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Specifications (13) ?1 s--set, ,se f�� Voelker Engineering, Inc. 1911 116th Avenue NE,Bellevue, WA 98004 425-451-4946 DR Horton Plan 3726 ' 7 Li -LI Heritage Crossing Lot 39 r ;-,v 8 , 16 Tigard, Oregon CITY OF'FIGARx) Structural Calculations October 31, 2016 JN 25012.4 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, 51 = .55 INDEX PAGES Lateral analysis L1-21 Roof framing R1-3 Upper floor framing UF1-8 Main floor framing MF1 Si- 151 it i • ( 1..t 9L Es VO�y I EXPIRES: 6/25/ 17 j Voelker Engineering, Inc. 1911 116t Avenue NE, Bellevue, WA 98004 425-451-4946 DR Horton Plan 3726 Structural Calculations July 24, 2015 JN 25012.4 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 L1-20 Roof framing R1-3 Upper floor framing UF1-8 Main floor framing MF1 7- 't; ..,:sc ..,P PT keti, rilit Riess vO- I EXPIRES: 6125//6, I Voelker Engineering, Inc. 12/29/15 Job# Simple span beams Sheet Footing at garage door header Allowable bearing 1500 psf Span = 0 ft Load w= 0 plf Load p= 12400 lb 36x36 Square footing Reaction = 12400 lb Allow P = 13500 lb Voelker Engineering, Inc. 11/20/14 Job 25012.4 1911 116th Avenue NE Page L1 Bellevue,WA 98004 DR Horton Plan 3726 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 _ 'h • [(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 = 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 25012.4 ASCE7-10.xls Voelker Engineering, Inc. 11/20/14 Job 25012.4 1911 116th Avenue NE Page L2 Bellevue,WA 98004 DR Horton Plan 3726 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 26.4 degrees External Pressure Coefficient-Load Case A (psf) (psf) (psf) 1 0.55 21.95 0.55 -0.55 -0.01 24.14 2 -0.1 21.95 0.55 -0.55 -14.26 9.89 3 -0.45 21.95 0.55 -0.55 -21.89 2.26 4 -0.39 21.95 0.55 -0.55 -20.65 3.5 1E 0.73 21.95 0.55 -0.55 3.9 28.05 2E -0.19 21.95 0.55 -0.55 -16.27 7.88 3E -0.59 21.95 0.55 -0.55 -24.92 -0.77 4E -0.54 21.95 0.55 -0.55 -23.82 0.33 p+ uses GCpi+ p-uses GCpi- 25012.4 ASCE7-10.xls Voelker Engineering, Inc. 11/20/14 Job 25012.4 1911 116th Avenue NE Page L3 Bellevue,WA 98004 DR Horton Plan 3726 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 16.63 3.17 12.38 2.04 Longitudinal Direction Load Horizontal Pressures Case A B C D 1 16.63 3.17 12.38 2.04 25012.4 ASCE7-10.xls Voelker Engineering, Inc. 11/20/14 Job 25012.4 1911 116th Avenue NE Page L4 Bellevue,WA 98004 DR Horton Plan 3726 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 25012.4 ASCE7-10.xls Voelker Engineering, Inc. 11/20/14 Job 25012.4 1911 116th Avenue NE Page L5 Bellevue,WA 98004 DR Horton Plan 3726 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 n y y Height Width Height Width Height Width Height Width ft ft ft ft ft ft ft ft 28.0 12 28.0 11.5 28.0 12 28.0 0 18.0 12 18.0 11.5 18.0 12 18.0 0 9.0 12 9.0 11.5 9.0 12 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 2.04 3.17 2.04 0.00 2.04 3.17 2.04 3.17 12.38 16.63 12.38 0.00 12.38 16.63 12.38 16.63 12.38 16.63 12.38 0.00 12.38 16.63 12.38 16.63 Load to roof plate Vw= 2915 lb Load to upper floor plate Vw= 4224 lb Load to main floor plate Vw= 0 lb Total= 7139 lb Minimum Design Wind Loads ASCE 7-10 Total Wind Load= 6304.8 lb OK 25012.4 ASCE7-10.xls Voelker Engineering, Inc. 11/20/14 Job 25012.4 1911 116th Avenue NE Page L6 Bellevue,WA 98004 DR Horton Plan 3726 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 n y y Height Width Height Width Height Width Height Width ftft ft ft ft ft ft ft 28.0 11 28.0 20 22.0 9 28.0 0 18.0 22 18.0 20 18.0 9 18.0 0 9.0 22 9.0 20 9.0 9 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 12.38 16.63 12.38 0.00 2.04 3.17 2.04 3.17 12.38 16.63 12.38 0.00 12.38 16.63 12.38 16.63 12.38 16.63 12.38 0.00 12.38 16.63 12.38 16.63 Load to roof plate Vw= 7181 lb Load to upper floor plate Vw= 6067 lb Load to main floor plate Vw= 0 lb Total= 13247 lb Minimum Design Wind Loads ASCE 7-10 Total Wind Load= 9758 lb OK 25012.4 ASCE7-10.xls Voelker Engineering, Inc. 11/20/14 Job 25012.4 1911 116th Avenue NE Page L7 Bellevue,WA 98004 DR Horton Plan 3726 Lateral Analysis of Seismic forces(2012 IBC) Distribution of Building Weight Roof Area Weight Ave. height ft^2 psf ft 1770 12.8 18 Interior walls Wall Wt Wall Ht Wall L psf ft ft 6.5 8 201 Exterior walls Wall Wt Wall Ht Wall L psf ft ft 8 8 170 Upper Floor Area Weight Ave. height ft^2 psf ft 1700 10 9 Interior walls Wall Wt Wall Ht Wall L psf ft ft 6.5 9 100 Exterior walls Wall Wt Wall Ht Wall L psf ft ft 8 9 170 25012.4 ASCE7-10.xls Voelker Engineering, Inc. 11/20/14 Job 25012.4 1911 116th Avenue NE Page L8 Bellevue,WA 98004 DR Horton Plan 3726 Lateral Analysis of Seismic forces (2012 IBC) Soil Class= D le = 1.00 R = 6.50 Structure Height= 23 ft Spectral Response AccelerationCoefficients 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/le) 0.162 Sd1/(R/le)/T 0.403 Cs= 0.162 Ultimate Vs= 0.116 xWt Working Stress Distribution of Shear toStories Level Vs wx % Vs Roof 3867 69602.01 0.645 5238 <--- Upper floor 4251 38263.11 0.355 2880 <--- Main floor 0 0 0.000 0 <--- Total 8118 107865 8118 lbs Redundancy Check rho max= 1.00 Front/Rear rho max= 1.00 Left/Right 25012.4 ASCE7-10.xls Voelker Engineering, Inc. 11/20/14 Job 25012.4 1911 116th Avenue NE Page L9 Bellevue,WA 98004 DR Horton Plan 3726 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 25012.4 ASCE7-10.xls Voelker Engineering, Inc. 11/20/14 Job 25012.4 1911 116th Avenue NE Page L10 Bellevue,WA 98004 DR Horton Plan 3726 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 21 18 39 Grid 2 14 5.5 17 36.5 Grid 3 0 Grid 4 0 Grid 5 0 Trib. Vs Vw Wall Sum v Uplift Grid 1 17.5 2619 1457 39 67 plf OK Grid 2 17.5 2619 1457 36.5 72 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 5238 2915 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid 1 0 0 0.00 1.00 Grid 2 5.5 395 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 25012.4 ASCE7-10.xls Voelker Engineering, Inc. 11/20/14 Job 25012.4 1911 116th Avenue NE Page L11 Bellevue,WA 98004 DR Horton Plan 3726 Force Distribution to Walls-Front/Rear Unser Floor Plate Level Sum of Walls Total Grid 1 18 18 Grid 2 20 20 Grid 3 0 Grid 4 0 Grid 5 0 Trib. Vs Vw Wall Sum v Uplift Grid 1 17.5 4059 3569 18 226 plf P6 2030 Grid 2 17.5 4059 3569 20 203 plf P6 1827 Grid 3 0.0 0 0 0 Grid 4 0.0 0 0 0 Grid 5 0.0 0 0 0 Totals 35 8118 7139 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 25012.4 ASCE7-10.xls Voelker Engineering, Inc. 11/20/14 Job 25012.4 1911 116th Avenue NE Page L12 Bellevue,WA 98004 DR Horton Plan 3726 Sub-diaphragms-Left/Right Zone A Zone B Zone C Zone D Roof 26 ft 25 ft 0 ft 0 ft Upper 26 ft 25 ft 0 ft 0 ft Force Distribution to Walls-Left/Right Roof Plate Level Sum of Walls Total Grid A 8 11 3 22 Grid B 8 11 19 Grid C 4.6 4.6 2.8 2.8 14.8 Grid D 0 Grid E 0 Trib. Vs Vw Wall Sum v Uplift Grid A 13.0 1335 1830 22 83 plf OK NDS 4.3 Ok Grid B 25.5 2619 3590 19 189 plf P6 1512 Grid C 12.5 1284 1760 14.8 119 plf P6 951 NDS 4.3 P6 Grid D 0.0 0 0 0 Grid E 0.0 0 0 0 Totals 51 5238 7181 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid A 3 182 0.03 1.00 Grid B 0 0 0.00 1.00 Grid C 4.6 399 0.08 1.00 Grid D 0 0 0.00 1.00 Grid E 0 0 0.00 1.00 25012.4 ASCE7-10.xls Voelker Engineering, Inc. 11/20/14 Job 25012.4 1911 116th Avenue NE Page L13 Bellevue,WA 98004 DR Horton Plan 3726 Force Distribution to Walls-Left/Right Upper Floor Plate Level Sum of Walls Total Grid A 3.17 3.17 3.5 2.95 12.79 Grid B 9 9 18 Grid C 2.88 2.88 5.76 Grid D 0 Grid E 0 Trib. Vs Vw Wall Sum v Uplift Grid A 13.0 2069 3377 12.79 264 plf P6 2376 NDS 4.3 P4 Grid B 25.5 4059 6624 18 368 plf P4 3312 Grid C 12.5 1990 3247 5.76 564 plf P3 5073 NDS 4.3 P2 Grid D 0.0 0 0 0 Grid E 0.0 0 0 0 Totals 51 8118 13247 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid A 3.5 566 0.07 1.00 Grid B 0 0 0.00 1.00 Grid C 2.88 995 0.12 1.00 Grid D 0 0 0.00 1.00 Grid E 0 0 0.00 1.00 25012.4 ASCE7-10.xls • ...j. ..._.............._..e_.. ..._.;._.—._:,......__.i.._..._,.'•._....._' .....s_._._._!.._.»....?.-__ ....L....__...._. .... ._.._ _ .. .. _. __ . . ».. .... __ ._. ..._ ...._... • 1. i ? € i ? i ; - I j i ? ? 41317i k'-�: �` ?- € 33 € • ? , • •d 1 i • ! • } ? i s i Y...__. € € 1 € i € € i • , : , F iii '�`. ..�.__ '__—._.t _ _ _._ .._. _.. __ ... ... —._ —_. ._................._............ t _-, • i i ' , ORM Z^.pQer r W to 4 z i._. „pia =NCe i € i I i s...._.. 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L/G SHEET NO Of 1911 116th Avenue NE Bellevue,Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE , . . . . .. . . . : . . . . . . . . , . . . : . : . . : . . : . . . : • .....F.'441.....1..p .O.r.H.e..P.,.......!.. ......... . ,. . • . • . • .• : . , . : . • . . . . . . : . . ; • . . . . :. . ! :.• : . . . . . : 7 • • : . i • : .. . .• . . t ; 7 • ; .t : . . . . : • : ; . . : 7 4 ; • : : • . : . . : . : . . : . : . : . . I : : • . . . . : : . . . : . • . ' • . r . : • . . .7 1 7 .• 7 . I : ; • .7 . . ; . . 1 .• . 7 . . : 1 ; • . ; • 7 .•' . ; ; • i : 7 I . . . . : . . . .. : . . : . : 7 .• • • , • , .• ; • : .• : : : : ; i E : ;, ; . . • . . . . : . . . . t . . . • 1 . . . • . E . . . , i.. 6 - ! :11>t , .• . 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SHEET NO Li OF 1911 116th Avenue NE44 Bellevue,Washington 98004 CALCULATED BY DATE 425-4514946 CHECKED BY DATE .••:•• i,• e ,•; : ,'•• e..., .!•.• ,:..• SCALE ..•.. ..„. .•,.• ,•.• .•. • ,•• •• •.•. • ..,.., ,.....• •:..• , . : . „, .• . . . , • . , . . • •: ::,• i : , : „„ , ; ; .. . f 4- 4 : : : : i .• • . . ; . . : . : : .• . : • : .• : . . . . . . : . . . . . . : ; ;:•• : • • . . . .• : . . • . - :,. ,. 7 : .. . ' I . . 1 i 1 • ; : ..', ', .. , 7 ; , . . : . . . : . : ' . E . .• , . . : . . , .• . : • . . • • . . . • • . . : • H ) 1 . . • . :• , • .- . . . . . : . • . . i 1-1.4 H H .; H i74, H 'FI' H . : .• , .• rv• 0 , .....---i-_,-. ! ! idA r • .. : S 1 t ,' 4 ., . . , . , . • . . . . . , .• : . , , ! : . . • ' • . . . • ! . . , • . : . , . . .. . . . : .. . . . : ., . . . . . . , -''i - i. 1 . ; . 4 i ; I i . .• .. , i • • : . . • . . . . : . . . , . . , . . . • . . . . : . . • ! . i . , .• : . . , . : i . ;• • : . .: . ! . 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I ?2"..i , - : • • . i : 4 . ! : 4 ' . : . : • .• : , . . . . . • : ; : . . : . . • . . ! . . . • ; : .• . - A.'i,/ , . . . . , , • . , • . . H = HTT5L .• .• . : , 6 . , • : • , i , f.• . . : 1 ; „ 4 t , • . • - • . . . . • ! 4 I t i ! 1 i: , . , .• , , , • • • ; . . . . ; . ; . . . . : . . . . . : . . . .• : : i ; . . : . . . . • . : . . . . .• . .• : . t . .•• : . i 1 i 1 i I . . . . : . . : ' ; i : , : , . . ' • . • , Metta1e14 Pilbalga4rid64 . ,� �@��� . VOELKER ENGINEERING, INC. JOB � »� — — 1211 Market Street SHEET NO ~~v "� OF KIRKLAND, 98033 g.&67~ IF (425) 827-0197 CALCULATED BY o^� FAX (425) 828-3019 CHECKED BY DATE SCALE aVVe.1. . .„..... 11,44e!A tr.-->eal 6-14.01,41- Of 6(1,n,„ _1 ace.44,..„ezi i.:7 -r, eoc• ,r0-1: i• : ,-. , , t ?'; F . . . ; • srf . . . ! '! ° .e.31.. 0 .*.t4et/c, , 44-/ ,v o.:./3/A ..g..4.). ilWeirM er.-e /0-0 /WY/, , /3 6 . . .i e..F1 15e4 , S It i..o.r. 1 .... .„.. ..1.. ........ . . . . : i ` . ^ - ^ ; ~__�__'�__^__� _---__'__'_---____'__�__�__ __ __-__'__'___--.--� ----'-----'—'-------'---------'-----'--- ----------------'-------. ~ -_-____---_-'_____---_^ ------'-_^-_�_--_---__-_-__-_---___-__---------__-_' ---------'------ ------�-----~ « .--------T .- JOB ,`7 -../=:. �"v . 9 VOELKER ENGINEERING, INC. SHEET NO. Gi / OF 1911 116th Avenue NE 9'' �� z Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE P'.• 1-• CH'e ;:! -1!'''''''' ''' '''' ;L!! 42e! f**-**! . • • • !!a°i :4• 1r*1.114r .Et 4.. ,.c.r, ez I a.,,.• ''' dee_ : • ..... ........... z • • 14, 11S—i A , ..• :1;; 4.to. ,/,// x , v. 74. Do.O•c 7.„:14 • • . 1 1 ; ,y . • ' ...i. : : , ; • . ................ .................. HTT5 OK • • • • PRODUCT 201-1(SRI She )205,1(Padded) JOB J..1e.)/z• ( VOELKER ENGINEERING, INC. SHEET NO. (,2 c7 1911 116th Avenue NE OF Bellevue, Washington 98004 CALCULATED BY G✓ DATE G•)e, 425-451-4946 CHECKED BY DATE SCALE • t --;,,114,0,, ,,,:te,eay ! )..ee.g_ i' ,,AJ.'04 : : . . : . : . . . : : : ; : . : . ; , , . : : , . : . . . : : , . : , i . : ... : ; , , ; ; : , : i , . ., . , , , . : . • : , : : : : . . : . • .. . , .• . . : . : : . : . : • • : . : . , . : ; , . : . : ; . . ; . , : 121.4). i- 01.4„t/..' e Zi'I-2. • .';':' . • • ........ .... ‘,0 : „ . • • • (4 c! 1-6.) „'l !'„ 3. ? t l fi,),( ., G`�, s 1 f4,'7 / •31 �.a fir • , PRODUCT 204-1(Single Sheets)205-1(Padded) . ' JOB Q5e.Q J Z, Z VOELKER ENGINEERING, INC. SHEET NO. , OF 1911 116th Avenue NE '- , ...„i Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE • • • 36 • *mess ......., r i§ �Al I 1 ......f... .......... ................gy1• 0.. _. is,-BAT}.'. an y��y�� � __.... ._..__... __. .__.. _._...... .... MASTER BEDROOM jep . I"' am i GR .._'-ia.�,.. ...... .....s ...i s'fitr121131 ai lilts._ Tw yr �s ...._... ..._ ..._. I{r 4S oo, I s o0...... 0 LOIg12/30, ,OE ilgi l A - GR. 41.,:"..42,) �O p A fltF 0 I .1-1r2 Ri 0 ............. ............,. ........... .............. ..:.... oop� ,p __... ....... Pl..__. a e,. ........ ...... .. _.._...... _... ..... .......... V `�I • A NNE G.r Y 0O /-5 , 14•-0 V! n{se ..._1 p F.,. v BEDROOM•4 a'xr i II Y. I; ( ,o'�Q I , PRODUCT 204"1( ShR61205-1(Pa 1. JOB 572b `2•©/i. , VOELKER ENGINEERING, INC. SHEET NO. F-I OF 1911 116th Avenue NE Q• / �•lU Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE 1.0 . .i. ; . t 70)/ /1 . . 40e b ,t, i„ 7 7 15; ........ . . . F.S /. 0i#4 l rA1Marx . 0 i t X ' IA, f V flop" . . ....... ........ ... ........_......... .._.... r •''S v I,— rt Of 4-• ti 4 t It" 112 46)r 5 itiok# 1.. ...4 I t. t 1 . .. s..' rvt ........ .... (44,_:j 11,4*. fi/4, . L. 4 f) , CO. , vz.zyoe , .. ................ 4-ke g .. r ....4.5 .$'t....... JJ. . .................... . ............ ... _ i /1 liw JOB �O Zi VOELKER ENGINEERING, INC. SHEET NO. OF 1911 116th Avenue NE Bellevue, Washington 98004 CALCULATED BY DATE 1� �V 425-451-4946 CHECKED BY DATE SCALE W h hh..4_.._ 71'1/94 s.i .d. _ 0, 51 r l• ffr Krotr _ .......... ... . r. 3? 1,‘, 2..eir -4 ay t L e • ; Gt.+ ,e# grZieldt. • G .. .__. r.C►_r... 577 .. . • Lt 1Z le . .. .......................... . ; ti /J r (l VOELKER ENGINEERING, INC. ;vlt. z SHEET NO. OF 1911 116th Avenue NE ,. 1�',�v Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE 'fie{n f f1 #47..�.14V. ............. i I 4.4 fig,, n „ ,,,,,,„,,, , 1,,,,.....„......„._ ]n rr , , ,, : , : :,_ MU. .,-- : e L ..........._... .............. ..............._ _....._........ _.. _..... ......... yREA ..... .r _...._ .........._..... ....._..... _.__._. _..._._. :..._........ G.I • 6 4 6d» .T.'.."..� 1 6 Ob • fi•;., 442. S! _ 2. ©. o �'x •r-!.N . e'•O'DM. D•.'b W P-Ir va' rd ____ • I i 'r: <72. - , -, Illd .., 6 -7-.-.;..__ 4, MAMA n° a J t.] {k 1w COT: ................ .............. ... .. .............. ..... e... ..! ..... _... ............ ........ ........... ... .... !......... ..... ..... .. a .... ......................... 4 it I IArl O.ruts ____.. .........._._ ............ ......, ....... .. .......... .... ............ ....... ........_i1.. 11 I, ..._......... ........... ... .t _._.... ................ ` .. ......,..... ... _ ................ ......,..._._._. ........................ e./21i r it 1 11 it __......._...._... .......................... _............... ..... ......n... ... .............. ... ............. ................._. I ....... ...._11..-__._..........1 .....__._ .. ;J II ,111 ripf� 1 r.INV T WA, Td; .or 1,1%.rVw• • PRODUCT 201.115elple Sleets)205-1{Added) z. '-•-- - 2 VOELKER ENGINEERING L!,Z BeamChek v2007 licensed to:Voelker Engineering Reg#8111-1879 Plan 3726 Upper Floor 25012.2 Prepared by:CV Date:9/15/10 Selection 2x12 HF#2 12inoc Lu=0.0Ft Lu@OH=0.0Ft Conditions NDS 2005,Overhang,Repetitive Use Min Bearing Area R1=0.8 in2 R2=4.0 in2 (1.5)DL Defl= 0.29 in. Da a Beam Span 18.0 ft Beam Wt per ft 0# Reaction 1 TL 338# Reaction 2 TL 1622# Bm Wt Included 0# Maximum V 1060# Overhang Length 2.0 ft Max Moment 2020'# Max V(Reduced) 1013# Total Beam Length 20.0 ft TL Max Defl L/240 TL Actual Defl L/734 OH TL Actual Defl L/>1000 Attributes Section(in') Shear(in2) TL Deft(in) OH TL Defl Actual 31.64 16.88 0.29 0.02 Critical 24.80 10.13 0.90 0.20 Status OK OK OK OK Ratio 78% 60% 33% 9% Fb(psi) Fv(psi) E(psi x mil) Fc L (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 CI Stability @ OH 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform TL: 50 =A (Uniform Ld on Backspan) Point TL Distance Par Unif TL Start End F=960 (OH) 2.0 K=50 (OH) 0 2.0 Uniform Load A I K Pt loads: q /\ R1 =338 R2=1622 BACKSPAN=18 FT OH=2FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. JOB ?>�1Z Z, VOELKER ENGINEERING, INC. SHEET NO. t4P 3 OF 1911 116th Avenue NE Bellevue, Washington 98004 CALCULATED BY DATE 'Son) 425-451-4946 CHECKED BY DATE SCALE z _.L. Z ..foe .... e rb..4 . .. .511' .... vV t/7 1 2y ; _. 3.._.. _ ... _. .._..e 16 ZzA, ............. 19% • .......................... : . v3 •g. ,k 1 61 6_ t .t 7to vr so PRODUCT 204-1(Shale Seats)205-1?Wed) .. 2 JOB VOELKER ENGINEERING, INC. SHEET NO. air II OF 1911 116th Avenue NE i• ai/o Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE • f 1 ' L. 614 /Oh- ta 1 6 bt) 19'6,1 12 2let. pot s ( 4,0 t 17U es 191 '' 6 -f -re, .• 7-v g• 7 )4' r v• v".0 e I e 5iez) - L e e.i. 4 te jOlt)t ei'v6r 757 Pi', 7o 4 kfcr (I. VOELKER ENGINEERING a/c> BeamChek v2007 licensed to:Voelker Engineering Reg#8111-1879 Plan 3726 Upper Floor 25012.2 Prepared by:CV Date:9/15/10 Selection 5-118x 18 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=19.0 in2R2=10.0 in2 (1.5)DL Defl= 0.58 in Recom Camber=0.87 in Data Beam Span 16.0 ft Beam Wt per ft 22.42# Reaction 1 TL 12374# Reaction 2 TL 6524# Bm Wt Included 359# Maximum V 12374# Max Moment 37994'# Max V(Reduced) 10181# TL Max Defl L/240 TL Actual Defl L/331 Attributes Section(in, Shear(in2) TL Defl(in) Actual 276.75 92.25 0.58 Critical 167.41 55.33 0.80 Status OK OK OK Ratio 60% 60% 72% Fb(psi) Fv(psi) E(psi x mil) Fci.(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2723 276 1.8 650 Adjustments Cv Volume 0.987 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: 540 =A Point TL Distance Par Unif TL Start End B=6300 4.0 H=900 0 4.0 H Uniform Load A Pt loads: n /\ 2IR. R1 =12374 R2=6524 SPAN=16 FT 1L Uniform and partial uniform loads are lbs per lineal ft. JOB 2. ,/L / VOELKER ENGINEERING, INC. i,b SHEET NO. OF 1911 116th Avenue NE Bellevue,Washington 98004 CALCULATED BY DATE 7• 7°./40, 425-4514946 CHECKED BY DATE SCALE . .• i i . i • i 0 ••• :•• • : ! • . . . i•• .• i . . . . ,• .I ' I s 7 ii. ? i I . • • . • • 1 ...............*. . 1.............A........',...1......... ....... L....4........6.. . Cori! c ... 4..001 i..11 3 , . . • • - ! i • . .. . t 4.."-* • ! ' : 4,' i ' .. ., • 7 . ........ . ..... ., i , APC ' : . ,.i A t •1 r i . :- r • • . , • • . .. : ; .••. ..................... . • • ; ; ; 1 ,. . 4 1 • 4 • '7- A, 1 ...• ! ..P'. ......... .... . ...... . ; •, t .. . .•• . ; • . , . . , ..... ,............,............r..... .......... ... . , : . , .0,1 . . • •; . . : . : . • • : . . . M. • , „ . ••••_••••• :..••• t•... t • .. , ) z. / r fr. 17 i , . :, .. • ; • • • . • „... ; ..• ,•• ; ,•• . . , • •••..... ; , . . ,• .; .. • _ • . : • . , . i . • . : . • : . • : . ....... .,... . . : r..4 ....P?. ,. : • ; : . () ! . 7-in) , • .. • : : 1: , . . ‘4 5 ., •• ,.- - ., • : : ,. ,ro pat!, ta. , . :• , . . , . . . : . . : , t : 73... Z.4.../.t,.,. I- 1 • . ; 1... . 1 1 . Ili t :• . i . ; : i• ; ; ;. • : • •r ' : .... 4111,:::::‘ '•;• ? ' :• . . • • • 'P.-0 11. .) 1 T i•- ; • • 4 4 ; : ; l• • i 1 I I ! i • I . ; i '.• i .. .. . • , ; • , i ; i ; • , ; • ; : I : ! 7 : ...... .... . : . : ! : ,. • i. . i . . . .. . Ii. ., ! i. ., .. .„.. ... .., ......... ....... i• , . . i . . • i • • . . . . . . , .. , . PRODUCT px-1(210 Soft 2114 ilogiel . 610 el-1-A ' VOELKER ENGINEERING QF 7 BeamChek v2007 licensed to:Voelker Engineering Reg#8111-1879 Plan 3726 Upper Floor 25012.2 Prepared by:CV Date:9/15/10 Selection 5-1/8x 22-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=19.9 in2R2=14.4 in2 (1.5)DL Defl= 0.67 in Recom Camber=1.00 in Data Beam Span 19.75 ft Beam Wt per ft 28.02# Reaction 1 IL 12962# Reaction 2 TL 9392# Bm Wt Included 553# Maximum V 12962# Max Moment 53295'# Max V(Reduced) 11409# TL Max Defl L/240 TL Actual Defl L/355 Attributes Section(in') Shear(in3) TL Defl(in) Actual 432.42 115.31 0.67 Critical 245.24 62.01 0.99 Status OK OK OK Ratio 57% 54% 68% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2608 276 1.8 650 Adjustments Cv Volume 0.945 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: 800 =A Point TL Distance B=6000 4.0 Uniform Load A Pt loads: /\ /\ R1 =12962 R2=9392 t� SPAN=19.75 FT �(j Uniform and partial uniform loads are lbs per lineal ft. . JOS .2246 Vi'elZ, 2. VOELKER ENGINEERING, INC. . ENO. OF 1911 116th Avenue NE • ' Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 • CHECKED BY DATE SCALE .' 7.t'hief' .) ..fri/444", ' 4 t • i I It . i.. 4 • 4 4 t I •g )2-t ' Cie ; 4-iP.r ----. r ......(lows- . --41-i 41:14 6 . 4 t . ................. , , 4 , . . ,. .. * t r a As . s ....,- Ti. 4 ........................ a ... . TA' 1 Xed6 • t ...... t 4 t 4 t 4 a a r r ..-..........,..-... . 4 1 1.1 4 cd • `We t 4` , •.. •••, a a . a tif r a 746; ............._ 4 r , ,. . ,. *SI r i i 4 , ... . ........... ri, o,) . . ... .....,......,....................:.1..4......71 • 4 - 4 4 6 t .4 • • S. • 4. a • t 4. a r 4 . •6 . ......4 . . 4 a r • .. . . ... i a r 4. 1 i PRODUCT 2044(Sigh Soli 2054(Pad JCB VOELKER ENGINEERING,INC. SHEET NO. 1./1% 1 of 1911 116th Avenue NE Bellevue, Washington 98004 CALCULATED BY DATE ' ' 7-'l D 425-451-4946 CHECKED BY DATE SCALE ., : ; , , a. . ..0'6..t..._..g v.7..__.?c . : , , : . , i . . : . . , . . : , , : ,.... , .• : • : .• .......... .. ,. i , ,:. r,,,f. . ..v, . . . . ,•• .• . ,i,i!,1 , 4 S , .... • 3 CO C6. ..... • :t1 i : rA..i,Pc) 46 s2.. 1. in , ...i.f11/44.1..... -,C, t A i . re! .z,, ,..0 . I. 1:10010201-1 MO SAW)MI pallid) Voelker Engineering, Inc. 12/29/15 Job# Simple span beams Sheet Footing at garage door header Allowable bearing 1500 psf Span = 0 ft Load w= 0 pif Load p= 12400 lb 36x36 Square footing Reaction = 12400 lb Allow P = 13500 lb