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Specifications s Tom/cr - GiD43- 1214,0sw h > i/, Ai Cie itiICE COPY fill k s MILLER CONSULTING REVISION ENGINEERS SUPPLEMENTAL STRUCTURAL CALCULATIONS Attic Conversion HECED 12160 SW Ann Place, Tigard Oregon T & R Construction 14R 1 4 2016 March 11, 2016 CITY OF TIGARD Project No. 150975 BUILDING DIVISION 4 pages Principal Checked: iC,s,t „.,q0) PRoct. mac, GL�En"stri tti ac 77°39 ,' 1 //, 'ORE 7 1 .• „."9, E.XEWR GS: 7 2-31-20E *** LIMITATIONS *** Miller Consulting Engineers, Inc. was retained in a limited capacity for this project. This design is based upon information provided by the client, who is solely responsible for accuracy of same. No responsibility and or liability is assumed by or is to be assigned to the engineer for items beyond that shown on these sheets. Engineering Practical, Diverse, Structural Solutions Since 1978 9579 SW Barbar Blvd. Suite 100 Portland, Oregon 97219-5412 Phone 15031 240-1250 Fax 1503) 246-1395 wwvw.miller.se.com Building Code: 2014 Oregon Structural Specialty Code Soils Report: No Soils Report by: N/A Dated: N/A Soil Bearing: 1500 PSF Retaining Walls: No Equivalent Fluid Pressure(active): N/A PCF Passive bearing: N/A PCF Friction: N/A Structural System: Building Structure Vertical System: Lateral Sys: Element Roof Floor Attic FLR Load Type Dead Dead Dead Basic Design Value(PSF) 15 15 12 Loads: Load Type Snow Floor Live Attic FLR Live Value(PSF) 20 40 30 Deflection Criteria L/240 1/360 L/360 Lateral Design Parameters: Wind Design: N/A MPH Exposure Importance Factors IW= IC= Is= li= Risk Cat: II (ice) (seismic) (snow) (ice) Seismic Design Doesn't Apply Design Summary: The following engineering is supplemental to structural calculation set dated 2/16/16 and is in response to comments from the plans examiner to meet ceiling height requirements per 2014 ORSC sect 305.1,exception 2.The existing attic floor will be removed and new framing installed. Art9570 SW Barbur Blvd. Project Name: Attic Conversion Project#: 150975 Suite One Hundred 145 Portland,OR 97219 Location: 12160 SW Ann Place,Tigard Oregon MILLER (503)246-1250 Client: T&R Construction CONSULTING ENGINEERS FAX:246-1395 BY: MC Ck'd: !t. Date: 03/11/16 Page 1 of 4 , 2012 National Design Specification for Wood Construction(ASD) Reduction Bending Fs Shear F, Bearing F,, E&E,,, Ra= 8.92 OK<50 Mark Floor-New loft Joists 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 Fas= 8738 psi Span 15.58 ft e„= 1.00 ft size=2 x 8 at 12 in.o.c. CF 1.20 Fti= 1242 psi xI= 0.00 ft w1= 42 lbs/It b= 1.500 In Cu 1.00 1.00 1.00 1.00 FK/Fe= 7.04 x2= 15.58 ft w2= 42 lbs/ft d= 7.250 in C, 1.00 1.00 1.00 1.00 Fti= 1232 psi Xa= 0.00 ft Pa= 0 lbs A= 10,88 in' Cr 1.15 F,= 180 psi Xb= 0.00 ft Pb= 0 lbs 5= 13.14 Ins Cv 1.000 F„'. 625 psi Xc= 0.00 ft Pc= 0 lbs I= 47.63 in' C,_ 0.992 E'= 1,600,000 psi RI= 327 lbs V= 302 lbs E'1= 76216 kip-In2 Ca, 1.00 R2= 327 lbs M= 1274 ft-lbs Ft.. 900 psi LL Au„a=L/ 360 LLA= 0.42 incha F„= 180 psi Material 'DIMENSIONAL LUMBER TL Ae„e=LI 240 TL A= 0.73 hats E= 1600 kW Grade DF/L No.2 or Better %LL 57.7% e.= 2.06 ft E„,,,= 580 kal Load Duration,Co TEN YEARS 1.0 OCCUP LIVE Fb'=(Fb)(Cd)(Ct)(CF)(CM)(CI)(Cr)(CL)(Cfu)=1,232 psi F,a= 625 psi Temperature Factor,C, DRY T<=100'F Ft/.(Fv)(Cd)(CIXCM)(Ci)=180 psi Approx.weight 2.84 lbs/ft Wet Service Factor,Ca MOISTURE CONT LESS THAN 19% E'=(E)(Ct)(CM)(CI)=1,600,000 psi R1 Req'd Beating Width 1.00 in. (noising Factor,C, MEMBER IS NOT INCISED Fcr=(Fc1)(C)(CM)(CI)=625 psi R2 Req'd Bearing Width 1.00 In. Repetitive Factor C, MEMBER IS REPETITIVE lb=1,164 psi<Fla'=1,232 psi Bending Capacity=94.5% M=1,274 ft-lbs<Mmax=1,349 ft-lbs Member 2 x 8 /v=42 psi<FV=180 psi Shear Capaab=23.1% Number of Plies 1 Ply V=302 lbs<Vmax=1,305 lbs Max LI.Defl=0.423 Inches=L/442 Ll Deft.Capacity=81.4% (1 Ply) 2 x 8 at 12 In,o.c.,DIMENSIONAL LUMBER DF/L No.2 or Better Max TL Dell=0,733 inches=L/255 IL Deft.Capacity=94.1% Copyright 02015 Miler Consulting Engineers,Inc. 1,400 0.000 1,200 \ \ 0,140 1,000 -0.200 800 ggg_ r 600 -0,300 400 r o -0.400 2 200 -_/` o -o.soo 0.600 -200 400 0.700 , 600 osoo oshe,, o o 2 ry w v m g n 2 m = o a '4 r n 2 e u, = o a a „ ."I 2 2 n n 2 .. . 2 2 2 2 '2 D D n -Moment Distance(ft) Distance(ft) Notes: w=(12+30)psts1.0ft=42plf 9570 SW Barbur Blvd Attic Conversion Project Name Project # 150975 111,4 ® Portland, OR 97219-5412 Suite One Hundred 12160 SW Ann Place, Tigard Oregon Location MILLER T& R Construction Client CONSULTING (503)246-1250 MC 3/11/16 of4 ENGINEERS Fax: 246-1395 By Ck'd 11-},../ Date Pagel- t 2012 National Design Specification for Wood Construction(ASD) Reduction Sending Fa Shear F, Bearing F,, Oft E,,,, Re= 8.41 OK<50 Mark Floor-Joist hdr at stairs Material:DIMENSIONAL LUMBER CD 1.00 1.00 E,,.= 580,000 psi Grade:DFA.No.2 or Better C, 1.00 1.00 1.00 1.00 F.= 9837 psi Span 5.33 ft t„= 5.00 ft size=4 x 8 Cr 1.30 F:= 1170 psi x1= 0.00 ft w1= 308.18 lbs/ft b= 3.500 in Cu 1.00 1.00 1.00 1.00 F./Fe= 8.41 x2= 5.33 ft w2= 306.18 lbs/ft d= 7.250 In C. 1.00 1.00 1.00 1.00 Fti= 1182 psi Xa= 0.00 ft Pa= 0 lbs A= 25.38 inz Cr 1.00 F,.'= 180 psi Xb= 000 ft Pb= 0 lbs S= 30.66 ins Cv 1.000 F„'= 625 psi Xc= 0.00 ft Pc= 0 lbs I. 111.15 in+ CL 0.993 E'= 1,600,000 psi R1= 816 lbs V= 831 lbs El= 177,836 kip-int CN 1.00 R2= 816 lbs M= 1087 ft-lbs F.,= 900 psi LL Aa„a=L/ 360 LLA= 0.02 inchs F.= 180 psi Material (DIMENSIONAL LUMBER '11...‘„,,=U 240 7L A= 0.03 inchs E= 1600 kW Grade DF/L No.2 or Better %LL 72.7% I.= 9.98 ft 5,„,,,= 580 ksl Load Duration,Co _TEN YEARS 1.0 OCCUP LIVE Fb'=(Fb)(Cd)(CI(CFXCMXCIXC(XCL)(Cfu)=1,162 psi F,,= 625 psi Temperature Faster,C. DRY T<=100'F FV=(Fv)(Cd)(Ct)(CM)(Ci)=180 psi Approx.weight 8.17 lbs/ft Wet Service Factor,Ca MOISTURE CONT LESS THAN 19% E'=(E)(CQ(CM)(Ci)=1,800,000 psi R1 Recd Bearing Width 1.00 in. Incising Factor,C. MEMBER IS NOT INCISED Fol.=(Fcl)(Ct)(CM)(Cl)=625 psi R2 Rend Bearing Width 1.00 In. Repetitive Factor C, MEMBER IS NOT REPETITIVE fb=426 psi<Fb'=1,162 psi Bending Capacity=36.6% M=1,087 ft-lbs<Mmax=2,970 ft-lbs Member 4 x 8 fv=37 psi<FV=180 psi Shear Capacity=20.7% Number of Piles 1 Ply V=631 lbs<Vmax=3,045 lbs Max LL Deft=0.023 Inches=L/2,792 LL Defl.Capacity=12.9% (1 Ply) 4 x 8,DIMENSIONAL LUMBER DF/L No.2 or Better Max TL Den=0.031 inches=L/2,031 TL Defl.Capacity=11.8% Copyright®2015 Miller Consulting Engineers,Inc. 1,500 o.000 1,000 O.OJ5 -0.010 a 500 - ^ ,� i -0.015 4 Q i .. -0.020 ❑ 0.025 500 -0,030 -1,000 -0.035 OShear 0 0 0 0 N ci 3 3 n n e , a e a n N 0 0 o d 0 '2 3 3 ,J 31 3 3 ., ii A ii ?fi f Y i n 2 -Moment Distance(ft) Distance(5) Notes: w==42psf"(11.92fte0.5+1.33ft)=306p(f all 9570 SW Barber Blvd Project Name Attic Conversion Pro Project # 150975 Suite One Hundred ) NSPortland, OR 97219.5412 Location 12160 SW Ann Place, Tigard Oregon MILLER Client T&R Construction CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By MC Ck'd t?:,, -- 3/11/16 3/11/16 Page 3 of 4 2012 National Design Specification for Wood Construction(ASD) Reduction Bending F, Shear F, Bearing F,,. E 8 E,,,, RD= 8.41 OK<50 Mark Floor-top of stair trpl joist Material:Weyerhaeuser SCL CD 1.00 1.00 • E',,,e„= 1,016,535 psi Grade:2.0E Microliarn®LVL C, 1.00 1.00 1.00. 1.00 FsE= 17241 psi Span 15.58 ft 1„. 5.00 ft size=1.75 x 7.25 Cr 1.00 Fe= 2600 pal xl= 0.00 ft w1= 55.88 Ibs/ft b= 3.600 In CM 1.00 1.00 1.00 1.00 FbE/Fe= 6.63 x2= 15.58 ft w2= 55.88 lbs/ft d= 7.250 in Ci 1.00 1.00 1.00 1.00 'b"' 2577 psi Xa= 1.00 ft Pa= 195 lbs A= 25.38 in' C, 1.00 F,'= 285 psi Xb= 2.33 ft Pb" 195 lbs S= 30.88 Ina Cy 1.071 F“'=• 750 psi Xc= 3.33 ft Pc- 818 lbs I= 111.15 In' CI 0.991 E'= 2,000,000 psi R1= 1425 lbs V= 1391 lbs El= 222,296 klp-Inz Cfd 1.00 R2= 651 lbs M= 3788 ft4bs Fa= 2600 psi LL Aeia=U 360 LLA A. 0.51 inchs F,= 285 psi Material )Weyerhaeuser SCL TL 4a„a=U 240 TL A= 0.72 lochs 0= 2000 ksl Grade 2.0E Microtlarn®LVL %LL 71.4% 1," 9,98 ft E„*,= 1017 ksl Load Duration,CD TEN YEARS 1.0 OCCUP LIVE Fb'=(Fb)(Cd)(Ct)(CM)(Cr)(Cv or CL)(Cfu)=2,577 psi F,,,= 750 psi Temperature Factor,C, DRY T<=100-F W=(Fv)(Cd)(Ct)(CM)=285 psi Approx weight 6.17 Ibsnt Wet Service Factor,CM MOISTURE CONT LESS THAN 19% E'=(EXCI)(CM)=2,000,000 psi R1 Req'd Bearing Width 1.001n. Incising Factor,C, MEMBER IS NOT INCISED Fct'=(Fc1XCt)(CM)=750 psi R2 Req'd Bearing Width 1.00 in, Repetitive Factor C, MEMBER IS NOT REPETITIVE fb=1,482 psi<Fb'=2,577 psi Bending Capacity=57.5% . M=3,788 ft-lbs<Mmax=6,585 ft-Ibs Member 1.75 x7.26 fv=82 psi<FV=285 pal Shear Capacity=28.9% Number of Plies 2 Plies V=1,391 lbs<Vmax=4,821 lbs Max LL Den=0.511 Inches=L/368 LL Den.Capacity=98.4% (2 Plies) 1.75 x 7.26,Weyerhaeuser SCL 2.0E Microllam®LVL Max TL Den=0.715 Inches=L/261 TL Deft.Capacity=91.8% Copyright®2015 Miller Consulting Engineers,Inc. 4,500 0.000 4,000 -0-100 3,500 _.. 3,000 \ 0.200 2,500 y -0.300 -- 2,000 >. 1,500 & -0.400 2 ' 1,000 0 -0.500 500 / o.soo 500 -0.700 -1,000i,i ei o .0.800 =Shear o o ei w t � n m m o o - r w n o » w w w N o i a h d n n d w w o o 1 An a e rt -14,....t Distance(ft) Distance IrV Notes: w=(12+30)psf*1.33ft=55.86plf p=(rxn floor Joist hdr @ stairs)=8161bs p=55psf*1.33ft*5,33ft*0,5=1951bs 9570 SW Barbur Blvd Attic Conversion Suite One Hundred Project Name Project # 150975 ill® Portland, OR 97219-5412Location 12160 SW Ann Place, Tigard Oregon MILLER Client T& R Construction CONSULTING (503)246-1250 MC3/11/16 f of4 ENGINEERS Fax: 246-1395 By Ck'd t- Date Page f 4 MILLER CONSULTING ENGINEERS SUPPLEMENTAL STRUCTURAL CALCULATIONS Attic Conversion 12160 SW Ann Place, Tigard Oregon T & R Construction May 19, 2016 Project No. 150975 REVISION 20 pages Principal CheckeccONJ f A05) PROFFss S rxG{NEzt t2 77939PE �r // � REGO1\,� [ XPRATCN 12/31/20 11 *** LIMITATIONS *** Miller Consulting Engineers, Inc. was retained in a limited capacity for this project. This design is based upon information provided by the client, who is solely responsible for accuracy of same. No responsibility and or liability is assumed by or is to be assigned to the engineer for items beyond that shown on these sheets. Engineering Practical, Diverse, Structural Solutions Since 1978 9570 SW Barbur Blvd., Suite 100 Portland, Oregon 97219-5412 Phone (503) 246-1250 Fax (503) 246-1395 www.miller-se.com Building Code: 2014 Oregon Structural Specialty Code Soils Report: No Soils Report by: N/A Dated: N/A Soil Bearing: 1500 PSF Retaining Walls: No Equivalent Fluid Pressure(active): N/A PCF Passive bearing: N/A PCF Friction: N/A Structural System: Building Structure Vertical System: Lateral Sys: Element Roof Floor Attic FLR Load Type Dead Dead Dead Basic Design Value(PSF) 15 15 12 Loads: Load Type Snow Floor Live Attic FLR Live Value(PSF) 20 40 30 Deflection Criteria L/240 U360 L/360 Lateral Design Parameters: Wind Design: N/A MPH Exposure Importance Factors Iw= Is= Is= h= Risk Cat: II (ice) (seismic) (snow) (ice) Seismic Design Doesn't Apply Design Summary: The following engineering is supplemental to structural calculation set dated 2/16/16 and 3/11/16.The following calculations are for: 1.Partial lateral analysis to strengthen an existing shear wall with a new window opening.No change was made to the global overturning of Pages 2-4 the system. Page 5 2.New opening in the dormer bearing wall looking into the bedroom below. Pages 6-11 3.Field conditions uncovered at the interior bearing wall.The following analysis is for the support of this beam. 4.During construction an existing 4x12 beam was observed with joist supported on this member.These calculations show a new load path Pages 12-19 to the required glbm. Page 20 5.Contractor verified west exterior foundation wall.No additional footings are required. .t 9570 Sw Barbur Blvd. Project Name: Attic Conversion Project#: 150975 Suite One Hundred Portland,OR97219 Location: 12160 SW Ann Place,Tigard Oregon MILLER (503)246-1250 Client: T&R Construction CONSULTING ENGINEERS FAX:246-1395 �� ( BY: MJ Ck'd: ('° Date: 05/19/16 Page 1 of 20 • • This Spreadsheet calculates the wind load acting on a diaphragm per ASCE 7-10§28.4.1(pg 240);Low-Rise Building. • V= 120 mph 3-second gust wind speed h1= 9.67 ft First floor height h2= 8 ft Second floor height 2 = heightt h' 17.67 ft Eaves t B= 42 ft Building width _ L= 48 ft Building length a.= 4.2 ft ' Fig.28.4-1,pg 242- h= 22.92 ft Mean roof height Roof Pitch=_6.00 :12' 0=_26.6 Topographic Factor(Section 26.8&Fig.26.8-1 pgs 195-197) Building is:Enclosed 2-dimensional escarpments Exposure is: B H= 0 ft Height of hill (Table 26.6-1,pg 194) Lh= 0 ft Length-of-hill Directional Factor Ke= 0.85 Wind (Table - __ _ - K�= 0.70 Exposure Coefficient28.3-1,pg-241) x- 0 ft - Dist.From hill crest Check Criteria Low-Rise Building: Structure is Downwind of escarpment 1.Is h<=60 ft?Yes,O.K. z= 0 ft Elevation from bottom of hill 2.Is h<=Lesser of L or B?Yes,04<. Ka= 1.00 qh= 21.95 psf Sect.28.3.2,Eq.28.3-1,pg 239 Second Floor hra m Roof Dia Wind Force Normal to Ridge (+GCpi) (+GCpi) (+GCpi) Gepi) Horiz.) (-GCpi)Hoz. (Vert) (Vert., Area (Horiz.} �Horiz.) _Ho iz.__-Area) (H rix. (-GCpi) Min: (PSF) (PSF) (PSF) (PSF) ( qft) (LBS) (LBS)' (LBS) s .ft S (LBS) H(LBS)Building P psf P psf i p p ( p) (-GCpi) Pressure Pressure Pressure Pressure (sq. ( qForce Force Force Surface 8 +GC i 16.02 8.12 16.02 0.00 0' 350 S) (LBS) (LBS) Cf GCi 1 0.55 2 -0.10 0.188.12 2839 5604 5598 158 1286 2537 2534 -6.13 1.77 -2.74 -0.79 =5.48 1.59 N/A N/A` N/A N/A 930 -2548 738 3326 3 -0.45 0.18 -13.77 -5.87 -6.16 -2.62 -12.31- -5.25 N/A N/A N/A N/A 930 -5725 -2439 0 4 -0.39 0.18 -12.53 -4.62 -12.53 -4.62 0.00 0.00 350 -4383 -1618 0 158 -1984 -732 0 5 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A' N/A N/A N/A N/A N/A N/A- N/A lE 6 .73 .18 12.03 19.93 12.03 19.93 0.00 0.00 74_ 892 -- 1479 --1187- - 34 404 670 538 2E -0.19 0..18_ -8.13 -0.23 -3.64 -0.10 -7.27 -0.20 N/A N/A N/A N/A _ _197 -7.17 -20 706 3E -0.58 -16.79 -8.89 -7.51 3.98 -15.02 -7.95 N/A N/A N/A N/A 197 -1481 -784 0 4E -0.53 0.18 -15.70 -7.79 -15.70 -7.79 0.00 0 74 -1165 -578 0 34 -527 -262 0 Sum= 9279 9279 6785 Sum= 8142 8142 7104 'Second FI_oor-Diaphragm Roof Diaphragm Roof Diaphagm-Normal to Ridge-Based on Minimum Wind Pressure 1 j rft ft .•t ttf f ff ff- - wird`148 plf Roof Dia agm-Normal to Ridge-Based on Design Pressures Diaphragm - - - -- - ---- --- _ ` L RoofU Uplift-for Wind Direction Normal to Ridge tItt TT # } _t# �t_ Trib.length for wind normal to ridge= 4 ft + yyz ` Equivalent uplift pressure at exterior(gable end)wall= -10 psf uplift at exterior(gable end)wall= -41 plf �i EquivalentEquivalent roof-u lift pressure= -8 psf '41. --w,= 202 plf _.-I -- wz= 163: plf, J � of�i✓kAA-L- -- Equivalent w- 175 plf Ps4. -z"' b C I cam 2 1e. Attic Conversion 150975 9570 SW Barbur Blvd 1,111 Project Name Project # Suite One Hundred 12160 SW Ann Place, Tigard Oregon _ Portland, OR 97219-5412 Location MILLER T& R Construction Client CONSULTING (503)246-1250 MJ 5/19/16 of 20 ENGINEERS Fax: 246-1395 By Ck`d Date Page g' ASCE 7-10 Seismic Design Targeted Earthquake(Figure= 96:30%- Risk Ta ted Maximum Considered Fi ufe 22-1,22-3,22-5,and 22-6)(pages 158 through 165) -- _-_-- --- -- - --S�= 42.20% -- Risk Taeted MaximumConsidered Earthquake(Figure 22-2,22-4,.22-5,and22-6 rg 9 9 )(pages 158 through 165) Fa= 1.11 -Table-11.4-1,page 55 Fv= 1.58 Table 11.4-1,Page 55 SMs=F,S,= 1.07 - eqn.11.4-1 page-55 SM =FV Si= 0.67 eqn.11.4=2-page 55 Sos=(2)SMs/(3) = 0.72 eqn.11.4-3 page 55 551=(2)SM11(3) = 0.44 eqn.11..4=4 page 55 Site Class D Table 20.3-1,page 152 Risk Category II Table 1.5-1,page 2 Seismic Force Resisting System A.Bearing Wall System g (wood)walls sheathed with wood structural panels rated for shear resistance 15.Light framed wood Seismic Design Category(short per.) D Table 11.6-1,page 56 ti Seismic Design Category(1 sec) D Table 11.6-2,page 56 v‘4\-43 Seismic Design Category (Controls) tiA //,00' R- 6.50 Tableg ry D 12.2-1, pages 60-62 c1= 3.00 Table 12.2-1,pages 60-62 Cd- 4.00 Table 12.2-1,pages 60-62 a y IE= 1.00 Importance factor,Table 1.5-2,page 4 CTpage 72 ( - 0.75 Table 12.8-2, 1 page 72 T= 0.250 ft,defined in section 12.88 .2.1,page 72 Eqn.12.8-7,page 72 k= 1.00 Section 128.3,page 73 Cu= 1.4 Table 12.8-1,page 72 Ta m.= 0.350 section 128.2,page 72 - Cs= 0.110 Eqn.12.8-2,pg 72 11= 16 Fig.22-12 through 22-16,page 170-173 - _ C = 0.273 need not exceed-Eq.12.8-3&12.8-4,page 71-72 _ f��.r•�, c.= 0.031 shall not be less than-Eq.128-5&12.8-6,page 72 {,tq Wae.r k C 0.110 Woof= 37747.2 lb=15psf"48ft"42ft+8psr8ft*0.5148f[2)+8psf 13.2ft•0.5"42ft'2 W lb.=l5psf*48ft"42ft+(Bpsieft"0.5"(48ft"2))"2+(8psf"13.2ft"0.5"42ft*2)2 Redundancy Factor p: 451.302 4 Section 123.4,pg 67 CsW=0.110 Vroof= (tM= 4156 _Ib,Eq.12.8-1,pg 71 _ � V2nd=CsW=0.110(1N)= 4983 lb,Eq.128-1,pg 71EMU Vertical Distribution of Seismic Forces:Eqn.12,8-11&Eq.12.8-12,pg 72-73 Level hx_(ft-) wx(Ib) wx*h," Cv Force(lbs) with p: rr__ Roof 13.165 37747.2 496941.888 0.53 4860 6318 v t i '/�. T 2nd 9.67 - --45254.4 437610.048 0.47 4279 5563 934551.936 Total Base Shear 9139 (itc`B / - ) ofk- IN) (710 9570 SW Barbur Blvd Attic Conversion 150975 Suite One Hundred Project Name Project # 12160 SW Ann Place, Tigard Oregon Portland, OR 97219-5412 Location MILLER T& R Construction Client CONSULTING (503)246-1250 MJ - 5/19/16 3 of20 r ENGINEERS Fax: 246-1395 By Ck'd � ) Date Page Punched Shearwall Analysis: Level: Roof Level Line:R1 Segment:Segment 1 This analysis uses the force transfer method of designing a punched shearwall. The free body diagrams shown,are for a generic condition. Thein input the shortest sections adjacent to the window openings. segment Length, V= 1325 lb Total p H1-&L1 should reflect L -16.83 ft Total length of wall segment ear force in L,= 6.67 ft Smallest wall pier length ' L2= 3.50 ft Length of opening I I__ a- L3= 6.66 ft Remaining full height walllength 1 H=. 7.88_.__ft Overall height of wall \--- �1 _ _ 2,= 3.50- ft Height of opening en Hr 1.38 ft _Criticalsection - - - �cnnt,nuous strap above and,below openings Single Opening -.. Segment Length, L = ( _- - Fry - L Horizontal Fv= 247 lb=663*(1 38 05*350 ) force /6.67+0.5*3.5 Vertical forceat critical section. In = Sheathing Requirements: Shearwall15/32"APA Rated Sheathing \_ dq Single �® Use i glle.Sided Sheathing Use 40%Shearwall increase, Multiple Openings Continuous strap above Side panels: � and below bpernngs Shear= 99 plf=1325/(6.67+6.66)" Shear in wall piers. - L Emi Wall Type= A 'A'=8d At 6"o.c.edges,12"o.c.field Vc= 260 plf 99 <260 0K IF -- - Td bottompanels: Shea 9plf-247/1.38 Shear in panel above opening.Wall Type=' A - 'A'=8d-At 6"o.c.-edges,12"o.c.field Vc= L 260 plf 179 <260 OK Use Type A shear wall(8d At Ertl o.c.edges,12"o.c.field)for all of Segment',Ion wall line R1 at the Roof Level shearwalls. Strap Requirement: P= 313 lb=247*(0.5*3.5)/1.38 Critical strap force. Tension 313' lb per strap Tc= 845 lb 313 <_845OK Use Simpson CS22 strap(s)x 16.83'long above and below opening. Strapto extend xtend full length of shear wall segment with shear wall edge nailing requirements. Strap to be placed over sheathing and nailed to blocking. Sole Plate Base Anchorage: plf-1325/16.83 Shear Shear= 79 at top and bottom plates. Wall Type= A can be used for sole nailing and anchor bolt spacing', Vc= 260 plf 79 <26010K grAP- 0 a 3 r lie, � �!< - 1ST z 1 lc, qi 9570 SW Barbur Blvd Attic Conversion 150975 Suite One Hundred Project Name Project # 12160 SW Ann Place, Tigard Oregon Portland, OR 97219-5412 Location MILLER T& R Construction Client CONSULTING (503)246-1250 MJ 5/19/16 a of20 ENGINEERS Fax: 246-1395 By Ck'd Date Page 2012 National Design Specification for Wood Construction(ASD) Reduction Bending F, Shear F, BeanngFu EsEm„ Re 9.76 OK<50 - - Mark- Header,fee. Lo -Roof--.- Material:DIMENSIONAL LUMBER ---Cc 1.15 " 1.15 - E',,;;,,= 580,000 - psi Grade:DF/L No.2 or Better: -... - --- - -- --- -.- -_-_ Ct 9.00 I 1.00; 1.00 '. 1.00 FbE= 7311 psi Span 5.10 ft l„_ 5.10 ft siz.e-4.x1D, - -- CF 1.20 Fb'= 1242 psi xl= 0.00 ft wl= 537 lbs/ft b= 3.500 in CM 1.00 1.00 1.00 1.00 FbE/Fb"= 5.89 x2= 5.10 ft w2= 1 537 lbs/ft d= 9.250 in C, 1.00 1.00 1.00 1.00 Fe= 1230 psi Xa- 0.00 ft A= 32.38 Me C, __1.00 - F„'= 207__ psi Pa= 0 lbs Xb= 0.00 ft Pb= 0 lbs '..S=-'--49.91 -in3 Cv --1.000 --.._ _ F,i'=.- 625. psi Xc-- 0.00- ft Pc= 0 lbs -- - -= - - :_ I= --230.84 in°.:.. -C, ---0.990_... - E'=_.1,600,000-.psi. R1= -1369 lbs.... V= 955 lbs ---- ---E9= ,'_.369,345 kip.n2 Ch, ..1.00_ R2=_..' 1369 lbs M= 1746 ft-lbs_... Fb= 900 psi-.- _ - 1,w lJ 360inchs F „LLA= 0.01 - :180 --- psi Material DIMENSIONAL LUMBER TLL4m L u rt=L/ 240 0.02 inchs E= 1600 Icsi Grade DF/L No.2 or Better -- -- ---- --- %LL 62.5% e,= 10.51 ft E,,_ 580 ksi Load Duration,CD TWO MONTHS 1.15 SNOW LOAD Fb'-(Fb)(Cd)(Ct)(CF)(CM)(Ci)(Cr)(CL)(Cfu)=1,230 psi F«= 625 , psi Temperature Factor,C, DRY T<=100°F FV=(Fv)(Cd)(Ct)(CM)(Ci)=207 psi Approx weight 7,87 _ lbsttt Wet Service Factor,CM _ MOISTURE CONT LESS THAN 19% --.-. E'=(E)(Ct)(CM)(Ci)=1,600,000 psL 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 C, -:- -.MEMBER IS NOT.REPETITIVE _.. L fb=420 psi<Fb'=-1,230 psi Bending Capacity=34.1% - -_ __. M=1,746ft-lbs<.Mmax=5,114ft-lbs - _..... -- Member.. _._:._ 4x10 _. _... fv=44 psi<Fv'=207 psi --Shear Capacity=21.4% --Number of Plies __ 1 Ply V=955lbs<Vmax=4,468.lbs 0.014 inches=L/4,370 LL Deft Capacity=8.2% (1 Ply) 4 x 10,DIMENSIONAL LUMBER Max LL Den= DF/L No.2 or Better ---- Max TLDefl-0.022inches=L/2,731 TL Deft.Capacity=8.8 -.-. - __ - -- Copyright©2015 Miller Consulting Engineers,Inc. 2,000 0.000 1,500 - 1,000 7,' 0.005 _ --- s m 500 _ 5 -- -0010 E ` b, - A c . C '•,a 4a" E- 2 -0.015 -500 $ i -1,000 '`' , -0.020 -1,500_ m -2,000 m o m m m o 'm -0.025 0 _ m m: m oShear � e ev o v '^ o 0 0 0 0 � � � � r, �, „ m m a a m e n :-_ Moment Distance(ft) I._.. __ Distance(ft), Notes: W=(15+20)psf*(13ft/2)+309p1f=537p1f •<.-=-11 . 10 p o- C,Atc Se-4 2.l)cel UR Attic Conversion 9570 SW Barbur Blvd 150975 Suite One Hundred Project Name Project # OA12160 SW Ann Place, Tigard Oregon 111111h Portland, OR 97219-5412 Location MILLER T& R Construction Client CONSULTING (503)246-1250 MJp� , 5/19/16 'C �`'\� of 20 ENGINEERS Fax: 246-1395 By Ck'd Date Page 5 0 C.A-I,C.lAc- i-o'er f t�Uwe Y 6cY CEt) S'319eorcr r,,k8 _ gam* ; = VA-1 a: - /s r r Cei1ms ram T, ,St 5 ( a-Ae' ! w r \1 El acv "9 �. .c4 �+a mo(o 5 ri-r) 4 ®3 S C0'et, 1/21-( w L a F tesrafl = !0S-7(, 64011, -tom Ce1 3 0554-t t tsc,-reourte . t 5 wall 10 Si. or,:red la-( O 55L 3464,c #1i-s1) r r{z-m 6 r9c /Si5 t IC NY-AC. 1 c7 0 ) 0 of-:s1 Arr UVYL r ca130 -17 E E7 4 132 Pe_ — "2-14(2c5-1:7-_) = Q 1719 44 50E- 97psc,„z- 17,7- f1L. ,00 tt o-t 'Z? '- [t �� ?Pre--fel-7,J 112L�s ti st- L g p ,A Pd I44 f' AfE. ✓fid ( { A` v'6. ! = r'ld ff/11)/2_( 5117 .1 (PFJ 5.1q.114 Attic Conversion 9570 SW Barbur Blvd 150975 Project Name Project # ® Suite One Hundred 12160 SW Ann Place, Tigard Oregon Portland, OR 97219-5412 Location T& R Construction MILLER Client CONSULTING (503)246-1250 MC 1/26/16 ENGINEERS Fax: 246-1395 By Ck'd CAN Date Page - ®F 2.® WiizBeam Project: eq.,4 1�J b i pit }44411-A. /pi /1//9S By: Date: Checked: Date: Page: Description: Units: English Properties - X = feet, E = ksi, I = in^4 X = 0; E = 1800; I = 738; Moment Releases - X = feet Supports - X = feet, Displacement = inches, Rotation = radians X = 0; Disp = 0; X = 15.7; Disp = 0; Springs - X = feet, VSpring = kip/inch, RSpring = kip in/rad Point Loads - X = feet, PLoad = kips, Moment = kip ft X = 0; PLoad = -.564; X = 3; PLoad = -2.037; -- 6 4y41.- X = 9.53; PLoad = -2.037; "41004r4SC 64,4 X = 12.03; PLoad = -2.107; Uniform Loads - XStart & XEnd = feet, UStart & UEnd = ki /ft XStart = 0; XEnd = 15.7; UStart = -.2; UEnd = -.2; '-- IOGf..Q;, , ,..,"-- XStart = 12.03; XEnd = 15.7; Ustart = -.294; UEnd = -.294; er5t4 aka WinBeam 3.30 - Registered to Miller Consulting Engrs. WizBeam Project: By: Date: Checked: Date: Page: Reactions - kips, kip ft 1 1 t T Shear - kips 4.636930 -5.76"31154, Moment - kip ft X1.806247 Rotation - radians 111666 -1.1 Deflection - inches A-) 00000 WinBeam 3.30 - Registered to Miller Consulting Engrs. 1 asi7Beam }��y ,fin Project: 1•' J W �k ' . _ / /i " By: Date: Checked: Date: Page: Analysis Data: Beam Length = 15.7 feet Number of Nodes = 202 Number of Elements = 201 Number of Degrees of Freedom = 404 Reactions: X Vert Rot feet kips kip ft 0 5.201 15.700 5.763 Equilibrium: Force Reaction Diff Vert -10.964 10.964 0.000 kips Rot 90.480 -90.480 -0.000 kip ft Min & Max values: Min Shear = -5.763 kips at 15.700 feet Max Shear = 4.637 kips at 0 feet Min Moment = 5.583e-013 kip ft at 0 feet Max Moment = 21.806 kip ft at 9.530 feet Min Rotation = -0.012488 radians at 15.700 feet Max Rotation = 0.011666 radians at 0 feet Min Deflection = -0.704957 in at 8.114 feet Max Deflection = 0 in at 0 feet WinBeam 3.30 - Registered to Miller Consulting Engrs. C) , - -- 2012 National Design g Specification for Wood Construction(ASD) --- :Reduction- Bending F, Shear F, Bearing F,,, E&5,,,„ Rg= 4.75 - OK<50 Mark Bm at bearing wall at-master BR Material:GLULAM Co 1.15 1.15 E,,i,,- 950;000 psi Grade:24F-V4N8WIDTH-5-1/8 --- -.-- _. C, 1:00--.---1:00 1.00 _. ..-1:00--- - Fbe= 50470 psi Span 15.70 ft t„= 2.00' ft size=51/8 x 12 Cr 1.00 _-- -Fe= 2760 psi x1= 0.00 ft w1= 0 lbs/ft-1 b 5.125 in CM 1.00 1.00 1.00 ---1.00 FbE/Fb'= 18.29 x2= 15.70 ft w2= 0 lbs/ft / d= 12.000 in C, 1.00 1.00 1.00 1.00 Fb'= 2752 psi 0.00 Xa= ft Pa= 0 ' lbs t 701 A= 61.50 In' C, 1.00 F,;= 305 psi XI). 0.00 ft Pb= 0 lbs LAW S= 123.00 in3 Cv 1.000 F„,'= 650 psi Xc= -- ' _.. = 738.00 -.in4. _.CL ----0.997 _- _._. -_. - E'= _.1,800,000. psi. 57631 lbs -- M 5763- l lbs I= 1 328,400 kip-int - Cf. -- -1.00 R2s 1 = I F5 2400 psi. _- - - LL A,ms=U ---360 - LLA= 0.44---inchs-_:__-. F,= :.-x,265 psi Material -. GLULAM TLL1gma-L/ TLD- 240 0.71-1:- inchs 'E= ,1800 ksi Grade - 24F-V4N8YNDTH51/8 --- - LL 62.5% t,= 4.12: ft Eme,_ 950 ksi Load Duration,C. TWO MONTHS 1.15 SNOW LOAD Fb'=(Fb)(Cd)(Ct)(CM)(Cr)(Cv or CL)(Cfu)=2,752 psi F,4= ,650 psi Temperature Factor,C,---- - DRY T<=100°F -- - - Fv'=(Fv)(Cd)(Ct)(CM)=305 psi Approx weight 14.95 lbs/ft Wet Service Factor,C., MOISTURE CONT LESS THAN 16% E'=(E)(Ct)(CM)=1,800,000 psi ' R1 Req'd Bearing Width 1.56 in. Incising Factor,C, MEMBER IS NOT INCISED Fc.L'=(Fc1)(Ct)(CM)=650_psi R2 Req'd Bearing Width 1.73 in. _. Repetitive Factor Cr MEMBER IS NOT REPETITIVE fb=2,127 psi<Ft)...2,752 psi '- -- Bending Capacity=77.3% - - Glulam Shear reduction SHEAR UNREDUCED - M=21,806-ft-lbs-<-Mmax=28,209ft-lbs_ _ - --._- __.- - Member -_--_ - 51/8':x12 _..._ fv=141 psi a Fv'=305 psi.__ r--Shear Capacity=-46.1% _-' _.- --. Number of.Plies 1 Ply V=5,763 lbs<Vmax=12,495 lbs Max LL Defl=0.441 inches-L/428 LL Deft.,... _.. (1 Ply) 51/8 x 12,GLULAM-.- -_-__--- 24F-V4N8 WIDTH 5 1/8 Max TL Defl=0.705 inches=L/267 TL Defl.':Capacity=.89.8% : - ---- -- --'- __Copyright©2015 Miller Consulting Engineers,Inc. .I ` 1.000 10.900 1 o.aoo 1 _- .a 0.60o c 1 g osoo..,, 1n a I) go a. $. 0.400 _.._ 0.300 - - - _. -- _ 0.200 _... _ o-- -- -'_-0.100- -..�. m o n 00000 m, 0 W 0 0 - m m � m � m W e � <_m - e- � - m m m -Moment Distance(ft) --- Distance(ft) Notes: 9570 SW Barbur Blvd Attic Conversion Project Name Project # 150975 ♦ Suite One Hundred 12160 SW Ann Place, Tigard Oregon Portland, OR 97219-5412 Location 1111) MILLER T& R Construction Client CONSULTING (503)246-1250 MJ of 20 ENGINEERS Fax: 246-1395 By Ck'd Date Page 111 '►A M ? -t PA Vic.. f '_ccs st>tric e .0 - Tg 4 X +C2, _r ---. _.---_ pip CoL)5t Deg. ers,. cw( c►-$) Ism AA- t— '� �N)5t� 12��1 l -,� we II,' 't { Y. ` e. ` GIt'oIr`� l� � (at, 1 of...., LN) t3/1'1 LY sk s Mxl = e�o4.-. tet `, 1O I ..,,tel-A-3 . - �e � (8 e , 'l 14 p of 4 00 w CONS k OVAL &f-CG`s.y'r1'r-A.C.Ch est ct. SCE 0_01v1-1.Mu 0a,—, c o 1g-- F Attic Conversion dr Project Name Project # 150975 Suite9570 OneSW HundredBar6urBlvd 12160 SW Ann Place, Tigard Oregon MkPortland, OR 97219-5412 Location MILLER T& R Construction Client CONSULTING (503)246-1250 MJ �� 5/19/16 10 of20 ENGINEERS Fax: 246-1395 By Ck'd L.vw` Date Page LEDGER DESIGN Design Criteria w= 527 plf ----- bi' 'I - I ti • Side Member Thickness= 3.5 in oasov - P e Side Member Depth= 1.1.25 in b I Main Member Thickness= 5 in ' - - e= 3:5 in 1 Shear(Z)= 340 lb ®,®!_ -.( o Withdraw) (W)= 172 lb/in mi ''r' Cl) CD= 1.15 =i" U' Cm- 1 I �- Gt= 1 1 type: • Ti Fastener Simpson SDS Screws riff Fastener Size= 1/4 india. T2 Fastener Length= 6 in - 5v S14 Pmnax= 3.25 in IFT3 Pmin= N/A in Pact= 3:25 in rT4 Cd= 1.00 Fastener Group Spacing of Fastenersin == 12 in S a 2 per group T P= 527 lb per fastener group Loaded Edge Dist. Used= 1.50 in 1"min. edge R Unloaded Edge Dist. Used= 1.50 in 0.38 min. edge V Spacing Between Rows= 8.25 in 1"min.spacing Z'a1= 449.0 lb >321.8 OK V= 264Ib Per Fastener Z'a2= 392.8 lb >265 OK W'= 198 lb/in Per Fastener Z'a3 Ib Z'= 391 lb Per Fastener Z'a4= lb S1 = 9.75 in T1 = 184.8 lb R1'r= 321.8 lb al= 35.04 S2= 1.50 in T2= 28.4 lb R2= 265.0 lb a2= 6.16 S3-= in T3= lb R3=• lb a3 S4= in T4= lb R4= lb a4= ,° 'Use(2)0.25 in dia.x 6"long Simpson - - - ,SDS Screws at 12"o.c. 9 g 512.5"-- A'( F- 148A-venet s i7 v iia Attic Conversion dr49570 Sw Barbur Blvd 150975 MI Suite One Hundred Project Name Project # 12160 SW Ann Place, Tigard Oregon Portland, OR 97219-5412 Location MILLER T& R Construction Client CONSULTING (503)246-1250 MJ5/19/16 of20 ENGINEERS Fax: 246-1395 By Ck'd C /Date Page Ii • (.ter%o( • t--.:=sY-- . C(3e--'t' ) (Lbwo cater., f. 1--._) I X14- ?1 ?i ,t22- 4e4 PS �� / r w v"' -, 1 t...4.1I 4 �4/ )1 21,x' 1-14-1 e,yr x `'I ColF t1 ' (a-2 lN, _ 8?sv C Zit') -F ►s Cb$,`5')/2 _ L1 q cpm v:j.s,„_...V, = (D+ CIS—Li , S-S ) c 1,-r.-L.: 1 Lc 41 14, A., ?1, 3. U 4 0 4 ( f-L-) /51140/- -/,‘ / 0 1-71. = IP.1"--,:.. «koy.. : SIIV*( �'3s`) - T. • & 4 -\'`' it VZO\ a (e'S' ) - --)2.)1‘1,11,_ i'i-L,) - (ID '''-'-' ''',-/z-kt-',57-4(01.0 4- tl'IP-;Ati?; . ~' ' 7 .14: 1t5- I•' ,)\`'a 0-) t:r.k-L - ti^ ..k..r '1i. . 1 b:5 -4 .. 17,?`?-7:7,T1'4. I°' .1;-r�•! • -- ',4-< s L-r 4 ti?)4- CP 4,1_)-.\ Z2 c �) - 2 3 Lot - :ATP f.. t.oil 0•€.r5, ,`I ,„ : *DI, (5/75F- (1 ,'a'=?:iz, :- IIS LA; _ I1 Of:4"-' f.,.-C crt7i37f"..1" 701 X iee SES Fi.GS 173 1 q 14)3 = 1sQ-7r--7E (1 s op,+'y)/l.. 1- B ?5 C:V.c) 7. 3.75-1 p`fi 4[1)(1.' Pt1-411.4 5t3 . flop F ( (1:71)/ 7` ')81-`2G wrt.. � 5 (,ll'.2 -)12t SS �,C l,-�[-L� _ 21----7- 33S�-r" -1-� 2ut1> ��Z AZ\ 5.1 q.t cv Attic Conversion 150975 dr9570 SW 8arbur Blvd Project Name Project # lis Suite One Hundred 12160 SW Ann Place, Tigard Oregon Portland, OR 97219-5412 Location MILLER T& R Construction Client CONSULTING (503)246-1250 MC 1/26/16 ENGINEERS Fax: 246-1395 By Ck'd /W Date Page 1 2 2-0 • I/l%7Beam L.a -c C41-5E p -- Project: 'Forit Al— /0.51a Cc r. '15 2-i/3 By: Date: Checked: Date: Page: Description: Units: English Properties - X = feet, E = ksi, I = in^4 X = 0; E = 1800; I = 450; /3.125" x 12" GLB Moment Releases - X = feet Supports - X = feet, Displacement = inches, Rotation = radians X = 3; Disp = 0; X = 9.25; Disp = 0; X = 16.17; Disp = 0; X = 21.5; Disp = 0; Springs - X = feet, VSpring = kip/inch, RSpring = kip in/rad Point Loads - X = feet, PLoad = kips, Moment = kip ft X = 5; PLoad = -3.816; /D+L X = 9.25; PLoad = -.840; /D+L X = 16.17; PLoad = -3.392; /D+L X = 18.34; PLoad = -1.201; /D+L X = 22.33; PLoad = -2.36; /D+L Uniform Loads - XStart & XEnd = feet, UStart & UEnd = kip/ft XStart = 0; XEnd = 5; UStart = -.717; UEnd = -.717; XStart = 5; XEnd = 16.17; UStart = -1.542; UEnd = -1.542; XStart = 16.17; XEnd = 18.33; UStart = -1.12; UEnd = -1.12; XStart = 18.33; XEnd = 22.33; UStart = -1.146; UEnd = -1.146; Winseam 3.30 - Registered to Miller Consulting Engrs. Plai,Bearn Project: By: Date: Checked: Date: Page: Reactions - kips, kip ft 12 503 (01215 Shear - kips 5EE i'"� 1� pos .741199 i -6.482299 Moment - kip ft �q.� ,.:5...981902 ¢ Sic.. 1 `° t Fore_ 1314 G1 =7.641681 Rotation - radians 001540 --0.001237 Deflection - inches .0.033541 ---"c=,0-035858 Winseam 3.30 - Registered to miller Consulting Engrs. 13 P1/1/7" Beam t...ecam: p-i- , -14-69 Project: 1?4,4y 09v er:i,. k3t //..$(s� It—AtiL By: Date: Checked: Date: Page: Description: Units: English Properties - X = feet, E = ksi, I = in'4 X = 0; E = 1800; I = 450; /3.125" x 12" GLB Moment Releases - X = feet Supports - X = feet, Displacement = inches, Rotation = radians X = 3; Disp = 0; X = 9.25; Disp = 0; X = 16.17; Disp = 0; X = 21.5; Disp = 0; Springs - X = feet, VSpring = kip/inch, RSpring = kip in/rad Point Loads - X = feet, PLoad = kips, Moment = kip ft X = 5; PLoad = -5.201; X = 9.25; PLoad = -.687; /D+0.75L X = 16.17; PLoad = -5.420; X = 18,34; PLoad = -1.038; /D+.75L X = 22.33; PLoad = -4.463; /D+0.755 Uniform Loads - XStart & XEnd = feet, UStart & UEnd = kip/ft XStart = 0; XEnd = 5; UStart = -.622; UEnd = -.622; XStart = 5; XEnd = 16.17; UStart = -1.296; UEnd = -1.296; XStart = 16.17; XEnd = 18.33; UStart = -.951; UEnd = -.951; XStart = 18.33; XEnd = 22.33; UStart = -.973; UEnd = -.973; winBeam 3.30 - Registered to Miller Consulting Engrs. �izBeam Project: By: Date: Checked: Date: Page: Reactions - kips, kip ft 12, tti,3S-4 .440L0 see-F./Y.-tr.; li fele- Shear - kips fkPl M .710781 f -6.242219 Moment - kip ft J `yam /7_,.378562 C E�GG! E 17i c Fog 6369JO�(g/V t, 744R 5 Rotation - radians .001899 -0.001430 Deflection - inches ..050517 0.042931 IL{ winBeam 3.30 - Registered to miller Consulting,Engrs. --- --'. 2012-National-Design$ ecification for Construction(ASD) -- - Reduction- Bending F,. Shear F, Bearing F,, E 8 E,,, Ra= -14.50 OK<50 Exist.GLB 9 P Wood at interior bearing-wall wall Ma GLULAM Mark E 9 __..__ -_ -. .-Co ,.__-1.00 --'1.00 _._. E'm,� 950,000 psi terial•- Grade:24F-V4NSWIDTH31/8 C, .._..1.00 _..,1.00 1.00 - 1.00---- Fyg=- 5423 psi Span 6.92 ft - l„= 6.92 ft '._- --size-31/8212 �_- -Cr 1.00 --..-- ---_- -.-- Fb*= 1450 psi 0.00 ft ' w1= 0 lbs/ft _-.- b= 3.125 in CM 1.00 1.00' 1.00. 1.00 FyE/Fb'= 3.74 - _ ' 12.000 in _ __ _ G 1.00 1.00', 1.00 1.00 F,:= 1425 psi = 00 ft Pa= 0 lbs A= 37.50 in2 Cr 1.00 F;= 265 psi Xb- 00 Xba= 0.00 ft Pb= 0 lbs -_- S= 75.00 ina C, 1.000 F„'..• 650 psi Xc= ..0.00 ft __ P 0 -_lbs / I= 450.00 in°_'_ __CL 0.982._ _. .. _.. E'= 1,800,000 psi _... R1- -0 lbs - V= 6482,l_-lbs �(la El= 810,000 Wp-in2 - -Cru - 1.00 �1\ .- R2-= 0 lbs __ ',M= 7446 --ft-lbs Fb= 1450 psi -4-- LL aims=L/ -960 - LLA 0 inchs -- --F„= 265 psi ('.)eT-Material GLULAM - - - - %LL 72.7% TL t_ 14.26.2 inchstin= 950 ksi Lad Duration,CTEN YEARS 1 0 OCCUP TL L/ 240 0.04 . 4 ft ELIVE - -- Fb'=(Fb)(Cd)(Ct)(CM)(Cr)(Cv or CL)(Cfu)=1,425 psi F,,= 650 psi Temperature Factor,C, DRY T<-100'F _ _ FV=(Fv)(Cd)(Ct)(CM)=265 psi Approx.weight 9.11 1 lbs/ft Wet Service Factor,Ce MOISTURE CONT LESS THAN 16% - - E=(E)(Ct)(CM)=1,800;000 psi _ R1 Req'd Bearing Width 1.00 in. Incising Factor,G MEMBER IS NOT INCISED (Eci)(Ct)(CM)=650 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor C, MEMBER IS NOT REPETITIVE lb.=-1,191.psi aFb'=1,425-psi '__ Bending Capacity=83.6% -___ ___-__- GlulamShear_reduction _._ SHEAR.UNREDUCED M=7,446 ft-lbs<.Mmax=8,904 ft-lbs .Member.. - -. 31/8 x 12 _.-- --- _. fv--259 psi<Fv' f=265psi Shear Capacity=97.8% Number of Plies 1 Ply V=6,482 lbs<Vmax=6,625 lbs Max LL Deft=0.031 inches_- =L/2,655 LL Dell.Capacity=13.6% -- --- (1 Ply)- 3 1/8 x 12,GLULAM --- R%t�j1)ark 1$ --- 24F-V4N8 WIDTH 3 1/8 Max TL Defl=0.043 inches=L/1,931 TL Dell.Capacity=12.4% -- -- -- -_-- -- - - • Attic Conversion 9570 SW Barber Blvd 150975Project Name Project # 1111/4 Suite One Hundred 12160 SW Ann Place, Tigard Oregon Portland, OR 97219-5412 Location MILLER T& R Construction Client CONSULTING (503)246-1250 MJ 5/19/16 ENGINEERS Fax: 246-1395 By Ck'd Date Page qg of 20 176S1-- S 4 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fc E Emin Fce1= 174026 psi Post Copyright©2008 Miller Consulting Engineers,Inc. CD 1.00 1.00 Fcez= 634 psi Mark-Lower level- I Material: DIMENSIONAL LUMBER Rbx 10.3 �'-i Grade:DF/L No.2 or Better Cr 1.15 Rby 1.3 1 size=4 x 8Ct 1.00 1.00 1.001 1.00 Fbex 6598 psi d, '® eX' dt= 7.25 in CF 1.30 1.05 Fbey 422833 psi e„z�i____, d2= 3.50 in CM 1.00 1.00 1.00; 1.00 KM 2300 L Pe d2 A= 25.38 inz C. 1.00 1.00 1.00' 1.00 KT 0.59 l eyz Sx= 30.66 in3 CT 1.00 Fbx* 1346 psi Height=- 8 ft lu,= -: 1 ft Sy= 14.80 in3 Cv 1.00 Fby* 1346 psi P1= 13063 lb lu2- 8 ft Let= 14.85 ft Cu, 0.99 Fbex/Fbx* 5 P2= 0 lb M,,,= 0 1 ft-lbs Lez= 2.06 ft Cay 1.00 Fbey/Fby* 314 ext= 0 in My„. 0 ft-lbs Fbx= 900 psi C2 0.40 Fc* 1418 psi ey1= 0 in Mxh= 0 ft-lbs Fby= 900 psi Cfu 1.05 Fb, 1346 psi ex2= 0 in Mrh= 0 ft-lbs Ex= 1600 ksi CE 1.00 1.00 1.00 1.00 Fby 1413 psi ey2= 0 in Ket= 1 Ey= 1600 ksi CE=Exterior wet use of SCL lumber Fc' 560 psi wx=- 0 lbs/ft Ke2= 1 au,.= 580 ksi I Cso I 1.00 I 1.00 I I Ex' 1600 psi wy= 0 lbs/ft _ let= 1.00 _ft Ey,„,,,=_-580 ksi _ CHP=Single Pile Factor(piles only) Ey'- 1600 psi 8.00 ft lez= Fc= 1350 psi C. I I I 1.001 I 1.00 Ex,,0 580000 psi _-' Jet/d1= 1.66 c= 0.8 Cu=Untreated Factor(piles only) Ey,„„.; 580000 psi - le2/d2=--"27.43 _.Ix= - 111.15 in4_.. --.. Material __-.... DIMENSIONAL LUMBER -VI 12= 25.90 in4 Grade DF/L No..2 or Better Fbx'=(Fbx*)(CL)(Cfu)=1,346 psi Load Duration,CD TEN YEARS 1.0 OCCUP LIVE VI Fby'=(Fby*)(CL)(Cfu)=1,413 psi Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=560 psi Temperature Factor,C, T<=1000 V' E'=(E)(Ct)(Cm)(Ci)=1,600 ksi Wet Service Factor,CM MOISTURE CONT LESS THAN 19% Emin'=(Emin)(Ct)(Cm)(Ci)(CT)=580 ksi Incising Factor,Cl MEMBER LS NOT INCISED w fbx=0 psi<Fbx''=1,346 psi Bending Capacity=0% Repetitive Factor Cr MEMBER IS REPETITIVE V fby=0 psi<Fby'=1,413 psi Built up Member No V fc=515 psi<Fc'=560 psi Axial Capacity=91.9% Member 4.8 4 x 8,DIMENSIONAL LUMBER DF/L No.2 or Better C.4., 3.(25-y/.264) 51(Q Fs,, 4 Ftcy 4¢$ esu _ Gt.1S 61L, F1�_,, w KSS Psi f-bQ 'bs-r macs‘ Do No. Ark/SWc- - P.T. 9570 SW Barbur Blvd Attic Conversion 150975 at Suite One Hundred Project Name Project # 12160 SW Ann Place, Tigard Oregon MiPortland, OR 97219-5412 Location MILLER T& R Construction Client CONSULTING (503)246-1250 MJ 5/19/16 �� of20 ENGINEERS Fax: 246-1395 By Ck'd Date Page qvr sQPr°vr, Ce1C- 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fc E Emin Fee/= 634 psi . Post Copyright©2008 Miller Consulting Engineers,Inc. Co 1.15 1.15 Fcez= 67044 psi Mark Lowe.: (cued( Material: DIMENSIONAL LUMBER Rb. 2.1 '-1 Grade: DF/L No.2 or Better Cr 1.00 Rby 8.1 ,� tj l e,� size=(3)2 x 4 Ct 1.00 1.00 1.00 1.00 Fbex 162899 psi d, /® dt= 3.50 in CF 1.50 1.15_ Fbey 10726 psi e,2 - ,-d2= 4.50 in ,CM 1.00 1.00- 1.00 1.00 KM 2300 P2 I„ A- = -15.75 int. r C, ----1.00- 1.00 1.00. '- 1.00-. Kr- 0.59 I e„ Sx= 9.19 in3 CT 1.00 Fbx* 1553 psi Height= 8 ft lut= 8 ft Sy= 11..81 413 Cy 1.00 Fby* 1553 psi P1= 8406', lb lug= - 1 ft Let= 2.06 ft C, 1.00 Fbex/Fbx* 105 P2= 0 lb Me,= 0 ft-lbs Lee= 14.72 ft CL9 0.99 Fbe/Fby* 7 ex1= Q in My„. 0 ft-lbs Fbx= 900 psi Cp 0.32 Fc* 1785 psi ey1= 0 in Mx„= 0 ft-lbs Fby= 900 psi Cfu 1.10 Fb,' 1553 psi ext= 0 in Myh= 0 ft-lbs Ex= 1600 ksi CE 1.00 1.00 1.00 1.00 Fby' 1708 psi ey2= 0 in Ket= 1 Ey= 1600 ksi CE=Exterior wet use of SCI_lumber Fc' 578 psi wx= 0 lbs/ft Ke2= 1 Exmm= 580 ksi I C,., I 1.00 I 1.00 I I EX 1600 psi wy= 0 lbs/ft let= 8.00 ' ft Eym,n_ 580 ksi Cs,=Single Pile Factor(piles only) Ey 1600 psi le2= 1.00 1 ft Fc= 1350 psi Cu I I I 1.00 I 1.00 Exm;, 580000 psi le/dt- 27.43 c= 0.8 Cu=Untreated Factor(piles only) EYmn: 580000psi led = _.,2.67 Ix= 16.08 in° _- - Material DIMENSIONAL LUMBER c� z/z -. -- - - ly=---26.58- -in4. -Grade __ - DF/LNo.2orBetter ,V Fbx=(Fbx*)(CL)(Cfu)=1;553 psi Load Duration,CD Two MONTHS 1.15 SNOW LOAD V Fby=(Fby*)(CL)(Cfu)=1,708 psi Fc=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=578 psi Temperature Factor,Ct r<=t000F E'=(E)(Ct)(Cm)(Ci)=1,600 ksi - Wet Service Factor,CM MOISTURE CANT LESS THAN 19% V Emin'=(Emin)(Ct)(CM)(Ci)(CT)=580 ksi Incising,Factor,CI MEMBER IS NOT INCISED V psi=0 psi<Fbx'=1,553 Bending Capacity=0% Repetitive Factor Cr -MEMBER IS norREPETm6E V thy=0 psi<Fby'=1,708 psi Built up,Member yes 7 fc=534 psi<Fc'=578 psi Axial Capacity=92.3% Member (3)2x4 V (3)2 x 4,DIMENSIONAL LUMBER DF/L No.2 or Better 1 - -1 pe5i4 Et9570 SW Barbur Blvd Attic Conversion 150975 Suite One Hundred Project Name Project # _ Portland, OR 97219-5412 Location 12160 SW Ann Place, Tigard Oregon MILLER Client & R Construction Client CONSULTING (503)246-1250 MJ - 5/19/16 of20 ENGINEERS Fax: 246-1395 By Ck'd Date Page V\ SQUARE REINFORCED CONCRETE ISOLATED FOOTING DESIGN INPUT DATA ServicePDL= 3.27 kips Z.--?5'710 Service e Live Load,aPLL= 9.8 kips op ting Self Weight,PFTo= 1.5 kips b1 Factored Design Load, P„= 21.4 kips 13 a Footing Width,bf= 42 in Footing Thickness,h= 10 in Concrete Weight 150 pcf baseplate Column Type: not concrete s I ,Tr (as occurs) Is Base Plate Used?: no Min.Base BearingP1 .. Dimension,b1 5.5 in o Max. Min Bearing Dimension,a 3.5 in 3 Max.-Base P1.Dimension,b2= 5.5 in Cfiexure_ :..20.1 in ;hear= 19.3 in clear cover= 3 in d= 6.28 in fc= 2.5 ksi Bar size(#)= -4 Quantity bars= 5 As= 1 in 2 critical section,c i f - 60 ksi - v- Allowable Bearing Pressure= 1500 psf DESIGN FOR SOIL BEARING Bearing Pressure= 1191 Ipsf Alda= 0.79 I OK P DESIG FOR FLEXURE q. - z qu= 1750 psf b t z- M,- 8.61 ft-kip M " = 9„c bf 131= 0.85 2 a= 0.672 ind As.f, c= 0.79 in .85 fb,J Et= 0.0208 r>0.005,tension controlled Y( 2)12 u/ I OK o- 0.9 OM,= 26.74 ft-kip 9A d-- _ p f MAN - 0.32 DESIGN FOR SHEAR = -0.75 Beam Action-(ACI 318 Sec. 11.11.1.1) Vu= 6620 lb V,, = 4"b r(c - d_� (1Vc- 19775 lb 0 V 0 2 b f d VAN c= 0.33 'I OK Two-Wav Action(ACI 318 Sec. 11.11.1.2) bo= 39.1 in as- 40 R= _`100 --- Vu= 20270 lb (a)ilVc= 55244 lb ¢V=0(2+4/f)Jb d (1))01c=-' 77531 lb 014 = 0[(a sd)/bo + 2)] bod (c)_eV'c_= 36830 lb 0 V _ 0 4 f b o d Vu/01,= 0.55_I- OK DESIGN FOR CONCRETE BEARING o= 0.65 Loaded Area,Al= 12.25 in2 A2= 240.25 in Bearing Capacity,OPnb= 33.84 kips PA:Pn-= 0.63 I OK _- MINIMUM REIN - --- - -- - - _ FORCEMENT Use 3'-6"square by 10 thick footing ratio= 0.0018 (ACI 318 Sec.7.12&10.5.4) with(5)#4 bars each direction Asmin= 0.756 in2 with 3"minimum clear at bottom (4)#4 bars minimum each direction 9570 SW Barbur Blvd Attic Conversion 150975 Suite One Hundred Project Name Project # 12160 SW Ann Place, Tigard Oregon gibPortland, OR 97219-5412 Location MILLER T& R Construction Client CONSULTING (503)246-1250 MJ 5/19/16 of 20 ENGINEERS Fax: 246-1395 By Ck'd Date Page iv SQUARE REINFORCED CONCRETE ISOLATED FOOTING DESIGN Service INPUT D Dead Load,PDL= 2.1 kips.E- Service Live Load,PLL= 6.3 kips ar ' Footing Self Weight,PFrG= 1.1 kipsI b ` 1 Factored Design Load,P„= 14 kips (L,co 5. Footing Width,bf= 36 in a Footing h 10 in Concrete Weight 150 pcf Thickness, baseplate Column Type: not concrete n _v / (as occurs) Is Base Plate Used? no Min.Bearing Dimension,at= 3.5 in 3 I ���_ Max. Bearing Dimension,a2= 3.5 in _' / Min. Base PI.-Dimension,b1= 3.5 in .11 - Max.Base Pl.Dimension,b2= 3.5 in, ane xure= 17.1 in cshear= 16.3 in clear cover= 3 in d= 6.28 in fc= 3 - I - - ksi Bar size(#)= 4 Quantity bars= 4 As= 0.8 in2 I critical section,c fv= 60 ksi - --- Allowable Bearing Pressure=-1500 psf DESIGNFOR SOIL BEARING Bearing Pressure=n7R=n7059psf ` Q/Q =a= 0.71 1 OK P DESIGN'FOR FLEXURE q = P. qu= 1551 psf f' 2 Mu= 4.74 ft-kip M = 9.2 b t 13I-= 0.85 a= 0.523 in a = Asfy c= 1 0.62 in .85 .fb et= 0.0276 >0.005,tension controlled - l e_ 0.9 ft-kip ,,=.9A fd 2 I12 Mu/0Mn= 0.22 ( OK �Mn- 21.66 / FOR SHEAR DESIGN - 0.75 Beam Action(ACI 318 Sec. 11.11.1.1) Vu= -3867 lb V,, = q„b f�(c - d Vc= 18568 lb 0 v = �2,1.7 b f d Vu/epVc=10.21 I OK Two-Wav_ActionAC!318 Sec. 11.11.1.2) 39.1 a5= 40 R= 1.00 V = 12929 lb (a)4iVc= 60517 lb 0V=0(2+4/,6)a d (b)4iVc= 84930 lb OV _ ¢((asd)lb,, + 2)1 7bad ) (c)4Vc= 40345 lb ¢V, = 04 f a b_ d V„/�Va- 0.32 I OK ( DESIGN FOR CONCRETE BEARING = 0.65 Loaded Area,Al= 12.25 in2 A2= 12.25 in Conservatively use Al Bearing Capacity,4Pnb= 20.3 kips PAPn= 0.69 1' OK MINIMREINFORCEMENT EM -O1square by 10 thick footing ooting ratio-= 0.0018 (ACI 318 Sec.7.12&10.5.4) with(4)#4 bars each direction A in2 ''3"minimum clear at bottom (4) #4 bars minimum 0.648 ins with imum each direction 9570 SW Barbur Blvd Attic Conversion 150975 Suite One Hundred Project Name Project # 12160 SW Ann Place, Tigard Oregon Portland, OR 97219-5412 Location MILLER T« R Construction Client CONSULTING (503)246-1250 MJ t 5/19/16 of20 ENGINEERS Fax: 246-1395 By Ck'd Page 9 IA) = ttom 4 Ot95 ($16.+745)÷ . • I .---, -z6--- 2_, _. --7 [ 1573s-fvF- , 1; / • -7. 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U 0.. , •---- '-, )U56 'VI-(.61 'If:1M ) • ------ . .,- tv7- It k.•-)c)k-Af- ' -.1-1)- -. LI,--t. vt-F ,i-: u'1.5 px• -7. 191q,priF- < I eqsp-F-- • 9t, ,,,, • L., . ')‘,/e,v`k•fi r,.....k t I 5 ' _ _....._. • Attic Conversion 150975 9570 SW Barbur Blvd Project Name Project # dr,.11 Suite One Hundred 12160 SW Ann Place, Tigard Oregon Portland. OR 97219-5412 Location gill T& R Construction MILLER Client CONSULTING (503)246-1250 MC • 1/26/16 ENGINEERS Fax: 246-1395 By Ck'd V'T-') Date Page . • 0171--0