The URL can be used to link to this page

Specifications (28) �cST.LU (Ge T72.5-SA2 sem !WI Voelker Engineering, Inc. 1911 116t Avenue NE,Bellevue, WA 98004 425-451-4946 i • DR Horton Plan 3725 Heritage Crossing Lot 2 OCT 2 5 2016 Tigard, Oregon ;11 , k K 'A F I1k7t o RD 6t gt Structural Calculations September 12, 2016 JN 10051.4 Building Code: 2014 OSSC Snow load: 25psf Roof Dead load: 15psf Floor Live load: 40psf Floor Dead load: 10psf Wind: 120mph Exposure B Seismic: Soil class D Spectral Response Coefficients Ss = 1.58, 51 = .55 INDEX PAGES Lateral analysis L1-15 Roof framing R1-2 Upper floor framing UF1-11 Main floor framing MF1 Tall studs at dropped garage 51-2 • v.1 w sy • oxta,. '+r 75,` 4Q. ACES V��y EXPIRES: 6/25//7 Voelker Engineering, Inc. 1911 116t Avenue NE,Bellevue, WA 98004 425-451-4946 DR Horton Plan 3725 Structural Calculations November 20, 2014 JN 10051.4 Building Code: 2014 OSSC Snow load: 25psf Roof Dead load: 15psf Floor Live load: 40psf Floor Dead load: IOpsf Wind: 120mph Exposure B Seismic: Soil class D Spectral Response Coefficients Ss = 1.58, S1 = .55 INDEX PAGES Lateral analysis L1-15 Roof framing R1-2 Upper floor framing UF1-11 Main floor framing MFI Tall studs at dropped garage S1-2 Voelker Engineering, Inc. 11/20/14 Job 10051.4 1911 116th Avenue NE Page L1 Bellevue,WA 98004 DR Horton Plan 3725 Lateral Analysis of Wind forces(ASCE 7-10,2012 IBC) Design wind pressures and forces are determined per equations given in section 28.4-1 System Type Structure Type Equation Main Wind-Force Low-Rise Buildings p :gh•[(GCpf)-(GCpi)] Resisting System Gable Roof qh : at mean roof height h GCpf : Figure 28.4-1 GCpi :Table 26.11-1 Velocity Pressure Calculations,qh Velocity pressure qh is calculated in accordance with section 28.3.2. qh=Velocity pressure @ mean roof height(h) qh =Constant• Kh • Kzt• Kd •V 2 qh =Velocity pressure @ height(h) Where: Constant = Numerical constant '/ • [(Air density lb/cu ft)/(32.2 ft/s2)]• [( mi/h )(5280 ft/mi) • (1 hr/3600 s)]2 = 0.00256 Mean Sea Level = 0.00 ft Air Density @ MSL = 0.0765 Ib/cu• Category = II Exposure Category = B (Urban areas) Alpha = 7 Zg = 1,200.00 ft Basic Wind Speed = 120.00 mph Mean Roof Height = 25.00 ft 10051.4 ASCE7-10.xls Voelker Engineering, Inc. 11/20/14 Job 10051.4 1911 116th Avenue NE Page L2 Bellevue,WA 98004 DR Horton Plan 3725 Velocity Pressure Calculations,qz(Cont.) Where : Kh = Velocity pressure coefficient @ height z 2.01•(Z/Zg)^(2/Alpha)for 15 ft<=Z<=Zg = 2.01 • (15/Zg)^(2/Alpha)for Z< 15 ft 0.7 Kzt = Topographic factor obtained from Fig.6-4 (1 + K1 • K2 • K3)2 Kzt @ h = 1 Kd = Wind directionality factor obtained from Table 6-4 0.85 qh = 21.95 (psf) Internal Pressure Coefficient, GCpi,TABLE 26.11-1 Enclosure Classification GCpi+ GCPi- Ri GCpi+ GCPi- Partially enclosed buildings 0.55 -0.55 1 0.55 -0.55 Roof Angle 30.1 degrees External Pressure Coefficient-Load Case A (psf) (psf) (psf) 1 0.56 21.95 0.55 -0.55 0.22 24.37 2 0.21 21.95 0.55 -0.55 -7.46 16.68 3 -0.43 21.95 0.55 -0.55 -21.51 2.63 4 -0.37 21.95 0.55 -0.55 -20.2 3.95 1E 0.69 21.95 0.55 -0.55 3.07 27.22 2E 0.27 21.95 0.55 -0.55 -6.15 18 3E -0.53 21.95 0.55 -0.55 -23.71 0.44 4E -0.48 21.95 0.55 -0.55 -22.61 1.54 p+uses GCpi+ p-uses GCpi- 10051.4 ASCE7-10.xls • Voelker Engineering, Inc. 11/20/14 Job 10051.4 1911 116th Avenue NE Page L3 Bellevue,WA 98004 DR Horton Plan 3725 External Pressure Coefficient-Load Case B 1 -0.45 21.95 0.55 -0.55 -21.95 2.2 2 -0.69 21.95 0.55 -0.55 -27.22 -3.07 3 -0.37 21.95 0.55 -0.55 -20.2 3.95 4 -0.45 21.95 0.55 -0.55 -21.95 2.2 5 0.4 21.95 0.55 -0.55 -3.29 20.85 6 -0.29 21.95 0.55 -0.55 -18.44 5.71 1E -0.48 21.95 0.55 -0.55 -22.61 1.54 2E -1.07 21.95 0.55 -0.55 -35.56 -11.42 3E -0.53 21.95 0.55 -0.55 -23.71 0.44 4E -0.48 21.95 0.55 -0.55 -22.61 1.54 5E 0.61 21.95 0.55 -0.55 1.32 25.47 6E -0.43 21.95 0.55 -0.55 -21.51 2.63 Wind Pressure Zones-Sums of positive and negative pressures Transverse Direction Load Horizontal Pressures Case A B C D 1 15.41 5.28 12.25 4.23 Longitudinal Direction Load Horizontal Pressures Case A B C D 1 15.41 5.28 12.25 4.23 10051.4 ASCE7-10.xls Voelker Engineering, Inc. 11/20/14 Job 10051.4 1911 116th Avenue NE Page L4 Bellevue,WA 98004 DR Horton Plan 3725 Light Wood Frame Construction? Y Mean Roof Height 21.25 ft Maximum Height 24.5 ft Building Width 40 ft Building Length 50 ft Roof Plate Ht 18 ft Upper Fl Plate Ht 9 ft End Zone Calculations-Front to Rear Direction .1xWidth 4.0 .4xHeight 8.5 .04xWidth 1.6 4.0 3.0 3.0 4.0 <--- End Zone Length= 4.0 ft End Zone Calculations-Left to right Direction .1xWidth 5.0 .4xHeight 8.5 .04xWidth 2.0 5.0 3.0 3.0 5.0 <--- End Zone Length= 5.0 ft 10051.4 ASCE7-10.xls Voelker Engineering, Inc. 11/20/14 Job 10051.4 1911 116th Avenue NE Page L5 Bellevue,WA 98004 DR Horton Plan 3725 Wind Analysis FRONT TO REAR DIRECTION Building Width 40 ft Zone 1 Zone 2 Zone 3 Zone 4 Type 1 2 1 1 End Zone y y y y Height Width Height Width Height Width Height Width ft ft ft ft ft ft ft ft 24.5 20 24.5 20 24.5 0 24.5 0 18.0 20 18.0 20 18.0 0 18.0 0 9.0 20 9.0 20 9.0 0 9.0 0 Type 1 =Transverse Type 2 = Longitudinal or Gable End Wind Pressures Zone 1 Zone 2 Zone 3 Zone 4 End Zone End Zone End Zone End Zone 4.23 5.28 12.25 15.41 4.23 5.28 4.23 5.28 12.25 15.41 12.25 15.41 12.25 15.41 12.25 15.41 12.25 15.41 12.25 15.41 12.25 15.41 12.25 15.41 Load to roof plate Vw= 4571 lb Load to upper floor plate Vw= 4638 lb Load to main floor plate Vw= 0 lb Total= 9209 lb Minimum Design Wind Loads ASCE 7-10 Total Wind Load= 7056 lb OK 10051.4 ASCE7-10.xls Voelker Engineering, Inc. 11/20/14 Job 10051.4 1911 116th Avenue NE Page L6 Bellevue,WA 98004 DR Horton Plan 3725 Wind Analysis LEFT TO RIGHT DIRECTION Building Width 50 ft Zone A Zone B Zone C Zone D Type 2 1 1 1 End Zone y y n y Height Width Height Width Height Width Height Width ft ft ft ft ft ft ft ft 24.5 12.5 24.5 18 24.5 0 24.5 0 18.0 25 18.0 18 13.0 12 18.0 0 9.0 25 9.0 18 9.0 12 9.0 0 Type 1 =Transverse Type 2= Longitudinal Wind Pressures Zone A Zone B Zone C Zone D End Zone End Zone End Zone End Zone 12.25 15.41 4.23 5.28 4.23 0.00 4.23 5.28 12.25 15.41 12.25 15.41 12.25 0.00 12.25 15.41 12.25 15.41 12.25 15.41 12.25 0.00 12.25 15.41 Load to roof plate Vw= 4434 lb Load to upper floor plate Vw= 5981 lb Load to main floor plate Vw= 0 lb Total= 10415 lb Minimum Design Wind Loads ASCE 7-10 Total Wind Load= 7894 lb OK 10051.4 ASCE7-10.xls Voelker Engineering, Inc. 11/20/14 Job 10051.4 1911 116th Avenue NE Page L7 Bellevue,WA 98004 DR Horton Plan 3725 Lateral Analysis of Seismic forces(2012 IBC) Distribution of Building Weight Roof Area Weight Ave.height ftA2 psf ft 1400 13.1 18 Interior walls Wall Wt Wall Ht Wall L psf ft ft 6.5 8 180 Exterior walls Wall Wt Wall Ht Wall L psf ft ft 8 8 170 Upper Floor Area Weight Ave. height ft^2 psf ft 1825 10 9 Interior walls Wall Wt Wall Ht Wall L psf ft ft 6.5 9 120 Exterior walls Wall Wt Wall Ht Wall L psf ft ft 8 9 180 10051.4 ASCE7-10.xls Voelker Engineering, Inc. 11/20/14 Job 10051.4 1911 116th Avenue NE Page L8 Bellevue,WA 98004 DR Horton Plan 3725 Lateral Analysis of Seismic forces(2012 IBC) Soil Class= D le = 1.00 R = 6.50 Structure Height= 21.25 ft Spectral Response Acceleration Coefficients Site Coefficients Ss= 1.58 Fa= 1.00 S1 = 0.55 Fv= 1.50 Sms= 1.58 Sds= 1.05 Sm1 = 0.825 Sd1 = 0.55 Sesimic Design Category= D Structure Fundamental Period= 0.20 Seconds Cs Determination(ASCE 7) Sds/(R/le) 0.162 Sd1/(R/le)/T 0.428 Cs= 0.162 Ultimate Vs= 0.116 x Wt Working Stress Distribution of Shear to Stories Level Vs wx % Vs Roof 3299 59384.01 0.598 4627 <--- Upper floor 4442 39981.83 0.402 3115 <--- Main floor 0 0 0.000 0 <--- Total 7742 99366 7742 lbs Redundancy Check rho max=1.00 Front/Rear rho max= 1.00 Left/Right 10051.4 ASCE7-10.xls Voelker Engineering, Inc. 11/20/14 Job 10051.4 1911 116th Avenue NE Page L9 Bellevue,WA 98004 DR Horton Plan 3725 Allowable Shearwall Forces Typ.Walls -7/16 OSB,8d Common Nails, 1 3/8"minimum penetration into framing. Wind Resistance(Includes 40%increase per 2306.3.1) Allow v P6 266 plf P4 490 plf P3 637 plf P2 833 plf Seismic Resistance(based on 2:1 height/width ratio) Allow v P6 242 plf P4 350 plf P3 455 plf P2 595 plf Anchor Bolts (5/8"bolts, HF plates,Allow Vw= 1.6 x 860=13761b,Vs=1.4 x 860=12041b) Allow Vw(plf) Vs(plf) P6 2x sill plates 48"o.c. 344 301 P4 2x sill plates 32"o.c. 516 452 P3 2x sill plates 16"o.c. 1032 903 P2 2x sill plates 16"o.c. 1032 903 Simpson MASAP Standard Installation,Allow Vw=13051b,Vs=1060lb Allow Vw(plf) Vs(plf) P6 2x sill plates 48"o.c. 326 265 P4 2x sill plates 32"o.c. 489 398 P3 2x sill plates 16"o.c. 979 795 P2 2x sill plates 16"o.c. 979 795 10051.4 ASCE7-10.xls Voelker Engineering, Inc. 11/20/14 Job 10051.4 1911 116th Avenue NE Page L10 Bellevue,WA 98004 DR Horton Plan 3725 Sub-diaphragms-Front/Rear Zone 1 Zone 2 Zone 3 Zone 4 Roof 40 ft 0 ft 0 ft 0 ft Upper 40 ft 0 ft 0 ft 0 ft Force Distribution to Walls-Front/Rear Roof Plate Level Sum of Walls Total Grid 1 16 23 39 Grid 2 27 27 Grid 3 0 Grid 4 0 Grid 5 0 Trib. Vs Vw Wall Sum v Uplift Grid 1 20.0 2313 2285 39 59 plf OK Grid 2 20.0 2313 2285 27 86 plf OK Grid 3 0.0 0 0 0 Grid 4 0.0 0 0 0 Grid 5 0.0 0 0 0 Totals 40 4627 4571 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid 1 0 0 0.00 1.00 Grid 2 0 0 0.00 1.00 Grid 3 0 0 0.00 1.00 Grid 4 0 0 0.00 1.00 Grid 5 0 0 0.00 1.00 10051.4 ASCE7-10.xls Voelker Engineering, Inc. 11/20/14 Job 10051.4 1911 116th Avenue NE Page L11 Bellevue,WA 98004 DR Horton Plan 3725 Force Distribution to Walls-Front/Rear Upper Floor Plate Level Sum of Walls Total Grid 1 20 20 Grid 2 22 22 Grid 3 0 Grid 4 0 Grid 5 0 Trib. Vs Vw Wall Sum v Uplift Grid 1 20.0 3871 4604 20 230 plf P6 2072 Grid 2 20.0 3871 4604 22 209 plf P6 1884 Grid 3 0.0 0 0 0 Grid 4 0.0 0 0 0 Grid 5 0.0 0 0 0 Totals 40 7742 9209 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid 1 0 0 0.00 1.00 Grid 2 0 0 0.00 1.00 Grid 3 0 0 0.00 1.00 Grid 4 0 0 0.00 1.00 Grid 5 0 0 0.00 1.00 10051.4 ASCE7-10.xls Voelker Engineering, Inc. 11/20/14 Job 10051.4 1911 116th Avenue NE Page L12 Bellevue,WA 98004 DR Horton Plan 3725 Sub-diaphragms-Left/Right Zone A Zone B Zone C Zone D Roof 26 ft 15 ft 0 ft 0 ft Upper 19 ft 20 ft 0 ft 0 ft Force Distribution to Walls-Left/Right Roof Plate Level Sum of Walls Total Grid A 3.3 8.2 6.7 4 22.2 Grid B 13 13 Grid C 3 3 3 3 12 Grid D 0 Grid E 0 Trib. Vs Vw Wall Sum v Uplift Grid A 13.0 1467 1406 22.2 66 plf OK NDS 4.3 Ok Grid B 20.5 2313 2217 13 178 plf P6 1424 Grid C 7.5 846 811 12 71 plf OK NDS 4.3 Ok Grid D 0.0 0 0 0 Grid E 0.0 0 0 0 Totals 41 4627 4434 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid A 6.7 443 0.10 1.00 Grid B 0 0 0.00 1.00 Grid C 3 212 0.05 1.00 Grid D 0 0 0.00 1.00 Grid E 0 0 0.00 1.00 10051.4 ASCE7-10.xls Voelker Engineering, Inc. 11/20/14 Job 10051.4 1911 116th Avenue NE Page L13 Bellevue,WA 98004 DR Horton Plan 3725 Force Distribution to Walls-Left/Right Upper Floor Plate Level Sum of Walls Total Grid A 2.9 5.5 3.4 11.8 Grid B 8 11.5 19.5 Grid C 2.95 2.4 2.4 2.95 10.7 Grid D 0 Grid E 0 Trib. Vs Vw Wall Sum v Uplift Grid A 9.5 2226 2863 11.8 243 plf P6 2184 NDS 4.3 P4 Grid B 19.5 3871 5208 19.5 267 plf P4 2403 Grid C 10.0 1645 2345 10.7 219 plf P6 1972 Shearwall ratio>3.5:1 NDS 4.3 P4 Grid D 0.0 0 0 0 Grid E 0.0 0 0 0 Totals 39 7742 10415 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid A 5.5 1037 0.13 1.00 Grid B 8 1588 0.21 1.00 Grid C 2.95 454 0.06 1.00 Grid D 0 0 0.00 1.00 Grid E 0 0 0.00 1.00 10051.4 ASCE7-10.xls Joa 312 7 /00 4 / VOELKER ENGINEERING,INC. SHEET NO. [ 7 OF 1911 116th Avenue NE 2 P .Iv Bellevue,Washington 98004 CALCULATED BY DATE 425-451-4946 i CHECKED BY DATE SCALE . . . .: p. ) • , , , !, , i: , .. , , . , , , , • :.,• .•• • , • i i i L 0 N.. . ! i 1 N. •• a t; ! i 1.A. i I i i I . •I i ..... ....:... a ...,... i . i i i f i t 9 j 1 i i • i r • S i i ! i i i : i i 1 : 1 : i . ; 1 4'. it es46,1 ility. , i , • i 3 • i ! ; .............:............:................._....._:.............c_..........5. ii t i j _.f e. . i i i i t'"' f • d.. t i- i • i i i i ; i i... (. i raaDuer s+4(DO 2054 PON, JOB »v> VOELKER ENGINEERING,INC. SHEET NO. Li 5 OF 1911 116th Avenue NE 7- ZIlU Bellevue,Washington 98004 CALCULATED BY DATE 425-4514946 CHECKED BY DATE SCALE i i.471 ti?/' Z. . te.4,I e/. , ....i..... 1 : 1 :•elvi p_ ii 11 : is t LliCf. I i .et I : , It • • s < . t 1) 1 1 • i I , i . i , : 0 . i i i i ...i... i- i S t ti t i ! i i t_. t i , !I I • i ...._ ..... ._.. _ . ._— - .... --......_.t_.......__i.-_....... .... , t : ! i (k. I i I I I 117 i . i i i i , . E I i I Ei ` ( i i • E i i. 1 i y .... •i I ii.,•:11 ..i“ -0:414,1i. ' 4 1, - T ` I 1 ��: i ` i i I i t 4 ._ .... _ ._ ._. .. ..... _... ..... _._ __. ..... .... .. .... ......... - tiiiii I JY i i ii. i s Si t i t i i I ) IA/ I . + I i_ i. i : ! ! : i i ! II f FT5 ' I i ; • E • I f / `I • . _ _ i i i t' f ! ti i I• I I i 's s I44. i i...__._..i..._...._' I i ! i t 1 1 i k PRODUCTB tpYik81nb1 4Pb1bR JOB VOELKER VOELKER ENGINEERING, INC. SHEET NO. Z 14P OF 1911 116th Avenue NE Bellevue, Washington 98004 CALCULATED BY DATE 7 ' 1 •"L 425-451-4946 CHECKED BY DATE SCALE �!'Vw • • ,012.,40e5e ; of; / A • • • 4 S 3 l 3�z- it a i?X �o-r , gr z s • w : z.Sa_ t sv,� S3 $ �6 f • . ! .i':7' j :7 4,4 1,, i , g. 40.• )% 1 . . . 4 -, i ' : e , . J : , , . : . . ... , : : : . . . : . . . „ : .• : : PRODUCT Z01-t(Singe Sheets)205.1(Padded) JOB VOELKER ENGINEERING, INC. SHEET NO. t OF 1911 116th Avenue NE 5. �).10 Bellevue,Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE ' I — '2 ! 4/4 4LIN. '' i ge,• ,,%-! • ! ! !(,..4. c ,, 46,?•••••*/-••? 1,0• •Ofire ! ! 1 vr - ., . . rt F .i, ; '! freer-€41, : ,e.L ...2 ! o•gicp).• i . , . .. . . . . . .. . . , . . . . . . . . . . . . . • . . • • , • • • , , , , , , , , , , , , , , 1. , , , , f ! i 4dc ' L lc /7 7 09$ , . . • e/ t 6 •• l , vil.i......— ; ] , ;:, Pv .... ...4.s 7 x.. ..; . . . , , . . . . .lt . s . _-, ra`.lt . . . . . . i 0 , ,, ! . . . . . . . . . 1 A , ,J,sL Vic ; , ,s . _.. .. .-...... .r........ .... .. '� Vis ' FieDIWT 201.1(5epe Sheds)2051 EPbdedl BeamChek v2007 licensed to:Voelker Engineering Reg#8111-1879 Date:8/21110 Selection 3-118x 9 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2001 Min Bearing Area R1=4.0 in2 R2=3.0 in2 (1.5)DL Defl= 0.20 in Recom Camber=0.31 in Data Beam Span 7.0 ft Beam Wt per ft 6.83# Reaction 1 TL 2584# Reaction 2 TL 1944# Bm Wt Included 48# Maximum V 2584# Max Moment 5799'# Max V(Reduced) 2159# TL Max Defl L/240 TL Actual Defl L/410 Attributes Section(ins) Shear(in2) TL Defl(in) Actual 42.19 28.13 0.20 Critical 25.21 11.73 0.35 Status OK OK OK Ratio 60% 42% 58% Fb(psi) Fv(psi) E(psi x mil) Fc L (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2760 276 1.8 650 Adiustments Cv Volume 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe=0.0 Loads Point TL Distance Par Unif TL Start End B=2240 4.0 H=560 0 4.0 H Pt loads: R1 584 R2=1944 SPAN=7 FT Uniform and partial uniform loads are lbs per lineal ft. JOB ) 'e 1A 1 VOELKER ENGINEERING,INC. SHEET No. 4 p t of 1911 116th Avenue NE • 7.y -�V Bellevue,Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED By DATE SCALE • 3 • i . ! . : i . ... i ! . j2: 11 Acert . 4,. 1.1 .il. i : i I-6 it?pi,r -4. i . i I `' i v I , I i 1.. /i . .. I ...a..._....• «_...................i_..._......i.__......._ .... ell 9 ....T . .......:............:...._._....___......_._.......:..._.._._i......_. .... ._. _.._ ..._ ..............._............ ._.. ...... .... ..._....._...._. ..... ......... : • : I ; i S I s i —it ti. s • /� , ! ' i ; ! ! ; t . i j t ! i . . : : : i i i i i _•.i-•. i {+yy .,,..s�.. L .Jul• Gv s ► •• } • E i L.! i � . • .,.... a ;- .._F..... : P , x_ ' I ; i ; i i i i ! i ! ! I , i ; I i ! 1 S I i s t I 1 I i i I ; i i • PPl001020$1 pMYBNONIM Pig 9 ),i VOELKER ENGINEERING �)fy BeamChek v2007 licensed to:Voelker Engineering Reg#8111-1879 Fee" rldvw J y ‘f"�� Prepared by:CV Date:7/21/10 Selection (3)2x 12 HF#2 Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=4.3 in2 R2=2.1 in2 (1.5)DL Defl= 0.85 in Data Beam Span 19.0 ft Beam Wt per ft 12.3# Reaction 1 TL 1754# Reaction 2 TL 854# Bm Wt Included 234# Maximum V 1754# Max Moment 5994 W Max V(Reduced) 1696# TL Max Defl L/240 TL Actual Defl L/269 Attributes Section(in') Shear(in3) TL Defl(in) Actual 94.92 50.63 0.85 Critical 84.62 16.96 0.95 Status OK OK OK Ratio 89% 34% 89% Fb(psi) Fv(psi) E(psi x mil) Fci.(psi) Values Reference Values 850 150 1.3 405 Adjusted Values 850 150 1.3 405 Adjustments CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Load Uniform TL: 50 =A Point TL Distance B=1425 3.5 Uniform Load A Pt loads: /\ /\ R R2=854 SPAN=19 FT Uniform and partial uniform loads are lbs per lineal ft. boos / /0 f l'i VOELKER ENGINEERING kir 3 Bea hek v2007 licensed to:Voelker Engineering Reg#8111-1879 Prepared by:CV Date:7/21/10 Selection 2x 12 HF#2 012 in oc Lu=0.0 Ft Conditions NDS 2005,Repetitive Use Min Bearing Area R1=1.2 in2 R2=1.2 in2 (1.5)DL Defl= 0.20 in Data Beam Span 19.25 ft Reaction 1 LL 385# Reaction 2 LL 385# Beam Wt per ft 0# Reaction 1 TL 481# Reaction 2 TL 481# Bm Wt Included 0# Maximum V 481# Max Moment 2316'# Max V(Reduced) 434# TL Max Defl L/240 TL Actual Defl L/315 LL Max Defl L/360 LL Actual Defl L/433 Attributes Section(in) Shear(in2) TL Defl(in) LL Defl Actual 31.64 16.88 0.73 0.53 Critical 28.43 4.34 0.96 0.64 Status OK OK OK OK Ratio 90% 26% 76% 83% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 850 150 1.3 405 Adjusted Values 978 150 1.3 405 Adjustments CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.15 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:40 Uniform TL: 50 =A Uniform Load A R1 481 82=481 SPAN=19.25 FT Uniform and partial uniform loads are lbs per lineal ft. JOB 111°5 1- VOELKER ENGINEERING, INC. SHEET NO. 4e/ 41 OF 1911 116th Avenue NE ' �_!V Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE f .tX E6; :. 1446 �, , , , .4,..; v __ ttr _ , , •, , , , , , , t,,/ , , , , , ,. . , ., , , „ , ,! v t 3 q . L f v ?- x (See _ � . ,. s •��` • f 11 7 it fZ s ^ �i!'Z 1 ' • be 103> ' . t 4sb e*' • ��' 2 P00DOCT204-1 PO Swu)205-1(Padded) JOB Jvv�l. VOELKER ENGINEERING, INC. SHEET NO. �/� OF 1911 116th Avenue NE -21- Bellevue,Washington 98004 CALCULATED BY �V DATE /0 425-451-4946 CHECKED BY DATE SCALE • )-1 j 130 IV/'_ _)I IA c PRODUCT 261.1(Snp,Sods)265-1(Pi .}rAv‘d - Off` /BII VOELKER ENGINEERING t,`J BeamChek( v2007 licensed to:Voelker Engineering Reg#8111-1879 Prepared by:CV Date:7/21/10 Selection (2)2x 12 HF#2 Lu=0.0 Ft Lu @OH=0.0 Ft Conditions NDS 2005,Overhang Min Bearing Area R1=0.3 in2 R2=6.2 in2 (1.5)DL Defl= -0.05 in. ate Beam Span 12.0 ft Beam Wt per ft 8.2# Reaction 1 TL 126# Reaction 2 TL 2520# Bm Wt Included 121 # Maximum V 1948# Overhang Length 2.75 ft Max Moment 2678'# Max V(Reduced) 1284# Total Beam Length 14.75 ft TL Max Defl L/240 TL Actual Defl L/<-1000 OH TL Actual Defl L/>1000 Attributes Section(in') Shear(in2) TL Defl(in) OH TL Defl Actual 63.28 33.75 -0.05 0.01 Critical 32.87 11.16 0.60 0.28 Status OK OK OK OK Ratio 52% 33% 8% 5% Fb(psi) Fv(psi) E(psi x mil) Fc±(psi) Values Reference Values 850 150 1.3 405 Adjusted Values 978 173 1.3 405 Adjustments CF Size Factor 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft CI Stability cs OH 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform TL: 50 =A (Uniform Id on Backspan) Par Unif TL Start End l K=700 (OH) 0 2.75 Uniform Load A I K R1 =126 R2=2520 BACKSPAN=12 FT OH=2.75 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. 1005/. VOELKER ENGINEERING Qp 7 BeamChek v2007 licensed to:Voelker Engineering Reg#8111-1879 Co,'~'� Prepared by:CV Date:7/21/10 Selection 5-118x 22-1/2 GLB 24F V4 DF/DF Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=15.9 in2 R2=15.9 in2 (1.5)DL Deft= 0.61 in Recom Camber-0.92 in age Beam Span 17.75 ft Beam Wt per ft 28.02# Reaction 1 TL 10331# Reaction 2 TL 10361# Bm Wt Included 497# Maximum V 10361# Max Moment 71646'# Max V(Reduced) 10278# TL Max Defl L/240 TL Actual Defl L/347 Attributes Section(in') Shear(in2) TL Defl(in) Actual 432.42 115.31 0.61 Critical 326.18 55.86 0.89 Status OK OK OK Ratio 75% 48% 69% Fb(psi) Fv(psi) E(psi x mil) Fcl (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2636 276 1.8 650 Adjustments Cv Volume 0.955 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Point TL Distance Par Unif TL Start End B=13100 7.0 H=660 7.0 17.75 H Pt loads: /\ /\ R1 331 R2=10361 SPAN=17.75 FT Uniform and partial uniform loads are lbs per lineal ft. /,0/057./ 01,-C it- �;!?�� v� b BeamClielt v2007 licensed to:Voelker Engineering Reg#8111-1879 Date:8/21/10 Selection 5-1/8x 18 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2001 Min Bearing Area R1=15.7 in2R2=13.3 in2 (1.5)DL Defl= 0.84 in Recom Camber=1.27 in Data Beam Span 18.0 ft Beam Wt per ft 22.42# Reaction 1 TL 10187# Reaction 2 TL 8637# Bm Wt Included 404# Maximum V 10187# Max Moment 43258'# Max V(Reduced) 8443# TL Max Defl L/240 TL Actual Defl L/256 Attributes Section(in3) Shear(int) TL Defl(in) Actual 276.75 92.25 0.84 Critical 192.86 45.89 0.90 Status OK OK OK Ratio 70% 50% 94% Fb(psi) Fv(psi) E(psi x mil) Fcl(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2692 276 1.8 650 Adjustments Cv Volume 0.975 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe=0.0 Loads Uniform TL: 840 =A Point TL Distance Par Unif TL Start End B=1200 7.0 H=300 0 7.0 H Uniform Load A Pt loads: R1 =10187 R2=8637 SPAN=18 FT Uniform and partial uniform loads are lbs per lineal ft. 10651./ BeamChek v20071i used to:Voelker Engineering Reg#8111-1879 Date:8/21/10 Selection 5-118x 21 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2001 Min Bearing Area R1=12.9 int R2=14.2 in2 (1.5)DL Defl= 0.67 in Recom Camber=1.00 in Data Beam Span 18.0 ft Beam Wt per ft 26.15# Reaction 1 TL 8358# Reaction 2 TL 9213# Bm Wt Included 471 # Maximum V 9213# Max Moment 62803'# Max V(Reduced) 8187# TL Max Defl L/240 TL Actual Defl L/324 Attributes Section(in') Shear(in3) TL Defl(in) Actual 376.69 107.63 0.67 Critical 284.36 44.50 0.90 Status OK OK OK Ratio 75% 41% 74% Fb(psi) Fv(psi) . E(psi x mil) Fc l (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2650 276 1.8 650 Adjustments Cv Volume 0.960 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe=0.0 Loads Uniform TL: 100 =A Point TL Distance Par Unif TL Start End B=10700 8.0 H=460 8.0 18.0 H Uniform Load A Pt loads: C R1 =8358 R2=9213 SPAN=18 FT Uniform and partial uniform loads are lbs per lineal ft. JOB 57 2.j .149o..).-/ l VOELKER ENGINEERING, INC. SHEET NO 6I7 p _ of 1911 116th Avenue NE Bellevue, Washington 98004 CALCULATED BY DATE ll- /• /0 425-451-4946 CHECKED BY DATE SCALE 1%. !ikeeOli k 1 4.•i Caff ! 11,) I d ' " ' ' ' ' /L_: 1.�� :,� 0 Joe), V; ;11.. +, ' 4. • 0 6- s X1 ...5 s ! kloo1/4 ! g! /i ! : : : : ib 12aljFg► • 47.-4!!4,/ '',.--1,- .1 H 1 ' 1 1 I 1 1 1 !t# ;e 17 I 1 44 c i "r>7.0 to , 1 i' ,44r/O t:it; ! .if$1.• fr -; I 1 i .: . . . P 4 • sr PROplCW2041(S.prSi 205-1(Pei* Voelker Engineering, Inc. 05/12/12 Job# 10051.4 Simple span beams Sheet UF11 Roof beam in front of garage 3 1/2x12 GLB Length= 16.4 ft Width= 3.500 in LL/TL= 0.63 Load = 140 plf Depth = 12.000 in LL DUR. = 1.15 Pt load= 0 lb E = 1800 ksi R= 1148 lb V @ d= 1008 lb M= 4707 lb-ft fb= 672 psi < OK 2760 TL Defl. = 0.30 in L/ 661 fv= 36 psi < OK 276 LL Defl. = 0.16 in L/ 1,244 Support 0.8 in Floor beam at front of garage 5 1/2x18 GLB Length= 20.75 ft Width = 5.500 in LL/TL= 0.80 Load = 700 plf Depth= 18.000 in LL DUR. = 1.00 Pt load = 0 lb E = 1800 ksi R= 7263 lb V @ d = 6213 lb M= 37674 lb-ft fb= 1595 psi < OK 2400 TL Defl. = 0.67 in L/ 373 fv= 94 psi <OK 240 LL Defl. = 0.49 in L/ 513 Support 3.3 in JOB 101) OP f!l VOELKER ENGINEERING, INC. SHEET NO. /1 F 1 OF 1911 116th Avenue NE .7,U—,V Bellevue,Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE • • • • • • • 6 w e 5 OA 477 .j • • • •• I-4 ti qt• y • _, • • f • / �R • .t G • IJ• _j 1�i tj Voelker Engineering 05/12/12 Job# 10051.4 Sheet Si 2009 IBC-2005 NDS Wood Stud Design Ver 3.2 VE2009 INPUT Axial P D= 280.0 (lb/ft) HF Stud: Axial P L= 1.0 (lb/ft) E= 1200 (psi) c= 0.80 Axial P S= 460.0 (lb/ft) Fc= 800 (psi) COVe= 0.25 Wind w= 15.0 (psf) Fb= 675 (psi) Emin= 438 Stud B= 3.00 (in) Stud D= 3.50 (in) Spacing = 1.33 (ft oc) KL= 12.00 (ft) OUTPUT A= 10.50 (inA2) F*c= 920 (psi) KUD= 41.14 I = 10.72 (in^4) F"b= 1013 (psi) Fce= 213 S= 6.13 (inA3) F'c= 202 (psi) Cp= 0.219 Case D+.75W+.75L+.75S Load per Stud: Computed Stress: P= 832.2 (lbs) fc= 79 (psi) M = 359.1 (lb-ft) fb= 704 (psi) Combined Axial and Bending Loads Axial^2 + Bending =Total 0.15 1.11 1.26 < 1.6 O.K. fc/Fce = 0.37 < 1.6 O.K. Case D+W Load per Stud: Computed Stress: P= 372.4 (lbs) fc= 35 (psi) M = 359.1 (lb-ft) fb= 704 (psi) Combined Axial and Bending Loads Axial^2 + Bending =Total 0.03 0.83 0.86 < 1.6 O.K. fc/Fce = 0.17 < 1.6 O.K. Case D+L+S Load per Stud: Computed Stress: P= 985.5 (lbs) fc= 94 (psi) Axial Loading only, no bending fc/F'c = 0.47 < 1 O.K. Deflection at midspan= 0.72 (in) L/ 199 full wind load Voelker Engineering 05/12/12 Job# 10051.4 Sheet S2 2009 IBC-2005 NDS Wood Stud Design Ver 3.2 VE2009 INPUT Axial P D= 280.0 (Ib/ft) HF Stud: Axial P L= 1.0 (lb/ft) E= 1200 (psi) c= 0.80 Axial P S = 460.0 (lb/ft) Fc= 800 (psi) COVe= 0.25 Wind w= 15.0 (psf) Fb= 675 (psi) Emin= 438 Stud B= 1.50 (in) Stud D= 3.50 (in) Spacing= 1.33 (ft oc) KL= 9.00 (ft) OUTPUT A= 5.25 (inA2) F"c= 920 (psi) KUD= 30.86 I= 5.36 (in^4) F*b= 1013 (psi) Fce= 378 S= 3.06 (inA3) F'c= 339 (psi) Cp= 0.368 Case D+.75W+.75L+.75S Load per Stud: Computed Stress: P= 832.2 (lbs) fc= 159 (psi) M= 202.0 (lb-ft) fb = 791 (psi) Combined Axial and Bending Loads Axial^2 + Bending =Total 0.22 1.35 1.56 < 1.6 O.K. fc/Fce = 0.42 < 1.6 O.K. Case D+W Load per Stud: Computed Stress: P= 372.4 (lbs) fc= 71 (psi) M = 202.0 (lb-ft) fb= 791 (psi) Combined Axial and Bending Loads Axial^2 + Bending =Total 0.04 0.96 1.01 < 1.6 O.K. fc/Fce = 0.19 < 1.6 O.K. Case D+L+S Load per Stud: Computed Stress: P= 985.5 (lbs) fc= 188 (psi) Axial Loading only, no bending fc/F'c = 0.55 < 1 O.K. Deflection at midspan = 0.46 (in) U 236 full wind load