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Specifications (11) At,c r)--C)/2-— 2. / 11/c-i /ph. c°rtsi Voelker Engineering, Inc. 1911 116`x' Avenue NE, Suite 101, Bellevue, WA 98004 i 425.451.4946 yr JUN I v ivf DR Horton Plan 3724 STRUCTURAL CALCULATIONS April 3, 2012 JN 28065.1 Building Code: 2009 IBC Snow: 25psf Roof Dead load: 15psf Floor Live load: 40psf Floor Dead load: lOpsf Wind: 100mph Exposure B Seismic: Soil class D Spectral Response Coefficients Ss = 1.58, S1 = .55 INDEX PAGES Lateral analysis L1-20 Roof framing R1-2 Upper floor framing UF1-9 Main floor framing MF1-3 Balloon studs W1 r r Voelker Engineering, Inc. 08/16/11 Job 28065.1 1911 116th Avenue NE Page L1 Bellevue,WA 98004 DR Horton Plan 3724 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 Roof qh :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 •V 2.1 qh=Velocity pressure @ height(h) Where : Constant = Numerical constant (Section C6.5.10) _ 1/2 • [(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/cu 1 (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 28065.1 ASCE7-05 I Voelker Engineering, Inc. 08/16/11 Job 28065.1 1911 116th Avenue NE Page L2 Bellevue,WA 98004 DR Horton Plan 3724 Velocity Pressure Calculations,qz(Cont.) Where : Kh = Velocity pressure coefficient @ height z (Eq. C6-3a = 2.01•(Z/Zg)A(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 K1,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 28065.1 ASCE7-05 T C Voelker Engineering, Inc. 08/16/11 Job 28065.1 1911 116th Avenue NE Page L3 Bellevue,WA 98004 DR Horton Plan 3724 External Pressure Coefficient,Cp, Figure 6-10 The pressure force coefficient are given in Figure 6-10 Roof Angle Building Surface 1 2 3 4 5 6 1E 26.57 deg. 0.55 -0.1 -0.45 -0.39 -0.45 -0.45 0.73 2E 3E 4E -0.19 -0.58 -0.53 Design Wind Pressure, p. (psf)Equation 6-18 Design wind pressures and forces are determined per equations given 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- 28065.1 ASCE7-05 Voelker Engineering, Inc. 08/16/11 Job 28065.1 1911 116th Avenue NE Page L4 Bellevue,WA 98004 DR Horton Plan 3724 Light Wood Frame Construction? Y Mean Roof Height 22 ft Maximum Height 26 ft Building Width 30 ft Building Length 48 ft Roof Plate Ht 18 ft Upper Fl Plate Ht 9 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 3.0 .4xHeight 8.8 .04xWidth 1.2 3.0 3.0 3.0 3.0 <--- End Zone Length= 6.0 ft 28065.1 ASCE7-05 r r Voelker Engineering, Inc. 08/16/11 Job 28065.1 1911 116th Avenue NE Page L5 Bellevue,WA 98004 DR Horton Plan 3724 Wind Analysis FRONT TO REAR DIRECTION Building Width 30 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 26.0 8 26.0 8 26.0 0 26.0 0 18.0 16 18.0 16 18.0 0 18.0 0 9.0 16 9.0 16 9.0 0 9.0 0 0.0 16 0.0 16 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= 4637 lb Load to upper floor plate Vw= 4660 lb Load to main floor plate Vw= 0 lb Total= 9297 lb Check using 10psf minumum Total Wind Load= 5600 lb OK 28065.1 ASCE7-05 Voelker Engineering, Inc. 08/16/11 Job 28065.1 1911 116th Avenue NE Page L6 Bellevue,WA 98004 ^ DR Horton Plan 3724 Wind Analysis LEFT TO RIGHT DIRECTION Building Width 48 ft Zone A Zone B Zone C Zone D Type 1 2 2 1 End Zone y n y y Height Width Height Width Height Width Height Width ft ft ft ft ft ft ft ft 23.0 12 24.0 16 28.0 11 26.0 0 18.0 12 18.0 16 18.0 22 18.0 0 9.0 12 9.0 16 9.0 22 9.0 0 0.0 12 0.0 16 0.0 22 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 14.34 0.00 14.34 19.25 2.36 2.68 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 14.34 19.25 Load to roof plate Vw= 6892 lb Load to upper floor plate Vw= 6983 lb Load to main floor plate Vw= 0 lb Total= 13875 lb Check using 10psf minumum Total Wind Load= 9410 lb OK 28065.1 ASCE7-05 Voelker Engineering, Inc. 08/16/11 Job 28065.1 1911 116th Avenue NE Page L7 Bellevue,WA 98004 DR Horton Plan 3724 Lateral Analysis of Seismic forces(2009 IBC) Distribution of Building Weight Roof Area Weight Ave. height ft^2 psf ft 1700 12 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 8 160 Upper Floor Area Weight Ave.height ftA2 psf ft 1440 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 9 156 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 28065.1 ASCE7-05 Voelker Engineering, Inc. 08/16/11 Job 28065.1 1911 116th Avenue NE Page L8 Bellevue,WA 98004 DR Horton Plan 3724 Lateral Analysis of Seismic forces(2009 IBC) Soil Class= D le = 1.00 R = 6.50 Structure Height= 22 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 0.417 Cs= 0.162 Ultimate Vs= 0.116 xWt Working Stress Distribution of Shear to Stories Level Vs wx % Vs Roof 3497 62953.66 0.654 4709 <___ Upper floor 3707 33363.09 0.346 2496 <___ Main floor 0 0 0.000 0 <___ Total 7204 96317 7204 lbs Redundancy Check rho max= 1.00 28065.1 ASCE7-05 t , Voelker Engineering, Inc. 08/16/11 Job 28065.1 1911 116th Avenue NE Page L9 Bellevue,WA 98004 DR Horton Plan 3724 Allowable Shearwall Forces-IBC Table 2306.4.1 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 638 plf P2 833 plf Seismic Resistance(based on 2:1 height/width ratio) Allow v P6 242 plf P4 350 plf P3 399 plf P2 595 plf Anchor Bolts (5/8"bolts, HF plates,Allow v=1.33 x 800=10641b) Allow V P6 2x sill plates 48"o.c. 266 plf P4 2x sill plates 32"o.c. 399 plf P3 2x sill plates 16"o.c. 399 plf, 1/2 allow w/2x plates for seismic only P2 3x sill plates 16"o.c. 798 plf 28065.1 ASCE7-05 Voelker Engineering, Inc. 08/16/11 Job 28065.1 1911 116th Avenue NE Page L10 Bellevue,WA 98004 DR Horton Plan 3724 Sub-diaphragms-Front/Rear Zone 1 Zone 2 Zone 3 Zone 4 Roof 30 ft 0 ft 0 ft 0 ft Upper 30 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 14 6 15 35 Grid 2 16 6 16 38 Grid 3 0 Grid 4 0 Grid 5 0 Trib. Vs Vw Wall Sum v Uplift Grid 1 15 2354 2318 35 67 plf OK Grid 2 15 2354 2318 38 62 plf OK _ Grid 3 0 0 0 0 Grid 4 0 0 0 0 Grid 5 0 0 0 0 Totals 30 4709 4637 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid 1 6 404 0.09 1.00 Grid 2 6 372 0.08 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 28065.1 ASCE7-05 Voelker Engineering, Inc. 08/16/11 Job 28065.1 1911 116th Avenue NE Page L11 Bellevue,WA 98004 DR Horton Plan 3724 Force Distribution to Walls-Front/Rear Upper Floor Plate Level Sum of Walls Total Grid 1 37 37 Grid 2 18 18 Grid 3 0 Grid 4 0 Grid 5 0 Trib. Vs Vw Wall Sum v Uplift Grid 1 15 3602 4649 37 126 plf P6 1131 Grid 2 15 3602 4649 18 258 plf P6 2324 Grid 3 0 0 0 0 Grid 4 0 0 0 0 Grid 5 0 0 0 0 Totals 30 7204 9297 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 28065.1 ASCE7-05 Voelker Engineering, Inc. 08/16/11 Job 28065.1 1911 116th Avenue NE Page L12 Bellevue,WA 98004 DR Horton Plan 3724 Sub-diaphragms-Left/Right Zone A Zone B Zone C Zone D Roof 42 ft 0 ft 0 ft 0 ft Upper 0 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 8 8 Grid B 4.2 5.3 5.3 14.8 Grid C 0 Grid D 0 Grid E 0 Trib. Vs Vw Wall Sum v Uplift Grid A 21 2354 3446 8 431 plf P4 3446 Grid B 21 2354 3446 14.8 233 plf P6 1863 - Grid C 0 0 0 0 Grid D 0 0 0 0 Grid E 0 0 0 0 Totals 42 4709 6892 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid A 0 0 0.00 1.00 Grid B 5.3 843 0.18 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 28065.1 ASCE7-05 Voelker Engineering, Inc. 08/16/11 Job 28065.1 1911 116th Avenue NE Page L13 Bellevue,WA 98004 DR Horton Plan 3724 Force Distribution to Walls-Left/Right Upper Floor Plate Level Sum of Walls Total Grid A 2.6 2.3 2 2 2 2.25 13.15 Grid B 18.5 18.5 Grid C 0 Grid D 0 Grid E 0 Trib. Vs Vw Wall Sum v Uplift Grid A 13.5 3056 5410 13.15 411 plf P4 3703 Shearwall ratio>3.5:1 IBC 2305.3. P2 Grid B 34.5 4148 8465 18.5 458 plf P4 4118 Grid C 0 0 0 0 Grid D 0 0 0 0 Grid E 0 0 0 0 Totals 48 7204 13875 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid A 2.6 604 0.08 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 28065.1 ASCE7-05 JOB °,5e1,64" VOELKER ENGINEERING, INC. r,D L i./ SHEET1911 116th Avenue NE °F Bellevue, Washington 98004 CALCIAATED BY G-V DATE lr 1 J'e 4 425-451-4946, Fax 451-4956 CHECKED BY DATE SCALE -C.j.:1! ii.li:.il.:1.11 ...,,.1)/late 44.4 i 1 1 ,...'j! ...!! i ' I 1 ; ,,,..,1 '' f .... ......... a.. 4. i ........_.._..................__.............—...........: i : ; « i : 4 :: i 4 « . ; : : : t • _ 1 _...... 1. J t . i s • ...._.....4 .•M....................s i i1. ; i PANIC 9MAl1U*!Arid 91MMAMAA. JOB eVc0OS, / VOELKER ENGINEERING,INC. SHEET NO. L " of 1911 116th Avenue NE �• f6 - l� Bellevue,Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE - SCALE /f. if. i/f. . ..4/1,... . l_ ),,,... rz.,e, lie .. .... .V 04'' /_S . n I 1 I I • • PRODUCT 204.1(SW4,Sots)205-110 1 4. VOELKER ENGINEERING, INC, JH L,4 V-Se 6 1911 116th Avenue NE SHEET NO. OF Bellevue, Washington 98004 CALCULATED BY G-V DATE 1"-,,,y6 425-451-4946, Fax 451-4956 CHECKED BY DATE SCALE � 1e .; , • • • e.. : , , , , , 4 s. • f� t.• • • • • • • • • • i it 3 4 / /1 / L '- .p L ....:... ....•.. • SCs� PROO T 201-,(S�,Sheeted 2061(Padded) .. : < JOB a 6., I VOELKER ENGINEERING,INC. SHEET NO. L,7 OF 1911 116th Avenue NE Si.1e- b Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE 40por Lam.. p 1, 4 , '( . . , L,. 0: k , -;a 4 ST :1-2,.e . . ;. ,�.� z Y 1. . cs...49, i . : :� _. _oc s i . 1-'4 x • 1 x Ili' ‘-`:, -4. : Iil C >r • r _ rof SI PRODUCT 2434-1(Singh)Sheds)205-1 Tamed) Voelker Engineering, Inc. 09/11/08 Job# 28065 Sheet Lit Lateral Analysis of Wood Diaphragm in Rotation. (IBC 2305.2.5) Diaphragm Blocked? Y/N N End Wall Length 18.5 (ft) Max Shear 5.000 (kips) Side Wall 1 Length 37 (ft) G= 90000 (psi) Side Wall 2 Length 14.5 (ft) E= 1400000 (psi) Wall Height 9 (ft) Diaphragm Width 30 (ft) -- Parallel to open side Diaphragm Length 20 (ft) Horz. Plywood 0.75 (in) Wall plywood 0.50 (in) Edge Nail Spacing 6 "oc Anchorage Slip 0.05 (in) Seasoned Lumber 0.5 (.5=Yes, 1=No) End Wall v= 270 (plf) Deflection D= 0.10 (in) Wall 1 v= 45 (plf) Deflection D= 0.06 (in) Wall2 v= 115 (plf) Deflection D= 0.11 (in) Diaphragm v= 167 (plf) Deflection D= 0.26 (in) Total Deflection at open end D= 0.41 (in) JOB VOELKER ENGINEERING,:..I NC. G t 5 of 1211 Market Street SHEET"°. KIRKLAND,WASHINGTON 98033 CALCULATED:BY DATE •/7- 1� (425) 827-0197 FAX (425) 828-3019 CHECKED BY DATE SCALE .e,0-)4e/41 C : / Ir .�R epl f� ?...... �%... �.,. '', . J.... �" ....... z. 1 I1 k zt. i,2 i, ] ..I 7,.... _::,,.._.__ ,,,,,____. z_ oret s ... 4. a l.- ;.a'. /.. .9-4-6 ' �: 62.4.....14 k _.....r i .,r. W . &Pi/ .5t. :*. I /v . . , � a • lv.�.l...... i .....sv •._l7v ..W .f (!3 ..`ti l err lc .__. C1'1 4 ........ .. .... 3 ....... i JOB VOELKER ENGINEERING, INC. SHEET NO. L.2 v 1911 116th Avenue NE OF Bellevue, Washington 98004 CALCULATED BY DATE Ia 'S - IL 425-451-4946 CHECKED BY DATE SCALE • �� ra,< p ,1,,,,i, , : /..,./. , ,fit ...,,,,,...,,, . , , , ; . , • , , . . , , . , . , . . . . , . . , , , . . . . , . . ,..,,,, ,,,,,,f..,,. (4, -K,, , 1.4'..)...!/./ •Li . • • t. . - 4/1 sl : (. .-./..i 6 , ,4 ,. *, 12-4 ,/AD,)yi. //�f 4' //w <1 � " °XioX/f. 7� r I v•39,,.. • . ' 7 b911 7/. • - ! . • � r. • • • 507 • • • 1.4-- p/ 5'11.€1; , ' c : , . . , • / PROD=P041(Single Sheets)2O5-1(Padded) 162'41 D6'7 JOB VOELKER ENGINEERING, INC. SHEET NO. OF 1911 116th Avenue NECALCULATED BY DATE J2. 3 lo• (,g Bellevue,Washington 98004 425-451-4946 CHECKED BY DATE SCALE ry en en .. .. Cpi.e1 L*Gl.G+6WSURC ..._.... .... .. - err MM rarow<rurrr.rara.cA4�•� L V4RP.i1 !.o0'.!sr .... ... .... .... .. ... . ti... ..LOPMINCO.MO• . . 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Z 2eorl . 1 4 1 r 1,,, r, : „,•,„ ,. , , , , , , „ , , , , , .._ ...4 , „ ,... , ; : , , , , , , ,,...„,..,.. ,„ „ ! , : „ , , 4 , , . „.• „ . , , , . . . . , , .. , , , , .. , , . . : . „ , • . . . . • . . , 4 4 : ! 4 ! ! : ; ; ; 4 ! ; j. ; ; ; ; ; .; ;, ! ! . ; 1 F. �� . 4. O • • • a-�+ IL t a 4 • PRODUCT LW envie 8Mro)206.1 VOELKER ENGINEERING,INC. OF 1911 SHEET NO. 1911 116th Avenue NE Bellevue,Washington 98004 cALcuLATED BY .5 V DATE 2"PI'.6)8 425-4 51-4 946, Fax 45 1.-4, 956 CHECKEDBY DATE SC : . t‘e: 4 1 -4,1 = i-• 17,,;,, I . . , f , ,. . . , .)., !12-1. il. Ple 40.1.Ati i ''',.' IP • •, ..- • : : j. itt i . zjz ic.,,,,..:, , - r . , 4 i : • . . < . PROW 2011(SNIe Slott)205-1(Paddtd) 3c)Z4 9606c JOB VOELKER ENGINEERING, INC. SHEET NO GL r OF 1911 116th Avenue NE it• y d , D Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE .�. �. re„:1 F �I ���vr 4LrwrrWrr • •1 . . . „ :. . k . , . : . : : . . . 1 , , , : i „; , i „:. ,1H ,„ ,,i, ,„ ,, . , , . , : , e : „ , • . t:. , , , .....• 1 „, , . , _ . • :•• • • . , , : , ....„. I , , , , 7 : 7 , ••COH .1 tc a i I itii ; '•ik • �_ l • ' €. • ® �� �- /EI� — �,,,�►r.mss/ ' ..„,,..,,,e........_......•i :,��ao �—e � • !( W • h�rGL, • • • d7/ it! •• • • • • • i.. PRODUCT 2041e Sheets)(Sigl JOB .6 66, VOELKER ENGINEERING,INC. SHEET NO. 411'1 OF 1911 116th Avenue NE � • CALCULATED BY G✓ DATE S Bellevue,Washington 98004 J•1/, O _ 425-451-4946, Fax 451-4956 CHECKED BY DATE scALE 0 ; ....... . ... . L H4.'1701 .a x t, C. Ll- . 1` O • 4.'"I. -ICI. / I-4.:i, .41,0 ' -L1:s4 I.!..- I i ; i .. . .. . ili , iir k &)1 I" f• 11 i i .... 1 1 ::! 1 -1 1 e..- ... i, L I . . . : : itr, ')J IL s 1 • ! 4., r 1 -4 c.t1) '',, i le/4,..G! 1. t it. el gl6j /1„ 1 ; ! ! 1 ! , ! i , ,, ., ;! : : ! t 1 ; ; t ; ; t , ; •, -;= ; ; 4 1 : I , :: : : ✓s;l if PRODUCT 2044 gl Slne)30s1(Padded) VOELKER ENGINEERING )1 Z BeamChek v2007 licensed to:Voelker Engineering Reg#8111-1879 Plan 3824 28065 Prepared by:CV Date:9/11/08 Selection 3-116x 10-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=7.6 in2 R2=4.5 in2 (1.5)DL Defl= 0.29 in Recom Camber=0.44 in Data Beam Span 8.2 ft Beam Wt per ft 7.97# Reaction 1 TL 4943# Reaction 2 TL 2894# Bm Wt Included 65# Maximum V 4943# Max Moment 8968'# Max V(Reduced) 4534# TL Max Defl L/240 TL Actual Defl L/337 Attributes Section(in') Shear(in2) TL Defl(in) Actual 57.42 32.81 0.29 Critical 38.99 24.64 0.41 Status OK OK OK Ratio 68% 75% 71% 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 Adjustments 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 Loads Uniform TL: 460 =A Point TL Distance B=4000 2.0 Uniform Load A Pt loads: R1 4 R2=2894 SPAN=8.2 FT Uniform and partial uniform loads are lbs per lineal ft. stV S •1'G ..ya 5."0,2irot/viol Cs JOB S6 z sl :96; • JOB So 6 5- VOELKER ENGINEERING, INC. SHEET Ho. u�� OF 191111 Avenue NE DATE 5(-J 1 ' v t, Bellevue, Washington 98004 CALCULATED ev CV 425-451-4946, Fax 451-4956 CHECKED BY DATE SCALE • • of:?...ir 4A..i. i i'' 1 ii.6? 1 •C° 17 -.6te4:i)eio)5t ; . '5xr� z b16 Ps • st� 7c, t f F-11 •u .6ir -- - rk-f.9b-t i . • 'i i : ,V • 16 , rel.. i* . . iii74 14. • • • • • • PRODUCT 204-1 pirge Shah)2061(P616 ..:. JOB VOELKER ENGINEERING,INC. s►+EETNO. ut%S� OF 1911 116th Avenue NE GV DATE q-I1'di Bellevue,Washington 98004 CALCULATED BY 425-4514946, Fax 451-4956 CHECKED BY DATE SCALE S . u..r _ ( > A ' _ , �. • • . ; : : , , : , _Z . . . . . . . . . " : , , . . . . . , . . • pc.- .. I • b • • • t........T., � vS • • 012,1 • • PRODUCT 2041(fie Shots)105-1(P+OCed) 4 VOELKER ENGINEERING C-AI•V> BeamChek v2007 licensed to:Voelker Engineering Reg#8111-1879 Plan 3824 28065 Prepared by:CV Date:9/11/08 Selection 5-1/8x 12 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=3.4 in2 R2=7.9 in2 (1.5)DL Defl= 0.19 in Recom Camber=0.29 in Data Beam Span 9.25 ft Beam Wt per ft 14.94# Reaction 1 TL 2199# Reaction 2 TL 5166# Bm Wt Included 138# Maximum V 5166# Max Moment 13755 W Max V(Reduced) 4931# TL Max Defl L/240 TL Actual Defl L/578 Attributes Section(in3) Shear(in3) IL Deli(in) Actual 123.00 61.50 0.19 Critical 59.81 26.80 0.46 Status OK OK OK Ratio 49% 44% 41% Fb(psi) Fv(psi) E(psi x mil) Fc1(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2760 276 1.8 650 Adjustments 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 Loads Point TL Distance Par Unif TL Start End B=6600 6.4 H=220 6.4 9.25 H Pt loads: R1 =2199 R2=5166 SPAN=9.25 FT Uniform and partial uniform loads are lbs per lineal ft. jog MI 43 SZ 4 VOELKER.ENGINEERING,INC. stEET No. a is 7 1911 116th Avenue NE e V 4'•si•0 I Bellevue,Washington 98004 CALCULATED BY DATE 425451-4946, Fax 4514956 oacpxo BY DATE SCALE I i 1 I I 1 I ! i 1 I 1 ! 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VOELKER ENGINEERING, INC. ie- 1911 116th Avenue NE SHEET NO. v OF Bellevue, Washington 98004 CALCULATED BY C✓ DATE 4;‘•it v ef - 425-451-4946, Fax 451-4956 CHECKED BY DATE SCALE . 3.. l-ate :.. . r • 4, )7*7 • r...:........... _ � x • glit? • 3 ...... off; . ;.. • • • .... .i... .......:.. .. ... ..... .... .. .. ... a ............. .. ... .... • i... • • • • i ! i ! !............... ,.............y......... ..... ..... -.... ..... ..... ; • ..... ..... t.. : PRODUCT 101.1(1140 SOMI)Wel MOO Voelker Engineering, Inc. 04/03/12 Job# 11065 Simple span beams Sheet UF9 Dropped extended garage beam 5 112x15 GLB - Length= 19 ft Width= 5.500 in LL/TL= 0.63 Load = 510 plf Depth = 15.000 in LL DUR. = 1.15 Pt load= 0 lb E = 1800 ksi Repetive= 1 R= 4845 lb V @ d= 4208 lb M= 23014 lb-ft fb= 1365 psi < OK 2760 TL Defl. = 0.64 in L/ 358 fv= 77 psi <OK 276 LL Defl. = 0.34 in L/ 674 Support 2.2 in Garage door at dropped garage 3 112x10 112 GLB Length = 16.25 ft Width= 3.500 in LL/TL= 0.63 Load = 120 plf Depth = 10.500 in LL DUR. = 1.15 Pt load= 0 lb E = 1800 ksi R= 975 lb V @ d = 870 lb M= 3961 lb-ft fb = 739 psi < OK 2760 TL Defl. = 0.37 in L/ 531 fv= 36 psi < OK 276 LL Defl. = 0.20 in L/ 999 Support 0.7 in • 1' JOB VOELKER ENGINEERING, INC. SHEET NO. f7iS 1911 116th Avenue NE OF Bellevue, Washington 98004 CALCULATED BY � DATE • ' 425-451-4946, Fax 451-4956 CHECKED BY DATE SCALE• • !, 1, ,44:,!:3:4!!!!! ,,,,,, n • ...:.. . ..:.. • 6 d-r 1.1, 61 • � y LAO ;47! ... � 1 • 1'b .0) /f PRODUCT 204-1(L SMe2a)205-1(PN/to) .•• . ofOv465' JOB VOELKER ENGINEERING,INC. --gHEET NO. rt is tOF 1911 116th Avenue NE5-l,.d$6 Bellevue,Washington 98004 CALCULATED BY � DATE - 425-451-4946, Fax 451-4956 CHECKED BY DATE SCS Gl • '� . Ivy ` t �. : p.. �y s.... :j , �� ' t IF Lc • 7 _. V. 7'7 �/ : 1 '.. ,. 7` Hti ; ' ,fes .f .lv __ _.... _ _ .. 4.1 • • • � •r S. Plow MO OW roe ti.Z 41 )-fsa 6 5 VOELKER ENGINEERING, INC. 1911 116th Avenue NE SHEET NO. OF Bellevue, Washington 98004 CALCULATED BY G� DATE t2.. ,z).0 9 425-451-4946 CHECKED BY DATE SCALE • 1 . ask r4 • 2 .4L � _ 6x3 l _... if s... 6• J i 1 =lel! irar 1 I ! . 1 i ric -i. (44 ! -ei. --t! s! v. ! !! ac , i. , ] , .44, , , ! , i , , , , , , ,. 4 , , 4 , , 4 , f f 1 , * , , 1 ,/i . , ,/,.,- ,„,,/ , ! , , , , 1 , , , ,4 fog: .? , , 1 I ! i , i i ,, , : , , i i I .r i 11 ; '1'<1 4 7 1 i t i 1 1 .1 I I .' • PRODUCT 201-1(Single Shuts)206-1(Padded) 1 Voelker Engineering 08/17/11 Job# 28065.1 Sheet W1 2009 IBC-2005 NDS Wood Stud Design Ver 3.2 VE2009 INPUT Axial P D= 240.0 (lb/ft) HF#2: Axial P L= 0.0 (lb/ft) E= 1300 (psi) c= 0.80 Axial P S = 400.0 (lb/ft) Fc= 1300 (psi) COVe= 0.25 Wind w= 16.6 (psf) Fb= 850 (psi) Emin= 475 Stud B = 1.50 (in) Stud D= 5.50 (in) Spacing= 1.33 (ft oc) KL= 18.00 (ft) OUTPUT A= 8.25 (inA2) F*c= 1430 (psi) KL/D= 39.27 I = 20.80 (in^4) F*b= 1148 (psi) Fce= 253 S= 7.56 (inA3) F'c= 243 (psi) Cp= 0.170 Case D+.75W+.75L+.75S Load per Stud: Computed Stress: P= 718.2 (lbs) fc= 87 (psi) M = 670.6 (Ib-ft) fb= 1064 (psi) Combined Axial and Bending Loads Axial^2 + Bending =Total 0.13 1.41 1.54 < 1.6 O.K. fc/Fce = 0.34 < 1.6 O.K. Case D+W Load per Stud: Computed Stress: P= 319.2 (lbs) fc= 39 (psi) M = 894.2 (lb-ft) fb= 1419 (psi) Combined Axial and Bending Loads Axial^2 + Bending =Total - 0.03 1.46 1.48 < 1.6 O.K. fc/Fce = 0.15 < 1.6 O.K. Case D+L+S Load per Stud: Computed Stress: P= 851.2 (lbs) fc= 103 (psi) Axial Loading only, no bending fc/F'c = 0.42 < 1 O.K. Deflection at midspan = 1.93 (in) L/ 112 full wind load 4 ,., Voelker Engineering, Inc. 1911 116th Avenue NE, Suite 101, Bellevue, WA 98004 425.451.4946 DR Hn Pl3724 Alpine View Lot 37 Tigardorto, Oregon STRUCTURAL CALCULATIONS May 14, 2012 JN 28065.1 Building Code: 2009 IBC Snow: 25psf Roof Dead load: 15psf Floor Live load: 40psf Floor Dead load: IO Windpsf . Seismic: INDEX 100mph Exposure B Soil class D Spectral Response Coefficients Ss = 1.58, Si = .55 PAGES Lateral analysis L1-20 Roof framing R1-2 Upper floor framing UFI-9 - I4' it- Main floor framing MF1-3 �E��r,•ruR� Balloon studs WI PA .41 ,1512/1 E 'IN C 1Y 25.\ 4<' � "'9E'sVO " J EXPIRES: 6/25/ /3