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Specifications (14) Voelker Engineering, Inc. mimm1911 116`h Avenue NE, Suite 101, Bellevue, WA 98004 425.451.4946 DR Horton Plan 3724 STRUCTURAL CALCULATIONS November 24, 2014 JN 28065.1 Building Code: 2014 OSSC Snow: 25psf Roof Dead load: ISpsf Floor Live load: 40psf Floor Dead load: IOpsf Wind: 120mph Exposure B Seismic: Soil class D Spectral Response Coefficients Ss = 1.58, SI = .55 INDEX PAGES Lateral analysis L1-21 Roof framing RI-2 Upper floor framing UF1-9 Main floor framing MF1-3 Balloon studs W1 Voelker Engineering, Inc. 11/24/14 Job 28065.1 1911 116th Avenue NE Page L1 Bellevue,WA 98004 DR Horton Plan 3724 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 _ '/2 • [(Airdensity 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 Ib/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 28065.1 ASCE7-10.xls Voelker Engineering, Inc. 11/24/14 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 = 2.01•(Z/Zg)A(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 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- 28065.1 ASCE7-10.xls Voelker Engineering, Inc. 11/24/14 Job 28065.1 1911 116th Avenue NE Page L3 Bellevue,WA 98004 DR Horton Plan 3724 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 28065.1 ASCE7-10.xls • Voelker Engineering, Inc. 11/24/14 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 32 ft Building Length 48 ft Roof Plate Ht 18 ft Upper Fl Plate Ht 9 ft End Zone Calculations-Front to Rear Direction .1xWidth 3.2 .4xHeight 8.8 .04xWidth 1.3 3.2 3.0 3.0 3.2 <--- End Zone Length= 3.2 ft End Zone Calculations-Left to right Direction .1xWidth 4.8 .4xHeight 8.8 .04xWidth 1.9 4.8 3.0 3.0 4.8 <--- End Zone Length= 4.8 ft 28065.1 ASCE7-10.xls Voelker Engineering, Inc. 11/24/14 Job 28065.1 ' 1911 116th Avenue NE Page L5 Bellevue,WA 98004 DR Horton Plan 3724 Wind Analysis FRONT TO REAR DIRECTION Building Width 32 ft Zone 1 Zone 2 Zone 3 Zone 4 Type 2 2 1 1 End Zone y y y y Height Width Height Width Height Width Height Width ftft 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 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 12.54 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= 3851 lb Load to upper floor plate Vw= 3928 lb Load to main floor plate Vw= 0 lb Total= 7779 lb Minimum Design Wind Loads ASCE 7-10 Total Wind Load= 5376 lb OK 28065.1 ASCE7-10.xls • Voelker Engineering, Inc. 11/24/14 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 Type 1 =Transverse Type 2= Longitudinal Wind Pressures Zone A Zone B Zone C Zone D End Zone End Zone End Zone End Zone 1.61 2.72 12.54 0.00 12.54 18.04 1.61 2.72 12.54 18.04 12.54 0.00 12.54 18.04 12.54 18.04 12.54 18.04 12.54 0.00 12.54 18.04 12.54 18.04 Load to roof plate Vw= 6029 lb Load to upper floor plate Vw= 6118 lb Load to main floor plate Vw= 0 lb Total= 12147 lb Minimum Design Wind Loads ASCE 7-10 Total Wind Load= 8746 lb OK 28065.1 ASCE7-10.xls Voelker Engineering, Inc. 11/24/14 Job 28065.1 ' 1911 116th Avenue NE Page L7 Bellevue,WA 98004 DR Horton Plan 3724 Lateral Analysis of Seismic forces(2012 IBC) Distribution of Building Weight Roof Area Weight Ave. height ft^2 psf ft 1700 12.6 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 28065.1 ASCE7-10.xls Voelker Engineering, Inc. 11/24/14 Job 28065.1 1911 116th Avenue NE Page L8 Bellevue,WA 98004 DR Horton Plan 3724 Lateral Analysis of Seismic forces (2012 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 3614 65050.38 0.661 4839 <___ Upper floor 3707 33363.09 0.339 2482 <___ Main floor 0 0 0.000 0 <___ Total 7321 98413 7321 lbs Redundancy Check rho max= 1.00 Front/Rear rho max= 1.00 Left/Right 28065.1 ASCE7-10.xls Voelker Engineering, Inc. 11/24/14 Job 28065.1 1911 116th Avenue NE Page L9 Bellevue,WA 98004 DR Horton Plan 3724 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 28065.1 ASCE7-10.xls • Voelker Engineering, Inc. 11/24/14 Job 28065.1 1911 116th Avenue NE Page L10 Bellevue,WA 98004 DR Horton Plan 3724 Sub-diaphragms-Fro t/ Zone 1 Zone 2 Zone 3 Zone 4 Roof 32 ft 0 ft 0 ft 0 ft Upper 32 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 Grid 4 0 Grid 5 0 0 Trib. Vs Vw Wall Sum v Uplift Grid 1 16.0 2420 1925 35 69 plf OK Grid 2 16.0 2420 1925 38 64 plf OK Grid 3 0.0 0 0 0 Grid 4 0.0 0 0 0 Grid 5 0.0 0 0 0 Totals 32 4839 3851 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid 1 6 415 0.09 1.00 Grid 2 6 382 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 ASCE7-10.xls Voelker Engineering, Inc. 11/24/14 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 00 Grid 4 0 Grid 5 Trib. Vs Vw Wall Sum v Uplift Grid 1 16.0 3660 3889 37 105 plf P6 946 Grid 2 16.0 3660 3889 18 216 plf P6 1945 Grid 3 0.0 0 0 0 Grid 4 0.0 0 0 0 Grid 5 0.0 0 0 0 Totals 32 7321 7779 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 ASCE7-10.xls Voelker Engineering, Inc. 11/24/14 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 48 ft 0 ft 0 ft 0 ft Upper 48 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 24.0 2420 3015 8 377 plf P4 3015 Grid B 24.0 2420 3015 14.8 204 plf P6 1630 Grid C 0.0 0 0 0 Grid D 0.0 0 0 0 Grid E 0.0 0 0 0 Totals 48 4839 6029 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid A 0 0 0.00 1.00 Grid B 5.3 866 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 ASCE7-10.xls Voelker Engineering, Inc. 11/24/14 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 3118 4735 13.15 360 plf P4 3241 Shearwall ratio>3.5:1 NDS 4.3 P2 Grid B 34.5 4203 7412 18.5 401 plf P4 3606 Grid C 0.0 0 0 0 Grid D 0.0 0 0 0 Grid E 0.0 0 0 0 Totals 48 7321 12147 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid A 2.6 616 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 ASCE7-10.xls JOB Vfae'6 VOELKER ENGINEERING, INC. NO..: L 1$1 i. 1911 116th Avenue NE °F Bellevue, Washington 98004 CALCULATED By V DATE 1."j J°e)§ 425-451-4946, Fax 451-4956 CHECKED BY DATE ... SCALE id.4e. I , f ..,. *, 't,t;...„...........,;,,,t.it,„. ... ' . ....__.........r...._... .. . .. ... . , t ...-' -c'i'),_i...i;.,.'...__.i::;.:.:, . . . ...... , ... .,. . ... ..... .. . . ......... . . • ..._...... ...... ........._ _..... .. .. L , . 4 i i i ,.. a <..........._ f i .. 4 e- ! ; • I , ; I. « ..............__. .._..............._............... y i.. • r I I ; t �.............. ,.. t 4. : i I r ... p........._.._.........._........._.............._ i ' ! I PArigrtmst Am~,+.wisec.eyn.:4 - JOB ,co 6 'd / VOELKER ENGINEERING, INC. SHEET NO. L i 5" OF 1911 116th Avenue NE 6* /6 - l Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE /.if' ti..'4 AL frt.‘1,_ /94;er 1 1...,11,/ ........... - Q -9 . . A .._....... PRODUCT 204-1(Single Sheets)21:6-1(Padded) JOB #2.Se 6 VOELKER ENGINEERING, INC. L14 SHEET NO. OF 1911 116th Avenue NE Bellevue, Washington 98004 CALCULATED BY c V DATE 1.-11'.()S 425-451-4946, Fax 451-4956 CHECKED BY DATE SCALE 4?.. ...). 5- iAate a . . . „ ............. gf.,..: , N VI i* : ., ' . . .......................................... . . . i ` I / e ...................._...... 05 TV . a . G l�4 c ..................................................................... G =Ct) JOB d 6)• VOELKER ENGINEERING, INC. /SHEET NO. L 7 OF 1911 116th Avenue NE •/e• Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE H H H H 441 Iit,.� ,e --_ .c_.s..1 j S _ ... 1-11 • n .......... .. ......_..... _... ............ _......._....... ................_.. ._........_ O r . PRODUCT 204-1(Single Sheets)205.1(PPOAel) Voelker Engineering, Inc. 09/11/08 8065 Sheet /2 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) ivo VOELKER ENGINEERING, INC. JOB 1211 Market Street SHEET NO. OF • KIRKLAND,WASHINGTON 98033 DATE S 6/7- (425) 827-0197 GALcuLATED BY FAX (425) 828-3019 CHECKED BY DATE SCALE a.,/j #: 14.. ) Ve,01 5;149 it 44)X/1( 674,01,44f 177/.4 ei• eeneo d 41) l ;•-• • .. .. ! ...?Ctav ,t g ...z : _• . """.7• • .•. : . I 7 t 0. -: 1../7140401 946 4 "1-• . 1 1 4-• 4 41 t r m/ 0• I ..R4 --/ ./ • ,• • • • •• • •• • , , „ . . A. • vc j -v-69 6•11-•••1‘, , • , • . . . Ni 1,..dv :51.11-4‘i0 ni3:2.)e . 4mr„e 5 ./X41 . ..... 4,?-del / • 64(..Q:7 4.--elpWi -44 7- / 0 . . . .. -fmr. lik")/( i.e.(' „e4. .......... ..... 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I I, I ; ;#7-1 (4,W•Pf4f !, ! • , . : • . ! , . • , . : . . :,. .•• . : . :•• . . . • • . . ..• • : ... . . : . , • . . : . . . : :•• : ; : : : : : . : • . • PRODUCT 200(Single Sheets)205-1(P6140) . . . . .,.... . . . . . - .� /b 2�� 96D‘2 ..... JOB ' �� V��D�LD��D� , INC. SHEET NO ~~- OF 1911 116th Avenue NE ��" ]C�^ ^�«� Bellevue, Washington ��O4 o^ um�oov DATE x,~ w" v 425-451-4946 CHECKED BY DATE SCALE ! '--_--- -_-- __-__'—'—�� _-____~__' — 4_—___—'_-_'_'--�_-' - __—__'^---'___-__--' ---__---_-- ______________ ____ III i 111 ' I r-Oftiln Villa. ! r?X.V * ' 0 i i,°'"''tftr, . -83 Pr7-7-11-7-7-71-11 • pjl !Iir v:,-;,...,..., ml---4------4-- "rr- L-. . : ,,,_ ......... ... . : i .1,T, ; Otj;2OO i L 'mil i 1 : : . . Iv, . 4, : 1100P TO MU. ^____--_' ___'-----^_' ---_--_ _'_____'-^_-� -__-- --�----------�--'--�--''— -----'� — --'--'-- - r---- -----'-----�--'----------'----^ • ----------'-r'--'- ------ ----------�-�-------- ' ^----'----�-------- • ^ _-_--__-___-_-_-__'-__---_-__^-'--_____-____-__-'---____--_- -__- - ^_---__--____ --_' _-----__'-__--_-___- r __'_'--_-_-'--_'_-' ----_� ~____'__-'---_ __'_---_' --___-__----_--___�'__ I ^ I � ^ • | PRODUCT m4-1(*lwbnia)mpnaddew, •- -=^=' ,='� OB 7Ja� fsz� P-so 6. VOELKER ENGINEERING, INC. r'i SHE 1911 116th Avenue NEETNO. OF Bellevue, Washington 98004 CALCULATED BY c✓ DATE q. //'D { 425-451-4946, Fax 451-4956 CHECKED BY DATE SCALE CO.. .. .......... ........ ..... 7"1 / . CA..,.....__ ffZu ,.)s. .. di. ', , . I ............................................_. ........................_.................. ._................................... . .. ......... V ill&I/044kt 16, z „ 4A : Tb xf , . ., 7 vii, 6 / ,- ....... . ............. k 1 )' .- 44-.6.,. Pi_ s _ 017...;p5 , e , a � 7 4 IC • ioe `24)06., VOELKER ENGINEERING, INC. 2 1911 116th Avenue NE SHEET No � OF Bellevue, Washington 98004 CALCULATED BY c✓ DATE 2` l/" 425-451-4946, Fax 451-4956 CHECKED BY DATE SCALE 4 : t 7 Ili. ............................... . . ... . ............... CV aji . 1 0-) tp... •• •P?..bill.rr ifiagear . $r .............. . .............. i; 1 , �: • . .. ................. . ..................... 75 . 3S VII Vfo6i"" JOB VOELKER ENGINEERING, INC. sHEET ice. a r OF 1911 116th Avenue NE /Z' 3 d . O' Bellevue, Washington 98004 CALCULATED BY 425-451-4946 CHECKED BY DATE SCALE ............................................_....................................._.................................................................................................. ' will ................ . .1IIe OP t ) 1 _< u f ... _. ...._... ... 0. ... - 'II - ........ . . « I►�i� ill tl 00000000. 6000000. ..... I/i�1{.1•�.-EI .,,T 1�.. IkRif� ,., 4 (.9 . ... .. .... .. '.y.,.. .woo. -• rI1 _ s - - Inripu t . , , „ ., 40 ................................................................................... PRODUCT 2041(ook Shot)705-1(Podded) :' JOB g�,y VOELKER ENGINEERING, INC. i1 f 1911 116th Avenue NE SHEET NO. OF Bellevue, Washington 98004 CALCULATED BY CI DATE 47'1/' �, 425-451-4946, Fax 451-4956 CHECKED BY DATE 0 SCALE ............................................ Al. I L e r ¢Lap . 0 ................... ..................................... ,L 5tc u/0. Z .......................... .................................................... ..... ........... . 1 : ....... ........... .............. .:I:::H ,:..., :..1 i-,.-:1 e .,t1.. .:'. ,,' 4,, , t: _1 i,,,,6,.0',.i'-, .,..'- 1<il,', i_,s'. 4.: 5,:,,ii,i,,.1, :..i!'.:.v,,6', :.i:LI LI: :51 .1,:i6,,,' 3.1 is,1,,,' ,,,,' .,::...: ., ,,' ..:,:' .................................... . N& . , „ ✓/ ...................... a 7 L. % 3 . ................................................. s . VOELKER ENGINEERING 41)1 L BeamChek v2007 licensed to:Voelker Engineering Reg#8111-1879 Plan 3824 28065 Prepared by:CV Date:9/11/08 Selection 3-1/8x 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 WI 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) Aim Reference Values 2400 240 1.8 650 Adjusted Values 2760 276 1.8 650 Adiustments 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 Lo s Uniform TL: 460 =A Point TL Distance B=4000 2.0 Uniform Load A Pt loads: R1 494 2R2 894 SPAN=8.2 FT Uniform and partial uniform loads are lbs per lineal ft. 9 ipoi>VX c JOB VOELKER ENGINEERING, INC. SHEET NO. K fr 3 OF 1911 116th Avenue NE Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE . (7) ,ler-40 A PIC*- <- . .= , , .................... _ ...._-...... ...g. ....... ... . ._.._. ..... ......a...................... ........ .....___._.............. .... .......... s 7 ba ., 1 ... ti ( 9 .� 10, .e .. _ 12 _...... . .:........._ ..... a ,. . . a . ._................ . PRODUM WO(Sirik Pods)7954(NW - F JOB So 6 VOELKER ENGINEERING, INC. a ig4i 1911 116th Avenue NE SHEET NO. OF Bellevue, Washington 98004 CALCULATED BY C V DATE 5-1; • d S 425-451-4946, Fax 451-4956 CHECKED BY DATE SCALE ... . 1 5. x r..6. t 6 tie - / o r _.. .. . M . TI-22- z 7y e f. ..._*.. i. . . . .oc V!' 44115 � ;.... _ r - tz t Fv s-,,,,,, . j . . . s 5, . 4 l t . • . . a . . �� JO VOELKER ENGINEERING, INC. SHEET NO. uix 5✓ ofDATE q��'da� 1911ellevue,116thWashington Avenue980N E cB a cuuTED By c✓ B04 425-451-4946, Fax 451-4956 CHECKED BY DATE SCALE C.A./c.d.!. (5.>1P/.... . 1 at76/4.. , 1 ,. • z -. . to s-...4 , . . l6 .......... ........ v _ f. _ _. ba, r_ V .. ..... . kel irt , .......... .......... _.. t t 4 tr 1 I I; . . . a. a . . ..........._. 'MOUT 2M-I.ISIngb SAW 2051(Pkb0) ..:.,. VOELKER ENGINEERING 6e�i� 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'# Max V(Reduced) 4931# TL Max Defl L/240 TL Actual Defl L/578 Attributes Section(in') Shear(in2) TL Defl(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) 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 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. mg ?bn OZ xID�� VOELKER ENGINEERING,INC. ,: p p. u�7 oF�. 1911 116th Avenue NE e v �� ;•Si• d 9 Bellevue,Washington 98004 CAUXILATED BY 425-451.4946, Fax 4514956 CHECKEDB, DATE SCALE i I 1 i I i i l I 11 j i i i I i 1 1(14-444" 1 a IL" .„.. i --Ir•f+-044--#4620--i' -Itti4 iti 111111i1111 i it i 1 1 i i 1 _. -. ---- LI i i 1 i— i t ` ! 1 1 i f _ —i__ — _ • — : 111 ' 1 , i .. IiiIIIIIi i ---1---1---t- ij ; : I 1 ! i 1 i 1� n ; i "S i ; ! f i � i ; i i I I 1 111111 i i i i i j 4Ø4 i It j I1 `{{i Fti i i ! i ; 1 i iI 1 i i i i • i �....._..�_.,.— ..__l�_ .--.F--._ .._. ..__—i- - _--_'"i___._..}--....t_._.._;.—_—•-:__--_ i1 i 1 •i 1 ._i._ _. .. ._—_.,,_Y__ _ .. _ ._ _.__r_.._.._i_._—_i.__.._._ 1 li ! III if { i 1 1 y', i I i i . , i 1 i !l ig.I�! i i i i .. {i s t. _._..__._ I 1�.._..---•--•7�—._-.1..__...+___.._.S.....__ .--..i—.. i__ i_._^t ' •I— I � i i { 1 i II i 3 1 1 I 1 i i ... j. _..-.—._y_ _..J..._.. ' , iii j _ 1 ? �i lir # i Xr 1' ._ . _I i T_._1 - "`�^ i • i I : i E :..__. ...- -'"---'i-._-.}.__4--....-i-._._- __.•• ....-r.._� -1---m----1-----r-T--F----'- i 1---m-_ `.. 11 ' i F i I i . , 1 1 1 1 t i ! i 1 : i i ' I i i t : i 1 1 , i I , ;0116144• 1 ; 1 i i i I —f i i I i f 1 i i I ; i i i ►% fa:, ,if_/.4 .... ...,..:. • +is ....,... _,.. -4. .... _ ...4 - .. 4 • i 1 11,11111‘ikl . • if i i i 1 i i ? I I i i 1 _ _ /0 AL _ ._ ... i __ I S I , i 1 1!f i i.. f h t! ' 1 ' _ i i i i i i —i— i ' 1 i i , 1 f 1 i i i l_ I ii i I i 1 7 1 I . ' u� ��p�*� ��_ �m — " ~��)6 VOELKER ENGINEERING, INC. SHEET NO. ��'�� OF 1911 116th Avenue NE �� BmUe�mWashing�n ��4 CALCULATED GI/ �� :� � 425-451-4946, Fax 451-4956 CHECKED BY DATE SCALE ' ^ , -^ __... -------_-------_- e ,.3 1..„7,...,14„ l . ~ �� ^ , ^ __� ' � ! | » , � �� . "k ~, ___- ^ ^ ~~ ��^�* ^ � � � ~ ^ �p � ^ , � __- ^ . , i. ^ ^ ^__' ^ ^�t^___'__ , , - , ^ , , __- ^ , -----^ rert=-f ,r aa ! I ' , ^ ..- ^ , / __'__'_______'__^__. ^ ^ ^ . 4 4 t ��7 --____ ^ - ^ ' ^ __'__'_____ ' ^ ^ ^ ____-__'__-____'__»* - ^.. , . • w ='-- --~ -,---'--- ^ � �+��" ' - ^__- , __-__' . cx °~ Ai. ' ^ - � �f � , _ _ ~ Tar � - | �� r----'--- ^ --� | | _ --- '' -----'--- --'--~--i __' , ' 4.| - , ___ + __-__`__ ~ . ^ , ^ ^_ ... ^ __---_____--____-_-__'_--___.--- � . . , __-__' __'__- ^__, , � 4 , ' I . I. ^` - ' , ^_-__'-----' , __'__'__~ ^ , ^ I I `7----'-------1 -----'--^ ^ . ,-- , _ , | _ I 1' / / , ,__ , _ ^ | / ! --- � �--r------- � | ' --- _ | | (� | | | | � . ROW 244-^wtql^wMImwnslow Voelker Engineering, Inc. 04/03/12 Job# 11065 Simple span beams Sheet UF9 Dropped extended garage beam 5 1/2x15 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 1/2x10 1/2 GLB Length = 16.25 ft Width = 3.500 in LLfTL = 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 • JOB VOELKER ENGINEERING, INC. L SHEET NO. III OF 1911 116th Avenue NE Bellevue, Washington 98004 CALCULATED BY G'� DATE �' 4 425-451-4946, Fax 451-4956 CHECKED BY DATE SCALE alb_3. .(..r.1t ..... _... .. 71,1n s,_. 4... _ 1 a t ir 11-r� „ ,vf s t S . E 2.�!4" e tee,'!.-1 117 . .ft .............. t✓5 4..$ „ „ „ , , / , , w f 1 � ......................... of o E6*� JOB VOELKER ENGINEERING,INC. SHEET NO. et rt 2-- OF ' l9I1ll6thAvenue NE1~V,�^ � �� Bellevue, Washington 98004 CALCULATED �� DATE�so � 425-451-4946, Fax 451-4956 CHECKED BY DATE SCALE = -''-'--'-- - � - = � � ^ � ��- � � �� v 6_~4 , -�'-----_--'-'_�-- ' --| -----�--''—'—_''--_---._—_—'—_-�—''--------�'�� ---'- ri | [ 1D1�, _ _----' ! . ��__�_____�� _ __ | ' � • / � _ ' - � ! .. — �----- „ ----- L ~ 4 4 ' )) . i 1 - �____�__��__________�____'_ ___ ^__---__----_^-_'_'----___-____-____-�---_____�__'__'' -_-_ � � " ~�T2 , __--_ --- _ _ ~ .. . ii# 8~) 0 1 ill --- ^ ^'-------- --- __�-_-_-__'-'- ---'__'_-_'__ -'--_____�__-__'__- - -----__-_-___--._-�-_'_-_' �� _'-------__ ^____---____` � A ' u� � - J�r --+ / --'-------------------^ �� ~�' __�______^ ____^_� '9.0 - • ^ .. ~~.A- __�__^ __-__' __'- _ s b . ^____' _-- __--____� ! | | . 4 I. ~ - ____--- -___ .. ~ �� " ; .ex,g• /0.iw.e0e� »�r __��___ _�___ , ^ ^____�___�____�____ ° u� �' �� =-� �� ` ___ _______ ^�-��>_____ ��m »r 4� ------''------�-' --- ` . ^ : �e 1 ��~ - • _--�__'__� -� ��__�_� , __'-_~ _---_'- • _ ^___ __ L. ^ - �__'_ __-__'__'__�-- | ^� �� ---_ . -____-_-_ ^^ . ,• ^ __-___-- --'__ . - . , ^ ^ -- ^ ^ | ^ --' | . � � ~~~� 4...--i-.., - - i,,,'':',::•--. �Mm��w�� [ m� JOB VOELKER ENGINEERING, INC. 3 SHEET NO P7 fr 1911 116th Avenue NE °f Bellevue, Washington 98004 CALCULATED BY G1/ DATE `2. 34)•t) 425-451-4946 CHECKED BY DATE SCALE (1, . . • €4 . ,,.51 . 4 . /to , #4,N3 44/0 s 2-4v p rezi` .................................... ... r 11' 7/1 4-4 / 3(.3,1#9 s7e 2,Q . . ........ ... ............ .. . . j .... .. . ..........._ ..... ..... - 7 .„ PROW O Mirnk gal*21 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 (Ib/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 (in^2) F*c= 1430 (psi) KL/D = 39.27 I = 20.80 (inA4) 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 (lb-ft) fb = 1064 (psi) Combined Axial and Bending Loads AxialA2 + 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 BeamChek v2014 licensed to: Voelker Engineering Reg#8111-1879 Plan 3724 Rear Header U F 10 Date:6/14/16 Selection 4x 8 HF#1 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=8.6 in2 R2=6.3 in2 (1.5)DL Defl= 0.02 in Data Beam Span 3.2 ft Reaction 1 LL 2251 # Reaction 2 LL 1663# Beam Wt per ft 6.17# Reaction 1 TL 3497# Reaction 2 TL 2563# Bm Wt Included 20# Maximum V 3497# Max Moment 3690'# Max V(Reduced) 2666# TL Max Defl L/240 TL Actual Defl L/927 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 30.66 25.38 0.04 0.02 Critical 30.38 23.18 0.16 0.11 Status OK OK OK OK Ratio 99% 91% 26% 21% Fb(psi) Fv(psi) E(psi x mil) Fc±(psi) Values Reference Values 975 150 1.5 405 Adjusted Values 1458 173 1.5 405 Adjustments CF Size Factor 1.300 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 LL:320 Uniform TL: 450 =A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 2020 B=3220 1.5 580 H=920 0 1.5 H Uniform Load A Pt loads: B R1 =3497 R2=2563 SPAN=3.2 FT Uniform and partial uniform loads are lbs per lineal ft.