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Specifications (37) a a Table of Contents ■ VOLUME 1: Wood-Framed Levels - Vertical Analysis Description Page(s) II Design Criteria and Applied Gravity Loads 2 opment 3-4 • Wind GravityLLoadsad to WallDeveloElements 5-11 Typical Wall Framing 12-30 U Headers,Trimmers,and Kings 31-48 Corridor and Typical Loft Floor Framing 49-53 III Wood Beams and Associated Posts 54-75 Balcony Framing 76-81 II Loft Exterior Beam 82 Game Room Framing 83-89 a Gym Framing 90-92 Wood Stair Framing 93-110 S Loft Floor Beams 111-116 a 111 ■ ■ ■ ■ 1111 ■ ■ ■ ■ ■ ■ 9570 SW Barbur Blvd Suite One Hundred Project Name Tigard Apartments Project# 161 194 A Portland,OR 97219 i Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 1 of 116 1111www.miller-se.com By Ck'd Date Page ENGINEERS ■ a Building Code: 2014 Oregon Structural Specialty Code ■ Soils Report: Yes Soils Report by: GRI Dated: 4/18/2016 Soil Bearing: N/A PSF Retaining Walls: Yes . Equivalent Fluid Pressure(active): 35 PCF Passive bearing: 250 PCF Friction: 0.35 Structural System: Building Structure ■ Vertical System:Wood Framed over PT Concrete Slab Lateral Sys:Light Framed Shear Walls over Special Reinf Cone Shear Walls Element Roof Floor Corridor . Load Type Dead Dead Dead Basic Design Value(PSF) 15 27 27 III Load Type Snow Floor Live Corridor Live Value(PSF) 25 40 100 Deflection Criteria L/240 U360 U360 1111 Lateral Design Parameters: U 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 I;= 1.00 Risk Cat: II (ice w/wind) (seismic) (snow) (ice) . Seismic Design Il IBC SEISMIC DESIGN RECOMMENDATIONS Recommended 111Seismic Variable Value Site Class C MCEK 0.2-Second Period • 0.99 g Spectral Response Acceleration,SMS MCES I-Second Period 0.58 Spectral Response Acceleration,SiM1111g I Design 0.2-Second Period 0.66 g ■ Spectral Response Acceleration,Sns Design 1-Second Period 0.39 g Spectral Response Acceleration,Si, In Design Summary: III The following structural calculations are for the foundation systems for two proposed apartment buildings.The buildings are four stories of wood-framing supported on one elevated PT podium slab.The building foundations are supported on Auger Cast in Place piling. ■ U ■ III Il ■ ■ ■ ■ 111 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 AI Suite One Hundred ■ Portland,OR 97219 Mk Location 8900-9000 SW Oak St.,Tigard,Oregon II Client AG Spanos Companies MILLER Phone 503.246.1250 . CONSULTING Fax 503.246.1395ELD ARL 9.28.2017 2of116 www.miller-se.com By Ck'd Date Page ENGINEERS ■ ■ a III Note:This page reproduced from Volume 1 of the foundation submittal for ease of checking a 8t4lL-b1 f7P07 LOAii, ■ FLoaP-. M.13t..7 ■ ■ 11/t;''o7,11? , t 13 VS-t4. III 7 ',/olt" ?L•,/ ', 2.,S ?SF III III I --f ISe L`r o . : 2 t G!-P.,ir-- III ■ (.2) c/ 1G,w . 5,6 PsF II MV r ; 1, Ps-F- III M~S e- N 1,1 Psf - ■ II I a afit I ', 1,5- ? F a III lam. s/b" -'4. ; 2t® r F t1 ' 1 1111 )j I. I I :Le./V------'' IN svq....A.-1-119Q : 1 rIF- k. a . tie-v- I psF til,1se- : O PsE in . F- a ISP F 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 ■ 114 Suite One Hundred Portland,OR 97219 III Ma Location 8900-9000 SW Oak St.,Tigard,Oregon Client AG Spanos Companies III CONSULTING Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 3 of 116 www.miller-se.com By Ck'd Date Page a ENGINEERS a a II Development of Maximum Loading to Walls Floor DL 27 psf SI 25 psf Typ.Floor Height 10.67 ft III Partitions 15 psf LLroom 40 psf Max.Demising Span 26.5 ft Roof DL 15 psf Li-corridor 100 psf Max.Corridor Span 9 ft . Wall DL 10 psf Max.Roof Span 22 ft Max.Exterior Floor Span 27.5 ft Max.Interior Bearing Span 35 ft Corridor Floor DL% 21.3% Roof DL 37.5% a Corridor Floor LL% 78.7% Roof SL 62.5% Typical Demising Wall Loads by Floor II Floor D+L Wall D Design Load 5 0 107 107 ■ 4 888 213 1101 3 1776 320 2096 2 2663 427 3090 1111 III Typical Corridor Wall Loads by Floor Floor D Wall D Roof D Total D Floor L Roof S D+L D+S D+0.75L+0.75S/W Design Load Floor (PIf) (PIf) (p11) (Plf) (plf) (plf) (plf) (Plf) (Plf) (Plf) ill 5 0 107 165 272 0 275 272 547 478 547 4 122 213 165 500 450 275 950 775 1044 1044 ■ 3 243 320 165 728 900 275 1628 1003 1609 1628 2 365 427 165 956 1350 275 2306 1231 2175 2306 . Typical Exterior Wall Loads by Floor . Floor D Wall D Roof D Total D Floor L Roof S D+L 0+5 D+0.75L+0.755/W Design Load Floor (PIf) (PIf) (PI1) (PIf) (PIf) (PI1) (Plf) (PIf) (plf) (PIf) II 0 107 165 272 0 275 272 547 478 547 4 371.25 213 165 750 550 275 1300 1025 1368 1368 3 742.5 320 165 1228 1100 275 2328 1503 2259 2328 2 1113.75 427 165 1706 1650 275 3356 1981 3149 3356 III ■ Typical Exterior Wall Load at Gym by Floor Floor Floor D Wall D Roof D Total D Floor L Roof S D+L D+S D+0.75L+0.75S/W Design Load II (PIf) WO (1311) (Plf) (pit) (Plf) (Plf) (PIf) (Plf) (p11) 5 0 107 165 272 0 275 272 547 478 547 4 0 213 165 378 0 275 378 653 585 653 . 3 0 320 165 485 0 275 485 760 691 760 2 0 427 165 592 0 275 592 867 798 867 ■ Typical Interior Wall Loads by Floor ■ Floor D+L Wall D Design Load Floor (p11) (plf) (plf) 1115 0 107 107 4 1173 213 1386 3 2345 320 2665 ■ 2 3518 427 3944 ■ II ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 is One Hundred all Portland,OR 97219Mk 8900 9000 SW Oak St.,Tigard, Ore on Ill Location g g Client AG Spanos Companies MILLERPhone 503.246.1250 • CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 4 of 116 www.miller-se.com By Ck'd Date Page ENGINEERS II 111 U U "ASCE710W.xls"Program ■ Version 1.0 Typical Stud Wind Loading ill WIND LOADING ANALYSIS-Wall Components and Cladding Per ASCE 7-10 Code for Buildings of Any Height ■ Using Part 1 &3:Analytical Procedure(Section 30.4&30.6) Job Name: Subject: IIIJob Number: Originator: I Checker: Input Data: 1111 ^ Wind Speed,V= 120 mph (Wind Map, Figure 26.5-1A-C) . Bldg.Classification= II (Table 1.5-1 Risk Category) Exposure Category= B (Sect.26.7) B 111 Eave Height,hr= 55.00 ft.(hr>=he) Eave Height,he= 55.00 ft.(he<=hr) Building Width= 246:00 ft.(Normal to Building Ridge) IK L �I v Building Length= 150 00 ft.(Parallel to Building Ridge) Roof Type= Gable (Gable or Monoslope) Plan ■ Topo. Factor,Kzt= 1.00 (Sect.26.8&Figure 26.8-1) Direct.Factor,Kd= 0.85 (Table 26.6) A ■ Enclosed?(Y/N) Y (Sect.28.6-1 &Figure 26.11-1) Hurricane Region? N. _ 0° illi Component Name= Wall (Girt,Siding,Wall,or Fastener) hr A U Effective Area,Ae= 35 02083 ft.^2 (Area Tributary to C&C) he v v ■ Resultina Parameters and Coefficients: I' L Elevation ■ Roof Angle, 0= 0.00 deg. Mean Roof Ht.,h= 55.00 ft.(h=he,for roof angle<=10 deg.) U Wall External Pressure Coefficients,GCp: GCp Zone 4 Pos.= 0.81 (Fig.30.4-1,GCp is reduced by 10%for roof angle<=10 deg.) . GCp Zone 5 Pos.= 0.81 (Fig.30.4-1,GCp is reduced by 10%for roof angle<=10 deg.) GCp Zone 4 Neg.= -0.90 (Fig.30.4-1,GCp is reduced by 10%for roof angle<=10 deg.) . GCp Zone 5 Neg.= -1.09 (Fig.30.4-1,GCp is reduced by 10%for roof angle<=10 deg.) Positive&Negative Internal Pressure Coefficients,GCpi(Figure 26.11-1): +GCpi Coef.= 0.18 (positive internal pressure) II -GCpi Coef.= -0.18 (negative internal pressure) U If z<=15 then: Kz=2.01*(15/zg"(2/a), If z>15 then: Kz=2.01*(z/zg)"(2/a) (Table 30.3-1) a= 7.00 (Table 26.9-1) (Note:z not<30'for Exp.B,Case 1) ■ zg= 1200 (Table 26.9-1) Kh= 0.83 (Kh=Kz evaluated at z=h) U Velocity Pressure:qz=0.00256*Kz*Kzt*Kd*V^2 (Sect.30.3.2, Eq.30.3-1) 1111qh= 26.10 psf qh=0.00256*Kh*Kzt*Kd*V"2 (qz evaluated at z=h) Design Net External Wind Pressures(Sect.30.4&30.6): ■ For h<=60 ft.: p=qh*((GCp)-(+/-GCpi)) (psf) For h> 60 ft.: p=q*(GCp)-qi*(+/-GCpi) (psf) III qi q=qz for windward walls, q=qh for leeward walls and side walls qi=qh for all walls(conservatively assumed per Sect.30.6) U ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 . Art Suite One Hundred Portland,OR 97219 MikLocation 8900-9000 SW Oak St.,Tigard,Oregon II Client AG Spanos Companies 111 Phone Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 5 of 116 www.miller-se.com By Ck'd Date Page ■ ENGINEERS ■ • • "ASCE710W.xls"Program Version 1.0 U Wind Load Tabulation for Wall Components&Cladding 11 Component z Kh qh p=Net Design Pressures(psf) (ft.) (psf) Zone 4(+) Zone 4(-) Zone 5(+) Zone 5(-) ■ Wall0 0.83 26.10 25.93 -28.28 25.93 -33.07 15.000.83 26.10 25.93 -28.28 25.93 c -33 07 ■ 20.00 0.83 26.10 25.93 -28.28 25.93 -33.07 25.000.83 26.10 25 93 ._.m.. -28.28 25.93 -33.07 ._, 30.00 0.83 ^£__ 26.1090 __35.00 --J 0.83 26.10 .__ 25.93 _-28.28_____2593 � ��33.07____ 40.00_ 0 83 26.10 _T 25.93 N _._-Y 28.28_ 25.93 _ �q Y_33 07 • 45.00 ,.__». 0.83 .v26.10 25.93 -28.28 25.93 -33.07 50.000 83 26.10 25.93 28 28 25.93 -33.07 III For z=hr: 55.00__M._ 0 83 R 26.10 25.93 -28.28 25.93 -33 07 • • • For z=he: 55.00 0.83 26.10 P _,_®t 25 93 -28.2 y m25 93m33.0 For z=h: 55.00 0.83 26.10 25.93 -28.28 25.93 -3307 U Notes: 1.(+)and(-)signs signify wind pressures acting toward&away from respective surfaces. • 2.Width of Zone 5(end zones),'a'= ( 15.00 ift. 3. Per Code Section 30.2.2,the minimum wind load for C&C shall not be less than 16 psf. ■ 4. References :a.ASCE 7-10,"Minimum Design Loads for Buildings and Other Structures". . b."Guide to the Use of the Wind Load Provisions of ASCE 7-02" by:Kishor C. Mehta and James M.Delahay(2004). • • • • • • • • 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 . Suite One Hundred A Portland,OR 97219 MaLocation 8900-9000 SW Oak St.,Tigard, Oregon ■ Client AG Spanos Companies MILLER Phone 503.246.1250 • CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 6 of 116 www.miller-se.com By Ck'dDatePage II In a • ■ • "ASCE710W.xls"Program Version 1.0 a a Wall Components and Cladding: a 3 . r S' • 8r 4l Ga z Wall Zones for Buildings with h<=60 ft. a I ' ■ ■ ■ • ■ WALL ELEVATION Wall Zones for Buildings with h>60 ft. I I U U 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 ■ Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon ■ Client AG Spanos Companies ■ MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 7 of 116 www.miller-se.com By Ck'd Date Page ■ ENGINEERS ■ • a ■ "ASCE710W.xls"Program Version 1.0 . Gym Stud Wind Loading WIND LOADING ANALYSIS-Wall Components and Cladding . Per ASCE 7-10 Code for Buildings of Any Height Using Part 1 &3:Analytical Procedure(Section 30.4&30.6) III Job Name: Subject: Job Number: Originator: I Checker: I ■ Input Data: A ■ Wind Speed,V= 120 mph (Wind Map, Figure 26.5-1A-C) Bldg.Classification= II (Table 1.5-1 Risk Category) . Expos.ure Category= B (Sect.26.7) B Ridge Height,hr= 55.00 ft.(hr>=he) . Eave Height,he= 55.00 ft.(he<=hr) Building Width= 240.00 ft.(Normal to Building Ridge) v IN Length= 150.00 ft.(Parallel to Building Ridge) I Roof Type= Gable (Gable or Monoslope) K Plan �I Topo.Factor,Kzt= 1.00 (Sect.26.8&Figure 26.8-1) . Direct.Factor,Kd= 0.85 (Table 26.6) Enclosed?(Y/N) Y • (Sect.28.6-1 &Figure 26.11-1) . Hurricane Region? N 00 Component Name= Wall (Girt,Siding,Wall,or Fastener) hr h A . Effective Area,Ae= 146.1612 ft.^2 (Area Tributary to C&C) he .., v Resulting Parameters and Coefficients: L Elevation Roof Angle,0= 0.00 deg. III Mean Roof Ht.,h= 55.00 ft.(h=he,for roof angle<=10 deg.) Wall External Pressure Coefficients,GCp: ■ GCp Zone 4 Pos.= 0.71 (Fig.30.4-1,GCp is reduced by 10%for roof angle<=10 deg.) El Zone 5 Pos.=_ e 0.71_ (Fig.30.4-1,GCp is reduced by 10%for roof angle<=10 deg.) GCp Zone 4 Neg.= -0.80 _ (Fig.30.4-1,GCp is reduced by 10%for roof angle<=10 deg.) GCp Zone 5 Neg.= -0.89 (Fig.30.4-1,GCp is reduced by 10%for roof angle<=10 deg.) III Positive&Negative Internal Pressure Coefficients,GCpi(Figure 26.11-1): +GCpi Coef.=_ _ 0.18 (positive internal pressure) III -GCpi Coef.= -0.18A (negative internal pressure) If z<=15 then: Kz=2.01*(15/zg ^(2/a), If z> 15 then: Kz=2.01*(z/zg)^(2/a) (Table 30.3-1) . a= 7.00__(Table 26.9-1) (Note:z not<30'for Exp.B,Case 1) zg= 1200 (Table 26.9-1) !Iii Kh= 0.83 (Kh=Kz evaluated at z=h) Velocity Pressure:qz=0.00256*Kz*Kzt*Kd*VA2 (Sect.30.3.2,Eq.30.3-1) qh= 26.10 psf qh=0.00256*Kh*Kzt*Kd*VA2 (qz evaluated at z=h) ■ Design Net External Wind Pressures(Sect.30.4&30.6): III h<=60 ft.: p=qh*((GCp)-(+/-GCpi)) (psf) For h> 60 ft.: p=q*(GCp)-qi*(+/-GCpi) (psf) where:q=qz for windward walls, q=qh for leeward walls and side walls . qi=qh for all walls(conservatively assumed per Sect.30.6) . . 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 III One Hundred A Portland,OR 972191116 8900-9000 SW Oak St.,Tigard, Oregon Location g 9 ■ Client AG Spanos Companies MILLER Phone 503.246.1250 1111 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 8 of 116 www.miller-se.com By Ck'd Date Page III I. r r 0T- Ole- -{SLALP FT NAIL, r ■ r -41t�ti /0 ✓ ✓ �r r ■ 1:42)l'417 r • ✓ • r r ✓ r 9570 SW Barbur Blvd Suite One Hundred Project Name Tigard Apartments Project# 161 194 Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon MILLER Client AG Spanos Companies Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 30 of 116 111 www.miller-se.com By Ck'd Date Page ENGINEERS ✓ WinBeam PV/izBeam Project: Project: N By: Date: Checked: Date: Page: By: Dec Checked: Date: Page: Description: / ti Reactions - kips, kip ft Loft Wall Girt I i/ !e Z* ‘11.11'w F' Units: English 11111111101111.11111.111111111.1111111 Properties - X = feet, E = ksi, I = in"4 X = 0; E = 1800; I = 85.75; Moment Releases - X = feet Supports - X = feet, Displacement = inches, Rotation = radians X 0; Disp = 0; Shear - kips X = 19; Disp = 0; • 448105 Springs - X = feet, VSpring = kip/inch, RSpring = kip in/rad Point Loads - X = feet, PLoad kips, Moment = kip ft Uniform Loads - XStart &XEnd = feet, UStart & UEnd - kip/ft XStart = 0; XEnd = 13; UStart = -.048; UEnd = -.048; XStart = 13; XEnd = 19; UStart = -.048; UEnd = -.023; -0.3888• Moment - kip ft 9 1193615 -U.WUuuu Rotation - radians 68 • -0.02108' Deflection - inches WinOeem 3.30 -Registered to Miller Consulting Coors. WinBeam 3.30 -Registered to Miller Consulting Rngrs. a a la2012 National Design Specification for Wood Construction(ASD) Reduction Bending F° Shear F„ Beating F, E&Em,,, Re 9.84 OK<50 Mark PL to Brace Trash Chute Wall(B) Material:DIMENSIONAL LUMBER Co 1.60 1.60 E',0 580,000 psi U Grade:DF/L No.2 or Better Cr 1.00 1.00 1.00 1.00 F5E= 7194 psi Span 7.25 ft t.= 7.25 ft size=2 x 6 Cr 1.30 - Fa"= 1872 psi x1= 0.00 ft w1= 197.8 lbs/ft b= 3.000 in CM 1.00 1.00 1.00 1.00 F,,E/Fa"= 3.84 IIIx2= 7.25 ft w2= 197.8 lbs/ft d= 5.500 in G, 1.00 1.00 1.00 1.00 F5'= 1840 psi Xa= 0.00 ft Pa= 0 lbs A= 16.50 in0 C, 1.00 F„= 288 psi • Xb= 0.00 ft Pb= 0 lbs S= 15.13 in3 Cv 1.000 F.,„'= 625 psi Xc= 0.00 ft Pc= 0 lbs 1= 41.59 in' Ci 0.983 E'= 1,600,000 psi R1= 717 lbs V= 626 lbs El= 66,550 kip-int Cfu - 1.00 ■ R2= 717 lbs M= 1300 ft-lbs F0= 900 psi LL Alin;,=U 360 LLA= 0.12 inchs F„= 180 psi Material DIMENSIONAL LUMBER a TL Apm;,=U 240 TLA= 0.19 inchs E= 1600 ksi Grade Load Duration,C. DFIL No.2 or Better LL 62.5% E,= 13.19 ft Em;,,= 580 ksi TEN MINUTES 1.6 WIND/SEISMIC Fb'=(Fb)(Cd)(Ct)(CF)(CM)(Ci)(Cr)(CL)(Cfu)=1,840 psi Fu= 625 psi Temperature Factor,C, DRY T<=100°F 111Fv'=(Fv)(Cd)(Ct)(CM)(Ci)=288 psi Approx.weight -IC:, l'.-lbs/ft Ibsltt Wet Service Factor,CM MOISTURE CONT LESS THAN 19 E'=(E)(Ct)(CM)(Ci)=1,600,000 psi R1 Req'd Bearing Width 1.00 in. Incising Factor,C, MEMBER IS NOT INCISED - . RE=(Fcl)(Ct)(CM)(CI)=625 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor C, MEMBER IS NOT REPETITIVE fb=1,031 psi<Fb'=1,840 psi Bending Capacity=56.0 M=1,300 ft-lbs<Mmax=2,320 ft-lbs Member 2 x 6 afv=57 psi<Fv'=288 psi Shear Capacity=19.8% Number of Plies 2 Plies V=626 lbs<Vmax=3,168 lbs Max LL Dell=0.116 inches=L/749 LL Defl.Capacity=48.1% (2 Plies) 2 x 6,DIMENSIONAL LUMBER aDF/L No.2 or Better Max TL Def=0.186 inches=L/468 TL Defl.Capacity=51.3% 1111 Copyright©2017 Miller Consulting Engineers,Inc. 11 ::::: 0.000- 0.020 o11 11111111 -0.040_ o.oso0 ` _rumo 1111111111111111111, x o -0.100 > ---,"`"v., -0.140 500 -0.160 _� -0.180- -- - _. ■ ec9Sheer-1,000 M as -0.200 = I 0 0 0 (Ti n r : au,< 2 n m m m t Distance(ft) Distance(ft) I -Mom t Notes. ISI . Use(2)S0525300 to transfer load at splice a al a r ■ III ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred A Portland,OR 97219 I Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies ■ MILLER Phone 503246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 28 of 116 www.miller-se.com By Gk'd Date Page ENGINEERS II s ■ 3.2.3.3 Technical Data el Ultimate Loads in Normal Weight concretel'2 `x.; III°< e compressive Strength 5 Shank Minimum ZDsi 406°+� s „ Fastener Diameter Embedment P P 6000 psi 8000 psi in.(mm) in.(mm) Tension Shear Tension Shear Tension Shear Tension Shear 111 lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) ill 3/4 71 :. per 05E13 7.„- (3.4)a 790 M: 020 - - X-U 1 3 � i . �5 . 6.1) 11=.- (5.1) 1630 - - III Universal 0.157Fastener1-1/ (32) 25 (5.°r 1865 .3"• 15002' ' (9.xi13'"? (5.8) 2325 (10.3) - - -1/ 65 (7.• ' .0) 522 • (10.0) - - - ■ 3/4 (19) 535 (2.4) 980 (4.4) 800 (3.6) 1430 (6.4) 735 (3.3) 1575 (7.0) 875 (3.9) 1475 (6.6) III X_p 1 (25) 880 • ( 1345 (6. 171 (7.6) 1320 (5.9) 2040 (9.1) 1400 (6.2) 1820 (8.1) Premium 0.157 (4.0) 111 Concrete 1-1/4 (32) 1535 (6.8) 206#° ( ) 865 (8. 2210 1650 (7.3) 2350 (10.5) - - Fastener 1-1/2 (38) 2005 8.9) 22; (1 ) - - _ _ . Allowable Loads in Normal Weight concrete1.2 a Concrete compressive Strength Shank Minimum 2000 psi 4000 psi 6000 psi 8000 psi a Fastener Diameter Embedment in.(mm) in.(mm) Tension Shear Tension Shear Tension Shear Tension Shear Ill lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) 3/4 (19) 100 (0.4) 125 (0.6) 100 (0.4) 125 (0.6) 105 (0.5) 205 (0.9) - - S X-U 1 (25) 165 (0.7) 190 (0.8) 170i .. _ 0.157' (4.0) III (0.8}' 225 (1.0) 1 110 (0.5) 280a (1.2) Universal 1-1/4 (32) 240 (1.1) 310 (1.4) 280 (1.2) 310 (1.4) ( ) (1.9) Fastener 180 0.8 425 1-1/2 (38) 275 (1.2) 420 (1.9) 325 (1.4) 420 (1.9) - - - 11 3/4 (19) 100 (0.4) 155 (0.7) 100 (0.4) 175 (0.8) 105 (0.5) 205 (0.9) 135 (0.6) 205 (0.9) x-P II 1 (25) 165, (0.7) 220 (1.0) 180 (0.8) 225 (1.0) 150 (0.7) 300 (1.3) 150 (0.7) 215 (1.0) Premium 0.157. (4.0) Concrete 1-1/4 (32) 240 (1.1) 310 (1.4) 280 (1.2) 310 (1.4) 180 (0.8) 425 (1.9) - - 5 Fastener 1-1/2 (38) 310 (1.4) 420 (1.9) - - - 111 1 The tabulated load values are for the low-velocity fasteners only based on testing in accordance with ICC-ES AC 70 and ASTM 61190.Allowable loads are calculated based on a safety factor of at least 5.Some conditions like high wind loads,shock or fatigue may require a different safety factor.Wood or steel members connected to the substrata must be investigated in accordance with accepted design criteria. ■ 2 Multiple fasteners are recommended for any attachment. 3 This allowable load value for the X-U fastener also applies to normal weight hollow core concrete slabs with f'c of 6600 psi and minimum face shell thickness of 1-3/8 in. 1111 Ultimate and Allowable Loads in Normal Weight concrete using DX Kwik1.2'' Concrete compressive Strength . Shank Minimum 4000 psi 6000 psi Fastener Diameter Embedment Load Type 111 in.(mm) in.(mm) Tension Shear Tension Shear lb(kN) lb(kN) lb(kN) lb(kN) X-U 47 P8 Ultimate 1973 (8.8) 2235 (9.9) 2101 (9.3) 2859 (12.7) 1111 with DX Kwik 0.157 (4.0) 1-1/2 (38) Allowable 395 (1.8) 405 (1.8) 360 (1.6) 570 (2.5) II 1 The tabulated ultimate load values are for the low-velocity fasteners only based on testing in accordance with ICC-ES AC 70 and ASTM 61190.Allowable loads are calculated based ■ on a safety factor of at least 5.Some conditions like high wind loads,shock or fatigue may require a different safety factor.Wood or steel members connected to the substrate must be Investigated in accordance with accepted design criteria. 2 Multiple fasteners are recommended for any attachment 3 X-U Fastener is installed using the DX Kwik drilled pilot hole installation procedure shown in section 3.2.1.1.10 of the North American Product Technical Guide,Volume 1,Edition 2015. II 27 of 116 • 3 r ■ I S 1111 Mechanical Anchoring Systems • 3.3.17 Split Hit Anchor 11 3.3.17.1 Product Description 3.3.17.1 Product Description 3.3.17.2 Material Specifications The Hilti Split Hit is a drive-in type Low profile mushroom and flat III 3.3.17.3 Technical Data anchor.The one-piece anchor is carbon head style provides a clean,tamper 3.3.17.4 Installation Instructions steel ' • b= c pl. • d can - , ed resistant fastening II for lig . duty •f Bening in t.n' -te. • Anchor design allows easy 3.3.17.5 Ordering Information ° through-type fastenings even in II Prod .t Feat es ., , bottomless holes • e.ick and e.1,- ,R-4=-Hing .r • Consistent load values provide maximum speed of installation light duty fastenings in concrete f fjs . r•&,tea : I t : ,e it p . • onf* m g to ASTM B; .... Ill SC1 • r Table 1 -Hilti Split Hit Anchor Allowable Tension Values in Normal Weight Concrete' il f . , ' • '. lowabl Tensio alues lb(kN) I ; Cone`-st ,, h 2 I 4000 psi Minimum§m. dm`t 1 1.5 1 1.5 IIII k' i x'm (25) (38) (25) (38) i, , �r edge“istance '12 e f in.(mm) (51) a .`. 1 100 150 125 175 (25) (0.44) (0.67) (0.56) (0.78) ■ 1-1/4 130 165 150 180 E (32) (0.58) (0.73) (0.67) (0.80) E 1-1/2 135 170 180 215 5 (38) (0.60) (0.76) (0.80) (0.96) c 1-3/4 150 190 220 245 111o (44) (0.67) (0.85) (0.98) (1.09) co 2 170 200 250 290 (51) (0.76) (0.89) (1.11) (1.29) a 2-1/2 175 250 305 375 (64) (0.78) (1.11) (1.36) (1.67) ■ 1 Allowable values based on the average ultimate from testing,using a minimum safety factor of 4. ■ Table 2-Hilti Split Hit Allowable Shear Values in Normal Weight Concrete' Allowable shear values lb(kN) . Concrete strength 2000 psi 4000 psi Minimum embedment 1 1.5 1 1 { 1.5 II in.(mm) (25) (38) (25) (38) Minimum edge distance 2 3 2 3 2 3 2 3 111 in.(mm) (51) (76) (51) (76) (51) (76) (51) (76) 1 110 125 145 180 145 170 190 240 (25) (0.49) (0.56) (0.65) (0.80) (0.65) (0.76) (0.85) (1.07) 5 1-1/4 130 145 160 210 170 185 210 260 E (32) (0.58) (0.65) (0.71) (0.93) (0.76) (0.82) (0.93) (1.16) E 1-1/2 145 170 190 240 195 200 225 280 (38) (0.65) (0.76) (0.85) (1.07) (0.87) (0.89) (1.00) (1.25) 0' 1-3/4 205 275 235 350 275 295 315 395 . a (44) (0.91) (1.22) (1.05) (1.56) (1.22) (1.31) (1.40) (1.76) � 2 265 375 280 460 350 390 410 510 ■ (51) (1.18) (1.67) (1.25) (2.05) (1.56) (1.73) (1.82) (2.27) 2-1/2 385 445 465 675 510 585 595 700 111 (64) (1.71) (1.98) (2.07) (3.00) (2.27) (2.60) (2.65) (3.11) 1 Allowable values based on the average ultimate from testing,using a minimum safety factor of 4. III 26 of 116 ■ 350 Hilti,Inc.(US)1-800-879-8000 I www.us.hilti.com I en espanol 1-800-879-5000 I Hilti(Canada)Corp.1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2017 a S S I til av- W 4U-5 aa S Si I1 fo'-� fcCa S J ' (10 -i�1 Q'Q-tQ-hu0Ct; S = 27 f tV ) Scz.v�cltarxs 6 DL -� (A i2 aG S 21 1,1- S S S S a S a a a a a a a a a a a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 iiSuite One Hundred Ell Portland,OR 97219 MiLocation 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies 111 MILLER Phone 503246.1250 ■ CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 25 of 116 www.miller-se.com By Ck'd Date Page ENGINEERS S s ■ ■ Oatt10>?- - GDN►Q. c—r t4-s, E tz-WALL t_? c ti ■ 1111 -7,38 rc' ' rs,-C (Atre),9 ■ ■ ■ ■ ■ 12,3 k'' 1111 ■ i" k VA,1t (7 O coce-hz.7) ■ S ELL = [to" OC. Neel) GM-he-tin I, z = -2_11-0-4 ,6 = ?azi Q, (s o 1. a z i C..'A��RDL� ■ Vt >41 ` Ste.rr *rt- 110110e, -11 1100, — 1 " VVI ■ Ac ir,N1M X-u ? F (t" se-19 4, 0. 15-1" ■ VA4few 225* (LDNILe Ts) ■ VAt1 z-- ttecx1, = tai 04'` orb) — acsc L ■ S= Int° 1 b" 0C„. ■ 0:5 P4 ■ ■ ■ ■ ■ 9570 SW Barbur Blvd Suite One Hundred Project Name Tigard Apartments Project# 161 194 Portland,OR 97219 ■ Location 8900-9000 SW Oak St.,Tigard, Oregon MILLER Client AG Spanos Companies Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 24 of 116 ■ www.miller-se.com By Ck'd Date Page ENGINEERS ■ III III 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fc E Emin Fce,= 7449 psi Stud Copyright©2017 Miller Consulting Engineers,Inc. CD 1.00 1.00 Fce2= 944 psi Il Mark Interior 2x4 Walls Material:DIMENSIONAL LUMBER Rb, 7.8 '1 Grade:DF/L No.2 or Better C, 1.15 Rby 3.4 Y r3 size=2 x 6 C, 1.00 1.00 1.00 1.00 Fbe„ 11518 psi . r yz ,�Li e'i d,= 1.50 in CF 1.30 1.10 Fbe9 61717 psi ext d2= 5.50 in CM 1.00 1.00 1.00 1.00 KM 2300 III A= 8.25 in2 C; 1.00 1.00 1.00 1.00 KT 0.59 1-1 S,= 7.56 in3 CT 1.00 Fb,* 1346 psi Height= 10.3 ft lu,= 1 ft Sy= 7.56 in3 Cv 1.00 Fby* 1346 psi ■ Spacing= 16 in o.c. 1u2= 10.3 ft Le,= 2.06 ft CL, 0.99 Fbe,/Fb,* 9 w,= 3944 plf Mo,= 89 ft-lbs Le2= 18.95 ft CLY 1.00 Fbe9IFby* 46 p= 5 psf Ke,= 1 Fb,= 900 psi Ce 0.52 Fc* 1485 psi ■ we= 6.7 plf Kee= 1 FIN= 900. psi Cfu 1.15 Fb, 1346 psi Diimrt=L/ 240 le,= 1.00 ft Ex= 1600 ksi CE 1.00 1.00 1.00 1.00 Fb; 1547 psi Ie2= 10.30 ft Ey= 1600 ksi CE=Exterior wet use of SCL lumber Fc' 775 psi II lel/d,= 8.00 Exam= 580 ksi Fc',sill 625 psi Ie2/d2= 22.47 Eymm= 580 ksi Ex' 1600 psi ■ Q= 0.05 in Fc= 1350 psi Ey' 1600 psi L/2472 Fc,sill 625 psi Ex,,,;„' 580000 psi . Fbx'=(Fbx*)(CL)(Cfu)=1,346 psi c= 0.8 Ey,„,„' 580000 psi Fby=(Fby*)(CL)(Cfu)=1,547 psi I,= 20.80 in4 Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=775 psi ly= 1.55 in4 Material DIMENSIONAL LUMBER V ■ E'=(E)(Ct)(Cm)(Ci)=1,600 ksi Grade DF/LNo.2oDeter V Emin'=(Emin)(Ct)(Cm)(Ci)(CT)=580 ksi Load Duration,CD TEN YEARS 1.0 OCCUP LIVE V tbx=141 psi<Fbx'=1,346 psi Bending Capacity=10.5% Temperature Factor,C, T<=IDooF V . fby=0 psi<My'=1,547 psi Wet Service Factor,Cu MOISTURE CONT LESS THAN 19% • fc=637 psi<Fc'=775 psi Axial Capacity=82.3% Incising Factor,CI MEMBER IS NOT INCISED Repetitive Factor Cr MEMBER IS REPETITIVE V III fc=637 psi>Fc'=625 psi Sill Capacity=102.0% Built up Member Yes V Member 2 x 6 . Combined Axial Compression and Bending Combined Capacity=79.1% Sill PL? YesT _V Equation 3.9-3;2012 NDS page 22 Sill PL Type DK V Max Defl=0.050 inches=L/2,472 9.7% Fire Treated? No 5 2 x 6,DIMENSIONAL LUMBER DF/L No.2 or Better at 16"o.c. li ■ ■ ■ ■ 1 Il ' ■ ■ '' r ■ a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 1111Suite One Hundred 04 Portland,OR 97219 MkLocation 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies i MILLER Phone 503.246.1250 . CONSULTING Fax 503.246.1395 ELDARL 9.28.2017 23 of 116 www.miiler-se.com By Ck'd Date Page ENGINEERS ■ 111 a ■ 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fc E Emin Fce,= 8183 psi a Stud Copyright©2017 Miller Consulting Engineers,Inc. CD 1.00 1.00 Fce2= 420 psi Mark Interior 2x4 Walls-Level 4+ Material:DIMENSIONAL LUMBER Rb,, 6.2 . 1z2.1 Grade:DF/L No.1 or Better C, 1.15 Rby 5.3 v r? size=2 x 4 C, 1.00 1.00 1.00 1.00 Fbex 19882 psi ae xe" d,= 1.50 in CF 1.50 1.15 Fbex 27453 psi $ e u " 1-- d' d2= 3.50 in CM 1.00 1.00 1.00 1.00 KM 2300 LL Pz1_211.1 A= 5.25 in2 C, 1.00 1.00 1.00 1.00 KT 0.59 I eye I Sx= 3.06 in3 CT 1.03 Fbx* 1725 psi a Height= 10.3 ft lu,= 1 ft Sy= 3.06 in3 C. 1.00 Fby* 1725 psi Spacing= 16 in o.c. Iu2= 10.3 ft Le,= 2.06 ft Cu 1.00 Fbex/Fbx* 12 a w„= 1386 ptf M,,= 89 ft-lbs Lee= 18.95 ft Cu, 1.00 Fbey/Fby* 16 p= 5 psf Ke,= 1 Fbx= 1000 psi c 0.23 Fc* 1725 psi wh= 6.7 plf Ke2= 1 Fby= 1000 psi Cfu 1.10 Fb, 1725 psi II AiimB=L/ 240 le,= 1.00 ft Ex= 1700 ksi CE 1.00 1.00 1.00 1.00 Fby' 1898 psi le2= 10.30 ft Ey= 1700 ksi CE=Exterior wet use of SCL lumber Fc' 396 psi 111le,/d,= 8.00 Ex,,,;,,= 620 ksi Fc',sill 625 psi lee/d2= 35.31 Ey,,,,,,= 620 ksi Ex' 1700 psi A= 0.19 in Fc= 1500 psi a L/651 Fc,sill 625 psi Ey' 1700 psi 637097 psi Fbx'=(Fbx*)(CL)(Cfu)=1,725 psi c= 0.8 Ey,.,; 637097 psi Fby'=(Fby*)(CL)(Cfu)=1,898 psi Ix= 5.36 in4 a Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=396 psi ly= 0.98 in4 Material DIMENSIONAL LUMBER v. E=(E)(Ct)(Cm)(Ci)=1,700 ksi Grade DUI No.I or Better v. - ■ Emin'=(Emin)(Ct)(Cm)(Ci)(CT)=637 ksi Load Duration,CD TEN YEARS Io oCCUP LIVE=349 psi<Fbx'=1,725 psi Bending Capacity=20.2% Temperature Factor,C, T<=1o0w fby=0 psi<Fby'=1,898 psi Wet Service Factor,Cu MOISNRE CONT LESS THAN Iv% v II fc=352 psi<Fc'=396 psi Axial Capacity=88.8% Incising Factor,CI MEMBER I5 NOT INCISED V Repetitive Factor Cr MEMBER IS REPETITIVE V ■ fc=352 psi<Fc'=625 psi Sill Capacity=56.3% Built up Member rev • Member 2x+ V Combined Axial Compression and Bending Combined Capacity=100.0% Sill PL? Yes v REquation 3.9-3;2012 NDS page 22 Sill PL Type DF/I. v. Max Defl=0.190 inches=L/651 Def.Capacity=36.9% Fire Treated? No V I 2 x 4,DIMENSIONAL LUMBER DFIL No.1 or Better at 16"o.c. ■ III ■ ■ ■ ■ ■ ■ III ■ Ill III 9570 SW Barbur Blvd all Suite One Hundred Project Name Tigard Apartments Project# 161194 Portland,OR 97219 ■ Location 8900-9000 SW Oak St.,Tigard, Oregon II MILLER Client AG Spanos Companies Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 22 of 116 ■ www.miller-se.com By Ck'd Date Page ENGINEERS ■ U II 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fc E Emin Fee,= 31853 psi Stud Copyright©2017 Miller Consulting Engineers,Inc. CD 1.00 1.00 Fce2= 409 psi ■ Mark Interior 2x4 Walls-Level 3 Material:DIMENSIONAL LUMBER Rb, 3.1 1-'1y Grade:DF/L No.1 or Better C, 1.15 Rby 7.5 Y F* size=(2)2 x 4 C, 1.00 1.00 1.00 1.00 Fbex 77393 psi III t_a es x � d ex` T= 3.00 in CF 1.50 1.15 Fbey 13358 psi e„, �. d2= 3.50 in CM 1.00 1.00 1.00 1.00 KM 2300 B d' A= 10.50 in2 C; 1.00 1.00 1.00 1.00 KT 0.59 III e,z i S„= 6.13 in' CT 1.00 Fbx" 1725 psi Height= 10.3 ft lu,= 1 ft Sy= 6.13 in3 Cv 1.00 Fby* 1725 psi ■ Spacing= 16 in o.c. Iu2= 10.3 ft Lei= 2.06 ft Cr, 1.00 Fbex/Fbx* 45 wy= 2665 plf M,a,= 89 ft-lbs Lee= 18.95 ft Cry 1.00 Fbe/Fby* 8 p= 5 psf Kei= 1 Fbx= 1000 psi C, 0.22 Fc* 1725 psi . wh= 6.7 plf Kee= 1 Fby= 1000 psi Cfu 1.10 Fbx' 1725 psi Aiime=U 240 lei= 1.00 ft Ex= 1700 ksi CE 1.00 1.00 1.00 1.00 Fby' 1898 psi 111102= 10.30 ft Ey= 1700 ksi CE=Exterior wet use of SCL lumber Fc' 386 psi lei/d,= 4.00 Exmx,= 620 ksi Fc',sill 625 psi Ie2/d2= 35.31 Eymin= 620 ksi Ex' 1700 psi . A= 0.09 in Fc= 1500 psi Ey 1700 psi L/1373 Fc,sill 625 psi ExmM 620000 psi Fbx'=(Fbx*)(CL)(Cfu)=1,725 psi c= 0.8 Eym0 620000 psi . Fby'=(Fby*)(CL)(Cfu)=1,898 psi Ix= 10.72 in4 Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=386 psi ly= 7.88 in4 Material DIMENSIONAL LUMBER V ■ E'=(E)(Ct)(Cm)(Ci)=1,700 ksi Grade DF/LNo.a o,Bette, V Emin'=(Emin)(Ct)(Cm)(Ci)(CT)=620 ksi Load Duration,CD TEN YEARS 1.0 SCOP LIVE V fbx=174 psi<Fbx'=1,725 psi Bending Capacity=10.1% Temperature Factor,C, T<=1000F 1' ■ thy=0 psi<Fby'=1,898 psi Wet Service Factor,CM MOISTURE cow LESS THAN 19% v fc=338 psi<Fc'=386 psi Axial Capacity=87.6% Incising Factor,CI MEMBER IS NOT INCISED V III Factor Cr MEMBER IS REPEnTIVE fc=338 psi<Fc'=625 psi Sill Capacity=54.1% Built up Member yes w Member (2)204 ' . Combined Axial Compression and Bending Combined Capacity=86.9% Sill PL? Yes V Equation 3.9-3;2012 NDS page 22 Sill PL Type DPA V Max Defl=0.090 inches=L/ 1,373 Defl.Capacity=17.5% Fire Treated? No V ■ (2)2 x 4,DIMENSIONAL LUMBER DF/L No.1 or Better at 16"o.c. 111 ■ II ■ ■ III a ■ ■ IIII I ■ a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 II One Hundred ZS Portland,OR 97219 MS Location 8900-9000 SW Oak St.,Tigard,Oregon Client AG Spanos Companies II MILLER Phone 503.246.1250 ■ CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 21 of 116 www.miller-se.com By Ck d Date Page ENGINEERS ■ U U 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fc E Emin Fce,= 88479 psi ■ Stud Copyright©2017 Miller Consulting Engineers,Inc. Cr, 1.00 1.00 Fce2= 409 psi Mark Interior 2x4 Walls-Level 2 Material:DIMENSIONAL LUMBER Rb, 1.9 1111t- - Grade:DF/L No.1 or Better C, 1.15 Rb, 9.6 Y ETsize=(2)3x4 C, 1.00 1.00 1.00 1.00 Fbe, 214979 psi id2 ,MI x je"' d,= 5.00 in CF 1.50 1.15 Fbe, 8015 psi =.z d2= 3.50 in CM 1.00 1.00 1.00 1.00 KM 2300 �� I' A= 17.50 in2 C; 1.00 1.00 1.00 1.00 Kr 0.59 e„, S,= 10.21 in3 CT 1.00 Fb,* 1725 psi 111 Height= 10.3 ft lu,= 1 ft Sy= 10.21 in3 Cv 1.00 Fb,,* 1725 psi Spacing= 16 in o.c. 1u2= 10.3 ft Le,= 2.06 ft CL, 1.00 Fbe,/Fb,* 125 ■ W„= 3944 plf K.= 89 ft-lbs Lee= 18.95 ft CL, 0.99 Fbe/Fb,* 5 p= 5 psf Ke,= 1 Fb,= 1000 psi CP 0.22 Fc* 1725 psi Wn= 6.7 plf Kee= 1 Fb,= 1000 psi Cfu 1.10 Fbx 1725 psi . AMIE=U 240 le,= 1.00 ft Ex= 1700 ksi CE 1.00 1.00 1.00 1.00 Fb; 1898 psi le2= 10.30 ft Ey= 1700 ksi CE=Exterior wet use of SCL lumber Fc' 386 psi le,/d,= 2.40 Ex„„,= 620 ksi Fc',sill 625 psi ■ le,/d2= 35.31 Ey..= 620 ksi Ex' 1700 psi A= 0.06 in Fc= 1500 psi Ey' 1700 psi ■ L/2060 Fc,sill 625 psi Ex..' 620000 psi Fbx'=(Fbx*)(CL)(Cfu)=1,725 psi c= 0.8 Eymin' 620000 psi Fby'=(Fby*)(CL)(Cfu)=1,898 psi I,= 17.86 in4 111 Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=386 psi II,= 36.46 in° Material DIMENSIONAL LUMBER V E'=(E)(Ct)(Cm)(Ci)=1,700 ksi Grade DF/L No.I o,BeBG V - IIIIEmin'=(Emin)(Ct)(Cm)(Ci)(CT)=620 ksi Load Duration,CD TEN YEARS 1_o occuP LIVEfbx=105 psi<Fbx'=1,725 psi Bending Capacity=6.1% Temperature Factor,Ct r<=I000F v fby=0 psi<Fby'=1,898 psi Wet Service Factor,CM MOISTURE CONT LESS THAN 19% V ■ fc=300 psi<Fc'=386 psi Axial Capacity=77.8% Incising Factor,CI MEMBER ISNOT INCISED ___.-- Repetitive _Repetitive Factor Cr MEMBER IS REPERTIVE V IIMember =300 psi<Fc'=625 psi Sill Capacity=48.1% Built up Member Y% V' Member (3)2x9 V' Combined Axial Compression and Bending Combined Capacity=66.6% Sill PL? res V . Equation 3.9-3;2012 NDS page 22 Sill PL Type DF/L Max Deft=0.060 inches=L/ 2,060 Defl.Capacity=11.7% Fire Treated? No V ■ (2)3x4,DIMENSIONAL LUMBER DEA_No.1 or Better at 16"o.c. ■ 111 ■ ■ ■ ■ ■ 1111 ■ ■ ■ ■ 9570 SW Barbur Blvd Art Suite One Hundred Project Name Tigard Apartments Project# 161 194 Portland,OR 97219 . la Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies III MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 20 of 116 iii ENGINEERS By Ck'd Date Page ENGINEERS IN ■ a 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fc E Emin Fce1= 8183 psi Stud Copyright©2017 Miller Consulting Engineers,Inc. Co 1.00 1.00 Fce2= 420 psi . Mark Corridor Walls-Level 3+ Material:DIMENSIONAL LUMBER Rb, 6.2 '1 Grade:DF/L No.1 or Better Cr 1.15 Rby 5.3 YFT size=2 x 4 C1 1.00 1.00 1.00 1.00 Fbe, 19882 psi IIIrxJexl q2 . d1= 1.50 in CF 1.50 1.15 Fbey 27453 psi exa L , d2= 3.50 in CM 1.00 1.00 1.00 1.00 KM 2300 Pe A= 5.25 int C; 1.00 1.00 1.00 1.00 KT 0.59 11/ era ) S,= 3.06 in3 CT 1.03 Fb,* 1725 psi Height= 10.3 ft 1u1= 1 ft Sy= 3.06 in3 Cv 1.00 Fby* 1725 psi II Spacing= 12 in o.c. 11/2= 10.3 ft Ler= 2.06 ft CL, 1.00 Fbe,/Fb,* 12 wy= 1628 plf M,y,= 66 ft-lbs Lee= 18.95 ft CLy 1.00 Fbey/Fby* 16 p= 5 psi Ke1= 1 Fb,= 1000 psi Co 0.23 Fc* 1725 psi ■ Wn= 5 Of Kee= 1 Fby= 1000 psi Cfu 1.10 Fb,' 1725 psi Aiima=U 240 lel= 1.00 ft Ex= 1700 ksi CE 1.00 1.00 1.00 1.00 Fby' 1898 psi III = 10.30 ft Ey= 1700 ksi CE=Exterior wet use of SCL lumber Fc' 396 psi lel/d1= 8.00 Ex,„;„= 620 ksi Fc',sill 625 psi Ie2/d2= 35.31 Ey,,,;,,= 620 ksi Ex' 1700 psi ■ Q= 0.14 in Fc= 1500 psi Ey' 1700 psi L/883 Fc,sill 625 psi Exm;, 637097 psi Fbx'=(Fbx*)(CL)(Cfu)=1,725 psi c= 0.8 EYnrio' 637097 psi ■ Fby=(Fby*)(CL)(Cfu)=1,898 psi 1,= 5.36 in4 Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=396 psi ly= 0.98 in4 Material DIMENSIONAL LUMBER v, III (E)(Ct)(Cm)(Ci)=1,700 ksi Grade DF/L No.1 or Better V' Emin'=(Emin)(Ct)(Cm)(Ci)(CT)=637 ksi Load Duration,Co TEN YEARS 1.0 OCCUP LIVE V fbx=259 psi<Fbx'=1,725 psi Bending Capacity=15% Temperature Factor,C1 T x=1000F V a thy=0 psi<Fby=1,898 psi Wet Service Factor,CM MOISTURE COOT LESS THAN 19% V fc=310 psi<Fc'=396 psi Axial Capacity=78.2% Incising Factor,CI MEMBERIS NOT INCISED v' II Factor Cr MEMBER IS REPETITIVE IT fc=310 psi<Fc'=625 psi Sill Capacity=49.6% Built up Member Yes •' Member 2 x 4 • ■ Combined Axial Compression and Bending Combined Capacity=76.8% Sill PL? Yes V Equation 3.9-3;2012 NDS page 22 Sill PL Type DF/L V Max Defl=0.140 inches=L/883 Deli.Capacity=27.2% Fire Treated? No " ■ 2 x 4,DIMENSIONAL LUMBER II No.1 or Better at 12"o.c. ■ III ■ ■ ■ ■ ■ III ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 Suite One Hundred a all Portland,OR 97219 MillLocation 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies • MILLER Phone 503.246.1250 . CONSULTING Fax 503.246.1395 ByELD Ck'd ARL Date 9.28.2017 Pae 19 of 116 www.miller-se.com 9 ENGINEERS . 1111 ■ II 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fc E Emin Fee,= 31853 psi ■ Stud Copyright 6 2017 Miller Consulting Engineers,Inc. Co 1.00 1.00 Fce2= 409 psi Mark Corridor Walls-Level 2 Material:DIMENSIONAL LUMBER Rb„ 3.1 II1=Y'.1 Grade:DF/L No.1 or Better C, 1.15 Rb4 7.5 ' s size=(2)2 x 4 C, 1.00 1.00 1.00 1.00 Fbe„ 77393 psi 6. x e" d1= 3.00 in CF 1.50 1.15 Fbey 13358 psi e,2 1... , d2= 3.50 in CM 1.00 1.00 1.00 1.00 KM 2300 dL A= 10.50 int C; 1.00 1.00 1.00 1.00 KT 0.59 I I eyz S,= 6.13 in3 CT 1.00 Fbx* 1725 psi . Height= 10.3 ft lu1= 1 ft Sy= 6.13 in3 Cv 1.00 Fby* 1725 psi Spacing= 12 in o.c. Iu2= 10.3 ft Lei= 2.06 ft Cu, 1.00 Fbex/Fb„* 45 al w„= 2306 pff M�= 66 ft-lbs Lee= 18.95 ft C., 1.00 FbeylFby* 8 p= 5 pat Ked= 1 Fbx= 1000 psi CP 0.22 Fc" 1725 psi wh= 5 pif Ke2= 1 Fby= 1000 psi Cfu 1.10 Fbx 1725 psi . Ale*=L! 240 lei= 1.00 ft Ex= 1700 ksi CE 1.00 1.00 1.00 _ 1.00 Fby' 1898 psi Ie2= 10.30 ft Ey= 1700 ksi CE=Exterior wet use of SCL lumber Fc' 386 psi lel/di= 4.00 Es,,,o,= 620 ksi Fc',sill 625 psi ■ le2/d2= 35.31 Ey,,,;,,= 620 ksi Ex' 1700 psi A= 0.07 in Fc= 1500 psi Ey' 1700 psi III L/1766 Fc,sill 625 psi Ex,";, 620000 psi Fbx'=(Fbx*)(CL)(CFu)=1,725 psi c= 0.8 Ey,"m 620000 psi Fby=(Fby*)(CL)(Cfu)=1,898 psi I„= 10.72 in' 1111 Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=386 psi ly= 7.88 in4 Material DIMENSIONAL LUMBER V E'=(E)(Ct)(Cm)(Ci)=1,700 ksi Grade DF/L No.I orBetter V ■ Emin'=(Emin)(Ct)(Cm)(Ci)(CT)=620 ksi Load Duration,CD TEN YEARS 1.0 OCCUR LIVVE fbx=129 psi<Fbx'=1,725 psi Bending Capacity=7.5% Temperature Factor,CI r =1550F fby=0 psi<Fby'=1,898 psi Wet Service Factor,CM MOISTURE CONS LESS THAN 19% • ■ fc=220 psi<Fe'=386 psi Axial Capacity=56.8% Incising Factor,CI MEMBER IS NOT INCISED v, Repetitive Factor Cr MEMBER IS REPETITIVE V IIIMember =220 psi<Fc'=625 psi Sill Capacity=35.1% Built up Member Ys V Member (2)2x4 • Combined Axial Compression and Bending Combined Capacity=39.9% Sill PL? res • ■ Equation 3.9-3;2012 NDS page 22 Sill PL Type DK Dell=0.070 inches=L/ 1,766 Deft.Capacity=13.6% Fire Treated? no N, . (2)2 x 4,DIMENSIONAL LUMBER DF/L No.1 or Better at 12"o.c. III 111 ■ ■ ■ ■ ■ ■ III ■ ■ ■ 9570 SW Barbur Blvd Suite One Hundred Project Name Tigard Apartments Project# 161 194 AI Portland,OR 97219 ' . Location 8900-9000 SW Oak St.,Tigard, Oregon Mil II MILLER Client AG Spanos Companies Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 18 of 116 . www.miller-se.com By Ck'd Date Page ENGINEERS 111 a ■ 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fc E Emin Fce1= 7668 psi Stud Copyright O 2017 Miller Consulting Engineers,Inc. Co 1.00 1.00 Fce2= 393 psi ■ Mark Demising Walls-Level 4+ Material:DIMENSIONAL LUMBER Rb, 6.2 fr.ey' Grade:DF/L No.2 or Better C, 1.15 Rby 5.3 YY size=2 x4 CI 1.00 1.00 1.00 1.00 Fbe. 18630 psi III r da_ . e", d,= 1.50 in CF 1.50 1.15 Fbey 25725 psi ,m= eizI L 2 1 a d2= 3.50 in CM 1.00 1.00 1.00 1.00 KM 2300 L:2 a'-I A= 5.25 in2 Ci 1.00 1.00 1.00 1.00 KT 0.59 ''e"( S.= 3.06 in3 CT 1.03 Fb„* 1553 psi Height= 10.3 ft lo,= 1 ft Sy= 3.06 in3 Cv 1.00 Fby* 1553 psi ■ Spacing= 16 in o.c. 1u2= 10.3 ft Le,= 2.06 ft CL, 1.00 Fbe,/Fb,* 12 wy= 1101 plf M9,= 89 _ft-lbs Lee= 18.95 ft Cry 1.00 Fbey/Fby* 17 p= 5 psf Ke1= 1 Fb,= 900 psi CP 0.24 Fe* 1553 psi S Wt.= 6.7 plf Ke2= 1 Fby= 900 psi Cfu 1.10 Fb; 1553 psi ,aiii„R=U 240 le,= 1.00 ft Ex= 1600 ksi CE 1.00 1.00 1.00 1.00 Fby 1708 psi III = 10.30 ft Ey= 1600 ksi CE=Exterior wet use of SCL lumber Fc' 370 psi le,/d1= 8.00 Ex,,,;,,= 580 ksi Fc',sill 625 psi le2/d2= 35.31 Ey,,;,= 580 ksi Ex' 1600 psi ■ p= 0.20 in Fc= 1350 psi Ey' 1600 psi L/618 Fc,sill 625 psi Ex,,,,' 596994 psi Fbx'=(Fbx*)(CL)(Cfu)=1,553 psi c= 0.8 Eymm 596994 psi IIII Fby'=(Fby*)(CL)(Cfu)=1,708 psi I,= 5.36 in° Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=370 psi 1,= 0.98 in4 Material _DIMENSIONAL UMBER ■ E'=(E)(Ct)(Cm)(Ci)=1,600 ksi Grade of/LNo.2orBetter 'or' Emin'=(Emin)(Ct)(Cm)(Ci)(CT)=597 ksi Load Duration,CD TEN VEDAS 1.0 oCCUP LIVE v fbx=349 psi<Fbx'=1,553 psi Bending Capacity=22.5% Temperature Factor,C, r =issoF V ■ fby=0 psi<Fby'=1,708 psi Wet Service Factor,CM MolsruRF coNT LEss THAN 19% fc=280 psi<Fc'=370 psi Axial Capacity=75.5% Incising Factor,CI MEMBER IS NOT INCISED V II Factor Cr MEMBER IS REPETITIVE V fc=280 psi<Fc'=625 psi Sill Capacity=44.7% Built up Member no Member 204 T ■ Combined Axial Compression and Bending Combined Capacity=80.4% Sill PL? Ye: R' Equation 3.9-3;2012 NDS page 22 Sill PL Type OF/L V Max Defl=0.200 inches=L/618 Defl.Capacity=38.8% Fire Treated? No V ■ 2 x 4,DIMENSIONAL LUMBER II No.2 or Better at 16"o.c. a ■ ■ ■ ■ ■ ■ ■ II ■ In 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 at Suite One Hundred a Portland,OR 97219 ISLocation 8900-9000 SW Oak St.,Tigard,Oregon Client AG Spanos Companies III MILLER Phone 503.246.1250 a CONSULTING Fax 503.246.1395 ByELD Ck'd ARL Date 9.28.2017 Pae 17 Of 116 www.miller-se.com 9 ENGINEERS ■ a NI a 2012 National Design Specification for Wood Construction Reduction Bending Mal,Fc E Emin Fee,= 31853 psi . Stud Copyright©2017 Miller Consulting Engineers,Inc. CD 1.00 1.00 Fce2= 409 psi Mark rDemising Walls-Level 3 Material:DIMENSIONAL LUMBER Rb„ 3.1 II f..'='_ Grade:DF/L No.1 or Better C, 1.15 Rby 7.5 ' FT size=(2)2 x 4 C, 1.00 1.00 1.00 1.00 Fbe„ 77393 psi r de['d x �e` d,= 3.00 in CF 1.50 1.15 Fbey 13358 psi IIIexe d2= 3.50 in CM 1.00 1.00 1.00 1.00 KM 2300 -' ' A= 10.50 in2 C, 1.00 1.00 1.00 1.00 KT 0.59 III Height S„= 6.13 in3 CT 1.00 FIN* 1725 psi Height= 10.3 ft lu,= 1 ft Sy= 6.13 in3 Cv 1.00 Fby' 1725 psi Spacing= 16 in o.c. lu2= 10.3 ft Le,= 2.06 ft CL„ 1.00 Fbe„/Fb„' 45 II w„= 2096 plf M o= 89 ft-lbs Lee= 18.95 ft Cry 1.00 Fbey/Fby' 8 p= 5 psf Ke,= 1 Fb„= 1000 psi Ce 0.22 Fe' 1725 psi Wh= 6.7 plf Kee= 1 Fby= 1000 psi Cfu 1.10 Fb, 1725 psi . Atime=U 240 lel= 1.00 ft Ex= 1700 ksi CE 1.00 1.00 1.00 1.00 Fby' 1898 psi lee= 10.30 ft Ey= 1700 ksi CE=Exterior wet use of SCL lumber Fa' 386 psi lel/d,= 4.00 Exm;„= 620 ksi Fc',sill 625 psi 111 lee/d2= 35.31 Ey,„;,= 620 ksi Ex' 1700 psi Q= 0.09 in Fc= 1500 psi Ey' 1700 psi In L/1373 Fc,sill 625 psi Ex„,,,,' 620000 psi Fbx'=(Fbx')(CL)(Cfu)=1,725 psi c= 0.8 Eym, 620000 psi u) 0.72 Fby=(Fb(C((Cm)(C)(1,898psi I = 7.88 in4 III Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)-386 psi I, 7.88 In Material DIMENSIONgI LUMBER • E'=(E)(Ct)(Cm)(Ci)=1,700 ksi Grade ow.No.1 or Better • ■ Emin (Emin)(Ct)(Cm)(Ci)(CT)=620 ksi Load Duration,CD TEN YEARS 1.0 occuv LIVE • fbx=174 psi<Fbx'=1,725 psi Bending Capacity=10.1% Temperature Factor,C, r<=10ooE • thy=0 psi<Fby=1,898 psi Wet Service Factor,CM MOISTURE COOT LESS TNHN 19% • ■ fc=266 psi<Fc'=386 psi Axial Capacity=68.9% Incising Factor,CI MEMBER 1s NOT INCISED Repetitive Factor Cr MEMBER IS RE➢E MVE • fc=266 psi<Fc'=625 psi Sill Capacity=42.6% Built up Member Yes • IlMember 1212,4 • Combined Axial Compression and Bending Combined Capacity=57.6% Sill PL? Yes V . Equation 3.9-3;2012 NDS page 22 Sill PL Type OM Max Defl=0.090 inches=L 1 1,373 Defl.Capacity=17.5% Fire Treated? No • ■ (2)2 x 4,DIMENSIONAL LUMBER DF/L No.1 or Better at 16"o.c. ■ II ■ ■ IN ■ II , ■ I ■ a ■ . 9570 SW Barbur Blvd Ell Suite One Hundred Project Name Tigard Apartments Project# 161 194 Portland,OR 97219 ■ IS Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies 111 MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 16 of 116 . www.milier-se.com By Ck'd DatePage ENGINEERS II a 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fc E Emin Fce1= 31853 psi Stud Copyright©2017 Miller Consulting Engineers,Inc. CD 1.60 1.60 Fce2= 413 psi . Mark Demising Walls-Level 2 Material:DIMENSIONAL LUMBER Rb, 3.1 1_74.1 Grade:DF/L No.1 or Better Cr 1.15 Rb, 7.4 !v size=(2)2x4 C, 1.00 1.00 1.00 1.00 Fbe, 77393 psi IIde_pmx le'' d1= 3.00 in CF 1.50 1.15 Fbe, 13423 psi ext Am d2= 3.50 in CM 1.00 1.00 1.00 1.00 KM 2300 III .A.' A= 10.50 int C; 1.00 1.00 1.00 1.00 KT 0.59 l eyz"1 S,= 6.13 in3 CT 1.00 Fb,* 2760 psi Height= 10.25 ft lu1= 1 ft 5,= 6.13 in3 Cy 1.00 Fb,* 2760 psi II Spacing= 16 in o.c. 132= 10.25 ft Lel= 2.06 ft CL, 1.00 Fbe,/Fb,* 28 w„= 3090 pif MB,= 88 ft-lbs Lee= 18.86 ft CL, 1.00 Fbe,/Fb,' 5 p= 5 psf Ke1= 1 Fb,= 1000 psi Cp 0.14 Fc* 2760 psi ■ wt,= 6.7 pif Ke2= 1 Fb,= 1000 psi Cfu 1.10 Fb; 2760 psi niimR=u 240 lel= 1.00 ft Ex= 1700 ksi CE 1.00 1.00 1.00 1.00 Fb,' 3036 psi 111Ie2= 10.25 ft Ey= 1700 ksi CE=Exterior wet use of SCL lumber Fc' 399 psi lel/d1= 4.00 Ex,,,,,,= 620 ksi Fc',sill 625 psi le2/d2= 35.14 Ey,,,,,,= 620 ksi Ex' 1700 psi ■ Q= 0.09 in Fc= 1500 psi Ey' 1700 psi L/1367 Fc,sill 625 psi Ex,";, 620000 psi III =2,760 psi c= 0.8 Byrn; 620000 psi Fby=(Fby*)(CL)(Cfu)=3,036 psi 1,= 10.72 in4 Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=399 psi I,= 7.88 in4 Material DIMENSIONAL LUMBER ' E'=(E)(Ct)(Cm)(Ci)=1,700 ksi Grade OF/I.No.1 or Better V III Emin'=(Emin)(Ct)(Cm)(Ci)(CT)=620 ksi Load Duration,CO TEN MINUTES 14 WIND/SEISMIC v fbx=172 psi<Fbx'=2,760 psi Bending Capacity=6.2% Temperature Factor,C1 r<=1WOF I ■ Thy=0 psi<Fby'=3,036 psi Wet Service Factor,CM MOISTURE CONT LESS-MAN 19% V fc=392 psi<Fc'=399 psi Axial Capacity=98.3% Incising Factor,CI MEMBER IS NOT INCISED V ■ Repetitive Factor Cr MEMBER IS REPETMVE V fc=392 psi<Fc'=625 psi Sill Capacity=62.8% Built up Member Yes V Member (2)291 V . Combined Axial Compression and Bending Combined Capacity=103.0% Sill PL? Yes V Equation 3.9-3;2012 NDS page 22 Within 5%OK Sill PL Type DM • Max Defl=0.090 inches=L/ 1,367 Defl.Capacity=17.6% Fire Treated? No v' ■ (2)2x4,DIMENSIONAL LUMBER 1111DF/L No.1 or Better at 16"o.c. ■ ■ a III ■ ■ ■ ■ ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred a Et Portland,OR 97219 la Location 8900-9000 SW Oak St.,Tigard,Oregon Client AG Spanos Companies III MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 15 of 116 www.miller-se.com ByIII Ck'd Date Page ENGINEERS ■ 1111 II a 2012 National Design Specification for Wood Construction Reduction Sending Axial,Fc E Emin Fce1= 31853 psi ■ Stud Copyright O 2017 Miller Consulting Engineers,Inc. CD 1.60 1.60 Fce2= 244 psi Mark Ext.Walls D+0.6W Material:DIMENSIONAL LUMBER Rb, 3.9 II1='"-`.1 Grade:DF/L No.1 or Better C, 1.15 Rb0 6.8 YYsize=(2)2 x 6 Ct 1.00 1.00 1.00 1.00 Fbe„ 49250 psi .r.dz x 1e` (it= 3.00 in C0 1.30 1.10 Fbex 16226 psi e,z L , ill .P, = 5.50 in CM 1.00 1.00 1.00 1.00 KM 2300 .0'V �' A= 16.50 int C; 1.00 1.00 1.00 1.00 KT 0.59 e, S„= 15.13 in3 CT 1.00 Fbx* 2392 psi ■ Height= 20.94 ft 1u1= 1 ft Sy= 15.13 in3 Cv 1.00 FbY* 2392 psi Spacing= 16 in o.c. luz= 20.94 ft Let= 2.06 ft CL 1.00 Fbe„/Fb„* 21 ■ W= 867 pif M.= 1,129 ft-lbs Le2= 38.53 ft CL„, 1.00 Fbe 1Fb3* 7 p= 15.42 psf Ket= 1 Fb„= 1000 psi CP 0.09 Fc" 2647 psi Wh= 20.6 pif Kez= 1 FbY= 1000 psi Cfu 1.15 Fb, 2392 psi ■ Airn=U 168 lel= 1.00 ft Ex= 1700 ksi CE 1.00 1.00 1.00 1.00 FbY 2751 psi (240*0.7) lez= 20.94 ft Ey= 1700 ksi CE=Exterior wet use of SCL lumber Fc' 239 psi le,/d1= 4.00 Exon= 620 ksi Fc',sill 625 psi ■ le2/d2= 45.69 Ey,,,;,,= 620 ksi Ex' 1700 psi A. 1.26 in Fc= 1500 psi Ey' 1700 ,psi a L 1199 Fc,siii 625 psi Ex,, 620000 psi Fbx'=(Fbx*)(CL)(Cfu)=2,392 psi c= 0.8 Ey„„, 620000 psi Fby'=(Fby*)(CL)(Cfu)=2,751 psi Ix= 41.59 in4 ■ Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=239 psi ly= 12.38 in4 Material DIMENSIONAL LUMBER • E'=(E)(Ct)(Cm)(Ci)=1,700 ksi Grade Drnrvo.1 or Better •• ■ Emin'=(Emin)(Ct)(Cm)(Ci)(CT)=620 ksi Load Duration,CD TEN MINUIE9 1.6W ND/SE SMIC • fbx=895 psi<Fbx'=2,392 psi Bending Capacity=37.4% Temperature Factor,C, r =10ooF fby=0 psi<Fby'=2,751 psi Wet Service Factor,C. MOISTURE CONT LESS THAN 19% • ■ fc=70 psi<Fc'=239 psi Axial Capacity=29.3% Incising Factor,CI MEMBER IS NOT 1Nn5Pn me Repetitive Factor Cr MEMBER IS REPEmwE fc=70 psi<Fc'=625 psi Sill Capacity=11.2% Built up Member Yes me ■ x Member (zi z x6 v, Combined Axial Compression and Bending Combined Capacity=46.1% Sill PL? res 1, ■ Equation 3.9-3;2012 NDS page 22 Sill PL Type DF Max Deft=1.260 inches=L/ 199 Defl.Capacity=84.2% Fire Treated? No ■ (2)2 x 6,DIMENSIONAL LUMBER DF/L No.1 or Better at 16"o.c. ■ IN ■ ■ a IN ■ II a ■ MI ■ 9570 SW Barbur Blvd ES Suite One Hundred Project Name Tigard Apartments Project# 161 194 Portland,OR 97219 In Location 8900-9000 SW Oak St.,Tigard, Oregon MILLER Client AG Spanos Companies IIIMILLER503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 14 of 116 ■ www.miller-se.com By Ck'd DatePage ENGINEERS II a ■ 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fe E Emin Fce,= 7449 psi Stud Copyright©2017 Miller Consulting Engineers,Inc. CD 1.60 1.60 Fce2= 953 psi IIMark 'Ext.Walls 0.75 L+0.75*0.6W Material:DIMENSIONAL LUMBER Rb, 7.8 1.......,,:1 Grade:DF/L No.2 or Better C, 1.15 Rby 3.3 vFT size=2 x 6 C, 1.00 1.00 1.00 1.00 Fbe, 11518 psi 1111dz�ord . ie,,, d,= 1.50 in CF 1.30 1.10 Fbey 62018 psi eaPAM d2= 5.50 in CM 1.00 1.00 1.00 1.00 KM 2300 L c' : 4-=-.1 A= 8.25 int C, 1.00 1.00 1.00 1.00 KT 0.59 ■ ,,e S,= 7.56 in3 Cr 1.00 Fb,` 2153 psi Height= 10.25 ft lu,= 1 ft Sy= 7.56 in3 Cv 1.00 Fby* 2153 psi ■ Spacing= 16 in o.c. 1112= 10.25 ft Le,= 2.06 ft CL, 0.99 Fbex/Fb,* 5 w„= 3149 plf M4,= 244 ft-lbs Le2= 18.86 ft CL,, 1.00 FbeylFby* 29 p= 13.95 psf Ke,= 1 Fb,= 900 psi C6 0.36 Fc* 2376 psi a w„= 18.6 ptf Kee= 1 FIN= 900 psi Cfu 1.15 Fb, 2153 psi A,imR=U 240 le,= 1.00 ft Ex= 1600 ksi CE 1.00 1.00 1.00 1.00 Fby' 2476 psi II = 10.25 ft Ey= 1600 ksi CE=Exterior wet use of SCL lumber Fe 857 psi le,/d,= 8.00 Ex,,;,,= 580 ksi Fc',sill 625 psi le2/d2= 22.36 Ey,,.<= 580 ksi Ex' 1600 psi ■ A= 0.14 in Fc= 1350 psi Ey' 1600 psi L/879 Fc,sill 625 psi Ex„,„' 580000 psi Fbx'=(Fbx*)(CL)(Cfu)=2,153 psi c= 0.8 Ey.,,,; 580000 psi ■ Fby'=(Fby`)(CL)(Cfu)=2,476 psi Ix= 20.80 in4 Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=857 psi ly= 1.55 in4 Material DIMENSIONAL LUMBER N, III (E)(Ct)(Cm)(Ci)=1,600 ksi Grade OF/L No.2 or Better V' Emin'=(Emin)(Ct)(Cm)(Ci)(CT)=580 ksi Load Duration,CD TEN MINUTES 1.6 WIND/SEISMIC V fbx=387 psi<Fbx'=2,153 psi Bending Capacity=18% Temperature Factor,C, r<=1BooF Ir ■ thy=0 psi<Fby'=2,476 psi Wet Service Factor,CM MOIsruRE CONT LESS THAN 19% • fc=509 psi<Fc'=857 psi Axial Capacity=59.4% Incising Factor,CI MEMBER IS NOT INCISED 1' 111Repetitive Factor Cr MEMBER ISREPETITIVE V fc=509 psi<Fc'=625 psi Sill Capacity=81.4% Built up Member No V' Member 2 x 6 • 1111 Combined Axial Compression and Bending Combined Capacity=54.6% Sill PL? Yes '' Equation 3.9-3;2012 NDS page 22 Sill PL Type DF/L T Max Defl=0.140 inches=L/879 Defl.Capacity=27.3% Fire Treated? No v ■ 2 x 6,DIMENSIONAL LUMBER ■ DF/L No.2 or Better at 16"o.c. ■ ■ a a ■ 1111 111 ■ a ■ . ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 1 61194 Suite One Hundred ■ E Portland,OR 97219 laLocation 8900-9000 SW Oak St.,Tigard,Oregon Client AG Spanos Companies 1111 MILLER Phone 503.246.1250 ■ CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 13 of 116 www.miller-se.com By Ck'd Date Page ENGINEERS ■ ■ a NI 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fc E Emin Fce1= 7449 psi ■ Stud Copyright©2017 Miller Consulting Engineers,Inc. CD 1.00 1.00 Fce2= 953 psi Mark Exterior Walls-D+L Material:DIMENSIONAL LUMBER Rb„ 7.8 �'. III 1...,%1 Grade:DF/L No.2 or Better C, 1.15 Rby 3.3 Y iel, size=2 x 6 C, 1.00 1.00 1.00 1.00 Fbe„ 11518 psi c4?{ x ]e"` d,= 1.50 in CF 1.30 1.10 Fbey 62018 psi 111e"e , d2= 5.50 in Cu 1.00 1.00 1.00 1.00 KM 2300 ' I' A= 8.25 in2 C; 1.00 1.00 1.00 1.00 KT 0.59 NIHeight Sx= 7.56 in3 CT 1.00 Pb,' 1346 psi Height= 10.25 ft Tui= 1 ft Sy= 7.56 in3 Cv 1.00 FID," 1346 psi Spacing= 16 in o.c. Iu2= 10.25 ft Le,= 2.06 ft CL,, 0.99 Fbex/Fb„" 9 III wy= 3356 Off M,2,= 88 ft-lbs Lee= 18.86 ft C,,, 1.00 Fbey Fby" 46 p= 5 psf Ke = 1 Fbx= 900 psi Ce 0.53 Fc" 1485 psi Wit= 6.7 plf Ke2= 1 Flay= 900 psi Cfu 1.15 Fb; 1346 psi Aim;,=u 240 le,= 1.00 ft Ex= 1600 ksi CE 1.00 1.00 1.00 1.00 Fby' 1547 psi lee= 10.25 ft Ey= 1600 ksi CE=Exterior wet use of SCL lumber Fc' 780 psi IIIle,/d,= 8.00 Ex.,= 580 ksi Fc',sill 625 psi lee/d2= 22.36 Eym;„= 580 ksi Ex' 1600 psi Q= 0.05 in Fc= 1350 psi Ey' 1600 psi 111 L 12460 Fc,sill 625 psi Ex„,, 580000 psi Fbx'=(Fbx")(CL)(Cfu)=1,346 psi c= 0.8 Ey„,„,' 580000 psi Fby=(Fby)(CL)(Cfu)=1,547 psi Ix= 20.80 in4 III Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=780 psi ly= 1.55 in4 Material DIMENSIONAL LUMBER v E'=(E)(Ct)(Cm)(Ci)=1,600 ksi Grade DF/L No.2 or Better V ■ Emin'=(Emin)(Ct)(Cm)(Ci)(CT)=580 ksi Load Duration,CD T N YEARS L.o oma uw fbx=140 psi<Fbx=1,346 psi Bending Capacity=10.4% Temperature Factor,C, r =iDEa' V fby=0 psi<Fby'=1,547 psi Wet Service Factor,CM MOISTURE CONT LESS Tn0N 19% V ■ fc=542 psi<Fc'=780 psi Axial Capacity=69.5% Incising Factor,CI MEMBER IS NOT INCISED __ me Repetitive Factor Cr MEMBER IS REPETITIVE V IIIMember =542 psi<Fc'=625 psi Sill Capacity=86.8% Built up Member No Nn Member 2n6 V Combined Axial Compression and Bending Combined Capacity=59.5% Sill PL? Yes ,. REquation 3.9-3;2012 NDS page 22 Sill PL Type DK Dell=0.050 inches=L/2,460 Defl.Capacity=9.8% Fire Treated? No V ■ 2 x 6,DIMENSIONAL LUMBER DF/L No.2 or Better at 16"o.c. ■ ■ ■ III ■ a ■ II ■ ' a ■ 9570 SW Barbur Blvd Suite One Hundred Project Name Tigard Apartments Project# 161194 . Portland,OR 97219 111 Mb Location 8900-9000 SW Oak St.,Tigard,Oregon MILLER Client AG Spanos Companies IIII Phone 503.246.1250 CONSULTING Fax 503.246.1395 BELD ARL 9.28.2017 12 of 116 www.miller-se.com Y Ck'd Date Page a ENGINEERS ■ ■ ■ . "ASCE710W.xls"Program Version 1.0 ■ Wind Load Tabulation for Wall Components&Cladding ■ Component z Kh qh p=Net Design Pressures(psf) (ft.) (psf) Zone 4(+) Zone 4(-) Zone 5(+) Zone 5(-) III 0 0.83 26.10 23.78 -26.13 23.78 w -28.77 15.00 0.83 26.10 23.78 -26.13 23.78 -28.77 20.00 0.83 26.10 23.78 26.13 23.78_ -28.77 111 25.00 0.83 26.10 23.78 -26.13 23.78 -28.77 30.00 .A 0.83 26.10 23.78 r __. -26.13 _ 23.78 __ -28.77 II 35.00 0.83 26.10 23.78 -26.13 23.78 -28.77 4III0.00 0.83 26.10 _r 23.78._._ -26.13 _ u 23.78_.ffi __ .-28.77 r 45.00 _ 0.83 26.10 ._ 23.78 _�._ 26.13 23.78 v� -28.77 50.00 0.8326.10 23.78 <-26.13 23.78 X28 77_____ For z=hr: 55.00 0.83 26.10 23.78 -26.13 23.78 -28 77 _ _. _____ U II _ w_._ a.. .__a.�._ .�.____w e . __ a a II For z=he: 55.00 0.83 26.10 _ 23 78 _� �6.1 23.78 8.7 For z=h: 55.00 0.83 26.10 23.78 -26.13 23.78 -28.77 ■ Notes: 1.(+)and(-)signs signify wind pressures acting toward&away from respective surfaces. . 2.Width of Zone 5(end zones),'a'= 15.00 ft. 3. Per Code Section 30.2.2,the minimum wind load for C&C shall not be less than 16 psf. 4. References :a.ASCE 7-10,"Minimum Design Loads for Buildings and Other Structures". U b."Guide to the Use of the Wind Load Provisions of ASCE 7-02" by:Kishor C.Mehta and James M.Delahay(2004). ■ a a a a U U a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred ■ 0 Portland,OR 97219 MbLocation 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies II MILLER Phone 503.246.1250 a CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 11 of 116 www.miller-se.com By Ck'd Date Page ENGINEERS ■ ■ 1 ■ a III Version Program Version 1.0 Loft Stud Wind Loading WIND LOADING ANALYSIS-Wall Components and Cladding Per ASCE 7-10 Code for Buildings of Any Height II Using Part 1 &3:Analytical Procedure(Section 30.4&30.6) Job Name: Subject: a Job Number: Originator: I Checker: ■ Input Data: ^ Wind Speed,V= 120 mph (Wind Map, Figure 26.5-1A-C) IN Bldg.Classification= II (Table 1.5-1 Risk Category) Exposure Category= B (Sect.26.7) B I. Ridge Height,hr= 55.00 ft.(hr>=he) Eave Height,he= 55.00 ft.(he<=hr) ■ Building Width= 240.00 ft.(Normal to Building Ridge) Building Length= 150.00 ft.(Parallel to Building Ridge) I L Roof Type= Gable (Gable or Monoslope) k a Topo.Factor,Kzt= 1.00 (Sect.26.8&Figure 26.8-1) Plan Direct.Factor,Kd= 0.85 (Table 26.6) A • Enclosed?(Y/N) Y (Sect.28.6-1 &Figure 26.11-1) Hurricane Region? N ■ Component Name= Wall (Girt,Siding,Wall,or Fastener) hr A Effective Area,Ae= 115.6302 ft.^2 (Area Tributary to C&C) il he R Resulting Parameters and Coefficients: Y L 1Y Elevation In Roof Angle, 0= 0.00 _ deg. Mean Roof Ht.,h= 55.00 ft.(h=he,for roof angle<=10 deg.) • Wall External Pressure Coefficients,GCp: ■ GCp Zone 4 Pos.= 0.73 (Fig.30.4-1,GCp is reduced by 10%for roof angle<=10 deg.) GCp Zone 5 Pos.= 0.73 _ (Fig.30.4-1,GCp is reduced by 10%for roof angle<=10 deg. ) GCp Zone 4 Neg.=_-0.82 (Fig.30.4-1,GCp is reduced by 10%for roof angle<=10 deg.) a GCp Zone 5 Neg.= -0.92 (Fig.30.4-1,GCp is reduced by 10%for roof angle<=10 deg. ) Positive&Negative Internal Pressure Coefficients,GCpi(Figure 26.11-1): MI +GCpi Coef.= _ 0.18 (positive internal pressure) -GCpi Coef.= -0.18 (negative internal pressure) a If z<= 15 then: Kz=2.01*(15/zg^(2/a), If z> 15 then: Kz=2.01*(z/zg)^(2/a) (Table 30.3-1) IIIa= TOO _ (Table 26.9-1) (Note:z not<30'for Exp.B, Case 1) zg=. _1200_ (Table 26.9-1) Kh= 0.83 (Kh=Kz evaluated at z=h) III Velocity Pressure:qz=0.00256*Kz*Kzt*Kd*V^2 (Sect.30.3.2, Eq.30.3-1) ■ qh=) 26.10 Ipsf qh=0.00256*Kh*Kzt*Kd*V^2 (qz evaluated at z=h) Design Net External Wind Pressures(Sect.30.4&30.6): II For h<=60 ft.: p=qh*((GCp)-(+/-GCpi)) (psf) For h> 60 ft.: p=q*(GCp)-qi*(+/-GCpi) (psf) ■ where:q=qz for windward walls, q=qh for leeward walls and side walls qi=qh for all walls(conservatively assumed per Sect.30.6) III U ■ 9570 SW Barbur Blvd all Suite One Hundred Project Name Tigard Apartments Project# 161 194 Portland,OR 97219 . Location 8900-9000 SW Oak St.,Tigard, Oregon MILLER Client AG Spanos Companies III Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 10 of 116 a www.miller-se.com By Ck'd Date Page ENGINEERS ■ • U a "ASCE710W.xls"Program Version 1.0 ■ Wind Load Tabulation for Wall Components&Cladding ■ Component z Kh qh p=Net Design Pressures(psf) (ft.) (psf) Zone 4(+) Zone 4(-) Zone 5(+) Zone 5(-) III 0 0.83 26.10 _ 23.36 . -25.71 23.36 -27.92 15.00 0.83 26.10 23.36 -25.71 23.36 -27.92 20.00 0.83 26.10 23.36 -25.71 23.36 -27.92 IN 25.00 0.83 _ 26.10 _ 23.36 -25.71 23.36 -27.92 30.00 0.83 26.10 23.36 -25.71 23.36 -27.92 El 35.00 0.83 26.10 _23.36 -25.71 23.36 -27.92 40.00 0.83 26.10 23.36 -25.71 23.36 -27.92 ■ 45.00 0.83 26.10 23.36 -25.71 23.36 -27.92 50.00 0.83 26.10 y 23.36 -25.71 23.36 -27.92 For z=hr: 55.00 0.83 26.10 _ 23.36_� -25.71 23.36 -27.92 El _ _ . _ _a_ al - a III For z=he: 55.00 0.83 26.10 23.36 (25.71 23.36 C27.9� For z=h: 55.00 0.83 26.10 23.36 -25.71 23.36 -27.92 . Notes: 1.(+)and(-)signs signify wind pressures acting toward&away from respective surfaces. III2.Width of Zone 5(end zones),'a'= I 15.00 Ift. 3. Per Code Section 30.2.2,the minimum wind load for C&C shall not be less than 16 psf. 4.References :a.ASCE 7-10,"Minimum Design Loads for Buildings and Other Structures". El b."Guide to the Use of the Wind Load Provisions of ASCE 7-02" by:Kishor C.Mehta and James M.Delahay(2004). ■ II ■ a a ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred . Art Portland,OR 97219 la Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies • MILLER Phone 503.246.1250 . CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 9 of 116 www.miller-se.com By Ck'd Date Page ENGINEERS . a a 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fc E Ernie Fcec= 7449 psi Stud Mark (King i Copyright©2017 Miller Consulting Engineers,Inc. CD 1.60 1.60 Fce2= 953 psi 3'Opening I Material:DIMENSIONAL LUMBER Rb„ 7.8 1....!I-1 Grade:DF/L No.2 or Better Cr 1.00 Rby 3.3 111 Y Fssize=2 x6 Cc 1.00 1.00 1.00 1.00 Fben 11518 psi i da ';x �e,I dt= 1.50 in CF 1.30 1.10 Fbey 62018 psi e*a L d2= 5.50 in CM 1.00 1.00 1.00 1.00 KM 2300 111 •z I oh j A= 8.25 int C; 1.00 1.00 1.00 1.00 KT 0.59 exz i S„= 7.56 in3 Cr 1.00 FIN* 1872 psi UHeight= 10.25 ft lut= 1 ft Sy= 7.56 in3 Cv 1.00 Fby` 1872 psi Spacing= 16 in o.c. 1u2= 10.25 ft Le,= 2.06 ft CL„ 0.99 Fbe,r/Fb„* 6 wv= 3356 plf M.= 566 ft-lbs Lee= 18.86 ft C10 1.00 Fbey/Fby* 33 1111 p= 19.9 psf Kec= 1 Fbx= 900 psi CF 0.36 Fc` 2376 psi wh= 43.1 . plf Ke2= 1 Fby= 900. psi Cfu 1.15 Fb, 1872 psi 1111 Mimic=1-/ 240 let= 1.00 ft Ex= 1600 ksi CE 1.00 1.00 1.00 1.00 Fb 2153 psi Ie2= 10.25 ft Ey= 1600 ksi CE=Exterior wet use of SCL lumber Fc' 857 psi lei/dt= 8.00 Ex,,;,,= 580 ksi Fc',sill 625 psi UIe2/d2= 22.36 Eye = 580 ksi Ex 1600 psi A= 0.32 in Fc= 1350 psi Ey' 1600 psi L/384 Fc,sill 625 psi Ex,n;, 580000 psi 111 Fbx'=(Fbx*)(CL)(Cfu)=1,872 psi c= 0.8 Ey„,,„' 580000 psi Fby=(Fby*)(CL)(Cfu)=2,153 psi I„= 20.80 in° 111 Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=857 psi ly= 1.55 in4 Material wMEN$oNo LUMBER E'=(E)(Ct)(Cm)(Ci)=1,600 ksi Grade DK No.2 e Better v Emin'=(Emin)(Ct)(Cm)(Ci)(CT)=580 ksi Load Duration,CD TEN MINUTES 1.6 WIND/SEISMIC w' IIfbx=898 psi<Fbx'=1,872 psi Bending Capacity=48% Temperature Factor,Ct T„=IBOoF s fby=0 psi<Fby'=2,153 psi Wet Service Factor,Cu MOISTURE CONY LESS THAN 19% V fc=542 psi<Fc'=857 psi Axial CapacitIy=63.3% Incising Factor,CI MEMBER IS NOT INCISED s' Repetitive Factor Cr MEMBER IS NOT REPETETNE V fc=542 psi<Fc'=625 psi Sill Capacity=86.8% Built up Member res V' Member 2n6 __�� 111/ Combined Axial Compression and Bending Combined Capacity=91.8% Sill PL? res V Equation 3.9-3;2012 NDS page 22 Sill PL Type DFD. V NI Max Deft=0.320 inches=L/384 Detl.Capacity=62.4% Fire Treated? No V 12 x 6,DIMENSIONAL LUMBER I Ill II NI U a II r a a III M U 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161.194 II Art Suite One Hundred Portland,OR 97219 1111 _ Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER a Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 31 of 116 www.miller-se.com By Ck'd Date Page atENGINEERS IN ✓ ✓ 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fc E Emin Fcel= 29798 psi Stud Copyright©2017 Miller Consulting Engineers,Inc. CD 1.60 1.60 Fce2= 953 psi R Mark King @ 9'Opening Material:DIMENSIONAL LUMBER Rb, 3.9 1....%.1 Grade:DF/L No.2 or Better C, 1.00 Rby 4.7 111 Y FT size=(2)2 x 6 C, 1.00 1.00 1.00 1.00 Fbe, 46072 psi d x se"` di= 3.00 in CF 1.30 1.10 Fbey 31009 psi e,2L d2= 5.50 in CM 1.00 1.00 1.00 1.00 KM 23001111 :2a' A= 16.50 in2 C; 1.00 1.00 1.00 1.00 KT 0.59 e,,a S,= 15.13 in3 CT 1.00 Fb,* 1872 psi Height= 10.25 ft lu,= 1 ft Sy= 15.13 in3 Cm 1.00 Fby* 1872 psi II Spacing= 16 in o.c. 1u2= 10.25 ft Le,= 2.06 ft CL, 1.00 Fbe,/Fb,* 25 w„= 3356 p11 M,,,= 959 ft-lbs Le2= 18.86 ft CLy 1.00 Fbey/Fby* 17 p= 19.9 psf Ke1= 1 Fb,= 900 psi Cp 0.36 Fc* 2382 psi dl w,= 73 plf Ke2= 1 Fby= 900 psi Cfu 1.15 FIN' 1872 psi AIR=L/ 240 lei= 1.00 ft Ex= 1600 ksi CE 1.00 1.00 1.00 1.00 Fby' 2153 psi111 le2= 10.25 ft Ey= 1600 ksi CE=Exterior wet use of SCL lumber Fc' 857 psi lei/d,= 4.00 Ex,,,,,= 580 ksi Fc',sill 625 psi le2/d2= 22.36 Ey,,,a,= 580 ksi Ex' 1600 psi ra A= 0.27 in Fc= 1350 psi Ey' 1600 psi L/456 Fc,sill 625 psi Ex,,;, 580000 psiII Fbx'=(Fbx*)(CL)(Cfu)=1,872 psi c= 0.8 Ey,,,,, 580000 psi Fby'=(Fby*)(CL)(Cfu)=2,153 psi 1,= 41.59 in4 Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=857 psi ly= 12.38 in4 Material DIMENSIONAL LUMBER •i5 E'=(E)(Ct)(Cm)(Ci)=1,600 ksi Grade OFL No.2 o,Better • Emin'=(Emin)(Ct)(Cm)(Ci)(CT)=580 ksi Load Duration,CD TEN MINUTES 1.6 KIND/SEISMIC • fbx=761 psi<Fbx'=1,872 psi Bending Capacity=40.6% Temperature Factor,C, T 100oF V II fby=0 psi<Fby'=2,153 psi Wet Service Factor,CM MOISTURE CONT LESS THAN I9% • fc=271 psi<Fc'=857 psi Axial Capacity=31.6% Incising Factor,CI MEMBER IS NOT INCISED Nr 5 Repetitive Factor Cr MEMBER IS NOT REPETITNE me fc=271 psi<Fc'=625 psi Sill Capacity=43.4% Built up Member Yes le Member (21206 • FS Combined Axial Compression and Bending Combined Capacity=51.0% Sill PL? Yes • Equation 3.9-3;2012 NDS page 22 Sill PL Type DM s. Max Defl=0.270 inches=L/456 Defl.Capacity=52.7% Fire Treated? No V ri 1(2)2 x 6,DIMENSIONAL LUMBER I 5 ✓ I M r ✓ III i ✓ ✓ ✓ III 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 III One Hundred a Portland,OR 97219 MkLocation 8900-9000 SW Oak St.,Tigard, Oregon r Client AG Spanos Companies MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 32 Of 116 www.miller-se.com By Ck'd Date Page ENGINEERS a a a 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fr a Emin Fcet= 29798 psi . Stud Copyright©2017 Miller Consulting Engineers,Inc. Ce 1.60 1.60 Fce2= 953 psi Mark King©9'Opening Material:DIMENSIONAL LUMBER Rb, 3.9 f:-`.1 Grade:DF/L No.2 or Better C, 1.00 Rb6 4.7 aY FT-[ size=(2)2 x 6 C, 1.00 1.00 1.00 1.00 Fbe, 46072 psi de�', x e" dt= 3.00 in Co 1.30 1.10 Fbey 31009 psi e„21 . , d2= 5.50 in CM 1.00 1.00 1.00 1.00 KM 2300 III A= 16.50 in2 C; 1.00 1.00 1.00 1.00 KT 0.59 e,2 S,= 15.13 ins CT 1.00 Fb,* 1872 psi IIHeight= 10.25 ft Iut= 1 ft Sy= 15.13 in3 Cy 1.00 Fby* 1872 psi Spacing= 16 in o.c. lu2= 10.25 ft Let= 2.06 ft C„ 1.00 Fbe,/Fb,* 25 w,= 3356 Of M„,= 1,350 ft-lbs Le2= 18.86 ft CL, 1.00 Fbe6JFby* 17 a p= 19.9 psf Ket= 1 Fb,= 900 psi C6 0.36 Fc* 2382 psi wN= 102.8 plf Ke2= 1 Fby= 900 psi Cfu 1.15 Fb, 1872 psi U 4im;7=U 240 let= 1.00 ft Ex= 1600 ksi CE 1.00 7.00 1.00 1.00 Fby 2153 psi lee= 10.25 ft Ey= 1600 ksi CE=Exterior wet use of SCL lumber Fc' 857 psi lei/di= 4.00 Ex,,,,,,= 580 ksi Fc',sill 625 psi II le2/d2= 22.36 Eye = 580 ksi Ex' 1600 psi Q= 0.38 in Fc= 1350 psi Ey' 1600 psi L/324 Fc,sill 625 psi Ex,,,, 580000 psi ■ Fbx'=(Fbx*)(CL)(Cfu)=1,872 psi c= 0.8 Ey,,,, 580000 psi Fby'=(Fby*)(CL)(Cfu)=2,153 psi I,= 41.59 in4 Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=857 psi ly= 12.38 in4 Material DIMENSIONAL LUMBER E=(E)(Ct)(Cm)(Ci)=1,600 ksi Grade DF/L No.2urBetter V Emin'=(Emin)(Ct)(Cm)(Ci)(CT)=580 ksi Load Duration,CD TEN MINU1ES 1.6 ININO/SEIBMIc V 11 fbx=1,071 psi<Fbx'=1,872 psi Bending Capacity=57.2% Temperature Factor,CI T<=10006 V fby=0 psi<Fby'=2,153 psi Wet Service Factor,CM MOISTURE coNr LESS THAN 19% V fc=271 psi<Fc'=857 psi Axial Capacity=31.6% Incising Factor,CI MEMBERS NOT INCISED • 11 Repetitive Factor Cr MEMBER IS NOT REPETITIVE V fc=271 psi<Fc'=625 psi Sill Capacity=43.4% Built up Member Yes V11111 ' Member (212,6 V Combined Axial Compression and Bending Combined Capacity=67.7% Sill PL? res "" Equation 3.9-3;2012 NDS page 22 Sill PL Type DF/L V . Max Defl=0.380 inches=L/324 Defl.Capacity=74.1% Fire Treated? No 1(2)2 x 6,DIMENSIONAL LUMBER I IIIi ■ NI SI a s ' ■ a I IN U 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 IN Et Suite One Hundred Portland,OR 97219 VII Location 8900-9000 SW Oak St.,Tigard, Oregon III Client AG Spanos Companies MILLER III Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 33 of 116 www.milier-se.com By Ck'd Date Page II ENGINEERS a S S 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fc E Ernin Fcei= 29798 psi Stud Copyright©2017 Miller Consulting Engineers,Inc. CD 1.60 1.60 Fce2= 289 psi ■ Mark Loft Walls Material:DIMENSIONAL LUMBER Rb„ 3.9 12_,,,..1 Grade:DF/L No.2 or Better Cr 1.15 Rby 6.4 4Y Fr--�� size=(2)2 x 6 C, 1.00 1.00 1.00 1.00 Fbe„ 46072 psi r da V `J _,_- di= 3.00 in CF 1.30 1.10 Fbey 17065 psi e.e L�/\J d2= 5.50 in CM 1.00 1.00 1.00 1.00 KM 23001111 ea' A= 16.50 int Ci 1.00 1.00 1.00 1.00 KT 0.59 eye � S,= 15.13 in3 CI 1.00 Fb,* 2153 psi Height= 18.625 ft lui= 1 ft Sy= 15.13 in3 Cv 1.00 Fby* 2153 psi II Spacing= 16 in o.c. 1u2= 18.625 ft Lei= 2.06 ft CL, 1.00 Fbe,/Fb,* 21 w,= 1368 pif Mw= 698 ft-lbs Lee= 34.27 ft CLy 1.00 Fbey/Fby* 8 III p= 17.3 psf Kei= 1 Fb,= 900 psi C5 0.12 Fc* 2382 psi w5= 16.1 plf Ke2= 1 Fby= 900 psi Cfu 1.15 Fb,' 2153 psi AErn,=u 240 lei= 1.00 ft Ex= 1600 ksi CE 1.00 1.00 1.00 1.00 Fby' 2476 psi111 le2= 18.63 ft Ey= 1600 ksi CE=Exterior wet use of SCL lumber Fc' 281 psi lei/di= 4.00 Ex.,,= 580 ksi Fc',sill 625 psi Ie2/d2= 40.64 Ey„„„= 580 ksi Ex' 1600 psi IIII A= 0.66 in Fc= 1350 psi Ey' 1600 psi L/339 Fc,sill 625 psi Ex„,;, 580000 psi 5 Fbx'=(Fbx*)(CL)(Cfu)=2,153 psi c= 0.8 Ey„,. 580000 psi Fby'=(Fby*)(CL)(Cfu)=2,476 psi I,= 41.59 in4 Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=281 psi ly= 12.38 in4 Material DIMENSIONAL LUMBER V E'=(E)(Ct)(Cm)(Ci)=1,600 ksi Grade DF/L.No.2 or Better Emin'=(Emin)(Ct)(Cm)(Ci)(CT)=580 ksi Load Duration,CD TEN MINUTES 1.6 WIND/SEISMIC V fbx=554 psi<Fbx'=2,153 psi Bending Capacity=25.7% Temperature Factor,Ci T<-1000F - V 11111 fby=0 psi<Fby'=2,476 psi Wet Service Factor,CM MOTSNRE CONT LESS THAN 19% fc=111 psi<Fc'=281 psi Axial Capacity=39.3% Incising Factor,CI MEMBER IS NOT INCISED V 5 Repetitive Factor Cr MEMBER IS REPETITIVE fc=111 psi<Fc'=625 psi Sill Capacity=17.7% Built up Member Yes V Member (212e8 V IS Combined Axial Compression and Bending Combined Capacity=41.3% Sill PL? Yes V Equation 3.9-3;2012 NDS page 22 Sill PL Type DF/L . Max Defl=0.660 inches=L/ 339 Defl.Capacity=70.9% Fire Treated? No (2)2 x 6,DIMENSIONAL LUMBER 5 DF/L No.2 or Better at 16"o.c. S I a S IN II II S Ili N IS 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194II Suite One Hundred 04 Portland,OR 97219 MILocation 8900-9000 SW Oak St.,Tigard, Oregon r Client AG Spanos Companies MILLER Phone 503.246.1250 N CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 34 of 116 www.miller-se.com By Ck'd Date Page ENGINEERS IN N a a 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fc E Emin Fce1= 163157 psi III Stud Copyright©2017 Miller Consulting Engineers,Inc. CD 1.60 1.60 Fce2= 516 psi Mark Loft King C�3'Opening Material:ENGINEERED COMPOSITE Rb„ 2.2 �I.-i Grade:Microlam LVL 2.0E C, 1.00 Rb2 8.4 aY F size=(3)1.75 x 5.5 C, 1.00 1.00 1.00 1.00 Fbex 252271 psi d2 A. xe` dr= 5.25 in CF 1.11 1.00 Fbex 17435 psi e,2I- L- d2= 5.50 in CM 1.00 1.00 1.00 1.00 KM 0 III LL P, d' A= 28.88 int C, 1.00 1.00 1.00 1.00 KT 0.00 I eve ' 5,= 26.47 in3 CT 1.00 FIN* 4618 psi a Height= 18.625 ft lur= 1 ft Sy= 26.47 in3 C2 1.00 FIN* 4618 psi Spacing= 16 in o.c. Iu2= 18.625 ft Le = 2.06 ft Ct.„ 1.00 Fbez/Fbx` 55 w= 1368 pif M,s,= 1,626 ft-lbs Le2= 34.27 ft CLY 1.00 Fbe3/Fb2* 4 III p= 17.3 psf Ker= 1 Fbx= 2600 psi CP 0.13 Fc* 4016 psi wit= 37.5 plf Ke2= 1 Fby= 2600 psi Cfu 1.00 Fb; 4618 psi II Ai;,,,n=L/ 240 ie,= 1.00 ft Ex= 2000 ksi CE 1.00 1.00 1.00 1.00 Fb 4618 psi Ie2= 18.63 ft Ey= 2000 ksi CE=Exterior wet use of SCL lumber Fc' 509 psi ler/dr= 2.29 Ex,m,,= 1037 ksi Fc',sill 625 psi a le2/d2= 40.64 Eyme= 1037 ksi Ex' 2000 psi = 0.70 in Fc= 2510 psi Ey' 2000 psi L/319 Fc,sill 625 psi Exm;, 1037000 psi II Fb'x=(Fbx)(Cr)(Ct)(Cf)(CL)(Ce)=2,883.3 psi c= 0.9 Ey,„,,,' 1037000 psi Fb'y=(Fby)(Cr)(Ct)(Cf)(CL)(Cfu)(Ce)=2,883.3 psi Iz= 72.79 in4 II Fc'=(Fc)(Cd)(Ct)(Cf)(Cp)(Ce)=509 psi lY= 66.32 in" Material ENOrNEERE0coMPO5TTE �' E'=(E)(Ct)(Ce)=2,000 ksi Grade Moroi=LVL 2.0E V Emin'=(Emin)(Ct)(CT)(Ce)=1,037 ksi Load Duration,CD TEN MINUTES 1.6 WIND/SEISMIC V' II fbx=737 psi<Fbx'=4,618 psi Bending Capacity=16% Temperature Factor,CI T o=10062 V fby=0 psi<Fby'=4,618 psi Wet Service Factor,CM MOISTURE CONT Less-rem 16% .' fc=63 psi<Fc'=509 psi Axial Capacity=12.4% Incising Factor,CI MEMBER IS NOT INCISED VII ' Repetitive Factor Cr MEMBER IS NOT REPEESTVE V fc=63 psi<Fc'=625 psi Sill Capacity=10.1% Built up Member Yes V' III Member (3)1.75x5.5 V Combined Axial Compression and Bending Combined Capac ty=17.5% Sill PL? res v' Equation 3.9-3;2012 NDS page 22 Sill PL Type DEL V III Max Defl=0.700 inches=L/ 319 Defl.Capacity=75.2% Fire Treated? No V III 1(3)1.75 x 5.5,ENGINEERED COMPOSITE I ■ a a a a III ■ ■ III ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 a .111 Suite One Hundred Portland,OR 97219 MkLocation 8900-9000 SW Oak St.,Tigard, Oregon 1111 Client AG Spanos Companies r MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 35 of 116 www.miller-se.com By Ck'd Date Page II ENGINEERS a II II 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fc E Emin Fce,= 290058 psi Stud Copyright©2017 Miller Consulting Engineers,Inc. CD 1.60 1.60 Fce2= 516 psi ■ Mark Loft King @ 6'Opening Material:ENGINEERED COMPOSITE Rb, 1.7 h Y'i Grade:Microlam LVL 2.0E C, 1.00 Rby 9.8 Y Fr size=(4)1.75 x 5.5 C, 1.00 1.00 1.00 1.00 Fbe, 448482 psi vs drgo x _1e"' d,= 7.00 in CF 1.11 1.00 Fbey 13077 psi I?,a d2= 5.50 in CM 1.00 1.00 1.00 1.00 KM 0Il 2d' A= 38.50 int C; 1.00 1.00 1.00 1.00 KT 0.00 l'eye-1 S,= 35.29 in3 CT 1.00 Fla,` 4618 psi Height= 18.625 ft lu,= 1 ft Sy= 35.29 in3 Cv 1.00 Fby* 4618 psi ■ Spacing= 16 in o.c. Iu2= 18.625 ft Le,= 2.06 ft Cm, 1.00 Fbe,/Fb,' 97 w,= 1368 plf M,5,= 2,749 ft-lbs Le2= 3427 ft Cm, 0.97 Fbey/Fby` 3 II = 17.3 psf Ke,= 1 Fb,= 2600 psi Cp 0.13 Fc' 4016 psi wa= 63.4 plf Ke2= 1 Fby= 2600 psi Cfu 1.00 Fbx 4618 psi DlimR=L/ 240 le,= 1.00 ft Ex= 2000 ksi CE 1.00 1.00 1.00 1.00 Fby' 4618 psi ■ Ie2= 18.63 ft Ey= 2000 ksi CE=Exterior wet use of SCL lumber Fc' 509 psi le,/d,= 1.71 Ex,„n= 1037 ksi Fc',sill 625 psi le2/d2= 40.64 Eym,,= 1037 ksi Ex' 2000 psi ■ Q= 0.88 in Fc= 2510 psi Ey' 2000 psi L/254 Fc,sill 625 psi Ex„,,,,' 1037000 psi 1111Fb'x=(Fbx)(Cr)(Ct)(Cf)(CL)(Ce)=2,812.2 psi c= 0.9 Eym;� 1037000 psi Fb'y=(Fby)(Cr)(Ct)(Cf)(CL)(Cfu)(Ce)=2,812.2 psi I,= 97.05 in4 Fc'=(Fc)(Cd)(Ct)(Cf)(Cp)(Ce)=509 psi ly= 157.21 in4 Material ENGINEERED COMPOSITE I ■ E'=(E)(Ct)(Ce)=2,000 ksi Grade madam LVL 2.0E V Emin'=(Emin)(Ct)(CT)(Ce)=1,037 ksi Load Duration,CD TEN MINUTES 1.6 WIND/SEISMIC V fbx=935 psi<Fbx'=4,618 psi Bending Capacity=20.2% Temperature Factor,C, T<=100oF flay=0 psi<Fby=4,618 psi Wet Service Factor,CM MOISTURE cow LE6TNAN 16% V fc=47 psi<Fc'=509 psi Axial Capacity=9.3% Incising Factor,CI MEMBER IS NOT INCISED . Repetitive Factor Cr MEMBER IS NOT REPEITrIvE V fc=47 psi<Fc'=625 psi Sill Capacity=7.6% Built up Member Yes V Member (4) .25x5s V III Combined Axial Compression and Bending Combined Capacity=21.1% Sill PL? yes w Equation 3.9-3;2012 NDS page 22 Sill PL Type OF/L w II Deft=0.880 inches=L 1254 Defl.Capacity=94.5% Fire Treated? No V 1(4)1.75 x 5.5,ENGINEERED COMPOSITE ( . ■ NI ■ ■ II ■ II ■ ' II ■ IN 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 . Suite One Hundred A Portland,OR 97219 _ Location 8900-9000 SW Oak St.,Tigard, Oregon i Client AG Spanos Companies MILLER Phone 503.246.1250 II CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 36 of 116 www.miller-se.com By Ck'd Date Page ENGINEERS a ■ a a 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fc E Emin Feel= 290058 psi Stud Copyright©2017 Miller Consulting Engineers,Inc. CD 1.60 1.60 Fce2= 408 psi III Mark IGym King @ 4'Opening Material:ENGINEERED COMPOSITE Rbx 1.7 �`- Grade:Microlam LVL 2.0E C, 1.00 Rby 10.3 ■ y Fs size=(4)1.75 x 5.5 C, 1.00 1.00 1.00 1.00 Fbex 448482 psi T,� e` d2 ,, x d,= 7.00 in CF 1.11 1.00 Fbey 11631 psi III e.z L d2= 5.50 in CM 1.00 1.00 1.00 1.00 Ka 0 d' A= 38.50 in2 C, 1.00 1.00 1.00 1.00 Kr 0.00 e,,2 Sx= 35.29 in3 CT 1.00 Fbx* 4618 psi ■ Height= 20.94 ft lu,= 1 ft Sy= 35.29 in3 Cv 1.00 Fby* 4618 psi Spacing= 16 in o.c. lu2= 20.94 ft Le,= 2.06 ft C x 1.00 Fbex/Fbx* 97 w„= 867 plf M,e,= 2,264 ft-lbs Lee= 38.53 ft Ca 0.97 FbeyJFby* 3 ■ p= 15.5 psf Ke,= 1 Fbx= 2600 psi CF 0.10 Fc* 4016 psi w,,= 41.3 plf Ke2= 1 Fby= 2600 psi Cfu 1.00 Fb,; 4618 psi Amit=U 240 le,= 1.00 ft Ex= 2000 ksi CE 1.00 1.00 1.00 1.00 FbY 4618 psi III Ie2= 20.94 ft Ey= 2000 ksi CE=Exterior wet use of SCL lumber Fc' 404 psi le,/d,= 1.71 Exm„,= 1037 ksi Fc',sill 625 psi III Ie2/d2= 45.69 Ey m„= 1037 ksi Ex' 2000 psi A= 0.92 in Fc= 2510 psi E y 2000 psi L/273 Fc,sill 625 psi Ex,,,„ 1037000 psi ■ Fb'x=(Fbx)(Cr)(Ct)(Cf)(CL)(Ce)=2,798.4 psi c= 0.9 Ey„,„' 1037000 psi Fb'y=(Fby)(Cr)(Ct)(Cf)(CL)(Cfu)(Ce)=2,798.4 psi Ix= 97.05 in4 . Fc'=(Fc)(Cd)(Ct)(Cf)(Cp)(Ce)=404 psi ly= 157.21 in4 Material ENGINEERED COMPOSITE E'=(E)(Ct)(Ce)=2,000 ksi Grade Madam LVL 2.0E x Emin'=(Emin)(Ct)(CT)(Ce)=1,037 ksi Load Duration,CD TEN MINUTES 1.6 wino/sElsnic v ■ fbx=770 psi<Fbx'=4,618 psi Bending Capacity=16.7% Temperature Factor,C, T o mar fby=0 psi<Fby=4,618 psi Wet Service Factor,CM MOISTURE CONT LESS THAN 10% V fc=30 psi<Fc'=404 psi Axial Capacity=7.4% Incising Factor,CI MEMBER Is NOT INCISED V ■ Repetitive Factor Cr MEMBER IS NOT REPETIRVE V fc=30 psi<Fc'=625 psi Sill Capacity=4.8% Built up Member res -' ■ Member t<)1.75x5.5 ��-' Combined Axial Compression and Bending Combined Capacity=17.2% Sill PL? res Equation 3.9-3;2012 NDS page 22 Sill PL Type DEB. V ■ Max Defl=0.920 inches=L/273 Deft.Capacity=87.9% Fire Treated? no �' ill 1(4)1.75 x 5.5,ENGINEERED COMPOSITE I ■ ■ ■ ■ ■ a ■ ■ ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 1 II 11/14 Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon • Client AG Spanos Companies MILLERII Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 37 of 116 www.miller-se.com By Ck'd DatePage 1111 ENGINEERS N N 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fc E Emin Fce,= 453215 psi Stud Copyright©2017 Miter Consulting Engineers,Inc. Co 1.60 1.60 Fce2= 408 psi . Mark Gym King @ 6'Opening Material:ENGINEERED COMPOSITE Rb, 1.3 '.1 Grade:Microlam LVL 2.0E C, 1.00 Rby 11.6 . _ v ET--4- size=(5)1.75 x 5.5 C, 1.00 1.00 1.00 1.00 Fbe„ 700753 psi 1 dz Fd x lex, d,= 8.75 in CF 1.00 1.00 Fbey 9305 psi exzl ' d2= 5.50 in CM 1.00 1.00 1.00 1.00 KM 0 III L.P2 ( d' I A= 48.13 int C, 1.00 1.00 1.00 1.00 KT 0.00 I e2, Sx= 44.11 in3 CT 1.00 Fb,* 4160 psi Height= 20.94 ft lu,= 1 ft Sy= 44.11 in3 Cy 1.00 Fby* 4160 psi III Spacing= 16 in o.c. Iu2= 20.94 ft Le,= 2.06 ft Cr„ 1.00 Fbex/Fbx* 168 w„= 867 plf Km= 3,113 ft-lbs Lee= 38.53 ft CLy 0.96 Fbey/Fby* 2 . p= 15.5 psf Ke,= 1 Fb„= 2600 psi Ci, 0.10 Fc* 4016 psi W5= 56.8 plf Kee= 1 Fby= 2600 psi Cfu 1.00 Fb,' 4160 psi Aka=LI 240 le,= 1.00 ft Ex= 2000 ksi CE 1.00 1.00 1.00 1.00 Fby' 4160 psi ■ 102= 20.94 ft Ey= 2000 ksi CE=Exterior wet use of SCL lumber Fc' 404 psi le,/d,= 1.37 Exm0= 1037 ksi Fc',sill 625 psi le2/d2= 45.69 Eymu,= 1037 ksi Ex' 2000 psi i Q= 1.01 in Fc= 2510 psi Ey' 2000 psi L/249 Fc,sill 625 psi Exm;,; 1037000 psi III =2,505.2 psi c= 0.9 Eym„ 1037000 psi Fb'y=(Fby)(Cr)(Ct)(Cf)(CL)(Cfu)(Ce)=2,505.2 psi Ix= 121.32 in4 Fc'=(Fc)(Cd)(Ct)(Cf)(Cp)(Ce)=404 psi ly= 307.05 in4 Material ENGINEERED COMPOSITE V . - E'=(E)(Ct)(Ce)=2,000 ksi Grade Madan LVL LOE V Emin'=(Emin)(Ct)(CT)(Ce)=1,037 ksi Load Duration,CD TEN MINUTES 1.6 WIND/SEISMIC V II =847 psi<Fbx'=4,160 psi Bending Capacity=20.4% Temperature Factor,C, r<=SBBOF V fby=0 psi<Fby'=4,160 psi Wet Service Factor,CM MOISTURE CONT LESS THAN 16% V fc=24 psi<Fc'=404 psi Axial Capacity=5.9% Incising Factor,CI MEMBER IS NOT INCISED _N 11/ Repetitive Factor Cr MEMBER IS NOT REPETITIVE V fc=24 psi<Fc'=625 psi Sill Capacity=3.8% Built up Member Tey Member (5)1.75 x 5.5 • III Combined Axial Compression and Bending Combined Capacity=20.7% Sill PL? ya • Equation 3.9-3;2012 NDS page 22 Sill PL Type DFA. V 111Max Defl=1.010 inches=L/249 Defl.Capacity=96.5% Fire Treated? No V 1(5)1.75 x 5.5,ENGINEERED COMPOSITE I . ■ ■ In 1111 ■ ■ ■ ■ ■ 111 ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 Il One Hundred a Portland,OR 97219 IlaLocation 8900-9000 SW Oak St.,Tigard, Oregon ■ Client AG Spanos Companies MILLER Phone 503.246.1250 N CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 38 of 116 www.miller-se.com By Ck'd Date Page ENGINEERS ■ ■ U ■ Steel Column/Beam Design-AISC 13th Addition Loft King Studs ■ Shape: HSS Shape Capacity=0.24 <1.0 Size: 5X3X3/8 III ASD Axial Capacity,Chapter E Pr= 0.00 k,axial compression load Aeff= 3.86 in2 ■ Mrx= 4.00 ft-k,strong axis moment Qa= 1 (Section E7,pg 16.1-42) Mry= 0.00 ft-k,weak axis moment Fex= 16.95 ksi,(Section E3 pg 16.1-33) ■ Vrx= 0.86 k,strong axis shear Fey= 7.45 ksi,(Section E3 pg 16.1-33) Vry= 0.00 k,weak axis shear Fcrx= 14.87 ksi,(Section E3 pg 16.1-33) ■ Tr= 0.00 ft-k,torsional load Fcry= 6.53 ksi,(Section E3 pg 16.1-33) Kx= 1.00 (Table C-C2.2,pg 16.1-240) Pnx= 71 k,(Section E3 pg 16.1-33) ■ Ky= 1.00 (Table C-C2.2,pg 16.1-240) Pny= 31 k,(Section E3 pg 16.1-33) Lx= 18.63 ft Moment Capacity,Chapter F ■ Ly= 18.63 ft Seffx= 5.64 in' Lv= N/A ft,(for round shapes) Seffy= 3.26 in' ■ KL/r x= 129.94 Mnx= 28.14 ft-k,(Section F7 pgs 16.1-55,56) KUr y= 196.05 MN= 19.55 ft-k,(Section F7 pgs 16.1-5556) E= 29000 ksi Shear Capacity:Chapter G Il Fy= 46 ksi kv= 5 (Section G5,pg 16.1-68) Ag= 4.78 Int Cvx= 1.00 (Section G2,pg 16.1-65) U t= 0.349 in CVy= 1.00 (Section G2,pg 16.1-65) Zx= 7.34 in3 Awx= 2.75 in2,(Section G5,pg 16.1-68) ■ Zy= 5.1 in3 Awy= 1.36 in2,(Section G5,pg 16.1-68) Sx= 5.65 in3 Fcr= N/A ksi,(Section G6,pg 16.1-68) . Sy= 4.16 in' Vnx= 76.0 k,(Section G2,pg 16.1-65) Ix= 14.1 in4 Vny= 37.7 k,(Section G2,pg 16.1-65) ■ ly= 6.25 in4 Torsional Capacity:Chapter H rx= 1.72 in Fcr= 27.60 ksi,(Section H3 pg 16.1-75) ■ ry= 1.14 in C= 8.44 torsional shear constant Section is Compact in the strong axis(x) Tn= 19.4 ft-k,(Section H3 pg 16.1-74) . Section is Compact in the weak axis(y) Allowable Capacties: Rn/0(ASD);Rn*c(LRFD) (ASD) Pc,k Mc,ft-k Vc,k Tc,ft-k ■ • x-axis 18.7 16.8 45.5 11.6 y-axis 11.7 22.5 . Interaction Equations: w 7.69585 pli L 223.5 in Pr/Pc= 0.00 II E 29000000 Tr/Tc= 1 14.1 0.24 <1.0 OK U Delta 0.611489 in Equation H1-1b,AISC 13 ed.,pg 16.1-70 L/ 365.5015 Use HSS 5X3X3/8 U U S ■ U B 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 1111 All Suite One Hundred Portland,OR 97219 Mb Location 8900-9000 SW Oak St.,Tigard, Oregon IN Client AG Spanos Companies MILLER III Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 39 of 116 www.miller-se.com By Ck'd Date Page AI ENGINEERS ■ U ■ Steel Column/Beam Design-AISC 13th Addition . Shape: HSS Shape Capacity=0.9 <1.0 Typ. Steel Gym King Stud (10' Window) Size: 5X5X1/2 ASD Axial Capacity,Chapter E MI Pr= 32.30 k,axial compression load Aeff= 7.88 in2 Mrx= 14.94 ft-k,strong axis moment Qa= 1 (Section E7,pg 16.1-42) U Mry= 0.00 ft-k,weak axis moment Fex= 16.88 ksi,(Section E3 pg 16.1-33) Vrx= 0.91 k,strong axis shear Fey= 16.88 ksi,(Section E3 pg 16.1-33) ■ Vry= 0.00 k,weak axis shear Fcrx= 14.80 ksi,(Section E3 pg 16.1-33) Tr= 0.00 ft-k,torsional load Fcr y= 14.80 ksi,(Section E3 pg 16.1-33) ■ Kx= 1.00 (Table C-C2.2,pg 16.1-240) Pnx= 117 k,(Section E3 pg 16.1-33) Ky= 1.00 (Table C-C2.2,pg 16.1-240) Pny= 117 k,(Section E3 pg 16.1-33) ■ Lx= 19.75 ft Moment Capacity,Chapter F Ly= 19.75 ft Seffx= 10.4 in' ■ Lv= N/A ft,(for round shapes) Seffy= 10.40 in3 KLJr x= 130.22 Mnx= 50.22 ft-k,(Section F7 pgs 16.1-55,56) . KL/r y= 130.22 Mny= 50.22 ft k,(Section F7 pgs 16.1-55,56) E= 29000 ksi Shear Capacity:Chapter G ■ Fy= 46 ksi kv= 5 (Section G5,pg 16.1-68) Ag= 7.88 int Cvx= 1.00 (Section G2,pg 16.1-65) . t= 0.465 in Cvy= 1.00 (Section G2,pg 16.1-65) Zx= 13.1 in3 Awx= 3.35 in2,(Section G5,pg 16.1-68) Zy= 13.1 in3 Awy= 3.35 int,(Section G5,pg 16.1-68) III Sx= 10.4 in3 Fcr= N/A ksi,(Section G6,pg 16.1-68) Sy= 10.4 in3 Vnx= 92.5 k,(Section G2,pg 16.1-65) • Ix= 26 in4 Vny= 92.5 k,(Section G2,pg 16.1-65) ll = 26 in4 Torsional Capacity:Chapter H rx= 1.82 in Fcr= 27.60 ksi,(Section H3 pg 16.1-75) ll = 1.82 in C= 18.70 torsional shear constant Section is Compact in the strong axis(x) Tn= 43.0 ft-k,(Section H3 pg 16.1-74) Section is Compact in the weak axis(y) Allowable Capacties: Rn/12(ASD);Rn*4)(LRFD) II (ASD) Pc,k Mc,ft-k Vc,k Tc,ft-k x-axis 69.8 30.1 55.4 25.8 U y-axis 30.1 55.4 Interaction Equations: U w 7.69585 pli L 237 in Pr/Pc= 0.46 . E 29000000 Tr/Tc= I 26 0.90 <1.0 OK ■ Delta 0.419293 in Equation H1-1a,AISC 13 ed.,pg 16.1-70 U 565.2375 Use HSS 5X5X112 ■ U U U U U 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Art Suite One Hundred 111 Portland,OR 97219 Mk Location 8900-9000 SW Oak St.,Tigard, Oregon 111 Client AG Spanos Companies III Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 40 of 116 www.miller-se.com By Ck'd Date Page ENGINEERS U ■ •U ■ 2012 National Design Specification for Wood Construction(ASD) Reduction Bending F. Shear F, Bearing F,, E&E,,,y, Re= 6.62 OK 0 50 Mark 3'Header I Material:DIMENSIONAL LUMBER Co 1.00 1.00 E'm„ 580,000 psi II Span DF/L No.2 or Better C, 1.00 1.00 1.00 1.00 FSE= 15858 psi Span 3.00 ft Cu= 3.00 ft size=4 x 8 Cr 1.30 F50= 1170 psi x1= 0.00 ft w1= 1028 lbs/ft b= 3.500 in C. 1.00 1.00 1.00 1.00 F,,E/F5•= 13.55 . 52= 3.00 ft w2= 1027.95 lbs/ft = 7.250 In G, 1.00 1.00 1.00 1.00 Fo= 1165 psi Xa= 0.00 ft Pa= 0 lbs A= 25.38 ins C, 1.00 F;= 180 psi Xb= 0.00 ft Pb= 0 lbs S= 30.66 in' C. 1.000 F,,= 625 psi . X c= 0.00 ft Pc= 0 lbs I= 111.15 in' CL 0.996 E'= 1,600,000 psi R1= 1542 lbs V= 921 lbs El= 177.836 kip-int Cru 1.00 . R2= 1542 lbs M= 1156 ft-lbs Fb= 900. psi LLA,,, =U 360 LL, = 0.01 inchs F,= 180 psi Material DIMENSIONAL LUMBER TL Afi,,,,,=1./ 240 TL p= 0.01 inchs E= 1600 ksi Grade DF/L No.2 or Better II %LL 62.5% 1,= 6.18 ft Em;,,= 580 ksi Load Duration,Co TEN YEARS 1.0 OCCUP LIVE Fb'=(Fb)(Cd)(Ct)(CF)(CM)(Ci)(Cr)(CL)(Cfu)=1,165 psi Fry= 625 psi Temperature Factor,C, DRY T<=100°F Fv'=(Fv)(Cd)(Ct)(CM)(Ci)=180 psi Approx.weight "617 ,v!lbs/ft Wet Service Factor,Ca MOISTURE CONT LESS THAN 19% IN E'=(E)(Ct)(CM)(Ci)=1,600,000 psi R1 Req'd Bearing Width 1.00 in. Incising Factor,C, MEMBER IS NOT INCISED Fc.L'=(Fcl)(C1)(CM)(Ci)=625 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor Cr MEMBER IS NOT REPETITIVE ■ fb=453 psi<Fb'=1,165 psi Bending Capacity=38.8% . M=1,156 ft-lbs<Mmax=2,978 ft-lbs Member 4 x 8 ■ fv=54 psi<Fn'=180 psi Shear Capacity=30.2% Number of Plies 1 Ply \,..921 lbs<Vmax=3,045 lbs Max LL Defl=0.007 inches=L/5,392 LL Defl.Capacity=6.7% (1 Ply) 4 x 8,DIMENSIONAL LUMBER ■ DF/L No.2 or Better Max TL Defl=0.011 inches=L/3,370 TL Defl.Capacity=7.1% ■ Copyright 5 2017 Miller Consulting Engineers,Inc. -- 2,000 0.000 El2,000 ,. ■ .II 3E ._____________ 1000r t°■ a 500 � - , 4 r 500 .. m 0 _ -0.008 -1,000 `�, 1,500 :�x 0.010 ' . 2,000 0 0 0 ,. 0 _ te oi ni ni ni = n, = o.o1z m sheer o 0 0 o e e o r w n r w .� w n -Moment Distance(it) Distance(ft) 111 `_ Notes: ■ ■ ■ • II ■ ■ a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 ■ all Suite One Hundred Portland,OR 97219 III MI Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER ill Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELDARL 9.28.2017 41 of 116 www.miller-se.com By Ck'd Date Page II ENGINEERS ■ In a 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fs E Emin Fce.= 1471 psi Post Copyright©2017 Miller Consulting Engineers,Inc. Co 1.00 1.00 Fce2= 7449 psi . Mark 13'Header Trimmer-All Levels Material:DIMENSIONAL LUMBER Rb, 7.8 l...1 Grade:DF/L No.2 or Better Cr 1.00 Rby 3.0 Y Ft size=2 x 6 C, 1.00 1.00 1.00 1.00 Fbe„ 11518 psi III d e" c12= = 5.50 in CF 1.30 1.10 Fbey 77053 psi exz ' d2= 1.50 in CM 1.00 1.00 1.00 1.00 KM 2300 ■ 2d2 A= 8.25 int C; 1.00 1.00 1.00 1.00 KT 0.59 --1ev, 5x= 7.56 in3 CT 1.00 Fbx* 1170 psi Height= 8.25 ft lu1= 8.25 ft Sy= 2.06 in3 Co 1.00 Fby* 1170 psi ■ P1= 2052.6 lb Iu2= 1 ft Ler= 2.06 ft CLx 0.99 Fbex/Fbx* 10 P2= 0 lb M,,,,= 0 ft-lbs Le2= 15.18 ft CLy 1.00 Fbey/Fby* 66 II = 0 in M,,= 0 ft-lbs Fbx= 900 psi Cp 0.69 Fc* 1485 psi ey1= 0 in Moo= 43 ft-lbs Flay= 900 psi Cfu 1.15 Fbx 1170 psi ex2= 0 in MA= 0 ft-lbs Ex= 1600 ksi CE 1.00 1.00 1.00 1.00 Fby' 1346 psi . ey2= 0 in Ke,= 1 Ey= 1600 ksi CE=Exterior wet use of SCL lumber Fc' 1021 psi w„= 5 lbs/ft Ke2= 1 Es,nm= 580 ksi C,, 1 1.00 j 1.00 I I Fc',sill 625 psi III = 0 lbs/ft lei= 8.25 ft Ey,,,,,,= 580 ksi Coo=Single Pile Factor(piles only) Ex' 1600 psi lee= 1.00 ft Fc= 1350 psi I C„ I I I 1.00 I 1.00 Ey' 1600 psi lel/d,= 18.00 Fc,sill= 625 psi Co=Untreated Factor(piles only) Ex,n;, 580000 psi Ill= 8.00 c= 0.8 Ey,,,; 580000 psi Ix= 20.80 in* ly= 1.55 in* Material DIMENSIONAL LUMBER • . Fbx'=(Fbx*)(CL)(Cfu)=1,170 psi Grade OF/L No.2 or Better v Fby=(Fby*)(CL)(Cfu)=1,346 psi Load Duration,Co TEN YEARS 1.0 OCCUPLIVE V III (Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=1,021 psi Temperature Factor,C, T<=1000F E'=(E)(Ct)(Cm)(Ci)=1,600 ksi Wet Service Factor,Cu MOISTURE CONT LESS 1W41,1 19% V Emin'=(Emin)(Ct)(Cm)(Ci)(CT)=580 ksi Incising Factor,CI MEMBER IS NOT INC/SED v . fbx=68 psi<Fbx'=1,170 psi Bending Capacity=5.8% Repetitive Factor Cr MEMBER IS NOT REPETITIVE • fby=0 psi<Fby=1,346 psi Built up Member Yes me fc=249 psi<Fc'=1,021 psi Axial Capacity=24.4% Member 2 x 6 ■ Sill PL? Y. � fc,sill=249 psi<Fc'=625 psi Sill Capacity=39.8% Sill PL Type DM V III Treated? No v Combined Axial Compression and Bending Combined Capacity=13.0% Equation 3.9-3;2005 NDS page 20 . 2 x 6,DIMENSIONAL LUMBER DF/L No.2 or Better column II DF/L sill plate ■ ■ ■ IN III a II ■ III ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 IN One Hundred Portland,OR 97219 8900 9000 SW Oak St.,Tigard, Ore on MkLocation g g111 Client AG Spanos Companies MILLER Phone 503.246.1250 • CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 42 of 116 www.miller-se.com By Ck'd Date Page ENGINEERS 1111 ■ a 111 2012 National Design Specification for Wood Construction(ASD) Reduction Bending F, Shear F, Bearing F, E 8 Em, Ra= 6.77 OK<50 Mark 6'Header Material:DIMENSIONAL LUMBER CD 1.00 1.00 E'in.= 470,000 psi Grade:DF/L No.2,5 x 5 Beams&Stringers C, 1.00 1.00 1.00 1.00 Foe= 12312 psi 111 Span 6.00 ft 4= 6.00 ft size=6 x 10 Cr 1D0 Fb`= 875 psi x1= 0.00 ft w1= 1026 lbs/ft b= 5.500 in Cb 1.00 1.00 1.00 1.00 Fbe/Fb'= 14.07 SIx2= 6.00 ft w2= 1027.95 lbs/ft d= 9.500 in G 1.00 1.00 1.00 1.00 Fe= 872 psi Xaa 0.00 ft Pa= 0 lbs A= 52.25 ins C, 1.00 F,= 170 psi Xb= 0.00 ft Pb= 0 lbs S= 82.73 in3 Cy 1.000 F,,,'= 625 psi IIIXc= 0.00 ft Pc= 0 lbs I= 392.96 in° C, 0.996 E'= 1,300,000 psi R1= 3084 lbs V= 2270 lbs El= 510,853 kip-int Cf. 1.00 R2= 3084 lbs M= 4626 ft-lbs F5= 875 psi LL��;,,,x=U 360 LL = 0.04 inchs F,= 170 psi Material DIMENSIONAL LUMBER TL 4i;ing=U 240 TL A= 0.06 inchs E= 1300 ksi Grade DF/L No.2,5 x 5 Beams&Stringers LL 62.5% l,= 12.16 ft E„M,= 470 ksi Load Duration,CD TEN YEARS 1.0 OCCUP LIVE Fb'=(Fb)(Cd)(Ct)(CF)(CM)(Ci)(Cr)(CL)(Cfu)=872 psi F,.i= 625 psi Temperature Factor,C, DRY T<=100°F Fv'=(Fv)(Cd)(Ct)(CM)(Ci)=170 psiApprox.weight ".12173w ''lbs/ft Wet Service Factor,CM MOISTURE CONT LESS THAN 19% I E'=(E)(Ct)(CM)(Ci)=1,300,000 psi R1 Req'd Bearing Width 1.00 in. Incising Factor,C, MEMBER IS NOT INCISED Fcl'=(Fc1)(Ct)(CM)(Ci)=625 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor Cr MEMBER IS NOT REPETITIVE 111 fb=671 psi 0 Fb'=872 psi Bending Capacity=77.0% M=4,626 ft-lbs<Mmax=6,009 ft-lbs Member 6 x 10 fv=65 psi<FY=170 psi Shear Capacity=38.3% Number of Plies 1 Ply V=2,270 lbs<Vmax=5,922 lbs Max LL Deo=0.038 inches=L/1,909 LL Defl.Capacity=18.9% (1 Ply) 6 x 10,DIMENSIONAL LUMBER 1111 DF/L No.2,5 x 5 Beams&Stringers Max TL Defl=0.060 inches=L/1,193 TL Defl.Capacity=20.1% Copyright 02017 Miller Consulting Engineers,Inc. I6,000 !^ 0.000 5,000 4,000 -0.010 i, 3,000 :.::: ._______________ 11,000 i ` IIIIkMIIIIIIIIIIIr 0 i:- a -0.040 III E o 1,000 0.080 111111•1111M111111 ----- . ■ -2,000 3,000 ` � -0.060 1111 , 4,000 0 2 2 2 _ 2 2 2i 2 2 2 2 2 2 2 2 2 2 -0.070 a 0 2 0 2 _ - 2 '^ rg g 2: m ^ e e =Shear Q " '° " '" Moment Distance(ft) Distance(ft) IIINotes: U 1111 r ✓ III ✓ a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 III 111111 Suite One Hundred Portland,OR 97219 111 Mk Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER1111 Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28,2017 43of116 www.miller-se.com By Ck'd Date Page IIIENGINEERS is I I 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fc E Ernie Fce,= 1471 psi Post Copyright©2017 Miller Consulting Engineers,Inc. Co 1.00 1.00 Fce2= 29798 psiIII Mark 6'Header Trimmer-Lvls 2&3 Material:DIMENSIONAL LUMBER Rb, 3.9 1 Grade:DF/L No.2 or Better Cr 1.00 Rb, 4.3 Y Fr size=(2)2 x 6 C, 1.00 1.00 1.00 1.00 Fbex 46072 psi 11 d xe.r' d,= 5.50 in CF 1.30 1.10 Fbex 38527 psi ezz d2= 3.00 in CM 1.00 1.00 1.00 1.00 KM 2300 II x d! A= 16.50 int CI 1.00 1.00 1.00 1.00 KT 0.59 ev2 I S = 15.13 in3 CT 1.00 Fbx* 1170 psi Height= 8.25 ft lu,= 8.25 ft Sy= 8.25 in3 Cv 1.00 FIN* 1170 psi 111 P1= 10066.65 lb 1u2= 1 ft Le,= 2.06 ft Cu, 1.00 Fbex/Fbx* 39 P2= 0 lb Mx„= 0 ft-lbs Lee= 15.18 ft Cay 1.00 Fbey/Fby* 33 ext= 0 in My„= 0 ft-lbs Fbx= 900 psi CP 0.69 Fe* 1489 psi 111 ey1= 0 in M,d,= 43 ft-lbs Fby= 900 psi Cfu 1.15 Fbx 1170 psi ex2= 0 in MA= 0 ft-lbs Ex= 1600 ksi CE 1.00 1.00 1.00 1.00 Fb3' 1346 psiII ey2= 0 in Ke,= 1 Ey= 1600 ksi CE=Exterior wet use of SCL lumber Fc' 1023 psi wx= 5 lbs/ft Ke2= 1 Ex,,,;,,= 580 ksi I CsP I 1.00 I 1.00 I I Fc',sill 625 psi wy= 0 lbs/ft le,= 8.25 ft Ey,,,,= 580 ksi CsP=Single Pile Factor(piles only) Ex' 1600 psi 1111 lee= 1.00 ft Fc= 1350 psi C„ I I I 1.00 I 1.00 Ey' 1600 psi le,/d,= 18.00 Fc,sill= 625 psi Co=Untreated Factor(piles only) Ex,,4 580000 psi it le2/d2= 4.00 c= 0.8 Ey,„„,' 580000 psi Ix= 41.59 in4 ly= 12.38 in4 Material DIMENSIONAL LIMBER V I, Fbx'=(Fbx')(CL)(Cfu)=1,170 psi Grade oF/L NO.z or Better Fby'=(Fby')(CL)(Cfu)=1,346 psi Load Duration,Co TEN YEARS 1.0 OCCUF UVE V Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=1,023 psi Temperature Factor,C, T<=IOOoF V III E'=(E)(Ct)(Cm)(Ci)=1,600 ksi Wet Service Factor,CM MOTS ueecol TI.ESSTNAN 19% V Emin'=(Emin)(Ct)(Cm)(Ci)(CT)=580 ksi Incising Factor,CI MEMBER IS NOT INCISED V11 fbx=34 psi<Fbx'=1,170 psi Bending Capacity=2.9% Repetitive Factor Cr MEMBER IS NOT REPETITIVE V fby=0 psi<Fby'=1,346 psi Built up Member Yes _.._._ fc=610 psi<Fc'=1,023 psi Axial Capacity=59.7% Member (2)2,6 sr Sill PL? Yes V fc,sill=610 psi<Fc'=625 psi Sill Capacity=97.6% Sill PL Type SF/I. V Fire Treated? No V II Combined Axial Compression and Bending Combined Capacity=40.6% Equation 3.9-3;2005 NDS page 2011 (2)2 x 6,DIMENSIONAL LUMBER DF/L No.2 or Better column with DF/L sill plate II II II II III NI IN SI S ' I w 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred II A Portland,OR 97219 Mi Location 8900-9000 SW Oak St.,Tigard,Oregon 11. Client AG Spanos Companies MILLER Phone 503.246.1250 1 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 44 of 116 www.miiler-se.com By Ck'd Date Page ENGINEERS 111 U a a 2012 National Design Specification for Wood Construction Reduction Sending Axial,Fc E Ernin Fce1= 1471 psi 111 Post Mark 16'Header Copyright©2017 Miller Consulting Engineers,Inc. Material:DIMENSIONAL LUMBER CD 1.00 1.00 Fce2= 7449 psi Trimmer-Lvls 4+ Rbx 7.8 1....,L„,_, Grade:DF/L No.2 or Better C, 1.00 Rbr 3.0 aY , ex, size=2 x 6 C, 1.00 1.00 1.00 1.00 Fbe, 11518 psi T-ix d1= 5.50 in CF 1.30 1.10 Fbel, 77053 psi e a d2= 1.50 in Cu 1.00 1.00 1.00 1.00 KM 2300 111 L=P3I I A= 8.25 in2 C; 1.00 1.00 1.00 1.00 KT 0.59 e.„ S,= 7.56 in3 CT 1.00 Fb,• 1170 psi a Height= 8.25 ft lu1= 8.25 ft Sr= 2.06 in3 Cv 1.00 Fby* 1170 psi P1= 4105.2 lb lug= 1 ft Lei= 2.06 ft CLy 0.99 Fbe„/Fb„' 10 P2= 0 lb M,,,,= 0 ft-lbs Lee= 15.18 ft CL„ 1.00 Fbey/Fb,* 66 aext= 0 in Mr,= 0 ft-lbs Fbx= 900 psi CF, 0.69 Fc` 1485 psi ey1= 0 in M,,,= 43 ft-lbs Fb,= 900 psi Cfu 1.15 FIN' 1170 psi 11ex2= 0 in Myo= 0 ft-lbs Ex= 1600 ksi CE 1.00 1.00 1.00 1.00 Fb,, 1346 psi ey2= 0 in Ke1= 1 Ey= 1600 ksi CE=Exterior wet use of SCL lumber Fc' 1021 psi wy= 5 lbs/ft Kee= 1 Ex„,,= 580 ksi I C,p I 1.00 I 1.00 I I Fc',sill 625 psi awy,= 0 lbs/ft lel= 8.25 ft Ey = 580 ksi C,p=Single Pile Factor(piles only) Ex' 1600 psi lee= 1.00 ft Fc= 1350 psi I C I I 1.00 I 1.00 Ey' 1600 psi lel/d1= 18.00 Fc,sill= 625 psi Cu=Untreated Factor(piles only) Exm„, 580000 psi ale2/d2= 8.00 c= 0.8 Ey „ 580000 psi I„= 20.80 in' 111 I,= 1.55 in4 Material DIMENSIONAL UMBER V Fbx'=(Fbx')(CL)(Cfu)=1,170 psi Grade DF/I.No.z 0,ecus v Fby'=(Fby`)(CL)(Cfu)=1,346 psi Load Duration,CD TEN YEARS 1.0 occupuME v aFc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=1,021 psi Temperature Factor,C, r<=1000F 1 E=(E)(Ct)(Cm)(Ci)=1,600 ksi Wet Service Factor,CM MOISTURE cow LESS TAN 19% V Emin'=(Emin)(Ct)(Cm)(Ci)(CT)=580 ksi Incising Factor,CI MEMBER IS NOT INCISED V 11 fbx=68 psi<Fbx'=1,170 psi Bending Capacity=5.8% Repetitive Factor Cr MEMBER IS NOT RE'EnTIVE V thy=0 psi<Fby'=1,346 psi Built up Member Yes afc=498 psi<Fc'=1,021 psi Axial Capacity=48.7% Member z.6 Sill PL? res w fc,sill=498 psi<Fc'=625 psi Sill Capacity=79.6% Sill PL Type DM V' aFire Treated? No v Combined Axial Compression and Bending Combined Capacity=32.5% Equation 3.9-3;2005 NDS page 20 2 x 6,DIMENSIONAL LUMBER DF/L No.2 or Better column III with DF/L sill plate a ■ ■ II II a ■ III a I 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 in imi Ell Suite One Hundred Portland,OR 97219 la Location 8900-9000 SW Oak St.,Tigard, Oregon III Client AG Spanos Companies MILLER I Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 45 of 116 www.miller-se.com By Ck'd Date Page aENGINEERS _ S III ■ 2012 National Design Specification for Wood Construction(ASD) Reduction Bending F, Shear F, Bearing Fu 8 5 6,, Re 9.83 OK<50 III Mark 9'Header Material:DIMENSIONAL LUMBER Co 1.00 1.00 E',ni„= 470,000 psi Grade:DF/L No.2,5 x 5 Beams&Stringers C, 1.00 1.00 1.00 1.00 Fps= 5836 psiII Span 9.00 ft l„= 9.00 ft size=6 x 14 CF 0.99 Fb`= 864 psi x1= 0.00 ft w1= 1028 lbs/ft b= 5.500 in CM 1.00 1.00 1.00 1.00 F5/F,,'= 6.76 x2= 9.00 ft w2= 1027.95 lbs/ft d= 13.500 in C; 1.00 1.00 1.00 1.00 Fe= 856 psi III Xe= 0.00 ft Pa= 0 lbs A= 74.25 in' C, 1.00 Ff= 170 psi Xb= 0.00 ft Pb= 0 lbs S= 167.08 in' C. 1.000 Fa'= 625 psi III Xc= 0.00 ft Pc= 0 lbs I= 1127.67 in° C5 0.991 E'= 1,300,000 psi RI= 4626 lbs V= 3469 lbs El= 1,465,973 kip-in' Cr. 1.00 R2= 4626 lbs M= 10408 ft-lbs Fb= 875 psi III LL Dii,,n=U 360 LL 6,= 0.07 inchs F,= 170 psi Material DIMENSIONAL LUMBER TL a„n;,=IJ 240 TL 4= 0.11 inchs E= 1300 ksi Grade DF/L No.2,5 x 5 Beams&Stringers %LL 62.5% to= 18.05 ft E,,;,,= 470 ksi Load Duration,Ce TEN YEARS 1.0 OCCUP LIVE IIII Fb'=(Fb)(Cd)(Ct)(CF)(CM)(Ci)(Cr)(CL)(Cf a)=856 psi F,,= 625 psi Temperature Factor,C, DRY T<=100°F Fd=(Fv)(Cd)(Ct)(CM)(Ci)=170 psi Approx.weight 18 95,t)Ibs/ft Wet Service Factor,CM MOISTURE CONT LESS THAN 19% III E'=(E)(Ct)(CM)(Ci)=1,300,000 psi R1 Req'd Bearing Width 1.35 in. Incising Factor,C, MEMBER IS NOT INCISED Fcl'=(FCl)(Ct)(CM)(Ci)=625 psi R2 Req'd Bearing Width 1.35 in. Repetitive Factor C, MEMBER IS NOT REPETITIVE fb=748 psi<Fb'=856 psi Bending Capacity=87.3% M=10,408 ft-lbs<Mmax=11,921 ft-lbs Member 6 x 14 fv=70 psi<Fv'=170 psi ' Shear Capacity=41.2% Number of Plies 1 PlyIt V=3,469 lbs<Vmax=8,415 lbs Max LL Defl=0.067 inches=L/1,601 LL Defl.Capacity=22.5% (1 Ply) 6 x 14,DIMENSIONAL LUMBER DFIL No.2,5 x 5 Beams&Stringers IIII Max TL Defl=0.108 inches=L/1,001 TI,Dell.Capacity=24.0% III Copyright©2016,",,,,7 Miller Consulting Engineers,Inc. 12,000 0.000 II 10,000 -0.020- ',. ■ 8,000 ............, 6,000I '°-°° IIIa 4,000 , _ -0.060 2,000 , S Mir ,0 r 0.060 -2,000 II 0.100 -4,000 6,000 0 0 0 r m - m -0.120 e o e z r m m ' e e . n : m m m = : 71 m e 2 • a < m ,� m r m a �o o Lo -Me -Moment Dhear istance(ft) Distance(n) III Notes: ■ ' I ■ ■ I ■ a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 . Suite One Hundred ail Portland,OR 97219 MilLocation 8900-9000 SW Oak St.,Tigard, Oregon r MILLER Client AG Spanos Companies Phone 503.246.1250 U CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 46 of 116 www.miller-se.com By Ck'd Date Page . ENGINEERS a 11 ■ 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fc E Emin Feel= 1471 psi . Post Mark 19'Header Copyright©2017 Miller Consulting Engineers,Inc. CO 1.00 1.00 Fce2= 67044 psi Trimmer-Lvls 2&3 Material:DIMENSIONAL LUMBER Rb, 2.6 f~ 1 Grade:DF/L No.2 or Better C, 1.00 Rby 5.2 11 ' Fs size=(3)2 x 6 C1 1.00 1.00 1.00 1.00 Fbe, 103663 psi dI x I- d �= 5.50 in Co 1.30 1.10 Fbey 25684 psi e.eL• , d2= 4.50 in Cu 1.00 1.00 1.00 1.00 KM 2300 11IPe �AA= 24.75 in2 C1 1.00 1.00 1.00 1.00 KT 0.59 e13 S,= 2269 in3 CT 1.00 Fb,* 1170 psi ■ Height= 8.25 ft IuI= 8.25 ft Sy= 18.56 in3 Cv 1.00 FI:),,* 1170 psi P1= 15099.98 lb Iu2= 1 ft Let= 2.06 ft Cm, 1.00 Fbe,/Fbx* 89 P2= 0 lb M,,,= 0 ft-lbs Lee= 15.18 ft Cm, 1.00 Fbey/Fby* 22 11 ext= 0 in My,= 0 ft-lbs Fb,= 900 psi C, 0.69 Fc* 1489 psi ey1= 0 in M,4,= 43 ft-lbs Fby= 900 psi Cfu 1.15 Fbx 1170 psi ex2= 0 in Myh= 0 ft-lbs Ex= 1600 ksi Co 1.00 1.00 1.00 1.00 Fb, 1346 psi 111 ey2= 0 in Ke1= 1 Ey= 1600 ksi Co=Exterior wet use of SCL lumber Fc' 1023 psi w,= 5 lbs/ft Ke2= 1 Exm;„= 580 ksi I C,0 I 1.00 I 1.00 I j Fc',sill 625 psi Swy= 0 lbs/ft lei= 8.25 ft Eym e= 580 ksi Cm,=Single Pile Factor(piles only) Ex' 1600 psi lee= 1.00 ft Fc= 1350 psi I C. I I I 1.00 I 1.00 Ey' 1600 psi let/di= 18.00 Fc,sill= 625 psi C„=Untreated Factor(piles only) Exm;„' 580000 psi 11 le2/d2= 2.67 c= 0.8 EYmio 580000 psi Ix= 62.39 in4 . ly= 41.77 in' Material DIMENSIONAL WMBER Fbx'=(Fbx*)(CL)(Ctu)=1,170 psi Grade DP/LNo.2orBetter .' Fby'=(Fby)(CL)(Cfu)=1,346 psi Load Duration,Co TEN YEARS 1.0 OCCUPuvE IP ■ Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=1,023 psi Temperature Factor,CI Tv=1000F V E'=(E)(Ct)(Cm)(Ci)=1,600 ksi Wet Service Factor,CM MOISTURE CONT LESS THAN 19% V II fbx (Emin)(Ct)(Cm)(Ci)(CT)=580 ksi Incising Factor,Cl MEMBER IS NOT INCISED v' fbx=23 psi<Fbx'=1,170 psi Bending Capacity=1.9% Repetitive Factor Cr MEMBER IS NOT REPETITIVE V thy=0 psi<Fby=1,346 psi Built up Member res v al fc=610 psi<Fc'=1,023 psi Axial Capacity=59.7% Member (3)2,6 Sill PL? rx V' fc,sill=610 psi<Fc'=625 psi Sill Capacity=97.6% Sill PL Type Orn ' IIII Fire Treated? so • Combined Axial Compression and Bending Combined Capacity=38.9% Equation 3.9-3;2005 NDS page 20 1111 (3)2 x 6,DIMENSIONAL LUMBER DF/L No.2 or Better column ■ with DF/L sill plate I • III ■ U U ■ ■ III ■ II 9570 SW Barbur Blvd Project Name Tigard Apartments ' Project# 161 194 . all Suite One Hundred Portland,OR 97219 II la Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies III MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 Page 47 of 116' www.miller-se.com By Ck'd Date ■ ENGINEERS S a a 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fr E Emin Fce,= 1471 psi Post Copyright©2017 Miller Consulting Engineers,Inc. Cc 1.00 1.00 Fce2= 29798 psi 11 Mark 19'Header Trimmer-Lvls 4+ Material:DIMENSIONAL LUMBER Rb„ 3.9 �'.1 Grade:DF/L No.2 or Better Cr 1.00 Rb, 4.3 Y size=(2)2 x 6 C, 1.00 1.00 1.00 1.00 Fbe„ 46072 psi 11 d[ _i!'"'xd1= 5.50 in CF 1.30 1.10 Fbey 38527 psi e„a , d2= 3.00 in Cu 1.00 1.00 1.00 1.00 KM 2300 . d2 1 A= 16.50 int C; 1.00 1.00 1.00 1.00 KT 0.59 I- --I el. -( S„= 15.13 in3 CT 1.00 Fb„' 1170 psi Height= 8.25 ft lu,= 8.25 ft Sy= 8.25 in3 Cv 1.00 Fby' 1170 psi 11 P1= 6157.8 lb Iu2= 1 ft Le,= 2.06 ft Cu, 1.00 Fbe„/Fb„' 39 P2= 0 lb M,y= 0 ft-lbs Le2= 15.18 ft CLy 1.00 Fbey/Fby' 33 ex1= 0 in My,= 0 ft-lbs Fb„= 900 psi Cr, 0.69 Fc' 1489 psi 11 ey1= 0 in M.= 43 ft-lbs Fby= 900 psi Cfu 1.15 Fb,; 1170 psi ex2= 0 in Myh= 0 ft-lbs Ex= 1600 ksi Ce 1.00 1.00 1.00 1.00 Fby' 1346 psi ■ ey2= 0 in Ke,= 1 Ey= 1600 ksi CE=Exterior wet use of SCL lumber Fc' 1023 psi w„= 5 lbs/ft Kee= 1 Ex,,,,,= 580 ksi I Cao I 1.00 I 1.00 I I Fc',sill 625 psi 11w,,= 0 lbs/ft le,= 8.25 ft Ey„o,= 580 ksi Cu,=Single Pile Factor(piles only) Ex' 1600 psi lee= 1.00 ft Fc= 1350 psi Cu I I I 1.00 I 1.00 Ey' 1600 psi le,/d,= 18.00 Fc,sill= 625 psi Cu=Untreated Factor(piles only) Ex,,,; 580000 psiII le2/d2= 4.00 c= 0.8 Ey,,,� 580000 psi I„= 41.59 in4 I,= 12.38 in4 Material DIMENSIONAL WMBER v III Fbx'=(Fbx')(CL)(Cfu)=1,170psi Grade DyLNo.2orrset., V Fby'=(Fby')(CL)(Cfu)=1,346 psi Load Duration,CD TEN YEARS 1.0 occuPuvE V III_ Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=1,023 psi Temperature Factor,C, T==l5mF v, E'=(E)(Ct)(Cm)(Ci)=1,600 ksi Wet Service Factor,CM MOIOSJRx CONY LESS 1060 19% . 111Emin'=(Emin)(Ct)(Cm)(Ci)(CT)=580 ksi Incising Factor,CI MEMBER IS NOT INCISED _ fbx=34 psi<Fbx'=1,170 psi Bending Capacity=2.9% Repetitive Factor Cr MEMBER IS NOT REPETITIVE V fby=0 psi<Fby'=1,346 psi Built up Member Yes v fc=373 psi<Fc'=1,023 psi Axial Capacity=36.5% Member (2)206 V ■ Sill PL? yes v fc,sill=373 psi<Fc'=625 psi Sill Capacity=59.7% Sill PL Type SF/L V Fire Treated? No V Ill Combined Axial Compression and Bending Combined Capacity=17.2% Equation 3.9-3;2005 NDS page 20 a (2)2 x 6,DIMENSIONAL LUMBER DF/L No.2 or Better column III DF/L sill plate ■ ■ II I a ■ ■ ■ a S 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 IIISuite One Hundred L Portland,OR 97219 1 MiLocation 8900-9000 SW Oak St.,Tigard,Oregon . Client AG Spanos Companies MILLER a Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 48 of 116 www.miller-se.com By Ck'd Date Page IIIENGINEERS a II II ■ 2012 National Design Specification for Wood Construction(ASD) Reduction Bending F, Shear F, Bearing F, E&E,,,„ Re= 7.13 OK<50 Mark Corridor Framing-J-1 Material:DIMENSIONAL LUMBER Co 1.00 1.00 E',,,,= 620,000 psi 111Span 24 in oc Grade:DF/L No.1 or Better C, 1.00 1.00 1.00 1.00 Ft,E= 14642 psi Span 8.00 ft Ce= 0.50 ft size=2 x 10 CF 1.10 F5'= 1265 psi xl= 0.00 ft w1= 254 lbs/ft b= 1.500 in CM 1.00 1.00 1.00 1.00 F,,E/F.°= 11.57 IIIx2= 8.00 ft w2= 254 lbs/ft d= 9.250 in C; 1.00 1.00 1.00 1.00 Fe= 1259 psi Xa= 0.00 ft Pa= 0 lbs A= 13.88 in' C, 1.15 F,;= 180 psi Xb= 0.00 ft Pb= 0 lbs S= 21.39 in' C, 1.000 F,<'= 625 psi . Xc= 0.00 ft Pc= 0 lbs I= 98.93 in° C,„ 0.995 E'= 1,700,000 psi R1= 1016 lbs V= 820 lbs E'I= 168,184 kip-int Cr, 1.00 1111R2= 1016 lbs M= 2032 ft-lbs F.= 1000 psi ' LL Q,Ia„a=L/ 360 LLQ= 0.11 inchs F„= 180 psi Material DIMENSIONAL LUMBER - TL Qil,el;=U 240 TL Q= 0.14 inchs E= 1700 ksi Grade DF/L No.1 or Better IIII %LL 78.7% I.= 1.03 ft E,„;,,= 620 ksi Load Duration,Ca TEN YEARS 1.0 OCCUP LIVE Fb'=(Fb)(Cd)(Ct)(CF)(CM)(Ci)(Cr)(CL)(Cfu)=1,259 psi F,1= 625 psi Temperature Factor,Ct DRY T<=100°F ■ Fv'=(Fv)(Cd)(Ct)(CM)(Ci)=180 psi Approx.weight ,''337 lbs/ft Wet Service Factor,Ca MOISTURE CONT LESS THAN 19 E'=(E)(Ct)(CM)(Ci)=1.700,000 psi R1 Req'd Bearing Width 1.08 in. Incising Factor,C; MEMBER IS NOT INCISED Fcl'=(Fcl)(Ct)(CM)(Ci)=625 psi R2 Req'd Bearing Width 1.08 in. Repetitive Factor C, MEMBER IS REPETITIVE ■ fb=1,140 psi<Fb'=1,259 psi Bending Capacity=90.5% - M=2,032 ft-lbs<Mmax=2,244 ft-lbs Member 2 x 10 IIIfv=89 psi<Fv'=180 psi Shear Capacity=49.3% - Number of Plies 1 Ply V=820 lbs<Vmax=1,665 lbs Max LL Deft=0.111 inches=L/868 LL Deft.Capacity=41.5% (1 Ply) 2 x 10,DIMENSIONAL LUMBER . DF/L No.1 or Better Max TL Dell=0.140 inches=L/683 TL Deo.Capacity=35.1% ■ Copyright©2017 Miller Consulting Engineers,Inc. SZ500 - -_- 0.000 , 2,000 -0.020 II1,500 III -0.040 III 's Z 1,000 -11V..-, 2 500 _ o.oso 1111 2 0 V o o -0.100 -500 ---- -0.120 1,000 ,, o.1ao --- IIII 1,500 0 0 oi oi ni ci < 4 < ar ur ro rz e m -0.160.0 o e _ r :7i ,?, :7 :l e =shear e . •, „, ,�. m n m m r ,, ,. -MomentDistance(ft) Distance po Notes: II ■ ■ ■ ■ ■ a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 ■ Art Suite One Hundred Portland,OR 97219 111Location 8900-9000 SW Oak St.,Tigard,Oregon • Client AG Spanos Companies MILLER III Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 49 of 116 www.miller-se.com By Ck'd Date Page ■ ENGINEERS 11111 a a 2012 National Design Specification for Wood Construction(ASD) Reduction Bending F, Shear F, Bearing 5,, E&E„,,, Re= 3.56 OK<50 ■ Mark Corridor Framing-J-2 Material:DIMENSIONAL LUMBER Co 1.00 1.00 E',,;,,= 620,000 psi Spacing 24 in oc Grade:DF/L No.1 or Better Cr 1.00 1.00 1.00 1.00 FbE= 58567 psi ■ Span 11.50 ft 1„= 0.50 ft size=2 x 10 CF 1.10 F5'= 1265 psi x1= 0.00 ft w1= 254 lbs/ft b= 3.000 in CM 1.00 1.00 1.00 1.00 FcE/Fb'= 46.30 x2= 11.50 ft w2= 254 lbs/ft d= 9.250 in C; 1.00 1.00 1.00 1.00 F,:= 1264 psi111 Xa= 0.00 ft Pa= 0 lbs A= 27.75 inn C, 1.15 F,'= 180 psi Xb= 0.00 ft Pb= 0 lbs S= 42.78 in' Cv 1.000 F,,= 625 psi Xc= 0.00 ft Pc= 0 lbs I= 197.86 in° CL 0.999 E'= 1,700,000 psi 11 R1= 1461 lbs V= 1265 lbs E'I= 336,368 kip-int Citi 1.00 R2= 1461 lbs M= 4199 ft-lbs Fb= 1000 psi ■ LL 40,,;r=L/ 360 LL 4= 0.24 inchs Fe= 180 psi Material DIMENSIONAL LUMBER TL 4b,,„=U 240 TL A= 0.30 inchs E= 1700 ksi Grade DF/L No.1 or Better LL 78.7% 6,= 1.03 ft Em„= 620 ksi Load Duration,C. TEN YEARS 1.0 OCCUP LIVE III Fb'=(Fb)(Cd)(Ct)(CF)(CM)(Ci)(Cr)(CL)(Cfu)=1,264 psi F,,= 625 psi Temperature Factor,Cr DRY T<=100'F Eva(Fv)( d)( t)(CM)( i)-180 psiApprox. r ,fi47r,.,; lbs/ft Wet Service Factor,Ca MOISTURE CONT LESS THAN 19III E'=(E)(Ct)(CM)(Ci)=1,700,000 psi R1 Req'd Bearing Width 1.00 in. Incising Factor,C1 MEMBER IS NOT INCISED Fc.L'=(Fcl)(Ct)(CM)(Ci)=625 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor C, MEMBER IS REPETITIVE fb=1,178 psi<Fb'=1,264 psi Bending Capacity=93.2% M=4,199 ft-lbs<Mmax=4,505 ft-lbs Member 2 x 10 iv=68 psi<FV=180 psi Shear Capacity=38.0% Number of Plies 2 Plies ■ V=1,265 lbs<Vmax=3,330 lbs Max LL Deft=0.237 inches=L/582 LL Deft Capacity=61.9% (2 Plies) 2 x 10,DIMENSIONAL LUMBER III Max 1 or Better Max TL Defl=0.301 inches=L/458 TL Def.Capacity=52.4% Copyright©2017 Miller Consulting Engineers,Inc. ■ 5,000 - - -- -- 0.000 - - --- 1111 4,000 -0.050 , 1113,000 -0.100 111 a 2,000 _ -0.150 _._ x _ 1,000 -0.200 ■ O ❑ IllOr -0.250 -- ■ -1,000 . -0.300 111.11111111.111111111111l -2,000 a = _ r ` e m (ft)a a m m 0.350 = o _ .- „ n 6 „ a . .7 „ „ m : . e „ m 6 _ _ _ C Shear DistancemDistance L-MomentIII. � ft Notes: II ■ ■ ■ 111 ■ I 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 III One Hundred 0 Portland,OR 97219 MkLocation 8900-9000 SW Oak St.,Tigard,Oregon 1111Client AG Spanos Companies MILLER Phone 503.246.1250II CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 50 of 116 www.miller-se.com By Ck'd Date Page ENGINEERS 1111 1111 ■ a III 2012 National Design Specification for Wood Construction(ASD) Reduction Bending F. Shear F, Bearing F,i E&Em,,, RD= 2.38 OK<50 Mark(Corridor Framing-J-3 Material:DIMENSIONAL LUMBER Co 1.00 1.00 E',,;„= 620,000 psi IIISpan 24 in Sc Grade:DF/L No.1 or Better Cr 1.00 1.00 1.00 1.00 FbE= 131776 psi Span 14.50 ft 4,= 0.50 ft size=2 x 10 CF 1.10 Fb'= 1265 psi x1= 0.00 ft w1= 254 lbs/ft b= 4.500 in C. 1.00 1.00 1.00 1.00 F5E/F5'= 104.17 II x2= 14.50 ft w2= 254 lbs/ft d= 9.250 in C; 1.00 1.00 1.00 1.00 Fe= 1264 psi Xa= 0.00 ft Pa= 0 lbs A= 41.63 in' C, 1.15 F,'= 180 psi Xb= 0.00 ft Pb= 0 lbs S= 64.17 in' Cv 1.000 F,,,,.= 625 psi aXc= 0.00 ft Pc= 0 lbs I= 296.79 in` CL 1.000 E'= 1,700,000 psi R1= 1842 lbs V= 1646 lbs E'1= 504,551 kip-in' Cf„ 1.00 aR2= 1842 lbs M= 6675 ft-lbs Fb= 1000 psi LLA,, =L/ 360 LL 0.40 inchs F,= 180 psi Material DIMENSIONAL LUMBER TL 4,„,,,=L/ 240 TLA= 0.51 inchs E= 1700 ksi Grade DF/L No.1 or Better ■ - %LL 78.7% L,= 1.03 ft Eng= 620 ksi Load Duration,Co TEN YEARS 1.0 OCCUP LIVE Fb'=(Fb)(Cd)(Ct)(CF)(CM)(C1)(Cr)(CL)(Cfu)=1,264 psi F,,,= 625 psi Temperature Factor,Cr DRY T<=100°F III Fv'=(Fv)(Cd)(Ct)(CM)(CI)=180 psi Approx.weight ,T1012 lbs/ft Wet Service Factor,C. MOISTURE CONT LESS THAN 19 E'=(E)(Ct)(CM)(Ci)=1,700,000 psi R1 Req'd Bearing Width 1.00 in. Incising Factor,Cr MEMBER IS NOT INCISED Fct'=(Fc.L)(Ct)(CM)(C1)=625 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor C, MEMBER IS REPETITIVE III fb=1,248 psi<Fb'=1,264 psi Bending Capacity=98.7% M=6,675 ft-lbs<Mmax=6,762 ft-lbs Member 2 x 10 fv=59 psi<Fv'=180 psi Shear Capacity=32.9% Number of Plies 3 Plies III V=1,646 lbs<Vmax=4,995 lbs Max LL Defl=0.401 inches=L/434 LL Defl.Capacity=82.9% (3 Plies) 2 x 10,DIMENSIONAL LUMBER III DF/L No.1 or Better Max TL Defl=0.509 inches=L/342 TL Defl.Capacity=70.2% IIICopyright 02017 Miller Consulting Engineers,Inc. E hi 0.000 ---. -._-_- -0.100 11111.11MIFI - b 0.200- 'r -- '2 -0.300 _. I a . 1000r 0 -0.400- a -1,000 -0.500- -2,000 .__ ... II -3,000 0 0 l:l,. ,, m, a e 6 m 6 a, o o ro ei -o.soo e a m Shear 6 a o o w m a m ® ,- r m a m a s a .., m a a -moment Distance(ft) Distance(ft) ■ -- - Notes: ----- a a a a a III a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 ■ ES Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard,Oregon III Client AG Spanos Companies II MILLER Phone 503246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 51 of 116 www.miller-se.com By Ck'd Date Page III ENGINEERS a ■ II 2012 National Design Specification for Wood Construction(ASD) Reduction Bending F1 Shear F, Bearing F„ E&E,,,,° Re 2.38 OK<50 ■ Mark'Corridor Framing-J-4 l Material:Roseburg SCL Co 1.00 1.00 E',,, 1,016,000 psi Spacing 24 in oc Grade:2.0E RigidLam®LVL Cr 1.00 1.00 1.00 1.00 Fys= 215943 psi ■ Span 15.00 ft C„= 0.50 ft size=1.5 x 9.25 CF 1.00 Fp'= 3224 psi x1= 0.00 ft w1= 264 lbs/ft b= 4.500 in CM 1.00 1.00 1.00 1.00 FLE/Fy'= 66.98 ■ x2= 15.00 ft w2= 264 lbs/ft d= 9.250 in C; 1.00 1.00 1.00 1.00 Fy= 3222 psi Xa= 0.00 ft Pa= 0 lbs A= 41.63 ine Cr 1.04 Fe'= 290 psi Xb= 0.00 ft Pb= 0 lbs S= 64.17 he Cv 1.033 Fair- 750 psiIII Xc= 0.00 ft Pc= 0 lbs I= 296.79 in` CL 0.999 E'= 2,000,000 psi RI= 1980 lbs V= 1777 lbs El= 593,590 kip-int Chi 1.00 R2= 1980 lbs M= 7425. ft-lbs F,= 3100 psi ■ LL AMID=U 360 LLis,= 0.41 inchs Fe= 290. psi Material Roseburg SCL TL Apn,g=U 240 Ti_A= 0.52 inchs E= 2000 ksi Grade 2.0E RigidLam®LVL ■ %LL 78.7% to= 1.03 ft E,n,n= 1016 ksi Load Duration,Co TEN YEARS 1.0 OCCUP LIVE Fb'=(Fb)(Cd)(Ct)(CM)(Cr)(Cv or CL)(Cfu)=3,222 psi Fel= 750 psi Temperature Factor,C, DRY T<=100°F Re=(Fv)(Cd)(Ct)(CM)=290 psi Approx.weight ,.;'Ili 12a>�".�lbs/ft Wet Service Factor,CM MOISTURE CONT LESS THAN 19% a E'=(E)(Ct)(CM)=2,000,000 psi R1 Req'd Bearing Width 1.00 in. Incising Factor,C, MEMBER IS NOT INCISED Fcl'=(Fcl)(Ct)(CM)=750 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor Cr MEMBER IS REPETITIVE IIfb=1,388 psi<Fb'=3,222 psi Bending Capacity=43.1% g M=7,425 ft-lbs<Mmax=17,228 ft-lbs Member 1.5 x 9.25 fv=64 psi<Fv'=290 psi Shear Capacity=22.1% Number of Plies 3 Plies II V=1,777 lbs<Vmax=5,048 lbs Max LL Dell=0.406 inches=L/443 LL Defl.Capacity=81.2% (3 Plies) 1.5 x 9.25,Roseburg SCL ■ 2.0E RigidLam®LVL Max TL Defl=0.516 inches=L/349 TL Dell.Capacity=68.8% Copyright©2017 Miller Consulting Engineers,Inc. II 8,000 0.000- 6,000 -0.100 4,000 rr, -0.200-_ ■ x 2,000 - - -- _ -0.300 . 0 a m E _. io 0 .- w�v =�. -o.aoD- - _�a -2,000 - -0.500 Nlir -4+°°0 -0 600 o o - '''l n n e e n m m � m ti w a o n ; n M v ■ r m n o ,- m n v N m m v m m a P 0 - r ei ri e ui m ,� m m o .= n ,, o She f � . M act Distance(CO -...... _ .. _. Distance(ft) - ... _._. ■ Notes: ■ ■ ■ a III 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 . Suite One Hundred 0 Portland,OR 97219 8900-9000 SW Oak St.,Tigard, Oregon _ Location g ■ Client AG Spanos Companies MILLER Phone 503.246.1250 I CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 52 of 116 .miller-se.com By Ck'd Date Page . ENGINEERS . r a a ■ 2012 National Design Specification for Wood Construction(ASD) Reduction Bending Fe Shear F, Bearing F„ E&5,,, Rs= 7.13 OK<50 Mark Loft Floor Framing Material:DIMENSIONAL LUMBER Co 1.00 1.00 E',,,i 620,000 psi Spacing 24.00 in oc Grade:DF/L No.1 or Better C, 1.00 1.00 1.00 1.00 Fps= 14642 psi ■ Span 12.00 ft 8„= 0.50 ft size=2 x 10 CF 1.10 Fn'= 1265 psi x1= 0.00 ft w1= 100 lbs/ft b= 1.500 in Co 1.00 1.00 1.00 1.00 Fse/Fe`= 11.57 . x2= 12.00 ft w2= 100 lbs/ft d= 9.250 in C1 1.00 1.00 1.00 1.00 Fe= 1259 psi Xa= 0.00 ft Pa= 0 lbs A= 13.88 in' C, 1.15 F,'= 180 psi Xb= 0.00 ft Pb= 0 lbs S= 21.39 in3 Cy 1.000 Fri= 625 psi ■ Xc= 0.00 ft Pc= 0 lbs I= 98.93 in" Cr_ 0.995 E'= 1,700,000 psi R1= 600 lbs V= 523 lbs El= 168,184 kip-int Cf„ 1.00 RR2= 600 lbs M= 1800 ft-lbs Fe= 1000 psi LL Damn=U 360 LL 0= 0.17 inchs F,= 180 psi Material DIMENSIONAL LUMBER TL Domit=L/ 240 TLA= 0.28 inobs E= 1700 ksi Grade DF/L No.1 or Better ■ %LL 62.5% le= 1.03 ft Em;,,= 620 ksi Load Duration,Co TEN YEARS 1.0 OCCUP LIVE Fb'=(Fb)(Cd)(Ct)(CF)(CM)(Ci)(Cr)(CL)(Cfu)=1,259 psi F,,= 625 psi Temperature Factor,C, DRY T<=100% Fv'=(Fv)(Cd)(Ct)(CM)(Ci)=180 psi Approx.weight 1'f •3i lbs/ft Wet Service Factor,CM MOISTURE CONT LESS THAN 19% ■ E'=(E)(Ct)(CM)(Ci)=1,700,000 psi RI Req'd Bearing Width 1.00 in. Incising Factor,C, MEMBER IS NOT INCISED Fol.=(Fc1)(Ct)(CM)(CI)=625 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor C, MEMBER IS REPETITIVE ■ fb=1,010 psi<Fb'=1,259 psi Bending Capacity=80.2% M=1,800 ft-lbs<Mmax=2,244 ft-lbs Member 2 x 10 IIIfv= Re psi< '=180 psi Shear Capacity=31.4% Number of Plies 1 Ply V=523 lbs<Vmax=1,665 lbs Max LL Defl=0.174 inches=L/826 LL Defl.Capacity=43.6% (1 Ply) 2 x 10,DIMENSIONAL LUMBER ■ DF/L No.1 or Better Max TL Defl=0.279 inches=L/516 TL Dell.Capacity=46.5% ■ Copyright©2017 Miller Consulting Engineers,Inc. III 1 2,000 0.000 a • 1,500 -0.050-- --- --a- 1,000 ---1,000 0.100 ■ II M 500 -■, o -0.150 -0.200- 1.11111 IIISOO _ - 0.250- IIII 1,000 m m m m mm -0. m _ _ m „ g a < ,`,1 ,2 `.1 m 300 m Sheerm n .- m m m m " ntomen, Distance(ft) Distance(ft) ■ - -------- Notes: ■ a ■ ■ ■ Ili 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 111 NS Suite One Hundred Portland,OR 97219 MbLocation 8900-9000 SW Oak St.,Tigard, Oregon III Client AG Spanos Companies MILLER III Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 53 of 116 www.miller-se.com By Ck'd Date Page ■ ENGINEERS ■ U U 2012 National Design Specification for Wood Construction(ASD) Redaction Bending Fe shear F, Bearing Fri E&F,,,,° Ra= 2.04 OK<50 ■ Mark NW Corner Hallway Header Material:Roseburg SCL Cc 1.00 1.00 E',, 1,016,000 psi Grade:2.0E RigidLam®LVL Cr 1.00 1.00 1.00 1.00 F,,E= 293923 psi ■ Span 12.25 ft lo= 0.50 ft size=1.75 x 9.25 Cr 1.00 F5'< 3100 psi xl= 0.00 ft w1= 709.5 lbs/ft b= 5.250 in Cc 1.00 1.00 1.00 1.00 Fbe/Fs'= 94.81 x2= 12.25 ft w2= 709.5 lbs/ft d= 9250 in Cr 1.00 1.00 1.00 1.00 Fp= 3098 psi ■ Xa= 0.00 ft Pa= 0 lbs A= 48.56 in? C, 1.00 Fn'= 290 psi Xb= 0.00 ft Pb= 0 lbs S= 74.87 in' Cu 1.033 F°i= 750 psi . Xc= 0,00 ft Pc= 0 lbs I= 346.26 in` Ci 0.999 E'= 2,000,000 psi R1= 4346 lbs V= 3799 lbs El= 692,521 kip-int Ctv 1.00 R2= 4346 lbs M= 13309 ft-lbs Fb= 3100 psi III LL 4,„,,t=U 360 LI A= 0.42 inchs En= 290 psi Material Roseburg SCL TL Nrr =U 240 TL A= 0.54 inchs E= 2000. ksi Grade 2.0E RigidLam®LVL 111%LL 77.5% 1,= 1.03 ft E,,,,,= 1016 ksi Load Duration,Ca TEN YEARS 1.0 OCCUP LIVE Fb'=(Fb)(Cd)(Ct)(CM)(Cr)(Cv or CL)(Cfu)=3,098 psi Fru= 750 psi Temperature Factor,Cr DRY T<=100°F Ev'=(Fv)(Cd)(Ct)(CM)=290 psi Approx.weight WirliWrrr lbs/ft Wet Service Factor,CM MOISTURE CONT LESS THAN 19% ■ E'=(EXCt)(CM)=2,000,000 psi R1 Req'd Bearing Width 1.10 in. Incising Factor,C, MEMBER IS NOT INCISED Fcl'=(FCl)(Ct)(CM)=750 psi R2 Req'd Bearing Width 1.10 in. Repetitive Factor Cr MEMBER IS NOT REPETITIVE 111fb=2,133 psi<Pb'=3,098 psi Bending Capacity=68.8% M=13,309 ft-lbs<Mmax=19,330 ft-lbs Member 1.75 x 9.25 fv=117 psi<Fv'=290 psi Shear Capacity=40.5% Number of Plies 3 Plies ■ V=3,799 lbs<Vmax=9,389 lbs Max LL Defl=0.418 inches=L/351 LL Defl.Capacity=102.5% (3 Plies) 1.75 x 9.25,Roseburg SCL II 5%OK 2.0E RigidLam®LVL Max TL Deft=0.540 inches=L/272 TL Defl.Capacity=88.1% Copyright©2017 Miller Consulting Engineers,Inc. III III 16,000 0.000- 14,000 12,000 -0.100 I ■ 10,000 8,000 a -0.200- ■ 42 6,000 IFFINIMEMII _ -0.300 4,000 m ■ 2,000 t , -0.400 0 ....;.,.a.,..... .�: ..,...,.,+baa ._ -0.500 11111111111r , III -4,000 -6,0000 0 'l � � ,� ,� < < � � : : : mm ma; _o o.600 _ rmm e - . e - - e - _ _ � U r rano -MomentDistance(ft) Distance(ft) i III Notes: ■ ■ ■ ■ '. III ■ al 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 III One Hundred 0 Portland,OR 97219 8900-9000 SW Oak St.,Tigard, Oregon ISLocation g . Client AG Spanos Companies MILLER Phone 503.246.1250 111 CONSULTING Fax 503.246.1395 B ELD Ck'd ARL Date 9.28.2017 Page 54 of 116 www.miller-se.com YIII ■ B B 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fc E Emin Fce1= 953 psi ■ Post Copyright©2017 Miller Consulting Engineers,Inc. Co 1.00 1.00 Fce2= 67044 psi Mark NW Corner Material:DIMENSIONAL LUMBER Rbx 2.6 1==1 Grade:DF/L No.2 or Better C, 1.00 Rby 5.8 ■ ' 1 size=(3)2 x 6 C, 1.00 1.00 1.00 1.00 Fbe, 103663 psi a, x e"' d,= 5.50 in CP 1.30 1.10 Fber 20673 psi ■ e„a d2= 4.50 in CM 1.00 1.00 1.00 1.00 KM 2300 1 as A= 24.75 in2 C, 1.00 1.00 1.00 1.00 KT 0.59 evz Sx= 22.69 in3 CT 1.00 Pb,' 1170 psi ■ Height= 10.25 ft lu1= 10.25 ft SY= 18.56 in3 Cy 1.00 F13,,* 1170 psi P1= 15362.6 lb 1u2= 1 ft Le,= 2.06 ft C,x 1.00 Fbex/Fbx' 89 P2= 0 lb M,,,= 0 ft-lbs Lee= 18.86 ft CLY 1.00 Fbe,JFb7* 18 . ex1= 0 in My,= 0 ft-lbs Fbx= 900 psi CF 0.52 Fc* 1489 psi ey1= 0 in Midi= 0 ft-lbs FbY= 900 psi Cfu 1.15 Fb; 1170 psi ex2= 0 in MY„= 30 ft-lbs Ex= 1600 ksi CE 1.00 1.00 1.00 1.00 FbY 1346 psi III ey2= 0 in Ke1= 1 Ey= 1600 ksi CE=Exterior wet use of SCL lumber Fc' 781 psi w,= 0 lbs/ft Ke2= 1 Ex.,in= 580 ksi I cp I 1.00 I 1.00 I I Fc',sill 625 psi ■ wY= 2.291667 lbs/ft le,= 10.25 ft Ey,,= 580 ksi CsP=Single Pile Factor(piles only) Ex' 1600 psi lee= 1.00 ft Fc= 1350. psi I C. I I I 1.00 1.00 Ey' 1600 psi le,/d1= 22.36 Fc,sill= 625 psi Cu=Untreated Factor(piles only) Ex,,„ 580000 psi . le2/d2= 2.67 c= 0.8 Ey,,,,,' 580000 psi Ix= 62.39 in' IIIlY= 41.77 in4 Material DIMENSIONAL LUMBERFbx'=(Fbx*)(CL)(Cfu)=1,170 psi Grade DF/L No.2e Better V Fby=(Fby*)(CL)(Cfu)=1,346 psi Load Duration,CD TEN YEARS 1.0 scow LIVE V ■ Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=781 psi Temperature Factor,C, T a=moor 1 E'=(E)(Ct)(Cm)(Ci)=1,600 ksi Wet Service Factor,CM MOISTUREcow I.ESSTHAN 19% V 1111 fbx (Emin)(Ct)(Cm)(Ci)(CT)=580 ksi Incising Factor,Cl MEMBER ISNOT INrrwr xr fbx=0 psi<Fbx'=1,170 psi Bending Capacity=1.4% Repetitive Factor Cr MEMBER IS NOT REPETITIVE V fby=19 psi a Fby=1,346 psi Built up Member Yes •' ■ fc=621 psi<Fc'=781 psi Axial Capacity=79.5% Member 13)2,6 V Sill PL? res •'' fc,sill=621 psi<Fc'=625 psi Sill Capacity=99.3% Sill PL Type oF/L IF . Fire Treated? No V Combined Axial Compression and Bending Combined Capacity=64.6% III (3) 3.9-3;2005 NDS page 20 (3)2 x 6,DIMENSIONAL LUMBER DF/L No.2 or Better column ■ with DF/L sill plate ■ ■ ■ ■ ■ 111 ■ ■ B ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 ■ 11111 Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon 111 Client AG Spanos Companies MILLER ill Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 55 of 116 www.miller-se.com By Ck'd Date Page ■ ENGINEERS ■ a a 2012 National Design Specification for Wood Construction(ASD) Reduction Bending F, Shear F, Bearing F, E s E,,„ RD. 3.06 OK<50 . Mark NE Corner Hallway Header Material:Roseburg SCL Co 1.00 1.00 E',,,,= 1,016,000 psi Grade:2.0E RigidLam®LVL C, 1.00 1.00 1.00 1.00 Fen= 130632 psi . Span 10.50 ft 1,= 0.50 ft size=1.75 x 9.25 CF 1.00 F,,`= 3100 psi x1= 0.00 ft w1= 451.5 lbs/ft b= 3.500 in C,,, 1.00 1.00 1.00 1.00 F,,E/F,= 42.14 ill = 10.50 ft w2= 451.5 lbs/ft d= 9.250 in C, 1.00 1.00 1.00 1.00 F,,.= 3096 psi Xa= 0.00 ft Pa= 0 lbs A= 32.38 in' Cr 1.00 F,'= 290 psi Xb= 0.00 ft Pb= 0 lbs S= 49.91 in' C, 1.033 F„,..-= 750 psi ■ Xc= 0.00 ft Pc= 0 lbs I= 230.84 in' G- 0.999 E'= 2,000,000 psi R1= 2370 lbs V= 2022 lbs E'1= 461,681 kip-in' Ct, 1.00 R2= 2370 lbs M= 6222 ft-lbs F,= 3100 psi ■ LL Aft,=U 360 LL,LL A= 0.21 inchs F,= 290 psi Material Roseburg SCL TL 4„„1.,=U 240 TLA= 0.27 inchs E= 2000 ksi Grade 2.0E RigidLam®LVL III LL 77.5% 1,_ 1.03 ft Er,„,,= 1016 ksi Load Duration,Co TEN YEARS 1.0 OCCUP LIVE Fb'=(Fb)(Cd)(Ct)(CM)(Cr)(Cv or CL)(Cfu)=3,096 psi Fu= 750 psi Temperature Factor,C, DRY T<=100'E Fv'=(Fv)(Cd)(Ct)(CM)=290 psi Approx.weight " lbs/ft Wet Service Factor,Cu MOISTURE CONT LESS THAN 19% a E'=(E)(Ct)(CM)=2,000,000 psi R1 Req'd Bearing Width 1.00 in. Incising Factor,C, MEMBER IS NOT INCISED Fcl'=(Fci)(CI(CM)=750 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor C, MEMBER IS NOT REPETITIVE 111fb=1,496 psi<Fb'=3,096 psi Bending Capacity=48.3% M=6,222 ft-lbs<Mmax=12,878 ft-lbs Member 1.75 x 9.25 fv=94 psi<En'=290 psi Shear Capacity=32.3% Number of Plies 2 Plies a V=2,022 lbs<Vmax=6,259 lbs Max LL Deft=0.212 inches=L/595 LL Defl.Capacity=60.5% (2 Plies) 1.75 x 9.25,Roseburg SCL la RigidLamt LVL Max TL Den=0.273 inches=L/461 TL Den.Capacity=52.0% . Copyright©2017 Miller Consulting Engineers,Inc. -- III 7,000 ------ ----- ------ 0.000 ---_--- -" -----_. �.� -'--� 6, 6,000 II ...._ -0.050 5,000 4,000 - e -0.100 ■ , , a 3 E i ‘1111111 . III1 ' o -0.200 III -1,000 _ : � -0250 - -- -2,000 ____ 3,000 ma me 111 0 _ m m m 0 0 aem mmm Moment Distance(ft) Distance(n) . Notes: . a 111 . a a ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 III One Hundred E Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon . Client AG Spanos Companies MILLER Phone 503.246.1250 • CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 56 of 116 www.miller-se.com By Ck'd Date Page III 1111 ■ a 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fc E Emin Fce,= 953 psi . Post Mark INE Corner Copyright©2017 Miller Consulting Engineers,Inc. Co 1.00 1.00 Fcez= 29798 psi I Material:DIMENSIONAL LUMBER Rb„ 3.9 -1 Grade:DF/L No.2 or Better C, 1.00 Rby 4.7 ■ Y r3 size=(2)2 x 6 C, 1.00 1.00 1.00 1.00 Fbe„ 46072 psi d,� e" d,= 5.50 in CF 1.30 1.10 Fbey 31009 psi IIIe{ d2= 3.00 in CM 1.00 1.00 1.00 1.00 Ku 2300 � '0 l ( A= 16.50 in2 Ci 1.00 1.00 1.00 1.00 KT 0.59 e„z S„= 15.13 in' CT 1.00 Fb„` 1170 psi . Height= 10.25 ft 1u1= 10.25 ft Sr= 8.25 in3 Cv 1.00 Fby' 1170 psi P1= 8377.674 lb 1u2= 1 ft Le,= 2.06 ft Ci.,, 1.00 Fbe„/Fb„* 39 P2= 0 lb M,„,= 0 ft-lbs Lee= 18.86 ft CLy 1.00 Fbey/Fby' 27 . ex1= 0 in Myr= 0 ft-lbs Fb„= 900 psi C„ 0.52 Fc* 1489 psi ey1= 0 in M,,,= 0 ft-lbs Fby= 900 psi Cfu 1.15 Fb; 1170 psi ex2= 0 in M,,= 30 ft-lbs Ex= 1600 ksi CE 1.00 1.00 1.00 _ 1.00 FbY 1346 psi ■ ey2= 0 in Ke,= 1 Ey= 1600 ksi CE=Exterior wet use of SCL lumber Fc' 781 psi w„= 0 lbs/ft Ke2= 1 Ex,,,,= 580 ksi I C,P I 1.00 I 1.00 I I Fc',sill 625 psi ■ wy= 2.291667 lbs/ft le,= 10.25 ft Ey = 580 ksi CsP=Single Pile Factor(piles only) Ex' 1600 psi Ie2= 1.00 ft Fc= 1350 psi I C I I I 1.00 1 1.00 Ey' 1600 psi lel/d,= 22.36 Fc,sill= 625 psi C„=Untreated Factor(piles only) Ex,,,,, 580000 psi . Ie2/d2= 4.00 c= 0.8 Eyo,,, 580000 psi 1„= 41.59 in4 ■ ly= 12.38 Ino Material DIMENSIONAL.LUMBER _ V Fbx'=(Fbx')(CL)(Cfu)=1,170 psi Grade DF/No zo ee , V Fby'=(Fby*)(CL)(Cfu)=1,346 psi Load Duration,Co TEN YEARS 1.0 OCCUP LIVE V ■ Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=781 psi Temperature Factor,C, T<=100oF V E'=(E)(Ct)(Cm)(Ci)=1,600 ksi Wet Service Factor,Cu MOISTURE CONT LEss-non 19% V Emin'=(Emin)(Ct)(Cm)(Ci)(CT)=580 ksi Incising Factor,CI MEMBERS NOT INCISED •' ■ fbx=0 psi<Fbx'=1,170 psi Bending Capacity=3.2% Repetitive Factor Cr MEMBER Is nor REPETITIVE Iv fby=44 psi<FIV=1,346 psi Built up Member res . fc=508 psi<Fc'=781 psi Axial Capacity=65.0% Member (2�2 x 6or Sill PL? res V fc,sill=508 psi<Fc'=625 psi Sill Capacity=81.2% Sill PL Type OF/i. V . Fire Treated? No V' Combined Axial Compression and Bending Combined Capacity=45.6% 111 (2) 3.9-3;2005 NDS page 20 (2)2 x 6,DIMENSIONAL LUMBER DF/L No.2 or Better column with DF/L sill plate ■ ■ ■ ■ •■ a ■ a III a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 IN as Suite One Hundred Portland,OR 97219 III lia Location 8900-9000 SW Oak St.,Tigard,Oregon Client AG Spanos Companies MILLERII Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 57 of 116 www.miiler-se.com By Ck'd Date Page . ENGINEERS ■ . . 2012 National Design Specification for Wood Construction(ASD) Reduction Bending F, Shear F, Bearing F,,, E&E,,,> Re= 6.11 OK<50 1. Mark Elevator Hallway Header Material:Roseburg SCL Cc 1.00 1.00 E'mi,� 1,016,000 psi Grade:2.0E RigidLam®LVL Cr 1.00 1.00 1.00 1.00 F,E= 32658 psi . Span 7.25 ft l„= 0.50 ft size=1.75 x 9.25 Cr 1.00 F'= 3100 psi xl= 0.00 ft w1= 982.5 lbs/ft b= 1.750 in CM 1.00 1.00 1.00 1.00 F,e/F5= 10.53 II = 7.25 ft w2= 982.5 lbs/ft d= 9.250 in C1 1.00 1.00 1.00 1.00 Fe= 3084 psi Xa= 0.00 ft Pa= 0 lbs A= 16.19 in° C, 1.00 F,= 290 psi Xb= 0.00 ft Pb= 0 lbs S= 24.96 ins Cv 1.033 F,i= 750 psi ■ Xc= 0.00 ft Pc= 0 lbs I= 115.42 in° C,_ 0.995 E'= 2,000,000 psi R1= 3562 lbs V= 2804 lbs El= 230,840 kip-in' Cru 1.00 R2= 3562 lbs M= 6455 ft-lbs Fe= 3100 psi I. LL Aumft=U 360 LL A= 0.21 inchs F5= 290 psi Material Roseburg SCL TL a;mg=U 240 TL A= 0.27 inchs E= 2000 ksi Grade 2.0E RigidLam®LVL III LL 77.5% 1,= 1.03 ft E>>= 1016 ksi Load Duration,Ce TEN YEARS 1.0 OCCUP LIVE Fb'=(Fb)(Cd)(Ct)(CM)(Cr)(Cv or CL)(Cfu)=3,084 psi Fni= 750 psi Temperature Factor,Cr DRY T<=100°F Fv'=(Fv)(Cd)(Ct)(CM)=290 psi Approx.weight 7',Sic 4lbs/ft Wet Service Factor,CM MOISTURE CONT LESS THAN 19% II E'=(E)(Ct)(CM)=2,000,000 psi R1 Req'd Bearing Width 2.71 in. Incising Factor,C, MEMBER IS NOT INCISED Fcl'=(Fc1)(Ct)(CM)=750 psi R2 Req'd Bearing Width 2.71 in. Repetitive Factor C, MEMBER IS NOT REPETITIVE . 5% fb=3,104 psi>Fb'=3,084 psi Bending Capacity=100.7% M=6,455 ft-lbs>Mmax=6,413 ft-lbs Win OK Member 1.75x9.25 fv=260 psi<Fv'=290 psi Shear Capacity=89.6% Number of Plies 1 Ply . V=2,804 lbs<Vmax=3,130 lbs Max LL Dell=0.212 inches=L/411 LL Defl.Capacity=87.6% (1 Ply) 1.75 x 9.25,Roseburg SCL III RigidLam®LVL Max TL Defl=0.273 inches=L 1318 TL Defl.Capacity=75.4% Copyright©2017 Miller Consulting Engineers,Inc. • 8,000 o.Doo_-' ■ 6,000 -0.050 . 4 000 . 0.100-� ll , Ta 2 000 --1 ''' r .g.x - -0.150 ■ ._,_,.., -0.200--- Mir -2,000 III-4,000 -0.250 - 6,000 O 0 Q 0 « 2 2 r ,Ti < fi 2 < `.1 .- .e m 0.300 e o = o _ _ •r r r „ m r : e e e ,n 5 = m m m ■ rasa shear -Moment Distance(ft) Distance(ft) . Notes: ■ ■ . ■ ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 111Suite One Hundred Aill Portland,OR 97219 MikLocation 8900-9000 SW Oak St.,Tigard, Oregon . Client AG Spanos Companies MILLER Phone 503.246.1250 U CONSULTING Fax 503.246.1395 ByELD Ck'd ARL Date 9.28.2017 Pae 58 of 116 www.miller-se.comg III ■ 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fc E Emin Foe,= 953 psi . Post Copyright©2017 Miller Consulting Engineers,Inc. Co 1.00 1.00 Fce2= 67044 psi Mark W Elevator Material:DIMENSIONAL LUMBER Rbx 2.6 1_52'-1 Grade:DF/L No.2 or Better Cr 1.00 Rby 5.8 ■ Y P7 lex, size=(3)2 x 6 C, 1.00 1.00 1.00 1.00 Fbex 103663 psi d, x d,= 5.50 in CF 1.30 1.10 Fbey 20673 psi ■ ex.{• d2= 4.50 in CM 1.00 1.00 1.00 1.00 KM 2300 PI az IA= 24.75 in2 C; 1.00 1.00 1.00 1.00 KT 0.59 eyz--1 Sx= 22.69 in3 CT 1.00 Fb„* 1170 psi . Height= 10.25 ft lu,= 10.25 ft Sy= 18.56 in3 Cy 1.00 Fby' 1170 psi P1= 12591.26 lb Iu2= 1 ft Le,= 2.06 ft Cm, 1.00 Fbe„/Fbx* 89 P2= 0 lb M,,,,= 0 ft-lbs Le2= 18.86 ft Cm, 1.00 Fbey/Fby* 18 ■ ex1= 0 in My,,= 0 ft-lbs Fbx= 900 psi CF 0.52 Fc* 1489 psi ey1= 0 in M,3,= 0 ft-lbs Fby= 900 psi Cfu 1.15 Fbx 1170 psi ■ ex2= 0 in My,= 30 ft-lbs Ex= 1600 ksi CE 1.00 1.00 1.00 1.00 Fby' 1346 psi ey2= 0 in Ke,= 1 Ey= 1600 ksi CE=Exterior wet use of SCL lumber Fc' 781 psi wx= 0 lbs/ft Ke2= 1 Ex,,,,= 580 ksi I c„ I 1.00 I 1.00 I I Fc',sill 625 psi . wy= 2.291667 Ibs/ft ler= 10.25 ft Eym; = 580 ksi C,9=Single Pile Factor(piles only) Ex' 1600 psi Ie2= 1.00 ft Fc= 1350 psi I C I I I 1.00 I 1.00 Ey' 1600 psi le,/d,= 22.36 Fc,sill= 625 psi Co=Untreated Factor(piles only) Exm,, 580000 psi ■ le3/d2= 2.67 c= 0.8 Ey„,,„' 580000 psi Ix= 62.39 in4 . ly= 41.77 in4 Material DIMENSIONAL LUMBER Fbx'=Fbx* CL Cfu =1,170 psi -- ( )( )( ) P Grade „...-- DER.No. V Fby'=(Fby*)(CL)(Cfu)=1,346 psi Load Duration,CD TEN YEARS 1.0 OCCUR LIVE V a Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=781 psi Temperature Factor,C, T<=1000E m, E'=(E)(Ct)(Cm)(Ci)=1,600 ksi Wet Service Factor,CM MotDNRECONTLESSTNAN 19% V Emin'=(Emin)(Ct)(Cm)(Ci)(CT)=580 ksi Incising Factor,CI MEMBER IS NOT INCISED •' . fbx=0 psi<Fbx'=1,170 psi Bending Capacity=1.4% Repetitive Factor Cr MEMBER IS NOT REFErmVE V fby=19 psi<Fby'=1,346 psi Built up Member res V a fc=509 psi<Fc'=781 psi Axial Capacity=65.1% Member (3)2x6 V Sill PL? Y. .. fc,sill=509 psi<Fc'=625 psi Sill Capacity=81.4% Sill PL Type DRI. V' aFire Treated? No V Combined Axial Compression and Bending Combined Capacity=43.9% ■ Equation 3.9-3;2005 NDS page 20 (3)2 x 6,DIMENSIONAL LUMBER DF/L No.2 or Better column ■ with DF/L sill plate a ■ ■ ■ ■ ■ ■ ■ 1I ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 I I 11 1111 Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER . Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 59 of 116 www.miller-se.com By Ck d Date Page . ENGINEERS ■ II IN 2012 National Design Specification for Wood Construction(ASD) Reduction Bending F, Shear F, Bearing F, E&5,,,,,, Ra= 6.11 OK 0 50 ■ Mark Elevator Hallway Header Material:Roseburg SCL Co 1.00 1.00 E..= 1,016,000 psi Grade:2.0E RigidLam®LVL Ct 1.00 1.00 1.00 1.00 FbE= 32658 psi ■ Span 7.25 ft l„= 0.50 ft size=1.75 x 9.25 CF 1.00 F5'= 3100 psi x1= 0.00 ft w1= 458.5 lbs/ft b= 1.750 in Cu 1.00 1.00 1.00 1.00 Fsn/Fb'= 10.53 x2= 7.25 ft w2= 458.5 lbs/ft d= 9.250 in q 1.00 1.00 1.00 1.00 F5'= 3084 psi ■ Xa= 0.00 ft Pa= 0 lbs A= 16.19 in' Cr 1.00 F,.'= 290 psi Xb= 0.00 ft Pb= 0 lbs S= 24.96 in3 Cy 1.033 F,i= 750 psi ■ Xc= 0.00 ft Pc= 0 lbs I= 115.42 in° CL 0.995 E'= 2,000,000 psi R1= 1662 lbs V= 1309 lbs E'I= 230,840 kip-int Ctu 1.00 R2= 1662 lbs M= 3012 ft-lbs Fb= 3100 psi . LL N,e,=U 360 LL A= 0.10 inchs F„= 290 psi Material Roseburg SCL TL An,,;,=U 240 TLA= 0.13 inchs E= 2000 ksi Grade 2.0E RigidLam®LVL III LL 77.5% Le= 1.03 ft E,nm= 1016 ksi Load Duration,Co TEN YEARS 1.0 OCCUP LIVE Fb'=(Fb)(Cd)(Ct)(CM)(Cr)(Cv or CL)(Cfu)=3,084 psi Fri= 750 psi Temperature Factor,C, DRY T<=100°F Fv'=(Fv)(Cd)(Ct)(CM)=290 psi Approx.weight, „"393 ''rct lbs/ft Wet Service Factor,CM MOISTURE CONT LESS THAN 19% E'=(E)(Ct)(CM)=2,000,000 psi R1 Req'd Bearing Width 1.27 in. Incising Factor,Ci MEMBER IS NOT INCISED Fcl'=(Fcl)(Ct)(CM)=750 psi R2 Req'd Bearing Width 1.27 in. Repetitive Factor C, MEMBER IS NOT REPETITIVE 1.1fb=1,449 psi<Pb'=3,084 psi Bending Capacity=47.0% M=3,012 ft-lbs<Mmax=6,413 ft-lbs Member 1.75 x 9.25 fv=121 psi<Fv'=290 psi Shear Capacity=41.8% Number of Plies 1 Ply ■ V=1,309 lbs<Vmax=3,130 lbs Max LL Defl=0.097 inches=L/895 LL Defl.Capacity=40.2% (1 Ply) 1.75 x 9.25,Roseburg SCL In RigidLam®LVL Max TL Defl=0.125 inches=L/694 TL Den.Capacity=34.6% Copyright©2017 Miller Consulting Engineers,Inc. • 4,000 - -- -- 0.009 1111 - - - .._ 3,000 -0.020 -0.040- 2,000 - . s -0.060 ------ t- 1,000 2 -0.080 Illli a g -0.100 ■ -1,000 ``.'"_ ':; -0.120 -� -2,000 0 < < < 0 m n 140 e = o = - r r ,7-; , .,- _ r 2 : . a m I. =Shear -MomentDistance(ft) Distance DO III Notes: ■ ■ ■ ■ ■ ■ II 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 III One Hundred E Portland,OR 97219 111111kLocation 8900-9000 SW Oak St.,Tigard, Oregon III Client AG Spanos Companies MILLER Phone 503.246.1250 ■ CONSULTING Fax 503.246.1395 ByELD Ck'd ARL Date 9.28.2017 Page 60 of 116 www.miller-se.com ■ ENGINEERS ■ ■ III 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fc E Emin Fce,= 953 psi IIPost Copyright O 2017 Miller Consulting Engineers,Inc. Co 1.00 1.00 Fce2= 29798 psi Mark E Elevator Material:DIMENSIONAL LUMBER Rbx 3.9 t=-1 Grade:DF/L No.2 or Better Cr 1.00 Rby 4.7 T d y 3 e.i size=( 2)2 x 6 C, 1.00 1.00 1.00 1.00 Fbex 46072 psi = 5.50 in CF 1.30 1.10 Fbex 31009 psi 11 e.a d2= 3.00 in CM 1.00 1.00 1.00 1.00 KM 2300 I_fa L.da 1 A= 16.50 in2 C; 1.00 1.00 1.00 1.00 KT 0.59 eve Sx= 15.13 in3 Cr 1.00 Fbx` 1170 psi IIHeight= 10.25 ft lu,= 10.25 ft Sy= 8.25 in3 Cv 1.00 Fby` 1170 psi P1= 5874.977 lb lug= 1 ft Lel= 2.06 ft CL„ 1.00 Fbex/Fb,* 39 P2= 0 lb M,,,= 0 ft-lbs Le2= 18.86 ft CLy 1.00 Fbey/Fby` 27 5 ex1= 0 in My,= 0 ft-lbs Fbx= 900 psi CF. 0.52 Fc` 1489 psi ey1= 0 in M,,,,,= 0 ft-lbs Fby= 900 psi Cfu 1.15 Fb, 1170 psi ex2= 0 in Myh= 30 ft-lbs Ex= 1600 ksi CE 1.00 1.00 1.00 1.00 FbY 1346 psi III ey2= 0 in Ke1= 1 Ey= 1600 ksi CE=Exterior wet use of SCL lumber Fc' 781 psi wx= 0 lbs/ft Ke2= 1 Exm;o= 580 ksi I Csp 1 1.00 I 1.00 I I Fc',sill 625 psi pwy= 2.291667 lbs/ft le1= 10.25 ft Ey = 580 ksi C,,,=Single Pile Factor(piles only) Ex' 1600 psi lee= 1.00 ft Fc= 1350 psi I Cv I I 1.00 1.00 Ey' 1600 psi lei/d,= 22.36 Fc,sill= 625 psi C„=Untreated Factor(piles only) Exm;4 580000 psi N Ie2/d2= 4.00 c= 0.8 Ey,„,,,' 580000 psi lx= 41.59 in4 all ly= 12.38 in4 Material DIMENSIONAL LUMBER V Fbx'=(Fbx`)(CL)(Cfu)=1,170 psi Grade DF/L No.2 or Better m' Fby'=(Fby`)(CL)(Cfu)=1,346 psi Load Duration,CD TEN YEARS 1.0 ocnw ME V IIFc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=781 psi Temperature Factor,C, T e=wow v E'=(E)(Ct)(Cm)(Ci)=1,600 ksi Wet Service Factor,Ca MOISTuRECONr LESS THAN 19% V' Emin'=(Emin)(Ct)(Cm)(Ci)(CT)=580 ksi Incising Factor,CI MEMBER IS NOT INCISED V11111 ' fbx=0 psi<Fbx'=1,170 psi Bending Capacity=3.2% Repetitive Factor Cr MEMBER IS NOT REPERRVE V fby=44 psi<Fby'=1,346 psi Built up Member yes V IIfc=356 psi<Fc'=781 psi Axial Capacity=45.6% Member 12)206 V Sill PL? res w fc,sill=356 psi<Fc'=625 psi Sill Capacity=57.0% Sill PL Type OriL V 5 Fire Treated? no v Combined Axial Compression and Bending Combined Capacity=24.1% IIIEquation 3.9-3;2005 NDS page 20 (2)2 x 6,DIMENSIONAL LUMBER DF/L No.2 or Better column rwith DF/L sill plate ■ U I I r ■ I I a i 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 11 Ell Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard,Oregon Client AG Spanos Companies I MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 61 of 116 www.miller-se.com By Ck'd Date Page fie ENGINEERS S S a' 2012 National Design Specification for Wood Construction(ASD) Reduction Bending F, Shear F, Bearing F, E&E„n, Re 6.11 OK e 50 a Mark End Hallway Header I Material:Roseburg SCL Co 1.00 1.00 E'mc 1,016,000 psi Grade:2.0E RigidLam®LVL C, 1.00 1.00 1.00 1.00 FuE= 32658 psi 5 Span 7.00 ft lu= 0.50 ft size=1.75 x 9.25 CF 1.00 Fb'= 3100 psi x1= 0.00 ft w1= 269.875 lbs/ft b= 1.750 in Cu 1.00 1.00 1.00 1.00 FbE/Fb`= 10.53 x2= 7.00 ft w2= 269.875 lbs/ft d= 9.250 in ci 1.00 1.00 1.00 1.00 F,,= 3084 psi III Xa= 0.00 ft Pa= 0 lbs A= 16.19 in° Cr 1.00 F„= 290 psi Xb= 0.00 ft Pb= 0 lbs S= 24.96 in' Cm 1.033 Fri= 750 psiIII Xc= 0.00 ft Pc= 0 lbs 1= 115.42 in° C,_ 0.995 E'= 2,00%000 psi R1= 945 lbs V= 737 lbs El= 230.840 kip-in° Cf„ 1.00 R2= 945 lbs M= 1653 ft-lbs F5= 3100 psi r LL Alarm=U 360 LL 4= 0.05 inchs F,= 290 psi Material Roseburg SCL TL 4„„,,=U 240 TL A= 0.06 inchs E= 2000 ksi Grade 2.0E Rigidlam®LVL %LL 77.5% le= 1.03 ft Emu,= 1016 ksi Load Duration,Co TEN YEARS 1.0 OCCUP LIVE IIII Fb'=(Fb)(Cd)(Ct)(CM)(Cr)(Cv or CL)(Cfu)=3,084 psi F 750 psi Temperature Factor,C, DRY T<=100°F Fv'=(Fv)(Cd)(Ct)(CM)=290 psi Appmx weight rt-429r!ailbs/ft Wet Service Factor,Ca MOISTURE CONT LESS THAN 19% 5 E'=(E)(Ct)(CM)=2,000,000 psi R1 Req'd Bearing Width 1.00 in. Incising Factor,C, MEMBER IS NOT INCISED Fol.=(FCl)(Ct)(CM)=750 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor Cr MEMBER IS NOT REPETITIVE fb=795 psi<Fb'=3,084 psi Bending Capacity=25.8% M=1,653 ft-lbs<Mmax=6,413 ft-lbs Member 1.75 x 9.25 N=68 si<Fe'=290 psi Shear Capacity=23.5% Number of Plies 1 Ply 5 V.737 lbs<Vmax=3,130 lbs Max LL Defl=0.049 inches=L/1,701 LL Dell.Capacity=21.2% (1 Ply) 1.75 x 9.25,Roseburg SCL 2.0E RigidLam®LVL Max TL Defl=0.064 inches=L/1,319 TL Def.Capacity=18.2% 111 Copyright 02017 Miller Consulting Engineers,Inc. 2,000 _ - 0.000 MA ______- IS IMIll 1,500 0.010 , III 1,000 mur -0.020 FL I 50 _ -003IIILIIII r «,,.:kms.. -0.040 III -500 -0.050 - II -1,000 -0.060 -1,500 0 r,o a _ r 0 0 -0.070 2 2 2 _ c n 22 5 ; a m e n . ,o m e: e m N =sneer H h -Moment Distance(ft) __ ..._._ Distance(ft)_... _ 11/ Notes: ID a IN a B a S 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred III 040 Portland,OR 97219 IS Location 8900-9000 SW Oak St.,Tigard, Oregon II Client AG Spanos Companies MILLER Phone 503.246.1250 B CONSULTING Fax 503.246.1395 ELDARL 9.28.2017 62of116 www.miller-se.com By Ck'd Date Page ENGINEERS IN a ■ U 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fe E Emin Fce,= 386 psi U Post Copyright©2017 Miller Consulting Engineers,Inc. Co 1.00 1.00 Fce2= 29798 psi Mark SE End Material:DIMENSIONAL LUMBER Rb3 3.1 1..."2.1 Grade:DF/1..No.2 or Better C, 1.00 Rb9 7.4 illYx ex7 size=(2)2 x 4 C, 1.00 1.00 1.00 1.00 Fbe„ 72399 psi .1 dI= 3.50 in CF 1.50 1.15 Fbey 12557 psi ex d2= 3.00 in CM 1.00 1.00 1.00 1.00 KM 2300 11111 2 2 1 dz 1 A= 10.50 in2 C, 1.00 1.00 1.00 1.00 KT 0.59 i eve S„= 6.13 in3 CT 1.00 Fb„* 1350 psi U Height= 10.25 ft Iu7= 10.25 ft Sy= 5.25 in3 Cv 1.00 Fby* 1350 psi P1= 3340.465 lb 1u2= 1 ft Lei= 2.06 ft C., 1.00 Fbe„/Fb„* 54 I P2= 0 lb Mn,= 0 ft-lbs Le2= 18.86 ft CLy 1.00 Fbey/Fby* 9 ■ ex1= 0 in My= 0 ft-lbs Fb„= 900 psi C0 0.23 Fc* 1553 psi ey1= 0 in M,4,= 0 ft-lbs Fby= 900 psi Cfu 1.10 Fbx 1350 psi ex2= 0 in My„= 19 ft-lbs Ex= 1600 ksi CE 1.00 1.00 1.00 1.00 Fb; 1485 psi 1111 ey2= 0 in Ke1= 1 Ey= 1600 ksi CE=Exterior wet use of SCL lumber Fc' 364 psi w„= 0 lbs/ft Ke2= 1 Ex„,,,= 580 ksi I C, I 1.00 I 1.00 I I Fc',sill 625 psi 111 wy= 1.458333 lbs/ft lel= 10.25 ft Ey,,,;,,= 580 ksi Cu,=Single Pile Factor(piles only) Ex' 1600 psi le2= 1.00 ft Fc= 1350 psi I c,, I I I 1.00 I 1.00 Ey' 1600 psi lei/d7= 35.14 Fc,sill= 625 psi Cu=Untreated Factor(piles only) Ex„,;n. 580000 psi ale2/d2= 4.00 c= 0.8 _ Eym,; 580000 psi l„= 10.72 in4 la ly= 7.88 in4 Material DIMENSIONAL LUMBER V Fbx'=(Fbx*)(CL)(Cfu)=1,350 psi Grade DF/L No.2 or Botta -, Fby'=(Fby*)(CL)(Cfu)=1,485 psi Load Duration,CD TEN YEARS 1.0 occuruve rili Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=364 psi Temperature Factor,CI T<=100oF V E'=(E)(Ct)(Cm)(Ci)=1,600 ksi Wet Service Factor,CM MOISTURE CONT LESS THAN 19% m' Emin'=(Emin)(Ct)(Cm)(Ci)(CT)=580 ksi Incising Factor,CI MEMBER IS NOT INCISED m IIIfbx=0 psi<Fbx'=1,350 psi Bending Capacity=2.9% Repetitive Factor Cr MEMBER IS NOT REPETITIVE V fby=43 psi<Fby'=1,485 psi Built up Member mu v' afc=318 psi<Fe'=364 psi Axial Capacity=87.5% Member 12)284 V Sill PL? res V fc,sitl=318 psi<Fc'=625 psi Sill Capacity=50.9% Sill PL Type DF/I_ V ■ Fire Treated? _No iov Combined Axial Compression and Bending Combined Capacity=79.4% XI Equation 3.9-3;2005 NDS page 20 (2)2 x 4,DIMENSIONAL LUMBER DF/L No.2 or Better column 11 with DHL sill plate i r ■ U r ■ a II ' i I 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 U lall Suite One Hundred Portland,OR 97219 1111 Location 8900-9000 SW Oak St.,Tigard,Oregon Client AG Spanos Companies MILLERill Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 63 of 116 www.miiler-se.com By Ck'd Date Page II ENGINEERS IS in Is 2012 National Design Specification for Wood Construction(ASD) Reduction Bending F, Shear F, Bearing F, E Si E,°,° Re= 6.11 OK<50 5 Mark End Hallway Header Material:Roseburg SCL Co 1.00 1.00 E',,,, 1,016,000 psi Grade:2.0E RigidLam®LVL Cr 1.00 1.00 1.00 1.00 F5= 32658 psi 5 Span 1t50 ft t„= 0.50 ft size=1.75 x 9.25 CF 1.00 F5`= 3100 psi x1= 0.00 ft w1= 269.875 lbs/ft b= 1.750 in CM 1.00 1.00 1.00 1.00 Fy5/F5`= 10.53 x2= 11.50 ft w2= 269.875 lbs/ft d= 9.250 in G 1.00 1.00 t.00 1.00 F6= 3084 psi Xa= 0.00 ft Pa= 0 lbs A= 16.19 in3 Cr 1.00 F,'= 290 psi Xb= 11 0.00 ft Pb= 0 lbs S= 24.96 in' Cv 1.033 F„'= 750 psi Xc= 0.00 ft Pc= 0 lbs I= 115.42 ire' C,_ 0.995 E'= 2,000,000 psi R1= 1552 lbs V= 1344 lbs E'l= 230,840 kip-int Cf, 1.00 R2= 1552 lbs M= 4461 ft-lbs F5= 3100 psi r LL hikcft=U 360 LL A= 0.36 hobs F,= 290 psi Material Roseburg SCL TL 4j,,,s=U 240 TL A= 0.47 inchs E= 2000 ksi Grade 2.0E Rigidlam®LVL III %LL 77.5% to= 1.03 ft Em;r= 1016 ksi Load Duration,Co TEN YEARS 1.0 OCCUP LIVE Fb'=(Fb)(Cd)(Ct)(CM)(Cr)(Cv or CL)(Cfu)=3,084 psi F,2 750 psi Temperature Factor,Cr DRY T<=100°F Fv'=(Fv)(Cd)(Ct)(CM)=290 psi Approx.weight ' Sr``3;° ,€2,lbs/ft Wet Service Factor,CM MOISTURE CONT LESS THAN 19% ■ E'=(E)(Ct)(CM)=2,000,000 psi R1 Req'd Bearing Width 1.18 in. Incising Factor,C, MEMBER IS NOT INCISED Fcl'=(FcI)(Ct)(CM)=750 psi R2 Req'd Bearing Width 1.18 in. Repetitive Factor Cr MEMBER IS NOT REPETITIVE fb=2,145 psi<Fb'=3,084 psi Bending Capacity=69.6% m=4,461 ft-lbs<Mmax=6,413 ft-lbs Member 1.75 x 9.25 fv=125 psi<Fv'=290 psi Shear Capacity=42.9% Number of Plies 1 Ply 5 V=1,344 lbs<Vmax=3,130 lbs Max LL Dell=0.362 inches=L/382 LL Defl.Capacity=94.4% (1 Ply) 1.75 x 9.25,Roseburg SCL 2.0E RigidLam®LVL IIII Max TL Defl=0.467 inches=L/296 TL Deft.Capacity=81.1% III Copyright 0 2017 Miller Consulting Engineers,Inc. 5,000 0.000 uimilimilffir 11 4,000 -0.050II , -0.100 EIIMIIIIIIMIIIF 3,000 - -0.150 0.209 rjkIIIIIMIIIIIIPr Ill a 2,000 ci -0.250 1,000 S 2o -0.300 0 '. _ ......'. -0.350 IIIIIIIIIIIIIIIt--I-. ,_ „_ -0.400 III I 1,000 '44411 H m 2 -0.450 - - -2,000IIMIIIMIIIIII ' 0 -0.500 o - N 2 e III 1 I Shear o o ry ry n a a m m ,o m r m m m m o o - ,o 2 v m .o r °,-i-,-.75 m 2 m Moment Distance(ft) Distance(e) II Notes: in ■ U S U S U 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred II A Portland,OR 97219 ISLocation 8900-9000 SW Oak St.,Tigard, Oregon r Client AG Spanos Companies MILLER Phone 503.246.1250 5 CONSULTING Fax 503.246.1395 ByELD Ck'd ARL Date 9.28.2017 Pae 64 of 116 www.miller-se.com g ENGINEERS U ■ III 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fc E Emin Fce1= 386 psi 1111 Post Copyright©2017 Miller Consulting Engineers,Inc. Co 1.00 1.00 Fce2= 29798 psi Mark SW End Material:DIMENSIONAL LUMBER Rb, 3.1 F.-'"-� Grade:DF/L No.2 or Better C, 1.00 Rbv 7.4 II size=(2)2 x 4 C, 1.00 1.00 1.00 1.00 Fbe, 72399 psi d, >, Jew' dt= 3.50 in CF 1.50 1.15 Fbex 12557 psi e„zLIII • , d2= 3.00 in CM 1.00 1.00 1.00 1.00 KM 2300 P2d2 A= 10.50 int C; 1.00 1.00 1.00 1.00 KT 0.59 1" yz--1 S,= 6.13 in3 CT 1.00 Fb,* 1350 psi ■ Height= 10.25 ft 1u1= 10.25 ft Sy= 5.25 in3 Cu 1.00 Fbv* 1350 psi P1= 3340.465 lb Iu2= 1 ft Let= 2.06 ft Cu, 1.00 Fbe,/Fb,* 54 P2= 0 lb M.= 0 ft-lbs Le2= 18.86 ft C10 1.00 Fber/Fbv* 9 1111 ex1= 0 in Mt.,,= 0 ft-lbs Fb,= 900 psi CP 0.23 Fc* 1553 psi eyt= 0 in MH,= 0 ft-lbs Flay= 900 psi Cfu 1.10 FbY 1350 psi U ex2= 0 in M.= 19 ft-lbs Ex= 1600 ksi CE 1.00 1.00 1.00 1.00 FbY 1485 psi ey2= 0 in Ke,= 1 Ey= 1600 ksi CE=Exterior wet use of SCL lumber Fc' 364 psi w,= 0 lbs/ft Kee= 1 Ex,„,„= 580 ksi I C. I 1.00 I 1.00 I I Fc',sill 625 psi la WY= 1.458333 lbs/ft let= 10.25 ft Eyo,,,= 580 ksi CSP=Single Pile Factor(piles only) Ex' 1600 psi Ie2= 1.00 ft Fc= 1350 psi Co I I I 1.00 I 1.00 Ey' 1600 psi lel/d1= 35.14 Fc,sill= 625 psi Cu=Untreated Factor(piles only) Ex,,„ 580000 psi II le2/d2= 4.00 c= 0.8 Ey„, 580000 psi I,= 10.72 in4 IIIIv= 7.88 in4 Material DIMENSIONAL LUMBER Fbx'=(Fbx*)(CL)(Cfu}=1,350 psi Grade DF/L No.2 or Better Fby=(Fby*)(CL)(Cfu)=1,485 psi Load Duration,CD TEN YEARS 1.0 oCCUP LIVE w ■ Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=364 psi Temperature Factor,Ct T<=1ouTF V E'=(E)(Ct)(Cm)(Ci)=1,600 ksi Wet Service Factor,CM MOISTURE CONS Less THAN 19% V Emin'=(Emin)(Ct)(Cm)(Ci)(CT)=580 ksi Incising Factor,CI MEMBER 1S NOT INCISED 1111 fbx=0 psi a Fbx'=1,350 psi Bending Capacity=2.9% Repetitive Factor Cr MEMBER IS NOT REPERTNE V fby=43 psi<Fby'=1,485 psi Built up Member Yes V U fc=318 psi<Fc'=364 psi Axial Capacity=87.5% Member (1)2x4 Nor Sill PL? Too w fc,sill=318 psi<Fc'=625 psi Sill Capacity=50.9% Sill PL Type DP/1. V IIIFire Treated? so v Combined Axial Compression and Bending Combined Capacity=79.4% ■ Equation 3.9-3;2005 NDS page 20 (2)2 x 4,DIMENSIONAL LUMBER DF/L No.2 or Better column ■ • with DF/L sill plate a ■ ■ III ■ a ■ I ■ ✓ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 II ES Suite One Hundred Portland,OR 97219 111 Mk Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies II MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 65 of 116 www.miller-se.com By Ck'd Date Page ■ ENGINEERS a a in 2012 National Design Specification for Wood Construction(ASD) Reduction Bending F, Shear F, Bearing F,, E&E,,, R0= 3.06 OK<50 5 Mark End Hallway Header I Material:Roseburg SCL Cc 1.00 1.00 E'min 1,016,000 psi Grade:2.0E RigidLamet LVL C, 1.00 1.00 1.00 1.00 FSE= 130632 psi 5 Span 6.00 ft 1,= 0.50 ft size=1.75 x 9.25 Cr 1.00 FS*= 3100 psi xl= 0.00 ft w1= 1888.5 lbs/ft b= 3.500 in CM 1.00 1.00 1.00 1.00 FSE/FS-= 42.14 III = 6.00 ft w2= 1888.5 lbs/ft d= 9.250 in C, 1.00 1.00 1.00 1.00 Fe= 3096 psi Xa= 0.00 ft Pa= 0 lbs A= 32.38 in' C, 1.00 F„'= 290 psi Xb= 0.00 ft Pb= 0 lbs S= 49.91 in' Cv 1.033 F,,,= 750 psi 5 Xc= 0.00 ft Pc= 0 lbs I= 230.84 in° CL 0.999 E'= 2,000,000 psi R1= 5666 lbs V= 4210 lbs El= 461.681 kip-in' Cr, 1.00 R2= 5666 lbs M= 8498 ft-lbs FS= 3100 psi 5 LL 44„g=U 360 LL A= 0.10 inchs F,= 290 psi Material Roseburg SCL TL4mm=U 240 TL 4= 0.13 inchs E= 2000 ksi Grade 2.0E RigidLam®LVLIII %LL 77.5% le= 1.03 ft Enin= 1016 ksi Load Duration,Co TEN YEARS 1.0 OCCUP LIVE Fb'=(Fb)(Cd)(Ct)(CM)(Crj(Cv or CL)(Cfu)=3,096 psi F 750 psi Temperature Factor,C, DRY T<=100°F Ps'=(Fv)(Cd)(Ct)(CM)=290 psi Approx.weight , "2.8.1 :m lbs/ft Wet Service Factor,Ca MOISTURE CONT LESS THAN 19% ■ E.(E)(Ct)(CM)=2,000,000 psi R1 Req'd Bearing Width 2.16 in. Incising Factor,C; MEMBER IS NOT INCISED Fc.L'=(Fc1)(Ct)(CM)=750 psi R2 Req'd Bearing Width 2.16 in. Repetitive Factor C, MEMBER IS NOT REPETITIVE III fb=2,043 psi<Fb'=3,096 psi Bending Capacity=66.0% M=8,498 ft-lbs<Mmax=12,878 ft-lbs Member 1.75 x 9.25 fv=195 psi<Fv'=290 psi Shear Capacity=67.3% Number of Piles 2 Plies ■ V=4,210 lbs<Vmax=6,259 lbs Max LL Defl=0.097 inches=L/740 LL Defl.Capacity=48.6% (2 Plies) 1.75 x 9.25,Roseburg SCL 2.0E RigidLam®LVL II Max TL Dell=0.125 inches=L/574 TL Defl.Capacity=41.8% II Copyright©2017 Miller Consulting Engineers,Inc. ----10,000 - - - o.000 - - ----- ______._ ■ 8,000 0.020 1111.111111111 'AdI 6,00° 4,000IF1111"111IN' -0.040 . 1111111111.111111.111r N C ° a 2,000 () 1.1 4 -0.060 , i -0.080 r -2,000 -0.100- -- - - - II 4,000 ' -0.120 -6,000 8,00 0 = m _ IN o m = 0 _ mP e . ,T; :,1 em e � =I Sheer t Distance(t) Distance ) -Moment III _.. Notes: ■ ✓ ■ IN a ■ i 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 ■ Suite One Hundred Art Portland,OR 97219 la Location 8900-9000 SW Oak St.,Tigard, Oregon a Client AG Spanos Companies MILLER Phone 503.246.1250 a CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 66 of 116 www.miller-se.com By Ck'd Date Page III ENGINEERS ■ a U 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fc E Emin Fce,= 953 psi In Post pyri ©2017 Miller Cc 1.00 1.00 Fce2= 29798 psi Mark E Hallway Post Coht Consulting Engineers,Inc. Material:DIMENSIONAL LUMBER Rbx 3.9 t=-''-1 Grade:DF/L No.2 or Better Cr 1.00 Rby 4.7 isize=(2)2 x 6 C, 1.00 1.00 1.00 1.00 Fbex 46072 psi d,I x �e"' d,= 5.50 in CF 1.30 1.10 Fbey 31009 psi e,j - , d2= 3.00 in CM 1.00 1.00 1.00 1.00 KM 2300 111 ,,P2 .L.A_I A= 16.50 in2 C; 1.00 1.00 1.00 1.00 KT 0.59 l era^I Sx= 15.13 ire Cr 1.00 Fbx` 1170 psi ■ Height= 10.25 ft 1u,= 10.25 ft Sy= 8.25 in2 Cv 1.00 Fby* 1170 psi P1= 5666 lb lug= 1 ft Le,= 2.06 ft CL„ 1.00 Fbex/Fbx* 39 P2= 0 lb Mx,= 0 ft-lbs Lee= 18.86 ft CLy 1.00 Fbey/Fby* 27 1111 ex1= 0 in My„= 0 ft-lbs Fbx= 900 psi CP 0.52 Fc* 1489 psi ey1= 0 in M.,= 0 ft-lbs Flay= 900 psi Cfu 1.15 Fbx 1170 psi ■ ex2= 0 in My= 30 ft-lbs Ex= 1600 ksi CE 1.00 1.00 1.00 1.00 Fb 1346 psi ey2= 0 in Ke,= 1 Ey= 1600 ksi CE=Exterior wet use of SCL lumber Fc' 781 psi wx= 0 lbs/ft Kee= 1 Ex,n;,,= 580 ksi I Cs0 I 1.00 I 1.00 I I Fc',sill 625 psi . wy= 2.291667 lbs/ft le,= 10.25 ft Ey,„,,= 580 ksi C19=Single Pile Factor(piles only) Ex' 1600 psi lee= 1.00 ft Fc= 1350 psi I C„ I I I 1.00 I 1.00 Ey' 1600 psi le,/d,= 22.36 Fc,sill= 625 psi C,=Untreated Factor(piles only) Exm;, 580000 psi . le2/d2= 4.00 c= 0.8 Ey,,,„ 580000 psi Ix= 41.59 in4 11 ly= 12.38 in4 Material DIMENSIONAL WMBER V Fbx'=(Fbx*)(CL)(Cfu)=1,170 psi Grade oF/L No.2 or Better V Fby'=(Fby*)(CL)(Cfu)=1,346 psi Load Duration,Co TEN YEARS 1.0 oCNP uvE V ■ Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=781 psi Temperature Factor,C, r<=LOBeF v, E'=(E)(Ct)(Cm)(Ci)=1,600 ksi Wet Service Factor,CM MOrSNRECONT LES THAN 19% • Emin'=(Emin)(Ct)(Cm)(Ci)(CT)=580 ksi Incising Factor,Cl MEMBER IS NOT IN0SEO V 1111 fbx=0 psi<Fbx'=1,170 psi Bending Capacity=3.2% Repetitive Factor Cr MEMBER IS NOT REPETITIVE V flay=44 psi<Flay=1,346 psi Built up Member Yes V' ■ fc=343 psi<Fc'=781 psi Axial Capacity=44.0% Member (2)2 x B Sill PL? Yes V' fc,sill=343 psi<Fc'=625 psi Sill Capacity=54.9% Sill PL Type oF/L v- 111■ Fire Treated? No v Combined Axial Compression and Bending Combined Capacity=22.6% ■ Equation 3.9-3;2005 NDS page 20 (2)2 x 6,DIMENSIONAL LUMBER DF/L No.2 or Better column . with DF/L sill plate ■ ■ ■ •r ■ ■ ■ ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 . 114 Suite One Hundred Portland,OR 97219 Ma Location 8900-9000 SW Oak St.,Tigard,Oregon III Client AG Spanos Companies 111 MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 67 of 116 www.miller-se.com By Ck'd Date Page U ENGINEERS II ■ a 2012 National Design Specification for Wood Construction(ASD) Reduction Bending F, Shear F, Bearing F,. E 85,°, Ra= 3.06 OK<50 III Mark Trash Hallway Header Material:Roseburg SCL Co 1.00 1.00 E'm,,= 1,016,000 psi Grade:2.0E RigidLam®LVL C, 1.00 1.00 1.00 1.00 Fm= 130632 psiII Span 7.00 ft L„= 0.50 ft size=1.75 x 9.25 Cr 1.00 F5'= 3100 psi x1= 0.00 ft w1= 967.5 lbs/ft b= 3.500 in Cm 1.00 1.00 1.00 1.00 F,E/Fb'= 42.14 II = 7.00 ft w2= 967.5 lbs/ft d= 9.250 in C; 1.00 1.00 1.00 1.00 Fp= 3096 psi Xa= 0.00 ft Pa= 0 lbs A= 32.38 ins C, 1.00 F,'= 290 psi Xb= 0.00 ft Pb= 0 lbs S= 49.91 in' Cy 1.033 F,,'= 750 psi ■ Xc= 0.00 ft Pc= 0 lbs I= 230.84 in° C, 0.999 E'= 2,000,000 psi R1= 3386 lbs V= 2640 lbs El= 461,681 kip-inz Cr,, 1.00 R2= 3386 lbs M= 5926 ft-lbs F,= 3100 psi III LL 5.,,n=U 360 LLA= 0.09 inchs F,= 290 psi Material Roseburg SCL TL dy a=U 240 TL A= 0.12 inchs E= 2000 ksi Grade 2.0E RigidLam®LVL . %LL 77.5% 6,= 1.03 ft Ems= 1016 ksi Load Duration,Co TEN YEARS 1.0 OCCUP LIVE Fb'=(Fb)(Cd)(Ct)(CM)(Cr)(Cv or CL)(Cfu)=3,096 psi F, 750 psi Temperature Factor,C, DRY T<=100°F Fv'=(Fv)(Cd)(Ct)(CM)=290 psi Approx.weight 7 ",8*:'''lbs/ft Wet Service Factor,C, MOISTURE CONT LESS THAN 19% III E'=(E)(Ct)(CM)=2,000,000 psi R1 Req'd Bearing Width 1.29 in. Incising Factor,C, MEMBER IS NOT INCISED Fcl'=(FCl)(Ct)(CM)=750 psi R2 Req'd Bearing Width 1.29 in. Repetitive Factor C, MEMBER IS NOT REPETITIVE . tb=1,425 psi<Fb'=3,096 psi Bending Capacity=46.0% M=5,926 ft-lbs<Mmax=12,878 ft-lbs Member 1.75 x 9.25 fv=122 psi<Fv'=290 psi Shear Capacity=42.2% Number of Plies 2 PliesII V=2,640 lbs<Vmax=6,259 lbs Max LL Defl=0.090 inches=L/928 LL Defl.Capacity=38.8% (2 Plies) 1.75 x 9.25,Roseburg SCL III RigidLam®LVL Max TL Defl=0.117 inches=L/720 TL Dell.Capacity=33.3% .III Copyright©2017 Miller Consulting Engineers,Inc. 8,000 0.000 III 6,000 -0.020- ■ - :'::: -0.040 1111.0 ��7w.,� g. -0.060 j 6 b Z -0.080 1111 f €.,,` c t„ l -0.100 --.---.- --- -- - -- ■ 2,000 mummiiiii*-----,„ , -0.120 -4,000 -0.140 ■ •0 0 0 _ N n ry °, M m t t t m m m m e 2 = r ry m , t t t 'i e m e e o �, ,- o t =Shear -Moment .. Distance(ft) .. _.. ... _. Distance(ft) ■ Notes: III ■ ■ ■ ■ a ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 ■ Suite One Hundred E Portland,OR 97219 laLocation 8900-9000 SW Oak St.,Tigard, Oregon ■ Client AG Spanos Companies MILLER Phone 503.246.1250 a CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 68 of 116 www.miller-se.com By Ck'd Date Page ENGINEERS 111 II . 2012 National Design Specification for Wood Construction(ASD) Reduction sending F, Shear F, Bearing F„ E&E„„ Ra= 6.11 OK<50 Mark'Trash Hallway Header I Material:Roseburg SCL Co 1.00 1.00 E'm;,,= 1,016,000 psi 111 Span 2.0E RigidLam®LVL Cr 1.00 1.00 1.00 1.00 F,E= 32658 psi Span 6.25 ft C„= 0.50 ft size=1.75 x 9.25 Co 1.00 F,'= 3100 psi x1= 0.00 ft w1= 677.25 lbs/ft b= 1.750 in Co 1.00 1.00 1.00 1.00 F5E/Fn"= 10.53 ■ x2= 6.25 ft w2= 677.25 lbs/ft d= 9.250 in C, 1.00 1.00 1.00 1.00 F5'= 3084 psi Xa= 0.00 ft Pa= 0 lbs A= 16.19 inz C, 1.00 F,'= 290 psi Xb= 0.00 ft Pb= 0 lbs S= 24.96 in' Co 1.033 Faii= 750 psi ■ Xc= 0.00 ft Pc= 0 lbs 1= 115.42 in4 Ci_ 0.995 E'= 2,000.000 psi R1= 2116 lbs V= 1594 lbs El= 230,840 kip-int Clu 1.00 . R2= 2116 lbs M= 3307 ft-lbs F,= 3100 psi LL A,„„„=L/ 360 LL A= 0.08 inchs F„= 290 psi Material Roseburg SCL - ■ TL 4%;nii=U 240 TL A= 0.10 inchs E= 2000 ksi Grade 2.0E RigidLam®LVL LL 77.5% to= 1.03 ft E„„= 1016 ksi Load Duration,Co TEN YEARS 1.0 OCCUP LIVE Fb'=(Fb)(Cd)(Ct)(CM)(Cr)(Cv or CL)(Cfu)=3,084 psi F,i= 750 psi Temperature Factor,Cr DRY T<=100°F Fv'=(Fv)(Cd)(Ct)(CM)=290 psi Approx.weight ;3:93= lbs/ft Wet Service Factor,Co MOISTURE CONT LESS THAN 19% E'=(E)(Ct)(CM)=2,000,000 psi R1 Req'd Bearing Width 1.61 in. Incising Factor,Cr MEMBER IS NOT INCISED Fc.L'=(FCl)(Ct)(CM)=750 psi R2 Req'd Bearing Width 1.61 in. Repetitive Factor C, MEMBER IS NOT REPETITIVE . fb=1,590 psi<Fb'=3,084 psi Bending Capacity=51.6% M=3,307 ft-lbs<Mmax=6,413 ft-lbs Member 1.75 x 9.25 ■ fv=148 psi<Fit=290 psi Shear Capacity=50.9% Number of Plies 1 Ply V=1,594 lbs<Vmax=3,130 lbs Max LL Defl=0.080 inches=L/942 LL Defl.Capacity=38.2% (1 Ply) 1.75 x 9.25,Roseburg SCL . 2.0E RigidLam®LVL Max TL Dell=0.103 inches=L/730 TL Den.Capacity=32.9% ■ Copyright©2017 Miller Consulting Engineers,Inc. a 4,000 . 3,000 II :°E:° \\\\\\\:iN=.== 2000if 10001000II 2000 --- --■III -3,000 , ,, 0 0 n M ry . < „ e h „ o.1zo 0 =i Shear o 0 o a ;1N ry r n n m „ e v v .n u u, n _Mc,,,,l Distance(ft) Distance(R) ■ Notes: ■ ■ a a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 a Et Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard,Oregon • Client AG Spanos Companies . MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 69 of 116 www.miiler-se.com By Ck'd Date Page ■ ENGINEERS a a a 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fc E Emin Fce1= 953 psi Post Copyright©2017 Miller Consulting Engineers,Inc. C0 1.00 1.00 Fce2= 29798 psi ■ Mark Trash Post Material:DIMENSIONAL LUMBER Rbx 3.9 i_... ..1 Grade:DF/L No.2 or Better C, 1.00 Rby 4.7 ■ 4d, t 0; size=(2)2 x 6 C, 1.00 1.00 1.00 1.00 Fbex 46072 psi IIS/\ /\I� e% d = 5.50 in Cr 1.30 1.10 CM 1.00 1.00 1.00 1.00 Fbey 31009 psi 4d2= 3.00 in KM 2300 . ' d2 A= 16.50 int CI 1.00 1.00 1.00 1.00 KT 0.59 eye 5x= 15.13 in3 CT 1.00 Fbx' 1170 psi III = 10.25 ft lu1= 10.25 ft Sy= 8.25 in3 Cm 1.00 Fby' 1170 psi P1= 10158 lb 1u2= 1 ft Lel= 2.06 ft CLx 1.00 Fbex/Fbx' 39 P2= 0 lb M,x= 0 ft-lbs Lee= 18.86 ft CLy 1.00 Fbey/Fby' 27 ■ ex1= 0 in Myy= 0 ft-lbs Fbx= 900 psi Cr 0.52 Fc' 1489 psi ey1= 0 in MA= 0 ft-lbs Fby= 900 psi Cfu 1.15 Fbx 1170 psi ex2= 0 in MA= 30 ft-lbs Ex= 1600 ksi CE 1.00 1.00 1.00 1.00 Fby 1346 psi . ey2= 0 in Ke1= 1 Ey= 1600 ksi CE=Exterior wet use of SCL lumber Fc' 781 psi wx= 0 lbs/ft Kee= 1 Exm;„= 580 ksi I CAP I 1.00 j 1.00 j I Fc',sill 625 psi III = 2.291667 lbs/ft lel= 10.25 ft Eym,= 580 ksi CSP=Single Pile Factor(piles only) Ex' 1600 psi le2= 1.00 ft Fc= 1350 psi I C„ I I I 1.00 I 1.00 Ey' 1600 psi lel/d1= 22.36 Fc,sill= 625 psi C„=Untreated Factor(piles only) Exmn 580000 psi . lee/d2= 4.00 c= 0.8 Ey„x„' 580000 psi Ix= 41.59 in4 III = 12.38 in4 Material DIMENSIONAL LUMBER • Fbx'=(Fbx')(CL)(Cfu)=1,170 psi Grade DF/L No.2 or Better • Fby=(Fby`)(CL)(Cfu)=1,346 psi Load Duration,CD TEN YEARS 1.0 OCCUPUVE • III (Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=781 psi Temperature Factor,Ce T<=I00oF • E'=(E)(Ct)(Cm)(Ci)=1,600 ksi Wet Service Factor,CM MOISTURE CANT LESS THAN 39% • Emin'=(Emin)(Ct)(Cm)(Ci)(CT)=580 ksi Incising Factor,CI MEMBER IS NOTINcISED • ■ fbx=0 psi<Fbx'=1,170 psi Bending Capacity=3.2% Repetitive Factor Cr MEMBER 15 NOT REPETmVE • fby=44 psi<Fby=1,346 psi Built up Member yes • II =616 psi<Fe'=781 psi Axial Capacity=78.8% Member (2)2 o 6 • Sill PL? yes • fc,sill=616 psi<Fe'=625 psi Sill Capacity=98.5% Sill PL Type DFL • ■ Fire Treated? No • Combined Axial Compression and Bending Combined Capacity=65.5% Equation 3.9-3;2005 NDS page 20 ■ (2)2 x 6,DIMENSIONAL LUMBER DF/L No.2 or Better column III DFIL sill plate ■ • ■ ■ ■ ■ ■ ■ . III ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 ■ Suite One Hundred Art Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon a Client AG Spanos Companies MILLER Phone 503.246.1250 • CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 70 of 116 www.miller-se.com By Ck'd Date Page 1111ENGINEERS ■ a a 1111 2012 National Design Specification for Wood Construction(ASD) Reduction Bending Fe Shear F, Bearing F, E&E2,„, Ra= 6.11 OK<50 Mark'Corner Hallway Header(B) I Material:Roseburg SCL Co 1.00 1.00 E',<n 1,016,000 psi 1111 Span 2.0E RigidLam®LVL C, 1.00 1.00 1.00 1.00 Fes= 32658 psi Span 7.00 ft to= 0.50 ft size=1.75 x 9.25 Cr 1.00 Fe`= 3100 psi x1= 0.00 ft w1= 851.5 lbs/ft b= 1.750 in Cu 1.00 1.00 1.00 1.00 FbJ/F5"= 10.53 ■ x2= 7.00 ft w2= 851.5 lbs/ft d= 9.250 in C, 1.00 1.00 1.00 1.00 F' 3084 psi Xa= 8.00 ft Pa= 0 lbs A= 16.19 inn C, 1.00 F,'= 290 psi Xb= 0.00 ft Pb= 0 lbs S= 24.96 in' Cv 1.033 F,5'. 750 psi ■ Xc= 0.00 ft Pc= 0 lbs 1= 115.42 in° C,_ 0.995 E'= 2,000,000 psi R1= 2980 lbs V= 2324 lbs El= 230,840 kip-inn C% 1.00 . R2= 2980 lbs M= 5215 ft-lbs Fe= 3100P si LL AA;,,,c=U 360 LL A= 0.16 Inchs F,= 290 psi Material Roseburg SCL 11. TL 4,„„=U 240 TLA= 0.20 inchs E= 2000 ksi Grade 2.0E RigidLam®LVL %LL 77.5% to= 1.03 ft Em+,= 1016 ksi Load Duration,Co TEN YEARS 1.0 OCCUP LIVE Fb'=(Fb)(Cd)(Ct)(CM)(Cr)(Cv or CL)(Cfa)=3,084 psi F,i= 750 psi Temperature Factor,C, DRY T<=100°F aFv'=(Fv)(Cd)(Ct)(CM)=290 psi Apprsc weight w 8.9i' lbs/ft Wet Service Factor,Ca MOISTURE CONT LESS THAN 19% E'=(E)(Ct)(CM)=2,000,000 psi Rt Req'd Bearing Width 2.27 in. Incising Factor,C, MEMBER IS NOT INCISED Fc.L'=(FcJ)(Ct)(CM)=750 psi R2 Req'd Bearing Width 2.27 in. Repetitive Factor C, MEMBER IS NOT REPETITIVE ■ fb=2,508 psi<Fb'=3,084 psi Bending Capacity=81.3% M=5,215 ft-lbs<Mmax=6,413 ft-lbs Member 1.75 x 925 IIIfv=215 psi<Fs'=290 psi Shear Capacity=74.3% Number of Plies 1 Ply V=2,324 lbs<Vmax=3,130 lbs Max LL Dell=0.159 inches=L/529 LL Def.Capacity=68.0% (1 Ply) 1.75 x 9.25,Roseburg SCL 111 2.0E RigidLam®LVL Max TL Defl=0.205 inches=L/410 TL Defl.Capacity=58.5% ■ Copyright©2017 Miller Consulting Engineers,Inc. III6,000 - ---- 0.000---------- ---- -- 5,000 ■ 4,000 0.050 3,°°° , 7iIII � 2000 i',, i 0.1001111 I 1,000 o c -0.150 111111111111111111111111111111111111111111 -1,000 44 . 2,000 -0.200 -3,000 ■ -4,000 m m m _ ry ry N mo.zso e T,=Sheer ^� m v e e m m m m m a e o - '1 « w n N e, n g v v v v m n m m m m m taon,en, Distance(ft) Distance(a) ■ Notes: a a a 1111 a ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 . dill Suite One Hundred Portland,OR 97219 1111 Mk Location 8900-9000 SW Oak St.,Tigard, Oregon MILLER Client AG Spanos Companies ■ Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 71 of 116 www.miiler-se.com By Ck'd Date Page a ENGINEERS 1111 a In 2012 National Design Specification for Wood Construction(ASD) Redaction Banding F„ Shear F, Bearing F„ e&E.„„ Ra= 2.04 OK<50 ■ Mad:'Corner Hallway Header(B) Material:Roseburg SCL Co 1.00 1.00 E'00= 1016,000 psi Grade:2.0E RigidLam®LVL Cr 1.00 1.00 1.00 1.00 FeE= 293923 psi ■ Span 10.00 ft t„= 0.50 ft size=1.75 x 9.25 CF 1.00 Fe'= 3100 psi x1= 0.00 ft w1= 1120 lbs/ft b= 5.250 in CM 1.00 1.00 1.00 1.00 F,,E/Fb'= 94.81 III = 10.00 ft w2= 1120 lbs/ft d= 9.250 in C; 1.00 1.00 1.00 1.00 Fp= 3098 psi Xe= 9.50 ft Pa= 1016 lbs A= 48.56 int C, 1.00 F,„'-= 290 psi Xb= 0.00 ft Pb= 0 lbs S= 74.87 in' Cs, 1.033 F,i= 750 psi ■ Xc= 0.00 ft Pc= 0 lbs I= 346.26 in' CL 0.999 E'= 2,000,000 psi R1= 5651 lbs V= 5363 lbs El= 692,521 kip-in' Cfe 1.00 III = 6565 lbs M= 14255 ft-lbs Fb= 3100 psi LL Ain=L/ 360 LL 4= 0.30 inchs F,= 290 psi Material Roseburg SCL TL 4i,,,d=L/ 240 TL 4= 0.39 Mobs E= 2000 ksi Grade 2.0E RigidLam®LVL . %LL 77.5% t,= 1.03 ft E,„;,,= 1016 ksi Load Duration,Cr, TEN YEARS 1.0 OCCUP LIVE Fb'=(Fb)(Cd)(Ct)(CM)(Cr)(Cv or CL)(Cfu)=3,098 psi F0= 750 psi Temperature Factor,Cr DRY T<=100`F Fe'=(Fv)(Cd)(Ct)(CM)=290 psi Approx.weightw;II$6. :.a lbs/ft Wet Service Factor,C. MOISTURE CONT LESS THAN 19% 111 E'=(E)(Ct)(CM)=2,000,000 psi R1 Req'd Bearing Width 1.44 in. Incising Factor,C; MEMBER IS NOT INCISED Fcl'=(Fc1)(Ct)(CM)=750 psi R2 Req'd Bearing Width 1.67 in. Repetitive Factor C, MEMBER IS NOT REPETITIVE ■ fb=2,285 psi<Fb'=3,098 psi Bending Capacity=73.7% M=14,255 ft-lbs<Mmax=19,330 ft-lbs Member 1.75 x 9.25 fv=166 psi<Fv'=290 psi Shear Capacity=57.1% Number of Plies 3 Plies . V=5,363 lbs<Vinax=9,389 lbs Max LL Defl=0.304 inches=L/395 LL Defl.Capacity=91.2% (3 Plies) 1.75 x 9.25,Roseburg SCL II RigidLamB)LVL Max TL Defl=0.392 inches=L t 306 TL Defl.Capacity=78.5% ■ Copyright 5 2017 Miller Consulting Engineers,Inc. 20,000 0.000 -0.050 - - -- 111115,000 - -0.100- 10,000 - „ -0.150- . a - -0.200 `c g 5,000 II> Y -0.250 0 A.300 ■ -0.350 --- -5,000 -0.400 10,000 o a « o o n < 5 5 5 .5 m 5 n 5 ' 2 m 5 -0.450 0 0 0 _ r r n <7 r, o . e g e e . m m m m a U ta1Shear Distance(H) III-Moment J Distance(ft) _.. ... _..... ... Notes: ■ ■ ■ ■ ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 . Suite One Hundred 0 Portland,OR 97219 MihLocation 8900-9000 SW Oak St.,Tigard, Oregon ■ Client AG Spanos Companies MILLER 111Phone 503.246.1250 CONSULTING Fax 503.246.1395 ByELD Ckrd ARL Date 9.28.2017 Page 72 of 116 www.miller-se.com 1111ENGINEERS U II 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fc E Emin Fce,= 2696 psi ■ Post Mark INE Header Copyright©2017 Miller Consulting Engineers,Inc. 1.00 1.00 Fce2= 40558 psi Post(B) Material:DIMENSIONAL LUMBER Rb„ 4.3 1....F I'1 Grade:DF/L No.2 or Better C, 1.00 Rby 3.0 II Y 3, size=4 x 10 C, 1.00 1.00 1.00 1.00 Fbe„ 37287 psi a,j ex' d,= 9.25 in CF 1.20 1.00 Fbey 75180 psi e"z d2= 3.50 in Cu 1.00 1.00 1.00 1.00 KM 2300 IIIPe az I A= 32.38 int C; 1.00 1.00 1.00 1.00 Kr 0.59 I evz I Sx= 49.91 in3 Cr 1.00 Fbx* 1080 psi In Height= 10.25 ft lu,= 10.25 ft Sy= 18.89 in3 Cy 1.00 Fby* 1080 psi P1= 19695 lb Iu2= 1 ft Le,= 2.06 ft C x 1.00 Fbex/Fbx' 35 P2= 0 lb Mxy= 1,094 ft-lbs Lee= 18.86 ft CLy 1.00 Fbey/Fby' 70 ■ ex1= 0.666667 in My," 0 ft-lbs Fbx= 900 psi CF 0.87 Fc* 1350 psi ey1= 0 in M,a,= 0 ft-lbs Fby= 900 psi Cfu 1.10 Fbx 1080 psi ■ ex2= 0 in Ms,= 51 ft-lbs Ex= 1600 ksi CE 1.00 1.00 1.00 1.00 FIN' 1188 psi ey2= 0 in Ke,= 1 Ey= 1600 ksi CE=Exterior wet use of SCL lumber Fc' 1170 psi wx= 0 lbs/ft Ke2= 1 Ex,,;,,= 580 ksi I Cs, I 1.00 I 1.00 I I Fc',sill 625 psi ■ wy= 3.854167 lbs/ft le,= 10.25 ft Ey,,;o= 580 ksi 0,,=Single Pile Factor(piles only) Ex' 1600 psi lee= 1.00 ft Fc= 1350 psi I Cc I I I 1.00 I 1.00 Ey' 1600 psi le,/d,= 13.30 Fc,sill= 625 psi C,=Untreated Factor(piles only) Ex,,,, 580000 psi II le2/d2= 3.43 c= 0.8 Ey„,,„' 580000 psi IF= 230.84 in4 1111 ly= 33.05 in4 Material DIMENSION%WMSER V Fbx'=(Fbx')(CL)(Cfu)=1,080 psi Grade DKNo.2orBetw V Fby=(Fby*)(CL)(Cfu)=1,188 psi Load Duration,CD TEN YEARS 1,0 DCCUPUvE •' ■ Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=1,170 psi Temperature Factor,C, r n=100oF 1 E'=(E)(Ct)(Cm)(Ci)=1,600 ksi Wet Service Factor,CM MOISTURE cow LESS THAN 19% V Emin'=(Emin)(Ct)(Cm)(Ci)(CT)=580 ksi Incising Factor,Cl MEMBER IS NOT INCISED s, III fbx=263 psi<Fbx'=1,080 psi Bending Capacity=27.1% Repetitive Factor Cr MEMBER Is NOT REPER0VE V thy=32 psi<Fby=1,188 psi Built up Member res 1r ■ fc=608 psi<Fc'=1,170 psi Axial Capacity=52.0% Member 4:I0 r V Sill PL? res V fc,sill=608 psi<Fc'=625 psi Sill Capacity=97.3% Sill PL Type DFA V . Fire Treated? No .. Combined Axial Compression and Bending Combined Capacity=61.2% . Equation 3.9-3;2005 NDS page 20 4 x 10,DIMENSIONAL LUMBER DF/L No.2 or Better column ■ with DF/L sill plate IS ■ ■ III III ■ III ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 ■ all Suite One Hundred Portland,OR 97219 MkLocation 8900-9000 SW Oak St.,Tigard, Oregon • Client AG Spanos Companies MILLER ill Phone 503246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 73 of 116 www.miller-se.com By Ck'd Date Page ■ ENGINEERS ■ IN II 2012 National Design Specification for Wood Construction(ASD) Reduction Bending F, Shear F, Bearing F„ E&EN,, Re= 6.11 OK<50 ■ Mark Small NE Hallway Header(B) I Material:Roseburg SCL Co 1.00 1.00 E',,;0 1,016,000 psi Grade:2.0E RigidLam®LVL C, 1.00 1.00 1.00 1.00 F55= 32658 psiII Span 8.00 ft 1„= 0.50 ft size=1.75 x 9.25 C, 1.00 Fti= 3100 psi x1= 0.00 ft w1= 254 lbs/ft b= 1.750 in Cu 1.00 1.00 1.00 1.00 FbE/F,'= 10.53 II = 8.00 ft w2= 254 lbs/ft d= 9.250 in C, 1.00 1.00 1.00 1.00 Fe= 3084 psi Xa= 9.50 ft Pa= 0 lbs A= 16.19 in0 C, 1.00 F,.'= 290 psi Xb= 0.00 ft Pb= 0 lbs S= 24.96 in' Cv 1.033 F,,,= 750 psi ■ Xc= 0.00 ft Pc= 0 lbs I= 115.42 in4 Ct 0.995 E'= 2,000,000 psi R1= 1016 lbs V= 820 lbs El= 230,840 kip-int C1< 1.00 R2= 1016 lbs M= 2032 ft-lbs Fb= 3100 psi ■ LL Ar a=V 360 LLA= 0.08 inchs F,,= 290 psi Material Roseburg SCL TL AI,<n=L/ 240 TLA= 0.10 inchs E= 2000 ksi Grade 2.0E RigidLam®LVL II 77.5% /,= 1.03 ft E,,,,,_ 1016 ksi Load Duration,Ce TEN YEARS 1.0 OCCUP LIVE Fb'=(Fb)(Cd)(Ct)(CM)(Cr)(Cv or CL)(Cfu)=3,084 psi F,1= 750 psi Temperature Factor,C, DRY T<=100'F Fs'=(Fv)(Cd)(Ct)(CM)=290 psi Approx.weight „,`", '\lbs/ft Wet Service Factor,Ca MOISTURE CONT LESS THAN 19% ■ E=(E)(Ct)(CM)=2,000,000 psi R1 Req'd Bearing Width 1.00 in. Incising Factor,C, MEMBER IS NOT INCISED Fcl'=(FCl)(Ct)(CM)=750 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor C, MEMBER IS NOT REPETITIVE fb=977 psi<Fb'=3,084 psi Bending Capacity=31.7% M=2,032 ft-lbs<Mmax=6,413 ft-lbs Member 1.75 x 9.25 fv=76 psi<Ev'=290 psi Shear Capacity=26.2% Number of Plies 1 Ply ■ v=820 lbs<Vmax=3,130 lbs Max LL Defl=0.079 inches=L/1,210 LL Defl.Capacity=29.8% (1 Ply) 1.75 x 9.25,Roseburg SCL III RigidLam®LVL Max TL Dell=0.102 inches=L/938 TL Defl.Capacity=25.6% III Copyright©2017 Miller Consulting Engineers,Inc. 2,500 - o.000 _ ---_ E 2,0001. , -- �_ o.ozo 1,500 - 1 s o.oao 000 a ., o x 500 I , -0 060 1111> -, 0 0 ' -0.080- -500 { a "`_ -0.100- -- - --- _____ __-._ _. -1,000 1,500 -0.120 0 - r, « 2 2 2 e e Z ") 2 = e e e 2 2 2 2 ■ o e m ,,,, m o a n .e o a o ,, o m o m o r�She r- Distance(ft) -MomentIII Distance(ft) Notes: ■ ■ IN a ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred 111 040 Portland,OR 97219 MkLocation 8900-9000 SW Oak St.,Tigard, Oregon ■ Client AG Spanos Companies MILLER Phone 503.246.1250 . • CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 74 of 116 www.miller-se.com By Ckrd Date Page III III U 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fc E emirs Fce1= 386 psi ■ Post Mark INE End Copyright©2017 Miller Consulting Engineers,Inc. Co 1.00 1.00 Fce2= 29798 psi Post Material:DIMENSIONAL LUMBER Rbx 3.1 Grade:DF/L No.2 or Better C, �'1 1.00 RbY 7.4 ■ v size=(2)2 x 4 C, 1.00 1.00 1.00 1.00 Fbex 72399 psi exz�d,� x ext d1= 3.50 in CF 1.50 1.15 Fbey 12557 psi . ' d2= 3.00 in CM 1.00 1.00 1.00 1.00 KM 2300 IIPz I A= 10.50 in2 C, 1.00 1.00 1.00 1.00 KT 0.59 eyz Sx= 6.13 in3 CT 1.00 Fb.* 1350 psi ■ Height= 10.25 ft 1u1= 10.25 ft S,= 5.25 in3 Cv 1.00 Fb,* 1350 psi P1= 3048 lb lug= 1 ft Lel= 2.06 ft C x 1.00 Fbex/Fbx` 54 P2= 0 lb Mx„= 0 ft-lbs Lee= 18.86 ft CL„ 1.00 Fbe.,lFb1P 9 IN ex1= 0 in My,= 0 ft-lbs Fbx= 900 psi CD 0.23 Fc* 1553 psi ey1= 0 in M,s= 0 ft-lbs Fbt,= 900 psi Cfu 1.10 Fb; 1350 psi INey2 = 0 in Mr,= 19 ft-lbs Ex= 1600 ksi Cc 1.00 1.00 1.00 1.00 Fb; 1485 psi ey2= 0 in Kee= 1 Ey= 1600 ksi CE=Exterior wet use of SCL lumber Fc' 364 psi wx= 0 lbs/ft Ke2= 1 Ex,,;„= 580 ksi I C,P I 1.00 I 1.00 I I Fc',sill 625 psi ■ wy= 1.458333 lbs/ft lel= 10.25 ft Ey,,,;,,= 580 ksi C,,,=Single Pile Factor(piles only) Ex' 1600 psi lee= 1.00 ft Fc= 1350 psi I C„ I I I 1.00 I 1.00 Ey' 1600 psi lel/d1= 35.14 Fc,sill= 625 psi C„=Untreated Factor(piles only) Ex„„' 580000 psi ■ le2/d2= 4.00 c= 0.8 Ey,„,,' 580000 psi Ix= 10.72 in4 ■ I,= 7.88 in4 Material DIMENSIONAL UIMBER V Fbx'=(Fbx')(CL)(Cfu)=1,350 psi Grade DF/I.No.2«Belhr �' Fby'=(Fby`)(CL)(Cfu)=1,485 psi Load Duration,Co rev YEARS 1.0 OCCUP LIVE V . Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=364 psi Temperature Factor,C, T a=1000F v E'=(E)(Ct)(Cm)(Ci)=1,600 ksi Wet Service Factor,CM MOISTURE CONT IESSTIFNI19% V II fbx (Emin)(Ct)(Cm)(Ci)(CT)=580 ksi Incising Factor,Cl MEMBER IS NOTINCISED mr fbx=0 psi<Fbx'=1,350 psi Bending Capacity=2.9% Repetitive Factor Cr MEMBER IS NOT REPETITIVE V fby=43 psi<Fby'=1,485 psi Built up Member Yes ■ fc=290 psi<Fc'=364 psi Axial Capacity=79.8% Member (2)204 Sill PL? res e fc,sill=290 psi<Fc'=625 psi Sill Capacity=46.4% Sill PL Type DFp. V ■ Fire Treated? No V Combined Axial Compression and Bending Combined Capacity=66.6% II 3.9-3;2005 NDS page 20 (2)2 x 4,DIMENSIONAL LUMBER DF/L No.2 or Better column . with DF/L sill plate ■ . IN ■ ■ ' ■ IN ■ ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 . 11111 Suite One Hundred Portland,OR 97219 MkLocation 8900-9000 SW Oak St.,Tigard, Oregon ■ Client AG Spanos Companies MILLER1111 Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 75 of 116 www.miller-se.com By Ck'd Date Page II ENGINEERS ■ a U Balcony Ledger Design; II DL= 27 psf SL= 60 psf TL= 87 psf =27 psf+60 psf IITributary Width= 6 ft w= 522 plf =TL*Tributary Width=87 psf*6' C5= 1.00 II C„= 1.00 I '� 1.00 P e , III Geometry: Ledger Thickness= 1.5 in b I Ledger Depth= 13.25 in wi Sheathing Thickness= 0.5 in MMPI ■ -Main Member Thickness= 5.5 in III C•Jn D Illi____ Ledger Material= Douglas Fir-Larch mi111Ledger G= 0.50 I Main Member Mat.= Douglas Fir-Larch S Go _ Main Member G= 0.50 ■ Fasteners: Fastener Type= Simpson SDS Fastener Diameter= 1/4 in Fastener Length,L= 41/2 inII Threaded Length,T-E= 2.75 in Thread Engagement= 2.50 in IIPenetration= 2.50 in Penetration Factor= 1 Penetration>100 W= 172 lb/in/fastener . W'= 430 lb/fastener =172 lb/in*2.5"*1*1*1 V= 350 lb/fastener V'= 350 lb/fastener =350 lb*1*1*1*1 ■ Fastener Group Spacing= 16 in o.c. Gravity Load= 696 lb/group IIINo.of Fasteners= 4 per group Loaded Edge Distance= 1.00 in Unloaded Edge Distance= 1.00 inTi ■ Fastener Spacing= 3.75 in Fastener Location: Fastener 1= 12.25 in =13.25"-1" T2 Fastener 2= 850 in =12.25"-3.75" T3 ■ Fastener 3= 4.75 in =8.5"-3.75" Fastener 4= 1.00 in =4.75"-3.75" T4 Withdrawal: Fastener 1= 52 lb =36.1 lb*12.25"/8.5" ■ Fastener 2= 36 lb =(696lb*0.5")/(12.25"^2/8.5"+8.5"+4.75"^2/8.5"+1"^2/8.5") Fastener 3= 20 lb =36.11b54.75"/8.5" illFastener 4= 4 lb =20.2 Ib*1"/4.75" Shear: Fastener 1= 174 lb =696 lb/(4 fasteners) Fastener 2= 174 lb =696 lb/(4 fasteners) ■ Fastener 3= 174 lb =696 lb/(4 fasteners) Fastener 4= 174 lb =696 lb/(4 fasteners) II Angle,a: Fastener 1= 16.6 degrees =arctan(52 lb/174 Ib) Fastener 2= 11.7 degrees =arctan(36 lb/174 Ib) T \ Fastener 3= 6.6 degrees =arctan(20 Ib/174 Ib) \R . Fastener 4= 1.4 degrees =arctan(4 lb/174 Ib) V Resultant,R: Fastener 1= 182 lb =sgrt(52lb^2*1741b^2) Fastener 2= 178 lb =sgrt(361b^2*1741b^2) . Fastener 3= 175 lb =sqrt(20 Ib^2*174 Ib^2) Fastener4= 174 lb =sgrt(4lb^2*174Ib^2) IICapacity,Z5': Fastener 1= 210 lb =430*350/(430*cos(17)^2+350*cos(17)^2 Fastener 2= 201 lb =430*350/(430*cos(12)^2+350*cos(12)^2 Fastener 3= 196 lb =430*350/(430*cos(7)^2+350*cos(7)^2 IIIFastener 4= 193 lb =430*350/(430*cos(1)^2+350*cos(1)^2 Fastener Status: Fastener 1=210 lb>182 Ib,OK Fastener 2=201 lb>178 lb,OK IIFastener 3=196 Ib>175 Ib,OK Fastener 4=1.93 lb>174 Ib,OK I MI 0.25"dia.x 4.5"long Simpson SOS fasteners at 16"o.c.along ledger a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 II One Hundred E Portland,OR 97219 MkLocation 8900-9000 SW Oak St.,Tigard, Oregon ■ Client AG Spanos Companies MILLER Phone 503.246.1250 • CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 76 of 116 www.miller-se.com By Ck'd Date Page ENGINEERS ■ U • ■ PKAaeam Balcony Edge Beam Project ■ By: Date: Checked: Date: Page: ■ Description: Analysis Data: Units: English Beam Length=6. feet Number of Nodes=201 Properties-%=feet, E=ksi, I =In^9 Number of Elements =200 ■ X= 0; E=1300; I=678.98; Number of Degrees of Freedom=402 Moment Releases-X= feet Reactions: ■ Supports -X=feet, Displacement-inches, Rotation=radians X Vert Rot X=0; Disp=0; feet kips kin ft X= 3; Disp 0; 0-6.211e-009 Springs-X=feet, VSpring=kip/inch, RSnring=kip in/rad ■ 3.000 4.572 Point Loads-X=feet, PLoad=kips, Moment=kip ft Equilibrium: Uniform Loads-XStart a %End=feet, UStart a UEnd=kip/ft Force Reaction Diff %Start=0; XEnd= 6; UStart=-.762; UEnd=-.762; ■ Vert -9.572 4.572 0.000 kips Rot 13.716 -13.716 -0.000 kip ft ■ Min 6 Max values: (27D+ 1 00L)x 6'=762 MinShear = 2.286 kips at 3.000 feet plf (conservative) Max Shear = 2.286 kips at 3.00t feet ■ Min Moment = -3.929 kip ft at 3.000 feet MaX Moment =-5.973e-015 kip ft at 0 feet Min Rotation = -0.00014 radians at 0 feet Max Rotation = 0.0009797 radians at 6.000 feet ■ Min Deflection= -0.030230 iat 6.000 feet Max Deflection= 0.002380 inat 1.890 feet ■ ■ W ....3.30-Registered to Miller Consulting G g_s. ■ !/I/,, Seam rProject By: Date: Checked: Date: Page: • Reactions -kips, kip ft • ;e ,mS .t -t II Shear-kips .286000 1111 -2.286000 . Moment -kip ft ■ --- -_-.__ 29000 ■ Rotation- radians O nnn9RD. ■ ■ Deflection -inches ■ s _ -0.030 , ■ e inBeae 3.30-Registered to Miller Consul.,Engrs. II 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 ■ OS Suite One Hundred Portland,OR 97219 MkLocation 8900-9000 SW Oak St.,Tigard, Oregon • Client AG Spanos Companies MILLER ■ Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 77 of 116 www.miller-se.com By Ck'd Date Page ■ ENGINEERS U U IN .PV/izBeam Balcony Edge BeamIli Project: By: Date: Checked: Date: Page: . Description: Analysis Data: Units: English Beam Length=6. feet ■ Number of Nodes=201 Number of Elements=200 Properties-X=feet, E=ksi, I-rn"9 X=0; E=1600; I= 678.48; Number of Degrees of Freedom= 402 Moment Releases -X-feet Reactions: . Supports -X- feet, Displacement-inches, Rotation-radians % Vers kin ft X= 3; Disp= 0; 0 -1.143 ■ Springs-X=feet, VSpring=kip/inch, RSpring=kip in/rad 3.000 3.429 Point Loads-%= feet, PLoad=kips, Moment kip ft Equilibrium: . Uniform Loads-XStart S XEnd=feet, UStart S UEnd-kip/ft Force Reaction Diff XStart =3; %End= 6; UStart =-.762; UEnd=-.762; Vert -2.286 2.286 -0.000 kips ■ Rot 10.287 -10.267 0.000 kip ft Min S.Max values. Min Shear = -1.143 kips at 1.320 feet ■ Max Shear e 2.286 kips at 3.000 feet Min Moment = -3.429 kip ft at 3.000 feet Max Moment = 0 kip ft at 0 feet . Min Rotation =-0.0002274 radians aC 0 feet Max Rotation = 0.0009097 radians at 6.000 feet Min Deflection= -0.026656 in at 6.000 feet Max Deflection= 0.003151 in at 1.740 feet ■ • ■ W.nacam 3.30-Reg_scered to Miller 00000;ting Engrs. 1? aciam III Project: ll By: Date: Checked: Date: Page: Reactions- kips, kip ft ■ .g3 T ■ Shear -kips 11112.286000 ■ Moment -kip ft ■ .n nnnnnn 11111�.. --"T=3429000 ' Rotation-radians ' ,,, ■ --D.0UV[[I ■ Deflection- inches ■ 0 003151 ■ abacus 3.30- eg__even co Miller Coeaourcny crass. ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 III One Hundred Art Portland,OR 97219 MLocation 8900-9000 SW Oak St.,Tigard, Oregon . Client AG Spanos Companies MILLER Phone 503.246.1250 11111 CONSULTING Fax 503.246.1395 ByELD Ck'd ARL Date 9.28.2017 Pa a 78 of 116 www.miller-se.com Page U I I 1 2012 National Design Specification for Wood Construction(ASD) Redaction Bending F, Shear F, Bearing F, E&E,,,„, Re= 12.67 OK<50 Mark'Cantilever Balcony Edge Beam Material:DIMENSIONAL LUMBER Co 1.00 1.00 E'„,,„ 580,000 psi Grade:OF/L No.2 or Better C, 1.00 1.00 1.00 1.00 Fps= 4338 psi ill Span 6.00 ft C„= 6.00 ft size=4 x 14 CF 1.00 Fe'= 900 psi x1= 0.00 ft w1= 0 lbs/ft b= 3.500 in C,, 1.00 1.00 1.00 1.00 FeE/Fb'= 4.82 Ux2= 6.00 ft w2= 0 lbs/ft d= 13.250 in C, 1.00 1.00 1.00 1.00 Fy= 889 psi Xa= 0.00 ft Pa= 0 lbs A= 46.38 in' C, 1.00 F,= 180 psi Xb= 0.00 ft Pb= 0 lbs S= 102.41 in' Co 1.000 F„'= 625 psi 11 Xc= 0.00 ft Pc= 0 lbs I= 678.48 in` Ci 0.987 E'= 1,600,000 psi R1= 0 lbs V= 2286 lbs E'1= 1,085,561 kip-in' Cf„ 1.00 R2= 4572 lbs M= 3429 ft-lbs Fb= 900 psi LL Am.=L/ 360 LL d= 0.06 inchs F,= 180 psi Material DIMENSIONAL LUMBER TL 4„„,;,=L/ 240 TL A= 0.10 inchs E= 1600 ksi Grade DF/L No.2 or Better LL 62.5% l,= 12.36 ft E,,,,= 580 ksi Load Duration,Cr, TEN YEARS 1.0 OCCUP LIVE Fb'=(Fb)(Cd)(Ct)(CF)(CM)(Ci)(Cr)(CL)(Cfu)=889 psi F,i= 625 psi Temperature Factor,C, DRY T<=100'F a Fv'=(Fv)(Cd)(Ct)(CM)(C:)=180 psi Approx.weight 9'm2 ,,v,`lbs/ft Wet Service Faster CM MOISTURE CONT LESS THAN 19 E'=(E)(Ct)(CM)(Ci)=1,600,000 psi R1 Req'd Bearing Width 1.00 in. (noising Factor,C, MEMBER IS NOT INCISED Fc1'=(Fci)(Ct)(CM)(Ci)=625 psi R2 Req'd Bearing Width 2.09 in. Repetitive Factor C, MEMBER IS NOT REPETITIVE alfb=402 psi<Fb'=889 psi Bending Capacity=45.2% , M=3,429 ft-lbs<Mmax=7,583 ft-lbs Member 4 x 14 fv=74 psi<Fv'=180 psi Shear Capacity=41.1% Number of Plies 1 Ply 111 V=2,286 lbs<Vmax=5,565 lbs Max LL Defl=0.063 inches=L/1,152 LL Defl.Capacity=31.3% (1 Ply) 4 x 14,DIMENSIONAL LUMBER IIIDF/L No.2 or Better Max TL Defl=0.100 inches=L/720 TL Dell.Capacity=33.3% illCopyright©2017 Miller Consulting Engineers,Inc. 1 1 1.000^ - - 1 0.900 III 1 0.800 1 _ 0.700 111 ci 1 0.600 -- 1 0.500 x III 2 0 0 0.400 0 0.300 ill 0 0.200 I o 0.100 II0 ... . A... 0.000 ,,, e o e2 ,;,,.g , w ,., ry w m n m a e e n w m - 0 - ry 0 r 0io, o, ,n v a v v u n n w u =Shear Moment Distance(ft) Distance(ft) IIINotes: a AI a a 11 al I 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 IIII at Suite One Hundred Portland,OR 97219 III 1111 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLERlil Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 79of116 www.miller-se.comIII By Ck'd Date Page ENGINEERS a a a2012 National Design Specification for Wood Construction(ASD) Reduction Bending Fe Shear F, Bearing F. E 8 E,,,„, Re= 488 OK<50 Mark(Sleepers at Balcony I Material:DIMENSIONAL LUMBER Co 1.00 1.00 E'm,n 580,000 psi IISpan 16 in oc Grade:DF/L No.2 or Better C, 1.00 1.00 1.00 1.00 Fcs= 29223 psi Span 2.00 ft l„= 2.00 ft size=2 x 6 CF 1.30 F5*. 1346 psi x1= 0.00 ft w1= 86.66667 lbs/ft b= 1.500 in C. 1.00 1.00 1.00 1.00 FbE/Fb'= 21.72 INx2= 2.00 ft w2= 86.66667 lbs/ft d= 1.250 in C; 1.00 1.00 1.00 1.00 Fe= 1346 psi Xa= 0.00 ft Pa= 0 lbs A= 1.88 ins Cr 1.15 F„= 180 psi Xb= 0.00 ft Pb= 0 lbs S= 0.39 in' Cv 1.000 F„'. 625 psi III Xc= 0.00 ft Pc= 0 lbs I= 0.24 in° Cl_ 1.000 E'= 1,600,000 psi R1= 87 lbs V= 78 lbs El= 391 kip-int Cfu 1.00 SIR2= 87 lbs M= 43 ft-lbs F,,= 900 psi LL lama=U 360 LL = 0.05 inchs F,= 180 psi Material DIMENSIONAL LUMBER TL 4i„„x=L/ 240 TLA= 0.08 inchs E= 1600 ksi Grade DF/L No.2 or Better II %LL 62.5% to= 3.57 ft Em;„= 580 ksi Load Duration,Co TEN YEARS 1.0 OCCUP LIVE Fb'=(Fb)(Cd)(Ct)(CF)(CM)(Ci)(Cr)(CL)(Cfu)=1,346 psi F,1= 625 psi Temperature Factor,C, DRY T<=100°F S Fv'=(Fv)(Cd)(Ct)(CM)(CII=180 psi Approx.weight` 0.4e '.lbs/ft Wet Service Factor,CM MOISTURE CONT LESS THAN 19% E'=(E)(Ct)(CM){Ci)=1,600,000 psi RI Req'd Bearing Width 1.00 in. Incising Factor,Ci MEMBER IS NOT INCISED Fcl'=(Fc1)(Ct)(CM)(CI)=625 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor Cr MEMBER IS REPETITIVE 5 fb=1,331 psi<Fb'=1,346 psi Bending Capacity=98.9% . M=43 ft-lbs<Mmax=44 ft-lbs Member 2 x 6 fv=62 psi<En'=180 psi Shear Capacity=34.5% Number of Plies 1 Ply II V=78 lbs<Vmax=225 lbs Max LL Defl=0.050 inches=L/480 LL Deft.Capacity=74.9% (1 Ply) 2 x 6,DIMENSIONAL LUMBER . DF/L No.2 or Better Max TL Defl=0.080 inches=L/300 TL Dell.Capacity=79.9% U Copyright©2017 Miller Consulting Engineers,Inc. III 100 0.000 80 (11111--_ 0.010 III 60 l� 0.020 40 � ' '. 20 -0.030- 4 x -20 -0.050 -40 0.060. 60 0.070- -80 -0.080 , -100 '- 0 0 0 0 0 0 0 0 0 0.090 0 mshee m e o = = o 0 o v a o 0 0 g 7, - _ _ 11 _ '.. I -Moment Distance(ft) - mDistance 161111 r Notes: III r I r II II IR 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 ■ NS Suite One Hundred Portland,OR 97219 III Mk Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLERII Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 81 of 116 www.miller-se.com By Ck'd Date Page II ENGINEERS IN p a r 2012 National Design Specification for Wood Construction(ASD) Reduction Bending F, Shear F„ Bearing Fu E&E,;,, Ra= 2.04 OK<50 r Mark Exterior Beam at Lofts Material:Roseburg SCL Co 1.00 1.00 Erne 1,016,000 psi Grade:2.0E RigidLam®LVL Cr 1.00 1.00 1.00 1.00 F33= 293923 psi 5 Span 12.25 ft t„= 0.50 ft size=1.75 x 9.25 CF 1.00 F3= 3100 psi x1= 0.00 ft w1= 400 lbs/ft b= 5.250. in Ca 1.00 1.00 1.00 1.00 Fcc/Fb'= 94.81 1111x2= 12.25 ft w2= 400 lbs/ft d= 9.250 in Cr 1.00 1.00 1.00 1.00 F,,'-= 3098 psi Xa= 0.00 ft Pa= 0 lbs A= 48.56 in2 Cr 1.00 F,= 290 psi Xb= 0.00 ft Pb= 0 lbs S= 74.87 in3 Cr, 1.033 F,'-= 750 psiIIP x.. 0.00 ft Pc= 0 lbs I= 346.26 in4 Cr_ 0.999 E'= 2,000,000 psi R1= 2450 lbs V= 2142 lbs El= 692,521 kip-int Ctu 1.00 R2= 2450 lbs M= 7503 ft-lbs Fb= 3100 psi 5 LL 41,1(=U 360 LL 6,= 0.19 inchs F„= 290 psi Material Roseburg SCL TL Ogn,r,=U 240 TLA= 0.30 inchs E= 2000 ksi Grade 2.0E RigidLam®LVL %LL 62.5% la= 1.03 ft Ee,;,,= 1016 ksi Load Duration,Co TEN YEARS 1.0 OCCUP LIVE IIII Fb'=(Fb)(Cd)(Ct)(CM)(Cr)(Cv or CL)(Cfu)=3,098 psi F 750 psi Temperature Factor,Cr DRY T<=100°F Fv'=(Fv)(Cd)(Ct)(CM)=290 psi Approx.weight -31801.`''lbs/ft Wet Service Factor,Cr, MOISTURE CONT LESS THAN 19% IS E'=(E)(Ct)(CM)=2,000,000 psi R1 Req'd Bearing Width 1.00 in. Incising Factor,C, MEMBER IS NOT INCISED Fcl'=(Fc1)(Ct)(CM)=750 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor C, MEMBER IS NOT REPETITIVE IIII fb=1,203 psi<Fb'=3,098 psi Bending Capacity=38.8% M=7,503 ft-lbs<Mmax=19,330 ft-lbs Member 1.75 x 9.25 fv=66 psi<Fe'=290 psi Shear Capacity=22.6% Number of Plies 3 Plies 5 v.2,142 lbs<Vmax=9,389 lbs Max LL Defl=0.187 inches=L/786 LL Defl.Capacity=45.8% (3 Plies) 1.75 x 9.25,Roseburg SCL 112.0E RigidLame LVL Max TL Dell=0.299 inches=L/491 TL Defl.Capacity=48.9% r Copyright©2017 Miller Consulting Engineers,Inc. 10,000 - - - - - 0.000-, ______ • 8,000 - -0.050 i III 6,000 \ -0.100-, ak 1 II a 4,000 = -0.150 IIIIIMIk z Tr > - 2,000 2 :::: IMPr I 0 . -2,000 -0.300 III 4,000 ' a r r „ < < LI 2 2 2 2 2 2 -0.350 r r . m < . . . m e M m r r1=3shear -Moment Distance(ft) Distance(ft) III Notes: r is r I I r III 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 ■ Suite One Hundred ES Portland,OR 97219lb 8900-9000 SW Oak St.,Tigard,Oregon Location gIN Client AG Spanos Companies MILLER Phone 503.246.1250 a CONSULTING Fax 503.246.1395 ELDARL 9.28.2017 82 of 116 www.miller-se.com By Ck'd Date Page ENGINEERS IIII N I a a a a GAME ROOM PLAN a Bearing Wall Above III Roof= (15+25)*(20'/2) =400 plf Loft= (27+40)*(1272)+10.75'x8=488 plf III 5= (42+40)*(35'/2) = 1435 plf 4= 1435 plf Roof girder truss point load = a Total=3758 plf (15+25)(15'/2)(2072) =3000 lb a 27-0" a 1 0 iii a 7.4 k n2 l 3000 lb (from above) + ,� 600lb a 18.0k .6k r- =3.6k 111q 3X6 decking 25.3k 0 m — w, = (42+40)(27/2) ✓ '� 1 = 1157 plf a 20.3k 10.8k Wall Above r o -31- Roof=0 Loft=0 5= (42+40)(3572) = 1435 plf r 2 a Total=2870 plf a 28.4k f a i. 30'-0" JN. w2= (42+40)psf (3072) = 1280 plf a a ■ a a r II 9570 SW Barbur BlvdProject Name Tigard Apartments Project# 161 194 a Art Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard,Oregon ■ Mi Client AG Spanos Companies a MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 83 of 116 www.miller-se.com By Ck'd Date Page III ENGINEERS a t 2012 National Design Specification for Wood Construction(ASD) Reduction Bending F, Shear F, Sawing F, E Si Ems;,, Rs= 0.00 OK<50 II Mark 3x Decking Material:DIMENSIONAL LUMBER Co 1.00 1.00 E'mM= 620,000 psi Grade:Commercial DF C, 1.00 1.00 1.00 1.00 F.E. 1 psi III Span 6.00 ft t„= 0.00 ft size=3x6 C. 0.80 Ft,`= 1320 psi x1= 0.00 ft w1= 67 lbs/ft b= 12.000 in Ce 1.00 1.00 1.00 1.00 Ft,E/F,*= 0.00 x2= 6.00 ft w2= 67 lbs/ft d= 2.500 in C, 1.00 1.00 1.00 1.00 Fe= 1320 psi III Xa= 0.00 ft Pa= 0 lbs A= 30.00 int Cr 1.00 F,.'= 180 psi Xb= 0.00 ft Pb= 0 lbs S= 12.50 in' C. 1.000 F,i= 625 psi ■ Xc= 0.00 ft Pc= 0 lbs I= 15.63 in` C,_ 1.000 E'= 1,700,000 psi R1= 201 lbs V= 187 lbs El= 26,563 kip-int C15 1.00 R2= 201 lbs M= 302 ft-lbs F5= 1650 psi t LL Aka=L/ 360 LLA= 0.11 inchs F,= 180 psi Material DIMENSIONAL LUMBER TL'tent=L/ 240 TL 0= 0.07 inchs E= 1700 ksi Grade Commercial DF %LL 149.3% e,= 0.00 ft Em,,= 620 ksi Load Duration,Co TEN YEARS 1.0 OCCUP LIVE IIII Fb'=(Fb)(Cd)(Ct)(CF)(CM)(Ci)(Cr)(CL)(Cfu)=1,320 psi Fa= 625 psi Temperature Factor,Ct DRY T<=100°F Fe'=(Fv)(Cd)(Ct)(CM)(CI)=180 psi Approx.weight "719 lbs/ft Wet Service Factor,CM MOISTURE CONT LESS THAN 19% ■ E'=(E)(Ct)(CM)(Ci)=1,700,000 psi R1 Req'd Bearing Width 1.00 in. Incising Factor,Ci MEMBER IS NOT INCISED Fc.L'=(Fc1)(Ct)(CM)(Ci)=625 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor C, MEMBER IS NOT REPETITIVE fb=289 psi<Fb'=1,320 psi Bending Capacity=21.9% M=302 ft-lbs<Mmax=1,375 ft-lbs Member 2 x 6 fv=9 psi<Fs'=180 psi Shear Capacity=5.2% Number of Plies 1 Ply1111 V=187 lbs<Vmax=3,600 lbs Max LL Defl=0.110 inches=L/655 LL Deft.Capacity=55.0% (1 Ply) 3x6 T&G Decking Commercial DF ■ Max TL Dell=0.074 inches=L/977 TL Defl.Capacity=24.6% Use 4x decking for ease of conn. II Copyright©2015 Miller Consulting Engineers,Inc. 7 III 400 - �.- o.000 300 - -0.010 III 200 f -0.020. sr -0.030 ■ a 100 e , I -0.040 • 0 " G111 0 o.oso 100 IIIo.oso -200 -0.070- -300 a 0 0 0 0 : : r .' m m M < < < � m = -0.080 o = ee - - . = rm < . ee =Shear -Moment Distance(ft) Distance tel Il - Notes: N III ■ II ✓ ✓ ' III 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 II One Hundred a Portland,OR 97219 IlliLocation 8900-9000 SW Oak St.,Tigard, Oregon . Client AG Spanos Companies MILLER Phone 503.246.1250 U CONSULTING Fax 503.246.1395 ByELD Ck'd ARL Date 9.28.2017 Page 84 of 116 www.miller-se.comIII ■ a a NI kl/rzBeam Game Room Beam 1 Project . By: Data: Checked: Date: Page: Description: Analysis Data: a Steel Beam at Game Room Beam Length= 18.5 feet Units: English Number of Nodes=201 Number of Elements=200 II Properties-X=feet, E=ksi, I=in^4 Number of Degrees of Freedom=402 X=0; E=29000; 1-800; Reactions: Moment Releases-X=feet X Vert Rot ■ Supports -X=feet, Displacement=inches, Rotation=radians feet kip ft X=0; Disp=0; X= 18.5; Disp=0; 0 2:::: 18.500 28.426 Springs -X=feet, VSpring=kip/inch, RSpring=kip in/rad ■ Point Loads-X=feet, PLoad=kips, Moment =kip ft 'equilibrium: X-10; PLoad=-31.3; Force Reaction Diff Uniform Loads-XStart &X£nd=feet, UStart a UEnd=kip/ft a XStart =0; %End=10; UStart=-1.157; UEnd=-1.157; Vert -53.750 53.750 -0.000 kips XStart=10; XEnd=10.5; USt art--1.280; UEnd -1.280; Rot 525.890 -525.890 0.000 kip ft Min a Max values: II Min Shear = -28.426 kips at 18.500 feet Max Shear n 25.324 kips at 0 feet Min Moment =-1.059e-012 kip ft at 18.500 feet . Max Moment = 195.385 kip ft at 10.000 feet Min Rotation = -0.006235 radians at 18.500 feet Max Rotation = 0.005987 radians at 0 feet Min Deflection= -0.442318 in at 9.444 feet 1111Max Deflection = 0 in at 0 feet ■ ■ WinBeam 3.30-Registered to Miller Consulting Engrs. II > rzBeam 1111 Project: By: Date: Checked: Date: Page: ■ Reactions-kips, kip ft 1 1111m 1 T ■ Shear-kips ;25.323514 ■ -28.f2-64-867 ■ Moment - kip ft ___.1195._385135 . Rotation -radians 87 Ill . Deflection-inches II0 n nnnn ■ WinBeam 3.30-Registered to Miller consulting Engrs. 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 aSuite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard,Oregon • Client AG Spanos Companies MILLERE R Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 85 of 116 www.miller-se.com By Ck'd Date Page . ENGINEERS ■ a a 1A67earIN Game Room Beam 2 - Project IIIBy: Date: Checked: Date: Page: Description: Analysis Data: ■ Steel Beam at Game Room Beam Length= 19.5 feet Number of Nodes=201 Units: English Number of Elements=200 Properties -X=feet, E=kai, I _n^9 Number of Degrees of Freedom=402 II X=0; E= 29000; 1=800; Reactions: Moment Releases -X= feet X Vett Rot Supports -X= feet, Displacement=inches, Rotation=radians feet kips kip ft III X=0; Disp- 0; 0 35.195 X=19.5; Disp=0; 19.500 18.003 Springs-X=feet, VSpring=kip/inch, RSpring=kip in/rad . Point Loads -X=*feet, PLoad=kips, p Equilibrium: Moment=k' ft X=11.5; PLoad=-3; 1 Force Reaction Diff Uniform Lads -XStart s XEnd=feet, UStart d UEnd=kip/ft vert -53.198 53.196 -0.000 kips 11XStart== 0; XEnd=19.5; UStart= -.30B; UEnd= -.308; Rot 351.063 -351.062 0.000 kip ft /Floor Load XStart= 0; XEnd=19.5; UStart =-.050; UEnd=-.050; XStart= 0; XEnd= 11.5; UStart=-3.758; UEnd=-3.758; Min 6 Max values: . Min Shear - -18.003 kips et 19.500 feet Max Shear = 35.195 kips at 0 feet IIMin Moment =-7.733e-012 kip ft at 19.500 feet Max Moment = 150.469 kip ft at 8.576 feet Min Rotation = -0.005281 radians at 19.500 feet Max Rotation = 0.006074 radians at 0 feet Min Deflection= -0.422001 in at 9.356 feet IIMax Deflection= 0 in at 0 feet a a w_nneam 3.30-Registered ro Miller Conae100ag Coots. ■ lr7BBa/7'7 Project I • By: Date: Checked: Date: Page: 11/Reactions - kips, kip ft — ■ T 1 Shear-kips IN 5.194795 ■ Moment-kip ft NI - _ 3207 ,]50.46 III Rotation - radians III o_0ew�a II Deflection- inches -0 000000 elneeam 3.30-Registered to Miller Conoultin4 mgrs. ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 IllSuite One Hundred dr, Portland,OR 97219 1111 Location 8900-9000 SW Oak St.,Tigard, Oregon a Client AG Spanos Companies MILLER Phone 503.246.1250 • CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 86 of 116 w ww.miller-se.com By Gk'd Date Page III 1111 • • WiiBeam Game Room Beam 3 ■ Project • By: Date: Checked: Date: Page: ■ Description: Analysis Data: Steel Beam at Game Roam Beam Length=19.5 feet ■ Units: English Number of Nodes-Number of Elements201200 Properties -X=feet, E=ksi, I=rn^4 Number of Degrees of Freedom= 402 X= 0; E=29000; I= 800; Reactions: ■ Moment Releases -X=feet X Vert Rot Supports -X=feet, Displacement=inches, Rotation=radians feet kips kip ft X=0; Disp 0; ■ X= 19.5; Disp= 0; 0 6.796 19,500 20.337 Springs-X=feet, VSpring=kip/inch, RSpring=kip in/rad Point Loads-X=feet, ?Load=kips, Moment=kip ft Equilibrium: ■ Uniform Loads-XStart a XEnd=feet, UStart a UEnd=kip/ft Force Reaction Diff XStart=0; XEnd= 19.5; UStart--.050; UEnd--.050; XStart= 0; XEnd=19.5; UStart=-.164; UEnd=-.164; Vert -27.133 27.133 -0.000 kips XStart= 11.5; XEnd= 19.5; OStart=-2.870; UEnd=-2.870; Rot 396.567 -396.567 0.000 kip ft ■ Min a Max values: ■ Min Shear = -20.337 kips at 19.500 feet Max Shear 6.796 kips at 0 feet Min Moment = 3.25e-013 kip ft at 0 feet Max Moment = 67.051 kip ft at 12.866 feet Min Rotation = -0.002751 radians at 19.500 feet ■ Max Rotation 0.002107 radians at 0 feet Min Deflection= -0.175924 inat 10.623 feet Max Deflection- 0 in at 0 feet • ■ ■ Winbeae 3.30-Registered to Mi-ler Consulting snot's. • W;e7Beam Project: ■ By: Date: Checked: Date: Page: Reactions-kips, kip ft _ _ ■ ■ 1 1 Shear-kips ■ ■ -20.3367 Moment -kip ft ■ ■ Rotation-radians ■ 7 • Deflection-inches i onnnnn ■ ...cam 3.30-Registered ca.Killer Consulting Engzs. 11111 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 • Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon ■ Client AG Spanos Companies . MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 87 of 116 www.miller-se.com By Ck'd Date Page ■ ENGINEERS ■ • • Steel Column/Beam Design-AISC 13th Addition . Shape: HSS Shape Capacity=0.85 <1.0 In-Wall Column at Game Room Size: 5X3X3/8 ASD Axial Capacity,Chapter E • Pr= 51.30 k,axial compression load Aeff= 3.86 in2 Mrx= 0.50 ft-k,strong axis moment Qa= 1 (Section E7,pg 16.1-42) • Mry= 0.00 ft-k,weak axis moment Fe„= 58.80 ksi,(Section E3 pg 16.1-33) Vrx= 0.00 k,strong axis shear Fey= 25.83 ksi,(Section E3 pg 16.1-33) ■ Vry= 0.00 k,weak axis shear Fcrx= • 33.16 ksi,(Section E3 pg 16.1-33) Tr= 0.00 ft-k,torsional load Fcr y= 21.83 ksi,(Section E3 pg 16.1-33) . Kx= 1.00 (Table C-C2.2,pg 16.1-240) Pnx= 158 K(Section E3 pg 16.1-33) Ky= 1.00 (Table C-C2.2,pg 16.1-240) Pny= 104 k,(Section E3 pg 16.1-33) ■ L3= 10.00 ft Moment Capacity,Chapter F Ly= 10.00 ft Seffx= 5.64 in' . Lv= N/A ft,(for round shapes) Seffy= 3.26 in3 KL/r x= 69.77 Mnx= 28.14 ft-k,(Section F7 pgs 16.1-55,56) ■ KL/r y= 105.26 Mny= 19.55 ft-k,(Section F7 pgs 16.1-55,56) E= 29000 ksi Shear Capacity:Chapter G ■ Fy= 46 ksi kv= 5 (Section G5,pg 16.1-68) Ag= 4.78 in2 Cvx= 1.00 (Section G2,pg 16.1-65) . t= 0.349 in Cvy= 1.00 (Section G2,pg 16.1-65) Zx= 7.34 in3 Awx= 2.75 int,(Section 65,pg 16.1-68) . Zy= 5.1 in3 Awl= 1.36 in',(Section G5,pg 16.1-68) Sx= 5.65 in3 Fcr= N/A ksi,(Section G6,pg 16.1-68) ■ Sy= 4.16 in3 Vnx= 76.0 k,(Section G2,pg 16.1-65) lx= 14.1 Ino Vny= 37.7. k,(Section G2,pg 16.1-65) ■ ly= 6.25 1114 • Torsional Capacity:Chapter H rx= 1.72 in Fcr= 27.60 ksi,(Section H3 pg 16.1-75) ■ ry= 1.14 in C= 8.44 torsional shear constant Section is Compact in the strong axis(x) Tn= 19.4 ft-k,(Section H3 pg 16.1-74) Section is Compact in the weak axis(y) Allowable Capacties: Rn/n(ASD);Rn*4)(LRFD) • (ASD) Pc,k Mc,ft-k Vc,k Tc,ft-k x-axis 62.5 16.8 45.5 11.6 • y-axis 11.7 22.5 Interaction Equations: • Pr/Pc= 0.82 . Tr/Tc= 0.85 <1.0 OK • . Equation H1-1a,AISC 13 ed.,pg 16.1-70 Use HSS 5X3X3/8 in Wall . • Use HSS 6x6x3/8 in • room, okay by . inspection • • 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 ■ Suite One Hundred at Portland,OR 97219 8900-9000 SW Oak St.,Tigard, Oregon Location g ■ Client AG Spanos Companies MILLER Phone 503.246.1250 • CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 88 of 116 www.miller-se.com By Ck'd Date Page ■ ENGINEERS a a . 2012 National Design Specification for Wood Construction(ASD) Reduction Bending F. Shear F, Bearing F,i E&E„, Re= 6.98 OK<50 Mark Header at Game Room I Material:Roseburg SCL Co 1.00 1.00 E'min= 1,016,000 psi II Span 2.0E RigidLam®LVL C, 1.00 1.00 1.00 1.00 Foe= 25035 psi Span 6.00 ft l„= 6.00 ft size=1.75 x 9.25 Cr 1.00 F5' 3100 psi x1= 0.00 ft w1= 100 lbs/ft b= 5.250 in Cr, 1.00 1.00 1.00 1.00 For/F5'= 8.08 ■ x2= 6.00 ft w2= 100 lbs/ft d= 9250 in Ci1.00 1.00 1.00 1.00 F6= 3078 psi Xa= 3.00 ft Pa= 7400 lbs A= 48.56 in' C, 1.00 F„'= 290 psi Xb= 0.00 ft Pb= 0 lbs S= 74.87 in' Cr 1.033 F,' 750 psi ■ Xc= 0.00 ft Pc= 0 lbs I= 346.26 in° C1 0.993 E'= 2,000,000 psi R1= 4000 lbs V= 3923 lbs El= 692.521 kip-in' Cfe 1.00 ■ R2= 4000 lbs M= 11458 ft-lbs Fo= 3100 psi LL Ap,,,rt=U 360 LL = 0.06 inchs F,= 290 psi Material Roseburg SCL - TL Aima=U 240 TL A= 0.09 inchs E= 2000 ksi Grade 2.0E RigidLam®LVL ■ %LL 62.5% l,= 12.09 ft Em;,,= 1016 ksi Load Duration,Co TEN YEARS 1.0 OCCUP LIVE Fb'=(Fb)(Cd)(Ct)(CM)(Cr)(Cv or CL)(Cfu)=3,078 psi F,5,= 750 psi Temperature Factor,C, DRY T<=100°F ■ Fe'=(Fv)(Cd)(Ct)(CM)=290 psi Approx.weight 11 SE:;: lbs/ft Wet Service Factor,CM MOISTURE CONT LESS THAN 19°!0 E'=(E)(Ct)(CM)=2,000,000 psi R1 Req'd Bearing Width 1.02 in. Incising Factor,C, MEMBER IS NOT INCISED Fc.L'=(Fc.)(Ct)(CM)=750 psi R2 Req'd Bearing Width 1.02 in. Repetitive Factor C, MEMBER IS NOT REPETITIVE ■ fb=1,837 psi<Fb'=3,078 psi Bending Capacity=59.7% . M=11,458 ft-lbs<Mmax=19,206 ft-lbs Member 1.75 x 925 1111fv=121 psi<Fe'=290 psi Shear Capacity=41.8% Number of Plies 3 Plies V=3,923 lbs<Vmax=9,389 lbs Max LL Deft=0.058 inches=L/1,245 LL Defl.Capacity=28.9% (3 Plies) 1.75 x 9.25,Roseburg SCL ■ 2.0E RigidLam®LVL Max TL Defl=0.093 inches=L/778 TL Defl.Capacity=30.8% ■ Copyright®2017 Miller Consulting Engineers,Inc. a14,000 0.000 12,000 -0.010 , III 10,000 __ RIIIIIIIIIIIMIIIIMIIIMIIIINIII � -0.020 111111111, $,OCC -0.030 IIIa 6,000 - -0.040 Z 4,000 .. .IIMIIIPrAIMIIIMIMNMII. ■ 2,000 1 ii 0 -0.060 0 ,-2,000 -0.070 111111111111111111111111111.11 , 0.080 4,000 -0.090- ■ 6,0000 0 0 0 7i 7..i r m m M a e m -0.100van o r m e < a =Shear o e �, n m -Moment Distance(ft) Distance(ft) 1111 Notes: ■ a III ■ ■ IIII ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 . Suite One Hundred St Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon II Client AG Spanos Companies MILLER ■ Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 89of116 www.miller-se.com By Ck'd Date Page ■ ENGINEERS • • Steel Column/Beam Design-AISC 13th Addition Shape:W Shape Capacity=0.95 <1.0 Typ Gym Beam • Size: 18X50 ASD Axial Capacity,Chapter E • Pr= 0.00 k,axial compression load Aeff= 14.06 In' Mrx= 238.23 ft-k,strong axis moment Q= 0.96 . Mry= 0.00 ft-k,weak axis moment Qs= 1.00 (Section E7,pg 16.1-40) Vrx= 32.30 k,strong axis shear Qa= 0.96 (Section E7,pg 16.1-42) . Vry= 0.00 k,weak axis shear Fex= 124.4 ksi,(Section E3 pg 16.1-33) Kx= 1.00 (Table C-C2.2,pg 16.1-240) Fey= 21645.3 ksi,(Section E3 pg 16.1-33) ■ Ky= 1.00 (Table C-C2.2,pg 16.1-240) Fcrx= 40.7 ksi,(Section E3 pg 16.1-33) Lbx= 29.50 ft Fcry= 47.8 ksi,(Section E3 pg 16.1-33) ■ Lby= 0.50 ft Pnx= 599 k,(Section E3 pg 16.1-33) KL/r x= 47.97 Pny= 702 k,(Section E3 pg 16.1-33) . KUr y= 3.64 Moment Capacity,Chapter F E= 29000 ksi Cb= 1 Fy= 50 ksi Mnx= 420.8 ft-k,(section F2 pg.16.1-47) . d= 18 in Mny= 69.2 ft-k,(section F6 pg.16.1-54) Ag= 14.70 in2 Shear Capacity:Chapter G • tf= 0.57 in kvx= 5 (Section G2,pg 16.1-65) bf= 7.5 in kvx= 1.2 (Section G7,pg 16.1-68) ■ tw= 0.355 in Cvx= 1.00 (Section G2,pg 16.1-65) hw= 16.05 in Cvy= 1.00 (Section G2,pg 16.1-65) . Zx= 101 in3 Awx= 6.39 in',(Section G5,pg 16.1-68) Zy= 16.6 in3 Awy= 8.55 in',(Section G5,pg 16.1-68) . Sx= 88.9 in3 Vnx= 191.7 k,(Section G2,pg 16.1-65) Sy = 10.7 in3 Vny= 256.5 k,(Section G2,pg 16.1-65) ■ Ix= 800 in4 Allowable Capacties: Rn/f2(ASD);Rn*P(LRFD) l = 40.1 in4 (ASD) Pc,k Mc,ft-k Vc,k Y ■ rx= 7.38 in x-axis 358.4 252.0 127.8 Ty= 1.65 in y-axis 41.4 171.0 ■ J= 1.24 in4 Interaction Equations: Cw= 3040 in6 ■ Section is Compact in the flange for flexure Pr/Pc= 0.00 <0.2,Equation H1-lb controls Section is Compact in the flange for compression 0.95 <1.0 OK Section is Compact in the web for flexure Equation H1-1b,AISC 13 ed.,pg 16.1-70 • Section is Slender in the web for compression Use W 18X50 • WSW 50 plf V=R1=R2 32.3025 k w 1968 plf M 238.2309 ft-k • wwalls 172 plf Delta 1.608521 in wtpt 2190 plf L/ 220.078 • L 29.5 ft Camber beam E 29000 • I 800 • See steel gym king stud for column calc • ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 . Suite One Hundred ES Portland,OR 97219 Mb Location 8900-9000 SW Oak St.,Tigard, Oregon ■ Client AG Spanos Companies MILLER Phone 503.246.1250 • CONSULTING Fax 503.246.1395 ByELD Ck'd ARL Date 9.28.2017 Pae 90 of 116 www.miller-se.com g ENGINEERS • a a Steel Column/Beam Design-AISC 13th Addition ■ Shape:W Shape Capacity=0.95 <1.0 South Gym Beam Size: 18X71 ■ ASD Axial Capacity,Chapter E Pr= 0.00 k,axial compression load Aeff= 20.80 in2 Mrx= 345.27 ft-k,strong axis moment Q= 1.00 111 Mry= 0.00 ft-k,weak axis moment Qs= 1.00 (Section E7,pg 16.1-40) Vrx= 46.82 k,strong axis shear Qa= 1.00 (Section E7,pg 16.1-42) IIIVry= 0.00 k,weak axis shear Fex= 128.5 ksi,(Section E3 pg 16.1-33) Kx= 1.00 (Table C-C2.2,pg 16.1-240) Fey= 22977.0 ksi,(Section E3 pg 16.1-33) ■ Ky= 1.00 (Table C-C2.2,pg 16.1-240) Fcrx= 42.5 ksi,(Section E3 pg 16.1-33) Lbx= 29.50 ft Fcry= 50.0 ksi,(Section E3 pg 16.1-33) a Lby= 0.50 ft Pnx= 884 k,(Section E3 pg 16.1-33) KL/r x= 47.20 Pny= 1039 k,(Section E3 pg 16.1-33) al KL/r y= 3.53 Moment Capacity,Chapter F E= 29000 ksi Cb= 1 ■ Fy= 50 ksi Mnx= 608.3 ft-k,(section F2 pg.16.1-47) d= 18.5 in Mny= 102.9 ft-k,(section F6 pg.16.1-54) a Ag= 20.80 in2 Shear Capacity:Chapter G tf= 0.81 in kvx= 5 (Section G2,pg 16.1-65) ■ bf= 7.64 in kvx= 1.2 (Section G7,pg 16.1-68) tw= 0.495 in Cvx= 1.00 (Section GZ pg 16.1-65) hw= 16.04 in Cvy= 1.00 (Section G2,pg 16.1-65) Il Zx= 146 in3 Awx= 9.16 in2,(Section G5,pg 16.1-68) Zy= 24.7 in3 Awy= 12.38 in2,(Section G5,pg 16.1-68) a Sx= 127 in3 Vnx= 274.7 k,(Section G2,pg 16.1-65) Sy= 15.8 in3 Vny= 371.3 k(Section G2,pg 16.1-65) a Ix= 1170 in4 Allowable Capacties: Rn 10(ASD);Rn*CP(LRFD) ly= 60.3 in4 (ASD) Pc,k Mc,ft-k Vc,k II rx= 7.5 in x-axis 529.1 364.3 183.2 ry= 1.7 in y-axis 61.6 247.5 aJ= 3.49 in4 Interaction Equations: Cw= 4700 ins ■ Section is Compact in the flange for flexure Pr/Pc= 0.00 <0.2,Equation Hi-lb controls Section is Compact in the flange for compression 0.95 <1.0 OK ■ Section is Compact in the web for flexure Equation H1-1b,AISC 13 ed.,pg 16.1-70 Section is Compact in the web for compression Use W 18X71 a wsw 50 plf V=R1=R2 46.8165 k ■ w 2952 plf M 345.2717 ft-k wwalls 172 plf Delta 1.59402 in a wtot 3174 plf L/ 222.0801 L 29.5 ft . Camber beam ■ E 29000 I 1170 a a III a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 a dill Suite One Hundred Portland,OR 97219 Mill Location 8900-9000 SW Oak St.,Tigard,Oregon ■ Client AG Spanos Companies MILLERIII Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 91 of 116 www.miller-se.com By Ck'd Date Page ■ ENGINEERS 111 • • Steel Column/Beam Design-AISC 13th Addition ■ Shape: HSS Shape Capacity=1 <1.0 Column at South Gym Beam Size: 5X5X1/2 ASD Axial Capacity,Chapter E • Pr= 46.82 k,axial compression load Aeff= 7.88 in2 Mrr= 11.02 ft-k,strong axis moment Qa= 1 (Section E7,pg 16.1-42) ■ Mry= 0.00 ft-k,weak axis moment Fe„= 16.88 ksi,(Section E3 pg 16.1-33) Vrr= 0.12 k,strong axis shear Fey= 16.88 ksi,(Section E3 pg 16.1-33) ■ Vry= 0.00 k,weak axis shear Fax= 14.80 ksi,(Section E3 pg 16.1-33) Tr= 0.00 ft-k,torsional load Fcr = 14.80 ksi,(Section E3 pg 16.1-33) ■ KX= 1.00 (Table C-C2.2,pg 16.1-240) Pn2= 117 k,(Section E3 pg 16.1-33) Ky= 1.00 (Table C-C2.2,pg 16.1-240) Pny= 117 k,(Section E3 pg 16.1-33) ■ L2= 19.75 ft Moment Capacity,Chapter F Ly= 19.75 ft Seff2= 10.4 ina • Lv= N/A ft,(for round shapes) Seffy= 10.40 in' KL/r x= 130.22 Mn,= 50.22 ft-k,(Section F7 pgs 16.1-55,56) . KL/r y= 130.22 Mny= 50.22 ft-k,(Section F7 pgs 16.1-55,56) E= 29000 ksi Shear Capacity:Chapter G . Fy= 46 ksi kv= 5 (Section G5,pg 16.1-68) Ag= 7.88 in2 CVX= 1.00 (Section G2,pg 16.1-65) • t= 0.465 in Cvy= 1.00 (Section G2,pg 16.1-65) ZX= 13.1 in3 AW,= 3.35 in2,(Section G5,pg 16.1-68) . Zy= 13.1 in3 Awy= 3.35 in2,(Section G5,pg 16.1-68) SX= 10.4 in3 Fcr= N/A ksi,(Section G6,pg 16.1-68) ■ Sy= 10.4 in" Vn,= 92.5 k,(Section G2,pg 16.1-65) IX= 26 in4 Vny= 92.5 k,(Section G2,pg 16.1-65) ■ ly= 26 in4 Torsional Capacity:Chapter H r,= 1.82 in Fcr= 27.60 ksi,(Section H3 pg 16.1-75) . ry= 1.82 in C= 18.70 torsional shear constant Section is Compact in the strong axis(x) Tn= 43.0 ft-k,(Section H3 pg 16.1-74) Section is Compact in the weak axis(y) Allowable Capacties: Rn/0(ASD);Rn*4)(LRFD) • (ASD) Pc,k Mc,ft-k Vc,k Tc,ft-k • x-axis 69.8 30.1 55.4 25.8 • y-axis 30.1 55.4 Interaction Equations: • w 0.99085 pli L 237 in Pr/Pc= 0.67 . E 29000000 Tr/Tc= 1 26 1.00 <1.0 OK ■ Delta 0.053984 in Equation H1-1a,AISC 13 ed.,pg 16.1-70 L/ 4390.153 Use HSS 5X5X1/2 ■ • • • • • 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred • all Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon • Client AG Spanos Companies MILLER Phone 503.246.1250 • CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 92 of 116 www.miller-se.com By Ck'd Date Page ENGINEERS ■ I (A C) ice) �) • Y 1 3/4x16 LVL NOTCHED STRINGER W/1 .�0 3/4276 LVL STRONGBACK LAMINATED ,$o $C-� 9pG+0 WI SDS25312 AT 16"OC SC_1 ! A?p+0, 8 543.1. ,8 Fe's."'1'p+ (2)SOS25600 SC1 3/4x16 LVL T EWS TO EA STUD CHED STRINGER / �t�.q):' I_,-_, S4-3.1 SIM IIIIDU21z .. I— TMP . ---- - -- -- `s ` 1.._ ----— - '-- --- -- — ' „i ..- ._. -_ --- --'--- _ - - 1111 1;11, ji itLSSU410 LSSU410 ( � UPI , ! ;.ON 543.1 �i 1,y ST-1 • it �1� i I II' SJ-1 LSSUI25 i, (-13/4x16 LVL NOTCHED STRINGER LI SI25 6 > ST-2 1�, ' SJ 1 5431 1 HUS412 _. $B-1 LUS210 TVP W -- -- 31/2x111/4 I -_ n i 1 n ( N I 2212 AT - C S 3412 I — U) DO to N - - S4-3 I a2'""�j.' i1Ii ' rul 1 1 1-u.-i -- u-- 1L u._ _LIuL.L. = 1 I y 1 , i SC-21 -3., TVPAyp (SC 2III TYPICAL STAIR PLAN 4j 16'-8" I S4-3.1 I 12'=1,-0" I I a ■ a a a a i ■ U i ■ U 2 a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 1111 Aril Suite One Hundred Portland,OR 97219 III Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER III Phone 503.246.1250 ppqq//2�/ (� CONSULTING Fax 503.246.1395 ByELD Ck'd ARL Date 9.18.2�T77 Pae 93 of 116 www.miller-se.com 9 111 ENGINEERS I . a a a lzgrMk • /7.,,,..._--,Hi; LUS210 TW: a S4-3.2 ( 9--'----N I I. ' iI -, _J , _ : -.• ' ' =7-- " 111 ' L ,'!!! - --_+_-----LEDGER WI(2)SDS25500----i. SJ-1 i E 1 ..111,...:,..—IxdkvverAerssiAutsiitsposzssoo U SCREWS AT EA STUD , ; I . 'I AI:I: 0 . S4-3.2 S4-3.2 IL!,i? 'E 6S4( (I LSSU210-2,/ 1SC-21 ,,c . / r SB-3 nei I::I .xl ill L rri 11 '\----LSSU210 ''E) 2x12 NOTCHED STRINGER W/2x6: I : I :'' : 2x12 NOTCHED STRINGER W/2x6 a STRONGBACK LAMINATED W/' ! -"---:,„ I. STRONGBACKIINTTVOSDS25300 SCREWS AT 16'OC 31/ CXSA ' g I •'1 x.; I ::'i, I 2x12 NOTCHED STRINGER W/(2), :I , — ' ::: : 2x12 NOTCHED S.TRINGER W/(2) SDS25500 SCREWS AT EA STUD , :, ; ,,, I ...I, , SDS25500 SCREWS AT EA STUD I ' '•i : n ..-. 2x12 NOTCHED /. 111 STRINGER . „ N: 1 • , a 7,- mil I- TYRA SB-3-t Y n ' .. II I S4-3.1 LSSU210 LSSU210-2 J . : oI / y 1 , i• , II I , 8 / . .1 i '1 1 1'‘ZIF • DU212 1111 LL.__., :::-,. _ 3 ;! , . 1111 I 8 III .. 3-6' S BUILDING B STAIR PLAN 11 I III S4-3.2 I 1/2"=V-0" ) III U I a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 Suite One Hundred III dill Portland,OR 97219 IS Location 8900-9000 SW Oak St.,Tigard, Oregon 1111 Client AG Spanos Companies MILLER Phone 503.246.1250 a CONSULTING Fax 503.246.1395 09/22/2017 Page By ELD Ck'd ARL Date 94 of 116 www.miller-se.com ENGINEERS 5 I a a 1111 2012 National Design Specification for Wood Construction(ASD) Reduction Banding Fe Shear F, Bearing F, E 8 E,,, Re OK<50 Mark ST-1 Material:Roseburg SCL Co 1.00 1.00 E'„„D= 1,016,000 psi Grade:2.0E RigidLam®LVL C, 1.00 1.00 1.00 1.00 Fss= 32658 psi rSpan 16.67 ft C„= 2.00 ft size=1.75 x 9.25 CF 1.00 Fs= 3224 psi x1= 0.00 ft w1= 169 lbs/ft b= 3.500 in CM 1.00 1.00 1.00 1.00 Far/F,,`= 10.13 III X2= 16.67 ft w2= 169 lbs/ft d= 9.250 in C, 1.00 1.00 1.00 1.00 F,;=, 3207 psi Xa= 0.00 ft Pa= 0 lbs A= 32.38 int Cr 1.04 F,.'= 290 psi Xb= 0.00 ft Pb= 0 lbs S= 49.91 in3 Cv 1.033 Fr," 750 psi aXc= 0.00 ft Pc= 0 lbs I= 230.84 in4 C,, 0.995 E'= 2,000,000 psi R1= 1409 lbs V= 1278 lbs El= 461,681 kip-in3 CN 1.00 IIIR2= 1409 lbs M= 5870 ft-lbs Fb= 3100 psi LL 4,;„,a=U 360 LL = 0.51 inchs F,= 290 psi Material Roseburg SCL TL A„„,i,=L/ 240 TL A= 0.64 inchs E= 2000 ksi Grade 2.0E RigidLam®LVL II %LL 79.0% 1,,= 4.12 ft E,== 1016 ksi Load Duration,Co TEN YEARS 1.0 OCCUP LIVE Fb'=(Fb)(Cd)(Ct)(CM)(Cr)(Cv or CL)(Cfu)=3,207 psi F,,= 750psi Temperature Factor,C, DRY T<=100°F FY=(Fv)(Cd)(Ct)(CM)=290 psi Approx.weight;,- 7.87 ^lbs/ft Wet Service Factor,CM MOISTURE CONT LESS THAN 19% • E'=(E)(Ct)(CM)=2,000,000 psi R1 Req'd Bearing Width 1.00 in. Incising Factor,C, MEMBER IS NOT INCISED Fol.=(Fcl)(Ct)(CM)=750 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor C, MEMBER IS REPETITIVE Il tb=1,411 psi<Fb'=3.207 psi Bending Capacity=44.0% M=5,870 ft-lbs<Mmax=13,337 ft-lbs Member 1.75 x 9.25 fv=59 psi<Fv'=290 psi Shear Capacity=20.4% Number of Plies 2 Plies IIV=1,278 lbs<Vmax=6,259 lbs Max LL Defl=0.509 inches=L/393 LL Defl.Capacity=91.6% (2 Plies) 1.75 x 9.25,Roseburg SCL 111 2.0E Ri tdLam®LVL Max TL Defl=0.644 inches=L 1311 TL Defl.Capacity=77.3 II 16"stringer notched to 9.25" w/9.25"deep strongback a 2012 National Design Specification for Wood Construction(ASD) Reduction Bending F, Shear F, Bearing F, E 8 E„,„ RD= 12.22 OK<50 IIIMark ST-2 Material:Roseburg SCL Co 1.00 1.00 E'„,n 1,016,000 psi Grade:2.0E RigidLam®LVL C, 1.00 1.00 1.00 1.00 Fee= 8165 psi II Span 16.67 ft C„= 2.00 ft size=1.75 x 9.25 CF 1.00 Fb`= 3224 psi xt= 0.00 ft w1= 85 lbs/ft b= 1.750 in CM 1.00 1.00 1.00 1.00 Fa/Fs`= 2.53 x2= 16.67 ft w2= 85 lbs/ft d= 9.250 in C, 1.00 1.00 1.00 1.00 Fe= 3127 psi alXa= 0.00 ft Pa= 0 lbs A= 16.19 int Cr 1.04 F„'= 290 psi Xb= 0.00 ft Pb= 0 lbs S= 24.96 in3 Cv 1.033 Fm.'. 750 psi all Xc= 0.00 ft Pr 0 lbs 1= 115.42 in° C,_ 0.970 E'= 2,000,000 psi R1= 708 lbs V= 643 lbs El= 230.840 kip-in' Cry, 1.00 R2= 708 lbs M= 2953 ft-lbs F,,= 3100 psi II LL.Aging=U 360 LL A= 0.51 inchs F,= 290 psi Material Roseburg SCL - TL 4„„=U 240 TL A= 0.64 inchs E= 2000 ksi Grade 2.0E RigidLam®LVL - ,, %LL 79.0% Ce= 4.12 ft E,,,,= 1016 ksi Load Duration,Ce TEN YEARS 1.0 OCCUP LIVE . Fb'=(Fb)(Cd)(Ct)(CM)(Cr)(Cv or CL)(Cfu)=3,127 psi . F,,= 750 psi Temperature Factor,C, DRY T<=100°F Fv'=(Fv)(Cd)(Ct)(CM)=290 psi Approx.weight ''393'.''I`lbs/ft Wet Service Factor,CM MOISTURE CONT LESS THAN 19% IIE'=(E)(Ct)(CM)=2,000,000 psi R1 Req'd Bearing Width 1.00 in. Incising Factor,C, MEMBER IS NOT INCISED Fol.=(FCl)(Ct)(CM)=750 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor C, MEMBER IS REPETITIVE fb=1,420 psi<Fb'=3,127 psi Bending Capacity=45.4% aM=2,953 ft-lbs<Mmax=6,503 ft-lbs Member 1.75 x 9.25 fv=60 psi<Fv'=290 psi Shear Capacity=20.5% Number of Plies 1 Ply ■ V=643 lbs<Vmax=3,130 lbs Max LL Defl=0.509 inches=L/393 LL Defl.Capacity=91.5% (1 Ply) 1.75 x 9.25,Roseburg SCL 2.0E Rigi4Lam®LVL III Max TL Defl=0.644 inches=L/311 TL Deft.Capacity=77.3% II 16"stringer notched to 9.25" w/9.25"deep strongback U 1111 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 1 61 194 III Suite One Hundred Portland,OR 97219 MILocation8900-9000 SW Oak St.,Tigard, Oregon i Client AG Spanos Companies MILLERIII Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 09/22/2017 95 of 116 www.miller-se.com By Ck'd Date Page IENGINEERS a S S 2012 National Design Specification for Wood Construction(ASD) Reduction Bending F, Shear F. Bearing F,. E&E,,,,, Ra= 5.50 OK<50 5 Mark ST-3 Material:DIMENSIONAL LUMBER Co 1.00 1.00 E'm,,,= 580,000 psi Grade:DF/L No.2 or Better C, 1.00 1.00 1.00 1.00 F,E= 23036 psi Span 7.83 ft C,= 2.00 ft size=2 x 6 Cr 1.30 F,"= 1346 psi II x1= 0.00 ft w1= 169 lbs/ft b= 3.000 in CM 1.00 1.00 1.00 1.00 F,r/F,'= 17.12 x2= 7.83 ft w2= 169 lbs/ft d= 5.500 in C, 1.00 1.00 1.00 1.00 F,,.= 1341 psi 5 Xa= 0.00 ft Pa= 0 lbs A= 16.50 in2 Cr 1.15 F,'= 180 psi Xb= 0.00 ft Pb= 0 lbs S= 15.13 in' Cy 1.000 Fc,'= 625 psi Xc= 0.00 ft Pc= 0 lbs 1= 41.59 in4 CL 0.997 E'= 1,600,000 psi 11 R1= 662 lbs V= 584 lbs El= 66,550 kip-int Chi 1.00 R2= 662 lbs M= 1295 ft-lbs F,= 900 psi S LL Ormn=L/ 360 LLA= 0.17 inchs F,= 180 psi Material DIMENSIONAL LUMBER TL Ar n=L/ 240 TLA= 0.22 inchs E= 1600 ksi Grade DF/L No.2 or Better - %LL 79.0% to= 4.12 ft E,,,.= 580 ksi Load Duration,Co TEN YEARS 1.0 OCCUP LIVE IS Fb'=(Fb)(Cd)(Ct)(CF)(CM)(CI)(Cr)(CL)(Cfu)=1,341 psi F,,= 625 psi Temperature Factor,C, DRY T<=100°F Fv'=(Fv)(Cd)(Ct)(CM)(Ci)=180 psi Approx.weightn',.;:-.4.0f -i lbs/ft Wet Service Factor,Cu MOISTURE CONT LESS THAN 99% 1111 E'=(E)(Ct)(CM)(Ci)=1,600,000 psi R1 Req'd Bearing Width 1.00 in. Incising Factor,C, MEMBER IS NOT INCISED Fc±'=(Fc.L)(Ct)(CM)(Ci)=625 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor Cr MEMBER IS REPETITIVE fb=1,028 psi<Fb'=1,341 psi Bending Capacity=76.6% . 5 M=1,295 ft-lbs<Mmax=1,691 ft-lbs Member 2 x 6 fv=53 psi<Fv'=180 psi Shear Capacity=29.5% Number of Plies 2 Plies Il V=584 lbs<Vmax=1,980 lbs Max LL Defl=0.171 inches=L/550 LL Defl.Capacity=65.4% (2 Plies) 2 x 6,DIMENSIONAL LUMBER DF/L4'lo.2 or Better ■ Max TL Defl=0.216 Inches=L/435 TL Defl.Capacity=55.2% a USE 2x12 NOTCHED • STRINGER W/2x6 III STRONGBACK IIII . S S U ■ la1 ■ U III ✓ S I 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred11 SS Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon III MILLER Client AG Spanos Companies Phone 503.246.1250II CONSULTING Fax 503.246.1395 09/22/2017 www.miller-se.com By ELD Ck'd ARL Date Page 96 of 116 ENGINEERS U el a a I III W"� 'I" (1 -i r 5P), ' I-- .-4-- ic::_.___ _,______________1.._._ { a 7,1 11.- i t 1 1e- a a2012 National Design Specification for Wood Construction(ASD) Reduction Bending F. Shear F, Bearing Fu E&E,,, Ra= 6.74 OK<50 Mark SB-1 Material:Roseburg SCL Co 1.00 1.00 E',n;n 1,016,000 psi 111 Grade:2.0E RigidLam®LVL Cr 1.00 1.00 1.00 1.00 Fbe= 26852 psi Span 16.67 ft L„= 2.00 ft size=1.75 x 11.25 CF 1.00 Fe= 3100 psi xl= 0.00 ft w1= 254 lbs/ft b= 3.500 in Ca 1.00 1.00 1.00 1.00 Fbs/Fb`= 8.66 11 x2= 16.67 ft w2= 254 lbs/ft d= 11.250 in C, 1.00 1.00 1.00 1.00 Fy= 3080 psi Xa= 0.00 ft Pa= 0 lbs A= 39.38 ire Cr 1.00 F,= 290 psi Xb= 0.00 ft Pb= 0 lbs S= 73.83 in3 Cy 1.008 F,i= 750 psi 111 Xc= 0.00 ft Pc= 0 lbs I= 415.28 In°. Cr. 0.994 E'= 2,000,000 psi R1= 2117 lbs V= 1879 lbs El= 830,566 kip-in' Cr,, 1.00 11 R2= 2117 lbs M= 8823 ft-lbs F,= 3100 psi LL 4iirni,=L/ 360 LL 4= 0.43 inchs F,= 290 psi Material Roseburg SCL 111TL 4tmg=LI 240 TL 4= 0.54 inchs E= 2000 ksi Grade 2.0E RigidLam®LVL LL 79.0% l.= 4.12 ft E„,.= 1016 ksi Load Duration,Co TEN YEARS 1.0 OCCUP LIVE Fb'=(Fb)(Cd)(Ct)(CM)(Cr)(Cv or CL)(Cfu)=3,080 psi F,i= 750 psi Temperature Factor,Cr DRY T<=100`F aFv'=(Fv)(Cd)(Ct)(CM)=290 psi Approx.weight `9.67,;;,'[lbs/ft Wet Service Factor,Ce MOISTURE CONT LESS THAN 19 E'=(E)(Ct)(CM)=2,000,000 psi R7 Req'd Beadng Width 1.00 in. Incising Factor,C, MEMBER IS NOT INCISED Fc.L'=(Fc1)(Ct)(CM)=750 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor Cr MEMBER IS NOT REPETITIVE ■ fb=1,434 psi<Fb'=3,080 psi Bending Capacity=46.6% M=8,823 ft-lbs<Mmax=18,950 ft-lbs Member 1.75 x 11.25 U By=72 psi<FY=290 psi Shear Capacity=24.7% Number of Plies 2 Plies V=1,879 lbs<Vmax=7,613 lbs Max LL Deft=0.428 inches=L/468 LL Deft.Capacity=77.0% (2 Plies) 125 x 11.25,Roseburg SCL a 2.0E RigidLam®LVL Max TL Oct=0.542 inches=L/369 TL Deft.Capacity=65.0% 111 ■ a a ■ a ✓ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 IISuite One Hundred at Portland,OR 97219 a MaLocation 8900-9000 SW Oak St.,Tigard, Oregon MILLER Client AG Spanos Companies III Phone 503.246.1250 CONSULTING Fax 503.246.1395 09/22/2017 www.miller-se.com By ELD Ck'd ARL Date Page 97 of 116 aENGINEERS ■ ■ ■ 5 e7-Z iiP-2,1 k 14,16,0(al r ) ■ a --- V I ■ +I IIII (E71 III II 2012 National Design Specification for Wood Construction(ASD) Redaction Bending Fe Shear F, Bearing F,i E&Eva, Re= 6.74 OK<50 ■ Mark ISB-2 Material:Roseburg SCL CD 1.00 1.00 E',°,„= 1,016,000 psi Grade:2.0E RigidLane LVL C, 1.00 1.00 1.00 1.00 Fes= 26852 psi 11/Span 8.50 ft C„= 2.00 ft size=1.75 x 11.25 CF 1.00 Fe`= 3100 psi x1= 0.00 ft w1= 1060 lbs/ft b= 3.500 in Cu 1.00 1.00 1.00 1.00 Fys/F5`= 8.66 x2= 4.00 ft w2= 1060 lbs/ft d= 11.250 in C; 1.00 1.00 1.00 1.00 F,;= 3080 psi1111 Xa= 4.50 ft Pa= 2100 lbs A= 39.38 in2 Cr 1.00 F,'= 290 psi Xb= 0.00 ft Pb= 0 lbs S= 73.83 in3 Cy 1.008 Fr,= 750 psi Xc= 0.00 ft Pc= 0 lbs 1= 415.28. in° CL 0.994 Be' 2,000,000 psi ■ R1= 4231 lbs V= 3237 lbs El= 830,566 kip-in° Cru 1.00 R2= 2109 lbs M= 8442 ft-lbs F5= 3100 psi ■ LL Aiimn=If 360 LL A= 0.10 inchs F,= 290 psi Material Roseburg SCL TL Aiimit=L/ 240 TLA= 0.13 inchs E= 2000 ksi Grade 2.0E RigidLame LVL %LL 79.0% le= 4.12 ft Em,,,= 1016 ksi Load Duration,Ca TEN YEARS 1.0 OCCUP LIVE ■ Fb'=(Fb)(Cd)(Ct)(CM)(Cr)(Cv or CL)(Cfu)=3,080 psi Fu= 750 psi Temperature Factor,C, DRY T<=100°F Fv'=(Fv)(Cd)(Ct)(CM)=290 psi Approx.weight `9.57 ,';i lbs/ft Wet Service Factor,CN MOISTURE CONT LESS THAN 19% III (E)(Ct)(CM)=2,000,000 psi R1 Req'd Bearing Width 1.61 in. Incising Factor,C, MEMBER IS NOT INCISED Fcl'=(Fc1)(Ct)(CM)=750 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor Cr MEMBER IS NOT REPETITIVE fb=1,372 psi<Fb'=3,080 psi Bending Capacity=44.6% IN M=8,442 ft-lbs<Mmax=18,950 ft-lbs Member 1.75 x 11.25 fv=123 psi<En=290 psi Shear Capacity=42.5% Number of Plies 2 Plies ■ V=3,237 lbs<Vmax=7,613 lbs Max LL Deft=0.101 inches=L/1,012 LL Defl.Capacity=35.6% (2 Plies) 1.75 x 11.25,Roseburg SCL 2.0E RigidLam®LVL ■ Max TL Defl=0.128 inches=L/799 TL Deft.Capacity=30.0% a ■ ■ ■ I ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 ■ Suite One Hundred 0 Portland,OR 97219 ISLocation 8900-9000 SW Oak St.,Tigard, Oregon ■ Client AG Spanos Companies MILLER IIIPhone 503.246.1250 09/22/2017 CONSULTING Fax 503.246.1395 ELD ARL 98 of 116 www.miller-se.com BY Ck'd Date Page IlENGINEERS 1111 a II II Mark National Design Specification for Wood Construction(ASD) Reduction Bending F, Shear F, Bearing F., E&E,,, Re= 3.37 OK<50 Mark SB-3 Material:DIMENSIONAL LUMBER Co 1.00 1.00 E',,m 580,000 psi Grade:DF/L No.2 or Better Cr 1.00 1.00 1.00 1.00 F50= 61316 psi 111 Span 8.50 ft l„= 2.00 ft size=4 x 12 CF 1.10 Fy'= 990 psi x1= 0.00 ft w1= 497 lbs/ftb= 7.000 in Cv 1.00 1.00 1.00 1.00 Fye/F,,'= 61.94 x2= 8.50 ft w2= 497 lbs/ft d= 11.250 in Ci 1.00 1.00 1.00 1.00 F,,.= 989 psi . Xa= 0.00 ft Pa= 0 lbs A= 78.75 int C, 1.00 F,;= 180 psi Xb= 0.00 ft Pb= 0 lbs S= 147.66 in3 Cv 1.000 Fu= 625 psi IIXc= 0.00 ft Pc= 0 lbs 1= 830.57 in° C, 0.999 E'= 1,600,000 psi R1= 2112 lbs V= 1646 lbs El= 1,328,906 kip-int Cie 1.00 R2= 2112 lbs M= 4489 ft-lbs Ft,= 900 psi IILL Ahmit=L/ 360 LL A= 0.04 inchs F,= 180 psi Material DIMENSIONAL LUMBER TL ermit=L/ 240 TL A= 0.04 inchs E= 1600 lost Grade DF/L No.2 or Better ■ %LL 79.0% le= 4.12 ft Ens,= 580 ksi Load Duration,Co TEN YEARS 1.0 OCCUP LIVE Fb'=(Fb)(Cd)(Ct)(CF)(CM)(Ci)(Cr)(CL)(Cfu)=989 psi F,3= 625 psi Temperature Factor,C, DRY T<=100°F Fv'=(Fv)(Cd)(Ct)(CM)(Ci)=180 psi Approx.weight 19.14 'lbs/ft Wet Service Factor,Cu MOISTURE CONT LESS THAN 19°% . E'=(E)(Ct)(CM)(C1)=1,600,000 psi R1 Req'd Bearing Width 1.00 in. Incising Factor,C, MEMBER IS NOT INCISED Fc1'=(Fc.L)(Ct)(CM)(Ci)=625 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor C, MEMBER IS NOT REPETITIVE fb=365 psi<Fb'=989 psi Bending Capacity=36.9% . II M=4,489 ft-lbs<Mmax=12,172 ft-lbs Member 4 x 12 N=31 psi<Fv'=180 psi Shear Capacity=17.4% Number of Plies 2 Plies IIV=1,646 lbs<Vmax=9,450 lbs Max LL Defl=0.035 inches=L/2,884 LL Defl.Capacity=12.5% (2 Plies) 4 x 12,DIMENSIONAL LUMBER 111DF/L No.2 or Better Max TL Defl=0.045 inches=L/2,278 TL Defl.Capacity=1 0.5% IICopyright @ 2015 Miller Consulting Engineers,Inc. II ■ U I . ■ al II II ■ ■ . ■ ' III ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 ■ 1111 Suite One Hundred Portland,OR 97219 1111 Ma Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER r Phone 503.246.1250 CONSULTING Fax 503.246.1395 09/22/2017 ELDCk'dARL www.miller-se.com By Date Page 99 of 116 . ENGINEERS 111 ■ ■ ■ W 1' - riF 16" _ ,J 169 p1f 1111 a " ) `A 1 a (/ 720# 720# ----> PtA2.17-611 ()1. 1 1111�l C1W6 (vAtt - f IID ) 11 III 2012 National Design Specification for Wood Construction(ASD) Reduction Bending F„ Shear F, Bearing F, E&E,en Re 15.72 OK<50 Mark SJ-1 Material:DIMENSIONAL LUMBER Co 1.00 1.00 E',,,,= 580,000 psi Grade:DF/L No.2 or Better C, 1.00 1.00 1.00 1.00 F5E= 2816 psi II Span 8.50 ft l„= 2.00 ft size=2 x 12 Cr 1.00 Fp"= 1035 psi x1= 0.00 ft w1= 169 lbs/ft b= 1.500 in CM 1.00 1.00 1.00 1.00 Fsn/F,'= 2.72III x2= 8.50 ft w2= 169 lbs/ft d= 11.250 in C, 1.00 1.00 1.00 1.00 Fe= 1007 psi Xa= 0.00 ft Pa= 0 lbs A= 16.88 in' C, 1.15 F,'= 180 psi Xb= 0.00 ft Pb= 0 lbs S= 31.64 in3 Cv 1.000 F,i= 625 psi ■ Xc= 0.00 ft Pc= 0 lbs I= 177.98 in4 CL 0.973 E'= 1,600,000 psi R1= 718 lbs V= 560 lbs E'I= 284,766 kip-in' Cf„ 1.00 R2= 718 lbs M= 1526 ft-lbs F5= 900 psi 1111 LL Ar„mK=U 360 LL A= 0.06 inchs F,= 180 psi Material DIMENSIONAL LUMBER TL Ai;„,;,=U 240 TL A= 0.07 inchs E= 1600 ksi Grade DF/L No.2 or Better 1111 %LL 79.0% C.= 4.12 ft E„„„= 580 ksi Load Duration,C„ TEN YEARS 1.0 OCCUP LIVE Fb'=(Fb)(Cd)(Ct)(CF)(CM)(Ci)(Cr)(CL)(Cfu)=1,007 psi F 625 psi Temperature Factor,C, DRY T<=100°F Fv'=(Fv)(Cd)(Ct)(CM)(Ci)=180 psi Approx.weight ,,,,4'14 ,.+lbs/ft Wet Service Factor,CM MOISTURE CONT LESS THAN 19% III E'=(E)(Ct)(CM)(Ci)=1,600,000 psi R1 Req'd Bearing Width 1.00 in. Incising Factor,C, MEMBER IS NOT INCISED Fcl'=(FCl)(Ct)(CM)(Ci)=625 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor C, MEMBER IS REPETITIVE1111 fb=579 psi<Fb'=1,007 psi Bending Capacity=57.5% M=1,526 ft-lbs<Mmax=2,655 ft-lbs Member 2 x 12 fv=50 psi<Fv'=180 psi Shear Capacity=27.6% Number of Plies 1 Ply 111/ V=560 lbs<Vmax=2,025 lbs Max LL Defl=0.055 inches=L/1,840 LL Deg.Capacity=19.6% (1 Ply) 2 x 12,DIMENSIONAL LUMBER . DF/L No.2 or Better Max TL Defl=0.070 inches=L 11.454 Ti..Defl.Capacity=16.5% . USE2x12AT16"OC ✓ ' ✓ ■ ■ ■ a ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 II One Hundred AA Portland,OR 97219 laLocation 8900-9000 SW Oak St.,Tigard,Oregon ■ Client AG Spanos Companies MILLER Phone 503.246.1250 111 CONSULTING Fax 503.246.1395 ELD ARL 09/22/2017 100 of 116 www.miller-se.com By Cic'd Date Page ENGINEERS III a ■ ■ SG-1 P ■ , ■ t,,,:: 3-1 P=0A —` xg ill e, 7-"5 P- 42,0-- - 4xin III a v In a F ■ 5 C.,-2 jf ,66:14-1,,;:it,s-: /;:-.4,2.2.,1 ,l'- --... 4,1:47, II 1111 a a a W MI 55-4 4-5 c w= g2,17___ 07.---i.f5--Fii-lass--',ra,b-7I= fQz.f.L.1, -e_ik, a ',-If • w . f-2-93 _of — e-ci:loc, II l v,3 r -3 ' v4 r 11 `j-f 1+ — (- ) Z,44 e lb"oc, III ■ . ■ III ■ III ■ r 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 a as Suite One Hundred Portland,OR 97219 • ■ Mik Location 8900-9000 SW Oak St.,Tigard,Oregon Client AG Spanos Companies III MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 09/22/2017 www.miller-se.com By ELD Ck'd ARL Date Page 101 of 116 III ENGINEERS a a a 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fc E Emin Fce,= 254955 psi II Copyright©2008 Miller Consulting Engineers,Inc. Co 1.00 1.00 Fce2= 451 psi Mark SC-1_Level 2-3 Material:DIMENSIONAL LUMBER Rb, 12.4 .1 Grade:DF/L No.2 or Better C, 1.00 Rby 1.0 II size=4 x 10 C, 1.00 1.00 1.00 1.00 Fbe, 4071 psi d, x d,= 9.25 in CF 1.20 1.00 Fbey 619468 psi exz d2= 3.50 in CM 1.00 1.00 0.90 0.90 KM 1200 II 2 I ci 1 A= 32.38 int C; 1.00 1.00 1.00 1.00 KT 0.59 eye S,= 49.91 in3 CT 1.00 Fb,* 1080 psi 11Height= 9.917 ft lu1= 1 ft Sy= 18.89 in3 Cv 1.00 Fby* 1080 psi P1= 12600 lb 1u2= 9 ft Le,= 16.98 ft Ci., 0.98 Fbe,/Fb," 4 I P2= 0 lb M,,,= 0 ft-lbs Le2= 2.06 ft CLy 1.00 Fbey/Fby* 574 ■ ext= 0 in Myy= 0 ft-lbs Fb,= 900 psi CP 0.31 Fe' 1350 psi ey1= 0 in M,a,= 0 ft-lbs Fby= 900 psi Cfu 1.10 Fbx 1080 psi ex2= 0 in Myi,= 0 ft-lbs Ex= 1600 ksi CE 1.00 1.00 1.00 1.00 Fby' 1188 psi ■ ey2= 0 in Ke1= 1 Ey= 1600 ksi CE=Exterior wet use of SCL lumber Fc' 414 psi w,= 0 lbs/ft Ke2= 1 EEx,,,,,,= 580 ksi I CsP 1 1.00 I 1.00 I I Ex' 1440 psi wy= 0 lbs/ft lel= 1.00 ft Ey,,,,= 580 ksi C,=Single Pile Factor(piles only) Ey' 1440 psi II Ie2= 9.00 ft Fc= 1350 psi I C. I I I 1.00 I 1.00 Ex,, 522000 psi lel/d,= 1.30 c= 0.8 Co=Untreated Factor(piles only) Ey,,,,„' 522000 psi ■ le2/d2= 30.86 I,= 230.84 in4 Material DIMENSIONALLUMBER m' I,= 33.05 in4 Grade or/L No.2 or Better Fbx'=(Fbx*)(CL)(Cfu)=1,080 psi Load Duration,CD TEN YEARS 1.0 OCCW LIVE V 5 Fby'=(Fby*)(CL)(Cfu)=1,188 psi Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=414 psi Temperature Factor,C1 T<=1000F V E'=(E)(Ct)(Cm)(Ci)=1,440 ksi Wet Service Factor,CM MOISTURE con ,19% V II Emin'=(Emin)(Ct)(Cm)(Ci)(CT)=522 ksi Incising Factor,CI MEMBER LS NOT INCISED V fbx=0 psi<Fbx'=1,080 psi Bending Capacity=0% Repetitive Factor Cr MEMBER IS NOT REPETITIVE V r fby=0 psi<Fby=1,188 psi Built up Member No V fc=389 psi<Fc'=414 psi Axial Capacity=94.0% Member 4 x 10 ■ 4 x 10,DIMENSIONAL LUMBER DF/L No.2 or Better ■ ■ a ■ III 111 ■ ■ a a a S a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 . Suite One Hundred MPortland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon ■ Client AG Spanos Companies MILLER Phone 503.246.1250 III CONSULTING Fax 503.246.1395 ELD ARL 09/22/2017 102 of 116 www.miller-se.com By Ck'd Date Page ENGINEERS III I a I 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fc E Emin Fce1= 156623 psi S PostCopyright©2008 Miller Consulting Engineers,Inc. Co 1.00 1.00 Fce2= 451 psi Mark SC-1_Level 3-4 Material:DIMENSIONAL LUMBER Rb,, 10.8 I..e"'-1 Grade:DF/L No.2 or Better C, 1.00 Rby 1.3 ■ size=4 x8 C, 1.00 1.00 1.00 1.00 Fbex 5326 psi d, xex` dr= 7.25 in CF 1.30 1.05 Fbey 380550 psi exz • d2. 3.50 in CM 0.85 0.85 0.90 0.90 KM 1200 IlPz I az I A= 25.38 int C; 1.00 1.00 1.00 1.00 KT 0.59 eye Sx= 30.66 in3 CT 1.00 Fbx* 995 psi aHeight= 9.917 ft 11.11= 1 ft Sy= 14.80 in3 Cv 1.00 Fby* 995 psi P1= 8400 lb Iu2= 9 ft Lel= 16.56 ft Ci,„ 0.99 FbejFb,* 5 P2= 0 lb M,,,= 0 ft-lbs Le2= 2.06 ft CLy 1.00 Fbey/Fby* 383 ■ ex1= 0 in Myr= 0 ft-lbs Fbx= 900 psi Cr' 0.34 Fc* 1205 psi ey1= 0 in M,1,= 0 ft-lbs Fby= 900 psi Cfu 1.05 Fb; 995 psi . ex2= 0 in Myr,= 0 ft-lbs Ex= 1600 ksi CE 1.00 1.00 1.00 1.00 Eby' 104-4 psi ey2= 0 in Kul= 1 Ey= 1600 ksi CE=Exterior wet use of SCL lumber Fc' 409 psi wx= 0 lbs/ft Kee= 1 Ex,„;„= 580 ksi I C, I 1.00 I 1.00 I I Ex' 1440 psi 5 wy= 0 lbs/ft lei= 1.00 ft Ey,„;,,= 580 ksi CO,=Single Pile Factor(piles only) Ey' 1440 psi Ie2= 9.00 ft Fc= 1350 psi C„ I I I 1.00 I 1.00 Ex„,;, 522000 psi lei/di= 1.66 c= 0.8 C„=Untreated Factor(piles only) Ey,„,,' 522000 psi ■ le2/d2= 30.86 l„=- 111.15 in4 Material DIMENSIONAL WMBER v. I= 25.90 in4 Grade DF/L No.2 or Better V 5 Fbx'=(Fbx*)(CL)(Cfu)=995 psi Load Duration,CD TEN YEARS i.e O0.VP NE Fby=(Fby*)(CL)(Cfu)=1,044 psi Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=409 psi Temperature Factor,C1 T<.10001 ■ E'=(E)(Ct)(Cm)(Ci)=1,440 ksi Wet Service Factor,CM MOISTURE cow>19% V Emin'=(Emin)(Ct)(Cm)(Ci)(CT)=522 ksi Incising Factor,CI MEMBER IS NOT INCISED V III fbx=0 psi<Fbx'=995 psi Bending Capacity=0% Repetitive Factor Cr MEMBER Is NOT REPEmNE V fby=0 psi<Eby'=1,044 psi Built up Member no • fc=331 psi<Fc'=409 psi Axial Capacity=81.0% Member 4 x B V 1111 4 x 8,DIMENSIONAL LUMBER DF/L No.2 or Better a a a a a all ■ a ■ ■ a I a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 ■ 114 Suite One Hundred Portland,OR 97219 . Mi Location 8900-9000 SW Oak St.,Tigard,Oregon MILLER Client AG Spanos Companies ■ Phone 503.246.1250 CONSULTING Fax 503.246.1395 09/22/2017 www.miller-se.com By ELD Ck'd ARL Date Page 103 of 116 a ENGINEERS a ■ I 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fr E Emin Fce,= 90137 psi Post Copyright©2008 Miller Consulting Engineers,Inc. CD 1.00 1.00 Fce2= 371 psi II Mark SC-1 Level4-5 Material:DIMENSIONAL LUMBER Rb, 9.9 ....y_Li Grade:DF/L No.2 or Better C, 1.00 Rby 1.7 5 .FP 00=4x 6 C, 1.00 1.00 1.00 1.00 Fbex 6372 psi d,J Je<' d,= 5.50 in CF 1.30 1.10 Fbey 219008 psi e<af ,E d2= 3.50 in CM 0.85 0.85 0.90 0.90 Ka 1200 IN dB { A= 19.25 int C1 1.00 1.00 1.00 1.00 KT 0.59 e„,2i Sx= 17.65 in3 CT 1.00 Ft).* 995 psi Height= 9.917 ft lu,= 1 ft Sy= 11.23 in3 Cm 1.00 Fby" 995 psi III P1= 4200 lb 1u2= 9.917 ft Le,= 18.25 ft CL,, 0.99 Fbex/Fb,* 6 P2= 0 lb M,,,,= 0 ft-lbs Le2= 2.06 ft CLy 1.00 Fbey/Fby* 220 . ex1= 0 in Myy= 0 ft-lbs Fbx= 900 psi CF 0.27 Fc* 1262 psi ey1= 0 in Km= 0 ft-lbs Fby= 900 psi Cfu 1.05 Fla; 995 psi ex2= 0 in Km= 0 ft-lbs Ex= 1600 ksi CE 1.00 1.00 1.00 1.00 FbY 1044 psi ■ ey2= 0 in Ke,= 1 Ey= 1600 ksi CE=Exterior wet use of SCL lumber Fc' 345 psi w= 0 lbs/ft Ke2= 1 Ex,,,,,= 580 ksi I C,,, I 1.00 I 1.00 I I Ex' 1440 psi 11wy= 0 lbs/ft le,= 1.00 ft Ey,,,,= 580 ksi C,,,=Single Pile Factor(piles only) Ey' 1440 psi Ie2= 9.92 ft Fc= 1350 psi I Cv I I I 1.00 I 1.00 Ex,,,,,' 522000 psi le,/d,= 2.18 c= 0.8 Cu=Untreated Factor(piles only) Ey„,,,' _522000 psi ■ le2/d2= 34.00 Ix= 48.53 in Material DIMENSIONAL LUMBER 1y= 19.65 in" Grade DFA No.2o,Better Fbx'=(Fbx*)(CL)(Cfu)=995 psi Load Duration,CD TEN YEARS 1.0 OCCUP LIVE • 5 Fby'=(Fby*)(CL)(Cfu)=1,044 psi Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=345 psi Temperature Factor,C, T<=1000F v' ■ E'=(E)(Ct)(Cm)(Ci)=1,440 ksi Wet Service Factor,CM MOISTURE CONT>19% v• - Emin'=(Emin)(Ct)(Cm)(Ci)(CT)=522 ksi Incising Factor,CI MEMBER IS NOT INCISED fbx=0 psi<Fbx'=995 psi Bending Capacity=0% Repetitive Factor Cr MEMBER IS NOT REPETITIVE v. . Thy=0 psi<Fby'=1,044 psi Built up Member No 1r fc=218 psi<Fc'=345 psi Axial Capacity=63.2% Member 9 x 6 V ■ 4 x 6,DIMENSIONAL LUMBER _ DF/L No.2 or Better II ■ ■ ■ III a I I a I I IN a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 ■ Suite One Hundred g Portland,OR 97219 MI Location 8900-9000 SW Oak St.,Tigard,Oregon ■ Client AG Spanos Companies MILLER Phone 503.246.1250 ■ CONSULTING Fax 503.246.1395 09/22/2017 www.miller-se.com By ELD Ck'd ARL Date Page 104 of 116 ENGINEERS ■ a a a 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fc E Emin Fce1= 156623 psi ■ Post yrght©2008 Miller CD 1.00 1.00 Fce2= 451 psi Mark SG2_LevelCopiConsulting Engineers,Inc. 2-3 Material:DIMENSIONAL LUMBER Rb„ 10.8 -1 Grade:DF/L No.2 or Better C, 1.00 Rby 1.3 III Y t3 size=4 x 8 C, 1.00 1.00 1.00 1.00 Fbe„ 5326 psi d,j,, x ie.- d1= 7.25 in CE 1.30 1.05 Fbey 380550 psi e„a �, d2= 3.50 in Cu 0.85 0.85 0.90 0.90 KM 1200 II e 1 a2 1A= 25.38 int C, 1.00 1.00 1.00 1.00 KT 0.59 eye S„= 30.66 in3 CT 1.00 Fb„* 995 psi aHeight= 9.917 ft 1u1= 1 ft Sy= 14.80 in3 Cv 1.00 Fby* 995 psi P1= 6300 lb 1u2= 9 ft Le,= 16.56 ft Cu, 0.99 Fbe„1Fb„* 5 II P2= 0 lb M,„,= 0 ft-lbs Lee= 2.06 ft Cry 1.00 Fbey/Fby` 383 ext= 0 in Myr= 0 ft-lbs • Fb„= 900 psi CP 0.34 Fc` 1205 psi ey1= 0 in M,3,= 0 ft-lbs Flay= 900 psi Cfu 1.05 Fb,, 995 psi III ex2= 0 in My„= 0 ft-lbs Ex= 1600 ksi CE 1.00 1.00 1.00 1.00 Fby' 1044 psi ey2= 0 in Ke,= 1 Ey= 1600 ksi CE=Exterior wet use of SCL lumber Fc' 409 psi w„= 0 lbs/ft Ke2= 1 Ex.,= 580 ksi I CsP I 1.00 I 1.00 I I Ex' 1440 psi IIIwy= 0 lbs/ft le,= 1.00 ft Ey„,,,,= 580 ksi Cm,=Single Pile Factor(piles only) Ey' 1440 psi Ie2= 9.00 ft Fc= 1350 psi I C3 I I I 1.00 I 1.00 Ex,„;, 522000 psi lel/d1= 1.66 c= 0.8 Cu=Untreated Factor(piles only) _ Ey„,„ 522000 psi III le2/d2= 30.86 1„= 111.15 in° Material DIMENSIONAL.LIMBER ly= 25.90 in4 Grade Dr/L No.2 or Better -. aFbx'=(Fbx*)(CL)(Cfu)=995 psi Load Duration,CD TEN YEARS 1,0 OCCUP LIVE Fby=(Fby*)(CL)(Cfu)=1,044 psi Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=409 psi Temperature Factor,CI T<=IOBCF V E'=(E)(Ct)(Cm)(Ci)=1,440 ksi Wet Service Factor,CM MOISTURECOST>19%__ Ir Emin'=(Emin)(Ct)(Cm)(Ci)(CT)=522 ksi Incising Factor,CI MEMBER IS NOT INCISED V III fbx=0 psi<Fbx'=995 psi Bending Capacity=0% Repetitive Factor Cr MEMBER IS NOT REFER P E fby=0 psi<Fby=1,044 psi Built up Member No V' fc=248 psi<Fc'=409 psi Axial Capacity=60.7% Member 4 e s mr 111 4 x 8,DIMENSIONAL LUMBER II DF/L No.2 or Better a a a a a a a a a a a a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 aail Suite One Hundred Portland,OR 97219 III Location 8900-9000 SW Oak St.,Tigard, Oregon MILLER Client AG Spanos Companies Ill Phone 503.246.1250 CONSULTING Fax 503.246.1395 09/22/2017 www.miller-se.com By ELD Ck'd ARL Date Page 105 of 116 a ENGINEERS a a a 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fc E Emin Fce,= 90137 psi III Copyright©2008 Miter Consulting Engineers,Inc. Co 1.00 1.00 Fce2= 451 psi Mark SC-2_Level 3-4 Material:DIMENSIONAL LUMBER Rb, 9.4 Grade:DF/L No.2 or Better C, 1.00 Rby 1.7 II~ size=4 x 6 Cr 1.00 1.00 1.00 1.00 Fbe, 7021 psi i ,/ 1 ex' d,= 5.50 in CF 1.30 1.10 Fbey 219008 psi axe d2= 3.50 in CM 0.85 0.85 0.90 0.90 KM 1200 ■ z I. dz I A= 19.25 in2 C, 1.00 1.00 1.00 1.00 KT 0.59 evz`� Sx= 17.65 in3 CT 1.00 Fb,' 995 psi II = 9.917 ft lu1= 1 ft Sy= 11.23 in3 Cv 1.00 Fby* 995 psi P1= 4200 lb lu2= 9 ft Le,= 16.56 ft Cm, 0.99 Fbe,/Fb,* 7 P2= 0 lb Mxr= 0 ft-lbs Le2= 2.06 ft CLY 1.00 Fbe3/Fb5' 220 ■ exl= 0 in MY„= 0 ft-lbs Fbx= 900 psi CF 0.33 Fc* 1262 psi ey1= 0 in M,,,,= 0 ft-lbs FbY= 900 psi Cfu 1.05 Fbx 995 psi ex2= 0 in Mo= 0 ft-lbs Ex= 1600 ksi CE 1.00 1.00 1.00 1.00 Fby 1044 psi III ey2= 0 in Ket= 1 Ey= 1600 ksi CE=Exterior wet use of SCL lumber Fc' 411 psi wx= 0 lbs/ft Ke2= 1 Exm;R= 580 ksi I C,P I 1.00 I 1.00 I I Ex' 1440 psi III = 0 lbs/ft let= 1.00 ft Ey„,,,,= 580 ksi Cy,=Single Pile Factor(piles only) Ey' 1440 psi lee= 9.00 ft Fc= 1350 psi I C. I I I 1.00 I 1.00 Exm;, 522000 psi lei/di= 2.18 c= 0.8 C„=Untreated Factor(piles only) Ey,,,;, 522000 psi . le2/d2= 30.86 lx= 48.53 in4 Material DIMENSIONAL LUMBER V lY= 19.65 in4 Grade OF/L No.2 or Bette V Fbx'=(Fbx')(CL)(Cfu)=995 psi Load Duration,Co TEN YEARS 1.0 oaUP LIVE V ■ Fby'=(Fby')(CL)(Cfu)=1,044 psi Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=411 psi Temperature Factor,CI T t000r V E.(E)(Ct)(Cm)(Ci)=1,440 ksi Wet Service Factor,CM MOISTURE cow>19% Emin (Emin)(Ct)(Cm)(Ci)(CT)=522 ksi Incising Factor,CI MEMBER IS NOT INISE0 V the=0 psi<Fbx'=995 psi Bending Capacity=0% Repetitive Factor Cr MEMBER IS NOT REPE 1TIVE V a thy=0 psi<Fby'=1,044 psi Built up Member No mr fc=218 psi<Fc'=411 psi Axial Capacity=53.1% Member 4 x e V . 4 x 6,DIMENSIONAL LUMBER DF/L No.2 or Better ■ ■ ■ a a is a a a is is ■ a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 ■ Suite One Hundred drill Portland,OR 97219 NISLocation 8900-9000 SW Oak St.,Tigard, Oregon In Client AG Spanos Companies MILLER 11111 Phone 503.246.1250 09/22/2017 CONSULTING Fax 503.246.1395 ELD ARL 106 of 116 www.miller-se.com By Ck'd Date Page Il U 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fc E Emin Fce,= 36502 psi ■ PostCopyright©2008 Miller Consulting Engineers,Inc. CD 1.00 1.00 Feet= 371 psi Mark ISC-2_Level4-5 I Material:DIMENSIONAL LUMBER Rb„ 7.9 X1-1 Grade:DF/L No.2 or Better C, 1.00 Rby 2.7 ■ ysize=4 x4 C, 1.00 1.00 1.00 1.00 Fbe„ 10012 psi ci, 3Ki d,= 3.50 in CF 1.50 1.15 Fbey 88689 psi e=af • d2= 3.50 in CM 0.85 0.85 0.90 0.90 KM 1200 Pa de A= 12.25 int Ci 1.00 1.00 1.00 1.00 KT 0.59 eve ( S,= 7.15 in3 CT 1.00 Fb,* 1148 psi ■ Height= 9.917 ft lu,= 1 ft Sy= 7.15 in3 Cv 1.00 Fby* 1148 psi P1= 2100 lb 1u2= 9.917 ft Le,= 18.25 ft Cu 1.00 Fbe,/Fb,` 9 P2= 0 lb M,,,= 0 ft-lbs Lee= 2.06 ft Cu 1.00 Fbey/Fby* 77 III ex1= 0 in My„= 0 ft-lbs Fbx= 900 psi ce 0.26 Fe* 1320 psi ey1= 0 in M,,,= 0 ft-lbs Fby= 900 psi Cfu 1.00 Fb, 1148 psi ext= 0 in Myh= 0 ft-lbs Ex= 1600 ksi CE 1.00 1.00 1.00 1.00 Fby' 1148 psi 1111 ey2= 0 in Ke,= 1 Ey= 1600 ksi CE=Exterior wet use of SCL lumber Fc' 346 psi w,= 0 lbs/ft Ke2= 1 Ex,,,;,,= 580 ksi I C,9 I 1.00 I 1.00 I I Ex' 1440 psi ■ wy= 0 lbs/ft le,= 1.00 ft Ey,,,,,= 580 ksi C,9=Single Pile Factor(piles only) Ey 1440 psi le2= 9.92 ft Fc= 1350 psi I C„ I I I 1.00 I 1.00 Ex„,„' 522000 psi le,/d,= 3.43 c= 0.6 C,=Untreated Factor(piles only) Eymin 522000 psi a Ie2/d2= 34.00 I,= 12.51 in4 Material DIMENSIONAL LUMBER ly= 12.51 in4 Grade DF/L No.2 Of eater V . Fbx'=(Fbx*)(CL)(Cfu)=1,148 psi Load Duration,CD TEN Y5453 1.0 OCCUP LIVE V. Fby'=(Fby*)(CL)(Cfu)=1,148 psi Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=346 psi Temperature Factor,C, T<=1000F V 111 E'=(E)(Ct)(Cm)(Ci)=1,440 ksi Wet Service Factor,CM MOISTURE cow>19% Nr Emin'=(Emin)(Ct)(Cm)(Ci)(CT)=522 ksi Incising Factor,Cl MEMBER IS NOT INCISED V III fbx=0 psi<Fbx'=1,148 psi Bending Capacity=0% Repetitive Factor Cr MEMBER IS NOT REPETITIVE V fby=0 psi<Fby=1,148 psi Built up Member No V fc=171 psi<Fe=346 psi Axial Capacity=49.5% Member 4 x 4 V II 4 x 4,DIMENSIONAL LUMBER DF/L No.2 or Better a a IN a a at ■ ■ IN is a ■ a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 III dr Suite One Hundred Portland,OR 97219 • Location 8900-9000 SW Oak St.,Tigard, Oregon 1111Client AG Spanos Companies II Phone Phone 503.246.1250 CONSULTING Fax 503.246.1395 09/22/2017 www.miiler-se.com By ELD Ck'd ARL 107 of 116 Date Page Ill ENGINEERS a U ■ 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fc E Ernie Fce1= 7668 psi Stud Copyright©2016 Miller Consulting Engineers,Inc. CD 1.00 1.00 Fce2= 393 psi ■ Mark ISS-1_Level 4-5 I Material:DIMENSIONAL LUMBER Rb, 6.2 1...7.4.1 =y',1 Grade:DF/L No.2 or Better Cr 1.15 Rby 5.3 III Y Fr size=2 x 4 Cr 1.00 1.00 1.00 1.00 Fbex 18630 psi r' x1 de"' d1= 1.50 in CF 1.50 1.15 Fbex 25725 psi ext Bf ' d2= 3.50 in CM 1.00 1.00 1.00 1.00 KM 2300III ?3 L a' I A= 5.25 int C1 1.00 1.00 1.00 1.00 KT 0.59 eyz""� Sx= 3.06 in3 CT 1.03 Fbx` 1553 psi Height= 10.3 ft Iu1= 1 ft Sy= 3.06 in' C. 1.00 Fb,* 1553 psi ■ Spacing= 16 in o.c. 1u2= 10.3 ft Ler= 2.06 ft CLx 1.00 Fbex/Fbx` 12 w„= 646 plf MA= 89 ft-lbs Lee= 18.95 ft CLY 1.00 FbeylFby* 17 p= 5 psf Ke1= 1 Fbx= 900 psi Ce 0.24 Fc* 1553 psi II wn= 6.7 plf Ke2= 1 Fby= 900 psi Cfu 1.10 Fb, 1553 psi Aimit=u 240 lel= 1.00 ft Ex= 1600 ksi CE 1.00 1.00 1.00 1.00 Fby 1708 psi . Ie2= 10.30 ft Ey= 1600 ksi CE=Exterior wet use of SCL lumber Fc' 370 psi lel/dr= 8.00 Ex„.,= 580 ksi Ex' 1600 psi II = 35.31 Ey..= 580 ksi Ey' 1600 psi A= 0.20 in Fc= 1350 psi Ex,,,„; 596994 psi L/618 c= 0.8 Ey,"„' 596994 psi ■ Fbx'=(Fbx')(CL)(Cfu)=1,553 psi Ix= 5.36 in4 Material DIMENSIONAL LUMBER V Fby=(Fby')(CL)(Cfu)=1,708 psi lY= 0.98 in4 Grade DFA No.2 or Better NT Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=370 psi Load Duration,CD TEN YEARS 1.0 OCCUP LIVE V ■ _ E'=(E)(Ct)(Cm)(Ci)=1,600 ksi _ Emin'=(Emin)(Ct)(Cm)(Ci)(CT)=597 ksi Temperature Factor,Ct T o=100oF V fbx=349 psi<Fbx'=1,553 psi Bending Capacity=22.5% Wet Service Factor,CM MOISTURE CONT LESS THAN 19% V II tby=0 psi<Fby=1,708 psi Incising Factor,CI MEMBER IS NOT INCISED V fc=164 psi<Fc'=370 psi Axial Capacity=44.3% Repetitive Factor Cr MEMBER IS REPV . Built up Member No V Combined Axial Compression and Bending Combined Capacity=42.6% Member 2 x 4 ■ Equation 3.9-3;2012 NDS page 22 Max Defl=0.200 inches=L/ 618 Defl.Capacity=38.8% 2 x 4,DIMENSIONAL LUMBER DF/L No.2 or Better at 16"o.c. . ■ ■ III ■ ■ 111 ■ ■ a ■ ■ II 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 IIISuite One Hundred A Portland,OR 97219 MkLocation 8900-9000 SW Oak St.,Tigard, Oregon ■ Client AG Spanos Companies MILLERPhone 503.246.1250 09/22/2017 IIICONSULTING Fax 503.246.1395 ByELD Ck'd ARL Date Page 108 of 116 www.miller-se.com ENGINEERS II I a II 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fc i=_ Emin Fce1= 7668 psi IM Stud Copyright©2016 Miller Consulting Engineers,Inc. CD 1.00 1.00 Fce2= 393 psi Mark ISS-1_Level 3 4 Material:DIMENSIONAL LUMBER Rbx 6.2 t=r'.1 Grade:DF/L No.2 or Better C, 1.15 Rby 5.3 111Y size=2 x 4 C, 1.00 1.00 1.00 1.00 Fbex 18630 psi -cl x .1e" d,= 1.50 in Cr 1.50 1.15 Fber 25725 psi exa d2= 3.50 in CM 1.00 1.00 1.00 1.00 KM 2300 AI ,iz a, A= 5.25 int C, 1.00 1.00 1.00 1.00 KT 0.59 MI era S„= 3.06 in3 Cr 1.03 Fb„* 1553 psi MIHeight= 10.3 ft lu,= 1 ftSy= 3.06 in3 Cu 1.00 Fby* 1553 psi Spacing= 16 in o.c. Iu2= 10.3 ft Le,= 2.06 ft C1, 1.00 Fbe*/Fb,�' 12 w= 1293 Alf m.= a= 89 ft-lbs Lee= 18.95 ft CLy 1.00 Fbe,JFbY' 17 S p= 5 psf Ke,= 1 Fbx= 900 psi C, 0.24 Fc* 1553 psi WE= 6.7 Alf Kee= 1 Fby= 900 psi Cru 1.10 FbY 1553 psi 111Qme=L/ 240 lel= 1.00 ft le2= 10.30 ft le,/d,= 8.00 Ex= 1600 ksi CE 1.00 1.00 1.00 1.00 Fby' 1708 psi Ey= 1600 ksi CE=Exterior wet use of SCL lumber Fc' 370 psi Exm;,,= 580 ksi Ex' 1600 psi Ie2/d2= 35.31 Q= 0.20 in EyEy„,,,,= 580 ksi Ey' 1600 psi Fc= 1350 psi Exm;, 596994 psi L/618 1111 psi c= 0.8 Ey,,,,,,' 596994 psi 111Fbx'=(Fbx')(CL)(Cfu)=1,553 Ix= 5.36 in4 Material DIMENSIONALU LUMBER �' Fby=(Fby*)(CL)(Cfu)=1,708 psi I = 0.98 in4 Grade DyL No.2u,Better Fc'U Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=370 psi Load Duration,CD TEN YEARS 1.0 ODQIP LIVE V E'=(E)(Ct)(Cm)(Ci)=1,600 ksi Emin'=(Emin)(Ct)(Cm)(Ci)(CT)=597 ksi Temperature Factor,C, r<_,aoor ■ fbx=349 psi<Fbx'=1,553 psi fby=0 psi<Fby'=1,708 psi Bending Capacity=22.5% Wet Service Factor,CM Mo stuRE COM u55 mm m oo Incising Factor,CI MEMBER IS NOT INCISED V ■ fc=328 psi<Fc'=370 psi Axial Capacity=88.7% Repetitive Factor Cr MEMBER IS Rhvtui IVE V Built up Member No Combined Axial Compression and Bending Combined Capacity=102.1% Member 2[4 V' 11111Equation3.9-3;2012 NDS page 22 Max Deft=0.200 inches=L/618 W/IN 5%OK Defl.Capacity =W38/ 38.1:4%5% 8% 2 x 4,DIMENSIONAL LUMBER DF/L No.2 or Better at 16"o.c. ■ ■ MI III 1111IIIIIIIIII■ a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 109 of 116 II Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon a MI MILLER Client AG Spanos Companies Phone 503.246.1250 CONSULTING Fax 503.246.1395 09/22/2017 www.miller-se.com By ELS Ck'd ARL Date Page ENGINEERS IN a , 1111 2012 National Design Specification for Wood Construction, Reduction Bending Axial,Fr E Frain Fce,= 29798 psi Stud Copyright©2016 Miller Consulting Engineers,Inc. CD 1.00 1.00 Fce2= 382 psi . Mark 155-1_Level 2-3 Material:DIMENSIONAL LUMBER Rb, 3.1 1211.1 Grade:DF/L No.2 or Better C, 1.15 Rby 7.5 . v Fr size=(2)2 x 4 C, 1.00 1.00 1.00 1.00 Fbe3 72399 psi �ex, Fbe 12496 psi d2 ,� x � d,= 3.00 in CF 1.50 1.15 Y or / d2= 3.50 in CM 1.00 1.00 1.00 1.00 KM 2300III i_.2a' A= 10.50 in2 C; 1.00 1.00 1.00 1.00 KT 0.59 1 e,,e"i S„= 6.13 in3 CT 1.00 FIN. 1553 psi Height= 10.3 ft lu,= 1 ft Sy= 6.13 in3 Cv 1.00 Fby* 1553 psi . Spacing= 16 in o.c. lu2= 10.3 ft Le,= 2.06 ft Ce, 1.00 Fbe,/Fb,* 47 wv= 1939 plf M,,,= 89 ft-lbs Le2= 18.95 ft C,,y 1.00 Fbey/Fby* 8III p= 5 psf Ke,= 1 Fbx= 900 psi CE 0.23 Fc' 1553 psi wi,= 6.7 plf Ke2= 1 Fby= 900 psi Cfu 1.10 Fbx' 1553 psi Aima=U 240 le,= 1.00 ft Ex= 1600 ksi CE 1.00 1.00 1.00 1.00 Ft); 1708 psi . Ie2= 10.30 ft Ey= 1600 ksi CE=Exterior wet use of SCL lumber Fc' 360 psi le,/d,= 4.00 Ex,,, = 580 ksi Ex' 1600 psi Ie2/d2= 35.31 Ey,n„,= 580 ksi Ey' 1600 psi II A= 0.10 in Fc= 1350 psi Exma 580000 psi L/1236 c= 0.8 Eymin' 580000 psi . Fbx'=(Fbx*)(CL)(Cfu)=1,553 psi 13= 10.72 in` Material DIMENSIONAL LUMBER V Fby'=(Fby')(CL)(Cfu)=1,708 psi ly= 7.88 in4 Grade DEN.No.2 or Better v. _Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=360 psi Load Duration,CD TEN YEARS 1.0 OCCUFuvE V III E'=(E)(Ct)(Cm)(Ci)=1,600 ksi Emin'=(Emin)(Ct)(Cm)(Ci)(CT)=580 ksi Temperature Factor,C, T<=300oF V III=174 psi<Fbx'=1,553 psi Bending Capacity=11.2% Wet Service Factor,CM MOSn1RE cow LESS THAN 19% V thy=0 psi<Fby=1,708 psi Incising Factor,CI MEMBER 15 NOT INCISED • fc=246 psi<Fe'=360 psi Axial Capacity=68.3% Repetitive Factor Cr MEMBER IS REPETITIVE V ■ Built up Member Yes V Combined Axial Compression and Bending Combined Capacity=58.0% Member (2)234 V 111Equation 3.9-3;2012 NDS page 22 Max Defl=0.100 inches=L/ 1,236 Defl.Capacity=19.4% (2)2 x 4,DIMENSIONAL LUMBER DF/L No.2 or Better at 16"o.c. . ■ ■ ■ I Il ■ ■ ■ ■ ■ ■ a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 r Suite One Hundred A Portland,OR 97219 MbLocation 8900-9000 SW Oak St.,Tigard,Oregon ■ Client AG Spanos Companies MILLER Phone 503.246.1250 09/22/2017 I CONSULTING Fax 503.246.1395 ByELD Ck'd ARL Date Page 110 of 116 www.miller-se.com ENGINEERS It ii N ■ ■ ■ Beams at Loft Floor ■ 2 j_ . 5 2 ■ T GIRDER - i ' - -CO GIRDER l TRUSS ®,..;. Beam _ _ ! TRUSS _ a -:.---....-mol�9 ___ -r_ � wifill11111-r 1.1 l Al B-3 r B-3 • ■ _ BEAM i t_._ _ _ IVQ � _ ■ )FT S9'-t 2 ; ,�� .� 59=1.2 ►EE OI :OR I 1-_-__ a B-3 L. �_ 1ID _ B-3 by "DOFF Fl ■ NG =Q" Q�1■� ; q'� I RAM IN a q'Ell ` ' HGUS5.50/10 - - -! _ B-2 -i � � lk B-2- I - III I Qil ® SIM III �' __ Beam Al � ■ _ — — — — - _ _ 111 0 ME 111 Mil i 410 ■ ■ l © Aft 6 I a S9-1.2 S9-1.2 S9-1.2 a -I l- ■ a a a a ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred ■ Portland,OR _ Location 8900-9000 SW Oak St.,Tigard,Oregon 7219 II Client AG Spanos Companies MILLERill Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 111 of 116 www.miller-se.com By Ck'd Date Page ENGINEERS ■ i ■ W.%7Bea/77 Loft Floor Beam 1 ■ Project: . By: Date: Checked: Date: Page: Description: Analysis Data: Girder at Loft Floors Seam Length=12. feet Units: English Number of Nodes=201 ■ Number of Elements=200 Properties -X=feet. E=ksi, I =in^4 Number of Degrees of Freedom=402 X- 0; E=2000; I -230.84; Reactions: Moment Releases -X=feet 1111X Vert Rot Supports -X=feet, Displacement=inches, Rotation=radians feet kips kip ft X= 0; Disp=0; X= 12; lisp= 0; 0 1.361 12.000 2.779 Springs -X=feet, VSpring=kip/inch, RSpring=kip in/rad Point Loads-X= feet, PLoad=kips, Moment =kip ft Equilibrium: %= 8.5; PLoad=-.33; ■ %= 8.5; PLoad=-2.28; Force Reaction Diff X= 12; PLoad=-.33; Vert -4.140 4.140 0.000 kips Uniform Loads -%Start s XEnd-feet, Intact s load=kip/ft Rot 33.345 -33.345 0.000 kip ft XStart=0; XEnd= 12; Ustart =-.1; UEnd= -.1; Min S Max values: Min Shear -2.449 kips at 12.000 feet ■ Max Shear = 1.361 kips at 0 feet Min Moment =-7.956e-014 kip ft at 0 feet Max Moment = 7.958 kip ft at 8.500 feet Min Rotation -0.009141 radians at 12.000 feet Max Rotation = 0.007459 radians at 0 feet Min Deflection- -0.376492 in at 6.450 feet Max Deflection= 0 in at 0 feet ■ ■ elnaeam 3.30-Registered tc Hiller Consulting En_r. Wfr7167e4ain Project: By: Date: Checked: Date: Page: ■ Reactions-kips, kip ft ■ Shear -kips r_3.61250 ■ -G.9415/7U Moment -hip ft i_ ,7.956125 ■ Rotation-radians A .]9 9 �'�OU91T2' ■ Deflection-inches n nn , ■ Winces/11 3.20-Registered to Ellier consulting Engrs. I 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 Suite One Hundred ■ Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon ■ Client AG Spanos Companies MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 112 of 116 www.miller-se.com By Ck'd Date Page ENGINEERS a ■ a2012 National Design Specification for Wood Construction(ASD) Reduction Bending F, Shear F, Bearing F,, E&E,,,,° Rs= 3.06 OK<50 Mark Loft Floor Beam 1 Material:Roseburg SCL Co 1.15 1.15 E'mm= 1,016,000 psi Grade:2.0E RigidLam®LVL Cr 1.00 1.00 1.00 1.00 Fnc= 130632 psi ■ Span 12.00 ft 4= 0.50 ft size=1.75 x 9.25 CF 1.00 Fy`= 3565 psi x1= 0.00 ft wl= 0 lbs/ft b= 3.500 in Cu 1.00 1.00 1.00 1.00 F,E/F5•= 36.64 ■ x2= 12.00 ft w2= 0 lbs/ft d= 9.250 in C; 1.00 1.00 1.00 1.00 F,,'= 3560 psi Xa= 0.00 ft Pa= 0 lbs A= 32.38 . inz Cr 1.00 F,.'= 334 psi Xb= 0.00 ft Pb= 0 lbs S= 49.91 ins Cv 1.033 F,'= 750 psi ■ Xcn 0.00 ft Pc= 0 lbs 1= 230.84 inn CL 0.999 E'= 2,000,000 psi R1= 1361 lbs V= 2779 lbs El= 461,681 kip-int Cr,„ 1.00 ■ R2= 2779 lbs M= 7958 ft-lbs Fe= 3100 psi LL 4,<,=U 360 LL = 0.08 inchs F,= 290 psi Material Roseburg SCL TL 4;;m;,=U 240 TL 4= 0.38 inchs E= 2000 ksi Grade 2.0E RigidLam®LVL III %LL 20.0% f,= 1.03 ft Eu,= 1016 ksi Load Duration,Cg TWO MONTHS 1.15 SNOW LOAD Fb'=(Fb)(Cd)(Ct)(CM)(Cr)(Cv or CL)(Cfu)=3,560 psi F,,,= 750 psi Temperature Factor,C, DRY T<=100°F In FV.(Fv)(Cd)(Ct)(CM)=334 psi Approx,weight e , ;,i lbs/ft Wet Service Factor,CM MOISTURE CONT LESS THAN 19% E'=(E)(Ct)(CM)=2,000,000 psi Rt Req'd Bearing Width 1.00 in. Incising Factor,C, MEMBER IS NOT INCISED Fcl'=(Fc1)(Ct)(CM)=750 psi R2 Req'd Bearing Width 1.06 in. Repetitive Factor C, MEMBER IS NOT REPETITIVE INfb=1,913 psi<Fb'=3,560 psi Bending Capacity=53.7% M=7,958 ft-lbs<Mmax=14,807 ft-lbs Member 1.75 x 9.25 fv=129 psi<Fv'=334 psi Shear Capacity=38.6% Number of Plies 2 Plies 1111 V"2,779 lbs<Vmax=7,198 lbs Max LL Deft=0.075 inches=L/1,915 LL Deft.Capacity=18.8% (2 Plies) 1.75 x 9.25,Roseburg SCL II 2.0E RigidLatrl®LVL Max TL Defl=0.376 inches=L/383 TL Dell.Capacity=62.7% ■ Copyright©2017 Miller Consulting Engineers,Inc. II - 1 -- 1.000 _._ _ 1 0.900 ■ 1 0.800 1 s. 0.700II 1 . .a � 0.600 ' 4 1 s 0.500 ■ 0 c 0.400 0 0.300 ■ 0 0200 0 0.100 ■ 0 ,.,m, o , ^ 0.000 = rr „ t, ee ., : mmOato4mm _ =Sheer o r �, a e m = m -Moment Distance(ft) Distance(ft) IIINotes: ■ a ■ a a ■ III 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 IISuite One Hundred at Portland,OR 97219 II _ Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER11111 Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 113 of 116 www.miller-se.com By Ck'd Date Page la ENGINEERS I III II ■ 2012 National Design Specification for Wood Construction(ASD) Reduction Bending F. Shear F, Bearing F°, E&E„„, Ra= 7.82 OK<50 ■ Mark Loft Floor Beam 2 Material:DIMENSIONAL LUMBER Co 1.15 1.15 E',„, 470,000 psi Grade:DF/L No.2,5 x 5 Beams&Stringers C, 1.00 1.00 1.00 1.00 F,E= 9221 psi . Span 8.50 ft l„= 8.50 ft size=6 x 10 CF 1.00 Fe`= 1006 psi x1= 0.00 ft w1= 600 lbs/ft b= 5.500 in Cu 1.00 1.00 1.00 1.00 F,,WFe= 9.16 x2= 8.50 ft w2= 600 lbs/ft d= 9.500. in C, 1.00 1.00 1.00 1.00 Fe= 1000 psi . Xa= 0.00 ft Pa= 0 lbs A= 52.25 in' C, 1.00 F,.'= 196 psi Xb= 0.00 ft Pb= 0 lbs 5= 82.73 in' Cv 1.000 Fa'. 625 psi . Xc= 0.00 ft Pc= 0 lbs I= 392.96 in° C,. 0.994 E'= 1,300,000 psi RI= 2550 lbs V= 2075 lbs El= 510,853 kip-inZ Cf„ 1.00 R2= 2550 lbs M= 5419 ft-lbs Fg= 875 psi . LL A..=U 360 LL A= 0.09 inchs F,= 170 psi Material DIMENSIONAL LUMBER TL j.\ =U 240 TL a= 0.14 inchs E= 1300 ksi Grade DF/L No.2,5 x 5 Beams&Stringers II LL 62.5% 1,= 16.23 ft E,, W ;,= 470 ksi Load Duration,Co TO MONTHS 1.15 SNOW LOAD Fb'=(Fb)(Cd)(Ct)(CF)(CM)(Ci)(Cr)(CL)(Cfu)=1,000 psi F,= 625 psi Temperature Factor,C, DRY T<=100°F Fv'=(Fv)(Cd)(Ct)(CM)(Ci)=196 psi Approx.weight e ? 74,`:,Ibs/ft Wet Service Factor,CM MOISTURE CONT LESS THAN 19% U E'=(E)(Ct)(CM)(Ci)=1,300,000 psi R1 Req'd Bearing Width 1.00 in. Incising Factor,C, MEMBER IS NOT INCISED Fci'=(Fc.1)(Ct)(CM)(Ci)=625 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor C, MEMBER IS NOT REPETITIVE II =786 psi<Pb'=1,000 psi Bending Capacity=78.6% • M=5,419 ft-lbs<Mmax=6,895 ft-lbs Member 6 x 10 fv=60 psi<Fv'=196 psi Shear Capacity=30.5% Number of Plies 1 Ply III V=2,075 lbs<Vmax=6,810 lbs Max LL Defl=0.088 inches=L/1,156 LL Defl.Capacity=31.1% (1 Ply) 6 x 10,DIMENSIONAL LUMBER DF/L No.2,5 x 5 Beams&Stringers ■ Max TL Defl=0.141 inches=L/723 TL Defl.Capacity=33.2% Copyright©2017 Miller Consulting Engineers,Inc. II 6,000 0.000 1 II 5,000 -0.020 i III4,000 ow NIIIIIME -0.040- 3,000 17, -0.060IIII x • 2,000 `' 1111 g-• 9 -0.080 • 1000r III 0 Y.r o -0.100 -1,000 - -0.120 II I -2,000 ...<� x -0.140 - -- -3,0000.160 Shear a o o m m 0 0 0 - - rv 'Z r „ „ ,1 < 4 o „ e „ 2 „ , 7, :; occa Homeric Distance(D) Distance(ft) MI Notes: ■ 1111 ■ ■ III is • 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 111Suite One Hundred A Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon ■ Client AG Spanos Companies MILLER Phone 503.246.1250III CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 114 of 116 www.miller-se.com By Ck'd Date Page ENGINEERS 11, III 1111 1111 14'7/799a/77 Loft Floor Beam 3 U Project By: Date: Checked: Date: Page: IIIDescription: Analysis Data: Girder at Loft Floors Il Beam Length=13.5 feet Units: English Number of Nodes=201 Number of Elements=200 Properties -X=feet, E=ksi I=in^9 Number of Degrees of Freedom 402 X=0; E=1600; I=346.26; Reactions: I/ Moment Releases-X=feet X Vert Rot Supports -X=feet, Displacement=inches, Rotation=radians feet kips kip ft X=0; Disp=0; 0 1.175 III =13.5; Disp=0; 13.500 2.275 Springs-X=feet, VSpring=kip/inch, RSpring=kip in/rad Point Loads-X=feet, PLoad=kips, Moment=kip ft Equilibrium: III X=9; PLoad=-2.55; Force Reaction Diff Uniform Loads-XStart 6 XEnd= feet, Intern d UEnd=kip/ft Vert -3.450 3.450 0.000 kips %Start=0; XEnd=9; UStart =0; UEnd=-.1; Rot 30.712 -30.712 0.000 kin ft ■ XStart= 9; XEnd=13.5; UStart=-.1; UEnd=-.1; Min d Max values: ■ Min Shear kips at 13.500 feet Max Shear 1.175 kips at 0 feet Min Moment —2.2730-013 kip ft at 13.500 feet Max Moment - 9.225 kip ft at 9.000 feet ■ Min Rotation - -0.009437 radians at 13.500 feet Max Rotation 0.007735 radians at 0 feet Min Deflection= -0.445955 in at 7.241 feet Max Deflection= 0 in at 0 feet ■ ■ Ineineeam 3.30-Registered to Miller Consulting Coors. ■ k14/7Bea/77 Project: ■ By: Date: Checked: Date: Page: Reactions-kips, kip ft III 111T T Shear -kips ■ L.3 17500, U -2,2/seer Moment-kip ft ■ ._-____________________-____498 III Rotation-radians ■ ■ . Deflection - inches ■ nnnnno ■ Wineesm 3.30-Registered to Miller Consulting Engrs. 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 • all Suite One Hundred Portland,OR 97219 111 _ Location 8900-9000 SW Oak St.,Tigard,Oregon Client AG Spanos Companies MILLER11111 Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 115 of 116 www.miller-se.com By Ck'd Date Page ENGINEERS ■ ■ 2012 National Design Specification for Wood Construction(ASD) Reduction Bending F. Shear F, Bearing Fes, E&E.. Re= 2.04 OK<50 III Mark Loft Floor Beam 3 Material:Roseburg SCL Cc 1.15 1.15 E'<0 1,016,000 psi Grade:2.0E RigidLam®LVL C, 1.00 1.00 1.00 1.00 F,E= 293923 psi . Span 13.50 ft C„= 0.50 ft size=1.75 x 9.25 CF 1.00 F,`= 3565 psi x1= 0.00 ft w1= 0 lbs/ft b= 5.250 in CM 1.00 1.00 1.00 1.00 F,E/F5`= 82.45 x2= 13.50 ft w2= 0 lbs/ft d= 9.250 in C, 1.00 1.00 1.00 1.00 Fe= 3563 psi IIII Xa= 0.00 ft Pa= 0 lbs A= 48.56 in' C, 1.00 F,�= 334 psi Xb= 0.00 ft Pb= 0 lbs S= 74.87 in' Cir 1.033 F,i= 750 psi IIII Xc= 0.00 ft Pc= 0 lbs 1= 346.26 in< C, 0.999 E'= 2,000,000 psi R1= 1175 lbs V= 275 lbs El= 692,521 kip-in' C1< 1.00 R2= 2275 lbs M= 9224. ft-lbs Fe= 3100 psi ■ LL Ai„nrt=L/ 360 LI A= 0.09 inchs Fr,= 290 psi Material Roseburg SCL TL,6i.mx=L/ 240 TLA= 0.45 inchs E= 2000 ksi Grade 2.0E RigidLam®LVL III LL 20.0% 1,= 1.03 ft E„„,= 1016 ksi Load Duration,Ce TWO MONTHS 1.15 SNOW LOAD Fb'=(Fb)(Cd)(Ct)(CM)(Cr)(Cv or CL)(Cfu)=3,563 psi F,1= 750 psi Temperature Factor,Cr DRY T<=100'F Ev'a(Fv)(Cd)(Ct)(CM)=334 psi Approx.weight, '"11.e'ii' lbs/ft Wet Service Factor,Ce MOISTURE CONT LESS THAN 19% U E'=(E)(Ct)(CM)=2,000,000 psi R1 Req'd Bearing Width 1.00 in. Incising Factor,C, MEMBER IS NOT INCISED Fc.L'=(Fc1)(Ct)(CM)=750 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor Cr MEMBER IS NOT REPETITIVE III =1,478 psi<Fb'=3,563 psi Bending Capacity=41.5% M=9,224 ft-lbs a Mmax=22,228 ft-lbs Member 1:75 x 9.25 fv=8 psi<FY=334 psi Shear Capacity=2.5% Number of Plies 3 Plies ■ V=275 lbs<Vmax=10,797 lbs Max LL Defl=0.090 inches=L/1,800 LL Deft.Capacity=20.0% (3 Plies) 1.75 x 9.25,Roseburg SCL III RigidLami LVL Max TL Defl=0.450 inches=L/360 TL Defl.Capacity=66.7% Copyright 0 2017 Miller Consulting Engineers,Inc. III 1 t000 1 - - 0.900 III1 0.800 1 0.700 '0 1 0.600U 1 - - 2 0.500 > A III a o. aoo o 0.300 • o - 0.200 IIII o 0.100 • I? a s o.000 a= 0 = _ , =Shear i o o a w a r, a e vi a ro 4N < ., N o 1, n u+ : ,o u 2 IIn m m m o o - - a N n • O 0 , -Moment_._I Distance(ft) Distance(ft) Notes: ■ in ou ■ ■ in 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 1111Suite One Hundred ES Portland,OR 97219 _ Location 8900-9000 SW Oak St.,Tigard, Oregon ■ MILLER Client AG Spanos Companies Phone 503.246.1250IR 1 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 116 of 116 www.miller-se.com By Ck'd DatePage ENGINEERSIlf i NI