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Specifications 4 � 9925 SW 7 c)5 - • Nimbus Ave. g Co. JOB TITLE C.Z Z p U S Bradford Conrad Crow Engineering Z Beaverton Suite 110 OR 97008 Bradford Residence 503-213_2013 12200 S fax 503-213-2018 JOB NO. SW 127th, Tigard, OR CALCULATED BY JFB SHEET NO. CHECKED BY DATE DATE www.struware.com RECEIVED JUN 0 5 2009 CITY OF TIGARD BUILDING DIVISION STRUCTURAL CALCULATIONS FOR Bradford Residence 12200 SW 127th, Tigard OR 4 Bradford Conrad Crow Engineering Co. Beaverton,O Suite 110 4 ' ' R 97008 JOB TITLE Bradford 503-213-2013 Residence fax 503-213-2018 12200 SW 127th Jos No. Ti:ard,OR —__ 1 CALCULATED BY JFg —_SHEET NO. CHECKED BY DATE — CODE SUMMARY DATE!1 Code: International B www.struware.com Live Loads: Building Code 2003 Roof 0 to 200 sf 20 psf 200 to 600 sf 24-0.02Area but not less than 12 Floor over 600 sf 12 psf Stairs& psf ways 50 psf Exit Balcony 50 psf Mechanical Partitions 60 psf N/A N/A _________,Dead Loads* Floor Roof 21.6 psf R 14.3 psf Snow Loads• Roof Snow Design Roof Snow load Flat Roof Snow Load Snow Exposure Factor 25 0 psf Pf= 17.5 psf Importance Factor Ce = Thermal Factor I = 1.00 Ground Snow Load 1.00 RainSnow onCt — 1.00 Surcharge Pg = Sloped-roof Factor _ 25.0 psf — 0.0 psf W Cs = 1.00 Wind Desi n Data: Basic Wind speed Mean Roof lit (h) 100 m h Building Category P 22.0 ft Importance Factor II Exposure Category Enclosure 1.00 Internal Classif. B pressure Coef. Enclosed Building Directionality (1<d) +/0.18 Earth uake D esi n 0.85 Data: Seismic Use Group Importance Factor — Mapped spectral res I = I pone _ 1.00 Site Class accelerations Ss 98.31 %g SI = 35.32 %g Spectral Response Coef. _ Sds = D Seismic DesignSdl = 0.725 Basic St Category0.399 ructural System = Seismic Resistin Systems D Designg System =Bearing Wall Base Shear Seismic Response Coef. V --- Light frame walls with shear panels-wood Response Modification Factor 0.134W structural panels/sheet steel Panels Cs = Analysis Procedure R = 6.5 =Simplified Analysis Bradford Conrad Crow Engineering Co. 9925 SW Nimbus Ave.Suite 110 JOB TITLE Bradford Residence 12200 SW 127th,Tigard,OR Beaverton,OR 97008 fax 503-213-2018 JOB NO. CALCULATED BY JFB SHEET NO. 1 CHECKED BY DATE �— 503-213-2013 DATE Code Search www.struware.com I. Code: International Building Code 2003 II. Occupancy: Occupancy Group= R Residential III. Type of Construction: V Fire Rating: Roof= 0.0 hr Floor= 0.0 hr IV. Live Loads: Roof angle (0) 3.00/12 14.0 deg Roof Oto 200 sf: 20 psf 200 to 600 sf: 24-0.02Area,but not less than 12 psf over 600 sf: 12 psf Floor Stairs&Exitways 50 psf 50 psf Balcony Mechanical 60 psf Partitions N/A N/A V. Wind Loads : ASCE 7- 02 Importance Factor • Basic Wind speed 1.00 100 mph Directionality (Kd) Mean Roof Ht (h) 0.85 Parapet ht above grd 20.0 ft Exposure Category 0.0 ft Enclosure Classif. B Internal pressure +/Enclosed Building Building length(L) 5 0.18 Least width (B) 55.0 ft Kh case 1 55.0 ft I Kh case 2 0.701 z �2 0.641 VIZ) s Speed-up To o ra hit Factor Kzt Topography x[upv,�ind) _ x[dewnwind) Hill Height (H) Flat f - 0.0 ft r H12 Half Hill Length(Lh) H<60ft;exp B H Actual H/Lh = 0.0 ft ,.. Hl2 Use H/Lh = 0.00 Kzt=1.0 ?., > .;, ''4'' Modified Lh = 0.00 ESCARPMENT From top of crest:x= 50.0.0 ft Bldg up/down wind? downwind d i downwind Z V{Z} H/Lh=0.00 5 h= 0.00 K,= 0.000 V{Z} Speed-up KZ= 0.000 --+N x(upwind)d) " x(downwind) z/Lh=0.00 _ At Mean Roof Ht: K3— 1.000411 iu,'Newall Kzt=(1+K1K2K3)^2= ��,' ^` Lh H 1.00 ›, ------------° 2D RIDGE or _AXISYMMETRICAL HILL _a Bradford Conrad Crow Engineering Co. JOB TITLE Bradford Residence .49925 SW Nimbus Ave. Suite 110 12200 SW 127th,Tigard,OR « Beaverton,OR 97008 JOB NO. 503-213-2013 SHEET NO. CALCULATED BY JFB DATE fax 503-213-2018 CHECKED BY DATE • V. Wind Loads -MWFRS h560'(Low-rise Buildings)Enclosed/partially enclosed only is rye Torsional loads are ' = ✓ '`� 25%of zones 1 -4. . E r r E , 4 6 See code for loading `.<'=,4 �-}> ' ,/ diagram ".. �- �' `'`.1 wnto s trait �'` '`' 1 TO?SLK E } ",.. Transverse Direction Longitudinal Direction Kz=Kh= 0.70 (case 1) Edge Strip (a) 5.5 ft Base pressure(qh)= 15.2 psf End Zone (2a) 11.0 ft GCpi= +/-0.18 Zone 2 length = 27.5 ft Transverse Direction Longitudinal Direction Perpendicular 0= 14.0 deg Parallel 0=Odeg Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi 1 0.48 0.66 0.30 0.40 0.58 0.22 2 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 3 -0.44 -0.26 -0.62 -0.37 -0.19 -0.55 4 -0.37 -0.19 -0.55 -0.29 -0.11 -0.47 5 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 6 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 1E 0.72 0.90 0.54 0.61 0.79 0.43 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 3E -0.63 -0.45 -0.81 -0.53 -0.35 -0.71 4E -0.56 -0.38 -0.74 -0.43 -0.25 -0.61 Wind Surface pressures(psf)- use 10 psf minimum for zones 1 plus 4 and 5 plus 6 1 10.0 4.5 8.8 3.4 2 -7.8 -13.3 -7.8 -13.3 3 -3.9 -9.4 -2.9 -8.4 4 -3.0 -8.5 -1.7 -7.2 5 -4.1 -9.6 -4.1 -9.6 6 -4.1 -9.6 -4.1 -9.6 1E 13.8 8.3 12.0 6.6 2E -13.6 -19.1 -13.6 -19.1 3E -6.8 -12.3 -5.3 -10.8 4E -5.7 -11.2 -3.8 -9.3 WINDWARD MWFRS Simple Diaphragm Pressures(psf) O° �° WINDWARD ROOF Transverse direction(normal to L) 1 I tI fcwAtRDtRoo t Interior Zone: Wall 13.0 psf VERTICAL Roof -3.9 psf 8 _________/' End Zone: Wall 19.5 psf Roof -6.8 psf $ B/2 o:wNE a Longitudinal direction(parallel to L) """""RSE ELE ELEVATION"���� Interior Zone: Wall 10.5 psf TRANSVERSE 1SE ELEVATION WINDWARD ROOF End Zone: Wall 15.9 psf 1lfIIIIIIIltttttttt LEEWARD ROOF Windward roof overhangs: 10.4 psf (upward)add to windward VERTICAL roof pressure d , ua or ZONE a J Parapet Windward parapet: 0.0 psf (GCpn=+1.8) Leeward parapet: 0.0 psf (GCpn=-1.1) """T""""""""""""'� LONGITUDINAL ELEVATION Bradford Conrad Crow Engineering Co. JOB TITLE Bradford Residence 9925 SW Nimbus Ave.Suite 110 12200 SW 127th,Tigard,OR Beaverton,OR 97008 JOB NO. SHEET NO. 503-213-2013 CALCULATED BY JFB DATE fax 503-213-2018 CHECKED BY DATE V. Wind Loads-Components&Cladding: Buildings h560' & Alternate design 60'<h<90' Kz=Kh(case 1)= 0.70 GCpi= +/-0.18 NOTE:If tributary area is greater than Base pressure(qh)= 15.2 psf a= 5.5 ft 700sf,MWFRS pressure may be used. Minimum parapet height at building perimeter= 0.0 ft Roof Angle= 14.0 deg Type of roof=Hip Roof GCp+/-GC7i Surface Pressure psf) User input Area 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 20 sf 70 sf Negative Zone 1 -1.08 -1.01 -0.98 -16 psf -15 psf -15 psf -16 psf -15 psf Negative Zone 2 -1.88 -1.53 -1.38 -29 psf -23 psf -21 psf -26 psf -22 psf Negative Zone 3 -1.88 -1.53 -1.38 -29 psf -23 psf -21 psf -26 psf -22 psf Positive All Zones 0.68 0.54 0.48 10 psf 10 psf 10 psf 10 psf 10 psf Overhang Zone 2 -2.20 -2.20 -2.20 -34 psf -34 psf -34 psf -34 psf -34 psf Overhang Zone 3 -2.20 -2.20 -2.20 -34 psf -34 psf -34 psf -34 psf -34 psf Negative zone 3=zone 2,since hip roof with angle<=25 degrees Walls GCp+/-GC-3i Surface Pressure(psf) User input Area 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 50 sf 200 sf Negative Zone 4 -1.28 -1.10 -0.98 -19.5 psf -16.8 psf -14.9 psf -17.6 psf -16.0 psf Negative Zone 5 -1.58 -1.23 -0.98 -24.1 psf -18.7 psf -14.9 psf -20.3 psf -17.1 psf Positive Zone 4&5 1.18 1.00 0.88 _ 18.0 psf 15.3 psf 13.4 psf 16.1 psf 14.5 psf Parapet qp= 0.0 psf Solid Parapet Pressure 10 sf 100 sf 500 sf CASE A: Interior zone: 0.0 psf 0.0 psf 0.0 psf CASE A=pressure towards building Corner zone: 0.0 psf 0.0 psf 0.0 psf CASE B=pressure away from building CASE B: Interior zone: 0.0 psf 0.0 psf 0.0 psf Corner zone: 0.0 psf 0.0 psf 0.0 psf a a2a 2a 4 0 L. {---, (2, , . ts,..4 ,_,......_L.,_ , x.13 1 0 i } . --� ------ ! 1.--_ _ r-L � WALL 0 5 7 degrees and Monoslope roofs Monoslope 5 3 degrees y 3°<0 5 10° f 1 a s a a a s a ii NM al ., 4.tar 0 I I I 1 0/40, ' I '\ / z' ) jo,' 1 i I I I I ) I ---I I I I I I I r I ! I ! I / cc I I 1 I 1 f1 fx / ,.f"�.. �1 �' - --- Monoslope roofs 10°<0 S 30° 0> 7 degrees 0>7 degrees 2002 Lat/Lon Lookup Output! Page 1 of 1 ;9111.7' 1B(93443 science fora changing world LOCATION 45.53 Lat. -122.77 Long. The interpolated Probabilistic ground motion values, in %g, at the requested point are: 10oPE in 50 yr 2%PE in 50 yr PGA 19. 10 41.57 0.2 sec SA 44.97 98.31 1.0 sec SA 15.59 35.32 SEISMIC HAZARD;Hazard by Lat/Lon,2002 • http://egint.cr.usgs.gov/eq-men/cgi-bin/find-11-2002-interp-06.cgi 2/14/2007 Bradford Conrad Crow Engineering Co. 9925 SW Nimbus Ave.Suite 110 JOB TITLE Bradford Residence Beaverton,OR 97008 12200 SW 127th,Tigard,OR 503-213-2013 JOB NO. SHEET NO. fax 503-213-2018 CALCULATED BY JFB DATE CHECKED BY DATE l VI. Seismic Loads: Seismic Use Group: I Importance Factor(Ie): 1.00 Site Class: D Ss(0.2 sec)= 98.31%g Zip Code Search for Ss&SI: S1 (1.0 sec)= 35.32%g http://egint.er.usgsgov/eq-men/htmUziocode.html Fa= 1.107 Sms= 1.088 Sds= 0.725 Design Category= D Fv= 1.694 Sml= 0.598 Sdl= 0.399 Design Category= D Seismic Design Category= D Section 1616.3 Exception Applies Number of Stories: 1 Structure Type: Light Frame Plan Structural Irregularities: No plan Irregularity Vertical Structural Irregularities: No vertical Irregularity Flexible Diaphrams: No Building System: Bearing Wall Systems Seismic resisting system: Light frame walls with shear panels-wood structural panels/sheet steel panels System Building Height Limit: 65 ft Actual Building Height(hn)=22.0 ft See ASCE?Section 9.5.2.2.4&5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS IBC2003. Response Modification Factor(R)= 6.5 Simplified Analysis 6.5 System Over-Strength Factor(f1o)= 3 3 Deflection Amplification Factor(Cd)= 4 4 Sds= 0.725 Sdl= 0.399 Code Reference Section for Detailing: 2306.4.1/2211 Seismic Load Effect(E)= p QE+/-0.2S D __ p=redundancy coefficient s D p QE +/ 0.145D DE=hadizontal seismic force Special Seismic Load Effect(Em)= CIO QE+/-0.2S ns =3.0 QE +1- 0.145D D=dead load PERMITTED ANALYTICAL PROCEDURES Index Force Analysis(Seismic Category A only) Method Not Permitted Simplified Analysis - Permitted Design Base Shear V=1.2SdsW/R= 0.134W Equivalent Lateral-Force Analysis - Permitted Building period coef (CT)= 0.020 Approx fundamental period(Ta)= C h Cu= 1.40 T nX= 0.203 x=0.75 Tmax=CuTa= 0.284 User calculated fundamental period(T)= 0 response coef.(Cs) Use T= 0.203 Seismic = Sdsle/R= 0.112 need not exceed Cs= Sd1Ie/RT= 0.302 but not less than Cs= =0.044SdsIe 0.032 USE Cs= 0.112 Design Base Shear V= 0.112W Model,Linear&Nonlinear Response Analysis -Permitted(see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift= 0.020hsx where hsx is the story height below level x Bradford Conrad Crow Engineering Co. 9925 SW Nimbus Ave.Suite 110 JOB TITLE Bradford Residence 12200 SW 127th,Tigard,OR Beaverton,OR 97008 503-213-2013 JOB NO. SHEET NO. CALCULATED BY JFB DATE fax 503-213-2018 CHECKED BY DATE Vi. Seismic Loads -cont. : CONNECTIONS-usin IBC2003 Sim lined Anal sis Method Seismic Design Category= D Force to connect smaller 'ortions of structure to remainder of structure Fp=0.133SDswp= 0.10 wp or Fp=0.5%= 0.05 wp Use F - Fp- 0.10 wP wP=weight of smaller portion Beam .irder or truss connection for resistin horizontal force •arallel to member Fp=no less than 0.05 times dead plus live load vertical reaction Anchora e of Concrete or Masonr Walls to elements i rovidin. lateral su i i ort Fp=0.8IeSdsWw= 0.580 wW or Fp=O.lwW= 0.10 wW Use Fp 280.0 plf Connection force given is for flexible diaphragms(use architectural comp nentsut not lessthan for ridgid diaphrams) = 400SdsIe MEMBER DESIGN Bearing Walls and Shear Walls(out of plane force) Fp=0.40IeSnsww= 0.290 wW or Fp=0.1w,= 0.10 w,,, Use Fp= 0.29 wW Diaphragms Fp=(Sum Fi/Sum Wi)Wpx+Vpx= (Sum Fi/Sum Wi)Wpx+Vpx need not exceed 0.4 SdsleWpx+Vpx= 0.290 Wpx+Vpx but not less than 0.2 SdsleWpx+Vpx= 0.145 Wpx+Vpx ARCHITECTURAL COMPONENTS SEISMIC COEFFICIENTS Architectural Component: Cantilever Elements(Unbraced or Braced to Structural Frame Below Its Center of Mass) Importance Factor(Ip): 1.5 Component Amplification Factor(ar)= 2.5 Comp Response Modification Factor(R.)= 2.5 h= 22.0 feet z= 50.0 feet Fp=0.4 SdsI W zh/R = 1.00 �' P p(1+2 / ) P= 1.306 Wp not greater than Fp= 1.6SdsIpWp= 1.741 Wp but not less than Fp=0.3SdsIpWp= 0.326 Wp use Fp= 1.306 Wp MECHANICAL AND ELECTRICAL COMPONENTS SEISMIC COEFFICIENTS Mech or Electrical Component: General Electrical-Distribution systems(bus ducts,conduit,cable tray) Importance Factor(Ip): 1.5 Component Amplification Factor(ad= 2.5 Comp Response Modification Factor(RP)= 5 z-_ 22.0 feet z= 50.0 feet z/h= 1.00 Fp=0.4apSdslpWp(1+2z/h)/Rp= 0.653 Wp not greater than Fp=1.6SdsIpWp= 1.741 Wp but not less than Fp=0.3SdsI W P P= 0.326 Wp use Fp= 0.653 Wp Bradford Conrad Crow Engineering Co. 9925 SW Nimbus Ave.Suite 110 JOB TITLE Bradford Residence Beaverton,OR 97008 12200 SW 127th,Tilard,OR 503-213-2013 JOB NO. SHEET NO. CALCULATED BY JFB DATE fax 503-213-2018 CHECKED BY DATE VII. Snow Loads-Flat,Gable&Hip Roofs Only: Roof slope = 14.0 deg Horiz.eave to ridge dist(W)= 27.5 ft Roof length parallel to ridge(L)= 55.0 ft Type of Roof Hip or gable Ground Snow Load Pg = 25.0 psf Importance Category = II Importance Factor I = 1.0 Thermal Factor Ct = 1.00 Exposure Factor Ce = 1.0 Pf=0.7*Ce*Ct*I*Pg = 17.5 psf Exposure Factor, Ce Pf min = 0.0 psf Exposure of roof Terrain Full Partiall Sheltered Flat Roof Snow Load Pf= 17.5 psf A 0.9 1.1 1.3 Rain on Snow Surcharge = B 0.9 1.0 1 2 0.0 psf C Unobstructed Slippery 0.9 1.0 1.1 Surface(per Section 7.4) = no D 0.8 0.9 1.0 Sloped-roof Factor Above treeline 0.7 0.8 n/a Cs = 1.00 Alaska-no trees 0.7 0.8 n/a Design Roof Snow load = 17.5 psf ("balanced"snow load) NOTE:Alternate spans of continuous beams and other areas shall be loaded with half the Building Official Minimum = 25.0 psf design roof snow load so as to produce the Unbalanced Snow Loads-for Hip&Gable roofs only greatest possible effect-see code. 70/W+0.5= 3.0 deg Unbalanced snow loads must be applied Windward snow load= 5.3 psf =0.3*Pf*Cs Leeward snow load= 30.2 psf =1.2(1+b/2)Ps/Ce Leeward Snow Drifts-from adjacent higher roof Upper roof length lu = 25.0 ft Projection height h = 8.0 ft 1.4 Lu Building separation s = 0.0 ft Adjacent structure factor 1.00 Surcharge Load Snow density y = 17.3 pcf Due to Drifting Balanced snow height lib = 1.01 ft he = 6.99 ft h hd pd ' ,t4 hc/hb =6.9 Therefore, design for drift on r%, !,% { i #"'f �' j 'c. Balanced Snow Load Drift height • !!/1�!!!! !! hd •= 1.56 ft Drift width w = 6.23 ft Surcharge load: pd=y*hd= 26.9P sf Windward Snow Drifts-A.ainst walls Zara.ets etc more than 15'Ion!. Building roof length lu = 25.0 ft Projection height h = 8.0 ft Snow density y = 17.3 pcf Balanced snow height hb = 1.01 ft he = 6.99ft hc/hb =6.9 Therefore, design for drift Drift height lid = 1.17 ft Drift width w = 4.67 ft Surcharge load: pd=y*hd= 20.2 psf Bradford Conrad Crow Engineering Co. JOB TITLE Bradford Residence ' 9925 SW Nimbus Ave.Suite 110 12200 SW 127th,Tigard,OR Beaverton,OR 97008 JOB NO. 503-213-2013 SHEET NO. CALCULATED BY JFB DATE fax 503-213-2018 CHECKED BY DATE Roof Design Loads Items 1Description Multiple ( psf(max) Roofing � psf(min) Asphalt Shingles w/roll roofing 3.0 2.0 Deck 5/8"plywood/OSB Framing TJI @ 24" 2.0 2.2 1.8 1.0 Insulation R-30 Fiberglass insul. x 2.0" 1.8 0.9 Ceiling 5/8"gypsum x 1 ply(s) 2.8 Sprinklers None 2.5 0.0 0.0 Mech&Elec Mech.&Elec. 2.0 0.0 Misc. Misc. 1 0.5 0.0 Actual Dead Load ® 14.3 0 8.2 Use this DL instead 0 15.0 0 9.0 Live Load 20.0 0.0 Snow Load 25.0 0.0 Wind(zone 2 100sf) 10.0 -21.0 ASD Loading Dead+Snow Load 39.3 - Dead+0.75(Wind+Snow)Load 40.6 - 0.6*Dead+Wind Load - -15.6 LRFD Loading 1.2D+1.6 S +0.8W 65.2 - 1.2D+1.6W+0.5S 45.7 - 0.9D+ 1.6W - -25.6 Roof Live Load Reduction Roof angle 3.00/12 14.0 deg 0 to 200 sf: 20.0 psf 200 to 600 sf: 24_0.02Area,but not less than 12 psf over 600 sf: 12.0 psf 300.0 sf: 18.0 psf 400.0 sf: 16.0 psf 500.0 sf: 14.0 psf User Input: 450.0 sf: 15.0 psf Bradford Conrad Crow Engineering Co. JOB TITLE Bradford Residence 9925 SW Nimbus Ave.Suite 110 12200 SW 127th,Tigard,OR Beaverton,OR 97008 JOB NO. SHEET NO. 503-213-2013 CALCULATED BY JFB DATE fax 503-213-2018 CHECKED BY DATE Floor Design Loads Items Description Multiple Ipsf(max) ipsf(min) Flooring Carpet&pad 1.0 1.0 Topping None x 4.25" 0.0 0.0 Deck/Sub-floor 3/4"plywood/OSB 2.7 2.3 Framing TJI @ 24" 2.0 1.0 Other 1/2"gypsum board x 0.75" 1.7 1.5 Ceiling 1/2"gypsum board x 1 ply(s) 2.2 2.0 Sprinklers None 0.0 0.0 Mech&Elec Mech.&Elec. 2.0 0.0 Misc. susp racks in shop below 20 10.0 0.0 Misc. None 0.0 0.0 Actual Dead Load 0 21.6 ® 7.8 Use this DL instead 0 100.0 0 50.0 Partitions 0.0 0.0 Live Load 50.0 0.0 Total Live Load 50.0 0.0 Total Load 71.6 7.8 FLOOR LIVE LOAD REDUCTION (not including partitions) NOTE:Not allowed for assembly occupancy or LL>100psf or passenger car garages,except may reduce columns 20%if 2 or more floors&non-assembly IBC &FBC alternate procedure Smallest of: L=Lo(0.25+15/4KI,I;AT) R=.08%(SF-150) Unreduced design live load: Lo= 50 psf R=23.1(1+D/L)= 33.1% R=40%beams;60%columns Floor member KLL= 2 Tributary Area AT= 300 sf R= 12.0% Reduced live load: L= 43.1 psf Reduced live load: L= 44.0 psf Columns(2 or more floors) KLL= 4 Tributary Area AT= 500 sf R= 28.0% Reduced live load: L= 29.3 psf Reduced live load: L= 36.0 psf Bradford Conrad Crow Engineering Co. 9925 SW Nimbus Ave.Suite 110 JOB TITLE Bradford Residence Beaverton,OR 97008 12200 SW 127th,Tigard,OR 503-213-2013 JOB NO. SHEET NO. fax 503-213-2018 CALCULATED BY JFB DATE t CHECKED BY DATE •�'4 C" 1-ear-+ F�aC. 1a1 '¢1 ! I J 1 ei 3OIs; — Sk 2-*%, L - !3=' t,„, 2.v w Z,c 12 t-so r2 c 24 Qt o • i442 ZIL 2.11 Aki' ' L. � < j � ;212- 3 CB ) '76 ✓— cosi @ FZ Ceps2. L- 2-,q, Bradford Conrad Crow Engineering Co. 9925 SW Nimbus Ave.Suite 110 JOB TITLE Bradford Residence Beaverton,OR 97008 12200 SW 127th,Tigard,OR 503-213-2013 JOB NO. SHEET NO. CALCULATED BY JFB DATE 1. - fax 503-213-2018 CHECKED BY DATE EA - L.- tet w 2 - 6, ..--3-(1 b> -F- it) C E),‘) 4..5l 1 a -.i.. A6 e) ez IC p"1 I Z .. 1 - . t 0 0- 1`- :, f- t_o n( -P12,-,6%,,N‘ l e-J G L --- 11.S ` w p_ 36 ?\i Ute— 14(a>� g0 u tls Qy 0 a W. 11 V� 57,0 4 ' 4--m 9 -- -Sy S 31pvi S.W. : g4 X33 —A.--7-1(... c . '; 4----71 W z (/ozS1 i_____A______tzs- = 2? -- s ° '00- s 3-. p t =1 Bradford Conrad Crow Engineering Co. JOB TITLE Bradford Residence 9925 SW Nimbus Ave.Suite 110 12200 SW 127th,Tigard,OR Beaverton,OR 97008 JOB NO. SHEET NO. 503-213-2013 CALCULATED BY JFB DATE fax 503-213-2018 CHECKED BY DATE /4 D D .FiZ,d- 11)3 L, I RA- Lc ;g.t QNB A,D0 - a P LL c, . ' � , Le) k (7r� +yr' �_' kyra Zx z2 1 2 e Z.1"0c_ Bradford Conrad Crow Engineering Co. JOB TITLE Bradford Residence 9925 SW Nimbus Ave.Suite 110 12200 SW 127th,Tigard,OR Beaverton,OR 97008 JOB NO. SHEET NO. 503-213-2013 CALCULATED BY JFB DATE I '- fax 503-213-2018 — �� CHECKED BY DATE Z- L= 9 s z.. `4 . aR. , P L 4 t.,,..,>Q..- 2 c 1 s-0 if-o& EY, V� 4 c Z ,Z+0.2 (151ES 71 71 cru ',fr AA. ' l tqa too TLI rc a30 ,t 1. _ S t 2 (c,S)-f' /0(4 1. Z&t) ? � � (,? = 2(40) 7)L5,5\)-7 / 12P X 7: 1S23l� i i3 [ 2 �-?( � (��)4. 2 (i)' ., F , a) 13Q'' (in,..-7 ..4, 130;-)(6)(.4„, ....76 402 t�l� Bradford Conrad Crow Engineering Co. JOB TITLE Bradford Residence 9925 SW Nimbus Ave.Suite 110 12200 SW 127th,Tigard,OR Beaverton,OR 97008 JOB NO. SHEET NO. 503-213-2013 CALCULATED BY JFB DATE /41-77-7f4--- u fax 503-213-2018 CHECKED BY DATE BEP4rY\ 2S4- .0=7 r:.,s L,t_ 4 o - '( /V or-0 Ak f (6, � L — v 40 = .� Cis �= � 4 2.5) � ti o /4-6(&,.5)1-4 - 716 6t2 112 (Z) Bradford Conrad Crow Engineering Co. • . 9925 SW Nimbus Ave.Suite 110 JOB TITLE Bradford Residence Beaverton,OR 97008 12200 SW 127th,Tigard,OR 503-213-2013 JOB NO. SHEET NO. CALCULATED BY JFB DATE - fax 503-213-2018 CHECKED BY DATE ,.. k.....L...001 . A-------- -- ( Li 1P.J T --_ �5 it LA){. k,,'—e W3 t..A w ,...,, 7,...,4 A , 4 _ � 1 3 -Si ps-t r 3 ^ f 63z . — ►3, 6, • 7 5 7 WI -- 41 (13.3') ; 5' rl-S. r D -?. K (3-7-- 7 5 2 — 4 (_ 13,)s --- 5'5 P"P = a x = .."j�� F,„)-12x,4(. .27: "775-i� 7/1:::: e S Lc.7 r X35 (‘9,7.12�hot1 (4J3-� � t� W, - 4(3)(6..0),7- S 4 1, 0 _ (57) )6 L) 7 _ L,'(13N)(i7-,7%)--- 4"1-5-) 3 ------ o6 S'�' W � - 2.'I 0 a� Bradford Conrad Crow Engineering Co. JOB TITLE Bradford Residence 9925 SW Nimbus Ave.Suite 110 12200 SW 127th,Tigard,OR Beaverton,OR 97008 JOB NO. SHEET NO. 503-213-2013 CALCULATED BY JFB DATE fax 503-213-2018 CHECKED BY DATE rz N'w - 'fa Tr— R<)0 123 -11->7 cr-2.)[(10' )(142)(1 ps4) 4., 4103 tor.= fi. 5 .7E1 7E , cal j 21i-` ��5 (i ) 44'(t1 ( `3 P.�-s's}J-3 - 37 3 pL ,7t-4 ,a?e [101(15 ) ( 15-p -sr) ] -- 17 Z. . o7cj CIo (lU> — 3tl 07E : ,oen I2.1)(3`d) $r e 2 as L5 �,•� 1327 1 U0 Cn.41Q,ai`- 0 - f'5,.ea E? b = /43 -2- RR2. z = ( -, 7) + (E .+ .z �T•3 4. -a E(,)—.2. - 67 315 3 M `t, Ets "� 3 4-E,4)..1„ . 4 9 b`y Bradford Conrad Crow Engineering Co. JOB TITLE Bradford Residence 9925 SW Nimbus Ave.Suite 110 12200 SW 127th,Tigard,OR Beaverton,OR 97008 JOB NO. SHEET NO. ' 503-213-2013 CALCULATED BY JFB DATE fax 503-213-2018 CHECKED BY DATE `E-.,-- w S.S I. M4 C_ 01-4 1 7 E. „:„.. . 0.7 x 3,::51:--77:32; 1:.5, :4 s,crst9 r„,4„)6;51 T ...„..._. pr,2 i______ T-# t 3' 0 9 [(13 )( ''''S--) .- 5. 74 g.23 _ i2 3's, -- 2 ` 7�� Bradford Conrad Crow Engineering Co. JOB TITLE Bradford Residence 9925 SW Nimbus Ave.Suite 110 12200 SW 127th,Tigard,OR Beaverton,OR 97008 JOB NO. SHEET NO. • 503-213-2013 CALCULATED BY JFB DATE fax 503-213-2018 CHECKED BY DATE • 2.- flexc s-,5--` 1 12: 1 ra,_410_,S 4_44 r .: 12, p �'t-tt. 1cm )?_ 3 001 I C ' rb ;as 2:)( /75) 4-- 3. 7 + 9 c, as /L:) ,. 2_ wo« ar 1.03 ..: 10 (3)( )5-) •4 6, i .--I> :5 ) (5, 25)0%2) -:-- Co 5 8 1.., 3 .' 2- sAt ' /0)C-.1,) ® I bate' ' a4(4t.5)-c- L?...'"? (Z e.M 4 •;)]6 5-B 6 o . $i1s 6 /0 67 , r ! `sZ ^ taoa &s,5)4 627(17,) 4 L (3.5„.3> -/ !8o(z93 ,- :” /01 ,tb '� s,;R-ei. GtaJ 1LC�O . 1 1—"----t—._.....,� Ili �'i01��� Bradford Conrad Crow Engineering Co. JOB TITLE Bradford Residence 9925 SW Nimbus Ave.Suite 110 12200 SW 127th,Tigard,OR Beaverton,OR 97008 JOB NO. 503-213-2013 SHEET NO. CALCULATED BY JFB DATE fax 503-213-2018 CHECKED BY DATE TZ, 4et 51:9 TZ Ez7C,(3;")(i ± t o 16(34) — 7/.0 C9) I s == q-Z.d 5--- I 6 U S' SI NLr'S o,-a ,N —5t skt R VW" i t r." ( E . 72112.p4)(11)) 2,6) ÷ (.8"i'.14:)(!) E [C 12)(2. )(2 /11 Y2, )3 E•7 rt) 61)(2'1 R t‘6-1) 0.s + 4-rs-(2. ,r) .� 21 4` (4o.5 ! 715 R z EZ i? + 5067.5-� 4 re, (15;3)4 2.3(.�� Its WI Bradford Conrad Crow Engineering Co. JOB TITLE Bradford Residence , 9925 SW Nimbus Ave.Suite 110 12200 SW 127th,Tigard,OR Beaverton,OR 97008 JOB NO. SHEET NO. 503-213-2013 CALCULATED BY JFB DATE - fax 503-213-2018 CHECKED BY DATE ..1„j, 1?-4 1, 25- \V--6 R 11:1.**„..,..,,,,,... ......m - i .? LI-r: A '1 S 6 3)05 i?.S . 1 7'(I°P14:)3. 1 b 12I = 26 -- ,1 R‘,.. ----. a ' ) = z o. �. -,. �° �'_y = k_, (,,� 1 -� �y — 2(^, (I. zo = 227 3 91) 123. .: c27- - LCo - 24,. ' '7 -411 - 192 (?6= cit1 4 2 .,Cs (J (9 , --.L..c.)07... 0 i.. ...?-444-2-6-04-- ' 6..„.,.) 1'f...).b e---4.) 1.rrla-,4L-k':\) Vor 42o '- .760,$) - !U/ I..- / 747'6 ,17- _ L 47 �: ) ac). P''$ 3 1 u 4.1 a w c.� 13 I 7 10 t8, ()s� + cit, 6s� e 2oor' Bradford Conrad Crow Engineering Co. JOB TITLE Bradford Residence 9925 SW Nimbus Ave.Suite 110 12200 SW 127th,Tigard,OR Beaverton,OR 97008 JOB NO. 503-213-2013 SHEET NO. CALCULATED BY JFB DATE fax 503-213-2018 CHECKED BY DATE 12t. 6 r C>1.. ..-74-1-2,41.,4,,kt... (-L-)i l''' 0 C.,0-172-QL) g -TL. , 1Z. /P /U 4.---lift '2"c�, I t?- i Lv 4.0 F44 42. t8 31 I 1v) .- 3 I (1�, z 3 -4- 2(3/t)-1- Go('4 (44I) +-7. "} _ I F -- o 1 2? �0E ► - �� 010 - twat, ~ (92.......- -3 7 g "'rt. A -= 291S /3 V3 ***. iv . el — _ I\ca —6,...21,. .>: "722. Ve- l$(te:) t$° 1)? ►i ' /4-�,�� t�,J0 -.cr 14 r c --- $ c _ 4,4.. Bradford Conrad Crow Engineering Co. JOB TITLE Bradford Residence 9925 SW Nimbus Ave.Suite 110 12200 SW 127th,Tigard,OR Beaverton,OR 97008 JOB NO. 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SHEET NO. • 503-213-2013 CALCULATED BY JFB DATE fax 503-213-2018 CHECKED BY DATE 01,, t Zo 5-(a) -- / -011' U s . c2-4 S��S►�,.�C tiL rN G / 0(Z + /Z444 ) 2 9 p , ca'7B0722;)(! "p ) 850 15 r Vso 4 2(00I s /!>0 /6 ///o 5- r ' Br ad f 99 so�rad Crow W Nimbus Eaginee • Beaverton,O ie-Suite 110 Co. 503.213 ;lie- 0 fax 503.213�01g ADB TIT(E Br adford CA&c Jog No 12200 SW 127th 27 Residence � er _z.`4,'" s Ge. tkATFp BY th3 Tigard ` '`-o A CNBCKBC BY JFB SM pR DATE 1.• Gs$ O , e,iv-77, (31..t_re4 i / �- 4g4'S �" `°7s = q`9 7 ? f.. I.7s1 8d 4c,- • � E eQ _ z �, - V= 7/5- > 4 f 117 /2v It‘,, 2'0F A lcc� - - ' a?o 20p + )�/ r 7' L�, 1.1c7-7.-t7c..a .) CIS 1�''=�' f A (0 P `7� ,R,. k ,� 1 �4 o it.e, -6,LL 44) sk COP-r) �� G r',c7 DEL P Bradford Conrad Crow Engineering Co. • 9925 SW Nimbus Ave.Suite 110 JOB TITLE Bradford Residence Beaverton,OR 97008 12200 SW 127th,Tigard,OR 503-213-2013 JOB NO. SHEET NO. f?I IIIfax 503-213-2018 CALCULATED BY JFB CHECKED BY DATE � �9 DATE C-_-ECIC 4,1A1,--1-- - ^ "BOOµ I1 I1 /� 4 .' ii ______1_,___ 1'7 ti, 4. 0,-,I..,-)‘-; t` ft e �..�,t...14,0 r - - '. --117.'r'tti4' - ,/ r i L-..... ..... 9 0,-. T(C � ; /11(1 /'.$"� 1.2 U S % l��t f 4'4' 7,2s �_ I Sz 410 7.7"./C. -7.-- 2.boa LetIA— )338 / b 1 t)5 =,:-.T-2.2‘ amt. s.ct s rt r p 71C.2 2,0 �. .25-:a., 2* Z,v Ott_ (8) - ) tc'-,) 4,_ 7 zz (7) , a ` Z, li SE Nov 2— sus I 4" M • i ' O . BEAM-COL GLU-LAM BEAM/COLUMN CALCULATOR MARK J1 61 82 `' B3 B3 ALT, 64 S iJ'F1 R9 R2 .` R4 R5.' R64 R$6 PB2 2x4 MAT.GR. Material,Grade 2X12 DF2 2X12 DF2 2X12 DF2 2X12 DF2 2X12 DF2 2X12 DF2 2X12 DF2 DFSTD REP REP REP REP 2.0PSL 2.0LVL REP REP REP 4X6 DF2 REP DF1 B&S 2X6 DF2 2X6 DF2 b= Width(in) 1.5 4.5 7.5 6 3.5 3.5 1.5 1.5 1.5 3.5 1.5 5.5 3 3 d= Depth(in) 11.25 11.25 11.25 11.25 11.25 11.875 11.25 11.25 11.25 5.5 3.5 7.5 5.5 5.5 d'= Notched Shear Depth(in) 11.25 11.25 11.25 11.25 11.25 11.875 11.25 11.25 11.25 5.5 3.5 7.5 5.5 5.5 Cd= Load Duration Factor 1 1 1 1.15 1 1 1 1.15 1.15 1.15 1.15 1.15 1.15 1 Wet Use? Apply wet use factors. Insized? , Apply insizing reduction factors AXIAL(1+) Axial load:Tension(+),Compression(,)Kips0 0 0 0 0 0 0 0 0 0 0 0 0 -3.4 Bolt Dia.(in)= For net section cak 0 0 0 0 0 0.75 0.75 0.75 0.75 0.75 0.75 0 0.75 0.75 No Bolts For netsecttgn Calc 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Net section= Net area 16.88 50.63 84.38 67.50 39.38 41.56 16.88 16.88 16.88 19.25 5.25 41.25 16.50 16.50 ex(in)= Eccentricityx axis(in) 0 0 0 0 0 0 0 0 0 0 0 0 0 1 ey(in)= Eccentricity y axis(in).- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Lx(ft)= Unbraced length,x-axis 12 13 13 13 13 13 12 13 13 9 4 12.5 6.5 8 Ly(ft). Untraced length,y-axis ' 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Kex= Buckling length coeficient-x-axis : 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Key= Buckling length coeficlent-y-axis 1 1 1 1 1 1 1 1 1 1 1 1 1 1 lu(ft)= Unbraced length for bending 1 1 1 1 1 1 1 1 1 1 1 1 1 1 le factor Effective length factor from AITC table 5.3 1.93 1.93 1.93 1.93 1.93 1.93 1.93 1.93 1.93 1.93 1.93 1.93 1.93 1.93 le(ft)= 1.93 1.93 1.93 1.93 1.93 1.93 1.93` 1.93 1.93 1.93 1.93 1.93 1.93 1.93 Mx(ft-k).= Other Applied-Moment x-axis 0 0 12.487 11.32 11.32 0 0 0 0 0 0 0 0.74 0 My(ft-k).= Other Applied Moment y-ayis ' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L(ft)for Cv= Beam length for bending.,Cv;calculation. 13 11 13 13 13 13 12.5 13 13 9 4 13 6.5 8 Vx(k)= Other Applied Shear x-axis ,` 0 0 3.3 3.56 3.56 0 0 0 0 0 0 0 0.523 0 VY(k)= Other Applied Shear y-ayis 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Span L(ft)= Simple Span Beam span 12.8 11 13 13 13 12.75 12.5 13 13 9 4 12.5 6.5 8 Dead Loads w Uniform load(k/ft) 0.02 0.065 0 0 0 0.283 0.03 0.03 0.03 0.04 0.02 0.075 0.02 0 P1 Conc load at midspan(K) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P2 Concentrated equal loads at 1/3 pts(K) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P3 Concentrated equal loads at 1/4 pts(K) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Live Loads w Uniform load(K/FT) 0.1 0.39 0 0 0 0.6 0.08 0.09 0.05 0.133 0.05 0.25 0.06 0.01 P1 Conc load at midspan(K) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P2 Concentrated equal loads at 1/3 pts 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P3 Concentrated equal loads at 1/4 pts(k) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 M DL= Computed simple span beam moments 0.41 0.98 0.00 0.00 0.00 5.75 0.59 0.63 0.63 0.41 0.04 1.46 0.11 0.00 M LL= 2.05 5.90 0.00 0.00 0.00 12.19 1.56 1.90 1.06 1.35 0.10 4.88 0.32 0.08 V DL= Computed simple span beam shears 0.13 0.36 0.00 0.00 0.00 1.80 0.19 0.20 0.20 0.18 0.04 0.47 0.07 0.00 V LL= 0.64 2.15 0.00 0.00 0.00 3.83 0.50 0.59 0.33 0.60 0.10 1.56 0.20 0.04 MxTotal= 2.46 6.88 12.49 11.32 11.32 17.94 2.15 2.54 1.69 1.75 0.14 6.35 1.16 0.36 MyTotal= 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vx design= 0.77 2.50 3.30 3.56 3.56 5.63 0.69 0.78 0.52 0.78 0.14 2.03 0.78 0.04 Vy design= 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Fby= 1242 1242 1242 1242 2800 2900 1242 1242 1242 1229 632 1350 1345.5 1345.5 Fvx= 95 95 95 95 290 285 95 95 95 95 95 170 95 95 Fvy= 95 95 95 95 210 285 95 95 95 95 95 170 95 95 column action Kee= .3 VISUAL GRADED,.418 GL 0.3 0.3 0.3 0.3 0.418 0.418 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 FcEx= 2930 2496 2496 2496 4348 4844 2930 2496 2496 1245 2233 1200 2387 1576 FcEy= 7500 67500 187500 120000 71118 71118 7500 7500 7500 40833 6563 100833 30000 30000 FcEIF'c= ,,, 5.56 50,00 138.89 77.29 24.52 25.86 5.56 4.83 4.83 23.91 4.08 94.79 17.57 20.20 Page 1