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Plans (39) I 0 RECEIVED MILLER NOV 21 2012 CONSULTING CITYOFTIGARD (Id/ i3 ENGINEERS BUILDING DIVISION . e,(A/{.,/, v STRUCTURAL CALCULATIONS hi" rfr- Conner Addition CI F TIG 11549 SW Twin Park Place,Tigard,Oregon Approved i. . (A4------ Brian Schwindt Conditionally Approved [ ] See Letter to:Follow [ ] October 2,2012 Ail= ed Project No. 120717 PermltNuinlllgr• 411C.41 ' - • ` 11 pages Address: 1 . — = -I 1 ,1101 s By: Via& Date: M/ 1 "?---' Principal Checked: Approved plans shall be on job site. OFFICE COPY THE CALCU IcTOPN*W OID IF SEAL c," G I N Ems`'\\ '" 'N L i 16655P1, AND SI _. -ARE NOT_.QIRIGINAL EXPIRES: 1 , _. / __ ,. TABLE N1101.3 LL Increase ADDITIONthe ADDITIONAL MEASURES ofthe (Sexistingelect oneportion)of ng r1i f the home as specified in Table N1101.2. 2 Replace all existing single-pane wood or aluminum windows to the U-value as specified in Table N1101.2. Insulate the floor system as specified in Table N1101.2 3 &install 50 percent of permanently installed lighting *** LIMI' fixtures as CFL or linear fluorescent or a min.efficacy of 40 lumens per watt as specified in Section N1107.2. Test the entire dwelling with a blower door and exhibit Miller Consulting Engineers, Inc. was r 4 no more than 7.0 air changes per hour @ 50 Pascals. This design is based upon informat 5 Seal and performance test the duct system. responsible for accuracy of same. No Replace existing 78 percent AFUE or less gas furnace or is to be assigned to the engineer fol 6 with a 92 percent AFUE or greater system. . 7 Replace existing electric radiant space heaters with a ductless mini split system with a minimum HSPF of 8.5. 8 Replace existing electric forced air furnace with an air source heat pump with a minimum HSPF of 8.5. Engineering Practical, Diverse 9 Replace existing water heater for a natural gas/propane water heater with a minimum EF of 0.67. 9570 SW Barbur Blvd., Suite Phonee5 0 31 2 4 6-12 5 0 Fax 1510 Install a solar water heating system with a minimum of 40 ft2 of gross collector area. 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 Corridor Garage Load Type Dead Dead Dead Dead Basic Design Value(PSF) 15 N/A N/A N/A Loads: Load Type Snow Floor Live Corridor Live Deck Live Value(PSF) N/A N/A N/A N/A Deflection Criteria N/A N/A N/A N/A Lateral Design Parameters: Wind Design:ASCE 7-05 Wind Speed(3 sec Gust): 95 MPH Exposure C Importance Factors Iw= 1.00 IE= 1.00 Is= 1.00 Ii= 1.00 Occupancy Cat: II (wind) (seismic) (snow) (ice) (Iw=1.0 with wind concurrent with ice) Seismic Design Seismic Design Parameters based on USGS Seismic Hazard Curves for: Latitude: 45.436457 Conterminous 48 States Longitude: -122.791406 2003 NEHRP Seismic Design Provisions 2%PE in 50 years,0.2 sec SA=Ss Latitude=45.436457 2%PE in 50 years,1.0 sec SA=Si Longitude=-122.79141 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 0.935(Ss,Site Class B) 1.0 0.338(S1,Site Class B) Design Summary: The following calculations are for the lateral resisting elements of the proposed 14'-6"x 24'-0"addition. Please see page 4 for the proposed plan. 9570 SW Barbur Blvd. Project Name: Conner Addition Project#: 120717 XSuite One Hundred ' 1. Portland,OR 97219 Location: 11549 SW Twin Park Place,Tigard,Oregon MILLER (503)246-1250 Client: Brian Schwindt Consulting FAX:246-1395 Engineers BY: MAM Ck'd: Date: 10/03/12 Page 1 of 11 This Spreadsheet calculates the wind load acting on a diaphragm per ASCE 7-05§6.5.12.2.2;Method 2 Low-Rise Building. copyright 2010©Miller Consulting Engineers, V= 95 mph 3-second gust wind speed h'= 8 ft Eaves height �_ B= 14.5 ft Budding width L= 24 ft Building length a= 3 ft per ASCE 7-05 Fig.6-10(pg.53) n s h= 9.208 ft Mean roof height Roof Pitch= 4.00 :12 0= 18.4 - a Building is: Enclosed Exposure is: C Topographic Factor(ASCE 7-05§6.5.7.1,pg 26) IC= 0.85 Wind Directional Factor(ASCE 7-05,Table 6-4,pg 80) 2-dimensional escarpments I= 1.00 Importance Factor(ASCE7-05,Table 6-1,pg 77) H= 0 ft Height of hill - Kr= 0.85 Exposure Coefficient(ASCE 7-05 Table 6-3,pg 79) Lh= 0 ft Length of hill Check Criteria Fora Low-Rise Building: x= 10 ft Dist.From hill crest Is h<=60 ft?Yes,O.K. Structure is Downwind of escarpment Is h<=Lesser of L or B?Yes,O.K. z= 0 ft Elevation from bottom of hill. Kz,= 1.00 ASCE 7-05 Figure 6-4,(pg.45) qh=I 16.67 I psf ASCE 7-05 Eq.6-15,(pg.27) Wind Force Normal to Ridge (+GCpi) (-GCpi) (+GCpi) (-Gcpi) (+GCpi) (-GCpi) Min.10 Horiz. Horiz. Vert. Vert. Area Horiz. Horiz. psf Honz. Building Pressure Pressure Pressure Pressure (sq.ft) Force Force Force Surface GCpf GCpi P psf(+GCpi) P psf(-GCpi) (PSF) (PSF) (PSF) (PSF) _ (LBS) (LBS) (LBS) 1 0.52 0.18 5.61 11.61 5.61 11.61 0.00 0.00 72 404 836 720 2 -0.69 0.18 -14.50 -8.50 -4.5864 -2.69 -13.76 -8.07 138 -631 -370 435 3 -0.47 0.18 -10.81 -4.81 -3.4188 -1.52 -10.26 -4.56 138 -470 -209 0 4 -0.42 0.18 -9.93 -3.92 -9.93 -3.92 0.00 0.00 72 -715 -283 0 5 -0.45 0.18 -10.50 -4.50 N/A N/A N/A N/A N/A N/A N/A N/A 6 -0.45 0.18 -10.50 -4.50 N/A N/A N/A N/A N/A N/A N/A N/A 1E 0.78 0.18 10.01 16.01 10.01 16.01 0.00 0.00 24 240 384 240 2E -1.07 0.18 -20.84 -14.84 -6.5897 -4.69 -19.77 -14.08 46 -302 -215 145 3E -0.67 0.18 -14.23 -8.22 -4.4984 -2.60 -13.50 -7.80 46 -206 -119 0 4E -0.62 0.18 -13.30 -7.30 -13.30 -7.30 0.00 _ 0.00 24 -319 -175 0 Sum=1 1421 1421 1540 Wind Force Parallel to Ridge (+GCpi) (-GCpi) (+Gcpi) (-Gcpi) (+GCpi) (-GCpi) Min.10 Horiz. Horiz. Vert. Vert. Area Horiz. Horiz. psf Horiz. Building Pressure Pressure Pressure Pressure (sq.ft) Force Force Force Surface GCpf GCpi P psf(+GCpi) P psf(GCpi) (PSF) (PSF) - (PSF) (PSF) (LBS) (LBS) (LBS) ' 1 0.40 0.18 3.67 9.67 3.67 9.67 0.00 0.00 46 167 440 455 2 -0.69 0.18 -14.50 -8.50 N/A -2.69 -13.76 -8.07 N/A N/A N/A N/A 3 -0.37 0.18 -9.17 -3.17 N/A -1.00 -8.70 -3.00 N/A N/A N/A N/A 4 -0.29 0.18 -7.84 -1.83 -7.84 -1.83 0.00 0.00 46 -357 -83 0 1 5 -0.45 0.18 -10.50 -4.50 0.00 0.00 N/A N/A N/A N/A N/A N/A 6 -0.45- 0.18 -10.50 -4.50 0.00 0.00 N/A N/A N/A N/A N/A N/A 1E 0.61 0.18 7.17 13.17 7.17 13.17 0.00 0.00 30 215 395 300 2E -1.07 0.18 -20.84 -14.84 -6.59 -4.69 -19.77 -14.08 N/A N/A N/A N/A 3E -0.53 0.18 -11.84 -5.83 -3.74 -1.85 -11.23 -5.54 N/A N/A N/A N/A 4E -0.43 0.18 -10.17 -4.17 -10.17 -4.17 _ 0.00 0.00 30 -305 -125 0 Sum= 1044 1044 755 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) LI Trib.length for wind normal to ridge= 4 ft Equivalent uplift pressure at exterior(gable end)wall= -19 psf 1 t 11{t 1- 1.'t 1/1 1 1 1 1 11 1 1 f Equivalent uplift at exterior(gable end)wall= -77 plf .re Equivalent roof uplift pressure= -15 psf L w' wt= 64 plf w2= 64 plf Equivalent w= 64 plf Wind Loading to Diaphragm for Wind Direction Parallel to Ridge Roof Uplift for Wind Direction Parallel to Ridge (Assuming Exterior Walls Span Vertically to Diaphragm) 8 Zones 2/2E distances(wind parallel to ridge) 12 ft i` i Trib.length for wind parallel to ridge= 7.25 ft W1t' '1 t '1111111'_11111 11- [--1 w� Equivalent uplift pressure at 2/2E zones= -19 psf I Uplift on wall for 2/2E zones= -135 plf Equivalent uplift pressure at 3/32E zones= -11 psf 1"1 w1= 87 plf Uplift on wall for 3/3E zones= -79 plf w2= 62 plf Equivalent roof uplift pressure= -15 psf • Equivalent w= 78 plf * al 1 9570 SW Barbur Blvd Project Name Conner Addition Project # 120717 Suite One Hundred MillPortland, OR 97219-5412 Location 11549 SW Twin Park Place,Tigard,Oregon MILLER Client Brian Schwindt CONSULTING (503)246-1250 _ ENGINEERS Fax: 246-1395 By MAM Ck'd K(---741 -''? Date 10/1/12 Page'- Ali 2009 International Building Code Design Criteria S.= 93.50% Figure 1613.5(1)(0.2 sec response),2009 IBC pg 348-365 S,= 33.80% 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= 1.72 Table 1613.5.3(2)(linear interpolation is used),2009 IBC pg 341 SMs=Fa Ss= 1.05 eqn.16-36,2009 IBC pg 340 SM,=F„S1= 0.58 eqn.16-37,2009 IBC pg 340 Sos=(2)SMs/(3) = 0.70 eqn.16-38,2009 IBC pg 342 Sm=(2)SM,/(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= 6.50 ASCE 7-05 Table 12.2-1,pg 120-122 1= 3.00 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,p9129 Cu= 1.4 ASCE 7-05,Table 12.8.1,Pg 129 Ta,„„= 0.163 ASCE 7-05 Table 12.8-2,page 129 Cs= 0.108 ASCE 7-05,Eq 12.8-2,pg 129 T�= 16 ASCE 7-05,Fig.22-15,page 228-233 C.= 0.512 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) Kcof= 9220 lb Redundancy Factor p: 1.00 ASCE 7-05 Section 12.3.4,pg 125-126 V=CsW=0.108(W)= 996 lb ASCE 7-05,Eq.12.8-1,pg 129 V=1.0 SdsW/R=(1.0)(0.70)W/6.5=0.108W= 996 lb,ASCE 7-05 eqn.12.14-11,pg 141(simplitied base shear) Loading:p(QE): 996 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) • y t, - (a'-ii',");1,7 g *fp • Art9570 SW Barbur Blvd Project Name Conner Addition Suite One Hundred Project # 120717 Portland, OR 97219-5412 Location 11549 SW Twin Park Place,Tigard,Oregon MILLER Client Brian Schwindt CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By MAM Ck'd A-1;A Date 10/1/12 Page._�"> /It_ 11 717 77 • ff \ 1 ti ----4-1' 'I' 41"1'-'23' 1'-8 Jr ;r <r f-i-- -7.--L%--Z---. ii %/t%-iris/?--i e.t�%-4-:i.' '\ ! ( I/0) ��� r X; ; ,', j H T I `- ► a i • J ;1z 4CA-- % fPI — • 11'-6' l't 5'-11' ..1J--- 2'-6' 4.1‘- 2'-6' A / 24' / 12_ i {,?'i 106tki IlJd f' j I }.tom., (✓ # ; _ '2 ie-,;,.).^' _d Cr--1,17:). r: 1'.af (4i("/Z-t 3 77); 1 5104.-- 29 (14/2,#73407ell j ,r if ;:°:::: :(4f-7.27z..)..::: z$ `,` > '_ 9570 SW Barbur Blvd Conner Addition 120717 Project # A Suite One Hundred Project Name Mk Portland, OR 97219-5412 Location 11549 SW Twin Park Place,Tigard,Oregon MILLER Client Brian Schwindt CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By MAM Ck'd 1641'1-1. Date 10/1/12 Page 'I (11 Shearwall Design #of Shearwall Levels:1 Sheathing Thickness: 15/32 in I Typical Sheathing Nailing: Bd Nails (uno) I Wall (IBC 2306.3) Sheanvalls in Use I 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: 0.60+0.7E:0.60+W Structure Information: Wall Wt.(Ww)= 8.00 psf I Roof Wt.(Rw)= 15.00 psf Roof Wall Height= 8.00 ft Wt.(Uw)= N/A psf Wall Height= N/A ft I WL(Mw)= N/A psf • Wall Height= N/A ft Wind Uplift(U)= 10.00 psf • 0.2Sds= 0.15 (ultimate) • Roof Wall Line Marks Wind(Ib) Min.Wind(lb Seismic(Ib) R1 768 480 348 R2 1856 480 64 I R3 566 290 348 Seismic Wind R4 566 290 348 Simpson Holdowns and Anchors in Use;(Verify Fdn.Config.w/Loads Listed in Catalog for Anchor Bolt Types) Capacity(Ib)Capacity(Ib) R5 0 0 0 #0 (No Holdown Required) 0 0 R6 0 0 0 R7 0 0 0 R8 0 0 0 R9 0 0 0 • R10 0 0 0 #6 Holdown Type HDU2-SDS2.5 w/(6)1/4"dia.x 2 1/2"SDS Screws and SSTB16 Anchor Bolt 2550 3075 Wall Level Not Used Wind(Ib) Min.Wind(lb Seismic(Ib) S1 0 0 0 S2 0 0 0 S3 0 0 0 S4 0 0 0 • S5 0 0 0 S6 0 0 0 S7 0 0 0 Sill Plate to Concrete Anchorage: 2x plate 3x min.plate S8 0 0 0 5/8 I"dia. anchor capacity(Ib)= 860 1070 S9 0 0 0 Wall Type A:0.625"dia.anchors spaced at 48"o.c. 48"o.c. 510 0 0 0 Wall Level Not Used Wind(Ib) Min.Wind(lb Seismic(Ib) T1 0 0 0 T2 0 0 0 T3 0 0 0 T4 0 0 0 T5 0 0 0 T6 0 0 0 T7 0 0 0 T8 0 0 0 T9 0 0 0 T10 0 0 0 Roof Level Holdown to: concrete • (anchor spacing based from values from NDS using hemfir and a 1.6 duration increase) (PL 1/4x3x0'-3"required) • • • • • • • • • • - as9570 SW Barbur Blvd Project Name Conner Addition Suite One Hundred Project # 120717 MkPortland, OR 97219-5412 Location 11549 SW Twin Park Place,Tigard,Oregon MILLER Client Brian Schwindt CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By MAM Ck'd s --, Date 10/1/12 Page , l Roof Level 0.2Sds= 0.102 Punched shearwall lengths: _ Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb Wind Controls By 221% Seg.1 total full ht.peirs(L): 10.50 ft R1 I 768 I 480 I 348 I Wind Uplift(U)=I 15 I psf Seg.2 total full ht.peirs(L): ft Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L,ft: Seg.3 total full ht.peirs(L): ft Overall Seg.(Lo),ft: 14.50 14.50 I Seg.4 total full ht.peirs(L): ft R1 Wall Height(H1),ft: 8.00 Seg.5 total full ht.peirs(L): ft Trib.1,ft: 2.00 Total: 10.5 ft Rtn.Load(RL),Ib: 512 Use punched shearwall sheet to calculate Trib.1 Weight(Rw),psf: 15.00 shear and strapping requirements around openings. Wall Weight(Ww),psf: 8.00 Wind,plf: 73 =768 lb/10.5' Mor(Wind),ft-lb: 9298 =(7681b/14.5'Lo'Hl)+(15 psf*Trib.1"(Lo)"22) Mr(Wind),ft-lb: 17306 =(Trib.1"Rw+H1•Ww)"(Lo)"212+RL"Lo HD(Wind),lb: -75 =(Mot-0.6"Mr)/Lo Holdown Capacity,Ib: 0 HD Type: 0 Minimum wind load,plf: 46 =480 lb/10.5' Mor(Min,Wind),ft-Ib: 3840 =(480 lb/14.5•Lo*H1) Mr(Min.Wind),ft-Ib: 17306 =(Trib.1*Rw+Hl"Ww)"(Lo)^22+RL*Lo HD(Min.Wind),Ib: -451 =(Mot-0.6"Mr)/Lo Holdown Capacity,Ib: 0 HD Type: 0 Seismic,plf: 33 =3481b/10.5' Mor(Seismic),ft-Ib: 2784 =(348 lb/14.5'•Lo*H1) Mr(Seismic),ft-lb: 17306 =(Tnb.l"Rw+Hl"Ww)*(Lo)"22+RL*Lo HD(Seismic),Ib: -402 =(Mot-(0.6-0.102)*Mr)/Lo Holdown Capacity,Ib: 0 HD Type: 0 15/32"APA Rated Sheathing Shear critical,plf: 73 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 5 ' r ' Concrete Anch,? Yes Wall Type: A Holdown Types: ;7 ; f�,�g�}�,,,,. Wall Capacity,pit: 260 Seg.1:'0'no holdown required f( '^["t s[r F^ Controlling HD Type: 0 Holdown Capacity,Ib: 0 3x Members req.: No Roof Level 0.2Sds= 0.102 Punched shearwall lengths: Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb Wind Controls By 533% Seg.1 total full ht.peirs(L): 10.50 ft I R2 I 1856 I 480 I 348 I Wind Uplift(U)=I 15 psf Seg.2 total full ht.peirs(L): ft L Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Seg.3 total full ht.peirs(L): ft Overall Seg.(Lo),ft: 15.00 15.00 I Seg.4 total full ht.peirs(L): ft R2 Wall Height(H1),ft: 8.00 Seg.5 total full ht.peirs(L): ft Trib.1,ft: 17.00 Total: 10.5 ft - Rtn.Load(RL),Ib: 512 Use punched shearwall sheet to calculate TTrib.1 Weight(Rw),psf: 15.00 shear and strapping requirements around openings. Wall Weight(Ww),psf: 8.00 - Wind,plf: 177 =1856 lb/10.5' Mor(Wind),ft-Ib: 43536 =(1856/b/15*LoH1)+(15 psf"Trib 1"(Lo)=2/2) Mr(Wind),ft-Ib: 43568 =(Trib.1•Rw+Hf"Ww)"(Lo)"22+RL*Lo HD(Wind),Ib: 1160 =(Mot-0.6Mr)/Lo Holdown Capacity,Ib: 3075 HD Type: 6 1 Minimum wind load,plf: 46 =480 lb/10.5' Mor(Min.Wind),ft-Ib: 3840 =(480 lb/15*Lo'Hl) Mr(Min.Wind),ft-Ib: 43568 =(Trib.l•Rw+H1*Ww)•(Lo)"2/2+RL"Lo HD(Min.Wind),IS: -1487 =(Mot-0.6•Mr)/Lo Holdown Capacity,Ib: 0 HD Type: 0 Seismic,plf: 33 =348 lb/10,5' Mor(Seismic),ft-lb: 2784 =(348 lb/15'•Lo*H1) Mr(Seismic),ft-Ib: 43568 =(Trib.1"Rw+H1'Ww)•(Lo)^22+RL"Lo HD(Seismic),Ib: -1261 =(Mot-(0.6-0.102)"Mr)/Lo Holdown Capacity,IS: 0 HD Type: 0 - 15!32"APA Rated Sheathing Shear critical,plf: 177 Seg.1:'A'=8d At 6"o.c.edges,12"o.c.field HD critical,lb: 1160 +++aaa if c, increase for wind?: No ' j'e° ,,, ,L Sheathing Layers: Single " �'�._ e Concrete Anch.? Yes 4* -f 4' t Wall Type: A Holdown Types: Wall Capacity,plf: 260 Seg.1:'6'=HDU2-SDS2.5 and SSTB16 Anchor Bolt ,�, 55 �t� lila. Controlling HD Type: 6 ilai N3 ;. `�"` Holdown Capacity,Ib: 3075 - 3x Members req.: No . Et 9570 SW Barbur Blvd Conner Addition Suite One Hundred Project Name Project # 120717 Ili Portland, OR 97219-5412 Location 11549 SW Twin Park Place,Tigard,Oregon MILLER Client Brian Schwindt CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By MAM Ck'd '^) Date 10/1/12 Page {r A I Roof Level 0.2Sds= 0.102 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb Wind Controls By 163% R3 1 566 I 290 I 348 I Wind Uplift(U)=1 15 'psi Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft: 14.00 14.00 I R3 Wall Height(H1),ft: 8.00 Trib.1,ft: 7.25 Rtn.Load(RL),lb: 640 Trib.1 Weight(Rw),psf: 15.00 Wall Weight(Ww),psf: 8.00 Wind,plf: 40 =5661b/14' Mor(Wind),ft-lb: 15186 =(56615/14*Lo"H1)+(15 psf*rib.1"(Lo)^2/2) Mr(Wind),ft-lb: 25890 =(Trib.1"Rw+H1•Ww)"(Lo)^22+RL*Lo HD(Wind),Ib: -25 =(Mot-0.6"Mr)/Lo Holdown Capacity,IS: 0 HD Type: 0 Minimum wind load,plf: 21 =2901b/14' MOT(Min.Wind),ft-lb: 2320 =(29015/14•Lo"H1) Mr(Min.Wind),ft-lb: 25890 =(Trib.1"Rw+H1•Ww)"(Lo)^22+RL"Lo HD(Min.Wind),Ib: -944 =(Mot-0.6"Mr)/Lo Holdown Capacity,Ib: 0 HD Type: 0 Seismic,plf: 25 =3481b/14' Mor(Seismic),ft-Ib: 2784 =(34816/14'•Lo•H1) Mr(Seismic),ft-lb: 25890 =(Trib.1"Rw+H1"Ww)•(Lo)^22+RL"Lo HD(Seismic),Ib: -722 =(Mot-(0.6-0.102)"Mr)/Lo Holdown Capacity,Ib: 0 HD Type: 0 15/32"APA Rated Sheathing Shear critical,pit 40 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.? Yes Wall Type: A Holdown Types: Wall Capacity,plf: 260 Seg.1:'0'no holdown required Controlling HD Type: 0 Holdown Capacity,IS: 0 3x Members req.: No Roof Level 0.2Sds= 0.102 Wall Line Wind(W),lb Min.Wind,lb Seismic(E),lb Wind Controls By 163% R4 I 566 I 290 I 348 Wind Uplift(U)=1 15 psi Segment 1 Segment 2 Segment 3 Segment 4 Segment 5 Total L: Overall Seg.(Lo),ft: 24.00 24.00 I R4 Wall Height(H1),ft: 8.00 Trib.1,ft: 7.25 Rtn.Load(RL),Ib: 512 Tnb.1 Weight(Rw),psf: 15.00 Wall Weight(Ww),psf: 8.00 Wind,plf: 24 =566 lb/24' Mor(Wind),ft-Ib: 35848 =(56615/24"Lo H1)+(15 psf*rib.1"(Lo)^22) Mr(Wind),ft-Ib: 62040 =(Trib.1"Rw+H1"Ww)•(Lo)^22+RL"Lo HD(Wind),Ib: -57 =(Mot-0.6"Mr)/Lo Holdown Capacity,Ib: 0 HD Type: 0 Minimum wind load,plf: 12 =290 lb/24' MOT(Min.Wind),ft-Ib: 2320 =(290 lb/24•Lo"H1) Mr(Min.Wind),ft-Ib: 62040 =(Tnb.1"Rw+H1"Ww)•(Lo)^22+RL"Lo HD(Min.Wind),Ib: -1454 =(Mot-0.6•Mr)/Lo Holdown Capacity,IS: 0 HD Type: 0 Seismic,plf: 15 =348 lb/24' Mon(Seismic),ft-Ib: 2784 =(348 lb/24'•Lo"H1) Mr(Seismic),ft-Ib: 62040 =(Trib.f Rw+H1"Ww)•(Lo)^2/2+RL"Lo HD(Seismic).IS: -1171 =(Mot-(0.6-0.102)•Mr)/Lo Holdown Capacity,IS: 0 HD Type: 0 15/32"APA Rated Sheathing Shear critical,plf: 24 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.? Yes Wall Type: A Holdown Types: Wall Capacity,plf: 260 Seg.1:'0'no holdown required Controlling HD Type: 0 Holdown Capacity,IS: 0 3x Members req.: No 9570 SW Barbur Blvd Conner Addition Project Name Project # 120717 Suite One Hundred Portland, OR 97219-5412 Location 11549 SW Twin Park Place,Tigard, Oregon MILLER Client Brian Schwindt CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By MAM Ck'd €14,1 Date 10/1/12 Page ,,.f /(f Punched Shearwall Analysis: • Level: Roof Level Line: RI 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. The input values H1&L1 should reflect the shortest sections adjacent to the window openings. segeent Length L V= 767 lb Total shear force in segment L= 14.5 ft Total length of wall L1= 5.25 ft Smallest wall pier length v i L2= 4.00 ft Length of opening I I I I � L3= 5.25 ft Remaining full height wall length l H= 8.00 ft Total height of wall ——� . H1= 1.00 ft Critical section depth ` H2= 6.00 ft Height of opening' `Continuous strop above and below Openings Single Opening Segment Length, L L, L_ Fh= 384 lb=767/14.5*(5.25+0.5*4) Horizontal force at critical sectinri✓ i Fv= 212 lb=384*(1+0.5*6)/(5.25+0.5*4) Vertical force at critical section. P Shearwall Sheathing Requirements: l 15/32"APA Rated Sheathing ` ' Use 8d Nailing Single Sided Sheathing Use 40%Shearwall Increase Multiple Openings Continuous p above Side panels: and below openings L Shear= 73 plf=767/(5.25+5.25) Shear in wall piers. 5L2 Wall Type= A 'A'=8d At 6"o.c.edges,12"o.c.field is11.1 VC= 260 plf 73 <260 OK ih Top and bottom panels: U u Shear= 212 plf=212/1 Shear in panel above opening. Wall Type= A 'A'=8d At 6"o.c.edges,12"o.c.field Vc= 260 plf 212 <260 OK (Use Type A shear wall(8d At 6"o.c.edges,12"o.c.field)for all of Segment 1 on wall line R1 at the Roof Level shearwalls. Strap Requirement: P= 424 lb=212*(0.5*4)/1 Critical strap force. Tension= 424 lb per strap Tc= 845 lb 424 <845 OK Use Simpson CS22 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= 53 plf=767/14.5 Shear at top and bottom plates. Wall Type= A can be used for sole nailing and anchor bolt spacing Vc= 260 plf 53 <260 OK 9570 SW Barbur Blvd Conner Addition Project Name Project # 120717 Suite One Hundred Portland, 0R 97219-5412 Location 11549 SW Twin Park Place,Tigard,Oregon MILLER Client Brian Schwindt CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By MAM Ck'dlDate 10/1/12 Page 3- //I /l Punched Shearwall Analysis: • Level: Roof Level Line: R2 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. The input values H1&L1 should reflect the shortest sections adjacent to the window openings. Segment Length, L V= 1859 lb Total shear force in segment L, Lr L= 15 ft Total length of wall L,= 3.00 ft Smallest wall pier length L2= 4.00 ft Length of opening I I L3= 7.50 ft Remaining full height wall length H= 8.00 ft Total height of wall H,= 1.50 ft Critical section depth H2= 5.00 ft Height of opening Continuous strop above and below openings Single Lipening Segment Length, L Li Le Fn= 620 lb=1859/15*(3+0.5*4) Horizontal force at critical section/ /— —— Fv= 496 lb=620*(1.5+0.5*5)/(3+0.5*4) Vertical force at critical section. I F II 1 Shearwall Sheathing Requirements: I I 15/32"APA Rated Sheathing Use Use 8d Nailing Single Sided Sheathing Use 40%Shearwall Increase Multiple Lpenings Continuous stro obove Side panels: p and below openings Shear= 177 plf=18591(3+7.5) Shear in wall piers. L 5L2 Wall Type= A 'A'=8d At 6"o.c.edges,12"o.c.field F ■ VC= 260 plf 177 <260 0K Top and bottom panels: u I Shear= 331 plf=496/1.5 Shear in panel above opening. Wall Type= B 'B'=8d At 4"o.c.edges,12"o.c.field F Vc= 380 plf 331 <380 0K IUse Type B shear wall(8d At 4"o.c.edges,12"o.c.field)for all of Segment 1 on wall line R2 at the Roof Level shearwalls. Strap Requirement: P= 661 lb=496*(0.5*4)/1.5 Critical strap force. Tension= 661 lb per strap Tc= 845 lb 661 <845 OK Use Simpson CS22 strap(s)x 15'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= 124 plf=1859/15 Shear at top and bottom plates. Wall Type= A can be used for sole nailing and anchor bolt spacing Vc= 260 plf 124 <2600K 9570 SW Barbur Blvd Project Name Conner Addition Project # 120717 Suite One Hundred 41) Portland, OR 97219-5412 Location 11549 SW Twin Park Place,Tigard, Oregon MILLER Client Brian Schwindt CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By MAM Ck'd {'`'s` Date 10/1/12 Page c' f(r MILT' www.hilti.us Profis Anchor 2.3.2 Company: Miller Consulting Engineers,Inc Page: 1 Specifier: Melissa McFeron Project: Connor Residence Address: 9570 SW Barbur Blvd.Ste.100,Portland,OR 97219 Sub-Project I Pos.No.: 120717 Phone I Fax: 503-246-1250 I 503-246-1395 Date: 10/2/2012 E-Mail: melissa@miller-se.com Specifier's comments: 1 Input data Anchor type and diameter: HIT-RE 500-SD+HAS-R 304/316 1/2 Effective embedment depth: het-Act=8.000 in.(hef,rimit=-in.) Material: ASTM F 593 Evaluation Service Report:: ESR 2322 Issued I Valid: 4/1/2010 14/1/2012 Proof: design method ACI 318/AC308 Stand-off installation: -(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,3000,fc'=3000 psi;h=18.000 in.,Temp.short/long:32/32°F Installation: hammer drilled hole,installation condition:dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement none or<No.4 bar Seismic loads(cat.C,D,E,or F) no Geometry[in.]&Loading[Ib,in.ib] it 3 3 a .. = 00(1,0 ,--- /850* h 2 Proof I Utilization (Governing Cases) Design values[Ib] Utilization Loading Proof Load Capacity RN/(3v[a/a] Status Tension Concrete Breakout Strength 1856 2653 70/- OK Shear - - - -/- - Loading RN Rv Utilization INN[%] Status Combined tension and shear loads - - - - - Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan ��// t4 '- ; of ..� , � � ._ _ � ,� . .. AT` If r ` r5 v r `.F, r-t. :2_,4:, r, - / rt I 3 , .a,. n. _ .) , t f f s , -, — 1 7 f J, - es 9570 SW Barbur Blvd Conner Addition Project Name Project # 120717 Suite One Hundred MkPortland, OR 97219-5412 Location 11549 SW Twin Park Place,Tigard,Oregon MILLER Client Brian Schwindt CONSULTING (503)246-1250 / ENGINEERS Fax: 246-1395 By MAM Ck'd Date 10/2/12 Page ti / i1 _.,'R ENE I ORDER DATE ; / / c� DELIVERY DATE / / PRECISION 2 1 2012 ORDERED BY DATEos/12/12 N TRUSS,g L _ ORDER# PAGE 1 11550 SE Jennifer I Phone:(503)656-2983 Ore in. ► , CONTACT ERE QUOTE# 656-2983 F /���T r •NTACT PHO 'Brian R P Dp_ ^ precisiontrussa� mberc� VIJI�I Sch CUSTOME 08697 NE# 503- wtndt SALES REP O# a Brian Schwindt 830-1293 Quote void after: 09/21/ TERMS Dave proZ t JOB NAME:Brian Sch 12, OAHT 3'-0 11/16" QUOTE ;COD (• Windt ( ) - PLAN:14'-g^x 24' LAYOUT IMM 09/11/12 DELIVERYINST Addition Ma � RUCTIONS. / / (11549 JOB CATEGORY: LOT# fi Ti SW Twin Park Pl. SPECIAL Residential • F°^ Bard' OR 97223 Email: •b INSTRUCTIONS: The truss configuration a schwindt@gmal com n in the profile box x below may PROFI TRUSSES INF DINT TION to reflect hand inventory. F cury RET RNNG O HEEL HEIGHT 1x4 LE m� ORM TCDL- 25.0-7-010= IsrRes� s=R LUMB, 1_177 ,111:1114-7® TYP •- IDE BASE 42 0 l.la ROOF TRU GABLE STUDS I • SPAN O/q SS SPACIN 24 IN, 1 GABLE 16 G:24.0 IN.0.C. 4.00 0,0o Al SPAN ® HANG (TYP.) 12 4.00 0.00' STANDARD I' 14-06-00 14-06-00 2 x 4 ®® ITEMS 14-os-oo14-06-00 I 2x4 Oi-00-00 01_ ®�- 00-00 1 QTY 14-06 00 12 x 4 2 x 4�O1-00-00 01-00-00 /— I � g 16-- - �X�BLOCKS I LENGTH ---- ---- - -----1------i ?4 BLOCKS 2 X 4 SOLID BLOCKS Fr- _Hurricane Ties 2 X 4 VENT iN 16 NOTES _ BLOCKS Mit RT7A PRICE Engineering recommends — PRICE Notice tog _ mmends thatStabi/ize Buyer: rs be -- Precision Truss Signature: installed Burin S Lumber is 9 truss erection. The I TRUSS LISTABOVEgS T acting as a supplier, Y are available order O CORRECT pplier,nota subcontractor. PL Amish only and cannot be QUANTITIES, y those ite canceled or returned orITIES,PITCH EASE or$89,00 per box of be responsible ms and ncecifi credit, CAREFULLY made. I MUST gE forsu cations unless SPAN, 50 Stabilizers. APPROV ppliers reasonable as fisted special OVERHANG,ETC. EXAMINE THE above. If le arrangements Trusses are TOTAL the discretion of our ED BY THE MANUF attorney fees gat action is re is°an be made. We built to $60 and costs incurred i required for collection, will Net- 1% 0.00 responsibility and costruck driver. He must eT ble TO RECEIV nrepursuing buyer I I properh Sheath (of toto and able to enter and E A REIMBURS °ollection.ANY Yer agrees to $594.00 at$120 per hour, trusses ASAPto prevent truck standby exit without assistance. REPAIRS State (See nt Pae On time)if assistance is EMENT. Top plamuselivery is at by 10th of followingailed at time o Below) i war Contractordelivery. o L.__ ___ 9 O time 1�2 HR needed,and t assume payments month.Discount applies ry 1 t DISCOUNT ASH/ Additional crane time will be chny arged I NUMBER Accoy.unts LIST EACH MEN CASH/CHECI(d per month,(18%per yea t due subject to 1 l/2%s BY JOB / )•No exceptions. service ptions. charge II • y a • Job Truss Truss Type Qty Ply Brian Schwindt R35132740 DD-08697 Al GABLE 16 1 1 Job Reference(optional) PRECISION TRUSS&LUMBER,INC.,CLACKAMAS,OR.97015 7.250 s Aug 25 2011 MiTek Industries,Inc. Tue Sep 11 15:22:25 2012 Page 1 ID:7UEKIR7cYCoc5ajcMhEEUayeeAX-spL5STD?Acktn06CAlYZtn011 D7x?HjZz7uTfyee7S 1 -'-0_O , 7.3.0 I 14-6-0 I 15-4-0 7-3-0 7-3-0 1-0-0 Scale•1:27.1 • 4x4= 1.5x3 II 1.50 II 5 II7 4.00 ITT 1.5x3 II 1.5x3 Il 4 Y a 1.5x3 II 1.5x3 II ie, 3 N V B N9 r Y _APE Y Y H Y y Y Y 10 1f IB 17 16 15 14 13 12 554= 1.5x3 II 1.5113 II 1.5x3 II 1.505 II 15x5 II 1.5x3 II 1.553 II 3s4= I 7-3-0 I 14-6-0 7-3-0 7-3-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/defl Lid I PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.06 Vert(LL) 0.00 10 n/r 120 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) 0.00 11 n/r 90 BCLL 0.0 * 1 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 10 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:57 lb FT=0% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4DFStdG OTHERS 2 x 4 DF Std G REACTIONS All bearings 14-6-0. (Ib)- Max Horz 2=-48(LC 4) Max Uplift All uplift 100 lb or less at joint(s)2,16,17,18,14,13,12 except 10=-102(LC 6) Max Gras All reactions 250 lb or less at joint(s)2,10,16,17,14,13,15 except 18=260(LC 9),12=260(LC 10) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered-for this design. • 2)Wind:ASCE 7-05;95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIITPI 1-2002. 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 1-4-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced • standard ANSI/TPI 1. LOAD CASE(S) Standard <��0Q PROFfis • 0,4G I N E•„9 /0 , � 16y.;P �r • (4 ;ii►"'k' ��' • %R S.-01 Digital Signature EXPIRATION DATE:06/30/14 3 • September 12,2012 x� I Y WARNING•Verify!design parameters and READ NOTES ON TINS AND INCLUDED MITEK REFERENCE PAGE fIII-7473 BEFORE USE, r�11 • Design valid for use only with&trek connectors.This design is based only upon parameters shown,and Is for an Individual building component. x Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during consinstion is the responsibillity of the .MiTek' erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI7 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 372,Alexandria,VA 22314. Carus Heights,CA,95610 If Southern Pine(SP or SPp)lumber is specified,the design values are those effective 0&01120122 by ALSC or proposed by SF18. Job Truss Truss Type IQty Ply Brian Schwindt R35132741 DD-08697 A2 STANDARD 12 1 Job Reference(optional) PRECISION TRUSS&LUMBER,INC.,CLACKAMAS,OR.97015 7.250 s Aug 25 2011 MiTek Industries,Inc. Tue Sep 11 15:22:26 2012 Page 1 ID:7UEKIR?cYCcc5ajcMhEEUayeeAX-K?vTfpEdxvskPXhOjk3y54JTMOThgQ7todsR?6yee7R -1-� 7-3-0 1-o-0 7.3.5 15-6-0 I I 7-3-0 1-0-0 Scala=1:2.1 4x6= 3 ,..on 4 3 4 x4= 6 15x3 it = 3x4= I 7.3-0 I 14-6-0 7-3-0 7-3-0 Plate Offsets(XX): [3:0-3-0,0-2-41 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.43 Vert(LL) -0.07 4-6 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.34 Vert(TL) -0.19 2-6 >910 180 BCLL 0.0 * Rep Stress Incr YES WB 0.13 Horz(TL) 0.03 4 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:46 lb FT=0% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-8-3 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' WEBS 2 x 4 DF Std G REACTIONS (lb/size) 2=670/0-3-8 (min.0-1-8),4=670/0-3-8 (min.0-1-8) Max Horz2=-41(LC 6) Max Uplift2=-119(LC 3),4=-119(LC 4) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1171/116,3-4=1171/116 BOT CHORD 2-6=67/1047,4-6=-67/1047 WEBS 3-6=0/327 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.11;Exp C;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL.-1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20%has bean applied for the green lumber members. 6)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1, LOAD CASE(S) Standard c• LA.," . `VO.„, A �OR"• 'LOO S.S```1 Digital Signature EXPIRATION DATE:06/30/14 September 12,2012 n.:,..�,a.,,�-J.�,: ...tea...-: r.. .; ":-; � .:•sr. .,-^'.�- =.,.n1:.='....... .:.x..a-.,,e-..i,.,,Y-.r.:r .,p,ua,.:, _a'-.v,.c,y ..._.,,...;H. A WAENINCr-Verify design parameters and READ NOTES ON THIS AND INCLUDED PilTEK REFERENCE PAGE MI-7473 BEFORE USE. Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of indMdual web members only.Additional temporary bracing to insure stability during constnrcfion is the responsibility of the `5��� . erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding F�f, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,055-69 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street Suite 312,Alexandria,VA 22314. Cerus Heights,CA,95610 If Southern Pine(OP or SPp)lumber is speolfied,the design values are those effective 06110112012 by ALSC or proposed by ORB. • RECEIVED HUTITIG HUTTIG#209033 iVOv 1 2012 9-13-12 I1Jttil0 P.11.00111011$ 2 2:53pm tt KeyBeam 0d CITY FTIGARD I of l • kmBea isDataEngine 4.600sse 1371 BUB DIN DIVISION Materials Database 1376 Member Data Description:MAIN FLOOR Member Type: Joist Application: Floor (J1)JOIST Top Lateral Bracing: Continuous Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/600 live,_L/360 total Dead Load: 15 PSF Deck Connection: Glued &Nailed Filename: KYB1 Joist Design Includes CCMC Vibration Check Subfloor:23/32"OSB Ceiling: (None) Blocking:(See Requirements Below) It m O 1440 ` ®/ 14 4 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall Douglas-Fir-Larch 4.500" 1.500" 604# -- 2 14' 4.000" Wall Douglas-Fir-Larch 4.500" 1.500" 604# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 439#(275p1f) 165#(103p1f) 2 439#(275p1f) 165#(103p1f) Design spans 13' 8.750" Product: 11 7/8" LPI-18 19.2" O.C. PASSES DESIGN CHECKS Blocking:(None) Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2073.'# 3100.1t 66% 7.17' Total Load D+L Shear 604.# 1225.# 49% 0' Total Load D+L End Reaction 604.# 930.# 64% 0' Total Load D+L TL Deflection 0.2526" 0.4576" L/652 7.17' Total Load D+L LL Deflection 0.1837" 0.2746" L/896 7.17' Total Load L Vibration 0.0289" 0.0497" 58% Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% All product names are trademarks of their respective owners Huttig Building Products-APH _ / r H',a,�,�' "''%rCopynght(CR987-2012 by Keymark Enterprises,LLC.ALLRIGHTS RESERVED. This Caic conforms to 0RSZOO S, Passing is defined as when the member,floorjoist,beam or girder shown on this drawing meets applicable design cntena for Loads,Loading Conditions,and Spans NDS2001 amd 2005ORSC listed on this sheet.The design must be reviewed by a qualified designer or design professional es required forapproval.This design assumes product installation according to the manufacturers specifications.