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Specifications (16) �� /k 5T 2 c43- C-vi ?.3 1 irn :.: :. : : : : RECalitt) . . . .. AUG 1 2013 • ••• .4I I L.i.Ef: .: ••: C�-�OFTtGARD • • • . . • .• • • •• •• : . • , •L • •: •• : BUIL.DtNG D1VISI®N • tNG,i�1TEf3S • ••• •• ••. •.. . • •. .. STRUCTURAL:Os • .•• • Crosby Residence Addition 9070 SW 69th Avenue, Tigard, Oregon Ron Crosby July 17, 2013 Project No. 130598 11 pages Principal Checked: 1(010-1 ,s ei cti,,?4 „,..1.1f 1 c55 >;'[_ ':: }a`y ORi=GON �!''`;; � v c .471 nl�ti. „.,.- 1";::;:["1—F-1-1;:-1- 11 2-s y *** 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 0 ,' t i(tl lir in . ,G _ r ?It.f I)tj i ,,'i7 1 Building Code: 2010 Oregon Structural Specialty Code ••• ••• •• • • • - - • • • • • • • • • - . • • • Soils Report: No Soils Report by: ••• •• •• • • • Soil Bearing: 1500 PSF ; ; • N> • • • •• Dated: N/A Retaining Wbils: • No •• Equivalent Fluid Pressure(active): N/A PCF Passive bearing: Structural System: Building Structure N/A PCF Friction: N/A Vertical System:Wood framed Construction • • - • • Aka� tally/Slit�leltiblepiaphr>;am/Wood shearwalls Element Roof Floor*o• • •• • • • • • • Load Type Dead Dead •• • • ••• « Basic Design Value(PSF) 15 15 Loads: Load Type Snow Floor Live `;• • • •• •• ((PSF) • . ) 25 40 • • ••« ••• •• • • L/360 Deflection Criteria L/240 • • • ••• • • Lateral Design Parameters: Wind Design:ASCE 7-05 Wind Speed(3 sec Gust): 95 MPH Exposure B Importance Factors Iw= 1.00 IE= 1 DD is' 1.00 W= 1.00 .Occupancy Cat: 11 (wind) (seismic) (1w=1.0 with wind concurrent with ice) (snow) (fie) Seismic Design Seismic Design Parameters based on USGS Seismic Hazard Curves for. 'Latitude: 45.454421 Conterminous 48 States 2003 NEHRP Seismic Design Provisions Longitude: 122.746794 Latitude=45.454421 2%PE In 50 years,0.2 sec SA.Ss Longitude=-122.746794 2%PE In 50 years,1.0 sec SA=S1 Spectral Response Accelerations Ss and S1 (Site class B parameters are indicated on this page,for actual site class Ss and S1=Mapped Spectral Acceleration Values Site Class B- Fa=1.0,Fv=1.0 used in design,refer to seismic design summary) Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 0.963(Ss,Site Class B) 1.0 0.343(S1,Site Class B) Design Summary: The following calculations are for the vertical and lateral resisting elements of the proposed addition based on the drawings provided by the client. 9570 SW Barbar Blvd. Project Name: Crosby Residence Addition suite one HuProject#: 130598 Portland,oR ernndreds Location: 9070 SW 69th Avenue,Tigard,Oregon MILLER (503)246-1250 Client: Ron Crosby Consulting FAX:246-1395 Engineers BY: TAK Ck'd: Date: 07/17/13 Page 1 of lei • • • • • • • • • • • • • • ,2009 International BufidlnO Code Desiort Criteria • • •• •• • • • • • • S.= 96.30% F um 1613.5 1)(0.2 sec response),• •• . ' ..,iirs, I � l9 ( 200918C pg 348.365 Si= 34.30% Figure 1613.5(2)(1.0 sec response),2009 IBC pg 348-365 Fa= 1.11 ]able 1113.5.3(1)(I earl interpolation isusea)i,F109180 pg 341 Fv= 1.71 :Ti�ile•16�i 5�(2,jll4arjp(Frpo/y/pn lq � IBC pg 341 SMs=Fa Sa= 1.07 : .iti 2009 8(4g 40• : : SMI Fr Si= 0.59 eqn.16-37,2009!BC pg 340 Sos=(2)S,e/(3) = 0.72 eqn.16-38,2009/BC pg 342 So!_(2)Su:/(3)= 0.39 l t�f8 � ?pp9 X42 :•• i•• SiteClass D T�le f61,f.5.2 IB�pS343•• ; ; Occpancy Category II lBC 2009.c 1614 • 5,pg 317 . i •••• Seismic Force Resisting System A.Bearing Wall System 13.Llgttt framed walls with shear panels-wood structural panels/sheet steel panels Seismic Design Category(short per.) D Table 1613.5.6(1),2009/BC pg 343 Seismic Design Category(1 sec) D Table 1613.5.6(2),2009 IBC pg 343 Seismic Design Category D (Controls) R= 6.50 ASCE 7-05 Table 12.2-1,pg 120-122 4= 3.00 ASCE 7-05 Table 12.2-1,pg 120-122 IE= 1.00 ASCE 7-05 Table 11.5-1,page 116 Cr= 0.02 ASCE 7-05 Table 12.8-2,page 129 x= 0.75 ASCE 7-05 Table 12.8-2,page 129 h.= 10.5 ft,defined ASCE 7-05,section 12.8.2.1,pg 129 Ta= 0.117 ASCE 7-05,Eq 12.8-7,pg 129 Cu= 1.4 ASCE 7-05,Table 12.8 f,pg 129 Ta,,,•,= 0.163 ASCE 7-05 Table 12.8-2,page 129 C.= 0.110 ASCE 7-05,Eq l2.8-2,pg 129 TL 16 ASCE 7-05,F1g.22-15,page 228-233 C,= 0.517 need not exceed-ASCE 7-05 Eq.12.8-3&12:8-4,page 129 C:= 0.010 shall not be less than-ASCE 7-05 Eq.12.8-5&12.8-6,page 129 C,= 0.110 (control) Wma= 36894 Redundancy Factorp:l 1.00 lillbSCE 7-05 Section 12.3.4,pg 125-126 V=CeW=0.110(W)= 4062 lb ASCE 7-05,Eq.12.8-1,pg 129 V=1.0 SdsW/R=(1.0)(0.72)W/6.5=0.110W= 4062 Ib,ASCE 7-05 eqn.12.14-11,pg 141(simpldied base shear) Loading:p(�): 4062 lb eqn.12.14-3,pg 126(horizontal earthquake load) Effect of Dead Load=0.2(S�)(D)_� 0.143 I'D,eqn.12.14-4,pg 126(vertical earthquake load) W— (33')(33') 15 FSF)(,2) t �.`I') 1)(33') PST') = 3(0s4`( S 9570 SW Barbur Blvd Project Name Crosby Residence Addition Suite One Hundred Project # 130598 _ Portland, OR 97219-5412 Location 9070 SW 69th Avenue, Tigard,Oregon • MILLER Client Ron Crosby CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By TAK Ck'd 16-1,, Date 7/17/13 Page Z of )l This Spreadsheet calculates the wind load acting on a diaphragm per ASS 7-OS, 6.5.1A?.2•Melhor42 tow-Ripe hiding- copyright tore o MS.,Consulting Engineers, V= 95 mph 3-second gust wind speed •• • •• •• •S. • • •• • i e h'= 8 ft Eaves height ••• • •• •• i'• • • • B= •33 ft Building width • •• •• • •• • L= 33 ft Building length a= 3.3 ft per ASCE 7-05 Flg.6-10(pg.53) t h= 12.13 ft Mean roof height • • • ••• •• ••• Roof Pitch= 6.00 :12 • • • • • • • • •• • • 8= 28.8 • • • • • • •• •----•--• • • Guiding •is:Enclosed • S . • • • • • • • • a1\1______________-----.4\_ • •• • • ••• Exposure is: B • Kd= 0.85 Wind Directional Factor(ASCE 7.05,Tabe 6-4, 80) Topographic Factor(ASCE arp §8.5.7.1,pg 26) I= 1.00 Importance Factor(ASCE7-05,Table 6-1,p� •• • • • 2'dimertstonal escarpments K:= 0.70 Exposure Coefficient(ASCE 7-05 Table 6-3,i 79) • • • • • rI • 0. ft Height of til M N . I•• i•• o• ft Length of hi Check Criteria For a Low-Rise Building: • • • • • • O. Is h<=60 ft?Yes,O.K. s 0 ft Dist.From hill crest • • ••• • ttruclure Is Downwind of escarpment Is h<=Lesser of L or BT Yes,O.K. z=I 0 1(t Elevation from bottom of hili. K5= 1.00 I ASCE 7-05 Figure 8.4,(pg.45) qh=j 13.78(psf ASCE 7-05 Eq.6-15,(pg.27) Wind Force Normal to Ridge (+GCpi) (-GCpi) (+GCpi) (-GCpi) (+GCpi) (-GCpi) Min.10 Building Horiz Hodz. Vert. Vert. Area Hortz. Horiz psf Horiz. Surface GCpf GCpi P psf(+GCpi) P psf(-GCpi) Pressure P(PSF) P(PSF) e Pressu(PPSF) (s- ft) Force Force Force • 1 0.55 0.18 5.09 10.04 5.09 10.04 0.00 0.00 108 (537 (LBS) (LBS) 2 -0.10 0.18 -3.84 1.11 -1.7176 0:50 -3.44 0.99 487 537 1060 1056 3 -0.45 0.18 -8.83 -3.68 -3.859 -1.64 -7.72 -3.29 487 -18837 -8010 2178242 4 -0.39 0.18 -7.85 2.90 -7.85 -2.90 0.00 0.00 106 79 0 • 5 -0.45 0.18• -8.67 -3.71 N/A N/A N/A N/A N/A N/A -306 0 6 -0.45 0.18 -8.87 -3.71 N/A N/A N/A N/A N/A N/ N/A N/A 1E 0.73 0.18 7.54 12.49 7.54 12.49 0.00 0,00 26 199 9 33N/0 N/A 2E -0.19 0.18 -5.09 -0.14 -2.2783 -0.06 -4.56 -0.13 122 -277 30 54 5055 64 3E -0.58 0.18 -10.52 -5.57 -4.7068 -2.49 -9.41 -4.98 122 -8 4E -0.53 0.18 -9.84 -4.88 -260 -3030 -9.84 -4.88 0.00 0.00 26 -260 -129 0 ti Sum= 3163 3163 4043 Wind Force Parallel to Ridge (+GCp5 (-GCpi) (+Gcpi) (-GCpi) +GG i `\ ( P) (-GCpi) Min ri Bolding Horiz Hort. Veil. Vert. Area Hartz. Hodz, pat Hartz. Surface Pressure Pressure Pressure Pressure (sq.ft) Force Force .Force GCpf •(2CPI-�,J?psf +GCpi) P psf(-GCpi) (PSF) (PSF) (PSF) (PSF) (LBS) gj"`"• (LBSI 1 0.40 0.18 3.r 7.98 3.03 7.98 0.00 0.00 231 2 -0.69 0.18 -11.97 -7.r 1842 2308 N/A -3.14 -10.71 -6.28 W/A N/A N/A N/A Roof IS 3 -0.37 0.18 -7.57 -2.81 N/A -8, .--.2:5- N/A N/A N/A4 -0.29 0.18 -8.47. -1.51 -6.47 -1,5.51•- ! 0.00 231 -1493 -349 N/A s'Ht t El te n(., 5 -0.45 0.18 -8.67 -3,71 •,,,,0,60-r 0.00 N/A ----N/A----- 0 8 -0.45 0.18 -8.67 0.00 0.00 N/A N/A `` -.- . N/A N/A N/A 1E 0.61 0.18 _e_5, 10.87 5.92 10.87 0.00 0.00 37 N/A N/A N/A 373 3E r 2E -1.07 ..A48"" -17.20 -12.25 -7.69 -5.48 -15.38 -10.95 N/A 405 N/A -11;530.43 0.1 0.188 9.778.39 4.82 4.37 2.15 8.74 4.31 N/A N/A �� t 3.44 8.39 3.44 0.00 0.00 37 313 N/28 0 Sum 2725 2725 2681 Wind Loading to Diaphragm for Wind Direction Normal to Ridge Roof Uplift for Wind Direction Normal to Ridge (Assuming Exterior Walls Span Vertically to Diaphragm) L Trib.length for wind normal to ridge= 4 ft fr t i t t t t t t 1 t t t i t t t 1 t t t t t t t l Egdivale Equivalent uplift at exterior(gab a e wary= -28 t uplift pressure at exterior able end)wall= -6 pif f k'2 Equivalent roof uplift pressure= -5 psf ti • 1") Iwi=j 123 Iplf I w2=l 123 Of Equivalent w= 123 pif . _ a 9570 SW Barbur Blvd CrosbyResidence Addition 4 Suite one Hundred Project Name Project # 130598 _ Portland, OR 97219-5412 Location 9070 SW 69th Avenue,Tigard, Oregon MILLER Client Ron Crosby CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By TAK Ck'd Imoi-,, Date 7/17/13 Page .3 of 19 LIE• ••L•rc•.% a.° • .• • O• • . • • • • • • • • •• Ri • • ' pl. ••• • ••• • • • • • • • • • • u a I •. • • •• •• --•.-• • 1 _ • • • -• -W BED�OOM --- • • — 1. ALIGN FACE OF EXTERIOR WALLA q J C- A IllL1, rii BATH O— I . Y , I--- h k w t INFILL a ____. DOOR OFFING EW PORCH „ , ENTRY DOOR ' e p KITCHEN i LIVING ROOM § a I I r' N y I FIRST FLOOR PLAN I SCALE I/4"=1L8” (I) 9570 SW Barbur Blvd CrosbyResidence Addition Suite One Hundred Project Name ® Project # 130598 ft Portland, OR 97219-5412 Location 9070 SW 69th Avenue, Tigard, Oregon MILLER Client Ron Crosby CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By TAK Ck'd Y m,. Date 7/17/13 Page `I of 11 . • •• •• •• • • • • •• Sharwall Dakin a of Sharwall levels:1 • .• lix •1 •n T �. • •••407•081/11/80 � i j >�s�rau�y Haire: ed Naw, t�.w) ( woo 01) Load combinetbrc • ••• C (IBC- 2308.3) Load CoadCanlrbaaon: o.6ow.7•o.6D.w • •Wal Type A:415/32'APR Rabid Stw wren At 6'oc.ebea.N2•o .wee C°260 Wal Type e:15ts2'AriRiad Sheathing Mad Al4'ao.Jots,12'o.c.bad 380 Structure Information: War WI.IWv,)a6.00 psi I Root Al•(110a J 15.00 psi •• • • ••••' • • • • • • • • • • is •• • Roof Wee Height 6.00 It • • • • • • •• • • • Meb Hoon Depth. N/A tt • • ••• • • • • • IWIfowl= N/A Ma • • • • • • • • • • Wall HalyN. NIA tt Floor Depth N/A Il I Wt.(KJ. N/A psi Wall Height a NIA fl ••• ••• • • •• •• Wind up6tt(u). 5.00 pst • • • 02Sde. • 0.14 Wats) • • ••• ••• •• • • Roof Wall one Marna Wind(b Min.Wind(Rs Seismic(lb) • • • RI 2030 2030 2031 R2 892 892 892 Simpson HOMavns and Anchors n Use;(Verily kat FaSeismic ' Wind R3 892 692 892 00 (No Holdover •vNI.o LHrodnCelebgiaAncMrSWtTypea) cs0aatyro) �ara0 R4 2030 2030 2031 Repr4ed) 0 0 R5 Re R7 • Re • RO ill HamownType H002.8DS2.6vN(6)1/4'dla.5211YSDSScrewsand881816Anchor8dt ' RIO 2550 3075 War Level Not Used Wind(p) Fart Wind(b)Selma pb) Si• 0 0 0 • S2 0 0 0 33 .0 0 0 S4 0 0 0 85 O 0 0 Sir Male to Caw Yate Anchorage: 24 plate 3zmb.plate 010 anchor 37 0 0 0 War Type A.•0.625•die.endwise�)a aeo I 10o0 0 0 0 apexed at 48'o.c. 48'oa SS89 0 Wal Type 6:0.625'dia.anchors spaced at 43'ox. 46'as 0 0 810 0 0 0 • • • War Level Nol Used Wind ab) Met Wind pb)Seismic 00) TI 0 0 0 T2 0 0 0 T3 0 0 0 T4 0 0 0 . T6 0 0 0 Ta 00 0 • Ti 0 0 0 Ta 0 0 0 le 0 0 0 T10 O 0 0 Root Level ttOMown to: concrete (anchor bawl from values from NDS using!armband a 1.6 duration Increase) - (PL IRed -3•regidred) • • • • NOTE: c.aNSeR,vVE-1- 1 PSC- ENTIRE Streik R. t..o)a0 11 (N) h1>RlTto0 t,.t{4:II.S • • • • Et 9570 SW Barbur Blvd CrosbyResidence Addition Suite One Hundred Project Name Project # 130598 _ Portland, OR 97219-5412 Location 9070 SW 69th Avenue, Tigard,Oregon . MILLER Client Ron Crosby CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By TAK Ck'd k-#4,-1 Date 7/17/13 Page 5 of 19 • •RoolLevai • toe •• • • • • •• 0.2Sds= 0.100 . • • • ( Wail Lina 'Wind(W),Ib Min.Wird,b Seismic(E),b Seismic Ooatris By•10098•• •• • • • • RI. l 2030 2031 I Wind lt:(U):l 5: Pal ; : • • • • Segment 1 Segment 2 Segment 3 Segment 4 Segment 6 Total L,b( • • •• Overall Seg.(t.o),ft: 11.00 11.00•l RI Wall Height(HI),IC 0.00 Trb,1,ft: 2.00 • • • • •• • ••• Rin,Load(RI),b: 256 • 0 • • • • • •• • Tnb.1 Weight(Rv4,pal: 15.00 • • • • • •• • • • Wall Weight(Wv),pate 8.00 • • • • • • • • • • - Wind,pg, 185 • ,•• • • ••• • Mor(Wind),ft-lb: 16845 =2o30/b/t 1' Mt(Wind),ft-Ib: 8503 =(aa�ro/rr•Lo•1tt)v(5 pal �•mb,1'(Lo)�rz) HD(Wind.b: 1068 ..•=(T .�Rw+H1'Ww)jLo'_i+iRlLo•• Holdout;Capacity,b: 3075 .•=( 1 os:.. • • • • • • • • • HO Type: 6 : ••• ••• •• • • Minimum wind load,pin: 786 • • • =2R39b/iill • Mor(WI.Wind),11-13: 16240 ' Mr(Ain,Wird),U,b: 8503 =(Y030b/17•Lo7ri) HD(Wm.Wind),Mx 1013 =(Trrb f'Rw+Ht Ww)•(lop2/2+RL•Lo =fMet • Holdon„Capacity,b: 3075 0.6140/Lo HD Type: 6 Seismic,pit 185 •2031 b ill' MOT(Seismic),ft-lb: 16248 Mr(Seismic),ft-b: 8603 =( 1 bill''Co?if) HD(Seismic).b: 1091 • =(Tdb.1,1w+H1'Way'(Loy2/2+RL'Lo Howoasn Capacity,b: 2550 =(Mot-(0.6-0.r)'�72v)/Lo HD Type: 6 Shear cNlieal,plh nes 15/32'APA Rated Sheathing Sag 1:'A'.sd At e•oa edges,i2"o c.Held HD critical,to: 1091 I 40%increase for wind?: No • Sheathing Layers: Single Concrete Anch? Yes Wall Type: A Wall Capacity,pit: 280 Heldown Types: • Controlling HD Type: 6SaI:'Se"HDU2-$psZ,B and 887816 Anchor Boit • Holdown Capacity,ib: 3075 3x Members req.: No Roof Level 0.2Sds= 0.100 - Wall Line Wind(W),b Min.Wind,lb Seismic(E),lb Punched sheanvaN.pairs I Rg 1 882 892J Seg.1 total full ht.pairs(L): 8.00 ft Segment 1 Segment 2 r Segment 3 Segment 4 Segments Total L: (Pat �.2 total full htM.palm(L): g Overall Seg.¢o),H: 14.50 Seg.3 total full hl pain(L): ft R2 Wall Height(H1),if: 8.00 14.50 I Seg.4 total full hl pairs(L): ft Tdb.1,U; 7.25 18,50 Seg.5 total lull M.peke(L): ft Rm.Load(RL),b: 512 Total: 8 ft rrb.1 Weight(Red),Par: 15.00 Use punched sheantall sheet to calculate Wall Weight(We),pal: 6.00 shear and strapping requirements around opening.• Wind,pit 112 _ Mar(Wind),ft-Rx 10947 =aspen/e' . Mr(Wind),ft-b: 25584 =(892Ib/14.5•Lo'Hi)+(5 pal•Tiib.t'(Lo)25/) HD(Wind),b: 404 =(TriA r•Rw+HI•Ww)(Lo), 2+t7L•Lo • Holdout',Capacity,b: 0 =(Mot-0,6 Air)/Lo' . HD Type: 0 - Minimum wind bad,pin: 112 Mar(Airs.Wind),fl-lb: 7136 .e92 t6/8' • Mr(Ms Wind),11-1b: 25584 =(892/6/14.5'Co'H7) HO(Mn.Wind),b: 567 = =tMot 0.8111rj/Bebet 'M)/Co wwl'2oy2/z+Rlxo H ldown Capacity,b: 0 HD Type: 0 Seismic,pH: 112 =892/b/8' Mo,(Seismic),ft-b: 7136 Mr(Seismic),ft-b: 25584 =(892 b/14.5"Co Ht) HD(Seismic),ib: -39e =(Ttrb.r hy l wwl(Loran+RL co Hatoawn Capacity,b: 0 =( (0.64).1)10)/Lp HD Type: 0 • Shear critical,plf: 112 15/32'APA Rated Sheathing HD critical,Ib p Seg.1:'A'.8d At 6"o.o.edges,12*o.o.field r 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? Yes Wall Type: A • Wall Capacity,pin: 260 HoSag.1 Type.: Controlling HO Type: 0 Sag 1:'0'no fiefdom inquired Holdout;Capacity,to: 0 • 9570 SW Barbur Blvd CrosbyResidence Addition • dir, Suite One Hundred Project Name Project # 130598 Portland, OR 97219-5412 Location 9070 SW 69th Avenue,Tigard, Oregon MILLER Client Ron Crosby CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By TAK Ck'd Date 7/17/13 Page co of (cl 1 Raaf Level 0.2Sds= 0.100 Wall Un• Wind • • •r •• • • Se eeyrrah Nth. • (W),lb Min.Wird,lb Seismic i(E),lb ••• • • ••: Seg.1*dal ltdl ht.petit):• 8.00 ft I 113 I Segment21 1 892 j ndl 1ph'¢(U 1 5,, Ipsf: Seg.2 rolyi LI M.peira(t�• fl Segment 2 Segment 3 Segment 4 Segment 5 Total 1: Seg.3 total full ht.pairs(L): ft Overall Seg.(lo),f: 14.50 14.50 ( Seg.4 R3 Wall Height(H1),ft: 8.00 Bial full M.pelts(L): ft 7nb.1,ft: 4.00 • • • aSe•9.5 total fullht, pelta(L): ft Rin.Load(RL),b: 512 • •• ► •• •• • S •• •• MU: 8 It Trib.i Weight(Rv4,par: 15.00 • • .•• • ii • Winp'mclied ahearwall steel b• calculate Wall Weight(caw),par: 8.00 _ • • • : •• gneaj.nd euappDrg requiregterrfa around openings. - Wind,pit: 112 • r• • • ..• • MDT(Wind),fly: 9239 =8920/8', Mr(Wind).n 2oeeo =(892lb/14.6'LoHrh(5 pal'Trt6.r(1.4)^2) HD(Wind),b: -209 _ __ �d t'Rw+H1 t4w);(Lo)^ZI1+RL L: Holdown Capacity,lb: 0 . O' j.Lo• • ••• ••• • • • HD Type: 0 • • ••• ••6 •• • • _ Minimum wind load,pit•. 112 • =6ea /8'• • • • •• Met(Min.Wind),ft-lb: 7136 =(8920/14.5'LoH1) Mr(Min.Wind),ft-lb: 20460 =(Tnb.1'Rw+H1'Ww)(Lo)^2/2+pL'Lo HD(MM,Wind),lb: -354 =(Mot-0.8•Mr)/Lo • Moldova:Capacity,b: 0 • HD Type: 0 Seismic,pit 112 =8920/8' . Mar(Seismic),Witt: 7136 =(89e lb/14.5'•r o•Hl) • •Mr(seismic),ft-lb: 20460 =(nIb.t aw+Hrww)Re) +RL'Lo HO(seismic),lb: -213 =(Mot-(0.6-01)•M4/Lo Hotdovn Capacity,b: 0 HD Type: 0 _ . Sirear critical,pit: 112 15/32'APA Rated Sheathing Seg.1:'A'.ad At 6'ac.edges,12'c.a.field critical,Ib: • 0 • r 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? Yes Wall Type: A H •oldown Capacity,pit 260 Seg.I Types: Controlling HD Type: 0 Seg.t:b'no holdown required Hotdown Capacity,b: 0 3x Members req.: No' • Roof level 0.2Sda= 0.100 ' Wall Line Wind ,lb Mn.Wind,lb Seismic(E).lb Seiemb Controls By 100% f114 ' 2030 I 2030 Segment1 Segment i2031Wind upNnnt=I s 'pat Overall S eg.(Lo), 9 Segment 3 Segment 4 Segment 6 Total L: ft: 14.50 14.50 I R4 Wall Height(H1),ft 8.00 Tdb.1,n: 9.25 ' Rin.Load(RL),Ib: 266 Tob.1 Weight(Rw),psi: 16.00 Wall Weight(Ww),psi: 8.00 Wind,p6: 140 =2030 lb/14.5' • MDT(Wind),fl-lb: 21102 Mr(wind).flab: 25028 =(20300/14.5* )'(+(6 pal7rib.1(Lo)'2/2) HD(Wind).b: 420 • =(Trib.t Hw+H1•WwWw)(L0y'2/2+RL L0 • Holdout Capacity.b: 3075 =(Mot•os•M4/Lo HD Type: 6 • Minimum wind bad.pff: 140 =203016/14 6 Me,(nth.Wind),N-fb: 16240 =(2030 0/146•Lo•Hl Mr(Min.Wind),ft-lb: 26026 ) HD(MIs.Wind).1b: 64 =(Trio.0Hw rH1W)•l.o)^2/2+RL'Lo HoldoSn Capacity,b: 3075 =(MM-O.Bxt4/Lo , HD Type: 6 Seismic,pit: 140 =2031 lb/14.5' Mo(Seismic),fl-lb: 16248 =(2031 1b/14,5'•Lo•H1) _ Mr(Seismic),ft-b: 25026 . =(nib.f Rw+Hrww)•(Loy7/2++RL'Lo HD(Seismic),b: 256 =(Mot-(O.6-01)'M4/Lo Moldova:Capacity,0: 2550 HD Type: 6 • Shear critical,pih 140 15/32'APA Rated Sheathing HD critical,lb: 420 Seg.is'A'.ad At 6'to.edges,12'ac.field t 40%increase for wind?: No Sheathing Layers: Single Concrete Ancil.? Yes Wall Type: A • Mo1do"'"Types: ' well Capacity,pit: 260 Controlling HO Type: 6 Seg•t:b'.HDN23082.6 and 89T8/6 Anchor Bon lfoltblin Capacity,It: 3075 Art 9570 SW Barbur Blvd CrosbyResidence Addition Suite One Hundred Project Name Project # 130598 411) Portland, OR 97219-5412 Location 9070 SW 69th Avenue, Tigard,Oregon MILLER Client Ron Crosby CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By TAK Ck'd Date 7/17/13 Page 7 of II ,r •. • • • • • • •• Punched Shearwall Analysts: • • • • Z • • • • . •S . • • •• • • • • • • • Level:Roof Level ••• • Z •. • • -• • • • • • • • • • • Line:R2 • • • Z • • •S. Segment:Segment 1 This analysis uses the force transfer method of designing a plxncheit sFearyi)ik ' The free body diagrams shown,are for a generic condition. • • • • •• • The input values H1&L1 should reflect the shortest secti•ne`Ydjace:to the;n •ope openings. • Segment Length, L • V= 896 lb Total shear force In segmerY •i • • •• - L= 14.5 ft Total length of wall — L,= 4.00 ft Smallest wail pier length V Lz= 6.50 It Length of opening ••• ••• • • •• t• I Mil • • • • • • • 1 s L3= 4.00 ft Remaining lull height wall tenth • • • • • • �• 1 H= 8.00 ft Overall height of wall • - . ••• ••• ••• =' le _ Ht= 0.50 ft Critical section depth • ... • • _• • • H2= 4.00 ft Height of opening Continuous strop obove and below openings gle Ipening • Segnent Length,L I . • L L Fn= 448 lb=896/14.5'(4+0.5'6.5) Horizontal force at critical sectiotL.. 11111111111111 Fv= 154 lb=44810.5+0.5'4)/(4+0.5'6.5) Vertical force at critical section. NM 1 Mil ._ Shearwall Sheathing Requirements: o 15/32'APA Rated Sheathing =, _ ' Use 8d Nailing Single Sided Sheathing • • Use 40%Shearwall increase - Muttiple Openings Continuous strop above Side panels: and below openings Shear= 112 plf=896/(4+4) Shear In wall piers. .. L .5 Wall Type= A 'A'=8d At 6'o.c.edges,12'o.c.field _f_:_, vo= 260 plf x MI . 11v112 <2600K • Top and bottom panels: 411111111 Shear= 308 pit=154/0.5 Shear in panel above opening. , Wall Type= 8 'B'=8d At 4°o.c.edges,12'o.c.field C Vc= 380 plf 308 <380 OK (Use Type B shear wall(8d At 4'o.c.edges,12'o.c.field)for all of Segment 1 on wall fine R2 at the Root Level shearwafis. Strap Requirement: P= 1001 lb=154'(0.5'6.5)/0.5 Critical strap force. Tension= 1001 b per strap • ' • To= 1030 lb • 1001 <1030 OK Use Simpson CS20 strap(s)x 14.5'long above and below opening. Strap to extend frill length of shear wall segment with shear waft edge nailing requirements. ' Strap to be placed over sheathing and nailed to blocking. Sole Plate Base Anchorage: .. Shear= 62 1 plf=896/14.5 Shear at top and bottom plates. Wall Type= A can be used for sole miffing and anchor bolt spacing Vc= 260 plf - 62 <260 OK • • • 9570 SW Barbur BlvdPro'ect Name Crosby Residence Addition A Suite One Hundred Project # 130598 : SPortland, OR 97219-5412 Location 9070 SW 69th Avenue, Tigard,Oregon MILLER Client Ron Crosby CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By TAK Ck'd I'r.-v- Date 7/17/13 Page 0 of 19 • •• Punched Shearwall Analysis: • • • Leven Roof Level ' • • • . • • • Line:R3 • • •• Segment:Segment 1 This analysis uses the force transfer method of designing ate, The free diagrams shown, g • ••• �Y 9 win are for generic caldNion.���a •• • The input values H1&L1 should reflect the shortest sectl. .4, 4 s. • $llgment Length, L V= 896 lb Total shear force in segmen4• j •• •..i. • L= 14.5 ft Total length of wall L L L, L,= 3.50 ft Smallest wall pier length La= 6.50 ft Length of opening ••4 • • • $ 1.11111 I Wiiii to= 4.50 ft Remainingfull height • • e • i 1 x wall le: 11 • • • • 1 H= 8.00 ft 'Overall height of wall • ••• •••• ••• ��y� ,_ H,= 0.50 ft • ••• • • .• • • � _ Critical section depth 112= 4.00 ft Height of opening Continuous strop above and below openings ,ng a Opening I i�Segment Length,L - F1,1 417 ib=896/14.5'(3.5+0.5'8.5) Horizontal force at critical secU��• � 1 Fv 154 (lb=417•(0.5+0.5'4y(3.5+0.5.6.5) Vertical force at critical section. OEM 1 Shearwall Sheathing Requirements: IIIIx 15/32'APA Rated Sheathing �� Use fid Nailingx Single Sided Sheathing • • Use 40%Shearwall Increase111111111111 Side panels: Multiple Openings Continuous strop above • Shear= 112 plf=896//(3.5+4.5) Shear in wail piers. L and below openings • • Wall Type= A W=8d At 6'o.c.edges,12'o.c:field ■ Vc= 260 pIt 112 <2600K i MI v• Top and bottom panels: Shear= 308 Of=154/0.5 Shear In panel above opening. � , Wall Type= B 'B'=8d At 4'o.c.edges,12'o.c.field •• Vc= 380 plf 308 <380 OK !Use Type B shear wall(8d At 4'o.c.edges,12'o.c.field)for all of Segment 1 on wall line R3 at the Roof Level sheantialls. I Strap Requirement: P= 1001 lb=154`(0.5'6.5)/0.5 Critical strap force. Tension= 1001 lb per strap Tc= 1030 -lb 1001 <10300K • • Use Simpson CS20 strap(s)x 14.5'long above and below opening. Strap to extend 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: • Shear= 62 pif=896/14.5 Shear at top and bottom plates. Wall Type= A can be used for sole nailing and anchor bolt spacing Vc= 260 pit 62 <260 OK • • 9570 SW Barbur Blvd Crosby Residence Addition Project Name Pro Suite One Hundred ject # 1 130598 Portland, 0R 97219-5412 Location 9070 SW 69th Avenue, Tigard, Oregon MILLER Client Ron Crosby CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By TAK Ck'd / Date 7/17/13 Page 9 of 1`1 VWC6g 110Tri:6O :60 06 O. :60 ••• • * •• • • • • • • • • • • • • • • • • • • • • • •• • ':1 shearw:u'i ••• • ••• Its • • • • • • Y • •• • r - i, _ • • • • • • •• • _ •_ •• • • I • • • cUjr f!: •• : q� • •, • • ••• • II ••• ••• • • •• •• • • • • • • • ••• ••• •• • • 12)r)( "1- /1i:i( 1'I1nf`1 Iti(' • •i• • • tv VII ViE (7) 1,7Sv 11,;11r,' 2i' lrt II IN( \OC,, i' , in t,.„- 3 '' !r'' 1-,ti - ._. _.. .... � , !' )`l" f7( Ah. 13 11Ux)I'i tlKl I I. ) /) fl , I fir, P. (001i .10i t 1'/1'. t,) (Th-1 tr, +-;c`S f.00') - 2 Utit ' t'' !! r > :is rI'H( �-i"l( Ir 1` 1)i , r I )III X11. PIAN �Srt t`Rill (rt,r � t;, I(, 1 r 11/) .;,r IO"I o-'f 1 ..._.__ _. 9570 SW Barbur Blvd CrosbyResidence Addition Suite One Hundred Project Name Project # 130598 8 Portland, OR 97219-5412 Location 9070 SW 69th Avenue, Tigard, Oregon MILLER Client Ron Crosby CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By TAK Ck'd l'-r-,• Date 7/17/13 Page l" of I s • •• •• •• • • • • •• • • • • • • • • • • • • • • • • •• •• • • • • • • ••• • • •• • ,• • •• 2005 National Design Specification for Wood Constract(¢n Q1 SD) : : : R•mk;%e Bending Sheet F, Bearing F„ e a 5,,,, Rs. Copyright 0 2004 Miller Consulting Engineers,Ina s= 14.28 OK c 50 Mark(Roof Rafter,typ. I Materiel:DIMENSIONAL LUMBER Co 1.15 1.15 E',N, 580,000 psi - C, 1.00 1.00 1.00 1.00 F,s= 3424 Grade;DF/L No.2 or.efer • • •I• CF • 1.111•• Span 14.5 ft ls= 2.00 ft • ♦ • • ♦ - ♦ • e. pd F slaw=it x 10 4 CS S 1.00 •a 1.00. 1.00 t.00 F F,,= 2.82 id= 0 ft w1= 80 lbs/11 $.".• s .• • ; • et/e= 2.82 xl= 14.5 ft �_• 1.50a Its • : Cr • 1.OV • 112 = 80 f15lfl d= �.�50 • ' ••• • 1.00 1.00 1.00 Fe= 1272 psi C, Xa= 0 II Pa= 1.15 F,'= 207 psi 0 lbs A= 13.88 int Cv 1.000 Xb= 0 It Pb 0 lbs _2/.32a Fa'. 625 psi • InE= 1.800.000 psi .xc= 0 ft Pc= 0 lbs 1� 98 r� •• : •. A e •:4s�t7,,1 Ri= 580 lbs V= 518 lbs l• 1.00 82= 580 lbs M= 2103 it•ts • -"••1 • • ••• ♦ a • • Fe=s 9110•• psi • QNa*rlaI •• DIMENSIONAL LUMBER LLAa„a=U 360 LL A= 0.32 Inchs F,= 180 psi Grade DF/L No.2 or Better TL Asa a U 240 TLA= 0.51 India E= 1600 ks1 Load Duration,Co TWO MONTHS 1.15 SNOW LOAD - %LL 62.5% 1,= 4.12 ft E,,,,,= 580 kW Temperature Factor, � G DRY T<=100°F F„= 825 psi Wet Service Factor,Ca MOISTURE CONT LESS THAN 19% Fb'=(Fb)(Cd)CtXCF)(CM)(C0(Cr)(CL)(Cru)=1,272 psi Approx.weight 3.37 lbs/ft Incising Factor,C, MEMBER IS NOT INCISED FV=(Fv)(Cd)(Ct)(CM)(C0.207 psi Repetitive Factor C, MEMBER IS REPETITIVE E'=(E)(CO(CM)(C0=1,600,000 psi I R1 Req'd Bearing Width 1.00In. Fol'=(Fcl)(CIXCM)(Ct)=625 psi R2 Req'd Bearing Width 1.00In. Member rb=1,179 psi 4 Fb'=1,272 psi Be 2 x 10 - Bending Capacity=92.7% Number of Plies 1 Pty M=2,103 ft-lbs<Mmax=2,267 ft-lbs N=58 psi c FV=207 psi Shear Capacity=27.1% V=518 lbs<Vmax=1,915 lbs Max LL Deft=0.316 Inches=L/551 LL Deli.Capacity=65.3% (1 Ply) 2 x 10,DIMENSIONAL LUMBER Max TL Deft=0.505 Inches=L/344 DF/L No.2 or Better I TL Def.Capacity=69.7% 2,500 :.: 1,500 1,000 i -0.200 ? 500 1 -0.300 0 = t .;. ,,. -0.400 500 } 11 a 4 '. -0.500 -1,000 Shear d o 'ry' N . Ad N o w n o o A A N N A •0.600 c A w q N A A : _ 3 m d n w 3 2 m o N 2 e1 2 -Moment Distance(k) Distance 80 Notes: 9570 SW Barbur Blvd Crosby Project Name Residence Addition A Suite One HundredIS Project # 130598 Portland, OR 97219-5412 Location 9070 SW 69th Avenue, Tigard,Oregon MILLER Client Ron Crosby • CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By TAK Ck'd Imo-, Date 7/17/13 Page 11 of l9 • •S. •• •• • • • • •• • • • ••• • ••• • • • • • • • • • •••• •S. • • • • • •• •.• •• •• • • • • • . 2005 National Design Specification for Wood Constru'lti1(4D) ': : : Redunlsoq•13. ng Fs;frt,!:'r F, swing F„ E&E„„ Copyright 02004 Mover Consuls E Ra= 6.92.0OK<50 Consulting n9ineers Inc. Co 1.15 1.15 E' = 868,000 psi Mark(Roof Addition Hip I Material:WeyerhaeuserSCL C, too 1.00 too too F Grade:1.9E Mlcrofan l.,VL • • a• •e• se= 24187 990 OCE •I.00 F Psi Span 20.445 11 e„= 2.00 ft • • • • • : • +• e= 2980 size•1.�Sx 11.1175• • • s• Cu• M.00 a 1.00 1.00 1.00 F F • : . . • • • e'= 8.09 X1= 0 It wt= 411 tbsift x2= 20.445 ft v2= 0 bratb f• 310/: in ••• s••C, -•I.00•.•1.00 1.00 1.00 F.'. 2969 psi d=• 11115 in • C, 1.00 Xa= 0 ft Pa= 0 lbs A= 41.58 � Cv 1.001 F,= 328 psi Kb= 0 - ft Pi 0 750 I S ••82.26 � •a In'• • E=1 ,805,000 psI .Xc' 0 ft P 0 lbs I= •488.41• in • • • • RI= 2801 lbs V= 2404 lbs El_ ••-- -"•-- • • •C� _ �'� 58a kiflr4• •r • •• • • R2= 1400 lbs M= 11021 ft-lbs Fs= •26 ••••psi•• • • Metedel •• •• Weyerhaeuser SCL LLQa„g=U 380 LI.Q= 0.58 Inc*s F„= 285 psi Grade 1.90 Mlcrollam®LVL TL tlg,1,=U 240 TL Q= 0.93 Inchs E= 1805 ksl Load Duration,Ce TWO MONTHS 1.15 SNOW LOAD %U. 62.5% I.= 4.12 ft E„,„= 966 ksl Temperature Factor, p• °r DRY T<=100°F Fri= 750 psi Wet Service Factor,Cu MOISTURE CONT LESS THAN 19% FM=(Fb)(Cd)(Ct)(CM)(CrxCv or CLxCtu)=2,969 psiApprox.weight 10.10 ds/ll Incising Factor,C, MEMBER IS NOT INCISED Fv=(Fv)(Cd)(CIXCM)=328 psi. Repetitive Factor C, MEMBER IS NOT REPETITIVE E'=(E)(CtxCM)=1,805,000 psi R Req Bearing WIdth 1..007In. For=(Fcl)(Ct)(CM)=750 psi A2 Req d Bearing Width 10In. Member Ib=1,809 psi<Fb'=2.989 psi Ben1.75 x 11.675 Bending Cepac ty=54.1% Number of Pits 2 Plies M=11,021 ft-lbs<Mmax=20,3541t•Ibs lv=87 psi<FV=328 psi Shear Capacity=26.5% V=2,404 lbs<Vmax=9,081 lbs Max LL Dell=0.582 Inches=L/421 LL Dell.Capacity=85.5% (2_Piles) 1.76 x 11.878,Weyerhaeuser SGL Max TL Dell=0.932 inches=L/283 TL Dell Capacity=91.2% 1.9E Microitam®LVL 12,000 0.000 10,000 0,100 8,000 -0.200 8,000 -0' g300 I •0.400 > 4.000 I -0.500 a 2,000 i Y xK 8 •0.600 Q " ` #;.'.ti' •0.700 -2,000 - -0.690 -0.900 -4,000-Mene qq •• . DfitearmG ' N q r u Vn o u d pq f rf pp n yy 2 ' u w 2 e 2 N n 2 n O f u 4 q „ ; n Distance(it) Dkdnea(a) Notes: Art 9570 SW Barbur Blvd CrosbyResidence Addition Suite One Hundred Project Name Project # 130598 Portland, OR 97219-5412 Location 9070 SW 69th Avenue, Tigard,Oregon MILLER Client Ron Crosby CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By TAK Ck'd lc-i.,-r Date 7/17/13 Page ►-2- of l°l . •. .• •. • • • • •• 000 00 . • •• • • • . • • • . •.• •,. • •• • • • • - 2005 National Design Specification for Wood Constru4ioa(40) : : : R.d„ctiwu retina F.i rsh er, Bearing F„ Es E,,,, R s=_ 12.62 OK<50 Copyright O 2004 AMiler Consulting Engineers,Inc. Co 1.00 1.00 E'.,;,= 580,000 psi Mark'Ceiling Joist,typ. I Material:DIMENSIONAL LUMBER C, 1.00 1.00 1.00 1.00 Fes_ 4369 Grade:DF/L No.2 or BAlter • • • • e• • •••Cr •:1.20 •0"• • • Fe'= 1242 psi Span 14.5 ft 4= 2.00 ft size*218 ..• • - •:u� :1.00 4.1.00 1.00 1.00 F F'- ec1 e- 3.52 x1= 0 ft wt= 40 bs/ft be • 1.500. In • • • •C, 51.00• •1.00 1.00 1.00 F • e= 1218 psi ., x2= 14.5 ft w2= 40 lbs/ft d= 7.250in • • C, • 1.15 * F,'= 180 psi Xa= It Pa= 0 lbs A= 10.88 ins Cv 1.000 Xb= 0 ft Pts 0 WsS= • 3 ' Fu= 625 psi e•at • • In • • r•• 8.>]B1 E'= 1,600,000 psi Xc= 0 ft P 0 lbs 1= : 47.6363: in: • i : Cir • :LOC RI= 290 .lbs V= 266 lbs E l= •76,2160 kiQ.a• ••• •• • • R2= 290 lbs M= 1051 ft-lbs Fe= • 900••psi•• • leate!al• •• DIMENSIONAL LUMBER LI Ar„,,,,2 V 360 LL A= 0.33 incite F,. 180 psi Grade OF/L No.2 or Better TL As.„s=U 240 TL A= 0.52 inchs E= 1600 ksl load Duration,C. TEN YEARS 1.0 OCCUP LIVE %LL 62.5% •.= 4.12 ft E,,,,,= 580 ksl Temperature Factor,C, DRY T<=100°F Fu= 625 psi Wet Service Factor,Cu MOISTURE CONT LESS THAN 19% Fb'=(Fb)(Cd)(Ct)(CF)(CM)(C1)(CrxCL)(Cfu)=1,218 pal Approx.weight 2.64 lbs/ft Incising Factor,C, MEMBER IS NOT INCISED FY=(Fv)(CdXCt)(CM)(CI)=180 pal Repetitive Factor C, MEMBER IS REPETITIVE E'=(EHCI)(CM)(CU=1,600,000 psi RI Req'd Bearing Width 1.110 In. Fclb(Fcl)(Ct)(CM}CI).625 psi R2 Req'd Bearing Width 1.00 In. Member 2 x 8 • fb=960 psi<Fb'=1,218 pal Bending Capacity=78.8% Number of Plies 1 Ply M=1,051 ft-lbs<Mmax=1,334 it-lbs iv=37 ps1<FV=180 psi Shear Capacity=20.4% V=266 lbs<Villas=1,305lbs Max IL Den=0.327 Inches=L/532 LL Dell.Capacity=67.7% (1 Ply) 2 x 8,DIMENSIONAL LUMBER DF/L No.2 or Better Max TL Den=0.523 Inches=L/332 TL Den.Capacity=722% 1,200 0.000 1,000 -0.100 800 600 i -0200 400 I -0.300 200 t d p --. - .. :. 0.400 -200 ,,-----1,- 0.500 • • -400 2 o N A a n na d d N N od -e.600 3 2 2 2 2 2 2 2 : 3 2 2 2 2 2 2 2 R a • .. ; g 2 - CaSheu Distance(ft) Distance(a)-Moment _ Notes: 9570 SW Barbur Blvd Project Name Crosby Residence Addition 4 Suite One Hundred Project # 130598 Portland, OR 97219-5412 Location 9070 SW 69th Avenue,Tigard,Oregon MILLER Client Ron Crosby CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By TAK Ck'd }ri).,--, Date 7/17/13 Page 1 i of li • •• •• •• • • • • •• • 2005 National Design Specification for Wood Con etio11•I ••I • :Retain;Bendng AlaI.It E Emig Fce,= 828 Post Copyright 02006 Miller Consulting Enginear�,:rlci i i•• psi C0 1 1:15 ;.15: Fcea= 828 pd Mark HI Support • a .. P Post I Material:DIMENSIORAL LIMBER Rb. 6.6 f �-1 Grade:OF/1_14o.2 or Better C, 1.00 Rby 8.8 'lY le., size 4 x 4• • • 1.02 _iv 1.00 1.00 Fbex 15781 psi chid•=• 3460• in ••• •Cp 116E 1.l5 Fbey 15761 psi _•17,7r-e. in • • MI 1.0E 1.110 1.00 1.00 Ku 2300 Aas • 12, 1..-- 4-i 2 tn2 ••• •0 lea• i a0 1.00 1.00 KT 0.59 es. S„= 7.15 in3 Cr 1.00 Fbx' 1553 psi Height= 7 ft iu,= 7 ft Sy= 7.15 kla Cv 1.00 F 1553 psi P1= 2801 Ib 1c2= 7 ft Le,i•42.88•dt • •C„•4 1.0E• Fbe/Fb,• P2= 0 lb M .11----w- • • • • • • • 10 x,= 0 ft-lbs Lee=•12.88. ft • • sky• 4.011 • Fbe 10 ext= 0 in My,= 0 ft-lbs _• • 4• :1'• ► ; : �- 900 Psi:.: M fvr• • • 0.41 Fc' 1785 ey1= 0 in M,,= 31 ft-lbs Fby=• 900• si • ' Cfu• •1.08• Fb,' 1553 psi ex2= 0 inpal. Mo, 0 ft-lbs Ex= 1600 ksi CE 1.00 1.00 1,00 1.00 Fby' 1553 psi ey2= 0 in Ke,= 1 Ey= 1600 ksi CE=Exterior wet use of SCL lumber Fc' 728 psi wx= 5 lbs/ft Kea= 1 F_xx,y,= 580 ksi ( Cw I 1.00 I 1.00 1 ( Ex' 1600 psi wy= 0 Ibs{ft le,= 7.00 ft Ey,,,.,= 580 _ ksi Cm,=Single Pile Factor(piles only) Ey' 1600 psi tea= 7.00 ft Fc= 1350 psi I Co1 f 11.00 ) 1.00 arm 580000 psi le,/d,= 24.00 c= 0.8 C„=Untreated Factoron � (piles �') Ey„„„' 580000 psi • arch= 24.00 Ix= 12.51 in" Material DIMENSIONAL LUMBER I v Fbx=(Fb%'j(CL)(CtU)=1,553psi ly= 12.51 in" Grade DFp.Ne.2o,DOW iV Load Duration,C0 TWO norms is show wm Fby'=(Fby')(CL)(Cfu)=1,553 psi • Fc'=(Fc)(Cd)(Cm)(Ct)(CI)(C0(Cp)=728 psi Temperature Factor,C, _r<-IMF 'Ir E'=(E)(Ct)(Cm)(Ci)=1,600 ksi Wet Service Factor,C„ MOM TURe CONT LESS non.19% ' Emin'=(Emin)(Ct)(Cm)(C1)(CT)=580 ksi Incising Factor,CI MEMBER IS NOT INCISED tbx=52 psi<Fbx'=1,553 psi Bendkg Capacity=3.4% Repetitive Factor Cr' maws is NOT REPErmSE fby=0 psi<Fby'=1,553 psi Built up Member so fc=229 psi<Fc'=728 psi Axial Capacity=31.4% Member 4 x iV Combined Axial Compression and Bending Combined Capacity=14.5% 14 x 4,DIMENSIONAL LUMBER Equation 3.9-3;2005 NDS page 20 DF/L No.2 or Better 9570 SW Rarbur Bivd CrosbyResidence Addition 4 Suite One Hundred Project Name Project # 130 598 141) • Portland, OR 97219.5412 Location 9070 SW 69th Avenue,Tigard, Oregon MILLER Client Ron Crosby CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By TAK Ck'd "'r-. Date 7/17/13 Page )t( of 11 • • •• •• •• • • • • •• • • • • • • • _, • • • • 2005 National Design Specification for Wood ConstMArctbn•• :• • Abduction lenctg Axir:Fc: E Emin Fce,= 634 psi Post Copyright®2008 Miller Consulting Engineem,loc. • • • :co 010115 1, • Fce2= 634 psi Mark Porch Post ( Material:DIME?iSIDNRL LUMBER Rb„ 7.1 1...0,.!1.1 Grade:DFIL No.2 or Better C, 1.00 Rby 7.1 ' rt Size=g x 4 • •• 1.00• 444 1.00 1.00 Fbe, 13791 psi d,r'� �e"` d,s�a•kt •• • •i �S• =1.5b 1. Fbey 13791 psi e,2, • : A=• .3.50.On S •• C,,5 1.00: .1.01 1.00 1.00 Ka, 2300 a •412.x• 1113 • C' 1.05•• 1.110 1.00 1.00 KT 0.59 1--L-1 S,= 7.15 in3 CT 1.00 Fb„' 1553 psi Height= 8 ft lu,= 8 ft Sy= 7.15 in3 Cy 1.00 Fby' 1553 psi P1= 482 lb lua= 8 ft Le,_•=4.72•• ••• _et, •I4)0••• Fbe./Fb„' 9 ' P2= 0 lb M,,,= 0 ft-lbs Lea= 04.72 ft • •C.ri; 1 O0• • Fbey/Fby' 9 y • ••• ••• • a • ext= 0 in Myy= .0 ft-lbs Fb,= '900. Ipsi • • •C. • • •0.32 Fc' 1785 psi ey1= 0 in MA= 40 ft-lbs Fby= .900• psi • -*Cf: 1.00•• Pb,' 1553 psi ext= 0 in M,,,= 0 ft-lbs Ex= 1600 ksi CE 1.00 1.00 1.00 1.00 Fby' 1553 psi ey2= 0 in Ke,= 1 Ey= 1800 ksl CE=Exterior wet use of SCL lumber Fc' 578 psi - w„= 5 lbs/ft Kea= 1 Ex„1,= 580 ksi I C., ( 1.00 I 1.00 I I Ex' 1600 psi wy= 0 lbs/ft Is,= 8.00 ft Ey,,,i,= 580 _ksl C,p=Single Pile Factor(piles only) Ey' 1600 psi lea= 8.00 ft Fc= 1350 psi ( C„ ( ( ( 1.00 ( 1.00 Ei ,,' 580000 psi le,/d,= 27.43 c= 0.8 C.=Untreated Factor(piles only) Ey,,,` 580000 psi lea/d2= 27.43 I.= 12.51 Ino Material DIMENSIONAL LUMBER ly= 12.51 Ino Grade DE/L NA.2=Defter er . • Fbx'=(Fbx')(CL1(Cfu)=1,553 psi Load Duration,Co TWO MONTHS LIS SNOW LOAD V Fby'=(Fby')(CL)(Cfu)=1,553 psi Fc'=(Fc)(Cd)(Cm)(Ct)(C(XCi)(Cp)=578 psi Temperature Factor,C, T.,-10OtE V. E'=(E)(Ct)(Cm)(Ci)=1,600 ksi Wet Service Factor,Cu nwrsnaE COM LESS null 19% V Emin'=(Emin)(Ct)(Cm)(C1)(CT)=580 ksi Incising Factor,CI MEMBER Is NOT INCISED V fbx=67 psi<Fbx'=1,553 psi Bending Capacity=4.3% Repetitive Factor Cr MEMBER IS NOT REPETITIVE fby=0 psi<Fby=1,553 psi Built up Member No fc=39 psi<Fc'=578 psi Axial Capacity=6.8% Member 404 V Combined Axial Compression and Bending Combined Capacity=5.1% 4 x 4,DIMENSIONAL LUMBER Equation 3.9-3;2005 NDS page 20 DF/L No.2 or Better OK- P.1. 14 r,-.1 -F.n.. S -F' NEXT• PAGe Fop, reaorwc, • • • • 9570 SW Barbur Blvd Project Name Crosby Residence Addition Project # 130598 at Suite One Hundred _ Portland, OR 97219-5412 Location 9070 SW 69th Avenue,Tigard, Oregon MILLER Client Ron Crosby CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By TAK Ck'd x,44 r-) Date 7/17/13 Page 18 of 19 SQUARE PLAIN CQNGIth�k -o• f)• I•iNG DESIGN • • •• ••• • • • • • S INPUT DATA ••• •• • • • • • • • • •• Service Dead Load, P01= 0.482 kips Service Live Load, PLL= 0 kips • • ... • ... b1 - Footing Self Weight, PFTG_DL= 0.6 ldpc • • • • ••• • •: •• I a • • ••• • • • • • - Factored Design Load, Pu= 1.2984 ••• '1.'1 ••• •:• .... Width of Footing bt= 2 ft i baseplate .fl (as occurs) Thickness of Footing h= 12 in•••• ••• La • •• • • Is Ftg.Cast Against Soil? yes • • I • • •• «.4 • N I Al/ Effective Depth h= 10 in • ••••• P. • • • • . Column Type: not concrete '1--. Is Base Plate Used? yes - Min.Column Dimension a1= 5.5 in Max.Column Dimension a2= 5.5 in - • Min. Base PI. Dimension b1= 12 in • Max. Base PI. Dimension b2= 12 in I c fte„,ra= 0.64 ft l Cstear.= 0.64 ft 1 critical section,c a . • Allowable Bearing Pressure= 1500 psf Soil Bearing Area= 4 ft2 - f'c= 2500 psi $= 0.6 DESIGN FOR SOIL BEARING Bearing Pressure= 271 psf alo-a= 0.18 . OK I DESIGN FOR FLEXUREq „ = P z q„= 325 psf b f2 M„= 131 ft*Ib M 2, = qc b1 S =400.00 in3 s _ b f h 2 2° ow= 5000 ft*Ib 6 ' Mu/cpMn = 0.03 IOK DESIGN FOR SHEAR Beam Action(ACI 318 Sec.22.7.6.2(a)) V„= -128 lb V„ = q„bf(c—h) - ,$Vn= 9600 lb 0V„ =0(4/3) 7 b f h V„hpV„ = -0.01 OK I Two-Way Action(ACt 318 Sec.22.7.6.2(b)) bo= 75 in V,= 506 lb Q►V„= 90000 lb q9V„=¢[(4/3)+8/(3,015:boh r3= 1 44r,_,,ax= 59850 lb. OV,,,,,, =.b(2.66) , boh V„/cpV„ = 0.01 OK I - 'Use 2'-,0”square by 12"thick footing I dir9570 SW Barbur Bivd Project Name Crosby Residence Addition Project # 130598 4Suite One Hundred _ Portland, OR 97219-5412 Location 9070 SW 69th Avenue,Tigard, Oregon MILLER Client Ron Crosby CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By TAK Ck'd 1 ,--1 Date 7/17/13 Page l`1 of 19