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Specifications /lac 57i�r3 - a0.24S' a /3 CSS—,S�v 02, MS RECEIVED MILLER i CONSULTING NOV 21/13 T--: ----- mmmmmmmmmMMMMM.MMM.MM.IM'.: ENGINEERS CITY OFTIGARD STRUCTURAL CALCULATIONSBUiLD[iVG DIVISION Taylor House Addition 13965 SW 102nd Ave, Tigard, Oregon Peter & Bonita Taylor October 16, 2013 Project No. 130830 13 pages • Principal Checked: cAlyv THE CALCULATIO► ARE VOID IF SEAL AO PROph, ��04G`NF,p sip [ 72'i5• 12 till+41, OB,1-0-,S ���a� AND SIGNAT _I$;,k -'POT ORIGINAL EXPIRES: 12-31-20 *** 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.corn Building Code: 2010 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: Wood framed Construction Lateral Sys: Flexible Diaphragm/Wood shearwalls Element Roof Floor Load Type Dead Dead Basic Design Value(PSF) 15 15 Loads: Load Type Snow Floor Live Value(PSF) 25 40 Deflection Criteria L/240 L/360 Lateral Design Parameters: Wind Design: ASCE 7-05" Wind Speed(3 sec Gust): 95 MPH :-., Exposure B Importance Factors Iw= 1.00 IE= 1.00 Is= 1.00 I;= 1.00 Occupancy Cat: II (wind) (seismic) snow (Iw=1.0 with wind concurrent with ice) (snow) (ice) Seismic Design Seismic Design Parameters based on USGS Seismic Hazard Curves for: I Conterminous 48 States I 2003 NEHRP Seismic Design Provisions 2%PE in 50 years,02 sec SA=Ss Latitude=45.419265 2%PE in 50 years,1.0 sec SA=Si Longitude=-122.78242500000002 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 used in design,refer to seismic design summary) Site Class B- Fa=1.0,Fv=1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 0.929(Ss,Site Class B) 1.0 0.336(S1,Site Class B) Design Summary: The following calculations are for the vertical and lateral design of an addition that was added to an existing residence in 1996.The addition is approximately 350 sq.ft and is constructed with manufactured sissor trusses.The lateral load from the addition will be drug back to the existing structure.Additional strengthening of the garage wall will be used to resist the loading from the addition. et9570 SW Barbur Blvd. Project Name: Taylor House Addition Suite One Hundred Project#: 130830 Portland,OR 97219 Location: 13965 SW 102nd Ave,Tigard,Oregon MILLER (503)246-1250 Client: Peter&Bonita Taylor Consulting FAX:246-1395 Engineers BY: CJM Ck'd: r Date: 10/16/13 Page 1 of 13 2009 International Building Code Design Criteria Sa= 92.90% Figure 1613.5(1)(0.2 sec response),2009 IBC pg 348-365 S1= 33.60% Figure 1613.5(2)(1.0 sec response),2009 IBC pg 348-365 Fa= 1.13 Table 1613.5.3(1)(linear interpolation is used),2009 IBC pg 341 Fv= 1.73 Table 1613.5.3(2)(linear interpolation is used),2009 IBC pg 341 SMs=Fa S.= 1.05 eqn.16-36,2009 IBC pg 340 SMI=F,S,= 0.58 eqn.16-37,2009 IBC pg 340 SDs=(2)SMs/(3) = 0.70 eqn.16-38,2009 IBC pg 342 Sol=(2)SM1/(3) = 0.39 eqn.16-39,2009 IBC pg 342 Site Class D Table 1613.5.2 2009 IBC pg 341 Occpancy Category II IBC 2009 Sec 1604.5,pg 307 Seismic Force Resisting System A.Bearing Wall System 13.Light framed walls with shear panels-wood structural panels/sheet steel panels Seismic Design Category(short per.) D Table 1613.5.6(1),2009 IBC pg 343 Seismic Design Category(1 sec) D Table 1613.5.6(2),2009 IBC pg 343 Seismic Design Category D (Controls) R= 6.50ASCE 7-05 Table 12.2-1,pg 120-122 C1= 100', ASCE 7-05 Table 12.2-1,pg 120-122 IE= 1.00 ASCE 7-05 Table 11.5-1,page 116 CT= 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 12.8.1,pg 129 Ta ma.= 0.163 ASCE 7-05 Table 12.8-2,page 129 Cs= 0.108 ASCE 7-05,Eq 12.8-2,pg 129 11.= 16 ASCE 7-05,Fig.22-15,page 228-233 C.= 0.510 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 Cs= 0.108 (control) Wro,1= 42958 lb =(2040 sgft.+346 sgft.)*15psf+8psf*(71'*2+41'2)*872 Redundancy Factor p: 1.00 ASCE 7-05 Section 12.3.4,pg 125-126 V=CsW=0.108(W)= 4619 lb ASCE 7-05,Eq.12.8-1,pg 129 1.0 SdsW/R=(1.0)(0.70)W/6.5=0.108W= 4619 Ib,ASCE 7-05 eqn.12.14-11,pg 141(simplified base shear) Loading:p(QE): 4619 lb eqn.12.14-3,pg 126(horizontal earthquake load) Effect of Dead Load=0.2(Sos)(D)= 0.140 *D,eqn.12.14-4,pg 126(vertical earthquake load) kc 2S h j f AOorr-?oha 3y( ��' ' yl, I I (so, s� g ik� _ I IG tel' EtixR,)st€rzsC� rs� RvIJ�SL- P L.p, 9570 SW Barbur Blvd Taylor House Addition Project Name Project # 130830 Suite One Hundred dirmilly= Portland, OR 97219-5412 Location 13965 SW 102nd Ave, Tigard, Oregon MILLER Client Peter& Bonita Taylor CONSULTING (503)246-1250 P ENGINEERS Fax: 246-1395 By CJM Ck'd Date 10/16/13 Page ' of 13 WIND LOADING ANALYSIS-Main Wind-Force Resisting System Per ASCE 7-05 Code for Enclosed or Partially Enclosed Buildings Using,Method 2:Analytical Procedure(Section 6.5)for Low-Rise Buildings Input Data: wiiiiiii1 Wind Speed,V= 95.00 mph (Wind Map,Figure 6-1) II I Bldg.Classification= II (Table 1-1 Occupancy Cat.) Wind_ g II Exposure Category= B (Sect.6.5.6) N B Ridge Height,hr= 15.00 ft.(hr>=he) Eave Height,he= 8.25 ft.(he<=hr) II I Building Width= 41.00 ft.(Normal to Building Ridge) III 1 Building Length= 25.00 ft.(Parallel to Building Ridge) IIMIMM L Roof Type= Gable (Gable or Monoslope) L Topo.Factor,Kzt= 1.00 (Sect.6.5.7&Figure 6-4) Plan - Direct.Factor,Kd= 0.85 (Table 6-4) �**$*$* Enclosed?(Y/N) Y (Sect.6.2&Figure 6-5) Hurricane Region? N hr mi Resulting Parameters and Coefficients: El I lie Roof Angle,0= 18.23 deg. I L Mean Roof Ht.,h= 11.63 ft.(h=(hr+he)/2,for angle>10 deg.) Elevation Check Criteria for a Low-Rise Building: 1. Is h<=60'? I Yes,O.K. 12. Is h<=Lesser of L or B? I Yes,O.K. I External Pressure Coeffs.,GCpf(Fig.6-10): (For values,see following wind load tabulations.) Positive&Negative Internal Pressure Coefficients,GCpi(Figure 6-5): +GCpi Coef.= 0.18 (positive internal pressure) -GCpi Coef.= -0.18 (negative internal pressure) If h<15 then: Kh=2.01*(15/zg)"(2/a) (Table 6-3,Case lb) If h>=15 then: Kh=2.01*(z/zg)^(2/a) (Table 6-3,Case 1b) (Note:z not<30'for Exp.B,Case 1) a= 7.00 (Table 6-2) zg= 1200 (Table 6-2) Kh= 0.70 (Kh=Kz evaluated at z=h) I= 1.00 (Table 6-1) (Importance factor) Velocity Pressure:qz=0.00256*Kz*Kzt*Kd*V"2*I (Sect.6.5.10,Eq.6-15) qh=I 13.76 )psf qh=0.00256*Kh*Kzt*Kd*V"2*I (qz evaluated at z=h) Design Net External Wind Pressures(Sect.6.5.12.2.2): p=qh*[(GCpf)-(+/-GCpi)] (psf,Eq.6-18) Wall and Roof End Zone Widths'a' and'2*a'(Fig.6-10): a= 3.00 ft. 2*a=I 6.00 Ift. Art9570 SW Barbur BlvdTaylor House Addition Suite One Hundred Project Name Project # 130830 Ma Portland, OR 97219-5412 Location 13965 SW 102nd Ave, Tigard, Oregon MILLER Client Peter& Bonita Taylor CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By CJM Ck'd Date 10/16/13 Page 3 of 13 MWFRS Wind Load for Transverse Direction MWFRS Wind Load for Longitudinal Direction Surface GCpf p=Net Pressures(psf) Surface *GCpf p=Net Pressures(psf) (w/+GCpi) (w/-GCpi) (w/:+GCpi) (w/-GCpf) Zone 1 0.51 4.60 9.56 Zone 1 0.40 3.03 7.98 Zone 2 -0.69 -11.97 -7.02- Zone 2 -0.69 -11.977.02 Zone 3 -0.47 -8.90 -3.95 Zone 3 -0.37 -7.57 -2.61 Zone 4 -0.41 -8.16 -3.21 Zone 4 -0.29 -6.47 -1.51 .. . . Zone 5 -0.45 -8.67 -3.71 Zone 5 -0.45 -8.67 3.71---" Zone 6 -0.45 -8.67 -3.71 Zone 6 -0.45 -8.67 -3.71 Zone 1E 0.78 8.22 13.17 Zone 1E 0.61 5.92 10.87 Zone 2E -1.07 -17.20 -12.25 Zone 2E' -1.07 -17.20 12.25 Zone 3E -0.67 -11.71 -6.76 Zone 3E -0.53 -9.77 -4.82 Zone 4E -0.62 -10.94 -5.99 Zone 4E -0.43 -8.39 -3.44 *Note:Use roof angle 0=0 degrees for Longitudinal Direction. For Trans.when GCpf is neg.in Zones 2/2E: For Long.when GCpf is neg.in Zones 2/2E: Zones 2/2E dist.=1 20.50 Ift. Zones 2/2E dist.=I 12.50 Ift. Remainder of roof Zones 2/2E extending to ridge line shall use roof Zones 3/3E pressure coefficients. - MWFRS Wind Load for Transverse,Torsional Case MWFRS Wind Load for Long.,Torsional Case Surface GCpf p=Net Pressure(psf) Surface GCpf p=Net Pressure(psf) (w/+GCpl) (w/-GCpi) (wL+GCpi) (w/-GCpi) Zone 1T --- 1.15 2.39 „ Zone 1T 0.76 1.99 Zone 2T .2.69 :1.75 ''Zone 2T Zone 3T ..-_ -1.89� 165 29 -2.23 -0 99 Zone: 3T Notes: 65 Zone 4T T..._ -1.62 -2.04 -0.80 `Zone 4T--' --- 1.For Transverse,Longitudinal,and Torsional Cases: -0.38 Zone 1 is windward wall for interior zone. Zone 1 E is windward wall for end zone. Zone 2 is windward roof for interior zone. Zone 2E is windward roof for end zone. Zone 3 is leeward roof for interior zone. Zone 3E is leeward roof for end zone. Zone 4 is leeward wall for interior zone. Zone 4E is leeward wall for end zone. Zones 5 and 6 are sidewalls. Zone 1T is windward wall for torsional case Zone 2T is windward roof for torsional case. Zone 3T is leeward roof for torsional case Zone 4T is leeward wall for torsional case. 2.(+)and(-)signs signify wind pressures acting toward&away from respective surfaces. 3.Building must be designed for all wind directions using the 8 load cases shown below. The load cases are applied to each building corner in turn as the reference corner. 4.Wind loads for torsional cases are 25%of respective transverse or longitudinal zone load values. Torsional loading shall apply to all 8 basic load cases applied at each reference corner. Exception:One-story buildings with"h"<=30',buildings<=2 stories framed with light frame construction,and buildings<=2 stories designed with flexible diaphragms need not be designed for torsional load cases. 5.Per Code Section 6.1.4.1,the minimum wind load for MWFRS shall not be less than 10 psf. Wind Loading Summarys: Transverse Wind Loads Distance to ridge= 20.5 ft Roof Angle at 2= 18.23 deg. Roof Angle at 3= 1`18.23 deg. (w/+GCpi) w/-GC.i Uplift= 9.91 psf 5.21 psf Trans.Uplift Load= 9.91 psf Roof Lateral= 0.96 psf 0.96 psf Roof Edge Zone= 1.72 psf 1.72 psf Comb.Roof= 1.37 psf 1.37 psf Trans.Roof Load= 1.37 psf Wall Lateral= 12.77 psf 12.77 psf Wall Edge Zone= 19.16 psf 19.16 psf Comb.Wall= 17.37 psf 17.37 psf Trans.Wall Load= 17.37 psf Longitudinal Wind Loads Distance to ridge= 20.5 ft - Roof Angle Left= 18.23 "deg. Roof Angle Right= 18.23 deg. (w/+GCpi) w/-GC.i Uplift= 9.28 psf 4.57 psf Long.uplift load= 9.28 psf Wall Lateral= 9.49 psf 9.49 psf Wall Edge Zone= 14.31 psf 14.31 -psf Comb.Wall= 12.93 psf 12.93 psf Long.Wall Load= 12.93 psf A Mk 111 dir9570 SW Barbur Blvd Taylor House Addition suite One Hundred Project Name Project # 130830 Portland, OR 97219-5412 Location 13965 SW 102nd Ave, Tigard, Oregon MILLER Peter& Bonita Taylor Client CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By CJM Ck'd � I Date 10/16/13 Page 14 of 13 Wind load summary Vert.Projected Trans.Uplift Load= 9.91 psf Trib.Areas: Wind Load Trans.Roof Load= 1.37 psf I 150 Iry2 206 lb=1.37'150 Trans.Wall Load= 17.37 psf 55.5 e964 lb=17.37'55.5 Long.uplift load= 9.28 psf Long.Wall Load= 12.93 psf 135.5 ft2 I 1752 Ilb=12.93'135.5 Total= 341 le Wind load R1= 2922 lb Min.Wind to R1= 3410 lb=341'10psf Seismic Mass=I 3233 Ilb=4619'0.7 Building Width= 45 ft,(appx.) w= 72 plf=3233/45 Trib.To R1= 30 ft Seimic load to R1= 2160 lb=72'30' (wind load controls lateral design) Load to attic shear wall: addition length= 25 ft Due to wind load Vert.Projected Dist to ctr. Trib.Areas: Load of load - Moment - Tension Roof! 134 ft2 184 lb=1.37'134 11 ft 2024 ft-Ib=11'184 81 Ib=2024/25' Wall 55.5 ft2 964 lb=17.37'55.5 12.5 ft 12050 ft-lb=12.5'964 482 lb=12050/25' Due to minimum wind load - Total= 563 lb Veil.Projected Dist to ctr. Trib.Areas: Load of load Moment Tension Roof 134 ft2 1340 lb=10psf 134 11 ft 14740 ft-lb=11'1340 590 lb=14740/25' Wall 55.5 ft2 555 lb=10psf'55.5 12.5 ft 6938 ft-lb=12.5"555 278 lb=6938/25 Total= 867 lb (-(SE L-11-1/ f*OLbO(*J J 130Yt cat.)(%)Ecr=vTY 2EQ. : O. (SS ub,?--x Iqx 25'w /5ps-r /I,y = 31-Ir*/2_ = (7 C--.1 c g‘7 - Crow cd %Y�a s Ctn..)r•-.1 . LcRW TD IV IA QSi/E—AS t-JAtc 5 i,i AS SHowW P2Euzot,�W ITLE. '—ts.r.J, (psf iJ6 Lmn9 [.Ot zoLS r7-!E- LAT, t. Etc►v , TR:L j P E-A = 2 C-j `.f2 I✓644 = 2.-Lt KID = 2 L1c,O* > Q�'7'1 (F) LOAD TO TWA q'VErl 1 LA Aat Ex c.ER,0.5 (tJ) LOAD F(2-0Ta2s%ory p- 7E_ ADDti-.LGtV 9570 SW Barbur Blvd Taylor House Addition ♦ Suite One Hundred Project Name Project # 130830 _ Portland, OR 97219-5412 Location 13965 SW 102nd Ave, Tigard, Oregon MILLER Client Peter& Bonita Taylor CONSULTING (503)246-1250 CJM ENGINEERS Fax: 246-1395 By Ck'd' Date 10/16/13 Page of 13 Shearwall Design #of Shearwall Levels:1 Sheathing Thickness: 15/32 in I Typical Sheathing Nailing: 8d Nails (uno) Wall Shearwalls in Use I I (IBC 2306.3) Capacity(plf) Load Combination: Wall Type A.15/32"APA Rated Sheathing w/8d At 6"o.c.edges,12"o.c.field 260 Basic Load Combination 0.6D+0.7E,0.6D+W Structure Information: Wall Wt.(Ww)= 8.00 psi Main Wt.(Rw)= 15.00 psi Main Wall Height= 6.75 ft Main Moor Depth= N/A ft Wt(Uw)= N/A psi Wall Height= N/A ft °lour Depth= N/A ft Wt.(Mw)= N/A psf Wall Height= WA ft Wind Uplift(U)= 9.91 psi • 0.2Sds= 0.14 (ultimate) Main Walt Line Marks Wind(Ib) Min.Wind(lb Seismic(Ib) • R1 2922 3410 2160 Seismic Wind R2 Simpson Holdowns and Anchors in Use;(Verity Fdn.Coring.w/Loads Listed in Catalog for Anchor Bolt Types) Capacity(lb)Capacity(lb) R3 #0 (No Holdown Required) 0 0 R4 RS _. R6 R7 R8 R9 #6 Holdown Type HDU2-SDS2.5 w/(6)1/4"dia.x 21/2"SDS Screws and SSTB16 Anchor Bolt 2550 3075 R10 Wall Level Not Used Wind(lb) Min.Wind(lb Seismic(lb) S1 0 0 0 S2.. 0 0 0 S3 0 0 0 S4 0 0 0 S5 0 0 0 Sill Plate to Concrete Anchorage: Zx plate:.:3x min.plate S6 0 0 0 '1/2 I"dia. anchor capacity(Ib)=- 590 : 730 ;r S7 0 0 0 : Wall Type A:0.5"dia.anchors spaced at 44"o.c. 48"0.0. S8 0 0 0 S9 0 0 0 S10 0 0 0 Wall Level Not Used Wind(lb) Min.Wind(lb Seismic(lb) T1 0 0 0 T2 00 0 13 0 0 0 T4_ 0 0 0 15 0 0 0 T6 0 0 0 17 0 0 0 TB 0 0 0 TO 0 0 0 _...T10 0. 0 0 (anchor spacing based from values from NDS using hemfir and a 1.6 duration increase) Main Level Holdown to. concrete (PL 1/40300'-3"required) • SS 9570 SW Barbur Blvd Project Name Taylor House Addition 130830 Suite One Hundred Project # Portland, OR 97219-5412 13965 SW 102nd Ave, Tigard, Oregon Location MILLER Client Peter& Bonita Taylor CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By CJM Ck'd Date 10/16/13 Page of 13 Main Level 0.2Sds= 0.098 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb Wind Controls By 158% I R1 I 2922 I' . 3410 '.1; 21601 Wind Uplift(U)=1 9.91. Ipsf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L,ft: Overall Seg.(Lo),ft: 15.17 15.17 R1 Wall Height(H1)ft 6.75 Trib.1,ft: 11.00 . Rtn.Load(RL),Ib: 200 Trib.1 Weight(Rw),psf: '15.00 Wall Weight(Ww),psi: 8.00 Wind,plf: 193 _29221b/15.17' Mor(Wind),ft-lb: 32257 =(2922/5/15.17"Lo"H1)+(9.91 psf*Trib.1"(Lo)^2/2) Mr(Wind),ft-Ib: 28221 =(Trib.1"Rw+H1`Ww)"(Lo)^2/2+RL"Lo HD(Wind),lb: 1010 =(Mot-0.6"Mr)/Lo Holdown Capacity,Ib: 3075 HD Type: 6 Minimum wind load,plf: 225 =3410 lb/15.17' Mm(Min.Wind),ft-lb: 23012 =(3410 lb/15.17"Lo"Hl) Mr(Min.Wind),ft-lb: 28221 =(Trib.1"Rw+H1`Ww)"(Lo)^22+RL`Lo HD(Min.Wind),Ib: 401 =(Mot-0.6"Mr)/Lo Holdown Capacity,Ib: 3075 HD Type: 6 Seismic,plf: 142 =21601b/15.17' Mar(Seismic),ft-lb: 14577 =(2160 lb/15.17'"Lo"H1) Mr(Seismic),ft-lb: 28221 =(Trib.1"Rw+Hl`Ww)"(Lo)^22+RLYo HD(Seismic),lb: 27 =(Mot-(0.6-0.098)"Mr)/Lo Holdown Capacity,Ib: 2550 HD Type: 6 15/32"APA Rated Sheathing Shear critical,plf: 225 Seg.1:'A'=8d At 6"o.c.edges,12"o.c.field HD critical,Ib: 1010 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? Yes Wall Type: A;. _.. - _.. 1... Holdown Types: Wall Capacity,plf: 260 Seg.1:'6'=HDU2-SDS2.5 and SSTB16 Anchor Bolt Controlling HD Type: 6 Holdown Capacity,IS: 3075 3x Members req.: No Upper attic shear wall 0.2Sds= 0.098 Wind(W),lb Min.Wind,lb Seismic(E),lb I Attic 1 I 1148 I 1895 I I Wind Uplift(U)=1 9.91 Ilpsf Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft: 15.00 15.00 I tic 1 Wall Height(H1),ft: 2.00 Trib.1,ft: 4.00 -Rtn.Load(RL),lb: 200 Trib.1 Weight(Rw),psf: 15.00 Wall Weight(Ww),psf: 8.00` Wind,plf: 77 =114816/15' Mm(Wind),ft-Ib: 6756 _(1148 lb/15"Lo"H1)+(9,91 psf"Trib.1"(Lo)^22) Mr(Wind),ft-lb: 11550 =(Trib.l"Rw+H1`Ww)"(Lo)^22+RL"Lo HD(Wind),IS: -12 =(Mot-0.6"Mr)/Lo Holdown Capacity,IS: 0 ND Type: 0 Minimum wind load,plf: 126 =189516/15' MOT(Min.Wind),ft-Ib: 3790 =(18951b/15"Loi-I1) " - Mr(Min.Wind),ft-lb: 11550 =(Tnb.1*Rw+H1"Ww)"(Lo)^22+RLYo HD(Min.Wind),Ib: -209 =(Mot-0.61.4r)/Lo Holdown Capacity,Ib: 0 HD Type: 0 15/32"APA Rated Sheathing Shear critical,plf: 126 Seg.1:'A'=8d At 6"o.c.edges,12"o.c.field HD critical,Ib: 0 40%increase for wind?: No LOf4c) F Rei Sheathing Layers: Single O�t1 P�Qfl4 M1 Concrete Anch.? No 26.1/4 Wall Type: A Holdown Types: l 6. = ¢X (,6 :11/0.8 /1/0.O p > Wall Capacity,plf 260 Seg.1:'0'no holdown required v ' / _I Controlling HD Type: 0 ' Holdown Capacity,IS: 0 A=l—,Tlt`X a etEQ 3x Members req.: No 9570 SW Barbur Blvd Taylor House Addition Suite One Hundred Project Name Project # 130830 Portland, OR 97219-5412 Location 13965 SW 102nd Ave, Tigard, Oregon MILLER Client Peter& Bonita Taylor CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By CJM Ck'd Date 10/16/13 Page � of 13 Lower attic shear wall 0 2Sds=I 0.098 Wind(W),lb Min.Wind,lb Seismic(E),lb Attie 2 - 1774 1515 0 ' Wind Uplift(U)= 9.91 psf Load from Attic 1,Ib: 1148 1895 0 0.00 ft Total,Ib: 2922 3410 0 Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total Lo: Overall Seg.(10),ft: 20.00 20.00 is 1 Wall Height(H1),ft: 2.00 is 2 Wall Height(H2),ft: 1.00 Trib.1,it 4.00 Trib.2,ft: 4 Rtn.Load(RL),Ib' 200 Trib.1 Weight(Rw),psf 15.00 Trib.2 Weight(12w),psf: 10.00 Wall Weight(Ww),pelt 5.00 Wind,pit 146 -(1774/6+1148/6)/20' Mor(Wind),ft-Ib: 13146 =(1774 lb 20Lo•112)+(1148 lb/20Yo•(H1+H2+ +9.91 Mn(Wind),ft-lb: 27000 Fd))( psPTn'b.r(Lo)^2/2) HD(Wind),ib: -153 =(Rw.Trib.1+Uw*Mb.2+VW/'(H1+H2))•(Lo)^2/2+RIAo • Holdown Capacity,lb: 0 =(Mot-0.6'114r)/Lo HD Type: 0 Minimum wind load,plf. 171 =(1515/b+189515)/20' Mm(Min.Wind),ft-Ib: 7200 =(1774/b 20'Lo'-12)+(1148/b/20*Lo•(Hf+H2+Fd)) Mr(Min.Wind),ft-Ib: 27000 =(Rw*Trib.1+Uw'T'b.2+Ww•(H7+H2))•(Lo)^y2+RLYo H0(Min.Wind),Ib: -450 =(Mot-0.VAN/Lc Holdown Capacity,Ib: 0 HD Type: 0 Seismic,plf. 0 =(0lb+0114/20' Mon(Seismic),ft-lb: 0 =(0/b/20*Lo*H2)+(0/6/20'•Lo•(H1+H2+Fd)) Mr(Seismic),ft-Ib: 27000 =(Rw'Trib.1+Uw•Tdb.2+We,(H1+H2))'(Lo)^22+RL'Lo HD(Seismic),IS: -678 =(Mot-(0.6-0.098)^114r)/Lo Holdown Capacity,Ib: 0 HD Type: 0 15/32"APA Rated Sheathing Shear critical,plf: 171 Seg.1:'A'=8d At 6"o.c.edges,12"o.c.field HD critical,Ib: 0 40%increase for wind?: No Sheathing Layers: Single Concrete Anch.? No Wall Type: A - Holdown T Wall Capacity, Types: p dy,plf. 260 Seg.1:'0'no holdown required Controlling HD Type: 0 Holdown Capacity,Ib: 0 3x Members req.: No RAG SDP-247-- 71'. P-24'r- T= 39IO C 36, 62;T-• use44-7,4 • Art 9570 SW Barbur Blvd • Taylor House Addition Suite One Hundred Project Name y Project # 130830 _ Portland, OR 97219-5412 Location 13965 SW 102nd Ave, Tigard, Oregon MILLER Client Peter& Bonita Taylor CONSULTING (503)246-1250 �1 , ENGINEERS Fax: 246-1395 By CJM Ck'd 10/16/13 �t Date Page ZS of 13 MILT1 MILL:19 www.M .us Profis Anchor 2.4.3 e. ay: Profis Anchor 2.4.3 Company: Pa Specter. g 0 CompSpmpanyPage. 1 Address: Project: Specifier: Phone I Fax Sub-Project I Pos.No.: Project: Date: Address: 1 t E-Mail: 10/11/2013 Phone-MI Fax: Sub-Project I Pos.No.: E-Mail: Date: 10/11/2013 Specifier's comments: 2 Proof I Utilization(Governing Cases) 1 Input data Design values[lb] Utilization "fit' Loading Proof Load Capacity Anchor type and diameter: HIT-HY 200+HAS 5/8 Tension Concrete Breakout Strength 1616 1669y �+/�[�] Status 07/- OK Effective embedment depth: hereu=8.000 in.(hery„A=-in.) Shear _ Material: 5.8 - - -/- - Evaluation Service Report ESR-3187 Loading Combined tension and shear loads f" C Utilization[1gg[^^/a] Status Issued I Valid: 4/12013 13/1/2014 - - - - Proof: design method ACI 318/AC308 Stand-off installation: -(Recommended plate thickness:not calculated) 3 Warnings Profile: no profile •Please consider all details and hints/warnings given in the detailed report! Base material: cracked concrete,2500,c'=2500 psi;h=18.000 in.,Temp.short/long.32/32°F Installation: hammer drilled hole,installation condition:dry Fastening meets the design criteria! Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present 4 Remarks;Your Cooperation Duties edge reinforcement none or<No.4 bar •Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas Seismic loads(cat.C,D,E,or F) no and security regulations In accordance with Hiltrs technical directions and operating,mounting and assembly instructions,etc.,that must be Geometrystrictly complied with by the user.All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product.The results of the calculations carried out data you put in.Therefore,you bear the sole responsibility for the absence of errors,the completer srelevance and the basedns of the Software are essentially of thet data to [in.]& Loading[Ib,in.lb] be o Z put in by you.Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility.The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. •You must take all necessary and reasonable steps to prevent or limit damage caused by the Software.In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website.Hilt will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you, t Ts 0 a P a- Input data and results must be checked for agreement with the exietIng wndieons and for plamMililyl PROMS Anchor(c)2003-2009 Oils AG,FL-9490 Selman HMIs a registered Trademark of Hili AG,Schaan Input data and react)must be checked for agreement with theb is a re rete r and for pleusibiA PROMS Anchor(c)2003-20090,5 AG,Fl-9494 Schaan nm Iso regisdred Trademark of Nin AG Sidman WIND LOADING ANALYSIS -Wall Components and Cladding Per ASCE 7-05 Code for Buildings of Any Height Using Method 2:Analytical Procedure(Section 6.5) Input Data: Wind Speed, V= 95.00 mph (Wind Map, Figure 6-1) ^ Bldg. Classification = II (Table 1-1 Occupancy Category) Exposure Category= B (Sect. 6.5.6) B Ridge Height, hr= 15.00 ft. (hr>= he) Eave Height, he= 8.25 ft. (he<=hr) Building Width = 14.00 ft. (Normal to Building Ridge) Building Length = 25.00 ft. (Parallel to Building Ridge) Roof Type = Gable (Gable or Monoslope) k Topo. Factor, Kzt= 1.00 (Sect. 6.5.7&Figure 6-4) Plan Direct. Factor, Kd= 0.85 (Table 6-4) Enclosed?(Y/N) Y (Sect. 6.2 &Figure 6-5) Hurricane Region? N 0 . 1111 Component Name= Wall (Girt, Siding, Wall, or Fastener) hr Effective Area, Ae= 72 ft.^2 (Area Tributary to C&C) the Resulting Parameters and Coefficients: l< L Roof Angle, 0=I 43.96 !deg. Elevation Mean Roof Ht., h = 11.63 ft. (h = (hr+he)/2, for roof angle>10 deg.) Wall External Pressure Coefficients, GCp: GCp Zone 4 Pos. = 0.85 (Fig. 6-11A) GCp Zone 5 Pos. = 0.85 (Fig. 6-11A) GCp Zone 4 Neg. = -0.95 (Fig. 6-11A) GCp Zone 5 Neg. = -1.10 (Fig. 6-11A) Positive&Negative Internal Pressure Coefficients, GCpi(Figure 6-5): +GCpi Coef. =) 0.18 ((positive internal pressure) -GCpi Coef. = -0.18 (negative internal pressure) If z<= 15 then: Kz=2.01*(15/zg)^(2/a) , If z> 15 then: Kz=2.01*(z/zg)^(2/0c) (Table 6-3, Case 1a) a= 7.00 (Table 6-2) (Note:z not<30'for Exp. B, Case 1) zg = 1200 (Table 6-2) Kh = 0.70 (Kh = Kz evaluated at z= h) I= 1.00 (Table 6-1)(Importance factor) Velocity Pressure: qz= 0.00256*Kz*Kzt*Kd*V^2*I (Sect. 6.5.10, Eq. 6-15) qh =1 13.76 ipsf qh= 0.00256*Kh*Kzt*Kd*V^2*I (qz evaluated at z=h) Design Net External Wind Pressures (Sect. 6.5.12.4): • 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. 6.5.12.4.2) Wind Load Tabulation for Wall Components&Cladding Component z Kh qh p= Net Design Pressures( sf) (ft.) Wall 0 0.70 13 6 Zone 4 14.5(+) I Zone 4-15.53-) I Zone 14.15+) Zone 5-17.57-) igir 9570 SW Barbur Blvd Taylor House Addition supe One Hundred Project #Mk 4 130830 Project Name Portland, OR 97219-5412 Location 13965 SW 102nd Ave, Tigard, Oregon MILLER Peter& Bonita Taylor Client CONSULTING (503246-1250 C3M th ENGINEERS Fax: 246-1395 By Ck'd Date 10/16/13 Page ID of 13 2005 National Design Specification for Wood Construction Beam Copyright®2004 Miller Consulting Engineers,Inc. Reduction Bending Shear Bearing E Rb 6 CD 1.60 1.60 KbE 0.44 Mark !Window Header Material: DIMENSIONAL LUMBER Cr 1.00 1.00 1.00 1.00 FbE 18060 Grade: DF/L No.2,5 x 5 Post&Timber Span 15.67 ft CF 1.00 Fb* 1200 Lu= 15.67 ft size=16 x 8 Cm 1.00 1.00 1.00 1.00 i Fb' 1200 psi x1= 0 ft w1= 71.65405 lbs/ft b= 7.500 inpsi x2= 15.67- ft C, 1.00 1.00 1.00 1.00" Fc'FV w2= 71.65405 lbs/ft d= 5.50 in Cr 1.00 625 psi Xa= 0 ft Pa= 0 lbs A= 41.25 2 005 psi Xb= 0 ft -in Cv 1'.00 E' 1300000 psi Pb= 0 lbs S= 37.81 3 Xc= 0 ft Pc= 0 lbs I= 104.0 in4 CL 1.00 Fbe/Fb' 15.05 R1= 561 lbs V= 531 - Cfu 1.00 R2= 561 lbs M= 2199 ft-lbsL I_ 135180kip-in2 26.9292 ft Material DIMENSIONAL LUMBER /limit=U 240 /X= 0.72 inch Fb= 750 psi Grade w=15.53psf*72.3sqft./15.67' DF/L No.2,5x 5 Post @ Tlrilbe � Fv= 170 psi Load Duration,CD TEN MINUTES 1.6 WIND/SEISMIC m- Fb'=(Fb)(Cd)(Ct)(Cf)(Cm)(Ci)(Cr)(CL)(Cfu)=1,200.0 psi E= 1300 ksi Temperature Factor,C, DRY T<=100oF Fv'=(FV)(Cd)(Ct)(Cm)(Ci)=272 psi E'=(E)(Ct)(Cm =1,300 ksi Fc= 625 psi Wet Service Factor,CM MDISTURECONTLEssmAN 19% �,1 R1 Req'd Bearing Width 1.00 in. Fc'=(Fc)(Ct)(Cm)(Ci)=625 psi Incising Factor,CI MEMBER IS NOT INC SED r4 R2 Req'd Bearing Width 1.00 in. fb=698 psi<Fb'=1,200Repetitive Factor Cr MEMBER IS NOT REPETITIVE psi Bending Capacity=58.2% M=2,199 ft-lbs<Mmax=3,781 ft-lbs Member 6 x a y fv=19 psi<Fv'=272 psi Shear Capacity=7.1% V=531 lbs<Vmax=7,480 lbs I6 x 8,DIMENSIONAL LUMBER Max Deft=0.723 inches=L/ 260 I Defl.Capacity=92.2% DF/L No.2,5 x 5 Post&Timber 2,500 Cv�RST FY` 0.000 / 2,000 -0.100 1,500 -0.200 a 1,000 r -0.300 500 0 -0.400 0 o '0.500 -0.600 -500 -0.700 -1,000 Shear o o - N M < 1) 0 n N. 2,1 m o o ,- N v .; -0.800 0 0 - r m m < 0 0 0 0 2 -Moment Distance(ft) Distance(ft) Art9570 SW Barbur Blvd Taylor House Addition Suite One Nundred Project Name Project # 130830 Portland, OR 97219-5412 Location 13965 SW 102nd Ave, Tigard, Oregon MILLER Peter& Bonita Taylor Client CONSULTING (503)246-1250 ,�• I ENGINEERS Fax: 246-1395 By CJM Ck'd `'� Date 10/16/13 Page )( of 13 2005 National Design Specification for Wood Construction Beam Copyright©2004 Miller Consulting Engineers,Inc. Reduction Bending s6r. Bearing E Rb 4 Mark INon-bearing KingStuds CD 1.60 1.60 KbE 0.44 9 I Material: DIMENSIONAL LUMBER CT 1.00 1.00 1.00 1.00 FbE 46470 Grade:DF/L No.2 or Better CF 1.30 Span 10.25 ft Lu= 1.00 ft size=(2)2 x 6 Fb* 2153 psi x1= 0 ft Cm 1.00 1.00 1.00'. 1.00 Fb' 2148 psi w1= 50:4725 lbs/ft b= 3.000 in C, 1.00 1:00 1.001.00 Fv' x2= 10.25 ft w2= 50.4725 lbs/ft d= 5.50 in625 psi Xa= 2.5 ft _ Cr 1.15 Fc' 625 psi Pa= 561 lbs A= 16.50 z Xb= ft Pb= 0 _in Cv 1.00 E' 1600000 psi lbs S= 15.13 in' CL 1.00 Xc= 0 ft Pc= 0 Fbe/Fb* 21.59 lbs I= - 41.6 ' in° Cfu 1.00 R1= 683" lbs V= 645 lbs El= 66550 kip-int • R2= 396 lbs M= 1561 ft-lbs Le= 2.06 ' ft Material DIMENSIONAL LUMBER 4hmit=L/ 240. 4= 0.42 inch Fb= 900 psi Grade w=3.25'15.53psf; P=header reactionDF/L No.z a Better Fv= 180 P51 Load Duration,CD TEN MINUTES 1.6 WIND/SEISMIC I Fb'=(Fb)(Cd)(Ct)(Cf)(Cm)(Ci)(Cr)(CL)(Cfu)=2,147.6 psi E= 1600 ksi Temperature Factor,Ct DRY T<=I00oF Fv'=(Fv)(Cd)(Ct)(Cm)(Ci)=288 psi �' Fc= 625 psi Wet Service Factor,CM MOISTURE CONT LESS THAN 19^b j E'=(E)(Ct)(Cm)(Ci)=1,600 ksi R1 Req'd Bearing Width 1.00 in. ;l FC'=(Fc)(Ct)(Cm)(Ci)=625 psi Incising Factor,CI MEMBER IS NOT INCISED VI R2 Req'd Bearing Width 1.00 in. fb=1,239 psi<Fb'=2,148 psi Repetitive Factor Cr MEMBER IS REPEITOVE Bending Capacity=57.7% M=1,561 ft-lbs<Mmax=2,707 ft-lbs Member 1212x61 fv=59 psi<Fv'=288 psi Shear Capacity=20.3% V=645 lbs<Vmax=3,168lbs Max Deft=0.415 inches=L/296 ° IDF/x 6,DIMENSIONAL Better LUMBER I Defl.Capacity=81.1/o ' DF/L No.2 or Better 2,000 0.000 -0.050 1,500 -- -- -0.100 -0.100 a 1,000 ,-7,. -0.150 4 -0.200 .c 500 -0.25o Ta \ 0.300 0 -.-.,„,.0.4,. - - .:.. -0.350 -0.400 -500 0 -0.450 c,c oh Cl � V < N_ ' m m = = N m m ',',4 e 7,', m m m °Shear Distance(ft)- Moment Distance(ft) all9570 SW Barbur Blvd Taylor House Addition Suite One Hundred Project Name Project # 130830 likPortland, OR 97219-5412 Location 13965 SW 102nd Ave, Tigard, Oregon MILLER Peter& Bonita Taylor Client CONSULTING (503)246-1250 CJM �` ENGINEERS Fax: 246-1395 By Ck'd __.Wvj Date 10/16/13 Page i Z- of 13 2005 National Design Specification for Wood Construction Reduction Bending Shear Bearing E Rb 6 Beam Copyright©2004 Miller Consulting Engineers,Inc. CO 1.15 1.15 KbE 0.44 Mark Shed Rafters at 2'O.C. I Material: DIMENSIONAL LUMBER CT 1.00 1.00', 1.00 1.00 FbE 18256 San 5 ft Grade: DF/L No.2 or Better CF 1.50 Fb" 1785 psi PLu= 1.00 ft size=2 x 4 Cr, 1.00 1.00 1.00 1.00 Fb' 1776 psi x1= 0 ft w1= 80 lbs/ft b= 1.500 in Ci 1.00 1.00 1.00 1.00 Fv' 207 x2= 5 ft w2= 80 "' lbs/ft d= 3.50 in Cr psi 1.15 Fc' 625 psi Xa= 0 ft Pa= 0 lbs A= 5.25 _in2 Cv 1.00 Xb= 0 ft ' 1600000 psi PbPb= 0 lbs S= 3.06 in3 CL 0.99 Fbe/Fb" 10.23 Xc= 0 ft Pc= 0 lbs I= 5.4 in4 Cfu 1.00 R1= 200 lbs V= 178 lbs El= 8575 kip-int R2= 200 lbs M= 250 ft-lbs Le= 2.06 ft Material DIMENSIONAL LUMBER 7! E limit=L/ 240 0= 0.13 inch Fb= 900 psi Grade DF/LNO.2oreetter 7, 180 psi Load Duration,CD TWO MONTHS LIS SNOW LOAD V Fb'=(Fb)(Cd)(Ct)(Cf)(Cm)(C1)(Cr)(CL)(Cfu)=1,775.8 psi E= 1600 ksi Temperature Factor,Ct DRY T<=1000F �!1 Fv'=(Fv)(Cd)(Ct)(Cm)(Ci)=207 psi Fc= 625 psi Wet Service Factor,CM MOISTURE CONT LESS THAN 19% 7 k E'=(E)(Ct)(Cm)(Ci)=1,600 ksi R1 Req'd Bearing Width 1.00 in Incising Factor,CI MEMBER IS NOT INCLSED Fc'=(Fc)(Ct)(Cm)(Ci)=625 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor Cr MEMBER IS REPS MVE r{( fb=980 psi<Fb'=1,776 psi Bending Capacity=55.2% • "Il"{ M=250 ft-lbs<Mmax=453 ft-lbs Member 2■a Rs. fv=51 psi<Fv'=207 psi Shear Capacity=24.5% V=178 lbs<Vmax=725 lbs I 2 x 4,DIMENSIONAL LUMBER I Max Defl=0.131 inches=L/ 457 Defl.Capacity=52.6% " DF/L No.2 or Better 300 0.000 250 200 a -0.020 150 -0.040 100 N .050 -0.060 0 50 !III1 ! o 100 -0.100 -150 -200 -0.120 -250 o 0 0 " . , o o -0.140 e t Shear .11 V N V V c M M Q . V N o 0 0 0 0 01 H N N N n m m -Moment Distance(ft) Distance(ft) < e < < 9570 SW Barbur BlvdTaylor House Addition Suite One Hundred Project Name Project # 130830 _ Portland, OR 97219-5412 Location 13965 SW 102nd Ave, Tigard, Oregon MILLER Client Peter& Bonita Taylor CONSULTING (503)246-1250 CJM tIANi ENGINEERS Fax: 246-1395 By Ck'd Date 10/16/13 Page )3 of 13