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, /hST•Ac/G-cvsz-r/ Voelker Engineering, Inc. 1911 116t Avenue NE, Bellevue, WA 98004 425-451-4946 DR Horton Plan 3729 RECEIVE') Heritage Crossing Lot 3 OCT 25 2016 Tigard, Oregon °TIGARD BUILDING DIVISION Structural Calculations September 12, 2016 JN 12058.2 Building Code: 2014 OSSC Snow load: 25psf Roof Dead load: 15psf Floor Live load: 40psf Floor Dead load: 10psf Wind: 120mph Exposure B Seismic: Soil class D, Ss = 1.58 INDEX PAGES Lateral analysis L1-18 Roof framing R1-4 Upper floor framing UF1-11 Main floor framing MF1 Balloon Studs W1 51 . s if 0d ., ✓fir- 2:s,\,, eQ -1946'S VO-' I EXPIRES: 625/ /7 1 Voelker Engineering, Inc. 1911 116t Avenue NE,Bellevue,WA 98004 425-451-4946 DR Horton Plan 3729 Structural Calculations December 4, 2014 JN 12058.2 Building Code: 2014 OSSC Snow load: 25psf Roof Dead load: 15psf Floor Live load: 40psf Floor Dead load: 10psf Wind: 120mph Exposure B Seismic: Soil class D, Ss = 1.58 INDEX PAGES Lateral analysis L1-18 Roof framing R1-4 Upper floor framing UF1-11 Main floor framing MF1 Balloon Studs W1 Voelker Engineering, Inc. 12/04/14 Job 12058.2 1911 116th Avenue NE Page L1 Bellevue,WA 98004 DR Horton Plan 3729 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 '/ • [(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• 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 12058.2 ASCE7-10.xls Voelker Engineering, Inc. 12/04/14 Job 12058.2 1911 116th Avenue NE Page L2 Bellevue,WA 98004 DR Horton Plan 3729 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< 15ft = 0.7 = 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 33.5 degrees External Pressure Coefficient-Load Case A (psf) (psf) (psf) 1 0.56 21.95 0.55 -0.55 0.22 24.37 2 0.21 21.95 0.55 -0.55 -7.46 16.68 3 -0.43 21.95 0.55 -0.55 -21.51 2.63 4 -0.37 21.95 0.55 -0.55 -20.2 3.95 1E 0.69 21.95 0.55 -0.55 3.07 27.22 2E 0.27 21.95 0.55 -0.55 -6.15 18 3E -0.53 21.95 0.55 -0.55 -23.71 0.44 4E -0.48 21.95 0.55 -0.55 -22.61 1.54 p+ uses GCpi+ p-uses GCpi- 12058.2 ASCE7-10.xls Voelker Engineering, Inc. 12/04/14 Job 12058.2 1911 116th Avenue NE Page L3 Bellevue,WA 98004 DR Horton Plan 3729 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 PressureZ ones-Sums of positive and negative pressures Transverse Direction Load Horizontal Pressures Case A B C D 1 15.41 5.82 12.25 4.65 Longitudinal Direction Load Horizontal Pressures Case A B C D 1 15.41 5.82 12.25 4.65 12058.2 ASCE7-10.xls Voelker Engineering, Inc. 12/04/14 Job 12058.2 1911 116th Avenue NE Page L4 Bellevue,WA 98004 DR Horton Plan 3729 Light Wood Frame Construction? Y Mean Roof Height 23 ft Maximum Height 28 ft Building Width 30 ft Building Length 52 ft Roof Plate Ht 18 ft Upper FI Plate Ht 9 ft End Zone Calculations-Front to Rear Direction .1xWidth 3.0 .4xHeight 9.2 .04xWidth 1.2 3.0 3.0 3.0 3.0 <--- End Zone Length= 3.0 ft End Zone Calculations-Left to right Direction .1 xWidth 5.2 .4xHeight 9.2 .04xWidth 2.1 5.2 3.0 3.0 5.2 <--- End Zone Length= 5.2 ft 12058.2 ASCE7-10.xls Voelker Engineering, Inc. 12/04/14 Job 12058.2 1911 116th Avenue NE Page L5 Bellevue,WA 98004 DR Horton Plan 3729 Wind Analysis FRONT TO REAR DIRECTION Building Width 30 ft Zone 1 Zone 2 Zone 3 Zone 4 Type 1 1 1 1 End Zone y Y y y Height Width Height Width Height Width Height Width ftft ft ft ft ft ft ft 28.0 16 28.0 16 28.0 0 28.0 0 18.0 15 18.0 15 18.0 0 18.0 0 9.0 15 9.0 15 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 4.65 5.82 4.65 5.82 4.65 5.82 4.65 5.82 12.25 15.41 12.25 15.41 12.25 15.41 12.25 15.41 12.25 15.41 12.25 15.41 12.25 15.41 12.25 15.41 Load to roof plate Vw= 3299 lb Load to upper floor plate Vw= 3478 lb Load to main floor plate Vw= 0 lb Total= 6777 lb Minimum Design Wind Loads ASCE 7-10 Total Wind Load= 5424 lb OK 12058.2 ASCE7-10.xls V1911oelker116th EngineeringAvenueNE, Inc. 12/04/14 JobPageL612058.2 Bellevue,WA 98004 DR Horton Plan 3729 Wind Analysis LEFT TO RIGHT DIRECTION Building Width 52 ft Zone A Zone B Zone C Zone D Type 2 2 1 1 End Zone y y y y Height Width Height Width Height Width Height Width ft ft ft ft ft ft ft ft 28.0 13 28.0 13 28.0 0 28.0 0 18.0 26 18.0 26 18.0 0 18.0 0 9.0 26 9.0 26 9.0 0 9.0 0 Type 1 =Transverse Type 2= Longitudinal Wind Pressures Zone A Zone B Zone C Zone D End Zone End Zone End Zone End Zone 12.25 15.41 12.25 15.41 4.65 5.82 4.65 5.82 12.25 15.41 12.25 15.41 12.25 15.41 12.25 15.41 12.25 15.41 12.25 15.41 12.25 15.41 12.25 15.41 Load to roof plate Vw= 6528 lb Load to upper floor plate Vw= 6029 lb Load to main floor plate Vw= 0 lb Total= 12558 lb Minimum Design Wind Loads ASCE 7-10 Total Wind Load= 9235 lb OK 12058.2 ASCE7-10.xls Voelker Engineering, Inc. 12/04/14 Job 12058.2 1911 116th Avenue NE Page L7 Bellevue,WA 98004 DR Horton Plan 3729 Lateral Analysis of Seismic forces(2012 IBC) Distribution of Building Weight Roof Area Weight Ave.height ft^2 psf ft 1700 13.4 18 Interior walls Wall Wt Wall Ht Wall L psf ft ft 6.5 8 150 Exterior walls Wall Wt Wall Ht Wall L psf ft ft 8 8 162 Upper Floor Area Weight Ave. height ftA2 psf ft 1550 10 9 Interior walls Wall Wt Wall Ht Wall L psf ft ft 6.5 9 80 Exterior walls Wall Wt Wall Ht Wall L psf ft ft 8 9 164 12058.2 ASCE7-10.xls Voelker Engineering, Inc. 12/04/14 Job 12058.2 1911 116th Avenue NE Page L8 Bellevue,WA 98004 DR Horton Plan 3729 Lateral Analysis of Seismic forces(2012 IBC) Soil Class= D le = 1.00 R = 6.50 Structure Height= 23 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= 0.21 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 to Stories Level Vs wx % Vs Roof 3697 66539.8 0.660 4952 <--- Upper floor 3802 34215.94 0.340 2546 <--- Main floor 0 0 0.000 0 <--- Total 7498 100756 7498 lbs Redundancy Check rho max=1.00 Front/Rear rho max= 1.00 Left/Right 12058.2 ASCE7-10.xls V1911oelker116th EngineeringAvenueNE, Inc. 12/04/14 JobPage 12058.2L9 Bellevue,WA 98004 DR Horton Plan 3729 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 12058.2 ASCE7-10.xls V1911oelker116th EngineeringAvenueNE, Inc. 12/04/14 JobPageL1012058.2 Bellevue,WA 98004 DR Horton Plan 3729 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 Force Distribution to Walls-Front/Rear Roof Plate Level Sum of Walls Total Grid 1 16 9 10 35 Grid 2 18 25 43 Grid 3 Grid 4 0 0 Grid 5 0 Trib. Vs Vw Wall Sum v Uplift Grid 1 15.0 2476 1649 35 71 plf OK Grid 2 15.0 2476 1649 43 58 plf OK Grid 3 0.0 0 0 0 Grid 4 0.0 0 0 0 Grid 5 0.0 0 0 0 Totals 30 4952 3299 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 12058.2 ASCE7-10.xls Voelker Engineering, Inc. 12/04/14 Job 12058.2 1911 116th Avenue NE Page L11 Bellevue,WA 98004 DR Horton Plan 3729 Force Distribution to Walls-Front/Rear Upper Floor Plate Level Sum of Walls Total Grid 1 35 13 48 Grid 2 19 19 Grid 3 0 Grid 4 0 Grid 5 0 Trib. Vs Vw Wall Sum v Uplift Grid 1 15.0 3749 3389 48 78 plf OK Grid 2 15.0 3749 3389 19 197 plf P6 1776 Grid 3 0.0 0 0 0 Grid 4 0.0 0 0 0 Grid 5 0.0 0 0 0 Totals 30 7498 6777 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 12058.2 ASCE7-10.xls • • Voelker Engineering, Inc. 12/04/14 Job 12058.2 1911 116th Avenue NE Page L12 Bellevue,WA 98004 DR Horton Plan 3729 Sub-diaphragms-Left/Right Zone A Zone B Zone C Zone D Roof 52 ft0 ft 0 ft 0 ft Upper 52 ft 0 ft 0 ft 0 ft Force Distribution to Walls-Left/Right Roof Plate Level Sum of Walls Total Grid A 11.6 11.6 Grid B 4.2 4.2 8.4 Grid C Grid D 0 Grid E 0 0 Trib. Vs Vw Wall Sum v Uplift Grid A 26.0 2476 3264 11.6 281 plf P4 2251 Grid B 26.0 2476 3264 8.4 389 plf P4 3109 Grid C 0.0 0 0 0 Grid D 0.0 0 0 0 Grid E 0.0 0 0 0 Totals 52 4952 6528 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid A 0 0 0.00 1.00 Grid B 4.2 1238 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 12058.2 ASCE7-10.xls V1911oelker116th EngineeringAvenueNE, Inc. 12/04/14 JobPage 12058.2L13 Bellevue,WA 98004 DR Horton Plan 3729 Force Distribution to Walls-Left/Right Upper Floor Plate Level Sum of Walls Total Grid A 7 3.4 3.4 13.8 Grid B 16 16 Grid C 0 Grid D 0 Grid E 0 Trib. Vs Vw Wall Sum v Uplift Grid A 14.0 3219 5023 13.8 364 plf P4 3276 NDS 4.3 P4 Grid B 34.0 4280 7535 16 471 plf P4 4238 Grid C 0.0 0 0 0 Grid D 0.0 0 0 0 Grid E 0.0 0 0 0 Totals 48 7498 12558 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid A 7 1633 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 12058.2 ASCE7-10.xls ,wB ZC� VOELKER ENGINEERING,INC. L NE SHEET NO. Bellevue1911,116th WashingtonAvenue 98004 CALCULATED BY DATE 51 '/D 425-451-4946 CHECKED BY DATE SCALE Fr e� y �h(o /ri 0 • , f. : „ : , , : 7 ; E . % G r� P3 p3 P3 L!- PRODUCT 2041 Ie9ieeb,20f„PoAded) VOELKER ENGINEERING, INC. JOB SHEET NO. lotS- of 1 7- 0 Bellevue1911 , Washington116thAvenue 980NE04 CALCULATED BY DATE I'/0')I-- 425-451-4946 425-451-4946 CHECKED BY DATE SCALE ii fr.tf)PS y 410? i: 61e.1, -4. ! I i .! ,i 1 i I I . i .! '.,, ..... I . .".......... • ', (......) 1 ; : : .• • .. dest ! f4i : . . • H H H :H H H.. .\%5 7 1 i I T !1' ,Il • a h. H ,, , , i , , , P3 . . _., :, . J _. . ,,, i i ,.0-4a, ;:, , 1, - . - - [ ro. ' i i :: „ , 1 , , 1 1 , , , 1 .,,, , , , , i ,„ , i , , ,, , ... jj .. , , , , , : , , , , , , , „ „ , , , „ , , , i i • : . : : • „ , • . . . . . . , . , : : , , : : . , , : : : . : . : • : . : . : : : : - - -, I , 1 si: i i -ti , , i , , ,, : , i ,, ,, , , ,, , , , , „ . : : T . . ; : : i : : .. Z , ......... .._.. 1. PRODUCT204-1(SW sSM4)2SS-1(Ptlded) V1911oelker116th EngineeringAvenueNE, Inc. 11/14/12 JobPage L1612058.2 Bellevue,WA 98004 DR Horton Plan 3729 Sub-diaphragms-Left/Right Zone A Zone B Zone C Zone D Roof 52 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 11.6 11.6 Grid B 2.8 2.8 2.8 8.4 Grid C Grid D 0 Grid E 0 0 Trib. Vs Vw Wall Sum v Uplift Grid A 26 2273 3460 11.6 298 plf P4 2386 Grid B 26 2273 3460 8.4 412 plf P4 3295 NDS 4.3 P3 Grid C 0 0 0 0 Grid D 0 0 0 0 Grid E 0 0 0 0 Totals 52 4545 6920 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid A 0 0 0.00 1.00 Grid B 2.8 758 0.17 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 12058.2 ASCE7-05.xls Voelker Engineering, Inc. 09/25/08 Job# 12058 Sheet L17 Lateral Analysis of Wood Diaphragm in Rotation. (IBC 2305.2.5) Diaphragm Blocked?Y/N Y End Wall Length 18 (ft) Max Shear 5.000 (kips) Side Wall 1 Length 48 (ft) G= 90000 (psi) Side Wall 2 Length 15.2 (ft) E= 1400000 (psi) Wall Height 9 (ft) Diaphragm Width 25 (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= 278 (plf) Deflection D= 0.12 (in) Wall 1 v= 42 (plf) Deflection D= 0.08 (in) Wa112 v= 132 (plf) I Deflection D= 0.12 (in) Diaphragm v= 200 (plf) Deflection D= 0.11 (in) Total Deflection at open end D= 0.31 (in) / • ...,:. i 240, ,,.6* Z, JOB., VOELKER ENGINEERING, INC..... t? 6.., SHEET NO..:, OF. 1911 116th Avenue NE Bellevue, Washington 98004 CALCULATED BY DATE it-I 425-451-4946 CHECKED BY DATE SCALE ' • : : : : ; • ; • : f ; ,.: ... .. ..,: ! ..T.' . ..e1 1 A..* i k '°'7I,.: :i1°01' . j, •(,... .0.iiticti...i.N, i er tlie . ! 1 ! ! ! • • . • . • , ! • • , , , , ! ! 1 avy 7 , . , • '• - .- - , : . : ....,. .: .. .:... .. . . • . 4- 11i1 . . . e t • .i : : ' ' V 4, , • . . . . .. . . . . . . . . .... 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PRODUCT 204-I f Sin*Sheds)205-1(Padded) 12oa� • JOB VOELKER ENGINEERING, INC. SHEET NO. OF 1911 116th Avenue NE q,. ")L Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE s FpovIDF AGCE95 ND vBITILAnON ro; fl€OVER PRAMGD AREA.:AS RCfi111!!D. _. . ...._. SEE 9+ T 9.1 POR _._... Loren*am,RRAMIN6 moi ; ON Il�f !i . r- it I ( 1. 1{ 111 111 I; , I I, i ( INA ' I .... .. • _.. _.. _._ ._.... it ... :1 .... •1 .t J } .I ._ il • 1j j II • lll' II iil L._ `- ,Aij • ! I II flItO 11U7 111111111-Ittx • !I !I ®I I Iu® Ir ®► 317 , (, .. M15 .f.. __ ..... ._. ..._._. ...._. iI .._ I _ L._ ...... ._ _._.. s M FORT IMI.. j 1:24 :111 if • HI I._ ui 1 1: I • L _ • I_ 11 _L. ..._ ... ,,I. .I,..__ ?.'.. .il 9H .IND r 1 — , i •I II ar I w x ,: I II I. 12/5 rMINIM..11,�®I�I®I SEE wrier 9.1:FOR i ._. _.. {,gPCR ROOF RirIV+IIN6 .,C7 ROOF PLAN 'A' f. • 20000CT 20411 Sheets)205-1 10 0055 VoelkerSimple Engineeringspanbeams Sheet, Inc. 09/10/12 Job# 12058R2 Beam 1 3 1/2x9 GLB Length= 7.25 ft Width= 3.500 in LL/TL= 0.63 Load = 1000 plf Depth = 9.000 in LL DUR. = 1.15 Pt load= 0 lb E = 1800 ksi Rep= 1.0 R= 3625 lb V @ d = 2875 lb M= 6570 lb-ft fb= 1669 psi <OK 2760 TL Defl. = 0.19 in L/ 452 fv= 137 psi <OK 276 LL Defl. = 0.10 in L/ 850 Support 2.6 in Beam 2 4x8 HF#1 Length= 4.75 ft Width= 3.500 in LL/TL= 0.63 Load = 1000 plf Depth = 7.250 in LL DUR. = 1.15 Pt load = 0 lb E = 1500 ksi R= 2375 lb V @ d= 1771 lb M= 2820 lb-ft fb= 1104 psi < OK 1458 TL Defl. = 0.08 in L/ 700 fv= 105 psi < OK 173 LL Defl. = 0.04 in L/ 1,317 Support 1.7 in Beam 3 4x6 HF#1 Length= 3.25 ft Width= 3.500 in LL/TL= 0.63 Load = 1000 plf Depth= 5.500 in LL DUR. = 1.15 Pt load= 0 lb E = 1500 ksi R= 1625 lb V @ d = 1167 lb M= 1320 lb-ft fb= 898 psi < OK 1458 TL Defl. = 0.04 in L/ 954 fv= 91 psi< OK 173 LL Defl. = 0.02 in L/ 1,795 Support 1.1 in JOB VOELKER ENGINEERING, INC. SHEET NO. 3 OF 1911 116th Avenue NE !l`1 D' �� Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE �ry . .... >IlEETi;9.1 POR Lore:ROOF PRAMIN6! -0-. p DS .. — ._. .... .. it 1d • _. III 1 •� t y 1 j d I : - mo= r ; i f I ,, A : il I s< 1 .. ........ 1.. I _._. vr,.-.�r,rL,w --= MiPMASTER ... _. •_. .. _.. .... 'Pit .... .... ..... LJ I ` _ 1 1 ..... _... .Aww.i... :...._. .. .:_ i ... •...pm ET.Atm . .... .. II�T� _ 1 • • • _.... • ;„ � / L ,.._I o ® ML►71111YAM IN;ATTIC k_i. __ _.. __..... ___._ .TIQl9 -I - - 1vie - - -- G AGGGlO 3o->�.ATT14 .._.._._ p 'AGG[5¢IN911LATE `.... - .... :: 1 1 alai A- -f1Tts +ex r Alialln _ �� 'WV 1 i S - - IBVPT.(AGKHJAT...a..a .._. _.. .. P1. ! : :. . - - I SAT .... • .._. .. ....... VR iv 1, DRYER y� _..®--� • r".-1 .__ :1 1 I _ —.— -- — Ll— �a I® • j 1 ii - ti Ih 1p{r�1 iii1 I 3 a l t _ . . q mil i®A ; i ;.. I ,_LOVER ROOF FRAMING SEE:SHEET SI Peg i ': _... _ ..... '_.LOPIER•RO0oF PI rAlINS -. ,....__.. .._. ( . • ROOF PLAN '�' If PRODUCT 204-1(Sink V40205-1(i ! Voelker Engineering, Inc. 09/10/12 Job# 12058 Simple span beams Sheet R4 Beam 4 4x6 HF#1 Length = 4.75 ft Width = 3.500 in LL/TL= 0.63 Load= 640 plf Depth = 5.500 in LL DUR. = 1.15 Pt load= 0 lb E = 1500 ksi R= 1520 lb V @ d = 1227 lb M= 1805 lb-ft fb= 1227 psi < OK 1458 TL Defl. = 0.12 in L/ 478 fv= 96 psi <OK 173 LL Defl. = 0.06 in L/ 898 Support 1.1 in Beam 5 4x6 HF#1 Length= 7.25 ft Width = 3.500 in LL/TL= 0.63 Load = 200 plf Depth = 5.500 in LL DUR. = 1.15 Pt load= 0 lb E = 1500 ksi R= 725 lb V @ d = 633 lb M= 1314 lb-ft fb= 894 psi< OK 1458 TL Defl. = 0.20 in L/ 430 fv= 49 psi <OK 173 LL Defl. = 0.11 in L/ 809 Support 0.5 in JOB /'[��S '� VOELKER ENGINEERING, INC. SHEET NO. 6/ r / OF 1911 116th Avenue NE /..)P• _)d, /` Bellevue,Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE fraIraar rF .,wds ..._.. ..__ (4!3x6 1. .. tf. ..(4$3x6 s H6�6,._..; i;:tbu3,.10, 1, , ,.., ,,,, i , .„, .._. ....... . 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PRODUCT 204.1(S10011504t441 205-1(Ptl1'd) Voelker Engineering, Inc. 09/10/12 Job# 12058 Simple span beams Sheet UF2 Beam 6 5 1/2x9 GLB Length= 8.25 ft Width = 5.500 in LL/TL= 0.63 Load = 1400 plf Depth= 9.000 in LL DUR. = 1.15 Pt load= 0 lb E = 1800 ksi R= 5775 lb V @ d= 4725 lb M= 11911 lb-ft fb= 1925 psi < OK 2760 TL Defl. = 0.29 in L/ 344 N= 143 psi < OK 276 LL Defl. = 0.15 in L/ 648 Support 2.6 in Beam 7 5 1/2x12 GLB Length = 12.5 ft Width= 5.500 in LL/TL= 0.63 Load = 1400 plf Depth = 12.000 in LL DUR. = 1.15 Pt load = 0 lb E = 1800 ksi R= 8750 lb V @ d = 7350 lb M= 27344 lb-ft fb= 2486 psi<OK 2760 TL Defl. = 0.64 in U 235 N= 167 psi<OK 276 LL Defl. = 0.34 in U 441 Support 3.9 in Beam 8 See UF11 5 112x15 GLB Length= 16.25 ' Width = 5.500 in LUTL= 0.80 Load = 675 plf -: = 15.000 in LL DUR. = 1.00 Pt load= 0 lb E = 1800 ksi R= 5484 lb V@d= 4. M= 22280 lb-ft fb= 1301 psi < OK 2400 TL Defl. = 0.42 in 466 N= 84 psi<OK 240 LL Defl. = 0.30 in L/ 641 Support 2.5 in Beam 9 (2) 2x12 HF#2 Length = 7 ft Width= 3.000 in LL/TL= 0.80 Load= 650 plf Depth = 11.250 in LL DUR. = 1.00 Pt load= 0 lb E = 1300 ksi R= 2275 lb V @ d= 1666 lb M= 3981 lb-ft fb= 755 psi <OK 850 TL Defl. = 0.08 in L/ 1,006 N= 74 psi <OK 150 LL Defl. = 0.06 in U 1,384 Support 1.9 in Voelker Engineering, Inc. 09/11/12 Job# 12058 Simple span beams Sheet UF3 Beam 10 (3) 2x12 HF#1 Length= 11 ft Width= 4.500 in LL/TL= 0.63 Load = 500 plf Depth = 11.250 in Rep= 1.15 Pt load = 0 lb E = 1500 ksi R= 2750 lb V @ d = 2281 lb M= 7563 lb-ft fb= 956 psi <OK 1121 TL Defl. = 0.24 in L/ 542 fy= 68 psi <OK 173 LL Defl. = 0.13 in L/ 1,019 Support 1.5GLB in Beam 11 5 112x15 Length= 19 ft Width = 5.500 in LL/TL= 0.80 Load= 500 plf Depth= 15.000 in LL DUR. = 1.00 Pt load= 0 lb E = 1800 ksi R= 4750 lb V @ d= 4125 lb M= 22563 lb-ft fb= 1338 psi< OK 2400 TL Defl. = 0.58 in L/ 394 fy= 75 psi< OK 240 LL Defl. = 0.42 in L/ 541 Support 2.1 in Beam 16 5 1/2x9 GLB Length= 3.25 ft Width = 5.500 in LL/TL= 0.63 Load = 300 plf Depth= 9.000 in LL DUR. = 1.15 Pt load= 10000 lb E = 1800 ksi R= 5488 lb V @ d= 5263 lb M= 8521 lb-ft fb= 1377 psi<OK 2760 TL Defl. = 0.03 in L/ 1,510 fy= 159 psi< OK 276 LL Defl. = 0.01 in L/ 2,840 Support 2.5 in Beam 17 4x8 HF#1 Length= 11 ft Width= 3.500 in LL/TL= 0.63 Load= 200 plf Depth= 7.250 in LL DUR. = 1.15 Pt load= 0 lb E = 1500 ksi R= 1100 lb V @ d= 979 lb M= 3025 lb-ft fb= 1184 psi <OK 1458 TL Defl. = 0.47 in L/ 282 fy= 58 psi <OK 173 LL Defl. = 0.25 in L/ 530 Support 0.8 in Beam 12 VOELKER ENGINEERING 12058 BeamChek v2007 licensed to:Voelker Engineering Reg#8111-1879 U F4 Prepared by:CV Date:9/11/12 Selection 5-114x 11-1/4 2.0E TJ Parallam W.S.PSL Lu=0.0 Ft Lu @OH=0.0 Ft Conditions NDS 2005, Overhang, Uplift @ R1 Min Bearing Area R1=-0.7 int R2= 13.7 in2 (1.5)DL Defl= -0.10 in. Data Beam Span 10.0 ft Beam Wt per ft 18.46# Reaction 1 TL -559# Reaction 2 TL 10262# Bm Wt Included 203# Maximum V 9018# Overhang Length 1.0 ft Max Moment 9009'# Max V(Reduced) 9001 # Total Beam Length 11.0 ft TL Max Defl L/240 TL Actual Defl L/<-1000 OH TL Actual Defl L/382 Attributes Section(in3) Shear(in2) TL Defl(in) OH TL Defl Actual 110.74 59.06 -0.10 0.06 Critical 32.19 40.48 0.50 0.10 Status OK OK OK OK Ratio 29% 69% 20% 63% Fb(psi) Fv(psi) E(psi x mil) Fc I(psi) Values Reference Values 2900 290 2.0 750 Adjusted Values 3359 334 2.0 750 Adjustments CF Size Factor 1.007 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft CI Stability @ OH 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform TL: 50 =A (Uniform Ld on Backspan) Point TL Distance 1 F=9000 (OH) 1.0 Uniform Load A Pt loads: R1 - 559 ` I R2=10262 BACKSPAN= 10 FT OH= 1 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. BEAM 13 VOELKtER ENGINEERING 12058 BeamChek v2007 licensed to:Voelker Engineering Reg#8111-1879 UF5 Prepared by:CV Date:9/11/12 Selection 5-118x 22-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=17.1 int R2=22.8 in2 (1.5)DL Defl= 0.59 in Recom Camber=0.88 in Data Beam Span 16.75 ft Beam Wt per ft 28.02# Reaction 1 TL 11094# Reaction 2 TL 14825# Bm Wt Included 469# Maximum V 14825# Max Moment 74963'# Max V(Reduced) 12148# TL Max Defl L/240 TL Actual Defl L/342 Attributes Section(in3) Shear(in2) TL Defl(in) Actual 432.42 115.31 0.59 Critical 339.31 66.02 0.84 Status OK OK OK Ratio 78% 57% 70% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2651 276 1.8 650 Adjustments Cv Volume 0.961 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: 400 =A Point TL Distance Par Unif TL Start End B= 10000 8.0 H=1000 8.0 16.75 H Uniform Load A Pt loads: B R1 = 11094 R2=14825 SPAN= 16.75 FT Uniform and partial uniform loads are lbs per lineal ft. • BEAM 14 VOELKER ENGINEERING 12058 BeamChek v2007 licensed to:Voelker Engineering Reg#8111-1879 UF6 Prepared by:CV Date:9/11/12 Selection 2x 12 HF#2 @ 16 in oc Lu=0.0 Ft Lu @OH= 1.0 Ft Conditions NDS 2005, Overhang, Repetitive Use - Min Bearing Area R1=0.6 in2 R2=4.5 in2 (1.5)DL Defl= 0.03 in. Data Beam Span 11.0 ft Beam Wt per ft 0# Reaction 1 TL 245# Reaction 2 TL 1821 # Bm Wt Included 0# Maximum V 1333# Overhang Length 1.0 ft Max Moment 1333'# Max V(Reduced) 1333# Total Beam Length 12.0 ft TL Max Defl L/240 TL Actual Defl L/>1000 OH TL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Defl(in) OH TL Defl Actual 31.64 16.88 0.03 0.02 Critical 14.43 11.59 0.55 0.10 Status OK OK OK OK Ratio 46% 69% 5% 18% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 850 150 1.3 405 Adjusted Values 1109 173 1.3 405 Adjustments CF Size Factor 1.000 Cd Duration 1.15 1.15 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 0.9862 Rb=10.59 Le= 1.87 Ft Loads Uniform TL: 67 =A (Uniform Ld on Backspan) Point IL Distance l F= 1333 (OH) 1.0 Uniform Load A Pt loads: F R. 5 Z\ R2=1821 BACKSPAN= 11 FT OH= 1 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. BEAM 15 VOELKER ENGINEERING 12058 UF7 BeamChek v2007 licensed to: Voelker Engineering Reg#8111-1879 Prepared by:CV Date:9/11/12 Selection 2x 12 HF#2@ 16 in Lu=0.0 Ft Lu @OH=3.0 Ft Conditions NDS 2005,Overhang, Repetitive Use Min Bearing Area R1=0.7 int R2=2.3 int (1.5)DL Defl 0.05 in. Data BeamSpan 11.0 ft Beam Wt per ft 0# Reaction 1 TL 267# Reaction 2 TL 933# Bm Wt Included 0# Maximum V 467# Overhang Length 3.0 ft Max Moment 1100'# Max V(Reduced) 404# Total Beam Length 14.0 ft TL Max Defl L/240 TL Actual Defl L/>1000 OH TL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Defl(in) OH TL Defl Actual 31.64 16.88 0.05 0.02 Critical 12.91 3.51 0.55 0.30 Status OK OK OK OK Ratio 41% 21% 9% 7% Fb(psi) Fv(psi) E(psi x mil) Fc_(psi) Values Reference Values 850 150 1.3 405 Adjusted Values 1022 173 1.3 405 Adjustments CFSize Factor 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.15 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft CI Stability @ OH 0.9096 Rb=19.26 Le=6.18 Ft Loads Uniform TL: 67 =A (Uniform Ld on Backspan) Point TL Distance Par Unif TL Start End 1 F=267 (OH) 3.0 K=67 (OH) 0 3.0 Uniform Load A K Pt loads: F R1 =267 R. . 33 BACKSPAN= 11 FT OH=3 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. BEAM 12B VOELKER ENGINEERING 12058 BeamChek v2007 licensed to:Voelker Engineering Reg#8111-1879 U F8 Prepared by:CV Date:9/11/12 Selection (2)2x 12 HF#2 Lu=0.0 Ft Lu @OH= 1.0 Ft Conditions NDS 2005, Overhang, Repetitive Use Min Bearing Area R1=0.1 in2 R2=7.4 in2 (1.5)DL Defl= -0.06 in. Data Beam Span 11.0 ft Beam Wt per ft 0# Reaction 1 TL 48# Reaction 2 TL 3002# Bm Wt Included 0# Maximum V 2500# Overhang Length 1.0 ft Max Moment 2500'# Max V(Reduced) 2500# Total Beam Length 12.0 ft TL Max Defl L/240 TL Actual Defl L/<-1000 OH TL Actual Defl L/593 Attributes Section(in3) Shear(in2) TL Defl(in) OH TL Defl Actual 63.28 33.75 -0.06 0.04 Critical 26.77 21.74 0.55 0.10 Status OK OK OK OK Ratio 42% 64% 10% 40% Fb(psi) Fv(psi) E(psi x mil) Fc i(psi) Values Reference Values 850 150 1.3 405 Adjusted Values 1121 173 1.3 405 AdjustmentsCF Size Factor 1.000 Cd Duration 1.15 1.15 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 0.9971 Rb=5.30 Le= 1.87 Ft Loads Uniform TL: 50 =A (Uniform Ld on Backspan) Point TL Distance F=2500 (OH) 1.0 Uniform Load A Pt loads: R.8 . . R2=3002 BACKSPAN= 11 FT OH= 1 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. BEAM 13B VOELKER ENGINEERING 12058 UF9 BeamChek v2007 licensed to:Voelker Engineering Reg#8111-1879 Prepared by:CVDate:9/11/12 Selection 5-118x 16-112 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=8.3 in2 R2=9.7 in2 (1.5)DL Defl 0.61 in Recom Camber=0.92 in Data Beam Span 16.75 ft Beam Wt per ft 20.55# Reaction 1 TL 5399# Reaction 2 TL 6332# Bm Wt Included 344# Maximum V 6332# Max Moment 29720'# Max V(Reduced) 5410# TL Max Defl L/240 TL Actual Defl L/328 Attributes Section(in3) Shear(in2) TL Defl(in) Actual 232.55 84.56 0.61 Critical 130.42 29.40 0.84 Status OK OK OK Ratio 56% 35% 73% Fb(psi) Fv(psi) E(psi x mil) Fc I(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2735 276 1.8 650 Adjustments Cv Volume 0.991 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=0.00Le=0.00 Ft Loads Uniform TL: 400 =A Point TL Distance Par Unif TL Start End B=2500 8.0 H=250 8.0 16.75 H Uniform Load A Pt loads: B R1 =5399 R2/. 32 SPAN= 16.75 FT Uniform and partial uniform loads are lbs per lineal ft. Voelker Engineering, Inc. 09/11/12 Job# 12058 Simple span beams Sheet UF10 BEAM 18 4x8 HF#1 Length= 4.75 ft Width= 3.500 in LL/TL= 0.63 Load = 800 plf Depth= 7.250 in Rep= 1.15 Pt load= 0 lb E = 1500 ksi R= 1900 lb V @ d= 1417 lb M= 2256 lb-ft fb= 883 psi <OK 1458 TL Defl. = 0.07 in L/ 875 fv= 84 psi <OK 173 LL Defl. = 0.03 in L/ 1,646 Support 1.3 in Extended garage beam 5 1/2x19 1/2 GLB Length = 18 ft Width= 5.500 in LL/TL= 0.63 Load = 750 plf Depth = 19.500 in LL DUR. = 1.15 Pt load= 5000 lb E = 1800 ksi R= 9250 lb V@d= 8031 lb M= 52875 lb-ft fb= 1895 psi<OK 2760 TL Defl. = 0.55 in L/ 395 fv= 112 psi<OK 276 LL Defl. = 0.29 in L/ 743 Support 4.2 in Voelker Engineering, Inc. 01/29/13 Job# 12058 Simple span beams Sheet UF 11 Beam over Kitchen (2) 5 114x11 114 PSL Length= 16.4 ft Width= 10.500 in LL/TL= 0.80 Load= 663 plf Depth= 11.250 in LL DUR. = 1.00 Pt load= 0 lb E = 2000 ksi Rep= 1.00 R= 5437 lb V @ d= 4815 lb M= 22290 lb-ft fb= 1208 psi<OK 2900 TL Defl.= 0.48 in L/ 413 fv= 61 psi<OK 290 LL Defl. = 0.35 in L/ 568 Support 1.3 in Voelker Engineering, Inc. 09/11/12 Job# 12058 Simple span beams Sheet MF1 Typ crawl space beam w/2 floors 4x10 HF#1 Length= 5.5 ft Width= 3.500 in LL/TL= 0.80 Load= 1175 plf Depth = 9.250 in LL DUR. = 1.00 Pt load= lb E = 1500 ksi R= 3231 lb V@d= 2326 lb M= 4443 lb-ft fb= 1068 psi <OK 1170 TL Defl. = 0.08 in L/ 859 fv= 108 psi<OK 150 LL Defl. = 0.06 in L/ 1,181 Support 2.3 in Typ crawl space beam w/1 floor 4x10 HF#1 Length = 7 ft Width= 3.500 in LL/TL= 0.80 Load = 600 plf Depth= 9.250 in LL DUR. = 1.00 Pt load= 0 lb E = 1500 ksi R= 2100 lb V @ d= 1638 lb M= 3675 lb-ft fb= 884 psi<OK 1170 TL Defl. = 0.10 in L/ 816 fv= 76 psi <OK 150 LL Defl. = 0.07 in L/ 1,122 Support 1.5 in Voelker Engineering 12/31/09 Job# 12058 Sheet WI 2006 IBC-2005NDS 1s1 'fdd 4-71'1c Wood Stud Design Ver 3.1 VE2009 INPUT Axial P D= 240.0 (lb/ft) HF4#2: Axial P L= 0.0 (Ib/ft) E= 0 (psi) c= 0.80 Axial P 5= 400.0 (Ib/ft) Fc= 1300 (psi) COVe= 0.25 Wind w= 1 (psf) Fb= 850 (psi) Emin= 475 Stud B= .50 (in) Stud D= 5.50 (' ) Spacing= (ft oc) KL= 18.00 (ft OUTPUT A= (in^2) F*c= 1430 (psi) KUD= 39.27 I= 20.80 (in^4) F*b= 1148 (psi) Fee= 253 S= 7.56 (inn) Pc= 243 (psi) Cp= 0.170 Case D+.75W+.75L+.75S Load per Stud: Computed Stress: P= 718.2 (Ibs) fc= 87 (psi) M= 484.8 (lb-ft) fb= 769 (psi) Combined Axial and Bending Loads Axial^2+ Bending =Total 0.13 1.02 1.15 < 1.6 O.K. fc/Fce = 0.34 < 1.6 O.K. / Case D+W Load per Stud: Computed Stress: P= 319.2 (Ibs) fc= 39 (psi) M= 646.4 (lb-ft) fb= 1026 (psi) Combined Axial and Bending Loads AxialA2+ Bending =Total / 0.03 1.06 1.08 <1.6 O.K. fc/Fce = 0.15 < 1.6 O.K. Case D+L+S Load per Stud: Computed Stress: P= 851.2 (Ibs) fc= 103 (psi) Axial Loading only, no bending fc/Flo = 0.42 < 1 O.K. Deflection at midspan= 1.39 (in) U 155 full wind load Voelker Engineering, Inc. 01/28/16 Job# 12058.2 Stem wall analysis- Dining room beam Sheet Ftg1 Point Load= 9.00 kipCone. fc 2500 psi Uniform load = 0.00 klf Rebar Fy 60 ksi Footing Input Wiidth1 15.00 in Allow bearing 1500 psf Thickness 7.00 in Wall Input Width = 6.00 in Depth= 18.00 in Require effective footing length 4.80 ft One-way Shear, (45 degree load distribution assumed) Length of 45 degree distribution= 4.17 ft Vu@ "D" = 0.89 kip vu = 10 psi OK Allow Vu= 85 psi Flexure Mu= 41.5 (k-in) Req'd As= 0.06 (inA2) (1)#4 OK /•z6-r4. c-‘-.%‘.‘1 IP 1'1'k�t D %� PR©,1 4.44 cc 15(1/ tr:•-• ms's' ✓4Y 25,N9a, +/, \ Alikbk Var '19t Es v Q I EXPIRES: 6125!/C REQ'D LENGTH LIJ / /