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Specifications (24) 7Jo S`vj Voelker Engineering, Inc. 0 R COPY g40 S .cel 1911 116t Avenue NE, Bellevue, WA 98004 425 451.4946 DR Horton Plan 3710 Hoy 1 9 2016 Heritage Crossing Lot 20 Tigard, Oregon Structural Calculations October 10, 2016 JN 11069 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, Ss = 1.58 INDEX PAGES Lateral analysis L1-17 Roof framing R1-2 Upper floor framing UF1-7 Main floor framing MF1 /o •too •1G 4.44 �'fs 15 3 ✓G4'25,1'44 ,l�Q ,zE.s von`' EXPIRES: 6/251 7 Voelker Engineering, Inc. 1911 116th Avenue NE, Bellevue, WA 98004 425-451-4946 DR Horton Plan 3710 Structural Calculations December 9, 2015 JN 11069 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, Ss = 1.58 INDEX PAGES Lateral analysis L1-17 Roof framing R1-2 Upper floor framing UF1-7 Main floor framing MF1 ' Voelker Engineering, Inc. 12/09/15 Job 11069 1911 116th Avenue NE Page L1 Bellevue,WA 98004 DR Horton Plan 3710 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 : qh-[(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 lb/cu 1 Category = If Exposure Category = B (Urban areas) Alpha = 7 Zg = 1,200.00 ft Basic Wind Speed = 120.00 mph Mean Roof Height = 25.00 ft 11069 ASCE7-10 Voelker Engineering, Inc. 12/09/15 Job 11069 1911 116th Avenue NE Page L2 Bellevue, WA 98004 DR Horton Plan 3710 Velocity Pressure Calculations, qz(Cont.) Where : Kh = Velocity pressure coefficient @ height z = 2.01•(Z/Zg)^(2/Alpha)for 15ft<=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- 11069 ASCE7-10 • Voelker Engineering, Inc. 12/09/15 Job 11069 1911 116th Avenue NE Page L3 Bellevue, WA 98004 DR Horton Plan 3710 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 11069 ASCE7-10 ' Voelker Engineering, Inc. 12/09/15 1911 116th Avenue NE Job 11069 Bellevue, WA 98004 Page L4 DR Horton Plan 3710 Light Wood Frame Construction? Y Mean Roof Height 21.5 ft Maximum Height 25 ft Building Width 22 ft Building Length 53 ft Roof Plate Ht 18 ft Upper Fl Plate Ht 9 ft End Zone Calculations-Front to Rear Direction .1xWidth 2.2 .4xHeight 8.6 .04xWidth 0.9 2.2 3.0 3.0 3.0 <--- End Zone Length= 3.0 ft End Zone Calculations-Left to right Direction .1xWidth 5.3 .4xHeight 8.6 .04xWidth 2.1 5.3 3.0 3.0 5.3 <--- End Zone Length= 5.3 ft 11069 ASCE7-10 • Voelker Engineering, Inc. 12/09/15 Job 11069 1911 116th Avenue NE Page L5 Bellevue, WA 98004 DR Horton Plan 3710 Wind Analysis FRONT TO REAR DIRECTION Building Width 22 ft Zone 1 Zone 2 Zone 3 Type 2 2 Zone 4 1 1 End Zone y y y y Height Width Height Width Height Width Height Width ft ft ft ft ft ft ft ft 25.0 5.5 25.0 5.5 25.0 0 25.0 0 18.0 11 18.0 11 18.0 0 18.0 0 9.0 11 9.0 11 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 12.25 15.41 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= 2374 lb Load to upper floor plate Vw= 2596 lb Load to main floor plate Vw= 0 lb Total= 4970 lb Minimum Design Wind Loads ASCE 7-10 Total Wind Load= 3590.4 lb OK 11069 ASCE7-10 ' Voelker Engineering, Inc. 12/09/15 Job 11069 1911 116th Avenue NE Page L6 Bellevue, WA 98004 DR Horton Plan 3710 Wind Analysis LEFT TO RIGHT DIRECTION Building Width 53 ft Zone A Zone B Zone C Zone D 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 25.0 27.5 25.0 27.5 25.0 0 25.0 0 18.0 26.5 18.0 26.5 18.0 0 18.0 0 9.0 26.5 9.0 26.5 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 4.23 5.28 4.23 5.28 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= 4779 lb Load to upper floor plate Vw= 6145 lb Load to main floor plate Vw= 0 lb Total= 10924 lb Minimum Design Wind Loads ASCE 7-10 Total Wind Load= 8717 lb OK 11069 ASCE7-10 • Voelker Engineering, Inc. 12/09/15 Job 11069 1911 116th Avenue NE Page L7 Bellevue,WA 98004 DR Horton Plan 3710 Lateral Analysis of Seismic forces(2012 IBC) Distribution of Building Weight Roof Area Weight Ave. height ftA2 psf ft 1344 13.1 18 Interior walls Wall Wt Wall Ht Wall L psf ft ft 6.5 8 160 Exterior walls Wall Wt Wall Ht Wall L psf ft ft 8 8 166 Upper Floor Area Weight Ave. height ftA2 psf ft 1230 10 9 Interior walls Wall Wt Wall Ht Wall L psf ft ft 6.5 9 75 Exterior walls Wall Wt Wall Ht Wall L psf ft ft 8 9 150 11069 ASCE7-10 Voelker Engineering, Inc. 12/09/15 Job 11069 1911 116th Avenue NE Page L8 Bellevue, WA 98004 DR Horton Plan 3710 Lateral Analysis of Seismic forces(2012 IBC) Soil Class= D le = 1.00 R = 6.50 Structure Height= 21.5 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 0.424 Cs= 0.162 Ultimate Vs= 0.116 x Wt Working Stress Distribution of Shear to Stories Level Vs wx % Vs Roof 3139 56501.68 0.649 4242 <--_ Upper floor 3401 30607.31 0.351 2298 <--- Main floor 0 0 0.000 0 <--- Total 6540 87109 6540 lbs Redundancy Check rho max= 1.00 Front/Rear rho max= 1.30 Left/Right 11069 ASCE7-10 Voelker Engineering, Inc. 12/09/15 Job 11069 1911 116th Avenue NE Page L9 Bellevue,WA 98004 DR Horton Plan 3710 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= 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 11069 ASCE7-10 - Voelker Engineering, Inc. 12/09/15 Job 11069 1911 116th Avenue NE Page L10 Bellevue,WA 98004 DR Horton Plan 3710 Sub-diaphragms-Front/Rear Zone 1 Zone 2 Zone 3 Zone 4 Roof 22 ft 0 ft 0 ft 0 ft Upper 22 ft 0 ft 0 ft 0 ft Force Distribution to Walls-Front/Rear Roof Plate Level Sum of Walls Total Grid 1 17 4 6 17 44 Grid 2 26 21 47 Grid 3 0 Grid 4 0 Grid 5 0 Trib. Vs Vw Wall Sum v Uplift Grid 1 11.0 2121 1187 44 48 plf OK Grid 2 11.0 2121 1187 47 45 plf OK Grid 3 0.0 0 0 0 Grid 4 0.0 0 0 0 Grid 5 0.0 0 0 0 Totals 22 4242 2374 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid 1 6 289 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 11069 ASCE7-10 Voelker Engineering, Inc. 12/09/15 Job 11069 1911 116th Avenue NE Page L11 Bellevue,WA 98004 DR Horton Plan 3710 Force Distribution to Walls-Front/Rear Upper Floor Plate Level Sum of Walls Total Grid 1 31 13 44 Grid 2 20 19 39 Grid 3 00 Grid 4 0 Grid 5 Trib. Vs Vw Wall Sum v Uplift Grid 1 11.0 3270 2485 44 74 plf OK Grid 2 11.0 3270 2485 39 84 plf OK Grid 3 0.0 0 0 0 Grid 4 0.0 0 0 0 Grid 5 0.0 0 0 0 Totals 22 6540 4970 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 11069 ASCE7-10 • Voelker Engineering, Inc. 12/09/15 Job 11069 1911 116th Avenue NE Page L12 Bellevue,WA 98004 DR Horton Plan 3710 Sub-diaphragms-Left/Right Zone A Zone B Zone C Zone D Roof 33 ft 22 ft 0 ft 0 ft Upper 32 ft 19 ft 0 ft 0 ft Force Distribution to Walls-Left/Right Roof Plate Level Sum of Walls Total Grid A 3.5 3.3 6.8 Grid B 11.5 11.5 Grid C 3.5 3.3 3.5 3.3 13.6 Grid D 0 Grid E 0 Trib. Vs Vw Wall Sum v Uplift Grid A 16.5 1654 1434 6.8 243 plf P4 1946 NDS 4.3 P4 Grid B 27.5 2757 2389 11.5 240 plf P6 1918 Grid C 11.0 1103 956 13.6 81 plf OK NDS 4.3 Ok Grid D 0.0 0 0 0 Grid E 0.0 0 0 0 Totals 55 5514 4779 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid A 3.5 852 0.15 1.00 Grid B 0 0 0.00 1.00 Grid C 3.5 284 0.05 1.00 Grid D 0 0 0.00 1.00 Grid E 0 0 0.00 1.00 11069 ASCE7-10 • Voelker Engineering, Inc. 12/09/15 Job 11069 1911 116th Avenue NE Page L13 Bellevue,WA 98004 DR Horton Plan 3710 Force Distribution to Walls-Left/Right Upper Floor Plate Level Sum of Walls Total Grid A 5.25 5.25 Grid B 8.5 8.5 Grid C 00 Grid D 0 Grid E Trib. Vs Vw Wall Sum v Uplift Grid A 17.0 2613 3405 5.25 649 plf 2P2 5837 Grid B 36.0 5889 7520 8.5 885 plf 2P2 7962 Grid C 0.0 0 0 0 Grid D 0.0 0 0 0 Grid E 0.0 0 0 0 Totals 53 8502 10925 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid A 5.25 2613 0.31 1.00 Grid B 8.5 5889 0.69 1.30 Grid C 0 0 0.00 1.00 Grid D 0 0 0.00 1.00 Grid E 0 0 0.00 1.00 11069 ASCE7-10 1to6 ?JOB VOELKER ENGINEERING, INC. `�SHEET NO. t Si • OF 1911 116th Avenue NE �- j /..• j/ Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE 1 r/ .- _ _keV: ?,f _ p4 1414° ..._............. .................. .. 1 ..__...... . ....... .................. ......... a 4' at k . s 9es14 l'...z.) . 1-'-- IN .. ............ .................. . . .. . 44 ........ . ....._. ... ...... . ,f' . ... .. .. . *PO' . . 0 _......,_ ............... ....... ........ ... ........ . .......... .................. ............... . .......... ......._....... ................ .........._......... - ..... . .......... ...___.... .. .............. PRODUCT 2044(Single Ants)20&1(Padded) VOELKER ENGINEERING, INC. SHEET NO. `! OF 1911 116th Avenue NE g. ),. /) Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE r/eilie v • .. . .. , (19 •••• •• •••••M• ow14. t $ ........ I.. .. ....:..... 93 ... ..• : , Q I 1 ................................... i • i i • • .........................i.............q • .......... ..... ...... .........• t ....i.............•:'• ........r ......... ...... .._. ..... • t ..... _ .........a ._...... i j i i • • • • PROOUCT7 4.1(SI*S1eels)70S4(WOW) • V1911oelker116EngineeringthAvenueNE, Inc. 12/9/2015 Job Page 11069L16 Bellevue,WA 98004 DR Horton Plan 3710 Roof Boundary Shear Simpson RBC clips allow shear 380 lb 16d @ 6"o.c.at gable end 285 lb Front/Rear Typ. Eave Typ. Gable Grid 1 Plate Len. v RBC spacing 16d @ 6"o.c. Vs 2121 53 40 plf 9.50 ft o.c. OK Vw 1187 53 22 plf 16.97 ft o.c. OK Grid 2 Vs 2121 53 40 plf 9.50 ft o.c. OK Vw 1187 53 22 plf 16.97 ft o.c. OK Left/Right Grid A Vs 1654 14 118 plf 3.22 ft o.c. OK Vw 1434 14 102 plf 3.71 ft o.c. OK Grid B Vs 2757 10.5 263 plf 1.45 ft o.c. OK Vw 2389 10.5 228 plf 1.67 ft o.c. OK Grid C Vs 1103 22 50 plf 7.58 ft o.c. OK Vw 956 22 43 plf 8.75 ft o.c. OK 11069 ASCE7-10 11069 • Voelker Engineering, Inc. Page L17 1911 116th Avenue NE Bellevue,WA 98004 DR Horton Plan 3710 12/9/2015 Lateral Analysis of Wood Diaphragm in Rotation.(IBC 2305) Diaphragm Blocked?Y/N End Wall Length 10.5 (ft) Max Shear (kips) Side Wall 1 Length 44 (ft) G= 90000 (psi) Side Wall 2 Length 39 (ft) E= 1400000 (psi) Wall Height 9 (ft) Diaphragm Width 22 (ft)-- Parallel to open side Diaphragm Length 20 (ft) Horz. Plywood 0.75 (in) Wall plywood 0.44 (in) Edge Nail Spacing Y 6 "oc Anchorage Slip 0.04 (in) Seasoned Lumber 0.5 (.S=Yes, 1=No) End Wall v= 473 (p11) Deflection D= 0.21 (in) Wall 1 v= 51 (p11)(in) 58 (p11) Deflection D= 0.11 Wall 2 v= Deflection D= 0.12 (in) Diaphragm v= 226 (plf) Deflection D= 0.19 (in) 11069 ASCE?-104.970 Job SOB 1106 VOELKER ENGINEERING, INC. SHEET NO. , OF 1911 116th Avenue NEJ T. Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE tf 5)'4( /bite. =........ .40671.1r_ .. Ili/ ?. /ire; f • 11% .s 3 . /i' ......... .. .......... ........._ 06 J 7Z PRODUCT 204-1(Sirpie Sleets)205-1(Padded) JOB {r VOELKER ENGINEERING, INC. SHEET NO. a• ' OF 1911 116th Avenue NE CALCULATED BY DATE g ' 7' !i Bellevue, Washington 98004 425-451-4946 CHECKED BY DATE SCALE tarn.__._. 2r41 t� 1 Glass '%v, L t G tic it • .. _ . •t ew.. c.......'7 f5'D • 8 - ........ .... v 73 , 1, Fi. .. ......._........ . . r ... . ...... ... ., t , L .�- 1G. .. .. .... . ....... .... . .... . ............ .. .. .. .......... . ..... .... ...../�.... .... ... . ...... . . .......... ... . ...... .. .._......... t ''� 1 .. ,tit Gv s LS' c► 1.4 l, ....... ... _............. _.............. ............ I. ,, i .................... ... .... .. .. .. . 4. , . 4 1 .............. ..._. ....._ .. ... i. '2, k.... ...... .. . ... .. ... ................ .. . .. ..... . ..... ....._... 74 44... Pc,.,. LI PRODUCT 200-1(Single Sheets)205-1(Padded) i10 6 ' . • JOB VOELKER ENGINEERING, INC. i1 Z • SHEET NO. OF 1911 116th Avenue NE DATE l'' •J 9- 1/ Bellevue, Washington 98004 CALCULATED BY 425-451-4946 CHECKED BY DATE SCALE '. •,i,, • Urn....... . ._ • 724 .ni .. ! . 1 s 4/7v ..4J.L..,„...; Otal . _,.(i • ......... ...................... . .. 2 15. 4 ., .. _ *.114 .. F erry '.. .._ 1 P OI*4 : , : GL i. 11•,,,,,, t . .......... . ...... 0 ........ ... ..... .... ... . �4 ‘ ., ..._ _ .._. .......... .. A--f 't t. Zr) .................... • PRODUCT 204-1(Supe Sheds)205-1(Padded) 1/0 0 7 VOELKER ENGINEERING �IS 3 Oc.. " 60,--/f/ ),.1,9 . BeamC007 lice to:Voelker Engineering Reg#8111-1879 Prepared by:CV Date:8/19/11 Selection 4x 12 HF#1 Lu=0.0 Ft Lu @OH=2.75 Ft Conditions NDS 2005,Overhang Min Bearing Area R1= 1.9 in2 R2=7.6 in2 (1.5)DL Defl= -0.15 in. Data Beam Span 9.5 ft Beam Wt per ft 9.57# Reaction 1 TL 752# Reaction 2 TL 3098# Bm Wt Included 117# Maximum V 2934# Overhang Length 2.75 ft Max Moment 4377'# Max V(Reduced) 2878# Total Beam Length 12.25 ft TL Max Defl L/240 TL Actual Defl L/797 OH TL Actual Defl L/439 Attributes Section(in') Shear(in2) TL Defl(in) OH TL Dell Actual 73.83 39.38 0.14 -0.15 Critical 42.76 25.03 0.48 0.28 Status OK OK OK OK Ratio 58% 64% 30% 55% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 975 150 1.5 405 Adjusted Values 1228 173 1.5 405 Adjustments CF Size Factor 1.100 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 0.9959 Rb=6.35 Le=3.66 Ft Loads Uniform TL: 50 =A (Uniform Ld on Backspan) Point TL Distance Par Unif TL Start End l B=3120 8.0 K=50 (OH) 0 2.75 Uniform Load A ( K Pt loads: © I R52 R2=3098 BACKSPAN=9.5 FT OH=2.75 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. JOB //06 ,a6 7 VOELKER ENGINEERING, INC. SHEET NO. (/( ` 11 OF GG 1911 116th Avenue NE DATE $ e r_!.1, CALCULATED BY Bellevue, Washington 98004 DATE 425-451-4946 CHECKED BY SCALE • (jam. 1;U f , 3.. L11 404,4. .' , : , . , . i , • ., . . 4 . • • . . .. .. .. .... ' ...�S}W..._..... ... ..... .. __.. _ I... ....... . • . . ......... .. .._.... . ......... h .......... 441 ...... . . .. . Da-It .... ... .. . ..........._... ......Le.... . ...... . ...._.... PRODUCT 201-1 iShgle Sheet02051(Padded) VOELKER ENGINEERING 1 1 011 BeamChek v2007 licensed to:Voelker Engineering Reg#8111-1879 �( Prepared by:CV Date:8/19111 Selection 5-118x 16-1/2 GLB 24F V4 DF/DF Lu=0.O Ft Conditions NDS 2005 Min Bearing Area R1=8.3 in2 R2=6.8 in2 (1.5)DL Defl= 0.53 in Recom Camber=0.80 in Data Beam Span 16.5 ft Beam Wt per ft 20.55# Reaction 1 TL 5403# Reaction 2 TL 4446# Bm Wt Included 339# Maximum V 5403# Max Moment 25601 '# Max V(Reduced) 4619# TL Max Defl L/240 TL Actual Defl L/370 Attributes Section(in3) Shear(in3) TL Defl(in) Actual 232.55 84.56 0.53 Critical 112.17 25.10 0.83 Status OK OK OK Ratio 48% 30% 65% Fb(psi) Fv(psi) E(psi x mil) Fcl(psi) Values Reference Values 2400 240 1.8 6501 8 650 Adjusted Values 2739 276 Adjustments Cv Volume 0.992 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 Par Unif TL Start End Point TL Distance 0 10.0 B=3100 10.0 H=550 I=140 10.0 16.5 I I I H Pt loads: R1 =5403 R2=4446 SPAN=16.5 FT Uniform and partial uniform loads are lbs per lineal ft. JOB 110 6 y VOELKER ENGINEERING, INC. SHEET NO. ���s 1 OF 1911 116th Avenue NE CALCULATED BY DATE r (7.0 / Bellevue, Washington 98004 425-451-4946 CHECKED BY DATE SCALE i Li ti...., ,. t. .. .. A VVU , . ,, di, 4$6T. i , .. .......... . ... jv . 3f,1 ',A1 i i. ...... ....... N ld 16 . .......... ......_........ .. ... . . __ r. _.._ 2 lL • 9- 1110 4 'Goa, .4.1fr• ek4 - - C t. .e.4) id: ' i Gtr P'.1- ,; � ___ _ _ ei4 1� .. -26s'v r •4 /5-5* fol) OK ................................................................................................_..................... PRODUCT 204-1(Single Sheds)205-1(PtldBd)