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,VLc S T,o 1C, i? IV &w Voelker Engineering, Inc. 1911116 `Avenue NE, Bellevue, WA 98004 425-451-4946 DR Horton Plan 3714 •k f . Heritage Crossing Lot 34n: '/01( Tigard, Oregon Structural Calculations November 4, 2016 IN 12005.2 Building Code: 2009 IBC Snow load: 25psf Roof Dead load: 15psf Floor Live load: 40psf Floor Dead load: 10psf Wind: 100mph Exposure B Seismic: Soil class D Spectral Response Coefficients Ss = 1.58, 51 = .55 INDEX PAGES Lateral analysis L1-18 Roof framing R1-2 Upper floor framing UF1-4 Main floor framing MF1 Footings FTG1 If- ./-/G 1512 l l?xPIKES: 6/25/,'7 Voelker Engineering, Inc. 1911 116t Avenue NE, Bellevue,WA 98004 425-451-4946 DR Horton Plan 3714 Structural Calculations March 26, 2013 IN 12005.2 Building Code: 2009 IBC Snow load: 25psf Roof Dead load: 15psf Floor Live load: 40psf Floor Dead load: 10psf Wind: 100mph Exposure B Seismic: Soil class D Spectral Response Coefficients Ss = 1.58, S1 = .55 INDEX PAGES Lateral analysis L1-18 Roof framing R1-2 Upper floor framing UF1-4 Main floor framing MF1 Footings FTG1 r Voelker Engineering, Inc. 03/26/13 Job 12005.2 1911 116th Avenue NE Page L1 Bellevue,WA 98004 DR Horton Plan 3714 Lateral Analysis of Wind forces(ASCE 7-05,2009 IBC) Design wind pressures and forces are determined per equations given in section 6.5.12 System Type Structure Type Equation Main Wind-Force Low-Rise Buildings p : gh•[(GCpf)-(GCpi)] Resisting System Gable Roofqh : at mean roof height h GCpf : given in Figure 6-10 GCpi : given in Figure 6-5 Velocity Pressure Calculations,qh Velocity pressure qh is calculated in accordance with section 6.5.10 qh =Velocity pressure @ mean roof height(h) (Eq. 6-15) qh =Constant• Kh • Kzt• Kd •V2•I qh =Velocity pressure @ height(h) Where : Constant = Numerical constant (Section C6.5.10) = '/2 • [(Air density lb/cuft)/(32.2ft/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/cul (Table C6-1) Category = II (Table 1-1) Importance Factor = 1 (Table 6-1) Exposure Category = B (Urban areas) Alpha = 7 (Table 6-2) Zg = 1,200.00 ft (Table 6-2) Basic Wind Speed = 100.00 mph (Figure 6-1) Mean Roof Height = 23.00 ft 12005.2 ASCE7-05.xls Voelker Engineering, Inc. 03/26/13 Job 12005.2 1911 116th Avenue NE Page L2 Bellevue, WA 98004 DR Horton Plan 3714 Velocity Pressure Calculations,qz(Cont.) Where : Kh = Velocity pressure coefficient @ height z (Eq. C6-3a 2.01•(Z/Zg)^(2/Alpha)for 15 ft<=Z<=Zg (Eq. C6-3b 2.01 • (15/Zg)A(2/Alpha)for Z< 15ft 0.7 Kzt = Topographic factor obtained from Fig. 6-4 _ (1 + K1 • K2 • K3)2 Kzt@h = 1 Topography = None KI,K2,K3 = Multipliers from Fig. 6-4 to obtain Kzt Lh = 100.00 ft H = 200.00 ft H/Lh = 0.5 K1 = 0 X = 100.00 ft X/Lh = 0.25 K2 = 0 Using 2H for Lh z/Lh = 0.23 K3@h = 1 Kd = Wind directionality factor obtained from Table 6-4 = 0.85 qh = 15.24 (psf) Internal Pressure Coefficient, GCpi, Figure 6-5 The internal pressure coefficients are given in Figure 6-5 Enclosure Classification GCpi+ GCPi- Ri GCpi+ GCPi- Partially enclosed buildings 0.55 -0.55 1 0.55 -0.55 12005.2 ASCE7-05.xls Voelker Engineering, Inc. 03/26/13 Job 12005.2 1911 116th Avenue NE Page L3 Bellevue,WA 98004 DR Horton Plan 3714 External Pressure oe icien , p, Figure 6-10 The pressure force coefficient aregiven in Figure 6-10 Roof Angle Building Surface 1 2 3 4 5 6 1E 27.00 deg. 0.55 -0.06 -0.45 -0.39 -0.45 -0.45 0.72 2E 3E 4E -0.13 -0.58 -0.53 Design Wind Pressure, p.(psf)Equation 6-18 Design wind pressures and forces are determined per equationsgiven in section 6.5.12 Building Surface Cp qh GCpi+ GCpi- p+ p- (psf) (psf) (psf) 1 0.55 15.24 0.55 -0.55 0 16.76 2 -0.1 15.24 0.55 -0.55 -9.89 6.88 3 -0.45 15.24 0.55 -0.55 -15.2 1.57 4 -0.39 15.24 0.55 -0.55 -14.34 2.43 5 -0.45 15.24 0.55 -0.55 -15.24 1.52 6 -0.45 15.24 0.55 -0.55 -15.24 1.52 1E 0.73 15.24 0.55 -0.55 2.71 19.48 2E -0.19 15.24 0.55 -0.55 -11.28 5.49 3E -0.58 15.24 0.55 -0.55 -17.3 -0.53 4E -0.53 15.24 0.55 -0.55 -16.54 0.23 p+ uses GCpi+ p-uses GCpi- 12005.2 ASCE7-05.xls Voelker Engineering, Inc. 03/26/13 Job 12005.2 1911 116th Avenue NE Page L4 Bellevue,WA 98004 DR Horton Plan 3714 Light Wood Frame Construction? Y Mean Roof Height 20.5 ft Maximum Height 24 ft Building Width 26 ft Building Length 44 ft Roof Plate Ht 17 ft Upper Fl Plate Ht 8 ft Main Fl Plate Ht 0 ft Wind Pressure Zones-Sums of positive and negative pressures Transverse Direction Load Horizontal Pressures Case A B C D 1 19.25 2.68 14.34 2.36 Longitudinal Direction Load Horizontal Pressures Case A B C D 1 19.25 2.68 14.34 2.36 End Zone Calculations .1xWidth 2.6 .4xHeight 8.2 .04xWidth 1.0 2.6 3.0 3.0 3.0 <--- End Zone Length= 6.0 ft 12005.2 ASCE7-05.xls Voelker Engineering, Inc. 03/26/13 Job 12005.2 608 State Street Page L5 Kirkland,Washington 98033 DR Horton Plan 3714 Wind Analysis FRONT TO REAR DIRECTION Building Width 26 ft Zone 1 Zone 2 Zone 3 Zone 4 Type 2 2 1 1 End Zone y Y n y Height Width Height Width Height Width Height Width ft ft ft ft ft ft ft ft 24.0 7 24.0 7 24.0 0 24.0 0 17.0 13 17.0 13 17.0 0 17.0 0 8.0 13 8.0 13 8.0 0 8.0 0 0.0 13 0.0 13 0.0 0 0.0 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 14.34 19.25 14.34 19.25 2.36 0.00 2.36 2.68 14.34 19.25 14.34 19.25 14.34 0.00 14.34 19.25 14.34 19.25 14.34 19.25 14.34 0.00 14.34 19.25 14.34 19.25 14.34 19.25 14.34 0.00 14.34 19.25 Load to roof plate Vw= 3761 lb Load to upper floor plate Vw= 3670 lb Load to main floor plate Vw= 0 lb Total= 7431 lb Check using 10psf minumum Total Wind Load= 4360 lb OK 12005.2 ASCE7-05.xls Voelker Engineering, Inc. 03/26/13 Job 12005.2 1911 116th Avenue NE Page L6 Bellevue, WA 98004 DR Horton Plan 3714 Wind Analysis LEFT TO RIGHT DIRECTION Building Width 44 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 24.0 22 24.0 22 24.0 0 24.0 0 17.0 22 17.0 22 17.0 0 17.0 0 8.0 22 8.0 22 8.0 0 8.0 0 0.0 22 0.0 22 0.0 0 0.0 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 2.36 2.68 2.36 2.68 2.36 2.68 2.36 2.68 14.34 19.25 14.34 19.25 14.34 19.25 14.34 19.25 14.34 19.25 14.34 19.25 14.34 19.25 14.34 19.25 14.34 19.25 14.34 19.25 14.34 19.25 14.34 19.25 Load to roof plate Vw= 3859 lb Load to upper floor plate Vw= 5864 lb Load to main floor plate Vw= 0 lb Total= 9723 lb Check using 10psf minumum Total Wind Load= 8800 lb OK 12005.2 ASCE7-05.xls Voelker Engineering, Inc. 03/26/13 Job 12005.2 1911 116th Avenue NE Page L7 Bellevue,WA 98004 DR HortonPlan 3714 Lateral Analysis of Seismic forces(2009 IBC) Distribution of Building Weight Roof AreaWeight Ave. height ft^2 psf ft 1260 12.8 17 Interior walls Wall Wt Wall Ht Wall L psf ft ft 6.5 8 150 Exterior wallsW all WtWall HtW all L psf ft ft 8 8 140 Upper Floor Area Weight Ave. height ftA2 psf ft 1120 10 8 Interior walls Wall Wt Wall HtWall L psf ft ft 6.5 8 80 Exterior walls Wall Wt Wall Ht Wall L psf ft ft 8 8 140 Main Floor Area Weight Ave. height ft^2 psf ft 0 10 0 Interior walls Wall Wt Wall Ht Wall L psf ft ft 6.5 9 0 Exterior walls Wall Wt Wall Ht Wall L psf ft ft 8 9 0 12005.2 ASCE7-05.xls Voelker Engineering, Inc. 03/26/13 Job 12005.2 1911 116th Avenue NE Page L8 Bellevue,WA 98004 DR Horton Plan 3714 Lateral Analysis of Seismic forces(2009 IBC) Soil Class= D le = 1.00 R = 6.50 Structure Height= 20.5 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 = 0.19 Seconds Cs Determination(ASCE 7) Sds/(R/le) 0.162 Sd1/(R/le)/T 0.439 Cs= 0.162 Ultimate Vs= 0.116 xWt Working Stress Distribution of Shear to Stories Level Vs wx % Vs Roof 2844 48344.48 0.666 3912 <--- Upper floor 3027 24217.93 0.334 1959 <--- Main floor 0 0 0.000 0 <--- Total 5871 72562 5871 lbs Redundancy Check rho max= 1.00 Front/Rear rho max= 1.00 Left/Right 12005.2 ASCE7-05.xls Voelker Engineering, Inc. 03/26/13 Job 12005.2 1911 116th Avenue NE Page L9 Bellevue,WA 98004 DR Horton Plan 3714 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 v= 1.6 x 860= 13761b) Allow V P6 2x sill plates 48"o.c. 344 plf P4 2x sill plates 32"o.c. 516 plf P3 2x sill plates 16"o.c. 516 plf, 1/2 allow w/2x plates for seismic only P2 3x sill plates 16"o.c. 1284 plf 12005.2 ASCE7-05.xls Voelker Engineering, Inc. 03/26/13 Job 12005.2 1911 116th Avenue NE Page L10 Bellevue, WA 98004 DR Horton Plan 3714 Sub-diaphragms-Front/Rear Zone 1 Zone 2 Zone 3 Zone 4 Roof 26 ft 0 ft 0 ft 0 ft Upper 26 ft 0 ft 0 ft 0 ft Main 0 ft 0 ft 0 ft 0 ft Force Distribution to Walls-Front/Rear Roof Plate Level Sum of Walls Total Grid 1 15 7 10.5 32.5 Grid 2 43 43 Grid 3 0 Grid 4 0 Grid 5 0 Trib. Vs Vw Wall Sum v Uplift Grid 1 13 1956 1880 32.5 60 plf OK Grid 2 13 1956 1880 43 45 plf OK Grid 3 0 0 0 0 Grid 4 0 0 0 0 Grid 5 0 0 0 0 Totals 26 3912 3761 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid 1 7 421 0.11 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 12005.2 ASCE7-05.xls Voelker Engineering, Inc. 03/26/13 Job 12005.2 1911 116th Avenue NE Page L11 Bellevue,WA 98004 DR Horton Plan 3714 Force Distribution to Walls-Front/Rear Upper Floor Plate Level Sum of Walls Total Grid 1 41.25 41.25 Grid 2 18 18 Grid 3 0 Grid 4 0 Grid 5 0 Trib. Vs Vw Wall Sum v Uplift Grid 1 13 2936 3715 41.25 90 plf OK Grid 2 13 2936 3715 18 206 plf P6 1651 Grid 3 0 0 0 0 Grid 4 0 0 0 0 Grid 5 0 0 0 0 Totals 26 5871 7431 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 12005.2 ASCE7-05.xls Voelker Engineering, Inc. 03/26/13 Job 12005.2 1911 116th Avenue NE Page L12 Bellevue,WA 98004 DR Horton Plan 3714 Sub-diaphragms-Left/Right Zone A Zone B Zone C Zone D Roof 44 ft 0 ft 0 ft 0 ft Upper 44 ft 0 ft 0 ft 0 ft Main 0 ft 0 ft 0 ft 0 ft Force Distribution to Walls-Left/Right Roof Plate Level Sum of Walls Total Grid A 9.5 9.5 Grid B 5 5 10 Grid C 0 Grid D 0 Grid E 0 Trib. Vs Vw Wall Sum v Uplift Grid A 22 1956 1929 9.5 206 plf P6 1647 Grid B 22 1956 1929 10 196 plf P6 1565 Grid C 0 0 0 0 Grid D 0 0 0 0 Grid E 0 0 0 0 Totals 44 3912 3859 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid A 0 0 0.00 1.00 Grid B 5 978 0.25 1.00 Grid C 0 0 0.00 1.00 Grid D 0 0 0.00 1.00 Grid E 0 0 0.00 1.00 12005.2 ASCE7-05.xls Voelker Engineering, Inc. 03/26/13 Job 12005.2 1911 116th Avenue NE Page L13 Bellevue,WA 98004 DR Horton Plan 3714 Force Distribution to Walls-Left/Right Upper Floor Plate Level Sum of Walls Total Grid A 5.2 4.67 9.87 Grid B 14 14 Grid C 0 Grid D 0 Grid E 0 Trib. Vs Vw Wall Sum v Uplift Grid A 10 2434 3360 9.87 340 plf P4 2723 Grid B 31 3437 6363 14 455 plf P4 3636 Grid C 0 0 0 0 Grid D 0 0 0 0 Grid E 0 0 0 0 Totals 41 5871 9723 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid A 5.2 1282 0.22 1.00 Grid B 0 0 0.00 1.00 Grid C 0 0 0.00 1.00 Grid D 0 0 0.00 1.00 Grid E 0 0 0.00 1.00 12005.2 ASCE7-05.xls Voelker Engineering, Inc. 3/26/2013 Job 12005.2 1911 116th Avenue NE Page L14 Bellevue,WA 98004 DR Horton Plan 3714 Lateral Analysis of Wood Diaphragm in Rotation. Diaphragm Blocked?Y/N Y End Wall Length 14 (ft) Max Shear 5.100 (kips) Side Wall 1 Length 18 (ft) G= 90000 (psi) Side Wall 2 Length 16 (ft) E= 1400000 (psi) Wall Height 9 (ft) Diaphragm Width 18 (ft)-- Parallel to open side Diaphragm Length 22 (ft) Horz. Plywood 0.75 (in) Wall plywood 0.44 (in) Edge Nail Spacing 6 "oc Anchorage Slip 0.04 (in) Seasoned Lumber 0.5 (.5=Yes, 1=No) End Wall v= 364 (plf) Deflection D= 0.23 (in) Wall 1 v= 173 (plf) Deflection D= 0.16 (in) Wall 2 v= 195 (plf) Deflection D= 0.14 (in) Diaphragm v= 283 (plf) Deflection D= 0.17 (in) 12005.2 ASCE7-05.xls JOB 1.2005.2 VOELKER ENGINEERING, INC. 1. SHEET NO. OF 1911 116th Avenue NE 3-26-13 Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE • , i, c , 77... ;,, .t. .! Pg. e",‘,/' e:.p 4 • • • • '1 • • • t^ • • • • R d •1 • . s • .--. • .r • • • Ls • • PRODUCT 204-1(Single Sleets)205-1(Padded) JOU r VOELKER ENGINEERING, INC. �,,SHED LIG v v v • 1911 116th Avenue NE 3-26-13 Bellevue, Washington 98004 CALCULATED BY DATE_ 425-451.4946 CHECKED BY DATE SCALE :(0 71 (tiff' 1 . • ! ! i p/olog." I i • • • • • e • .• • .,:i i ........ t ,� H \ H H H • 7 • • iY b° .. r _ H . • H H v • - - - - 4 �'ts1l : ; G. s ••• 1 4 ..1 ki.. I , ! . v.. ••i i i i i i s ........ 4 t. ...5 ....j. : i i H = HTT5vv/ DF studs 8,', • • • • • SB5/8x24 anchor i MIOUT104,PO Skull):0S-1(MN) Voelker Engineering, Inc. 3/26/2013 Job 12005.2 1911 116th Avenue NE Page L17 Bellevue,WA 98004 DR Horton Plan 3714 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 1956 38 51 plf 7.38 ft o.c. OK Vw 1880 38 49 plf 7.68 ft o.c. OK Grid 2 Vs 1956 43 45 plf 8.35 ft o.c. OK Vw 1880 43 44 plf 8.69 ft o.c. OK Left/Right Grid A Vs 1956 26 75 plf 5.05 ft o.c. OK Vw 1929 26 74 plf 5.12 ft o.c. OK Grid B Vs 1956 18 109 plf 3.50 ft o.c. OK Vw 1929 18 107 plf 3.55 ft o.c. OK 12005.2 ASCE7-05.xls 12005.2 JOB • VOELKER ENGINEERING, INC. SHEET NO. LI OF 1911 116th Avenue NE 3-26-13 Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE . , . . . ! g„,:e_ pc• ' ,L,„', , , , r " >' „ • „ „.•. „ :. , :: , ,. , , ,• , . ! , • , „ , , , , , , , , . , , , : : , , , . , . . .14 . . .....,,,,,,.. ,.................... • • , , , , , , . : , • : 703 7 - fix I c Z s74/5 7 `; I ,3tj P� __ , dt.c.. rt. ,' I . , , : . . ., : ., . • , ,, , , • , , . , , : : , , _._..4.__,__,--4--,---! : .:, : . , , . . , , , , , , , • . , , , „ : , , , , , • . . . , . , , ! , . . , , : , . . , . , . . , : , A.), . ..„ „ . : : : ., : r 1 1 . • yr r //_x ' _v:3.?_- # __ eiZv• x-__3 4. `.?y 6.6 7 . . ... . .... .. ......... �rlv7` . ,4 __411 .. ? S •, , ; . , , ; , , , , , . , , , 4 i . • : • off_ PRODUCT 204.1(Si*Shoots)2054(Padded) Voelker Engineering, Inc. 01/24/12 Job# 12005 Simple span beams Sheet R1 • Side window header 4x6 HF#1 Length = 4.25 ft Width = 3.500 in LL/TL= 0.63 Load = 560 plf Depth = 5.500 in LL DUR. = 1.15 Pt load = 0 lb E = 1500 ksi R= 1190 lb V@ d = 933 lb M= 1264 lb-ft fb= 860 psi< OK 1458 TL Defl. = 0.07 in L/ 762 fv= 73 psi< OK 173 LL Defl. = 0.04 in L/ 1,433 Support 0.8 in Bedroom 4 window header 4x6 HF#1 Length = 5.25 ft Width = 3.500 in LL/TL= 0.63 Load = 350 plf Depth = 5.500 in LL DUR. = 1.15 Pt load = 0 lb E = 1500 ksi R= 919 lb V @ d = 758 lb M= 1206 lb-ft fb = 820 psi< OK 1458 TL Defl. = 0.10 in L/ 647 fv= 59 psi < OK 173 LL Defl. = 0.05 in L/ 1,217 Support 0.6 in Master bedroom window header 4x6 HF#1 Length = 8.25 ft Width = 3.500 in LL/TL= 0.63 Load = 120 plf Depth = 5.500 in LL DUR. = 1.15 Pt load = 0 lb E = 1500 ksi R= 495 lb V@ d = 440 lb M= 1021 lb-ft fb = 694 psi< OK 1458 TL Defl. = 0.20 in L/ 486 fv= 34 psi< OK 173 LL Defl. = 0.11 in L/ 914 Support 0.3 in Voelker Engineering, Inc. 01/24/12 Job# 12005 • Simple span beams Sheet R2 4x10 HF#1 Length = 6 ft Width = 3.500 in LL/TL= 0.63 Load = 320 plf Depth = 9.250 in LL DUR. = 1.15 Pt load = 0 lb E = 1500 ksi R= 960 lb V @ d = 713 lb M= 1440 lb-ft fb = 346 psi< OK 1346 TL Defl. = 0.03 in L/ 2,255 N = 33 psi< OK 173 LL Defl. = 0.02 in L/ 4,241 Support 0.7 in Voelker Engineering, Inc. 01/24/12 Job# 12005 Simple span beams Sheet UF1 • Great room rear window header 4x10 HF#1 Length = 7.25 ft Width = 3.500 in LL/TL = 0.63 Load = 700 plf Depth = 9.250 in LL DUR. = 1.15 Pt load = 0 lb E = 1500 ksi R= 2538 lb V @ d = 1998 lb M= 4599 lb-ft fb= 1106 psi < OK 1346 TL Defl. = 0.15 in L/ 584 fv= 93 psi< OK 173 LL Defl. = 0.08 in L/ 1,099 Support 1.8 in Beam over kitchen (3) 2x12 HF#1 Length = 10.5 ft Width = 4.500 in LL/TL = 0.80 Load = 525 plf Depth = 11.250 in LL DUR. = 1.00 Pt load = 0 lb E = 1500 ksi R= 2756 lb V@d = 2264 lb M= 7235 lb-ft fb= 915 psi< OK 975 TL Defl. = 0.20 in L/ 639 fv= 67 psi < OK 150 LL Defl. = 0.14 in L/ 879 Support 1.5 in Pantry header 4x6 HF#1 Length = 3 ft Width = 3.500 in LL/TL = 0.80 Load = 525 plf Depth = 5.500 in LL DUR. = 1.00 Pt load = 0 lb E = 1500 ksi R= 788 lb V@d = 547 lb M= 591 lb-ft fb = 402 psi < OK 1268 TL Defl. = 0.01 in L/ 2,490 fv= 43 psi< OK 150 LL Defl. = 0.01 in L/ 3,423 Support 0.6 in Hallway (2) 2x12 HF#1 Length = 8 ft Width = 3.000 in LL/TL = 0.80 Load = 525 plf Depth = 11.250 in LL DUR. = 1.00 Pt load = 0 lb E = 1500 ksi R= 2100 lb V @ d = 1608 lb M= 4200 lb-ft fb = 796 psi< OK 975 TL Defl. = 0.10 in L/ 963 fv= 71 psi< OK 150 LL Defl. = 0.07 in L/ 1,324 Support 1.7 in Voelker Engineering, Inc. 01/24/12 Job# 12005 Simple span beams Sheet UF2 Garage center 51/2x15 GLB Length = 17.75 ft Width = 5.500 in LL/TL= 0.80 Load = 475 plf Depth = 15.000 in LL DUR. = 1.00 Pt load = 0 lb E = 1800 ksi R= 4216 lb V@ d = 3622 lb M= 18707 lb-ft fb= 1102 psi< OK 2400 TL Defl. = 0.42 in L/ 508 fv= 66 psi< OK 240 LL Defl. = 0.30 in U 699 Support 1.2 in Garage door header 3 1/2x15 GLB Length = 16.75 ft Width = 3.500 in LL/TL = 0.63 Load = 700 plf Depth = 15.000 in LL DUR. = 1.15 Pt load = 0 lb E = 1800 ksi R= 5863 lb V @ d = 4988 lb M= 24549 lb-ft fb= 2245 psi< OK 2760 TL Defl. = 0.83 in L/ 242 N= 143 psi< OK 276 LL Defl. = 0.44 in L/ 456 Support 2.7 in Entry (2) 2x12 HF#2 Length = 8 ft Width = 3.000 in LL/TL= 0.63 Load = 550 plf Depth = 11.250 in LL DUR. = 1.15 Pt load = 0 lb E = 1300 ksi R= 2200 lb V@ d = 1684 lb M= 4400 lb-ft fb= 834 psi < OK 978 TL Defl. = 0.13 in L/ 740 N = 75 psi < OK 173 LL Defl. = 0.07 in L/ 1,391 Support 1.8 in Porch option B 4x6 HF#1 Length = 8 ft Width = 3.500 in LL/TL= 0.63 Load = 150 plf Depth = 5.500 in LL DUR. = 1.15 Pt load = 0 lb E = 1500 ksi R= 600 lb V @ d = 531 lb M= 1200 lb-ft fb = 816 psi< OK 1458 TL Defl. = 0.23 in L/ 427 N = 41 psi< OK 173 LL Defl. = 0.12 in L/ 802 Support 0.4 in Voelker Engineering, Inc. 01/24/12 Job# 12005 Simple span beams Sheet UF3 3 Car garage beam 5 1/2x15 GLB Length = 17 ft Width = 5.500 in LL/TL= 0.63 Load = 625 plf Depth = 15.000 in LL DUR. = 1.15 Pt load = 4216 lb E = 1800 ksi R= 7421 lb V@ d = 6639 lb M= 40496 lb-ft fb= 2376 psi < OK 2760 TL Defl. = 0.82 in L/ 250 fv= 121 psi< OK 276 LL Defl. = 0.43 in L/ 470 Support 3.3 in 3rd garage door header 4x10 HF#1 Length = 8.5 ft Width = 3.500 in LL/TL= 0.63 Load = 400 plf Depth = 9.250 in LL DUR. = 1.15 Pt load = 0 lb E = 1500 ksi R= 1700 lb V @ d = 1392 lb M= 3613 lb-ft fb= 869 psi < OK 1346 TL Defl. = 0.16 in L/ 634 fv= 64 psi< OK 173 LL Defl. = 0.09 in L/ 1,193 Support 1.2 in VOELKER ENGINEERING BeamChek v2007 licensed to:Voelker Engineering Reg#8111-1879 3905 Upper floor joists at front UF4 Prepared by:CV Date: 1/24/12 Selection 2x 12 HF#2 @ 16 in oc Lu=0.0 Ft Lu @OH =3.0 Ft Conditions NDS 2005, Overhang, Repetitive Use Min Bearing Area R1=0.6 in2 R2=2.2 in2 (1.5)DL Defl= 0.04 in. Data Beam Span 10.0 ft Reaction 1 LL 203# Reaction 2 LL 624# Beam Wt per ft 0# Reaction 1 TL 223# Reaction 2 TL 910# Bm Wt Included 0# Maximum V 467# Overhang Length 3.0 ft Max Moment 1100'# Max V(Reduced) 404# Total Beam Length 13.0 ft TL Max Defl L/240 TL Actual Defl L/>1000 OH TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 OH LL Actual Defl L/<-1000 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl OH TL Defl OH LL Defl Actual 31.64 16.88 0.01 0.02 0.04 0.00 Critical 14.49 4.04 0.50 0.33 0.30 0.20 Status OK OK OK OK OK OK Ratio 46% 24% 2% 6% 14% 0% Fb(psi) Fv(psi) E(psi x mil) Fc±(psi) Values Reference Values 850 150 1.3 405 Adjusted Values 911 150 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 CI Stability @ OH 0.9321 Rb= 19.26 Le=6.18 Ft Loads Uniform LL:53 Uniform TL: 67 =A (Uniform Ld on Backspan) Point LL Point TL Distance Par Unif LL Par Unif TL Start End 133 F=267 (OH) 3.0 53 K=67 (OH) 0 3.0 Uniform Load A K Pt loads: F ZR 0 R1 =223 BACKSPAN= 10 FT OH=3 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. Voelker Engineering, Inc. 01/24/12 Job# 12005 ' Simple span beams Sheet MF1 . Typ.crawl space beam 4x8 HF#1 Length = 5.25 ft Width = 3.500 in LL/TL= 0.80 Load = 525 plf Depth = 7.250 in LL DUR. = 1.00 Pt load = 0 Ib E = 1500 ksi R= 1378 lb V @ d = 1061 lb M= 1809 lb-ft fb = 708 psi< OK 1268 TL Defl. = 0.06 in L/ 1,064 N= 63 psi< OK 150 LL Defl. = 0.04 in L/ 1,463 Support 1.0 in JOB / L(,O, VOELKER ENGINEERING, INC. SHEET NO. Pt,I / of 1911 116th Avenue NE /• .2. - Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE r9e)7.01 2, i ---- 7...-ift ! c..:,.rt itil ) ‘.."f•-• i. . , • . • • F. --" Jle ` iL t�c4.) f i J .,,J ,, , . , , , , , , , e/..,,..11, e4. 13,ederk . , 7, , , , , , . , , ¢ A �e►� ` .'7�z- ? ? 671r PRODUCT 204-1(Single Sheets)205-1(Padded)