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Specifications
MST:202o -00226 • RECEIVED JUL 0 7 2020 MILLER CITY OF TIGARD CONSULTING BUILDING DIVISION ENGINEERS STRUCTURAL CALCULATIONS Deck Replacement 13185 SW Ash Drive, Portland, Oregon Mr. Pete Louw December 23, 2019 Project No. 191006 39 pages Principal Checked: .Cp;UCTt ‘N9 N Ro9s' 1:211PE f y�OR.GO Noo Oq GgRY 24.2�+2� �r,G.VANO RE /30/2022 *** LIMITATIONS *** Miller Consulting Engineers, Inc. was retained in a limited capacity for this project. This design is based upon information provided by the client, who is solely responsible for accuracy of same. No responsibility and or liability is assumed by or is to be assigned to the engineer for items beyond that shown on these sheets. Engineering Practical,Diverse Structural Solutions Since 1978 9570 S W Barbur Blvd.,Suite 100, Portland,Oregon 97219-5412 Phone:(503)246-1250 Fax:(503)246-1395 www.miller-se.com Building Code: a000regon: (Lt:(. Specialty Code 4 Soils Report: No Soils Report by: N/A Dated: NIA Soil Bearing: 1500 PSF Retaining Walls: No Equivalent Fluid Pressure(active): N/A PCF Passive bearing: N/A PCF Friction: N/A Structural System: Building Structure Vertical System: Wood framed Construction Lateral Sys: Flexible Diaphragm/Wood shearwalls Element Roof Floor Deck Load Type Dead Dead Dead Basic Design Value(PSF) 15 15 62 Loads: Load Type Snow Floor Live Deck Live Value(PSF) 25 40 40 Deflection Criteria U240 L/360 L/360 Lateral Design Parameters: Wind Design: ASCE 7-10 Wind Speed(3 sec Gust): 120 MPH Exposure B Importance Factors Iw= 1.00 IE= 1.00 Is= 1.00 l = 1.00 Risk Cat: II (ice w/wind) (seismic) (snow) (ice; Seismic Design Deck Dead Load Seismic design parameters are based on published 5"A"x15" GLB @ 5'-4" OC 3.8 psf values from the USGS web site. 2x10 joists @ 16" OC 2.8 psf 1%8" plywood 3.4 psf See next page for USGS printout. 4" concrete topping 50 psf Miscellaneous 2 psf Total 62 psf Live Load 40 psf Snow Load 25 psf Design Summary: The scope of work is for the structural design(gravity and lateral)of the new concrete topped deck and stairs. at 9570 SW Barbur Blvd Project Name Deck Replacement Project# 191006 Suite One Hundred Portland,OR 97219 MkLocation 13185 SW Ash Drive, Portland, Oregon MILLER Client Mr. Pete Louw Phone 503.246.1250 CONSULTING Fax 503.246.1395 ByBIS Ck'd Date 12/23/2019 1 of 39 www.miller-se.com Page ENGINEERS ..AN OS PD GS 13185 SW Ash Dr, Tigard, OR 97223, USA Latitude, Longitude: 45.4255396, -122.77564569999998 9 UNITED CAR WASH Broadway Rose or,. John's Pizza Theatre Company Sanchez Taqueria Y Panaderia Jack in the Box Cypress Crest Apartments 9 Go. gle Map data©2019 Google Date 8/20/2019,2:51:47 PM Design Code Reference Document ASCE7-10 Risk Category II Site Class D-Stiff Soil Type Value Description Ss 0.968 MCER ground motion.(for 0.2 second period) Si 0.422 MCER ground motion.(for 1.0s period) SMs 1.077 Site-modified spectral acceleration value SM1 0.666 Site-modified spectral acceleration value SDs 0.718 Numeric seismic design value at 0.2 second SA SD1 0.444 Numeric seismic design value at 1.0 second SA Type Value Description SDC D Seismic design category Fa 1.113 Site amplification factor at 0.2 second Fv 1.578 Site amplification factor at 1.0 second PGA 0.424 MCEG peak ground acceleration FpGA 1.076 Site amplification factor at PGA PGAM 0.456 Site modified peak ground acceleration ',. TL 16 Long-period transition period in seconds SsRT 0.968 Probabilistic risk-targeted ground motion.(0.2 second) SsUH 1.08 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration SsD 2.062 Factored deterministic acceleration value.(0.2 second) S1RT 0.422 Probabilistic risk-targeted ground motion.(1.0 second) 81 UH 0.484 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration. S1 D 0.682 Factored deterministic acceleration value.(1.0 second) PGAd 0.752 Factored deterministic acceleration value.(Peak Ground Acceleration) CR3 0.897 Mapped value of the risk coefficient at short periods CR1 0.871 Mapped value of the risk coefficient at a period of 1 s 12/23/2019 2 of 39 DETAIL C-C L. 261.5 .- 64 64 - - 64 - 64 o' o`-' o�' o� o� �.Q5 � 5 Q0 QS �.Q5 EXISTING DECK ,� \o,'6.{069O c� 9P �\ya 90 ,\�ya ao ,\�`yo a° �—48 Q� )0•.GCY ,RC Off.GO QC 0 GG C ) •e GG QZC O�.GG G � G !c, G � G Q. G � PT 2x8 HF#2 AT 16"OC W/ n LUS28 HANGER EA END I ' l PT HUC28-2 2x8 co 2x10 DF-L#2 A2x106 DF-L#2 A2x10 UF-L#2I A2x10 DF-L#2 I AT 16"HANGER EA END fOn LUS210 HOANGER+LUS210"HANGER+LUS210,ANGER+LUS210"HANGER 11 x EA END I EA END I EA END I EA END I N PT 2x8 HF#2 LEDGER to W/(2)1/4"Ox41/2"SDS ( m 1231 m m SCREWS AT 16"OC, 10 10 Io 1'/z"EDGE DISTANCE m AT '� rcs CO "' AT 148 J , X X X 0 N N N ib I:( Ii° id) u' In 44"DIMOND PRECAST i` a a a d • I j RISERS AND IV BRACKETS,DBO G) d N I I I I I o 2 STP W/ PT 4x10 HF#2 PT 4x10 HF#2 PT 4x10 HF#2 I PT 4x10 HF#2 I ^ ;� C HANG O�' • '�T AT T '�T 1'/e"APA RATED PLYWOOD W/Bd NAILS Jl� '�X12 +_ +, �1-. , ,+ ATILD,OC MAX4"EDGE AND RETE OC IN Pi s• FIELD, X 4"CONCRETE TOPPING { /h•� 5\ 0 �'' SLAB 1"BELOW RESIDENCE FLOOR W/ d(, �r, 'l r � - �V Qc O O" c • #4 BARS AT 16"OC EACH WAY, r d..,n r— `( WATERPROOF MEMBRANE BETWEEN CN a+ y�Ir'�'�{1 CONCRETE AND PLYWOOD BY OTHERS U CONCRETE STRS SEE FOUNDATION PLAN CJ 0 W CO ' \ 2012 National Design Specification for Wood Construction(ASD) Reduction Bending F, Shear F, Bearing F„ Ea.E,,,, Re= 14.26 OK<50 Mark (A)Deck Joists Material:DIMENSIONAL LUMBER Co 1.00 1.00 E',ni,. 446,500 psi Grade:Hem/Fir No.2 or Better C, 1.00 1 00 1.00 1.00 F,E= 2636 psi Span 5.33 ft t,= 2.00 ft sae=2 x 10 Cr 1.10 Fe= 860 psi x1= 0.00 ft w1= 147.7 lbs/ft b= 1.500 in C„ 1.00 t00 1.00 1.00 F,E/Fn= 3.06 x2= 5.33 ft w2= 147.7 Ibs/fl d= 9 250 in C, 0.80 0.80 1.00 0.95 Fy'= 841 psi xa= ft Pa= lbs A= 13,88 in' Cr 1.15 F,J= 120 psi Xb= ft Pb= Ibis S= 21.39 in1 Cv 1.000 F,,'= 405 psi Xs= ft Pc= lbs I= 98.93 in4 C,, 0.977 E.= 1,235,000 psi R1= 394 lbs V= 280 lbs El= 122,181 kip-in' Clu 1.00 R2= 394 lbs M= 525 ft-lbs F,= 850 psi LL hui,,y=L/ 360 LL O= 0.01 iochs F,= 150 psi Material DIMENSIONAL LUMBER TL ANnn=L/ 240 TL A= 0.02 inchs E= 1300 ksi Grade Hem/Fir No.2 or Better %LL 62.5% C,= 4.12 ft E0,,,= 470 ksi Load Duration,C,, TEN YEARS 1.0 OCCUP LIVE Fb'=(Fb)(Cd)(C)(CF)(CM)(Ci)(Cr)(CL)(Cfu)=841 psi F,,= 405 psi Temperature Factor,C, DRY T<=100°F Fv'=(FvXCd)(Ct)(CM)(Ci)=120 psi Approx.weight Ibs/ft Wet Service Factor,Ca MOISTURE CONT LESS THAN 19% E'=(E)(CI)(CM)(Ci)=1,235,000 psi R1 Req'd Bearing Width 1.00 in. Incising Factor,Cr MEMBER IS INCISED For=(Fc.1)(Ct)(CM)(Ci)=405 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor C, MEMBER IS REPETITIVE fb=295 psi<Fb'=841 psi Bending Capacity=35.0% . M=525 ft-lbs<Mmax=1,498 ft-lbs Member 2 x 10 fv=30 psi<Fe'=120 psi Shear Capacity=25.2% Number of Plies 1 Ply V=28016s<Vmax=1,110 lbs Max LL Dell=0.014 inches L/4,638 LL Deft.Capacity 7.8% (1 Ply) 2 x 10,DIMENSIONAL LUMBER Hem/Fir No.2 or Better Max TL De6=0.022 inches=L/2,899 TL Def.Capacity=a 3% Copyright 6/2019 Miller Consulting Engineers,Inc. 600 --- 0.000 400 - Io'oio . 0005 2005 - -- e 0 = - \\.. 0 o -0.015 -200 400 -0.020 • -600 a _ • • .0,02s e EM sneer e o a o ' .- ' .- 6 r « « 6 ., . . 4 e r a o o = o ,. ,, r r ., m m m -,twee Distance(ft)w ry Distance(11) Notes: w e(62+0.75"40+0.75e25 psf)(16"OC) 9570 SW Barbur Blvd Project Name Deck Replacement Project# 191006 Suite One Hundred all Portland,OR 97219 la Location 13185 SW Ash Drive, Portland, Oregon Client Mr. Pete Louw MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 8IS 12/23/2019 4 of 39 www.miller-se.com By Ck'd Date Page ENGINEERS 2012 National Design Specification for Wood Construction(ASD) Reduction Banding F, Shear F, Bearing F„ ESE,,,, Re 4.95 OK<50 is Mark (B)Deck Beams Material:Roxboro GLULAM Co 1.00 1.00 E'm;� 930,000 psi Grade:24F-V4 51/2'Roxboro X-BeamTM Ci 1.00 1.00 1.00 1.00 Fes= 45522 psi Span 14.33 ft Ca= 2.00 ft size=5.5 x 15 Cr 1.00 F,,= 2400 psi xi= 0.00 ft w1= 590.6667 lbs/ft b= 5.500 in Cu 1.00 1.00 1.00 1.00 Fee/Fe= 18.97 x2= 12.33 ft w2= 590.6667 lbs/ft d= 15.000 in Cr 1.00 1.00 1.00 1.00 Fe= 2393 psi Xe= ft Pa= lbs A= 82.50 In° C, 1.00 FJ= 265 psi Xb= ft Pb= lbs S= 206,25 in' Cv 1.000 F,j= 650 psi Xc= ft Pc= lbs I= 1546.88 in CL 0.997 E'= 1,800,000 psi R1= 4151 lbs V= 3412 lbs E'I= 2,734,375 kip-in° etc 1.00 R2= 3134 Ihs M= 14584 ft-lbs Fd= 2400 psi LL 5Imn=L/ 360 LL A= 0.12 inchs F,.= 265 psi Material Roxboro GLULAM TL Arlin,=L/ 240 TL o= 0.20 inchs E= 1800 ksi Grade 24F-V4 5 1R"Rosboro X-BeamTM %LL 62.5% [.= 4.12 ft Emio= 930 ksi Load Duration,Co TEN YEARS 1.0 OCCUP LIVE Fb'=(Fb)(Cd)(Ct)(CM)(Cr)(Cv or CL)(Cfu)=2,393 psi F„= 650 psi Temperature Factor,C, DRY 1<=100'F FV=(Fv)(Cd)(Ct)(CM)=265 psi Approx.weight 20.05 Ibs/R Wet Service Factor,Ca MOISTURE CONT LESS THAN 19% E'=(E)(Ct)(CM)=1,800,000 psi R1 Req'd Bearing Width 1.16 in. Incising Factor,C, MEMBER IS NOT INCISED Fc,L'=(Fc.L)(CI)(CM)=650 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor C, MEMBER IS NOT REPETITIVE lb=849 psi<Fb'=2,393 psi Bending Capacity=35.5% SHEAR UNREDUCED Mn 14,584 ft-lbs<Mmax=41,136 ft-Ibs Member 5.5x15 fv=62 psi<Fe'=285 psi Shear Capacity=23.4% Number of Plies I Ply V=3,412 lbs<Vmax=14,575 lbs Max LL Deft=0.124 inches=L/ 1,384 LL Del.Capacity=28.0% (1 Ply) 5.5 x 15,Rosboro GLULAM 24F-V4 5 1/2"Rosboro X-Beam"' Max TL Dell=0.199 inches=L/865 TL Defl.Capacity=27.8% Copyright 02019 Miller Consulting Engineers,Inc. 16,000 o.000 14,000 - , 12,000 - - -0.050 10,000 • 6,000 S m -0.100 6,000 - - I t a 2,000 0 -0.150 -2,000 - ,., -0.200 - -4,000 -6,000 -0.250 a S - ni ri w c 6 m m � n m w C d m N 'cl c = ., ,, " n A 4 2 2 4 2 n n m m m e e 7 7 ,, n m a aaaShear Moment Distance(ft) Distance(ft) Notes: w=(62+0.75'40+0.75a25 psf)(5'-4"OC) dril 9570 SW Barbur Blvd Project Name Deck Replacement Project# 191006 Suite One Hundred Portland,OR 97219 IlkLocation 13185 SW Ash Drive, Portland, Oregon Client Mr. Pete Louw MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 BIS ill12/23/2019 5 of 39 www.miller-se.com By Ck'd Date Page ENGINEERS < 2012 National Design Specification for Wood Construction(ASD) Reduction Banding r, shear F, aeenos Fr, E a e,,,, Re= 6.11 OK<50 Mark (C)Long Side Deck Edge Beams Material:DIMENSIONAL LUMBER Co 1.00 1.00 E',,,1, 446,500 psi Grade:Hem/Ei'No.2 or Better Ci 1.00 1.00 1.00 1.00 F0E= 14352 psi Span 5.33 ft L„= 2.00 ft size=4 x 10 Cr t.20 Fn'= 816 psi x1= 0.00 ft w1= 73.8 lbs/ft b= 3.500 in CM 1.00 1.00 1.00 1.00 FsE/Ft,`= 17.59 x2= 5.33 ft w2= 73.8 lbs/It d= 9.250 in C, 0.80 0.80 1.00 0.95 Fe= 814 psi Xa= ft Pa= lbs A= 32.38 in' Cr 1.00 Ff= 120 psi Xb= ft Pb= Ihs S= 49,91 ins Cv 1.000 F,j= 405 psi Xc= ft Pc= lbs I= 23084 in C, 0.997 E'= 1,235,000 psi R1= 197 lbs V= 140 lbs El= 285,088 kip-in' Cfu 1.00 I R2= 197 lbs M= 263 ft-lbs Fy= 850 psi LLa;,,1=L/ 360 LL O= 0.00 inchs F„= 150 psi Material DIMENSIONAL LUMBER TL 41y„n=L/ 240 TL e= 0.00 inchs E= 1300 ksi Grade Hem/Fir No.2 or Better %LL 82.5% La= 4.12 fi E,,,i"= 470 ksi Load Duration,Co TEN YEARS 1.0 OCCUP LIVE Fb'=(Fb)(Cd)(Cl)(CF)(CM)(Ci)(Cr)(CL)(Cfu)=814 psi F,_= 405 psi Temperature Factor,C, DRY T<=1003'F Fv'=(Fv)(Cd)(CI)(CM)(Ci)=120 psi Approx.weight 7 87 Ibs/ft Wet Service Factor,Co MOISTURE CONT LESS THAN 19% E'=(E)(C1)(CM)(Ci)=1,235,000 psi RI Req'd Bearing Width 1.00 in. Incising Factor,C, MEMBER IS INCISED Fcl'=(Fc1)(CtXCM)(Ci)=405 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor Cr MEMBER IS NOT REPETITIVE Ib=63 psi<Fb'=814 psi Banding Capacity=7.8% . M=263 ft-lbs<Mmax=3,384 ft-Ibs Member 4 x 10 Iv=6 psi<FV=120 psi Shear Capacity=5.4% Number of Piles 1 Ply V=140 lbs<Vmax=2,590 lbs Max LL Deli=0.003 inches=L/21,681 LL DeS.Capacity=1.7% (1 Ply) 4 x 10,DIMENSIONAL LUMBER Hem/Fir No.2 or Better Max TL Deft=0.005 inches=L/ 13,551 TL Defl.Capacity=1.8% Copyright 0 2019 Miller Consulting Engineers,Inc. 300 0.000 200 -0.001 100 -0.002 I £ E -0.002 is o -0.003 -_. _.-_ I 400 - I -0,004 -200 -__ -0.004 i.. -300 0 0 -0.005 e snea, = o 2 _ 2 ,r r. 2 2 2 m M o a < < 2 T e = = a = _ - _ - .. .. -: .: a a a a a a a : ? 7 e -Mome,a Distance(ft) olatanne(re Notes: w=(62+0.752'40+0.75.25 psf)(16"OC)/2 9570 SW Barbur Blvd Deck Replacement 191006 Project Name P Project# drAll Suite One Hundred Portland,OR 97219 Location 13185 SW Ash Drive, Portland, Oregon Client Mr. Pete Louw MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 BIS 12/23/2019 6 of 39 www.miller-se.com By Ck'd Date Page ENGINEERS r • 2012 National Design Specification for Wood Construction(ASD) Reduction Bendng F, Shear F, Bearing F„ E&E,,;, Ra= 4.95 OK<50 Mark (D1)Short Side Deck Edge Beams Material:Roxboro GLULAM Co 1.00 1.00 E'm„ 930,000 psi Grade:24F-V451/2"Rosboro X-Beamr" C, 1.00 1.00 1.00 1.00 Fen= 45522 psi Span 7.21 ft 1,= 2.00 ft size=5.5 x 15 CF 1.00 Fe= 2400 psi x1= 0.00 ft w1= 73.8 lbs/ft b= 5.500 in Cu 1.00 1.00 1.00 1.00 Fya/Fs= 18.97 x2= 7.21 ft w2= 73.8 lbs/ft d= 15.000 in Cr 1.00 1.00 1.00 1.00 Fe= 2393 psi Xa= ft Pa= Its A= 82.50 in' C, 1.00 Ff= 265 psi Xh= ft Pb= lbs S= 206.25 in' Cy 1.000 Fri= 650 psi Xc= ft Pc= lbs I= 1546.88 in Ct 0.997 E'= 1,800,000 psi R1= 266 Ibs V= 174 lbs El= 2,784,375 kip-ins ON 1.00 R2= 266 lbs M= 480 ft-lbs Ft,= 2400 psi LL aims=U 360 LL A= 0.00 inchs F,.= 265 psi Material Rosboro GLULAM TL aims=LI 240 TL A= 0.00 inchs E= 1800 ksi Grade 24F-V4 5 1/2"Rosboro X-Beam° %LL 62.5% Ce= 4.12 ft Eon= 930 ksi Load Duration,Cc TEN YEARS 1.0 OCCUP LIVE Fb'=(Fb)(CdXCt)(CM)(Cr)(Cv or CL)(Cfu)=2,393 psi F,,,= 650 psi Temperature Factor,C, DRY T<=100°F FV=(Fa)(Cd)(Ct)(CM)=265 psi Approx.weight 20.05 Ibsift Wet Service Factor,Ca MOISTURE CONT LESS THAN 19% E'=(EXCt)(CM)=1,600,000 psi Ri Req'd Bearing Width 1.00 in. Incising Factor,Ci MEMBER IS NOT INCISED Fol'=(Fc1)(CI)(CM)=650 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor C, MEMBER IS NOT REPETITIVE fb=28 psi<Fb'=2,393 psi Bending Capacity 1.2% SHEAR UNREDUCED M=480 ft-lbs<Mmax=41,136 ft-lbs Member 5.5x15 fv=3 psi<Fe'=265 psi Shear Capacity=1.2% Number of Plies 1 Ply V=174 lbs<Vmax=14,575 lbs Max LL Den=0.001 inches=L/85,712 LL Den.Capacity=0.4% (1 Ply) 5.5 x 15,Rosboro GLULAM 24F-V4 5 1/2"Rosboro X-Beam"" Max TL De6=0.002 inches=L/53,570 TL De/.Capacity=0 4% Copyright©2019 Miller Consulting Engineers,Inc. 600 O.00o 500 0.000 400 o.000 300 m -0.001 200 -- _ r e -0.001 100 2 ``y -0 001 m o -100 _._ _. -0.001 -200 -0.om -300 -0.002 -400 _1 -0.002 , ci o a 4 n, 4 n n,n n v a n n n m 4 4 = 2 2 2 2 - - N N 4 < 2 2 2 2 a 2 2 K n n u a 2 r mmmi shear mmr,mt Distance(ft) Distance(Rl I Notes: w=(62+0.75*40+0.75*25 0)(16"OC)/2 9570 SW Barbur Blvd Project Name Deck Replacement Project# 191006 Suite One Hundred at Portland,OR 97219 MilLocation 13185 SW Ash Drive, Portland, Oregon Client Mr. Pete Louw MILLER Phone 503.246.1250 CONSULTING Fax SD3.246.1395 BI$ 12/23/2019 7 of 39 www.miller-se.com By Ck'd Date Page ENGINEERS i. t 2012 National Design Specification for Wood Construction(ASD) Reduction Banding F, Shear F, Bearing Fe, E a E,,,, Ra= 4.95 OK<50 Mark (D2)Short Side Deck Edge Beams Material:Rosboro GLULAM Co 1.00 1.00 E'r„0 930,000 psi Grade:24F-V4 5 1/2"Rosboro X-BeamTM CI 1.00 1.00 1.00 1.00 Fes= 45522 i psi Span 6.00 ft Cu= 2.00 ft size=5.5 x 15 Cr 1.00 Fy'= 2400 psi x1= 0.00 ft w1= 295.3 Ibs/ft h= 5.500 in Cu 1.00 1.00 1 00 1.00 Fes/Fe= 18.97 x2= 4.00 ft w2= 295.3 lbs/ft d= 15.000 in Cr 1.00 1.00 1.00 1.00 Fs'= 2393 psi Xa= ft Pa= lbs A= 82.50 in° C, 1.00 F;= 265 i psi Xb= ft Pb= lbs S= 206.25 Ina Cv 1.000 Foy= 650 psi Xc= ft Pc= lbs I= 1546.88 in C, 0.997 E'= 1,800,000 psi R1= 788 lbs V= 418 lbs El= 2,784,375 kip-in' CM 1.00 R2= 394 lbs M= 1050 ft-lbs Fu= 2400 psi LL Aim,-=L/ 360 LL A= 0.00 inchs F,= 265 psi Material Rosboro GLULAM TL 41,mt=L/ 240 TL A= 0.00 inchs E= 1800 ksi Grade 24F-V4 5 1/2"Rosboro X-Beamr" %LL 62.5% Le= 4.12 ft En,,r= 930 ksi Load Duration,Co TEN YEARS 1.0 OCCUR LIVE Fb'=(Fb)(Cd)(Ct)(CM)(Cr)(Cv or CL)(Cfu)=2,393 psi F„= 650 psi Temperature Factor,C, DRY T<=100°F FV=(Fv)(Cd)(Ct)(CM)=265 psi Approx.weight 20.05 Ibs/ft Wet Service Factor,Cu MOISTURE CONT LESS THAN 19% E'=(E)(C)(CM)=1,800,000 psi R1 Req'd Bearing Width 1.00 in. Incising Factor,CI MEMBER IS NOT INCISED Fcl'=(Fat)(Ct)(CM)=650 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor Cr MEMBER IS NOT REPETITIVE fb=61 psi<Fb'=2,393 psi Bending Capacity=2.6% SHEAR UNREDUCED M=1,050 ft-lbs<Mmax=41,136 ft-lbs Member 5.5x15 fv=8 psi<FV=265 psi Shear Capacity=2.9% Number of Plies 1 Ply V=418 lbs<Vmax=14,575 lbs Max LL Del=0.001 inches=L/49,130 LL Defl.Capacity=0.7% (1 Ply) 5.5 x 15,Rosboro GLULAM 24F-V4 5 112"Rosboro X-BeamTM Max TL Defl=0.002 inches=L/30,706 TL Defl.Capacity=0.8% Copyright®2019 Miller Consulting Engineers,Inc. 1,200 - o.000 '1 1,000 -- -- I!, 800 -atm 600 a u -0.001 400 Z o 200 . P I -0.002 0 -200 - -0.002--.. . - -400 -- -600 _- - -0.003 e o e - - trrra5hear ei o o o _ _ _ n n n n r. r. ri v a a n n n m o _ - - - nY ,.. n m .t n .n . d : - n n 2 2 2 MomentDistance(ft) blatenee(19 Notes: --- - - - w=(62+0.75'40+0.75.25 psf)(5'-4')/2 9570 SW Barbur Blvd Project Name Deck Replacement Project# 191006 Suite One Hundredat ) Portland,OR 97219 MI Location 13185 SW Ash Drive, Portland, Oregon • Client Mr. Pete Louw MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 BIS 12/23/2019 8 of 39 www.miller-se.com By Ck'd Date Page ENGINEERS 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fc E Emin Fce1= 2456 psi A. Post Copyright©2019 Miller Consulting Engineers,Inc. C❑ 1.00 1.00 Fce2= 1792 psi Mark (G)Deck Post Material: GLULAM Rb, 6.5 Grade: 24F-V4N8 WIDTH 5 1/8 Cr 1.00 Rby 5.1 r Y d size=5 1/8 x 6 C1 1.00 1.00 1.00 1.00 Fbe„ 26551 psi /, a„1 d1 �I x d1= 6.00 in Co 1.00 1.00 Fbey 38023 psi ex _pm' d2= 5.13 in CM 1.00 1.00 1.00 1.00 KM 0 z IP2 I da I A= 30.75 in2 C, 1.00 1.00 1.00 1.00 KT 0.00 `y I S,= 30.75 in3 CT 1.00 Fb,` 2400 psi Height= 8.33 ft Iu1= 8.33 ft Sy= 26.27 in3 Cu, 1.00 Fby' 1450 psi P1= 4151 lb lug= 8.33 ft Lei= 15.33 ft CL, 1.00 Fbe,/Fb,' 11 P2= 0 lb M,,,= 0 ft-lbs Lee= 15.33 ft CEy 1.00 Fbey/Fby` 26 ex1= 0 in My„= 0 ft-lbs Fb,= 2400 psi C, 0.79 Fc' 1650 psi ey1= 0 in M,,,= 798 ,ft-lbs Fby= 1450 psi Cfu 1.00 Fbx 2400 psi ex2= 0 in My1,= 0 ft-lbs Ex= 1800 ksi CE 1.00 1.00 1.00 1.00 FbY 1450 psi ey2= 0 in Ke1= 1 Ey= 1600 ksi CE=Exterior wet use of SCL lumber Fc' 1303 psi w,= lbs/ft Ke2= 1 Ex,,,,= 930 ksi Cs, 1.00 1.00 Fc',sill 405 psi WY= lbs/ft let= 8.33 ft Eym;"= 830 ksi Cs,=Single Pile Factor(piles only) Ex' 1800 psi lee= 8.33 ft Fc= 1650 psi C" I 1.00 1.00 Ey' 1600 psi le1/d,= 16.67 Fc,sill= 405 psi Cu=Untreated Factor(piles only) Ex..; 930000 psi lee/d2= 19.51 c= 0.9 Eymin 830000 psi I,= 92.25 in4 ly= 67.31 in4 Material GLULAM V Fb'=(Fb)(Ct)(Cm)(Cv or CI)=2,388.2 psi Grade 24F-V4/013 WIDTH 51/8 10, 0.00 Load Duration,CD TEN YEARS 1.0 OCCUR WE V Fc'=(Fc)(Ct)(Cm)=1,650.0 psi Temperature Factor,C, T<=1000 E'=(Fc)(Ct)(Cm)=1,800.0 ksi Wet Service Factor,CM MOISTURE CONT LESS THAN 16% 0.00 Incising Factor,CI MEMBER IS INCISED IP fbx=311 psi<Fbx'=2,400 psi Bending Capacity=13% Repetitive Factor Cr MEMBER IS NOT REPETITIVE fby=0 psi<Fby'=1,450 psi Built up Member No fc=135 psi<Fc'=1,303 psi Axial Capacity=10.4% Member 5 1/8 E6 Sill PL? No V Sill PL Type Hemir, IP Fire Treated? No • Combined Axial Compression and Bending Combined Capacity=14.8% Equation 3.9-3;2005 NDS page 20 5 118 x 6,GLULAM P=4151 lbs+(150 pcf)(3'-0")(1'-0")'=4601 lbs 24F-V4N8 WIDTH 5 1/8 column Try 2'-3"SQ x 1-6"deep concrete footing w/1'-0"SQ peir on top PAP=(1500 psf)(2'-3")'=7594 lbs>4601 Ibs,OKAY Use 2'-3"SQ x 1-6"deep concrete footing 9570 SW Barbur Blvd Project Name Deck Replacement _ Project# 191006 Art Suite One Hundred Portland,OR 97219 Ili Location 13185 SW Ash Drive, Portland, Oregon MILLER Client Mr. Pete Louw Phone 503.246.1250 CONSULTING Fax 503.246.1395 B BIS Ck'd Date 12/23/2019 9 of 39 www.miller-se.com Y Page ENGINEERS 2012 National Design Specification for Wood Construction(MD) Reduction Bending F, Shear F, Bearing F„ E a E.e Re 2.33 OK<50 Mark (H)Stair Stringer Material:DIMENSIONAL LUMBER Co 1.00 1.00 E'm„ 522,500 psi Grade:Hem/Fir No.1 or Better Cr 1.00 1.00 1.00 1.00 Fyne 115613 psi Span 6.83 ft to= 2.00 ft size=4 x 12 Cr 1.10 Fr'= 858 psi x1= 0.00 ft w1= 172.5 lbs/ft b= 7.000 in Co 1.00 1.00 1.00 1.00 Fue/F5`= 134.75 x2= 6.83 ft w2= 172.5 lbs/ft d= 5.375 in C; 0.80 0.80 1.00 0.95 Fy'= 858 psi Xe= ft Pa= lbs A= 37.63 in' Cr 1.00 F,j= 120 psi AD= ft Pb= lbs S= 33.71 ins Cv 1.000 Fu= 405 psi Xc= ft Pc= lbs I= 90.58 in C, 1.000 E'= 1,425,000 psi R1= 589 Ihs V= 512 lbs El= 129,082 kip-in' C/u 1.00 R2= 589 lbs M= 1007 ft-lbs F,,= 975 psi LL 41imil=U 360 LL d= 0.04 inchs F<= 150 psi Material DIMENSIONAL LUMBER TL dr,,,,,,=U 240 Ti_�= 0.07 inchs E= 1500 ksi Grade Henn/Fir No.1 or Better %LL 62.5% Ce= 4.12 ft E,ni,= 550 ksi Load Duration,Cu TEN YEARS 1.0 OCCUP LIVE Fb'=(Fb)(Cd)(Ct)(CF)(CM)(Ci)(Cr)(CL)(Cfu)=858 psi F,r= 405 psi Temperature Factor,C. DRY T<=100°F Fs'=(Fv)(Cd)(Ct)(CM)(Ci)=120 psi Approx.weight 9.14 Ihsift Wet Service Factor,Co MOISTURE CONT LESS THAN 19% E'=(E)(Cl)(CM)(Ci)=1,425,000 psi Rt Req'd Bearing Width 1.00 in. Incising Factor,Ci MEMBER IS INCISED Eel'.(Fc_t)(Cq(CM)(Ci)=405 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor C, MEMBER IS NOT REPETITIVE fb=358 psi<Fb'=858 psi Bending Capacity=41.8% . M=1,007 ft-lbs<Mmax=2,410 ft-lbs Member 4x 12 fv=20 psi<Fa=120 psi Shear Capacity 17.0% Number of Plies 1 Ply V=512112<Vmax=3,010 lbs Max LL Del=0.041 inches=L/ 1,991 LL Del.Capacity=18.1% (1 Ply) 4 x 12,DIMENSIONAL LUMBER Hem/Flr No.1 or Better Max TL Dee=0.066 inches=L/ 1,244 TL Deft.Capacity=19.3% Copyright O 2020 Miller Consulting Engineers,Inc. 1,200 _ 0.000 1,000 - - -0.o1a 800 600 -0.020 400 -0.Bao ---- -- I 200 P 0 : -0.040 0 200 -0.050 -400 -600 _- -0.060 -800 -0.070 0 isheer o o a _ Ci n ry >, 6 64 : < = w 6 m m = _ _ _ e 0 _ _ ., r ,., .. in . . . .m ° 6, 2 0 m d m -mwnem Distance(ft) meaner)(ft) Notes w=1(150 p01(37)+0.75'40+0.75*25 esf)(4'-0")/2 ail 9570 SW Barbur Blvd Project Name Deck Replacement Project# 191006 Suite One Hundred Portland,OR 97219 Location 13185 SW Ash Drive, Portland, Oregon MILLER Client Mr. Pete Louw Phone 503.246.1250 CONSULTING Fax 503.246.1395 BIS 12/23/2019 10 of 39 www.miller-se.com By Ck'd Date Page ENGINEERS {I)Stair and Landing Ledger Loads: DL= 37.5 psf 0.75LL+0.755L= 48.75 __psf TL= 86.25 psf =37.5 psf+48.75 psf Tributary Width= 2 ft w= 172.5 plf =TL*Tributary Width=86.25 psf*2' CD' 1.15 C,"= 1.00 Ct= 1.00 P e , Geometry: Ledger Thickness= 1.5 in b I Ledger Depth= 9.25 In -j Sheathing Thickness= 0.5 in ITI! Main Member Thickness= 3.5 in 1;1 111i Ledger Material= Hem-Fir �1 i aa� Ledger G= 0.43 N Main Member Mat.= Douglas Fir-Larch 1 Main Member G= 0.50 Fasteners: Fastener Type= Simpson SDS Installed on narrow face of 2x lumber Fastener Diameter= 1/4 in Fastener Length,L= 41/2 in Threaded Length,T-E= 2.75 in Thread Engagement 2.50 in Penetration= 2.75 in Penetration Factor= 1.000 Simpson SDS W= 172 lb/in/fastener W'= 495 lb/fastener =172 lb/in*2.5"*1.15*1*1 V= 190 lb/fastener V'= 219 lb/fastener =190 lb*1.15*1*1 Fastener Group Spacing= 16 in O.C. Gravity Load= 230 lb/group No.of Fasteners= 2 per group Loaded Edge Distance= 1.50 In Unloaded Edge Distance= 1.00 in Ti Fastener Spacing 6.75 in Fastener Location: 51= 7.75 in =9.25"-1.5" T2 52= 1.00 in =7.75"-6.75" T3 ' T4 Withdrawal: Fastener 1= 58 lb =7.51b*7.7591" Fastener 2= 8 lb =(230 Ib*1.5")/(7.75"2/1"+1") Shear: Fastener 1= 115 lb =230 Ib/(2 fasteners) Fastener 2= 115 lb =230 lb/(2 fasteners) Resultant Angle,a: Fastener 1= 26.9 degrees =arctan(58 lb/1151b) aNT Fastener 2= 3.7 degrees =arctan(8 lb/115 Ib) R Resultant,R: Fastener 1= 129 lb =sgrt(581b'*115 Ib') Fastener 2= 115 lb =sgrt(8 Ib'*115 Ib') Capacity,2,,: Fastener 1= 247 lb =495*219/(495*cos(27)'+219*sin(27)') Fastener 2= 219 lb =495*219/(495*cos(4)'+219*sin(4)9 — Fastener Status: Fastener 1=247 lb>129 lb,OK Fastener 2=219 Ib>115 lb,OK (2)0.25"dia.x 4.5"long Simpson SOS fasteners at 16"o.c.along ledger 9570 SW Barbur Blvd Project Name Deck Replacement Project# 191006 Suite One Hundred Et Portland,OR 97219 MilLocation 13185 SW Ash Drive, Portland, Oregon MILLER Client Mr. Pete Louw Phone 503.246.1250 CONSULTING Fax 503.246.1395 ByBIS Ck'd Date 12/23/2019 Pa 11 of 39 www.miller-se.com 9e ENGINEERS 2012 National Design Specification for Wood Construction(ASD) Reduction Bening F, Shear F, Bearing F„ E s E,,,, Ra= 10.99 OK<50 Mark (J)Landing Joists Material:DIMENSIONAL LUMBER Co 1.00 1.00 E',..,= 446,500 psi Grade:Hem/Fir No.2 or Better C, 1.00 1.00 1.00 1.00 Fen= 4433 psi Span 4.00 ft 0.= 2.00 ft size=2 x 6 CF 1.30 Fe= 1017 psi x1= 0.00 ft w1= 147.7 lbs/ft b= 1.500 in Cu 1.00 1.00 100 1.00 Fns/F5'= 4.36 x2= 4.00 ft w2= 147.7 lbs/ft d= 5.500 in C, 0.80 0.80 1.00 0.95 Fy'= 1002 psi Xa= ft Pa= lbs A= 8.25 in' C, 1.15 F.;= 120 psi Xb= ft Pb= lbs S= 7.56 in3 Cv 1.000 Fa[= 405 psi Xc= ft P0< lbs I= 20.80 in CL 0.986 E'= 1,235,000 psi R1= 295 lbs V= 228 lbs El= 25,684 kip-in° C,u 1.00 R2= 295 lbs M= 295 ft-lbs F,= 850 psi LL4i,e=U 360 LL A= 0.02 inchs F„= 150 psi Material DIMENSIONAL LUMBER TL A,ima=L/ 240 TL A= 0.03 inchs E= 1300 ksi Grade Hem/Fir No.2 or Better %LL 82.5% Cr,= 4.12 ft E,,,"= 470 ksi Load Duration,Cs TEN YEARS 1.0 OCCUP LIVE Fb'=(Fb)(Cd)(Ct)(CF)(CM)(Ci)(Cr)(CL)(Cfu)=1,002 psi F,= 405 psi Temperature Factor,Cr DRY T<=100"F Fv'=(Fv)(Cd)(Ct)(CM)(Ci)=120 psi Approx.weight 2.01 Ibslft Wet Service Factor,G. MOISTURE CONT LESS THAN 19% E.=(E)(CI)(CM)(Ci)=1,235,000 psi R1 Req'd Bearing Width 1.00 in. Incising Factor,G. MEMBER IS INCISED Fcl.=(Fcl)(CtXCMXCi)=405 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor Cr MEMBER IS REPETITIVE lb=469 psi<Fb'=1.002 psi Bending Capacity=46.8% M=295 ft-lbs<Mmax=631 ft-lbs Member 2 x 6 Iv=41 psi<Re=120 psi Shear Capacity=34.5% Number of Plies 1 Ply V=228 lbs<Vrnax=660 Ibs Max LL Defl=0.021 inches=L/2,313 LL Deft.Capacity=15.6% (1 Ply) 2 x 6,DIMENSIONAL LUMBER Hem/Fir No.2 or Better Max TL De0=0.033 inches=L/1,446 TL Deft Capacity=16.6% Copyright 0 2019 Miller Consulting Engineers,Inc. 300 - -0.005 200 100 t o.o1s c 0 . 100 i -0.020 -200 -0.025 • -300 ---.. __ -0.030 --- - -400 - -0.035 a • �SMer a a a a a A . - a « n a m 6 n, m 64 e a a 0 0 = .9 - - _ - N N e, II ,-.n n ry ry n n .a a --moment (ft) Ixetanee(It) Notes: • w=(62+0.75'40+0.75'25 psf)(16"CO 9570 SW Barbur Blvd Project Name Deck Replacement Project# 191006 Suite One Hundred et Portland,OR 97219 MkLocation 13185 SW Ash Drive, Portland, Oregon MILLER Client Mr. Pete Louw Phone 503.246.1250 CONSULTING Fax 503.246.1395 BIS12 of 39 www.miller-se.com By Ck'd Date Page ENGINEERS Stair Landing, End Moment Bending Check • = 0.9 • Factored Moment (Mu) = 0.164 ft-k/ft =[1.2(150 pcf)(3")+1.6(0.75*40+0.75*25 psf)](4'-0")2/12 fy= 60 ksi f�= 2500 psi Bar Size = #4 Bar Quantity= 6 Layers = 1 As = 0.4 inZ/ft b = 12 in/ft h = 5.5 in Clear dist. = 1.25 in d = 4.00 in = 5.5-1.25-0.5*0.5 = 1.00 (31 = 0.85 a = 0.941 in Mallowable = r)Mn = 6.400 ft-k/ft> 0.2 ft-k/ft OK As, min. = 0.16 in2/ft < 0.4OK c= 1.11 in t= 0.0078 > 0.005, tension controlled Temperature steel ratio = 0.0018 times cross sectional area Temperature steel = 0.0175 > 0.0018 OK Use#4 bars at 6" o.c. Beam Shear - 11.2.1.1 4) = 0.75 Factored Shear(Vu) = 246 lb Vc = 4800 lb = 2*(2500)^0.5*4*12 4)Vc/2= 1800 lb > 246, no shear steel required 9570 SW Barbur Blvd Project Name Deck Replacement Project# 191006 Suite One Hundred Portland,OR 97219 Location 13185 SW Ash Drive, Portland, Oregon MILLER Client Mr. Pete Louw Phone 503.246.1250 CONSULTING Fax 503.246.1395 BIS 1 2/23/201 9 13 of 39 www.miller-se.com By Ck'd Date Page ENGINEERS • Stair Landing, Mid-Moment Bending Check 4) = 0.8 Factored Moment(Mu) = 0.082 ft-k/ft =[1.2(150 pcf)(3")+1.6(0.75*40+0.75*25 psf)](4'-0")2/24 fy= 60 ksi f c= 2500 psi Bar Size = #4 Bar Quantity= 6 "o.c. Layers = 1 As = 0.4 in2/ft b = 12 in/ft h = 5.5 in Clear dist. = 2.75 in d = 2.50 in = 5.5-2.75-0.5*0.5 = 1.00 Rr = 0.85 a = 0.941 in Mallowable=4)Mn = 3.200 ft-k/ft> 0.1 ft-k/ft OK As, min. = 0.10 in2/ft < 0.4 0K c= 1.11 in = 0.0038 > 0.002 and < 0.005, transion zone Temperature steel ratio= 0.0018 times cross sectional area Temperature steel = 0.0280 > 0.0018 OK Use#4 bars at 6" o.c. Beam Shear - 11.2.1.1 = 0.75 Factored Shear(Vu) = 246 lb Vo= 3000 lb =2*(2500)^0.5*2.5*12 Vo/2= 1125 lb > 246, no shear steel required 9570 SW Barbur Blvd Project Name Deck Replacement Project# 191006 Suite One Hundred Portland,OR 97219 Location 13185 SW Ash Drive, Portland, Oreqon MILLER Client Mr. Pete Louw Phone 503.246.1250 CONSULTING Fax 503.246.1395 BIS 12/23/2019 14 of 39 www.miller-se.com By Ck'd Date Page ENGINEERS Bracket Design Check 4x10 Side Beam Support Reaction = 197 lbs Try ECCO46 column cap Bucket Seat Check • 0 V= (197 lbs)/2=99 lbs VcAP=CAW()= (36 ksi)(5.5")(0.1793")/1.67=21,258 lbs Utilization = 197 lbs/21,258 lbs=0.9%< 100%, OKAY Side Bending Check M = (197 lbs)(8.5")/(2 sides) = 1,675 lbs-in Z= bd2/4= (0.17931(6.5")2/4= 1.894 in3 MCAP=aZ/O= (36,000 psi)(1.894 in3)/1.67=40,826 lbs-in 0 10 ® Utilization = 1,675 lbs-in/40,826 lbs-in =4.1%< 100%, OKAY '/4" Fillet Weld Check(U-Shaped) Q 0 v=(197 lbs)/2(6.5") = 15 lbs/in S= [2(3.625")(6.5")+(6.5")21/3= 29.8 in3/in m =(197 lbs)(8.5")/(29.8 in3/in) = 56 lbs/in =v+m = 71 lbs/in Rn/0 =0.928(4 sixteenths)=3,712 lbs/in Utilization = (71 lbs/in)/(3,712 lbs-in) = 1.9%< 100%, OKAY Use Simpson ECCO46 post cap wills"fillet weld on (31 sides to vertical column bucket 5Y2x15" GLB Support Reaction =4,151 lbs Try ECC064 column cap Bucket Seat Check V= (4,151 lbs)/2= 2,075 lbs VcAP =oA„/Q=(36 ksi)(7.5")(0.1793")/1.67= 28,989 lbs Utilization = 2,075 lbs/28,989 lbs=7.2%< 100%,OKAY Side Bending Check M =(4,151 lbs)(7.5")/(2 sides) = 15,566 lbs-in Z= bd2/4= (0.1793")(6.5")2/4= 1.894 in3 McAP=aZ/0=(36,000 psi)(1.894 in3)/1.67=40,826 lbs-in Utilization = 15,566 lbs-in/40,826 lbs-in =38.1%<100%, OKAY Use Simpson ECCO64 post cap w/full penetration weld to vertical column bucket 9570 SW Barbur Blvd Project Name Deck Replacementas Project# 191006 Suite One Hundred Portland,OR 97219 Location 13185 SW Ash Drive, Portland, Oregon MILLER Client Mr. Pete Louw Phone 503.246.1250 CONSULTING Fax 503.246.1395 BIS Ck'd Date 12/23/2019 15 of 39 www.miller-se.comBy Page ENGINEERS Support to Column Reaction =4,545 lbs Try CC064 to column Flange Prying Check Prying from 4x10 Seat,T=(1,675 lbs-in)/(6.5"-1.25")/(2 sides) = 188 lbs M =(188 lbs)(3.625"/2)=341 lbs-in Z= bd2/4= (0.179312(16/0.1793)/4=0.023 in' MCAP=oZ/O=(36,000 psi)(0.023 in3)/1.67 =497 lbs-in Utilization = 188 lbs-in/497 lbs-in = 37.8%< 100%, OKAY Bolt Shear Check V=V[(4,151+197+197 lbs)/(3 bolts)]2+[(15,566 Ibs-in)/(5.5"+3")]2 =2,377 lbs/bolt Try 3/4"O thru bolts VCAP= 2,806 lbs(see next page for capacity calculation) Utilization= (2,377 lbs)/(2,806 Ibs) =84.7%< 100%, OKAY Use Simpson CC064 post cap w/(3)%"O thru bolts to glulam column Note: CC064 will have custom drilled bolt holes SIMPSON ECCO46 SIMPSON 0 CCO5 1/4-4 0 0 0 0 ill SIMPSON ECCO64 0 0 � 1111°* lill 0 0 0 . 4 0 9570 SW Bator Blvd Project Name Deck Replacementat Project# 191006 Suite One Hundred Portland,OR 97219 Location 13185 SW Ash Drive, Portland, Oregon MILLER Client Mr. Pete Louw Phone 503.246.1250 CONSULTING Fax 503.246.1395 BIS 12/23/2019 16 of 39 www.miller-se.com By Ck'd Date Page ENGINEERS Design Method Allowable Stress Design (ASD) Connection Type Lateral loading Fastener Type Bolt Loading Scenario Double Shear-Wood Main Member Main Member Type Glulam Douglas Fir-Larch Main Member Thickness 5.125 in. Main Member:Angle of 0 Load to Grain 19 Side Member Type Steel Side Member Thickness 7 gage Side Member:Angle of Load to Grain Fastener Diameter 3/4 in. Load Duration Factor C_D = 1.6 Wet Service Factor LM = 1.0 Temperature Factor) C_t= 1.0 Connection Yield Modes Im 3198 lbs. Is 5314 lbs. IIIs 2806 lbs. IV 3893 lbs. Adjusted ASD Capacity 2806 lbs. • Bolt bending yield strength of 45,000 psi is assumed. • The Adjusted ASD Capacity is only applicable for bolts with adequate end distance, edge distance and spacing per NDS chapter 11. • ASTM A36 Steel is assumed for steel side members 1/4 in.thick,and ASTM A653 Grade 33 Steel is assumed for steel side members less than 1/4 in.thick. While every effort has been made to insure the accuracy of the information presented,and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator.Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson,Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by American Wood Council. 9570 SW Barbur Blvd Project Name Deck Replacement Project# 191006 Suite One Hundred Portland,OR 97219 1111) Location 13185 SW Ash Drive, Portland, Oregon MILLER Client Mr. Pete Louw Phone 503.246.1250 CONSULTING Fax 503.246.1395 BIS 12/23/2019 17 of 39 www.miller-se.com By Ck'd Date Page ENGINEERS STAIR ANGLE LEDGER ANCHORAGE 11=113ZI. Hilti PROFIS Engineering 3.0.52 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Dec 5,2019 Date: 12/5/2019 Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: AWS D1.1 GR.B 1/2 Item number: not available Effective embedment depth: he=4.724 in. Material: Proof: Design Method ACI 318-08/CIP Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor platen: I,x ly x t=3.500 in.x 48.000 in.x 0.250 in.;(Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete,2500,fZ=2,500 psi;h=48.000 in. Reinforcement: tension:condition B,shear:condition B; edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D, E,or F) no - The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[Ib,in.lb] RXNLnFo = [1.2(150 pcf)(3")+1.6(40 psf)](6'-10")(4'-0")/4 = 744.5 lbs 2RXN = 1,489 lbs M = 2RXN(1 .5") = 2,233 lbs-in . ,p T -_ , kit s Z " Y X Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2019 Hilti AG,FL-9494 Schaan Hilt]is a registered Trademark of Hilti AG,Schaan 12/23/2019 18 of-39 114„rrI Hilti PROFIS Engineering 3.0.52 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Dec 5,2019 Date: 12/5/2019 Fastening point: 1.1 Design results Case Description Forces[Ib]/Moments[in.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N=0;Vx=1,489;Vy=0; no 92 Mx=0;My=2,233;Mz=0; 2 Load case/Resulting anchor forces Load case:Design loads Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y Co r -ssion 1 600 745 745 0 O 2 600 745 745 0 Ts max.concrete compressive strain: 0.03[%u] max.concrete compressive stress: 120[psi] resulting tension force in(x/y)=(-0.250/0.000): 1,200[Ib] resulting compression force in(x/y)=(1.612/0.000): 1,200[Ib] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load N.[Ib] Capacity+N„[Ib] Utilization ON=N10/l Nn Status Steel Strength* 600 9,555 7 OK Pullout Strength* 600 8,246 8 OK Concrete Breakout Failure** 1,200 3,485 35 OK Concrete Side-Face Blowout,direction x-** 1,200 12,893 10 OK *highest loaded anchor **anchor group(anchors in tension) Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)20032019 Hilti AG,FL-9494 Schoen Hilti is a registered Trademark of Hilt AG,Schaan 12/23/2019 19 ofB9 • 1■■11`TI Hilti PROFIS Engineering 3.0.52 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Dec 5,2019 Date: 12/5/2019 Fastening point: 3.1 Steel Strength Nee =Asp,,fna ACI 318-08 Eq.(D-3) Nua ACI 318-08 Eq.(D-1) Variables Ase.N[in.2] f„ta[psi] 0.20 65,000 Calculations Nip,[Ib] 12,740 Results Nee[Ib] 4>steel 4) Naa[Ib] Nua[lb] 12,740 0.750 9,555 600 3.2 Pullout Strength NPN =W p p Np ACI 318-08 Eq.(D-14) Np =8 Abr9 fp ACI 318-08 Eq.(D-15) 4) No 2 Nua ACI 318-08 Eq. (D-1) Variables c,p Ab a[in.2] fc[Psi] 1.000 0.59 2,500 Calculations Np[Ib] 11,780 Results No[Ib] 4 concrete 4> Npn[lb] Nee[Ib] 11,780 0.700 8,246 600 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2019 HMI AG,FL-9494 Schaan HIM is a registered Trademark of Hilti AG,Schaan 12/23/2019 20 of 139 1■■11`TI HiIti PROFIS Engineering 3.0.52 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete-Dec 5,2019 Date: 12/5/2019 Fastening point: 3.3 Concrete Breakout Failure Nmg =(ANco) W ec,N Wed,N Wc,N Wcp,N Nb ACI 318-08 Eq.(D-5) Ncb9 >_Nye ACI 318-08 Eq.(D-1) ANC see ACI 318-08,Part D.5.2.1, Fig. RD.5.2.1(b) ANce =9 haf ACI 318-08 Eq.(D-6) 1 W ec.N = \ 2 eN <_1.0 ACI 318-08 Eq.(D-9) 1 +— 3 hot W ed.'s] =0.7+0.3 (cam—I")<_1.0 ACI 318-08 Eq.(D-11) 1.5hef pr cp,N =MAX(ca-,min 1.5h 5 1.0 ACI 318-08 Eq.(D-13) �Cat Cac Nb =kc I haf5 ACI 318-08 Eq.(D-7) Variables her[in.] ec1,N[in.] ec2.N[in.] ;.oh[in.] W C,N 4.724 0.000 0.000 1.500 1.000 coo[in.] kC fc[Psi] 0.000 24 1 2,500 Calculations ANC[in.2] AN„[in.2] W ec1,N Wec2,N Wod,N Wcp,N Nb[Ib] 106.30 200.88 1.000 1.000 0.764 1.000 12,323 Results Ncbe[Ib] 4)concrete 4) Now[Ib] N.[Ib] 4,979 0.700 3,485 1,200 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineenng(c)2003-2019 Hilt AG,FL-9494 Schaan Hilt is a registered Trademark of hilti AG,Schaan 12/23/2019 21 of439 ri.117c111I Hilti PROFIS Engineering 3.0.52 www.hilti.com Company: Page: 5 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Dec 5,2019 Date: 12/5/2019 Fastening point: 3.4 Concrete Side-Face Blowout,direction x- Neb =160 call 7 A ACI 318-08 Eq.(D-17) Nebg =agroup Nth ACI 318-08 Eq.(D-18) • Nsbg >_Nue ACI 318-08 Eq.(D-1) agroup = 1 +-6 cat see ACI 318-08, Part D.5.4.2 Eq. (D-18) •Variables cat [in.] ;2[in.] Abs[in 2] fo[Psi] s[in.] 1.500 8.000 0.59 1.000 2,500 9.000 Calculations Ugroup Nsb[Ib] 2.000 9,210 Results Nebg[Ib] concrete 4 Nsbq[Ib] Nua,edge[Ib] 18,419 0.700 12,893 1,200 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2019 Hilti AG,FL-9494 Schwan Hill is a registered Trademark of Hilti AG,Schoen 12/23/2019 22 of 99 MULTI Hilti PROFIS Engineering 3.0.52 www.hilti.com Company: Page: 6 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete-Dec 5,2019 Date: 12/5/2019 Fastening point: 4 Shear load Load V.[Ib] Capacity$V„[Ib] Utilization 13v=Viakp V„ Status Steel Strength` 745 8,281 9 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength** 1;489 6,970 22 OK Concrete edge failure in direction x+*" 1,489 1,772 85 OK *highest loaded anchor **anchor group(relevant anchors) 4.1 Steel Strength Vsa =Ase,v futa ACI 318-08 Eq.(D-19) Q Vsteel 2 VUe ACI 318-08 Eq.(D-2) Variables "se.v[in?] f„ra[psi] 0.20 65,000 Calculations Vsa[Ib] 12,740 Results V.[Ib] 1)steel 4' Vsa[lb] V.[lb] 12,740 0.650 8,281 745 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2019 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schwan 12/23/2019 23 of89 1■■11`TI Hilti PROFIS Engineering 3.0.52 www.hilti.com Company: Page: 7 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Dec 5,2019 Date: 12/5/2019 Fastening point: 4.2 Pryout Strength ANc \inns =kcp [( No) W ec,N Wed,N 4'c,N `I'cp,N Nb ] ACI 318-08 Eq.(D-31) 4) Vcpy ?Via ACI 318-08 Eq.(D-2) ANc see ACI 318-08, Part D.5.2.1,Fig. RD.5.2.1(b) ANc,, =9 h2„ ACI 318-08 Eq.(D-6) 1 ec,N = l 1 +2 eN 1 5 1.0 ACI 318-08 Eq.(D-9) 3 haf ed N =0.7+0.3 (c�'n)<_1.0 1.5hef ACI 318-08 Eq.(D-11) cp N =MAX(Omin 1.5he1)5 1.0 ACI 318-08 Eq.(D-13) VT, c„ Nb =kc 7r 11e;5 ACI 318-08 Eq.(D-7) Variables kw hef[in.] ect.N[in] eo2.N[in.] ca,. [in.] 2 4.724 0.000 0.000 1.500 c.N Cac[in.] kc ),. fc[psi] 1.000 - 24 1 2,500 Calculations AN.[in.2] ANw[in.2] w ec1,N wec2,N ed,N 111cp,N Nb[Ib] 106.30 200.88 1.000 1.000 0.764 1.000 12,323 Results Vol",[Ib] 4)concrete 4) Vm9[Ib] Vue[Ib] 9,957 0.700 6,970 1,489 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2019 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilt AG.Schaan 12/23/2019 24 of/39 1■■11`TI Hilti PROFIS Engineering 3.0.52 www.hilti.com Company: Page: 8 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete-Dec 5,2019 Date: 12/5/2019 Fastening point: 4.3 Concrete edge failure in direction x+ Av Vcbq =(Avg) W ec.v Wed,V Wc.v Wh.V Wparallel,V Vb ACI 318-08 Eq.(D-22) Vcb9 z Vee ACI 318-08 Eq.(D-2) Ave see ACI 318-08,Part D.6.2.1,Fig.RD.6.2.1(b) Ave, =4.5 cal ACI 318-08 Eq.(D-23) r 1 W ec,V \ 1 + 2ev) 1.0 ACI 318-08 Eq.(D-26) 3ca1 W ed,V =0.7+0 3(1 5cef)5 1.0 ACI 318-08 Eq.(D-28) h,V V I1.5cai Z 1.0 ACI 318-08 Eq.(D-29) ha Vb = (7(I �d )oz ) )v lift calis ACI 318-08 Eq.(D-24) Variables cat [in.] ce2[in.] ecv[in.] W c,v he[in.] 2.250 8.000 0.000 1.000 48.000 le[in.] de[in.] fc[psi] W parallel,V 4.000 1.000 0.500 2,500 1.000 Calculations P`vc[in.2] Avm[in.] ecv Wed.v Wh.v V!,[lb] 45.56 22.78 1.000 1.000 1.000 1,266 Results Vcbb[lb] 4 concrete 4) Vcba[Ib] Vue[lb] 2,532 0.700 1,772 1,489 5 Combined tension and shear loads aN [iv Utilization PN.V[%] Status 0.344 0.840 5/3 92 OK Puy PN+IVC=1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2019 Hilt AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 12/23/2019 25 of639 Hilti PROFIS Engineering 3.0.52 www.hilti.com Company: Page: 9 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Dec 5,2019 Date: 12/5/2019 Fastening point: 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations(AS 5216:2018,ETAG 001/Annex C, EOTA TR029 etc.).This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the design loading.PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member.Condition B applies where such supplementary reinforcement is not provided,or where pullout or pryout strength governs. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003.2019 Hilti AG,FL-9494 Schwan Hilti is a registered Trademark of Hilti AG,Schaan 12/23/2019 26 of�9 Hilti PROFIS Engineering 3.0.52 www.hilti.com Company: Page: 10 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Dec 5,2019 Date: 12/5/2019 Fastening point: 7 Installation data Anchor type and diameter:AWS D1.1 GR.B 1/2 Profile:no profile Item number:not available Hole diameter in the fixture:df=0.563 in. Installation torque:- Plate thickness(input):0.250 in. Hole diameter in the base material:-in. Recommended plate thickness:not calculated Hole depth in the base material:4.724 in. Minimum thickness of the base material:5.537 in. Hilti AWS welded headed stud anchor with 4.724409 in embedment, 1/2,Steel galvanized,installation per instruction for use -0. 50 Y 1 i.r 0 11 IC 0 0 of 0 0 N O O_ N c7 O 0 O N O O O cd E�r.,I Coordinates Anchor in. Anchor x c_Y c+Y 1 -0.250 -16.000 1.500 2.250 8.000 40.000 2 -0.250 16.000 1.500 2.250 40.000 8.000 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2019 Hilti AG,FL-9494 Schaan HIS is a registered Trademark of Hilti AG,Schaan 12/23/2019 27 of ii9 Hilti PROFIS Engineering 3.0.52 www.hilti.com Company: Page: 11 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete-Dec 5,2019 Date: 12/5/2019 Fastening point: 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2019 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 12/23/2019 28 of 139 Piai7Beam Project: By: Date: Checked: Date: Page: Description: Stair Ledger Units: English Properties - X = feet, E = ksi, I = in^4 X = 0; E = 29000; I = 2.01; /L3.5x3.5x0.25 Moment Releases - X = feet Supports - X = feet, Displacement = inches, Rotation = radians X = 0.6667; Disp = 0; X = 3.3333; Disp = 0; Springs - X = feet, VSpring = kip/inch, RSpring = kip in/rad Point Loads - X = feet, PLoad = kips, Moment = kip ft X = 0; PLoad = -0.74447; X = 4; PLoad = -0.74447; Uniform Loads - XStart & XEnd = feet, UStart & UEnd = kip/ft Winf 33/,3,p19 Registered to Miller Coxyg}}llt o Engrs. Plai7Beam Project: By: Date: Checked: Date: Page: Reactions - kips, kip ft 7f7)7 T T Shear - kips 0.744.470., u. /44470 Moment - kip ft ,n nnnnnn -0.496338 Rotation - radians 0.002 - . 44 Deflection - inches 013078 -0.015259 Win$ng/23019 Registered to Miller Corygplottiq.g,Engss. Pin/ Project: By: Date: Checked: Date: Page: Analysis Data: Beam Length = 4. feet Number of Nodes = 202 Number of Elements = 201 Number of Degrees of Freedom = 404 Reactions: X Vert Rot feet kips kip ft 0.666700 0.744470 3.333 0.744470 Equilibrium: Force Reaction Diff Vert -1.489 1.489 -0.000 kips Rot 2.978 -2.978 0.000 kip ft Min & Max values: Min Shear = -0.744470 kips at 0.471 feet Max Shear = 0.744470 kips at 3.922 feet Min Moment = -0.496338 kip ft at 1.489 feet Max Moment = 2.425e-012 kip ft at 0 feet Min Rotation = -0.002044 radians at 0 feet Max Rotation = 0.002044 radians at 4.000 feet Min Deflection = -0.015259 in at 0 feet Max Deflection = 0.013078 in at 1.990 feet WinBgaW,331215. Registered to Miller Corlglttfo Engrs. stair Ledger Design Shape: L Shape Capacity=0.32 <1.0 Size: L3-1/2X3-1/2X1/4 ASD Axial Capacities,Chapters D and E Pr= k,axial compression load Equal Legged Angle N/A Mrx= 0.496 ft-k,strong axis moment Mry= ft-k,weak axis moment Tension Capacity,Chapter D N/A Vrx= 0.744 k,strong axis shear Connection: Welded connnection Vry= k,weak axis shear U= 0.68 Table D3.1,pg 16.1-29 Tr= in-k,torsion Ae= 1.15 in2 Vt= 0.00 k,shear due to torsion Pn= 60.84 k K= 1.00 (Table C-C2.2,pg 16.1-240) Comp.Capacity,Chapter E N/A Lbx= 2.67 ft KL/r= 46.5 Lby= 2.67 ft L/r= 29 E= 29000 ksi Fcr= 32.12 ksi Fy= 36 ksi Pn= 54.29 k,(Section E3 pg 16.1-33) Fu= 58 ksi Flexural Capacity,Chapter F Ag= 1.69 in2 Strong Axis: lx= 2 in4 Max.compression at toe ly= 2 in4 Mnx= 2.62 ft-k rx= 1.09 in Weak Axis: ry= 1.09 in Max.compression at toe rz= 0.688 in Mny= 2.62 ft-k b= 3.5 in Shear Capacity,Chapter G d= 3.5 in Cv= 1 t= 0.25 in Awx= 0.88 in2 Sx= 0.787 in3 Awy= 0.88 in2 J= 0.0386 in4 kv= 1.2 bl= 3.5 in Vnx= 18.90 k equation G2-1 bs= 3.5 in Vny= 18.90 k bl/bs= 1.00 leg length ratio Allowable Capacties Rn/f) (ASD);Rn*$ (LRFD) bl/t= 14.00 (LRFD) Pc,k Pc, k Mc,ft-k Vc,k bs/t= 14.00 x-axis 32.51 36.43 1.57 11.3 �)c= 1.67 (Section El,pg 16.1-32) y-axis (compression) (tension) 1.57 11.3 nb= 1.67 (Section Fl,pg 16.1-46) Interaction Equations: 1 LV= 1.67 (Section Fl,pg 16.1-46) Shear capacity=0.07< 1.0 OK = 0.9 (Section El,pg 16.1-32) Pr/Pc= 0.00 <0.2, Equation H1-lb controls (Pb= 0.9 (Section Fl,pg 16.1-46) 0.32 < 1.0 OK = 0.9 (Section FL pg 16.1-46) Equation H1-lb,AISC 13 ed., pg 16.1-70 Section is Compact in the leg for flexure Use L3-1/2X3-112X114 Section is Compact in the long leg for compression Section is Compact in the short leg for compression 9570 SW Barbur Blvd Project Name Deck Replacement Project# 191006 Suite One Hundred Portland,OR 97219 Location 13185 SW Ash Drive, Portland, Oregon MILLER Client Mr. Pete Louw Phone 503.246.1250 CONSULTING Fax 503.246.1395 BIS 12/23/2019 32 of 39 www.miller-se.com By Ck'd Date Page ENGINEERS I I 1 ! 2 Z.XS i , r I . ‘,,23 � s b 0G an x so } 10or v 5 6 I 3Ux 8 .,U 4 I . o • 1 . r (3,1 1,\ 1� � ! n 1 1 '1'04 or NE:w St_ r-b,46 1 N N T I W 1csclovi .---\ \ \,\ l \ \ \ \ \ uJ%�d.ow t!^ a 1`_ '1 -2! �1 SHEARWALL: C r SHEARWALL: C HOLDOWN: 6 HOEDOWN: 6 ' ------------- i y 1 y" , l 6 - v • 1 co I co 2O! "1` ) o ca 2 6 f l • Deck ASCE 7-10 Seismic Design S,= 0.968 Risk Targeted Maximum Considered Earthquake(Figure 22-1,22-3,22-5,and 22-6)(pages 158 through 165) S,= 0.422 Risk Targeted Maximum Considered Earthquake(Figure 22-2,22-4,22-5,and 22-6)(pages 158 through 165) Fa= 1.11 Table 11.4-1,page 55 Fs= 1.58 Table 11.4-1,page 55 SMs=F,S,= 1.08 eqn.11.4-1 page 55 Su,=F,5,= 0.67 eqn.11.4-2 page 55 Sos=(2)Sus/(3) = 0.72 eqn_11.4-3 page 55 So,_(2)Sal/(3) = 0.44 eqn.11.4-4 page 55 Site Class D Table 20.3-1,page 152 Risk Category ll Table 1.5-1,page 2 Seismic Force Resisting System A.Bearing Wall System 15.Light framed(wood)walls sheathed with wood structural panels rated for shear resistance Seismic Design Category(short per.) D Table 11.6-1,page 56 Seismic Design Category(1 sec) D Table 11.6-2,page 56 Seismic Design Category D (Controls) R= 6.50 Table 12.2-1,pages 60-62 = 3.00 Table 12.2-1,pages 60-62 Cd= 4.00 Table 12.2-1,pages 60-62 ie= 1.00 Importance factor,Table 1.5-2,page 4 Cr= 0.02 Table 12.8-2,page 72 x= 0.75 Table 12.8-2,page 72 h„= 8.33 ft,defined in section 12.8.2.1,page 72 T= 0.098 Eqn.12.8-7,page 72 Cu= 1.4 Table 12.8-1,page 72 Ta,,,,= 0.137 section 12.8.2,page 72 C,= 0.110 Eqn.12.8-2,pg 72 Tr= 16 Flg.22-12 through 22-16,page 170-173 Cs= 0.696 need notexceed-Eq_12.8-3812.8-4,page 7t-72 C,= 0.032 shall not be less than-Eq.12.8-5&12.8-6,page 72 C,= 0.110 (control) W= 16663 lb =(62 psl)(281.5")(148") Redundancy Factorp: 1.30 Section 12.3.4,pg 67 V=CsW=0.110(W). 1841 lb,Eq.12.8-1,pg 71 Loading:r(Qn): 2393 lb eqn.12.4-3,pg 69(horizontal earthquake load) Art 9570 SW Barbur Blvd Project Name Deck Replacement Project# 191006 Suite One Hundred Portland,OR 97219 Location 13185 SW Ash Drive, Portland, Oregon MILLER Client Mr. Pete Louw Phone 503.246.1250 CONSULTING Fax 503.246.1395 BIS 12/23/2019 34 0f 39 www.miller-se.com By Ck'd Date Page ENGINEERS House ASCE 7-10 Seismic Design S,= 0.988 Risk Targeted Maximum Considered Earthquake(Figure 22-1,22-3,22-5,and 22-6)(pages 158 through 165) = 0.422 Risk Targeted Maximum Considered Earthquake(Figure 22-2,22-4,225,and 22-6)(pages 158 through 165) Fa= 1.11 Table 11.4-1,page 55 Fv= 1.58 Table 11.4-1,page 55 Sus=F,S.= 1.08 eqn.11.4-1 page 55 S,a,=F„S,= 0.67 eqn.11.4-2 page 55 Sos=(2)Sesl(3) = 0.72 eqn.11.43 page 55 Sol_(2)Stn/(3) = 0.44 eqn.11.4-4 page 55 Site Class 0 Table 20.3-1,page 152 Risk Category II Table 1.54,page 2 Seismic Force Resisting System A.Bearing Wall System 15.Light framed(wood)walls sheathed with wood structural panels rated for shear resistance Seismic Design Category(short per.) D Table 11.6-1,page 56 Seismic Design Category(1 sec) D Table 11.6-2,page 56 Seismic Design Category D (Controls) R= 6.50 Table 122-1,pages 60-62 = 3.00 Table 12.2-1,pages 60-62 Cd= 4.00 Table 12.2-1,pages 60-62 Is 1.00 Importance factor,Table 1.5-2,page 4 �!! = 0.02 Table 12.8-2,page 72 x= 0.75 Table 12,8-2,page 72 h,= 8.33 ft defined in section 12.8.2.1,page 72 T= 0.098 Eqn.12.8-7,page 72 Cu= 1.4 Table 12.8-1,page 72 Ta,,,,= 0.137 section 12.8.2,page 72 C,= 0.110 Eqn.12.8-2,pg 72 TL= 16 Fig.22-12 through 22-16,page 170-173 Ce= 0.696 need not exceed-Eq.12,83&12.8-4,page 71-72 C,= 0.032 shall not be lass than-Eq.12.8-5 8 12.8-6.page 72 C,= 0,110 (control) W= 35652 lb =(15 psf)(52')(35)(2 Ieveis)/2+(8 psf)(8'+4')(52'+35+52'+35')l2 Redundancy Factor p: 1.30 Section 12.3.4,pg 67 V=CsW=0.110(W)= 3939 lb,Eq.12.8-1,pg 71 Loading:,c(Oe): 5121 lb eqn.12.4-3,pg 69(horizontal earthquake load)drAll ICI 9570 SW Barbur Blvd Project Name Deck Replacement Project# 191006 Suite One Hundred Portland,OR 97219 Location 13185 SW Ash Drive, Portland, Oregon MILLER Client Mr. Pete Louw Phone 503.246.1250 CONSULTING Fax 503.246.1395 ByBIS Ck'd Date 12/23/201935 of 39 www.miller-se.com Page ENGINEERS Diaphragm Design • Vs=0.7(2393 Ibs) = 1675 lbs L= 261.5" = 21'-9%" vs=Vs/L=77 plf Try 15/32"APA rated sheathing w/8d nails at 6" OC on edge VCAP=480 plf/2.0= 240 plf>77 plf, OKAY 15/32"APA rated sheathing w/8d nails at 6" OC on edge Tension Ties T/C= (1675 lbs)(148"/2)/(261.5") =474 lbs Try Simpson ''/<"O x 6" SDS screws VAAP= 1.6(350 lbs/screw) =560 lbs/screw Use(2)Simpson'A"0 x 6"SDS screws from end glulam beams to 2x garrison joists Shear Transfer to Bottom of Deck Use 8d nails at 6"OC to 4x10 HF#2 blocking T/C= (77 plf)(5'-4")(9.25")/(5'-4") =60 lbs Use Simpson A35 each side of blocking to beam Vow= 650 lbs>60 lbs 9570 SW Barbur Blvd Project Name Deck Replacement Project# 191006 Suite One Hundred " 11111 Portland,OR 97219 Location 13185 SW Ash Drive, Portland, Oregon MILLER Client Mr. Pete Louw Phone 503.246.1250 CONSULTING Fax 503.246.1395 BIS36 of 39 www.miller-se.com By Ck'd Date Page ENGINEERS Sheerwall Design #of Sheawall Levels:2 Sheathing Thickness: 15132 in I Typical Sheathing Nailing: rid Nails (uno) I Wall (IBC 2300.3) Shearwalls in Use I Capacity(plf) Load Combination; Wall Type A;15/32 APA Rated Sheathing w/841 At 6'o.e,edges,12"o.c.field 260 Basic Load Combination: 0.60e0.7E;0.6D♦W Wall Type C:15/32'APA Rated Sheathing wlgd A13'o.c.edges,12'o.c.field 490 Structure Information: Wall Wt.(Ww)= 8.00 pal Roof Wt.(Rw)= 15.00 psf Roof Wall Height= 8.00 ft Upper Floor Depth= 1.00 ft Upper Floor W_(11w)= 15.00 psi Upper Floor Wall Height= 8.00 ft Floor Depth= N/A ft Wt.(Mw)= N/A paf Wall Height= N/A ft W nd Uplift(U)= 10.00 psi 0.2Sds= 0.144 (ultimate) Roof Wall Line Marks Nand(Ib) Min.Wind(lb Seismic le)Stacks on: R1 St Seismic Wind Simpson Holdowns and Anchors in Use,(verify Fdn.Config.wi Loads Listed in Catalog for Anchor Bolt Types) Capacity(Ib) Capacity(Ib) 40 (No Holdown Required) 0 0 #6 Holdown Type HDUZSDS2.5 w/(6)1/4"dia.x 21/2'SOS Screws and SSTB16 Anchor Boll 2550 3075 Upper Floor Well Line Marrs Wind(Ib) On.Wind(lb Seismic(lb) S1 5280 Sill Plate to Concrete Anchorage: 2s plate 3x min.plate 5/8 I"dia. anchor capacity(Ib)= 860 1070 Wall Type A:0.625'dia.anchors spaced at 48'o.c. 48'c.c. Wall Type C:0.625'dia.anchors spaced at 34'o.c. 42'c.c. Wall Level Not Used wind(Ib) Min.Wind(Ib Seismic(lb) (anchor spacing based from values from NDS using hemfir and a 1.6 duration increase) Roof Level Holdown to: floor below (PL I/4x3x0'-3'required) 9570 SW Barbur Blvd Project Name Deck Replacement Project# 191006 Suite One Hundred Portland,OR 97219 Location 13185 SW Ash Drive, Portland, Oregon MILLER Client Mr. Pete Louw Phone 503.246.1250 CONSULTING Fax 503.246.1395 BIS 12/23/2019 37 of 39 www.miller-se.com By Ckld Date Page ENGINEERS Upper Floor Level 0.25d5= 0.101 Wall Line Wind(WI,lb Min.Wind,lb Seismic(E),Ib Si 0 0 5260 Wnd Uplift(U)= 10.00 ps1 Load from RI,lb: 0 0 0 Upper Fir Depth(Fd)= 1.00 ft Total,Ib: 0 0 5260 Segments Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(Lo),ft 717 6.00 13.17 I RI Wag Height(HI),R: 8.00 800 SI Wall Height(H2),ft: 3.92 392 THE 1,0: 4.00 4.00 Trib.2,ft: 17.50 17.50 Rtn.Load(RL(,Ib: 736 736 Trib.1 Weight(Ow).pet 15.00 15011 TrIb.2 Weight(LW.psi 15.00 15.00 Wag Weight(MO,pet 6.00 8.00 Wind,elf: 0 0 =(016+016)/13.17' Ma(Wind),64b: 1027 720 =(01b713.17+Lo'H2)+(0lb/131PLo"(H1+H2+Fd))+00porTdb.171-o)"22) Mr(Wind),ft-Ib: 16007 11939 =(Rw'TOO.1+17w'Tdb.2+I44w'0H1+1+2))'(Lo)`22+RL'Lo HD(Wnd),lb -1197 -1074 =(Mot-081,1r(/Lo Holdown Capadry,Ib 0 0 HD Type: 0 0 Minimum wind load,p6: 0 0 =(CM+016)/13.17' MOT(Min.Wind),ft-lb: 0 0 =(01b/13.17•Lo'H2)+(0 lb/131PLo•(H1+H2+Fd)) Mr(Min.Wind),ft-lb: 16007 11939 =(Ow•Tdb.1+Uw'idb.2+14'w'(H1+142))'((o)"22+RL•Lo HD(Min.Wind),Ib: -1340 -1194 =(Mel-0.6•M0/Le Holdown Capacity,Ib- 0 0 HO Type: 0 0 Seismic,pit 399 399 =(5260 lb.016)/13.17' MOr(Seismic),ft-lb: 11211 9386 =(5260 10/13 17•L0•H2J+(0 lb/13.17'1.0•(H1+H2+Fig) Mr(Seismic),ft-Ib: 16007 11939 =(Rw•Tdb.1+1W'MI.2+W,6'(H1+H2))"(L0)`2R+RCLo HO(Satanic).Ib: 450 571 =Odra-(0.8-F 101)'M0/LO Holdown Capacity,lb 2550 2550 HD Type: 6 6 15132'APA Rated Sheathing Shear critical,pIt 399 399 Seg.1:IC'=Sd At 3"a.e.edges,12"0.c.field HD critical,Ib: 450 571 Seg.2:'C'=ad At 3"o.e.edges,12"o.c.field ,40%increase Ice wind?: No No Sheathing Layers. Single Single Concrete Anch.? Yes Yes Wall Type: C C Holdown Types: Wall Capacity,pl(: 490 490 Seg.1'161=HOU2.50S2.5 and SSTB16 Anchor Bolt Controlling Ha Type: 6 6 Seg.2''6'=HDU2SDS2.5 and SSTB16 Anchor Bolt Heldman:Capacity,Ib: 2550 2550 3z Members reg.: Yes Yes 9570 SW Barbur Blvd Project Name Deck Replacement Project# 191006 Suite One Hundred Portland,OR 97219 Location 13185 SW Ash Drive, Portland, Oregon MILLER Client Mr. Pete Louw Phone 503.246.1250 CONSULTING Fax 503.246.1395 BIS 12/23/2019 38 of 39 www.miller-se.com By Ck'd Date Page ENGINEERS Cored-Hole Bearin. Plate Desi.n Based on ACI 318-05 W/Thru-Bolt Concrete Anchor , Tension Load= 571 lb HOEDOWN PER PLAN1 (E) FRAMING, Load Factor= 1.6 BUILT-UP STUD OR i P,= 2500 SITHREADED ROD PER PLAN POST REQ'D PER p PLAN Anchor Diameter= 5/8 in EXISTING FLOOR I Stem Width (w)= 6 in — ,F� FRAMING, TYP. l 4 Embedment Depth(h)= 12 in � �r ! Distance to anchor(c)= 1.75 in illui Ili PROVIDE NON �� Plate Length(L)= 2 in —�m� SHRINK GROUT AT lam-: m/ CORED HOLE AFTER ,Plate Thickness(t)= 1/4 in °.�. INSTALLATION fa.Plate Fy= 36000 psi ',�� ;jEnd Distance(d)= 6 inAYIChor Type= Rod (E) FOUNDATION/STEM WALL tidigg Anchor Grade= A36 Vertical Reber At End? No Rebar Size= N/A SIMPSON BP 3/4" Rebar Quantity= N/A M- 4" CORED HOLE THROUGH s-..xa- STEM/FOUNDATION a Bearing Check: Section 10.17, page 144 + SECTION c A, = 3.63 in2 =2^2-(0.625+1/16)"2*3.14/4 A2= 11.88 in2 =3.5^2-(0.625+1/f6)^2*3.14/4 h A Bearing Increase Factor= 1.81 =SQRT(11.88/3.63) j Al Ultimate Bearing Load= 9075 lb =0.65*(0.85*2500*3.63) *1.81 will Ultimate Load= 914 lb =571 *1.6 �1 914<9075 0K C 2 W Shear Cone Check: Section 11.12.2.1,page 182 BEARING d Vc= 16971 lb =4 *SQRT(2500) *6*1.41 *(2*6-2/2) + ' I eV= 12728 lb =0.75*16971 Ultimate Load= 914 lb =571 *1.6 914< 12728 OK h 12728>9075 Bearing Controls Design ilk III Shear cone Failure plane. Check Bearing Plate:AISC 13th Edition,Sect.F11, pg.16.1-60 Vertical rebar Al = 3.63 in2 =2^2-(0.625+1/16)^2*3.14/4 SHEAR CONE at end. An= 0.91 in2 =3.63/4 M= 62 in-lb =(571/4) *(2/2-(0.625+ 1/16)/2) *(2/3) Z= 0.031 in3 =2*0.25^2/4 L Fy= 36000 psi 1 Mn/11 = 668 in-lb =36000*0.031/1.67 62<668 OK Check Rod:AISC 13th Edition W J T= 571 lb U MUUMUU , Fnt= 43.5 ksi table J3.2,pg. 16.1-104 Ar= 0.307 in2 =0.625^2*3.14/4 Allowable Load= 6677 lb =43.5 *0.307*1000/2 PLATE BENDING An 571 <6677 OK Use PL 0.25x 2 x 0'-2" with 0.625"dia.rod and 12"embed 9570 SW Barbur Blvd Project Name Deck Replacement Project# 191006 Art Suite One Hundred Portland,OR 97219 MS Location 13185 SW Ash Drive, Portland, Oregon Client Mr. Pete Louw MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 BIS 12/23/2019 39 of 39 www.miller-se.com By Ck'd Date Page ENGINEERS