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tic STS of co'-�5-?y 3.7 Cto Scl. 5e-4 � Voelker Engineering, Inc. 1911 116th Avenue NE,Bellevue, WA 98004 425-451-4946 DR Horton Plan 3727 Heritage Crossing Lot 40 Tigard, Oregon Structural Calculations October 31, 2016 1 IN 25013.3 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, S1 = .55 INDEX PAGES Lateral analysis L1-17 Roof framing R1-3 Upper floor framing UFl-10 Main floor framing MF1 Footings FTG1 lam• 31-/ , txt 151 ^?; '1'944 s .75,ti`4 'l" =MM.VO�`e. Voelker Engineering, Inc. 1911 116th Avenue NE,Bellevue, WA 98004 425-451-4946 DR Horton Plan 3727 Structural Calculations December 16, 2014 JN 25013.3 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 L1-17 Roof framing R1-3 Upper floor framing UF1-10 Main floor framing MF1 Footings FTG1 Voelker Engineering, Inc. 11/19/14 Job 25013.3 1911 116th Avenue NE Page L1 Bellevue,WA 98004 DR Horton Plan 3727 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 1/2 • [(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 lb/cu I 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 25013.3 ASCE7-10.xls Voelker Engineering, Inc. 11/19/14 Job 25013.3 1911 116th Avenue NE Page L2 Bellevue,WA 98004 DR Horton Plan 3727 Velocity Pressure Calculations,qz(Cont.) Where : Kh = Velocity pressure coefficient @ height z = 2.01•(Z/Zg)A(2/Alpha)for 15 ft<=Z<=Zg = 2.01 • (15/Zg)A(2/Alpha)for Z< 15 ft = 0.7 Kzt = Topographic factor obtained from Fig. 6-4 Kzt@h = (1 + K1 • K2 • K3)2 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 22.5 degrees External Pressure Coefficient-Load Case A (psf) (psf) (psf) 1 0.54 21.95 0.55 -0.55 -0.27 23.88 2 -0.45 21.95 0.55 -0.55 -22.04 2.1 3 -0.47 21.95 0.55 -0.55 -22.32 1.82 4 -0.41 21.95 0.55 -0.55 -21.17 2.98 1E 0.77 21.95 0.55 -0.55 4.86 29 2E -0.72 21.95 0.55 -0.55 -27.86 -3.71 3E -0.65 21.95 0.55 -0.55 -26.3 -2.15 4E -0.6 21.95 0.55 -0.55 -25.2 -1.06 p+ uses GCpi+ p-uses GCpi- 25013.3 ASCE7-10.xls Voelker Engineering, Inc. 11/19/14 Job 25013.3 1911 116th Avenue NE Page L3 Bellevue,WA 98004 DR Horton Plan 3727 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 18.04 2.72 12.54 1.61 Longitudinal Direction Load Horizontal Pressures Case A B C D 1 18.04 2.72 12.54 1.61 25013.3 ASCE7-10.xls Voelker Engineering, Inc. 11/19/14 Job 25013.3 1911 116th Avenue NE Page L4 Bellevue, WA 98004 DR Horton Plan 3727 Light Wood Frame Construction? Y Mean Roof Height 23 ft Maximum Height 28 ft Building Width 35 ft Building Length 50 ft Roof Plate Ht 18 ft Upper Fl Plate Ht 9 ft End Zone Calculations-Front to Rear Direction .1xWidth 3.5 .4xHeight 9.2 .04xWidth 1.4 3.5 3.0 3.0 3.5 <--- End Zone Length= 3.5 ft End Zone Calculations-Left to right Direction .1xWidth 5.0 .4xHeight 9.2 .04xWidth 2.0 5.0 3.0 3.0 5.0 <--- End Zone Length= 5.0 ft 25013.3 ASCE7-10.xls Voelker Engineering, Inc. 11/19/14 Job 25013.3 1911 116th Avenue NE Page L5 Bellevue,WA 98004 DR Horton Plan 3727 Wind Analysis FRONT TO REAR DIRECTION Building Width 35 ft Zone 1 Zone 2 Zone 3 Zone 4 Type 1 1 1 1 End Zone y Y y y Height Width Height Width Height Width Height Width ft ft ft ft ft ft ft ft 28.0 18.5 28.0 18.5 28.0 0 28.0 0 18.0 17.5 18.0 17.5 18.0 0 18.0 0 9.0 17.5 9.0 17.5 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 1.61 2.72 1.61 2.72 1.61 2.72 1.61 2.72 12.54 18.04 12.54 18.04 12.54 18.04 12.54 18.04 12.54 18.04 12.54 18.04 12.54 18.04 12.54 18.04 Load to roof plate Vw= 2822 lb Load to upper floor plate Vw= 4296 lb Load to main floor plate Vw= 0 lb Total= 7119 lb Minimum Design Wind Loads ASCE 7-10 Total Wind Load= 6312 lb OK 25013.3 ASCE7-10.xls Voelker Engineering, Inc. 11/19/14 Job 25013.3 1911 116th Avenue NE Page L6 Bellevue, WA 98004 DR Horton Plan 3727 Wind Analysis LEFT TO RIGHT DIRECTION Building Width 50 ft Zone A Zone B Zone C Zone D Type 2 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 28.0 12.5 28.0 12.5 28.0 0 28.0 0 18.0 25 18.0 25 18.0 0 18.0 0 9.0 25 9.0 25 9.0 0 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 12.54 18.04 12.54 18.04 1.61 2.72 1.61 2.72 12.54 18.04 12.54 18.04 12.54 18.04 12.54 18.04 12.54 18.04 12.54 18.04 12.54 18.04 12.54 18.04 Load to roof plate Vw= 6753 lb Load to upper floor plate Vw= 6138 lb Load to main floor plate Vw= 0 lb Total= 12891 lb Minimum Design Wind Loads ASCE 7-10 Total Wind Load= 8880 lb OK 25013.3 ASCE7-10.xls Voelker Engineering, Inc. 11/19/14 Job 25013.3 1911 116th Avenue NE Page L7 Bellevue,WA 98004 DR Horton Plan 3727 Lateral Analysis of Seismic forces(2012 IBC) Distribution of Building Weight Roof Area Weight Ave. height ft^2 psf ft 2000 12.6 18 Interior walls Wall Wt Wall Ht Wall L psf ft ft 6.5 8 250 Exterior walls Wall Wt Wall Ht Wall L psf ft ft 8 8 170 Upper Floor Area Weight Ave. height ft^2 psf ft 1750 10 9 Interior walls Wall Wt Wall Ht Wall L psf ft ft 6.5 9 130 Exterior walls Wall Wt Wall Ht Wall L psf ft ft 8 9 170 25013.3 ASCE7-10.xIs Voelker Engineering, Inc. 11/19/14 Job 25013.3 1911 116th Avenue NE Page L8 Bellevue,WA 98004 DR Horton Plan 3727 Lateral Analysis of Seismic forces(2012 IBC) Soil Class= D le = 1.00 R = 6.50 Structure Height= 23 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 = 0.21 Seconds Cs Determination(ASCE 7) Sds/(R/Ie) 0.162 Sd1/(R/le)/T 0.403 Cs= 0.162 Ultimate Vs= 0.116 xWt Working Stress Distribution of Shear to Stories Level Vs wx % Vs Roof 4299 77385.75 0.654 5789 <--- Upper floor 4559 41026.71 0.346 3069 <_-- Main floor 0 0 0.000 0 <--- Total 8858 118412 8858 lbs Redundancy Check rho max= 1.00 Front/Rear rho max= 1.00 Left/Right 25013.3 ASCE7-10.xls Voelker Engineering, Inc. 11/19/14 Job 25013.3 1911 116th Avenue NE Page L9 Bellevue,WA 98004 DR Horton Plan 3727 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 pif Anchor Bolts (518"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= 10601b 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 25013.3 ASCE7-10.xls Voelker Engineering, Inc. 11/19/14 Job 25013.3 1911 116th Avenue NE Page L10 Bellevue,WA 98004 DR Horton Plan 3727 Sub-diaphragms-Front/Rear Zone 1 Zone 2 Zone 3 Zone 4 Roof 35 ft 0 ft 0 ft 0 ft Upper 35 ft 0 ft 0 ft 0 ft Force Distribution to Walls-Front/Rear Roof Plate Level Sum of Walls Total Grid 1 18 6 20 44 Grid 2 19 24 43 Grid 3 0 Grid 4 Grid 5 0 0 Trib. Vs Vw Wall Sum v Uplift Grid 1 17.5 2894 1411 44 66 plf OK Grid 2 17.5 2894 1411 43 67 plf OK Grid 3 0.0 0 0 0 Grid 4 0.0 0 0 0 Grid 5 0.0 0 0 0 Totals 35 5789 2822 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid 1 6 395 0.07 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 25013.3 ASCE7-10.xls Voelker Engineering, Inc. 11/19/14 Job 25013.3 1911 116th Avenue NE Page L11 Bellevue,WA 98004 DR Horton Plan 3727 Force Distribution to Walls-Front/Rear Upper Floor Plate Level Sum of Walls Total Grid 1 19 19 Grid 2 17 17 Grid 3 0 Grid 4 0 Grid 5 0 Trib. Vs Vw Wall Sum v Uplift Grid 1 17.5 4429 3559 19 233 plf P6 2098 Grid 2 17.5 4429 3559 17 261 plf P4 2345 Grid 3 0.0 0 0 0 Grid 4 0.0 0 0 0 Grid 5 0.0 0 0 0 Totals 35 8858 7119 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 25013.3 ASCE7-10.xls Voelker Engineering, Inc. 11/19/14 Job 25013.3 1911 116th Avenue NE Page L12 Bellevue, WA 98004 DR Horton Plan 3727 Sub-diaphragms-Left/Right Zone A Zone B Zone C Zone D Roof 26 ft 24 ft 0 ft 0 ft Upper 26 ft 24 ft 0 ft 0 ft Force Distribution to Walls-Left/Right Roof Plate Level Sum of Walls Total Grid A 3 5 7 5 20 Grid B 12 12 Grid C 4.25 4.25 4.6 5.2 Grid D 18.3 Grid E 0 0 Trib. Vs Vw Wall Sum v Uplift Grid A 13.0 1505 1756 20 88 plf OK NDS 4.3 P6 Grid B 25.0 2894 3377 12 281 plf P4 2251 Grid C 12.0 1389 1621 18.3 89 plf OK Grid D 0.0 0 0 0 Grid E 0.0 0 0 0 Totals 50 5789 6753 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid A 7 527 0.09 1.00 Grid B 0 0 0.00 1.00 Grid C 5.2 395 0.07 1.00 Grid D 0 0 0.00 1.00 Grid E 0 0 0.00 1.00 25013.3 ASCE7-10.xls Voelker Engineering, Inc. 11/19/14 Job 25013.3 1911 116th Avenue NE Page L13 Bellevue,WA 98004 DR Horton Plan 3727 Force Distribution to Walls-Left/Right Upper Floor Plate Level Sum of Walls Total Grid A 3.5 4 2.6 10.1 Grid B 8.5 11 19.5 Grid C 2.75 2.75 5.5 Grid D 00 Grid E Trib. Vs Vw Wall Sum v Uplift Grid A 13.0 2303 3352 10.1 332 plf P4 2987 NDS 4.3 P3 Grid B 25.0 4429 6446 19.5 331 plf P4 2975 Grid C 12.0 2126 3094 5.5 563 plf P3 5063 NDS 4.3 NS Grid D 0.0 0 0 0 Grid E 0.0 0 0 0 Totals 50 8858 12891 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid A 4 912 0.10 1.00 Grid B 8.5 1931 0.22 1.00 Grid C 2.75 1063 0.12 1.00 Grid D 0 0 0.00 1.00 Grid E 0 0 0.00 1.00 25013.3 ASCE7-10.xls JOB 3727 Z701T .L VOELKER ENGINEERING, INC. i i41 1911 116th Avenue NE SHEET NO. OF Bellevue, Washington 98004 CALCULATED BY DATE 'IPj. '10 4. 25:451-4946 CHECKED BY DATE 4` l SCALE .•!.7e-ift)11 oi eL• i 0, .... .... . . . 0,2 ... , n_ _ . ....... . ..... ...... . , op-- �. ,.. irv)r. ,... ...4. 1 i r:I't-.21-3'' •C. I f' 740 ' o 4e1 . • qe pyj 7__ • DEDROQM ... ......BEDROOM.3'..... ...___. ....13EDR2 M 4 ._......... .... . . 1.1614T.w INJU.CAA* ..... 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L t 7 OF • 1911 116th Avenue NE DATE 6• 44/L Bellevue, Washington 98004 CALCULATED BY 425-451-4946 CHECKED BY DATE SCALE iiiiiiiiiiiii • • • 1.1,:;0 rip�... Chs jOM,. Z .. iod! :', '„ li 'i.-- 'i 1' .. ; ... .. '''. - ... ' .... L......... .......... : i/ G S , 4' 70 t .a l 40 z0'` 6!t? .161 ' lY � 7 3 ) f .. SW s • • ;_� � 17 , s 3 • i1t P PRODUCT 2041(Sinde Sheets)2051(Padded) Joe :2c G7 13. 'L VOELKER ENGINEERING, INC. SHEET NO. 1911 116th Avenue NE °F Bellevue, Washington 98004 CALCULATED BY DATE I"-LD •lc) 425-451-4946 CHECKED BY DATE SCALE , Q , . 1 r.. ...,..:7___, , C.7_- ,....... I I •.k.2x4. 1 90x4° $EDROOM 2 _B€DROOM-5 -BEDROOM-4 1 -, nwolilceolm:eT,a+v_...._..... _.._... ... ........ . ................_ .. .I11. ......... 511uaffW nu.GNAW I I I 5YYT4N M11.0101 ........_... ._....._..... .___....__.. .__. _._.._. .. ...._ .__.. .-......_-........ ..IN.A11G. .. ............... .... ....... JII be (DQ....... Sae, 0 a°e' r ' .x.-s- .. . 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' .-....... ...... . .... ... . ..... ........ ..... i 17 // , IP I m _....,.. ,- .L.4 .1 _ ....:........ . 1 - -,-.411-- it 97 111 1 1 lh itir _ ' NW r _, r■moi 9�+ gr 2440 1411"44,144.OM i it.., 1 ' .s• ww n oac kw........ ........ M _ rT a _. 1l 1 PrI . BEAM NAM RN mode ��r,/yyyi ............... 1 Z p i. C F it ILRx.'. 13'ell.CONT....... r1:!!. ! it, ,. ,.a• m r._._. t. _40 4 h •A --4,3 PRODUCT SOFT Pole Sheets)24(P1 -. air 2- 0 VOELKER ENGINEERING BeamChek v2007 licensed to:Voelker Engineering Reg#8111-1879 Prepared by:CV Date:9/21/10 Selection I (3)2x 10 HF#2 Lu=0.0 Ft Lu @OH=0.0 Ft I Conditions NDS 2005,Overhang, Repetitive Use, Uplift @ R1 Min Bearing Area R1=-0.2 W R2=11.5 in' (1.5)DL Defl= -0.14 in. Data Beam Span 11.0 ft Beam Wt per ft 0# Reaction 1 TL -89# Reaction 2 TL 4639# Bm Wt Included 0# Maximum V 4000# Overhang Length 1.0 ft Max Moment 4000'# Max V(Reduced) 4000# Total Beam Length 12.0 ft TL Max Defl L/240 TL Actual Defl L/913 OH TL Actual Defl L/270 Attributes Section(in') Shear(in') TL Defl(in) OH TL Defl Actual 64.17 41.63 -0.14 0.09 Critical 38.82 34.78 0.55 0.10 Status OK OK OK OK Ratio 60% 84% 26% 89/0 0 Fb(psi) Fv(psi) E(psi x mil) Fc l (psi) Values Reference Values 850 150 1.3 405 Adjusted Values 1237 173 1.3 405 Adiustments CF Size Factor 1.100 Cd Duration 1.15 1.15 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 CI Stability @ OH 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform TL: 50 =A (Uniform Ld on Badcspan) Point TL Distance F=4000 (OH) 1.0 1 Uniform Load A I Pt loads: I El R1 =-89 R2=4639 BACKSPAN=11 FT OH= 1 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. Via )3. - C9 VOELKER ENGINEERING (,1f3 BeamChek v2007 licensed to:Voelker Engineering Reg#8111-1879 Prepared by:CV Date:9/21/10 Selection I 5-114x 9-114 2.0E TJ Parallam W.S.PSL Lu=0.0 Ft Lu @OH=0.0 Ft, Conditions NDS 2005,Overhang,Uplift©R1 Min Bearing Area R1=-0.5 in2R2= 12.2 in2 (1.5)DL Deft= -0.19 in. Data Beam Span 11.0 ft Beam Wt per ft 15.18# Reaction 1 TL -372# Reaction 2 TL 9154# Bm Wt Included 182# Maximum V 8065# Overhang Length 1.0 ft Max Moment 8033'# Max V(Reduced) 8015# Total Beam Length 12.0 ft TL Max Defl L/180 TL Actual Defl L/706 OH TL Actual Defl L/226 Attributes Section(in3) Shear(int) TL Defl(in) OH TL Defl Actual 74.87 48.56 -0.19 0.11 Critical 28.08 36.05 0.73 0.13 Status OKOK OK OK Ratio 38% 74°10 25% 80% Fb(psi) Fv(psi) E(psi x mil) Fel(psi) Values Reference Values 2900 290 2.0 750 Adjusted Values 3433 334 2.0 750 Adjustments CF Size Factor 1.029 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 @ OH 1.0000 Rb=0.00 Le=0.00 Ft Loa s Uniform TL: 50 =A (Uniform Ld on Backspan) I Point TL Distance Par Unif TL Start End I F=8000 (OH) 1.0 K=50 (OH) 0 1.0 I Uniform Load A I K Pt loads: 1 F R1 =-372 R2=9154 BACKSPAN=11 FT OH=1 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. (9 VOELKER ENGINEERING Q. "9)J. Z BeamChek v2007 licensed to:Voelker Engineering Reg#8111-1879 Prepared by:CV Date:9/21/10 Selection ' 2x10 HF#2@16 inoc Lu=0.0Ft Lu@OH=0.0Ft' Conditions NDS 2005,Overhang, Repetitive Use Min Bearing Area R1=0.6 in2 R2=4.7 in2 (1.5)DL Defl= 0.04 in. Data Beam Span 11.0 ft Beam Wt per ft 0# Reaction 1 TL 242# Reaction 2 TL 1891 # Bm Wt Included 0# Maximum V 1400# Overhang Length 1.0 ft Max Moment 1367'# Max V(Reduced) 1349# Total Beam Length 12.0 ft TL Max Defl L/240 TL Actual Defl L/>1000 OH TL Actual Defl L/718 Attributes Section(in3) Shear(in2) TL Defl(in)) OH TL Deft Actual 21.39 13.88 0.04 0.03 Critical 13.26 11.73 0.55 0.10 Status OK OK OK OK Ratio 62% 85% 8% 33% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 850 150 1.3 405 Adjusted Values 1237 173 1.3 405 Adjustments CF Size Factor 1.100 Cd Duration 1.15 1.15 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 CI Stability @ OH 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform TL: 67 =A (Uniform Ld on Backspan Point TL Distance Par Unif TL Start End I F=1333 (OH) 1.0 K=67 (OH) 0 1.0 Uniform Load A I K Pt loads: I ry R 2 2 �L� R2=1891 BACKSPAN=11 FT OH=1 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. 19)..1011a•L* JOB VOELKER ENGINEERING, INC. SHEET NO. Zi F C OF 1911 116th Avenue NEDATE q.Z/... /0 Bellevue,Washington 98004 CALCULATED BY 425-451-4946 CHECKED BY DATE SCALE (4) PI 5 c -I 7 . t, • /34-z, r or , . ' 5,i1.1 it 4idg ti, .--• 2°74- pi- t . 4, r/i1 ia-: ill,- fe., a) t c)7 4, ‘ ,,cdoelis fec I> ti e 76I. ,) 1 ..---1 ,›0) 2 ref D te /4:, lii t.A.0 I .A.b' 0 Fide iio , 142 g r4N. 7 rz`e 4.214- 4-liz) rtlbe /it (' in , .. 4.. i J .-- , A ..... i ,... JOB /' L 2D'vl3. 1 VOELKER ENGINEERING, INC. SHEET NO. �•�L�i7 of 1911 116th Avenue NE c t/-•/0 Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE (.9?) t, 6,c ‘i'Deor ............. . .. .............._. ................ . .. ............... Ta ..............._..... • .. ........ ...... 6.0 ,,...c 75- t 77 ......... . ........ 1 re A - , u rt. _... ,, .. .. ....... ... ....... r).4 Gl A 1_106es, id4 f4 e 11.7 P(.5/ 4. L4 ‘.% '. e 621714.1. ....._ ... . .. . ...... . ...... ............ .t c? pc b, 4 . .. fps > ................. .. ............... iz" 4214 ............... ................. . Iv.__ _ r elA )h b...' "66..(5%. .... . . ... • 2;v13az JOB VOELKER ENGINEERING, INC• SHEET NO. '' OF 1911 116th Avenue NE DATE 4 )—f O Bellevue, Washington 98004 CALCULATED BY 425-451-4946 CHECKED BY DATE SCALE Vit. _ . ....__... 5...... .._ l;..t __.... . ...... t.....r.. . iftW t .51b)e ►.. .........41,4 tip e. .................... ......_.......... . ...... . 8 ....._...... (0 It A: /,c io ; to, - 65Detite -k9' 4th v _ . '- hoe ' /..$" .41/) : 7$ysi' 1..../ ,, 0 L .e,, g ' air 64)riet:)e i 4-,A` . . . .111,e .._ tv3lb. (.6..i.'...... . r; 4 4' ............. .......................... ...... .................. .. .............. .............. ............_......... ...... ...... . . .... 2 , J • _............. . . ........ I:j.10 1, 1 • 6 e., 4 eavt)c e.YE' � X 4 r . ,‘ l ), . JOB �Sl / 3• z VOELKER ENGINEERING, INC. SHEET NO. OF 1911 116th Avenue NE .7°,. . z 1 .l0 Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE . -+�1oi __. .010 i. . 0 tic .. 7e , Y4 'SA 21 ct ................ ............ , „ 1 il ......... ....._.. ........ r. G MUT 204-1(SI*Sheets)2051(Padded) Voelker Engineering, Inc. 06/04/12 Job# 25013.3 Simple span beams Sheet UF9 Dropped garage-Beam over garage door 3 112x10 1/2 GLB Length = 16.6 ft Width = 3.500 in LL/TL= 0.63 Load = 130 plf Depth = 10.500 in LL DUR. = 1.15 Pt load = 0 lb E = 1800 ksi R= 1079 lb V @ d = 965 lb M= 4478 lb-ft fb= 836 psi < OK 2760 TL Defl. = 0.43 in L/ 460 fv= 39 psi < OK 276 LL Defl. = 0.23 in L/ 865 Support 0.8 in Dropped garage-Beam at front of garage A 5 1/2x15 GLB Length = 18.75 ft Width = 5.500 in LL/TL= 0.63 Load = 560 plf Depth = 15.000 in LL DUR. = 1.15 Pt load = 0 lb E = 1800 ksi R= 5250 lb V @ d = 4550 lb M= 24609 lb-ft fb= 1458 psi< OK 2760 TL Defl. = 0.66 in L/ 339 N = 83 psi< OK 276 LL Defl. = 0.35 in L/ 639 Support 2.4 in Dropped garage-Beam at front of garage B 5 1/2x18 GLB Length = 18.75 ft Width = 5.500 in LL/TL= 0.63 Load = 1300 plf Depth = 18.000 in LL DUR. = 1.15 Pt load = 0 lb E = 1800 ksi R= 12188 lb V @ d = 10238 lb M= 57129 lb-ft fb= 2394 psi< OK 2760 TL Defl. = 0.89 in L/ 253 fv = 155 psi< OK 276 LL Defl. = 0.47 in L/ 475 Support 5.5 in Dropped garage-Extended garage 5 112x24 GLB Length = 23 ft Width = 5.500 in LL/TL= 0.63 Load = 900 plf Depth = 24.000 in LL DUR. = 1.15 Pt load = 5000 lb E = 1800 ksi R= 12850 lb V @ d = 11050 lb M= 88263 lb-ft fb= 2185 psi< OK 2760 TL Defl. = 0.82 in L/ 338 N= 126 psi< OK 276 LL Defl. = 0.43 in L/ 636 Support 5.8 in Voelker Engineering, Inc. 12/16/14 Job# 25013.3 Simple span beams Sheet UF10 Beam over living room at front 5 1/2x9 GLB Length = 11.50 ft Width = 5.500 in LL/TL = 0.63 Load = 650 plf Depth = 9.000 in LL DUR. = 1.15 Pt load = 0 lb E = 1800 ksi Rep= 1.00 R= 3738 lb V @ d = 3250 lb M= 10745 lb-ft fb= 1737 psi< OK 2760 TL Defl. = 0.50 in L/ 274 fv = 98 psi < OK 276 LL Defl. = 0.27 in L/ 515 Support 1.7 in V;v13,2- J VOELKER ENGINEERING, INC. SHEET NO. fr,iS! OF 1911 116th Avenue NEDATE 4• Zl-IU Bellevue,Washington 98004 CALCULATED BY 425-451-4946 CHECKED BY DATE SCALE 13e-0e- L'IA e . d 2 lt,J....t ... . yeL) ,... 1.. 44") _...... 7b7.....el' ... J , Ram VV0/1; ti .... 0? . ..... ........ - itr; rit...7 ......_ . .. .._.. , aetitot 6 ,_ w .l pet. ., 301k- 44.0 Gv 4 l U F_ 4.P_ .. . 6 31--- , ., 41,. e 44'1 111 . ...... . . .... .. . ..... .. a _ 3 _. f .._.............................. ° s $tl` lc' 0 ........ . ........ . ._.... . ..... ........ ,ciz Zk . ..... .. ...... . ........... .. ......... . _. .-......... 5r6d)'04. - ... AP _ ... /l _... if . fir .... fir ......_............. ................ ... ....... ................. r. i .. ........... . ............. ALtil " . 1i, _........................... .... PROW 204-1(Sime Stobt)2051(Wed) * JOB -P-S al S 3 VOELKER ENGINEERING, INC. PI t 1911 116th Avenue NE SHEET NO. OF Bellevue, Washington 98004 CALCULATED BY DATE /7'16• rY 425-451-4946 CHECKED BY DATE SCALE •• re', s ,' lo-4,4, >. bw 3�.• /o a, / r /7U .g .. • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • PRODUCT 2041(Single SP ets(20$.1(Padded(