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Specifications /,-ISr7ozac -0E/6 V4 1/40- OFFICE /40- OFFI E CCPY STRUCTURAL CALCULATIONS. OCTOBER 12T", 2016D OCT 18 2016 CITY OF TIGARD RETAINING WALL BUILDING DIVISION HUNEKE RESIDENCE 12797 SW DA VINCI LANE TIGARD OR 97223 PREPARED FOR NEIL KELLY COMPANY 804 N ALBERTA STREET PORTLAND, OR i `y t N , /o w 6. !°- o`,OREGON y w ,q),�! 11 (<i�' 0. CO*N nP , , L Project Name: Project No.(if applicable) , • HUNEKE RESIDENCE Consulting Structural Engineering Project Location: Date: 1111 Ryan Court PORTLAND, OR 10/12/2016 West Linn,OR 97068 t: 503- 87-0536 Client Name: Page: f: 503-7844-0074 NEIL KELLY COMPANY 1 of 22 e:brad@connellystructural.com Project 1 Job Ref. Connelly Structural, LLC Huneke Retaining Wall DL Only 1111 Ryan Court Section Sheet no./rev. West Linn,OR 97068 1 Calc.by Date Chk'd by Date App'd by Date B 8/24/2016 RETAINING WALL ANALYSIS In accordance with International Building Code 2012 Tedds calculation version 2.6.08 Retaining wall details Stem type Cantilever Stem height hstem=7.667 ft Stem thickness tstem=8 in Angle to rear face of stem a=90 deg Stem density stem=150 pcf Toe length hoc=3.833 ft Base thickness tbase=12 in Base density '`(base=150 pcf Height of retained soil hret=7.333 ft Angle of soil surface 13=0 deg Depth of cover dcover=0.333 ft Retained soil properties Soil type Medium dense well graded sand Moist density ymr=115 pcf Saturated density '(Sr=130 pcf Effective angle of internal resistance $r=30 deg Effective wall friction angle Sr=0 deg Base soil properties Soil type Medium dense well graded sand Soil density yb=115 pcf Cohesion cb=0 psf Effective angle of internal resistance (1)b=30 deg Effective wall friction angle Sb=15 deg Effective base friction angle Sbb=30 deg Allowable bearing pressure Pbearing=2000 psf Seismic details Horizontal seismic acceleration factor Kn=0.2 Vertical seismic acceleration factor K5=0 Seismic acceleration angle 0=atan(Kn/(1 -K5))= 11.31 deg Loading details Live surcharge load Surcharge_=40 psf Vertical line load at 4.499 ft Poi =924 plf 3 of 22 Project Job Ref. Connelly Structural, LLC Huneke Retaining Wall DL Only 1111 Ryan Court Section Sheet no./rev. West Linn,OR 97068 2 Calc.by Date Chk'd by Date App'd by Date B 8/24/2016 .......................................45.988-......................................y T T 73 paf n F m ProP 1111 .._ =346 psf 1830 pat — 0 PO h4'6' ►I General arrangement Calculate retaining wall geometry Base length [base=[toe+tstem=4.5 ft Moist soil height hmoist=hsod=7.667 ft -Distance to horizontal seismic component Xseismic_h=0.6 x(hsod+hbase)=5.2 ft Length of surcharge load Isar='heel=0 ft -Distance to vertical component Xsur v=lbase-Irked/2=4.5 ft Effective height of wall hell=hbase+dcover+hret=8.667 ft -Distance to horizontal component Xsur h=heft/2=4.333 ft Area of wall stem Astern=hstem X tstem=5.111 ft2 -Distance to vertical component Xstem=!toe+tstem/2=4.167 ft Area of wall base Abase=Ibase X tbase=4.5 ft2 -Distance to vertical component xbase=Ibase/2=2.25 ft Area of base soil Apass=dcover X!toe=1.278 ft2 -Distance to vertical component Xpass_v=Ibase-(drover X ItoeX(Ibase-'toe/2))/Apass=1.917 ft -Distance to horizontal component xpass_h=(dcover+hbase)/3=0.444 ft Area of excavated base soil Aexc=hpass X'toe= 1.278 ft2 -Distance to vertical component Xexc_v=Ibase-(hpass X ItoeX(Ibase-'toe/2))/Aexc=1.917 ft -Distance to horizontal component xexc_h= (hpass+hbase)/3=0.444 ft 4 of 22 Project Job Ref. Connelly Structural, LLC Huneke Retaining Wall DL Only 1111 Ryan Court Section Sheet no./rev. West Linn,OR 97068 3 Calc.by Date Chk'd by Date App'd by Date B 8/24/2016 Using Coulomb theory Active pressure coefficient KA=sin(a+4)2/(sin(a)2 x sin(a-Sr)x[1 +'I[sin(tr+Sr)x sin(4r-(3)/ (sin(a-Sr)x sin(a+ [3))]]2)=0.333 Passive pressure coefficient Kp=sin(90-4)2/(sin(90+Se)x[1 -'1[sin(4b+Ob)x sin(4b)/(sin(90+ &))]]2)=4.977 Using Mononobe-Okabe theory Active dynamic pressure coefficient KAE=sin(a+0-02/(cos(0)x sin(a)2 x sin(a+0+Sr)x[1 +'/(max((sin(QAr +Sr)x sin*-0-(3)/(sin(a+Sr+0)x sin(a-(3))),0))]2)=0.473 Passive dynamic pressure coefficient KPE=sin(90-0+4)b)2/(cos(0)x sin(90+0+&)x[1 +'J(max(sin(eb+&)x sin(eb-0)/(sin(90+Sb+0)),0))]2)=0.452 From IBC 2012 c1.1807.2.3 Safety factor Load combination 1 1.0 x Dead+ 1.0 x Live+ 1.0 x Lateral earth Overturning check Vertical forces on wall Wall stem Fstem=Astern x'(stem=767 plf Wall base Fbase=Abase x'(base=675 plf Line loads FP_v=Po, =924 plf Base soil Fexc_v=Aexc x yb= 147 plf Total Ftotaty=Fstem+Fbase+Fexc_v+FP_v=2513 plf Horizontal forces on wall Surcharge load Fsurh= KA x Surcharge' x has=116 plf Moist retained soil Fmoist_h=KA X ymr X hett2/2= 1440 plf Base soil Fexc h=-Kp x cos(&)x yb x(hpass+hbase)2/2=-491 plf Total Ftotai_h= Fmoist h+ Fexc_h+ Fsur h=1064 plf Overturning moments on wall Surcharge load Msur OT= Fsur h X xsur h=501 lb_ft/ft Moist retained soil Mmoist OT=Fmoist h X xmoist h=4159 lb_ft/ft Total Mtotai oT=Mmoist OT+Msur or=4660 lb_ft/ft Restoring moments on wall Wall stem Mstem_R=Fstem X Xstem=3194 lb_ft/ft Wall base Mbase_R= Fbase X Xbase= 1519 lb_ft/ft Line loads MP_R=abs(Poi)x p1 =4157 lb_ft/ft Base soil Mexc R=Fe=v x xexc v=282 lb_ft/ft Total Mtotat_R=Mstem_R+ Mbase_R+Mexc_R+ MP_R=9152 lb_ft/ft Check stability against overturning Factor of safety FoSot= Mtotai R/Mtotai oT= 1.964 > 1.5 PASS-Factor of safety against overturning is adequate Bearing pressure check Vertical forces on wall Wall stem Fstem=Astern x'(stem=767 plf Wall base Fbase=Abase X ybase=675 plf 5 of 22 (` ' Project Job Ref. Connelly Structural, LLC Huneke Retaining Wall DL Only 1111 Ryan Court Section Sheet no./rev. West Linn,OR 97068 4 Calc.by Date Chk'd by Date App'd by 1 Date B 8/24/2016 Line loads FP_v= Poi =924 plf Base soil Fpass_v=Apass x yb=147 plf Total Ftotai_v= Fstem+Fbase+Fpass_v+ FP_v=2513 plf Horizontal forces on wall Surcharge load Fsur_h=KA x Surcharge'.x herr=116 plf Moist retained soil Fmoist_h= KA X ymr X heti /2= 1440 plf Base soil Fpass_h=-KP X cos(&)x yb x(dower+hbase)2/2=-491 plf Total Ftotal_h= Fmoist h+ Fpass_h+ Fsur n=1064 plf Moments on wall Wall stem Mstem= Fstem X Xstem=3194 lb_ft/ft Wall base Mbase= Fbase X Xbase= 1519 Ib_ft/ft Surcharge load Msur=-Fsur h X Xsur n=-501 lb_ft/ft Line loads Mp=Poi x pi =4157 lb_ft/ft Moist retained soil Mmoist=-Fmoist h X xmoist n=-4159 lb_ft/ft Base soil Mpass=Fpass_v X Xpass_v=282 lb_ft/ft Total Mtotai= Mstem+Mbase+Mmoist+Mpass+Msur+Mp=4492 lb_ft/ft Check bearing pressure Propping force Fprop_base=Ftotai_h=1064 plf Distance to reaction x=Mtotal/Ftotai v=1.788 ft Eccentricity of reaction e= x-Ibase/2=-0.462 ft Loaded length of base hoed=Ibase=4.5 ft Bearing pressure at toe gtoe=Ftotai_v/Ibase X(1 -6 x e/Ibase)=902 psf Bearing pressure at heel ghee!=Ftotai v/Ibase X(1 +6 X e/Ibase)=214 psf Factor of safety FoSbp= Pbearing/maX(gtoe,ghee!)=2.216 PASS-Allowable bearing pressure exceeds maximum applied bearing pressure From IBC 2012 cI.1807.2.3 Safety factor Load combination 2 1.0 x Dead+ 1.0 x Live+0.7 x Earthquake+ 1.0 x Lateral earth Overturning check Vertical forces on wall Wall stem Fstem=Astern X ystem=767 plf Wall base Fbase=Abase X ybase=675 plf Line loads Fp_v=Poi =924 plf Base soil Fexc v=Aexc x yb= 147 plf Total Ftotai_v=Fstem+ Fbase+Fexc_v+FP_v=2513 plf Horizontal forces on wall Surcharge load Fsur_h= KA x Surcharges.x heti=116 plf Moist retained soil Fmoist_h= KA X ymr X heft2/2= 1440 plf Base soil Fexc_h=-KPE x cos(&)x Yb x(hpass+ hbase)2/2=-45 plf Seismic Fseismic_h=0.7 x(KAE-KA)x ymr x(hsoii+hbase)2/2=423 plf Total Ftotai_h= Fmoist_h+ Fexc_h+ Fseismio_h+ Fsur_h=1934 plf 6 of 22 Project Job Ref. Connelly Structural, LLC Huneke Retaining Wall DL Only 1111 Ryan Court Section Sheet no./rev. West Linn,OR 97068 5 Calc.by Date Chk'd by Date App'd by Date B 8/24/2016 Overturning moments on wall Surcharge load Msur OT= Fsur h X Xsur h=501 lb_ft/ft • Moist retained soil Mmoist OT= Fmoist h x Xmoist h=4159 lb_ft/ft Seismic Mseismic_oT=Fseismic_h X Xseismic_h=2200 Ib ft/ft Total Mtotat_oT=Mmoist_OT+Mseismic OT+ Msur OT=6859 lb_ft/ft Restoring moments on wall Wall stem Mstem_R=Fstem X Xstem=3194 lb_ft/ft Wall base Mbase_R=Fbase X Xbase=1519 lb_ft/ft Line loads MP_R=abs(Poi)x pi =4157 lb_ft/ft Base soil Mexc_R=Fexc_v X Xexc_v=282 lb_ft/ft Total Motet.?=Mstem_R+Mbase_R+Mexc_R+MPR=9152 lb_ft/ft Check stability against overturning Factor of safety FoSot=Mtotat_R/Mtotat_oT= 1.334 > 1.1 PASS-Factor of safety against overturning is adequate Bearing pressure check Vertical forces on wall Wall stem Fstem=Astern X'(stem=767 plf Wall base Fbase=Abase x'ybase=675 plf Line loads Fp v=Poi =924 plf Base soilFp 71)=147 plf pass v=Aass X Total Ftotat_v=Fstem+Fbase+Fpass_v+FP_v=2513 plf Horizontal forces on wall Surcharge load Fsur h=KA x Surcharge,.x heir=116 plf Moist retained soil Fmoist h=KA X(mr x hertz/2= 1440 plf Base soil Fpass_h=-Kp x Cos(&)x yb x(dower+hbase)2/2=-491 plf Seismic Fseismic h=0.7 x(KAE-KA)x'(mr x(hsoii+hbase)2/2=423 plf Total Ftotal_h= Fmoist h+ Fpass_h+ Fseismic h+Fsur h=1487 plf Moments on wall • Wall stem Mstem=Fstem x Xstem=3194 lb_ft/ft Wall base Mbase=Fbase X Xbase=1519 lb_ft/ft Surcharge load Msur=-Fsur h X Xsur h=-501 lb_ft/ft Line loads MP=Po1 x pi =4157 lb_ft/ft Moist retained soil Mmoist=-Fmoist h X)(moist h=-4159 lb_ft/ft Base soil Mpass=Fpass v X Xpass_v=282 lb_ft/ft Seismic Mseismic=-Fseismic_h X Xseismic_h=-2200 lb_ft/ft Total Metal= Mstem+Mbase+Mmoist+Mseismic+Mpass+Msur+MP=2292 lb_ft/ft Check bearing pressure Propping force Fprop_base=Ftotat_h=1487 plf Distance to reaction X=Mtotei/Ft Ltd v=0.912 ft Eccentricity of reaction e= X-Ibase/2=-1.338 ft Loaded length of base 'bad=3 X x=2.737 ft 7 of 22 Project 1 Job Ref. Connelly Structural, LLC Huneke Retaining Wall DL Only 1111 Ryan Court Section Sheet no./rev. West Linn,OR 97068 6 Caic.by Date Chk'd by Date App'd by Date B 8/24/2016 Bearing pressure at toe qtoe=2 x Ftotal_v/!load= 1836 psf Bearing pressure at heel ghee,=0 psf Factor of safety FoSbp=Pbeariog/max(gtoe,gneel)=1.089 PASS-Allowable bearing pressure exceeds maximum applied bearing pressure RETAINING WALL DESIGN In accordance with ACI 318-11 Tedds calculation version 2.6.08 Concrete details Compressive strength of concrete fo=2500 psi Concrete type Normal weight Reinforcement details Yield strength of reinforcement fy=60000 psi Modulus of elasticity or reinforcement E5=29000000 psi Cover to reinforcement Front face of stem cst=1.5 in Rear face of stem C r=2 in Top face of base cbt=1.5in Bottom face of base cbb=3 in From IBC 2012 cI.1605.2.1 Basic load combinations Load combination no.1 1.4 x Dead Load combination no.2 1.2 x Dead+ 1.6 x Live+ 1.6 x Lateral earth Load combination no.3 1.2 x Dead+ 1.0 x Earthquake+ 1.0 x Live+ 1.6 x Lateral earth Load combination no.4 0.9 x Dead+ 1.0 x Earthquake+ 1.6 x Lateral earth t.oaeng details-Combination No.3-IWO Shear force-Con engion No.3-Wheat Sendo ff moment-cc.inaion No.3-klps tVf ar 3 , 7 i 2.9 YS 2 -2 5 76 92 8 of 22 Project Job Ref. Connelly Structural, LLC Huneke Retaining Wall DL Only 1111 Ryan Court Section Sheet no./rev. West Linn,OR 97068 7 Calc.by - Date Chk'd by !Date App'd by Date B 8/24/2016 Loading details-Combination No.4-kips/ft' Shear fore-Combination No.4-kips/ft Bending moment-Combination No.4-kips,fVtt 2 7 as Check stem design at base of stem Depth of section h=8 in Rectangular section in flexure-Chapter 10 Design bending moment combination 3 M=7552 lb_ft/ft Depth of tension reinforcement d=h-csr-(l)sr/2=5.625 in Compression reinforcement provided None Area of compression reinforcement provided Ast.prov=0 in2/ft Tension reinforcement provided No.6 bars @ 12"c/c Area of tension reinforcement provided Asr.prov=It X 4:Isr2/(4 X Ssr)=0.442 int/ft Maximum reinforcement spacing-c1.14.3.5 smax=min(18 in, 3 x h)= 18 in PASS-Reinforcement is adequately spaced Depth of compression block a=Asr.prov X fy/(0.85 X fc)=1.039 in Neutral axis factor-c1.10.2.7.3 (31 =min(max(0.85-0.05 x(cc-4 ksi)/1 ksi,0.65),0.85)=0.85 Depth to neutral axis c=a/(31 =1.223 in Strain in reinforcement et=0.003 x(d-c)/c=0.010799 Section is in the tension controlled zone Strength reduction factor =min(max(0.65+(Et-0.002)x(250/3),0.65),0.9)=0.9 Nominal flexural strength Mn=Asr.prov X fy X(d-a/2)=11277 lb_ft/ft Design flexural strength 4Mn=$t X Mn=10149 lb_ft/ft M/4Mn=0.744 PASS-Design flexural strength exceeds factored bending moment By iteration, reinforcement required by analysis Asr.des=0.32 in2/ft Minimum area of reinforcement-exp.10-3 Asr.min=max(3 x V(fc x 1 psi), 200 psi)x d/fy=0.225 in2/ft PASS-Area of reinforcement provided is greater than minimum area of reinforcement required Rectangular section in shear-Chapter 11 Design shear force V=2476 lb/ft Concrete modification factor-c1.8.6.1 = 1 Nominal concrete shear strength-exp.11-3 Vc=2 x a,x'(fc x 1 psi)x d =6750 Ib/ft 9 of 22 s Project Job Ref. 11 Connelly Structural, LLC Huneke Retaining Wall DL Only 1111 Ryan Court Section Sheet no./rev. West Linn,OR 97068 8 Calc.by Date Chk'd by Date App'd by Date B 8/24/2016 Strength reduction factor $s=0.75 Design concrete shear strength-c1.11.4.6.1 clVb_$s x Vc=5063 lb/ft V/4'Vc=0.489 PASS-No shear reinforcement is required Horizontal reinforcement parallel to face of stem Minimum area of reinforcement-c1.14.3.3 Asx.req=0.002 X tstem=0.192 in2/ft Transverse reinforcement provided No.4 bars @ 12"c/c Area of transverse reinforcement provided Asx.prov=7c X gtsx2/(4 x ss.)=0.196 in2/ft PASS-Area of reinforcement provided is greater than area of reinforcement required Check base design at toe Depth of section h=12 in Rectangular section in flexure-Chapter 10 Design bending moment combination 3 M=9213 lb_ft/ft Depth of tension reinforcement d=h-cbb-4'bb/2=8.625 in Compression reinforcement provided No.6 bars @ 12"c/c Area of compression reinforcement provided Abt.prov=n x 4bt2/(4 x She)=0.442 in2/ft Tension reinforcement provided No.6 bars @ 12"c/c Area of tension reinforcement provided Abb.prov=n X,I.,_b2/(4 X Sbb)=0.442 in2/ft Maximum reinforcement spacing-c1.10.5.4 smax=min(18 in,3 x h)=18 in PASS-Reinforcement is adequately spaced Depth of compression block a=Abb.prov x fy/(0.85 x f o)=1.039 in Neutral axis factor-c1.10.2.7.3 (31 =min(max(0.85-0.05 x(fc-4 ksi)/1 ksi,0.65),0.85)=0.85 Depth to neutral axis c=a/(31 =1.223 in Strain in reinforcement et=0.003 x(d-c)/c=0.018158 Section is in the tension controlled zone Strength reduction factor $t=min(max(0.65+(Et-0.002)x(250/3),0.65),0.9)=0.9 Nominal flexural strength Mn=Abb.prov x fy x(d-a/2)=17904 Ib_ft/ft Design flexural strength 4'Mn=4 x Mn=16114 lb_ft/ft M/(1)Mn=0.572 PASS-Design flexural strength exceeds factored bending moment • By iteration, reinforcement required by analysis Abb.des=0.246 in2/ft Minimum area of reinforcement-c1.7.12.2.1 Abb.min=0.0018 x h=0.259 in2/ft PASS-Area of reinforcement provided is greater than minimum area of reinforcement required Rectangular section in shear-Chapter 11 Design shear force V=2863 lb/ft Concrete modification factor-c1.8.6.1 =1 Nominal concrete shear strength-exp.11-3 Vo=2 x X x>t(fo x 1 psi)x d =10350 lb/ft Strength reduction factor 4s=0.75 Design concrete shear strength-c1.11.4.6.1 OV._$s x Vc=7763 lb/ft V/'Vo=0.369 PASS-No shear reinforcement is required 10 of 22 Project Job Ref. Connelly Structural, LLC Huneke Retaining Wall DL Only 1111 Ryan Court Section Sheet no./rev. West Linn,OR 97068 9 Calc.by Date Chk'd by Date App'd by Date B 8/24/2016 Check base design at toe Depth of section h=12 in Rectangular section in flexure-Chapter 10 Design bending moment combination 4 M=1245 lb_ft/ft Depth of tension reinforcement d=h-cbt-4bt/2=10.125 in Compression reinforcement provided No.6 bars @ 12"c/c Area of compression reinforcement provided Abb.prov=It X ttbb2/(4 x Sbb)=0.442 in2/ft Tension reinforcement provided No.6 bars @ 12"c/c Area of tension reinforcement provided Abt.prov=It x Obt2/(4 X Sbt)=0.442 in2/ft Maximum reinforcement spacing-c1.10.5.4 smax=min(18 in,3 x h)= 18 in PASS-Reinforcement is adequately spaced Depth of compression block a=Abt.prov X fy/(0.85 X fc)=1.039 in Neutral axis factor-c1.10.2.7.3 (i, =min(max(0.85-0.05 x(fc-4 ksi)/1 ksi,0.65),0.85)=0.85 Depth to neutral axis c=a/Q, =1.223 in Strain in reinforcement c =0.003 x(d-c)/c=0.021838 Section is in the tension controlled zone Strength reduction factor tlx=min(max(0.65+(Et-0.002)x(250/3),0.65),0.9)=0.9 Nominal flexural strength Mn=Abt.prov x fy x(d-a/2)=21217 lb_ft/ft Design flexural strength tpMn=Of X Mn=19096 Ib_ft/ft M/4Mn=0.065 PASS-Design flexural strength exceeds factored bending moment By iteration,reinforcement required by analysis Abt.des=0.027 in2/ft Minimum area of reinforcement-c1.7.12.2.1 Abtmin=0.0018 x h=0.259 in2/ft PASS-Area of reinforcement provided is greater than minimum area of reinforcement required Transverse reinforcement parallel to base Minimum area of reinforcement-c1.7.12.2.1 Abx.req=0.0018 X tbase=0.259 in2/ft Transverse reinforcement provided No.4 bars @ 12"c/c each face Area of transverse reinforcement provided Abx.prov=2 X It X t1)bx2/(4 X Sbx)=0.393 in2/ft PASS-Area of reinforcement provided is greater than area of reinforcement required 11 of 22 Project Job Ref. Connelly Structural, LLC Huneke Retaining Wall DL Only 1111 Ryan Court Section Sheet no./rev. West Linn,OR 97068 10 Calc.by Date Chk'd by Date App'd by Date B 8/24/2016 -el fa r honzo4bra 41)c1e2n dnot - I, II Ito(scot stem a 1 No.6 bars(#1rdc No.6 bars®12"ck '� 1.6' No.6 Dana 12'rk No.4 Om 6 IT do transverse reinkrcement n base Reinforcement details 12 of 22 Project Job Ref. Connelly Structural, LLC Huneke Retaining Wall Total Load 1111 Ryan Court Section Sheet no./rev. West Linn,OR 97068 1 Calc.by Date Chk'd by Date App'd by Date B 8/24/2016 RETAINING WALL ANALYSIS In accordance with International Building Code 2012 Tedds calculation version 2.6.08 Retaining wall details Stem type Cantilever Stem height hstem=7.667 ft Stem thickness tstem=8 in Angle to rear face of stem a=90 deg Stem density '(stem=150 pcf Toe length Itoc=3.833 ft Base thickness time= 12 in Base density 'base= 150 pcf Height of retained soil hret=7.333 ft Angle of soil surface R=0 deg Depth of cover drover=0.333 ft Retained soil properties Soil type Medium dense well graded sand Moist density ymr=115 pcf Saturated density '(sr=130 pcf Effective angle of internal resistance $r=30 deg Effective wall friction angle Sr=0 deg Base soli properties Soil type Medium dense well graded sand Soil density yb= 115 pcf Cohesion cb=0 psf Effective angle of internal resistance fit,=30 deg Effective wall friction angle Sb= 15 deg Effective base friction angle Sbb=30 deg Allowable bearing pressure Pbearing=2000 psf Seismic details Horizontal seismic acceleration factor Kb=0.2 Vertical seismic acceleration factor K„=0 Seismic acceleration angle 9=atan(Kb/(1 -K5))= 11.31 deg Loading details Live surcharge load Surcharges.=40 psf Vertical line load at 4.499 ft Pot =924 plf Pu =911 plf 13 of 22 Project Job Ref. Connelly Structural, LLC Huneke Retaining Wall Total Load 1111 Ryan Court Section Sheet no./rev. West Linn,OR 97068 2 Caic.by Date Chk'd by Date App'd by Date B 8/24/2016 I• ..... 3'10•......-.. ._..*.rid 1................._._______..4 5.988°..__._-_...................-sr. T T 13 pnf T ALS y� F. sis ../.. i prop► _ i. - 348 Psf 1180 psf 472 psf h4'6° II General arrangement Calculate retaining wall geometry Base length lbase='toe+tstem=4.5 ft Moist soil height hmoist=hoot=7.667 ft -Distance to horizontal seismic component xseismic_h=0.6 x(hsoii+hbase)=5.2 ft Length of surcharge load lsur=!heel=0 ft -Distance to vertical component Xsur_v=lbase-'heel/2=4.5 ft Effective height of wall hell=hbase+dcover+hret=8.667 ft -Distance to horizontal component xsur h=heff/2=4.333 ft Area of wall stem Astern=hstem X tstem=5.111 ft2 -Distance to vertical component Xstem= 'toe+tstem/2=4.167 ft Area of wall base Abase=Ibase X tbase=4.5 ft2 -Distance to vertical component Xbese=Ibase/2=2.25 ft Area of base soil Apass==doover X hoe=1.278 ft2 -Distance to vertical component xpass_v= Ibase-(dcover X ItoeX(lbase-'toe/2))/Apass=1.917 ft -Distance to horizontal component Xpass_h=(dcover+hbase)/3=0.444 ft Area of excavated base soil Aexc=hpass X'toe= 1.278 ft2 -Distance to vertical component xexc_v=Ibase-(hpass X ItoeX(Ibase-!toe/2))/Aexc=1.917 ft -Distance to horizontal component Xexc_h= (hpass+hbase)/3=0.444 ft 14 of 22 Project Job Ref. Connelly Structural, LLC Huneke Retaining Wall Total Load 1111 Ryan Court Section Sheet no./rev. West Linn,OR 97068 3 Calc.by Date Chk'd by Date App'd by Date B 8/24/2016 Using Coulomb theory Active pressure coefficient KA=sin(a+,i,_)2/(sin(a)2 x sin(a-Sr)X[1 +Asin(4r+Sr)X Sin(tpr-[3)/ (sin(a-Sr)x sin(a+R))]]2)=0.333 Passive pressure coefficient KP=sin(90- /(sin(90+Sb)x[1 -'1[sin(4b+oh)x sin(4 )/(sin(90+ 6b))]]2)=4.977 Using Mononobe-Okabe theory Active dynamic pressure coefficientKAE=sin(a+0-4)2/(cos(0)x sin(a)2 x sin(a+0+&)x[1 +-l(max((sin(Or +Sr)X sin(4r-0-R)/(sin(a+&+0)x sin(a-[3))),0))]2)=0.473 Passive dynamic pressure coefficient KPE=sin(90-0+4 b)2/(cos(0)x sin(90+0+St,)x[1 +'1(max(sin(q b+&)x sin(4b-0)/(sin(90W+Sb+0)),0))]2)=0.452 From IBC 2012 c1.1807.2.3 Safety factor Load combination 1 1.0 x Dead+ 1.0 x Live+ 1.0 x Lateral earth Overturning check Vertical forces on wall Wall stem Fstem=Astern X'(stem=767 plf Wall base Fbase=Abase x'(base=675 plf Line loads Fp_v=Poi +0 x Pu =924 plf Base soil Fexc v=As x yb= 147 plf Total Ftotat_v=Fstem+Fbase+Fe=v+Fp_v=2513 plf Horizontal forces on wall Surcharge load Four h=KA X Surchargei x hctt=116 plf Moist retained soil Fmoisth=KA x'mr X hett2/2= 1440 plf Base soil Fexo_b=-Kp x cos(&)x yb x(Naas+hbase)2/2=-491 plf Total Ftotath=Fmoist_h+ Fexc_h+Fsur h=1064 plf Overturning moments on wall Surcharge load Msur OT= Fsur h X)(sur h=501 lb_ft/ft Moist retained soil Mmoist OT=Fmotst h x)(moist h=4159 lb_ft/ft Total Mtotat_oT=MmoistOT+Msur OT=4660 lb_ft/ft Restoring moments on wall Wall stem Mstem_R=Fstem X Xstem=3194 lb_ft/ft Wall base Mbase_R=Fbase X Xbase=1519 lb_ft/ft Line loads MP_R= (abs(Po1 +0 x*PL1))x p1 =4157 lb_ft/ft Base soil Mexc_R=Fexc_v X xexc v=282 lb_ft/ft Total Mtotat_R=Mstem_R+Mbase_R+Mexc_R+MP_R=9152 lb_ft/ft Check stability against overturning Factor of safety FoSot= Mtotai_R/Mtotai_oT= 1.964 > 1.5 PASS-Factor of safety against overturning is adequate Bearing pressure check Vertical forces on wall Wall stem Fstem=Astern X'(stem=767 plf 15 of 22 I' • Project Job Ref. Connelly Structural, LLC Huneke Retaining Wall Total Load 1111 Ryan Court Section Sheet no./rev. West Linn,OR 97068 4 Calc.by Date Chk'd by Date App'd by Date B 8/24/2016 Wall base Fbase=Abase X'base=675 plf Line loads Fp_v=Poi + PL1 = 1835 plf Base soil Fpass_v=Apass x yb=147 plf Total Ftotai_v= Fstem+ Fbase+Fpass_v+Fp_v=3424 plf Horizontal forces on wall Surcharge load Fsur h= KA x SurchargeL x heft=116 plf Moist retained soil Fmoist_h=KA X ymr x heft2/2= 1440 plf Base soil Fpass_h=-Kp x cos(&)x yb x(dcover+hbase)2/2=-491 plf Total Ftotai_h=Fmoist_h+ Fpass_h+ Fsur h=1064 plf Moments on wall Wall stem Mstem= Fstem X Xstem=3194 lb_ft/ft Wall base Mbase= Fbase X Xbase=1519 lb_ft/ft Surcharge load Msur=-Fsur h X Xsur h=-501 lb_ft/ft Line loads MP=((PD1 +Pu))>c p1 =8256 lb_ft/ft Moist retained soil Mmoist=-Fmo;st h X Xmoist h=-4159 lb_ft/ft Base soil Mpass=Fposs_v x Xpass_a=282 lb_ft/ft Total Mtotai= Mstem+Mbase+Mmoist+Mpass+Msur+ MP=8591 lb_ft/ft Check bearing pressure Propping force Fprop_base=Ftotat h=1064 plf Distance to reaction x=Mtotai/Ftotai v=2.509 ft Eccentricity of reaction e= X-Ibase/2=0.259 ft Loaded length of base livaU=Ibase=4.5 ft Bearing pressure at toe qtoe=Ftotai_a/Ibase X(1 -6 x e/Ibase)=498 psf Bearing pressure at heel ghee'=Ftotai_v/Ibase X(1 +6 x e/Ibase)=1024 psf Factor of safety FOSbp=Pbearing/max(qtoe,ghee)=1.953 PASS-Allowable bearing pressure exceeds maximum applied bearing pressure From IBC 2012 c1.1807.2.3 Safety factor Load combination 2 1.0 x Dead+ 1.0 x Live+0.7 x Earthquake+ 1.0 x Lateral earth Overturning check Vertical forces on wall Wall stem Fstem=Astern x'stem=767 plf Wall base Fbase=Abase X'),ase=675 plf Line loads Fp_v=PD1 +0 x PL1 =924 plf Base soil Fexc v=Aexc x yb= 147 plf Total Ftotai_v=Fstem+ Fbase+Fexc v+Fp_v=2513 plf Horizontal forces on wall Surcharge load Fsur h=KA x SurchargeL x heti=116 plf Moist retained soil Fmoist_h= KA X ymr X hertz/2= 1440 plf Base soil Fexc_h=-KPE X COS(Sb)x yb x(hpass+ hbase)2/2=-45 plf Seismic Fseismic_h=0.7 x(KAE-KA)X ymr x(hsoii+hbase)2/2=423 plf Total Ftotai_h= Fmoist_h+ Fexc_h+ Fseismic_h+ Fsur h=1934 plf 16 of 22 Project Job Ref. Connelly Structural, LLC Huneke Retaining Wall Total Load 1111 Ryan Court Section Sheet no./rev. West Linn,OR 97068 5 Calc.by Date Chk'd by Date App'd by Date B 8/24/2016 Overturning moments on wall Surcharge load Msur or= Fsur_h X Xsur_h=501 lb_ft/ft Moist retained soil Mmoist_or= Fmoist h X Xmoist h=4159 lb_ft/ft Seismic Mseismic_OT=Fseismic_h X Xseismic_h=2200 lb_ft/ft Total Mtotal_OT=Mmoist_O1+Mseismic_OT+ Msur OT=6859 lb_ft/ft Restoring moments on wall Wall stem Mstem_R=Fstem X Xstem=3194 lb_ft/ft Wall base Mbase_R= Fbase X Xbase=1519 lb_ft/ft Line loads MP_R= (abs(Po1 +0 x Pu))x pi =4157 lb_ft/ft Base soil Mexc_R=Fexc_v X Xexc_v=282 lb_ft/ft Total Mtotal_R=Mstem_R+Mbase_R+MexcR+MP_R=9152 lb_ft/ft Check stability against overturning Factor of safety FoSot= Mtotai_R/Mtotal_OT= 1.334 > 1.1 PASS-Factor of safety against overturning is adequate Bearing pressure check Vertical forces on wall Wall stem Fstem=Astern X ystem=767 plf Wall base Fbase=Abase x ybase=675 plf Line loads FP_v= Poi + PL1 =1835 plf Base soil Fpass_v=Apass x yb= 147 plf Total Ftotai_v=Fstem+ Fbase+Fpass_v+FP_v=3424 plf Horizontal forces on wall Surcharge load Fsurh= KA x Surcharge_x hen=116 plf Moist retained soil Fmoist_h= KA X ymr x he /2= 1440 plf Base soil Fpass_h=-Kp x cos(&)x yb X(dcover+hbase)2/2=-491 plf Seismic Fseismic_h=0.7 X(KAE-KA)X ymr X(hsoil+hbase)2/2=423 plf Total Ftotal_h=Fmoist h+ Fpass_h+ Fseismic_h+Fsurh=1487 plf Moments on wall Wall stem Mstem= Fstem X Xstem=3194 lb_ft/ft Wall base Mbase= Fbase X Xbase= 1519 lb_ft/ft Surcharge load Msur=-Fsurh X Xsur_h=-501 lb_ft/ft Line loads Mp=((PD1 +Pu))x pi =8256 lb_ft/ft Moist retained soil Mmoist=-Fmoisth X Xmoist_h=-4159 lb_ft/ft Base soil Mpass= Fpass_v X Xpass_v=282 lb_ft/ft Seismic Mseismic=-Fseismic h X Xseismic_h=4200 lb_ft/ft Total Mtotai=Mstem+Mbase+Mmoist+Mseismic+ Mpass+ Msur+ Mp=6391 !bit/ft Check bearing pressure Propping force Fprop_base=Ftotath= 1487 plf Distance to reaction x=Mtotai/Ftotai v= 1.867 ft Eccentricity of reaction e= X-Ibase/2=-0.383 ft Loaded length of base hoad=Ibase=4.5 ft 17 of 22 Project Job Ref. Connelly Structural, LLC Huneke Retaining Wall Total Load 1111 Ryan Court Section Sheet no./rev. West Linn,OR 97068 6 Calc.by Date Chk'd by Date App'd by Date B 8/24/2016 Bearing pressure at toe gtoe= Ftotal_v/Ibase x(1 -6 x e/Ibase)= 1150 psf Bearing pressure at heel ghees= Ftotal_v/Ibase X(1 +6 x e/Ibase)=372 psf Factor of safety FoSbp=Pbeanng/max(gtoe,ghee)=1.74 PASS-Allowable bearing pressure exceeds maximum applied bearing pressure RETAINING WALL DESIGN In accordance with ACI 318-11 Tedds calculation version 2.6.08 Concrete details Compressive strength of concrete fo=2500 psi Concrete type Normal weight Reinforcement details Yield strength of reinforcement fy=60000 psi Modulus of elasticity or reinforcement Es=29000000 psi Cover to reinforcement Front face of stem csf=1.5 in Rear face of stem csr=2 in Top face of base cbt=1.5 in Bottom face of base cbb=3 in From IBC 2012 c1.1605.2.1 Basic load combinations Load combination no.1 1.4 x Dead Load combination no.2 1.2 x Dead+ 1.6 x Live+ 1.6 x Lateral earth Load combination no.3 1.2 x Dead+ 1.0 x Earthquake+ 1.0 x Live+ 1.6 x Lateral earth Load combination no.4 0.9 x Dead+ 1.0 x Earthquake+ 1.6 x Lateral earth Lowing details-Combination No.3-kipsIM1' Shear force-Ce,tnat n No.3-kipsM Bending moment-Combination No.3-kips_Wlt `f" i , [ ' d, 18 of 22 I. Project Job Ref. Connelly Structural, LLC Huneke Retaining Wall Total Load 1111 Ryan Court Section Sheet no./rev. West Linn,OR 97068 7 Calc.by Date Chk'd by Date App'd by I Date B 8/24/2016 Loafing details-Combination No.4 kips/ft2 Shear force-Combination No.4-kips/ft Bending moment-Combination No.4-kipn f/ft i I 77 j7€ $�y. -12 46. Check stem design at base of stem Depth of section h=8 in Rectangular section in flexure-Chapter 10 Design bending moment combination 3 M=7552 lb_ft/ft Depth of tension reinforcement d=h-Car-4sr/2=5.625 in Compression reinforcement provided None Area of compression reinforcement provided Ast.prov=0 in2/ft Tension reinforcement provided No.6 bars @ 12"c/c Area of tension reinforcement provided Asr.prov=x X cps.-2/(4 x Ssr)=0.442 in2/ft Maximum reinforcement spacing-c1.14.3.5 Smax=min(18 in, 3 x h)=18 in PASS-Reinforcement is adequately spaced Depth of compression block a=Asr.prov x fy/(0.85 x f'c)=1.039 in Neutral axis factor-c1.10.2.7.3 (31 =min(max(0.85-0.05 x(fc-4 ksi)/1 ksi,0.65),0.85)=0.85 Depth to neutral axis c=a/131 =1.223 in Strain in reinforcement et=0.003 x(d-c)/c=0.010799 Section is in the tension controlled zone Strength reduction factor $t=min(max(0.65+(et-0.002)x(250/3),0.65),0.9)=0.9 Nominal flexural strength Mn=Asr.prov x fy x(d-a/2)= 11277 lb_ft/ft Design flexural strength 4Mn=4t X Mn=10149 Ib_ft/ft M/(1)Mn=0.744 PASS-Design flexural strength exceeds factored bending moment By iteration, reinforcement required by analysis Asr.des=0.32 in2/ft Minimum area of reinforcement-exp.10-3 Asr.min=max(3 x I(fc x 1 psi),200 psi)x d/fy=0.225 in2/ft PASS-Area of reinforcement provided is greater than minimum area of reinforcement required Rectangular section in shear-Chapter 11 Design shear force V=2476 lb/ft Concrete modification factor-c1.8.6.1 X=1 Nominal concrete shear strength-exp.11-3 Vc=2 x X x 1j(fc x 1 psi)x d =6750 lb/ft 19 of 22 Project Job Ref. Connelly Structural, LLC Huneke Retaining Wall Total Load • 1111 Ryan Court Section Sheet no./rev. West Linn,OR 97068 8 Calc.by Date Chk'd by Date App'd by Date B 8/24/2016 Strength reduction factor $s=0.75 Design concrete shear strength-c1.11.4.6.1 4,Vc=$s x Vo=5063 lb/ft V/4)Vc=0.489 PASS-No shear reinforcement is required Horizontal reinforcement parallel to face of stem Minimum area of reinforcement-c1.14.3.3 Asx fee=0.002 X tstem=0.192 in2/ft Transverse reinforcement provided No.4 bars @ 12"c/c Area of transverse reinforcement provided Asx.prov=it X t sx2/(4 x ssx)=0.196 in2/ft PASS-Area of reinforcement provided is greater than area of reinforcement required Check base design at toe Depth of section h=12 in Rectangular section in flexure-Chapter 10 Design bending moment combination 3 M=8606 lb_ft/ft Depth of tension reinforcement d=h-cab-4bb/2=8.625 in Compression reinforcement provided No.6 bars @ 12"c/c Area of compression reinforcement provided Abtprov=it x A2/(4 x sat)=0.442 in2/ft Tension reinforcement provided No.6 bars @V'11 2"c/c Area of tension reinforcement providedAab.prov=n X ctbb2/(4 x Sbb)=0.442 in2/ft Maximum reinforcement spacing-c1.10.5.4 smax=min(18 in, 3 x h)= 18 in PASS-Reinforcement is adequately spaced Depth of compression block a=Abb.prov X fy/(0.85 x f'0)=1.039 in Neutral axis factor-c1.10.2.7.3 (3, =min(max(0.85-0.05 x(fc-4 ksi)/1 ksi,0.65),0.85)=0.85 Depth to neutral axis c=a/[31 =1.223 in Strain in reinforcement Et=0.003 x(d-c)/c=0.018158 Section is in the tension controlled zone Strength reduction factor $t=min(max(0.65+(Et-0.002)x(250/3),0.65),0.9)=0.9 Nominal flexural strength Mn=Abb.prov x fy x(d-a/2)=17904 lb_ft/ft Design flexural strength 1pMn=Or x Mn=16114 lb_ft/ft M/4Mn=0.534 PASS-Design flexural strength exceeds factored bending moment By iteration, reinforcement required by analysis Abb.des=0.229 in2/ft Minimum area of reinforcement-c1.7.12.2.1 Abb.min=0.0018 x h=0.259 in2/ft PASS-Area of reinforcement provided is greater than minimum area of reinforcement required Rectangular section in shear-Chapter 11 Design shear force V=3144 lb/ft Concrete modification factor-c1.8.6.1 =1 Nominal concrete shear strength-exp.11-3 Vo=2 x x'(fo x 1 psi)x d=10350 lb/ft Strength reduction factor cps=0.75 Design concrete shear strength-c1.11.4.6.1 4Vo=$s x Vc=7763 lb/ft V/4Vc=0.405 PASS-No shear reinforcement is required 20 of 22 Project Job Ref. Connelly Structural, LLC Huneke Retaining Wall Total Load 1111 Ryan Court Section Sheet no./rev. West Linn,OR 97068 9 Calc.by Date Chk'd by Date App'd by Date B 8/24/2016 Check base design at toe Depth of section h=12 in Rectangular section in flexure-Chapter 10 Design bending moment combination 4 M= 1245 lb_ft/ft Depth of tension reinforcement d=h-cbt-tbt/2= 10.125 in Compression reinforcement provided No.6 bars @ 12"c/c Area of compression reinforcement provided Abb.prov=n x cpbb2/(4 X sbb)=0.442 int/ft Tension reinforcement provided No.6 bars @ 12"c/c Area of tension reinforcement providedAbt.prov=It X tpbt2/(4 X Sbt)=0.442 int/ft Maximum reinforcement spacing-c1.10.5.4 Smax=min(18 in,3 x h)= 18 in PASS-Reinforcement is adequately spaced Depth of compression block a=Abt.pros x fy/(0.85 x fc)=1.039 in Neutral axis factor-c1.10.2.7.3 (3t=min(max(0.85-0.05 x(fc-4 ksi)/1 ksi,0.65),0.85)=0.85 Depth to neutral axis c=a/R1 =1.223 in Strain in reinforcement Et=0.003 x(d-c)/c=0.021838 Section is in the tension controlled zone Strength reduction factor =min(max(0.65 4-(Et-0.002)x(250/3),0.65),0.9)=0.9 Nominal flexural strength Mn=Abt.prov X fy X(d-a/2)=21217 lb_ft/ft Design flexural strength tM"_4t x Mn=19096 lb_ft/ft M/ =0.065 PASS-Design flexural strength exceeds factored bending moment By iteration, reinforcement required by analysis Abt.des=0.027 in2/ft Minimum area of reinforcement-c1.7.12.2.1 Abt.min=0.0018 x h=0.259 in2/ft PASS-Area of reinforcement provided is greater than minimum area of reinforcement required Transverse reinforcement parallel to base Minimum area of reinforcement-c1.7.12.2.1 Abx.req=0.0018 X tbase=0.259 in2/ft Transverse reinforcement provided No.4 bars @ 12"c/c each face Area of transverse reinforcement provided Abx.prov=2 X It X ttbx2/(4 x sbx)=0.393 in2/ft PASS-Area of reinforcement provided is greater than area of reinforcement required 21 of 22 1‘ Project Job Ref. Connelly Structural, LLC Huneke Retaining Wall Total Load s. ' 1111 Ryan Court Section Sheet no./rev. West Linn,OR 97068 10 Calc.by Date Chk'd by Date App'd by Date B 8/24/2016 *He 2" No.4 bans fg 12•do honzontel remforceme t parallelto face of Stem osi ii- fop NI alii MI No.6 bans @ 12'c/c No.8 bars epl2'dc 16` lAAii I T No.8 bars CI 12'do 7' Noansverse.4bge IS"dc trrNnfarcemeM in babe Reinforcement details 22 of 22 1 '-"IFORTE fR RFPORT Level,Floor:New Beam in Bath& Temporary PASSED 3 piece(s) 1 3/4" x 11 7/8" 1.9E Microllam® LVL Overall Length: 10'3" o o 'Ye,my § -s ,f ,3t s a k `� � n £' �, *1 � T"*� �, ha�4 t �,�c���� r '`�z,�l u�x 9.8" All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal. ® _ �as .: 5 i = System:floor Member Reaction(lbs) 3894 @ 2" 5020(2.25") Passed(78%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(lbs) 2981©1'3 3/8" 11845 Passed(25%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 9534 @ 5'1 1/2" 26772 Passed(36%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.105 @ 5'1 1/2" 0.248 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Deft.(in) 0.140 @ 5'1 1/2" 0.496 1 Passed(L/851) -- 1.0 D+1.0 L(AU Spans) •Deflection criteria:IL(L/480)and TL(L/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 10'1/2"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. 1- Stud wall-SPF 3.50" 2.25" 1.75" 983 2990 3973 1 1/4"Rim Board 2-Stud wall-SPF 3.50" 2.25" 1.75" 983 2990 3973 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. 1-Uniform(PSF) 0 to 10'3" 14'7" 12.0 40.0 Eggiliga 2-Uniform(PLF) 0 N/A 9.0 - 3-Uniform(PSF) 0 14'7" 12.0 40.0 4-Uniform(PLF) 0 N/A 8.0 - Bearing wall replacement No Roof Load 2 floors and 2 walls worst case salarb. Same beam for Temporary opening for Excavation. ���3�� �a"'d° i5� ��t+P..� �..�fi.��s+�.��� � I'�. n�-'� ,'� ��C�,�✓ §`� r �: � :- r,a �_ . _...:�.�z.,... rbe, ....�r..._ c,..:.«..,.�C" ti .r�. a `� .� �..: ° .w.._.....�,_,.a....�.,�.._:�� �a.. �,..�.�. •SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. YYY Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser fadlitles are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator L� 3173 -ism n,�, o� :2, ; �,2s = z .r 'ef"eaA/r//vaev s' 7T6�. UAlPO< Forte Sottware Operator Job Notes 10/12/2016 3:22:19 PM coag Kensa Forte v5.0,Design Engine:V6.4.0.40 N it Kelly cot-,perry Huneke Vertical Calcs.4te (503) 35-9260 dougkensdCkoeilkelly.com Page 1 of 1 - ? 7 IFORTE iviiMBER REPOIZ' Level,Ceiling:Flush Beam PASSED 2 piece(s) 2 x 6 Hem-Fir No. 2 w Overall Length:7'5" . . ................. . . ............................................. ... ..... ....... ........... . . ................. . . ............................................. ... ..... ....... ........... . . ................. . . ............................................. ... ..... ....... ........... 1'1,, a � � r 411 "„.N!,,,,',14",440,*:,' T jJ � �c 6'10" 4, 4' II 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. ® )la ,, ,, ? ", _ ) -* ' ? System:Floor ' Member Reaction(lbs) 529 @ 2" 2734(2.25") Passed(19%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(lbs) 434 @ 9" 1650 Passed(26%) 1.00 1.0 D+1.0 L(All Spans) Building use:Residential Moment(Ft-lbs) 920 @ 3'8 1/2" 1393 Passed(66%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(In) 0.100 @ 3'8 1/2" 0.177 Passed(1/854) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(In) 0.154 @ 3'8 1/2" 0.354 Passed(L/553) -- 1.0 D+1.0 L(All Spans) •Deflection atteda:LL(L/480)and TL(L/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 7'2 1/2"o/c unless detailed otherwise.Proper attachment and positioning of lateral bradng is required to achieve member stability. •Applicable calculations are based on NDS. 1-Stud wall-SPF 3.50" 2.25" 1.50" 191 352 543 1 1/4"Rim Board 2-Stud wall-SPF 3.50" 2.25" 1.50" 191 352 543 1 1/4"Rim Board •Rim Board Is assumed to carry all loads applied directly above It,bypassing the member being designed. 1-Uniform(PSF) 0 to 7'5" 9'6" 5.0 10.0 — Ceiling beam betweeen new and old spaces ,<.. i _ s u i J i. ( r` k.. SUSTAINABLE FORESTRY INITIA 'YI' Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design asteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocldng Panels and Squash Blocks)are not designed by this software.Use of this software Is not intended to drcumvent the need for a design professional as dete mined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation Is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeRepats.aspx. The product application,input design bads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 10/11/201 Daug Kensil Forte v5.0,Design Eng.. Neil Kelly company Huneke Ve (503)335-9260 dougkensth neilkeliy.corn