.0 psi Load Combination Results $axinlum Axial+Bending Stress Ratios Maldnu m Shear Rates Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location 1.000 1.000 0.05651 PASS 0.Oft 0.0 PASS 9.0 ft + 1.000 1.000 0.05651 PASS 0.0 ft 0.0 PASS 9.0 ft 41• +}{ 1.000 1.000 0.05651 PASS 0.0 ft 0.0 PASS 9.0ft 404641 1.000 1.000 0.1485 PASS 0.0ft 0.0 PASS 9.0 ft +040 750Lt+0 750.+}1 1.000 1.000 0.05651 PASS 0.0 ft 0.0 PASS 9.0 ft +0+0 750L+0 7 1.000 1.000 0.1255 PASS 0.0 ft 0.0 PASS 9.0 ft +0+060W4H 1.000 1.000 0.05651 PASS 0.0 ft 0.0 PASS 9.0 ft +0+070E+H 1.000 1.000 0.05651 PASS 0.0 ft 0.0 PASS 9.0t +0+0 750Lr40 750E+0.450W+11 1.000 1.000 0.05651 PASS 0.0 ft 0.0 PASS 9.0 ft +0+0.750L90.750S+0.450W+il 1.000 1.000 0.1255 PASS 0.01 0.0 PASS 9.01 +0+050L+0.T50S+H525t1E+H 1.000 1.000 1.000 1.000 0.0.1255 03390 PASS 0.0 ft 0.0 PASS 9.0 ft +0.600+0.60W1+0.60F1 Project Title: Protect 10: LYVER ENGINEERING AND DESIGN 7950 SE 106th,Portland,Oregon 97266 .. Pn.503.705.5283 Fox 503482.7449 TroyLtLyverFAD.con vmn.Lyver-EAD.com Printed;30 APR 2015,3:18P0.9 Re=0UsersIL AD-193ropboALEADFh112015Jo-1uS137-1.f06N5-137-1.EC6 Wood Column ENERCALC.INC.1963-2015,Bund:&15.1.19,Ver6.15.1.19 Lic.#: KW-06009286 Licensee: Lyver Engineering and Design,IIc Damon: Wood Posts for New Beam Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C 0 C P Stress Ratio Status Location Stress Ratio Status Location +0.600+0.70E+0.60H 1.000 1.000 0.03390 PASS 0.0ft 0.0 PASS 9.0ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination la Base 0 Top 0 Base 0 Top 0 Base 40+H k k 0.921 k +D+L*H k k 0.921 k +D+Lr+H k k 0.921 k +D+S+H k k 2.421 k +0+0.7501r+0.750L#1 k k 0.921 k +0+0.750L+0.750S+H k 2.046 k 4040.60W+H k k 0.921 k +0+0.70E+Hk k 0.921 k +0+0.750Lr+0.750L+0.450W+4-1 k k 0.921 k +D+0.750L40.7505+0.450W41 k k 2.046 k +D40.750L+0.750E+0.5250E+41 k k 2.046 k +0.60D+0.60W+0.60Hk k 0.553 k 40.600.0.70E+0.60H k k 0.553 k D Only k k 0.921 k Lr Only k k k L Only k k k SOnly k k 1.500k WOnly k k k E Only k k k H Only k k k Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y Y Deflection Distance 4041 0.0000 in 0.000 ft 0.000 in 0.000 ft +041.+111 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+t1 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+4 0.0000 in 0.000 ft 0.000 in 0.000 ft 4040.7501r40.750L+1 0.0000 in 0.000 ft 0.000 In 0.000 ft +040.750L40.750S4H 0.0000 In 0.000 ft 0.000 in 0.000 ft 4D40,60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft 4D40.70E+H 0.0000 In 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft 4D+0.750L+0.750S+0.450W'H 0.0000 in 0.000 ft 0.000 in , 0.000 ft +040.750L+0.750S40.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft 40.600+0.60W+0.60H 0.0000 In 0.000 ft 0.000 in 0.000 ft 40.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 In 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 In 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 In 0.000 ft E Only 0.0000 In 0.000 ft 0.000 in 0.000 ft H Only 0.0000 In 0.000 ft 0.000 kl 0.000 ft E r. Protect ID: LYVER ENGINEERING AND DESIGN °�` ' Illa 7950 SE 106th.Portland.Oregon 97266 Ph:503705.5283 Fa 503.482.7449 Troyl@Lyver•EAD.com EAD.com amvtProject Tide:lyver•E 0 com Printed:30 APR 2015,3:18PM Fie■OµsenALEAD.flpmpboxtEADFh112015J0-1115.137.1 R0B115-137-1EC6 Wood Column ENERCALG INC.1983-2015,BuMd:6.15.1.19,Ver.&15,1.19 Lic.#:KW-06009286 Licensee: Lyver Engineering and Design,Ilc Description: Wood Posts for New Beam Sketches 2.40kY z.� -' --'---.. �,, k it ---- Si '1..;:',';'ik.::".11(44igir; X Ili 4C 1 0i of u 'x n �!� 1 11 — — — sem Loads are total entered value.Arrows do not reflect absolute direction. R, CT 1`tsktO PRO a i I Ilk kl!pt 0 A, EPP 1111.411a. I / \\\ D. L I , NNW Now EXPIRES: 12-31-16 Dem iir Io JI \\K./ \\11\12,41. \ \ //> 0 '1 J 4XT PSTj _ / Veiled Xfr BRNG IN WALL Ive.. s,/21n. f Ilseur ' I .«a Second Floor Plan . CT • <(.1- PRO .. SArt Ai IC:P 410 i-D. L" EXPIRES: 12-31-16 02 Pitch 411 3 .5X9X8 24F V-4 0#5` Open Awa 13-8 3or NN 7:6'R3e0 "'----...,....,,..„._,.....,......,„.. 218 neer 3o:ls V-11- \ Family Room N tkdro.1 Master BathHanN.I H yill-1li X I i Cross Section A-A 1 i A LB r.....3.5)„..z..„... ...,V-4 li �_ 13070 SW Stit Ave Togot U111=1900 R2015/34 NORTE t 03 C C) m co.2 rri -- < > +=70 m OD:DO crt 00 0 z John Roberts Residence Confirmation of Second Floor 15070 sw 96th Ave,Tigard, Oregon TITLE Site Plan A SCALE 1/8".1l-0" I REV Project:15070 sw 96th Se856i$VUp�iXr13.0 1/281201511:25:21 AM page Location:Second Floor Joists 1-Q Floor Joist of [2009 International Bui 1.5iNx7.25INx 12.25 FT 16 0.C. #2-Douglas-Fir-Larch Section Adequate By: Controlling Factor Mo DEFLECTIONS Center Live Load 0.22 IN U658 Dead Load 0.06 in Total Load 0.28 IN L/527 —12.25 ft—.- Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 —_ REACTIONS A Live Load 327 lb 327 lb Dead Load 82 lb 82 lb JOIST LOADING Total Load 408 lb 408 lb Uniform Floor Loading Center Bearing Length 0.44 in 0,44 in Live Load LL= 40 psf Dead Load DL= 10 psf BEAM DATA Center Total Load TL= 50 psf Span Length 12,25 ft TL Adj.For Joist Spacing wT= 66.7 plf Unbraced Length-Top 0 ft Unbraced Length-Bottom 0 ft Floor sheathing applied to top of joists-top of joists fully braced. Sheathing/sheetrock applied to bottom of joists-bottom of joists fully braced. Floor Duration Factor 1.00 MATERIAL PROPERTIES #2-Douglas-Fir-Larch(North) Base Values Adiusted Bending Stress: Fb= 850 psi Fb'= 1173 psi Cd=1.00 CF=1.20 Cr=1.15 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min.Mod.of Elasticity: E min= 580 ksi E_min'= 580 ksi Comp.-L to Grain: Fe-l,= 625 psi Fc- = 625 psi Controlling Moment: 1251 ft-lb 6.12 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 376 lb At a distance d from left support of span 2(Center Span) Created by combining all dead toads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 12.79 in3 13.14 in3 Area(Shear): 3.13 in2 10.88 in2 Moment of Inertia(deflection): 55.14 in4 75.62 in4 Moment 1251 ft-lb 1284 ft-lb Shear: 376 lb 1305 lb Decking Information Plywood Thickness: T= 3/4 in Plywood Is Glued: Moment of Inertia Calculations For Glued Floor: Joist Area: A-joist= 10.88 IN2 Plywood Area: A-ply= 2.08 1N2 Section Centroid: C= 4 IN ABOVE BASE Moment of Inertia(deflection): I-comb= 76 ►N4 NOTES t Page Project:15070 s 96th SGVAD relaid A tl 4128/2015 11:221 AM I Location:Beam at Family Room v Roof Beam [2009 international Bui 3.5 IN x 9.0 IN x 10.0 FT 24F-V4-Visually Grad Section Adequate By: Controlling Factor.Mo DEFLECTIONS Center Live Load 0,15 IN U817 Dead Load 0.10 in Total Load 0.25 IN L1481 Live Load Deflection Criteria:L1240 Total Load Deflection Criteria:LI180 A B REACTIONS A Live Load 1250 lb 1250 lb Dead Load 873 lb 873 lb ROOF LOADING Total Load 2123 lb 2123 lb Side One: Bearing Length 0.93 in 0.93 in Roof Live Load: LL= 25 psf Roof Dead Load: DL= 15 psf BEAM DATA Tributary Width: TW= 7 ft Span Length 10 ft Side Two: Unbraced Length-Top 0 ft Roof Live Load: LL= 25 psf Unbraced Length-Bottom 0 ft Roof Dead Load: DL= 15 psf Roof Pitch 6 :12 Tributary Width: TW= 3 ft Roof Duration Factor 1.15 Wall Load: WALL= 0 pif MATERIAL PROPERTIES SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 24F-V4-Visually Graded Western Species Adjusted Beam Length: Ladj= 10 ft Base Values Adjusted Beam Self Weight: BSW= 7 Of Bending Stress: Fb= 2400 psi Controlled by: Beam Uniform Live Load: wL= 250 plf Fb_cmpr= 1850 psi Fb'= 2760 psi Beam Uniform Dead Load: wD_adj= 175 plf Cd=1.15 Total Uniform Load: wT= 425 pif Shear Stress: Fv= 265 psi Fv'= 305 psi Cd=1.15 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min.Mod.of Elasticity: E_min= 930 ksi E_min`= 930 ksi Comp. L-to Grain: Fc = 650 psi Fc-1'= 650 psi Controlling Moment: 5307 ft-lb 5.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -1825 lb At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus_ 23.07 in3 47.25 in3 Area(Shear): 8.99 in2 31.5 in2 Moment of Inertia(deflection): 79.59 in4 212.63 in4 Moment: 5307 ft-lb 10868 ft-lb Shear: -1825 lb 6400 lb NOTES owe Project: 15070.sw 96th sir8Marti1913:i) 1/28/201511:2521 AM Location'Roof Rafters l Roof Rafter [2009 International Bui 1.5 INx9.25INx16.0 FT(14+2)@24O.C. #2-Douglas-Fir-Larch Section Adequate By: Controlling Factor:Mo DEFLECTIONS Center Right Live Load 0,34 IN U550 0.01 IN 2L/3806 Dead Load 0.22 in 0.00 in : Total Load 0.56 IN U336 0.00 IN 2L/Infinity 1 _ �14 n._ _ 2 n Live Load Deflection Criteria:L1240 Total Load Deflection Criteria:L/180 A B RAFTER REACTIONS LOADS REACTIONS Upper Live Load©A 175 plf 350 lb RAFTER LOADING Upper Dead Load @ A 115 plf 230 lb Uniform Roof Loading Upper Total Load @ A 290 plf 580 lb Roof Live Load: LL= 25 psf Lower Live Load @ B 229 plf 457 lb Roof Dead Load: DL= 15 psf Lower Dead Load @ B 153 plf 307 lb Slope Adjusted Spans And Loads Lower Total Load @ B 382 plf 764 lb Interior Span: L-adj= 15.65 ft Eave Span: L-Eave-adj= 2.24 ft RAFTER SUPPORT DATA Rafter Live Load: wL-adj= 40 plf A Eave Live Load: wL-Eave-adj= 40 pif Bearing Length 0.62 in 0.81 in Rafter Dead Load: wD-adj= 27 plf RAFTER DATA Interior Eave Rafter Total Load: wT-adj= 67 plf Span Length 14 ft 2 ft Eave Total Load: wT-Eave-adj= 67 pit Rafter Pitch 6 :12 Roof sheathing applied to top of joists-top of rafters fully braced. Sheathingfsheetrock applied to bottom of joists-bottom of rafters fully braced. Roof Duration Factor 1.15 Peak Notch Depth 0.00 Base Notch Depth 0.00 MATERIAL PROPERTIES #2-Douglas-Fir-Larch(North) Base Values Adjusted Bending Stress: Fb= 850 psi Fb'= 1237 psi Cd=1.15 CF=1.10 Cr=1.15 Shear Stress: Fv= 180 psi Fv'= 207 psi Cd=1.15 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min_Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.-1-to Grain: Fc- L= 625 psi Fc--= 625 psi Controlling Moment 2013 ft-lb 7.003 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on spans)2 Controlling Shear: -492 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2,3 Comparisons with required sections: Read Provided Section Modulus: 19.54 in3 21.39 in3 Area(Shear): 3.56 in2 13.88 int Moment of Inertia(deflection): 52.99 in4 98.93 in4 Moment: 2013 ft-lb 2204 ft-lb Shear -492 lb 1915 lb NOTES