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7t4 t,,24)16- 01/2 Voelker Engineering, Inc. 1911 116th Avenue NE, Bellevue, WA 98004 425-451-4946 DR Horton Plan 4704 rf f1"f; Summit Ridge Lot 150 Tigard, Oregon Structural Calculations January 11, 2016 JN 12022.2 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 L1-28 Roof framing R1-2 Upper floor framing UF1-4 Main floor framing MF1-4 Foundations FTG1-9 •</•/‘ �'S' J(1 25,14°0 ¢ 'ROES vo EXPIRES: 6/25/ I Voelker Engineering, Inc. 1911 116th Avenue NE, Bellevue, WA 98004 425-451-4946 DR Horton Plan 4704 Structural Calculations January 4, 2016 JN 12022.2 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 L1-28 Roof framing R1-2 Upper floor framing UF1-4 Main floor framing MF1-4 Foundations FTG1-9 Voelker Engineering, Inc. 01/04/16 Job 12022.2 1911 116th Avenue NE Page L1 Bellevue, WA 98004 DR Horton Plan 4704 Lateral Analysis of Wind forces(ASCE 7-10) 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 IA • [(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 = 33.00 ft 12022.2 ASCE7-10 Voelker Engineering, Inc. 01/04/16 Job 12022.2 1911 116th Avenue NE Page L2 Bellevue, WA 98004 DR Horton Plan 4704 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 = 22.56 (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 22.56 0.55 -0.55 -0.27 24.54 2 -0.45 22.56 0.55 -0.55 -22.65 2.16 3 -0.47 22.56 0.55 -0.55 -22.94 1.87 4 -0.41 22.56 0.55 -0.55 -21.75 3.06 1E 0.77 22.56 0.55 -0.55 4.99 29.8 2E -0.72 22.56 0.55 -0.55 -28.63 -3.81 3E -0.65 22.56 0.55 -0.55 -27.03 -2.21 4E -0.6 22.56 0.55 -0.55 -25.9 -1.08 p+ uses GCpi+ p-uses GCpi- 12022.2 ASCE7-10 Voelker Engineering, Inc. 01/04/16 Job 12022.2 1911 116th Avenue NE Page L3 Bellevue,WA 98004 DR Horton Plan 4704 External Pressure Coefficient-Load Case B 1 -0.45 22.56 0.55 -0.55 -22.56 2.26 2 -0.69 22.56 0.55 -0.55 -27.97 -3.16 3 -0.37 22.56 0.55 -0.55 -20.75 4.06 4 -0.45 22.56 0.55 -0.55 -22.56 2.26 5 0.4 22.56 0.55 -0.55 -3.38 21.43 6 -0.29 22.56 0.55 -0.55 -18.95 5.87 1E -0.48 22.56 0.55 -0.55 -23.24 1.58 2E -1.07 22.56 0.55 -0.55 -36.54 -11.73 3E -0.53 22.56 0.55 -0.55 -24.36 0.45 4E -0.48 22.56 0.55 -0.55 -23.24 1.58 5E 0.61 22.56 0.55 -0.55 1.35 26.17 6E -0.43 22.56 0.55 -0.55 -22.11 2.71 Wind Pressure Zones-Sums of positive and negative pressures Transverse Direction Load Horizontal Pressures Case A B C D 1 18.53 2.80 12.89 1.66 Longitudinal Direction Load Horizontal Pressures Case A B C D 1 18.53 2.80 12.89 1.66 12022.2 ASCE7-10 Voelker Engineering, Inc. 01/04/16 Job 12022.2 1911 116th Avenue NE Page L4 Bellevue, WA 98004 DR Horton Plan 4704 Light Wood Frame Construction? Y Mean Roof Height 31.5 ft Maximum Height 35 ft Building Width 25.5 ft Building Length 40 ft Roof Plate Ht 28 ft Upper Fl Plate Ht 19 ft Main Fl Plate Ht 9 ft End Zone Calculations-Front to Rear Direction 1xWidth 2.6 .4xHeight 12.6 .04xWidth 1.0 2.6 3.0 3.0 3.0 <--- End Zone Length= 3.0 ft End Zone Calculations-Left to right Direction .1xWidth 4.0 .4xHeight 12.6 .04xWidth 1.6 4.0 3.0 3.0 4.0 <--- End Zone Length = 4.0 ft 12022.2 ASCE7-10 Voelker Engineering, Inc. 01/04/16 Job 12022.2 1911 116th Avenue NE Page L5 Bellevue,WA 98004 DR Horton Plan 4704 Wind Analysis FRONT TO REAR DIRECTION Building Width 25.5 ft Zone 1 Zone 2 Zone 3 Zone 4 Type 2 2 2 1 End Zone y y n y Height Width Height Width Height Width Height Width ft ft ft ft ft ft ft ft 35.0 6.375 35.0 6.375 35.0 0 35.0 0 28.0 12.75 28.0 12.75 28.0 0 28.0 0 19.0 12.75 19.0 12.75 19.0 0 19.0 0 9.0 12.75 9.0 12.75 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 12.89 18.53 12.89 18.53 12.89 0.00 1.66 2.80 12.89 18.53 12.89 18.53 12.89 0.00 12.89 18.53 12.89 18.53 12.89 18.53 12.89 18.53 12.89 18.53 12.89 18.53 12.89 18.53 12.89 0.00 12.89 18.53 Load to roof plate Vw= 3019 lb Load to upper floor plate Vw= 3444 lb Load to main floor plate Vw= 3444 lb Total= 9907 lb Minimum Design Wind Loads ASCE 7-10 Total Wind Load= 6610 lb OK 12022.2 ASCE7-10 Voelker Engineering, Inc. 01/04/16 Job 12022.2 1911 116th Avenue NE Page L6 Bellevue,WA 98004 DR Horton Plan 4704 Wind Analysis LEFT TO RIGHT DIRECTION Building Width 40 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 35.0 10 35.0 14 35.0 0 35.0 0 28.0 20 28.0 20 28.0 0 28.0 0 19.0 20 19.0 20 19.0 0 19.0 0 9.0 20 9.0 20 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 12.89 18.53 12.89 18.53 1.66 2.80 1.66 2.80 12.89 18.53 12.89 18.53 12.89 18.53 12.89 18.53 12.89 18.53 12.89 18.53 12.89 18.53 12.89 18.53 12.89 18.53 12.89 18.53 12.89 18.53 12.89 18.53 Load to roof plate Vw= 5004 lb Load to upper floor plate Vw= 5327 lb Load to main floor plate Vw= 5327 lb Total= 15658 lb Minimum Design Wind Loads ASCE 7-10 Total Wind Load= 10637 lb OK 12022.2 ASCE7-10 Voelker Engineering, Inc. 01/04/16 Job 12022.2 1911 116th Avenue NE Page L7 Bellevue, WA 98004 DR Horton Plan 4704 Lateral Analysis of Seismic forces (2012 IBC) Distribution of Building Weight Roof Area Weight Ave. height ft^2 psf ft 1148 12.6 28 Interior walls Wall Wt Wall Ht Wall L psf ft ft 6.5 8 140 Exterior walls Wall Wt Wall Ht Wall L psf ft ft 8 8 132 Upper Floor Area Weight Ave. height ft^2 psf ft 1020 10 19 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 9 132 Main Floor Area Weight Ave. height ftA2 psf ft 1020 10 9 Interior walls Wall Wt Wall Ht Wall L psf ft ft 6.5 9 20 Exterior walls Wall Wt Wall Ht Wall L psf ft ft 8 9 128 12022.2 ASCE7-10 Voelker Engineering, Inc. 01/04/16 Job 12022.2 1911 116th Avenue NE Page L8 Bellevue,WA 98004 DR Horton Plan 4704 Lateral Analysis of Seismic forces (2012 IBC) Soil Class= D le = 1.00 R = 6.50 Structure Height= 31.5 ft Spectral Response Acceleration Coefficients Site Coefficients Ss= 1.58 Fa = 1.00 S1 = 0.55 Fv= 1.50 Sms= 1.58 Sds= 1.05 Sm1 = 0.825 Sd1 = 0.55 Sesimic Design Category= D Structure Fundamental Period = 0.27 Seconds Cs Determination (ASCE 7) Sds/(R/le) 0.162 Sd1/(R/le)/T 0.318 Cs= 0.162 Ultimate Vs= 0.116 xWt Working Stress Distribution of Shear to Stories Level Vs wx % Vs Roof 2585 72373.38 0.473 3895 <--- Upper floor 2981 56639.65 0.370 3048 <--- Main floor 2672 24045.38 0.157 1294 <--- Total 8238 153058 8238 lbs Redundancy Check rho max= 1.00 Front/Rear rho max= 1.00 Left/Right 12022.2 ASCE7-10 Voelker Engineering, Inc. 01/04/16 Job 12022.2 1911 116th Avenue NE Page L9 Bellevue,WA 98004 DR Horton Plan 4704 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 12022.2 ASCE7-10 Voelker Engineering, Inc. 01/04/16 Job 12022.2 1911 116th Avenue NE Page L10 Bellevue,WA 98004 DR Horton Plan 4704 Sub-diaphragms-Front/Rear Zone 1 Zone 2 Zone 3 Zone 4 Roof 25.5 ft 0 ft 0 ft 0 ft Upper 25.5 ft 0 ft 0 ft 0 ft Main 25.5 ft 0 ft 0 ft 0 ft Force Distribution to Walls -Front/Rear Roof Plate Level Sum of Walls Total Grid 1 16 21.5 37.5 Grid 2 23 13 36 Grid 3 0 Grid 4 0 Grid 5 0 Trib. Vs Vw Wall Sum v Uplift Grid 1 12.8 1948 1509 37.5 52 plf OK Grid 2 12.8 1948 1509 36 54 plf OK Grid 3 0.0 0 0 0 Grid 4 0.0 0 0 0 Grid 5 0.0 0 0 0 Totals 25.5 3895 3019 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 12022.2 ASCE7-10 Voelker Engineering, Inc. 01/04/16 Job 12022.2 1911 116th Avenue NE Page L11 Bellevue,WA 98004 DR Horton Plan 4704 Force Distribution to Walls-Front/Rear Upper Floor Plate Level Sum of Walls Total Grid 1 16 17 33 Grid 2 16 10 26 Grid 3 0 Grid 4 0 Grid 5 0 Trib. Vs Vw Wall Sum v Uplift Grid 1 12.8 3472 3231 33 105 plf P6 947 Grid 2 12.8 3472 3231 26 134 plf P6 1202 Grid 3 0.0 0 0 0 Grid 4 0.0 0 0 0 Grid 5 0.0 0 0 0 Totals 25.5 6943 6463 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 12022.2 ASCE7-10 Voelker Engineering, Inc. 01/04/16 Job 12022.2 1911 116th Avenue NE Page L12 Bellevue,WA 98004 DR Horton Plan 4704 Force Distribution to Walls -Front/Rear Main Floor Plate Level Sum of Walls Total Grid 1 32.75 32.75 Grid 2 31 31 Grid 3 0 Grid 4 0 Grid 5 0 Trib. Vs Vw Wall Sum v Uplift Grid 1 12.75 4119 4953 32.75 151 plf P6 1361 Grid 2 12.75 4119 4953 31 160 plf P6 1438 Grid 3 0 0 0 0 Grid 4 0 0 0 0 Grid 5 0 0 0 0 Totals 25.5 8238 9907 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 12022.2 ASCE7-10 Voelker Engineering, Inc. 01/04/16 Job 12022.2 1911 116th Avenue NE Page L13 Bellevue,WA 98004 DR Horton Plan 4704 Sub-diaphragms- Left/Right Zone A Zone B Zone C Zone D Roof 40 ft 0 ft 0 ft 0 ft Upper 40 ft 0 ft 0 ft 0 ft Main 21 ft 18 ft 0 ft 0 ft Force Distribution to Walls-Left/Right Roof Plate Level Sum of Walls Total Grid A 7.5 4.45 11.95 Grid B 0 Grid C 2.875 2.875 3.45 2.3 11.5 Grid D 0 Grid E 0 Trib. Vs Vw Wall Sum v Uplift Grid A 20.0 1948 2502 11.95 209 plf P6 1675 Grid B 0.0 0 0 0 Grid C 20.0 1948 2502 11.5 218 plf P6 1741 NDS 4.3 P4 Grid D 0.0 0 0 0 Grid E 0.0 0 0 0 Totals 40 3895 5004 Redundancy Check Longest wall with I.1/L> 1.0 L vs %Vs rho Grid A 7.5 1222 0.31 1.00 Grid B 0 0 0.00 1.00 Grid C 3.45 584 0.15 1.00 Grid D 0 0 0.00 1.00 Grid E 0 0 0.00 1.00 12022.2 ASCE7-10 • Voelker Engineering, Inc. 01/04/16 Job 12022.2 1911 116th Avenue NE Page L14 Bellevue,WA 98004 DR Horton Plan 4704 Force Distribution to Walls-Left/Right Upper Floor Plate Level Sum of Walls Total Grid A 5.5 2.95 8.45 Grid B 10 10 Grid C 3.8 2.875 2.875 9.55 Grid D 0 Grid E 0 Trib. Vs Vw Wall Sum v Uplift Grid A 10.0 2710 3834 8.45 454 plf P4 4083 NDS 4.3 P2 Grid B 20.0 1524 2663 10 266 plf P4 2397 Grid C 10.0 2710 3834 9.55 401 plf P4 3613 NDS 4.3 P3 Grid D 0.0 0 0 0 Grid E 0.0 0 0 0 Totals 40 6943 10331 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid A 5.5 1764 0.25 1.00 Grid B 0 0 0.00 1.00 Grid C 3.8 1078 0.16 1.00 Grid D 0 0 0.00 1.00 Grid E 0 0 0.00 1.00 12022.2 ASCE7-10 Voelker Engineering, Inc. 01/04/16 Job 12022.2 608 State Street Page L15 Kirkland,Washington 98033 DR Horton Plan 4704 Force Distribution to Walls-Left/Right Main Floor Plate Level Sum of Walls Total Grid A11 11 22 Grid B 6 6 Grid C 99 Simpson steel stronqwalls 0 Grid D 0 Grid E 0 Trib. Vs Vw Wall Sum v Uplift Grid A 10.5 3058 5268 22 239 plf P6 2155 Grid B 19.5 2171 5327 6 888 plf 2P3 7990 Grid C 9.0 3008 5063 99 51 plf OK Grid D 0.0 0 0 0 Grid E 0.0 0 0 0 Totals 39 8238 15658 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid A 0 0 0.00 1.00 Grid B 6 2171 0.31 1.00 Grid C #REF! #REF! #REF! #REF! Grid D 0 0 0.00 1.00 Grid E 0 0 0.00 1.00 12022.2 ASCE7-10 Voelker Engineering, Inc. 1/4/2016 Job 12022.2 1911 116th Avenue NE Page L16 Bellevue, WA 98004 DR Horton Plan 4704 Roof Boundary Shear Simpson RBC clips allow shear 380 lb 16d @ 6"o.c.at gable end 285 lb Front/Rear Typ. Eave Typ. Gable Grid 1 Plate Len. v RBC spacing 16d @ 6"o.c. Vs 1948 40 49 plf 7.80 ft o.c. OK Vw 1509 40 38 plf 10.07 ft o.c. OK Grid 2 Vs 1948 40 49 plf 7.80 ft o.c. OK Vw 1509 40 38 plf 10.07 ft o.c. OK Left/Right Grid A Vs 1948 25.5 76 plf 4.98 ft o.c. OK Vw 2502 25.5 98 plf 3.87 ft o.c. OK Grid C Vs 1948 25.5 76 plf 4.98 ft o.c. OK Vw 2502 25.5 98 plf 3.87 ft o.c. OK 12022.2 ASCE7-10 JOB I 20 Z 7.. • VOELKER ENGINEERING, INC. SHEET NO. 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L 1 1911 116th Avenue NE OF Bellevue, Washington 98004 CALCULATED BY DATE '.•5 •ii N.- 425-451-4946 CHECKED BY DATE SCALE •.e.,,pii,' ....t.,i .........r.....pee4 ,,...11„. - i . •• •• , , .. , :• ., ,, •, : . .: :„ ., :, ,:„. .. ....• , . .• • • AP y 0. . :: : r . _ • • g •• • a l • am •' • . . • 0 : • 2.,. 7. �,�. 3 • • a o s e • •, L Tr°L • •5 - 1i .77/1 .... • o .s 2.GS1 b • o a IMI201-,(SW till a Ss)2051(Padded) . P JOB 1202 Z VOELKER ENGINEERING, INC. SHEET NO. t' f OF • 1911 116th Avenue NE Bellevue, Washington 98004 CALCULATED BY DATE ,`a • il IL 425-451-4946 CHECKED BY DATE SCALE C • • • • • . , , :194— , ) , , Wo . > Sssllt'PA''' /j a � ,, • • . �_ _ . • el .. r^' ti. i S;wow(-?Y its • l P � • J s1w ,S • c ��6� PRODUCT 2061 Polk Sets)205.1(Padded) • JOB x'20 22 • VOELKER ENGINEERING, INC. SHEET NO. G OF 1911 116th Avenue NE ��'/C ,�,� Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE ii/ • rvrGL -1,... SJ' ,.5 . SCI -'�. �, G 2 ( L2l- . l" w : G _...)... . , : : . . . , , _ , . - . ... _. . (4... 1 . , *, 62 C.s/6j — : : , , : . : ... „: „... , ty ti=7.L 1 ! i 1 : f„)b,,,! ,:! : ' :- 1 K �w • w ..... . ....... r% Ll • ...4 -_1 zj A .i iii , ..,, , , . ,, Li, , , ,itt, ,),!,- , 4.../Z " ,.. ; , 2 i :. 7 ."- l r . r �. • 5 PRODUCT 204-1(Suppe Sheets)205-1(Padded) )00 2,2 Voelker Engineering SHEET 1't1 OF 4704 DATE: 5/11/2012 Bcan, 3.02, (C) 2003 BY SALMONS TECHNOLOGIES, INC. PAGE: 1 BY: CV INPUT DATA E= 1500 ksi No. of Jts.= 2 No. of Elements= 1 Element Data Joint Data Element I Joint X Joint (in^4) # (ft) Restraint 1 198 1 0.00 PINNED 2 14.75 PINNED Load Case Description Load Case Description 1 W Concentrated Loads, Py Load Py Xp Case (k) (ft) 1 -3.00 0.00 1 3.00 2.70 1 -3.00 12.00 1 3.00 14.70 C:\bcan\12022 Rim.bcn Voelker Engineering SHEET 4 2LOF 4704 DATE: 5/11/2012 Bcan, 3.02, (C) 2003 BY SALMONS TECHNOLOGIES, INC. PAGE: 2 BY: CV LOAD COMBINATION 1 Combined Loads = 1.000 * LC 1 Joint Reactions and Displacements Joint X Rx Ry Mz Y-disp. Rotat. # (ft) (k) (k) (k-in) (in) (rad) 1 0.00 0.00 1.10 0 0.0000 0.005018 2 14.75 0.00 - 0 0 0.0000 0.004822 Element Forces and Displacements Ele. X Axial # (ft) Force Shear Force Moment Y-displ. (k) (k) (k-in) (in) 1 0.00 0.00 -1.90 0.0000 1 2.70 0.00 -1.90/ 1.10 -62 0.1263 1 12.00 0.00 1.10/ -1.90 -0.1240 1 14 .70 0.00 -1.90/ 1.10 -1 -0.0029 1 14.75 0.00 1.10 0 0.0000 2• .4.1v �� , zr� x � � ��v D4, y I .y5•i� am C:\bcan\12022 Rim.bcn JOB 12106 L VOELKER ENGINEERING, INC. SHEET NO. L 3 OF 1911 116th Avenue NE ...d_ r` Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE • • • iiiJ - --,..Ai 5.. ,14),.07..p. .Sit,,, • 1-5 Sty S* f . 21:4. � .41. " °'44. 51 1.5 6 1 ,. �. • 4 7 , - _ #d 4 t1 ',$_ 4/6 ?3` SSu,. _14 a • fb4.2; `..... r�Y' fir. .___ 5S..t4-t _.k _. o 1'Ll ' 4142111 y.. • Q ?1p. A • • c.. . 1W • ,� 4i 2 • . ..... ..... . ... .. AA, i I/! g: • ...+ • • • , rt• w i , . • ; . , • . ; • : 3027 k 5723 - ._. .-..)1- 11- ....co.:. 4.... Strong-Wall* SIMPSON STEEL STRONG-WALL®: Standard Application on Concrete Foundations 2006 INTERNATIONAL BUILDING CODE® Seismic: Wind 2-4- SSW Allowable Model Axial Load Allowable ASD Drift at Max Uplift at Allowable ASD Drift at Max Uplift at (lbs) Shear Load V Allowable Shear Allowable Shear, Shear Load V Allowable Shear Allowable Shear, (lbs) (in.) (Iba) (lbs) (in.) (lbs) 1000 955 0.36 9840 1215 0.46 13620 SSW12x7 4000 955 0.36 9840 1095 0.42 11765 _ 7500 890 0.34 9010 890 0.34 9010 1000 1855 0.36 15655 1860 0.36 15715 SSW15x7 4000 1665 0.33 13550 1665 0.33 13550 7500 1445 0.28 11340 1445 0.28 11340 1000 2905 0.34 19660 3480 0.41 25805 SSW18x7 4000 2905 0.34 19660 3250 0.38 23135 7500 2905 0.34 _ 19660 2980 0.35 20370 1000 4200 0.32 23755 4440 0.34 25710 SSW21x7 4000 4200 0.32 23755 4440 0.34 25710 7500 4200 0.32 23755 4310 0.33 24635 1000 5495 0.29 26270 5730 0.31 27835 SSW24x7 4000 5495 0.29 26270 _ 5730 0.31 27835 7500 5495 0.29 26270 5730 0.31 27835 1000 870 0.39 9515 1105 0.49 13070 SSW12x7.4 4000 870 0.39 9515 970 0.43 10940 7500 750 0.33 7940 750 0.33 7940 1000 1685 0.39 15035 1700 0.39 15215 SSW15x7.4 4000 1500 0.34 12905 1500 0.34 12905 7500 1270 0.29 10510 1270 0.29 10510 1000 2700 0.37 19475 3255 0.44 25790 SSW18x7.4 4000 2700 0.37 19475 3040 0.42 23125 7500 2700 0.37 19475 2790 0.38 20390 1000 3890 0.35 23420 4230 0.38 26405 1 SSW21x7.4 4000 3890 0.35 23420 4230 0.38 26405 7500 3890 0.35 23420 4035 0.36 24655 1000 5330 0.34 27610 5450 0.34 28485 SSW24x7.4 4000 5330 0.34 27610 5450 0.34 28485 7500 5330 0.34 27610 5450 0.34 28485 1000 775 0.42 9180 985 0.53 12560 SSW12x8 4000 775 0.42 9180 865 0.47 10550 7500 665 0.36 7630 665 0.36 7630 1000 1505 0.42 14515 1530 0.43 14835 SSW15x8 4000 1345 0.37 12545 1345 0.37 12545 7500 1135 0.32 10190 1135 0.32 10190 - 1000 2480 0.41 19525 2985 0.50 25795 SSW18x8 4000 2480 0.41 19525 2790 0.47 23160 7500 2480 0.41 19525 2560 0.43 20410 z 1000 3560 0.39 23360 3960 0.43 27240 SSW21x8 4000 3560 0.39 23360 3960 0.43 27240 z 7500 3560 0.39 23360 3700 0.41 24660 0 1000 4865 0.37 27435 5105 0.39 29370 SSW24x8 4000 4865 0.37 27435 5105 0.39 29370 0 7500 4865 0.37 27435 5055 0.39 28960 H 1000 660 0.47 8745 840 0.60 11915 0 SSW12x9 4000 660 0.47 8745 705 0.50 9485 & 7500 505 0.36 6380 505 0.36 6380 1000 1315 0.45 14250 1315 0.47 14250 E SSW15x9 4000 1130 0.38 11740 1130 0.40 11740 7500 925 0.31 9235925 0.33 9235 3 1000 L. 2145 I 0.47 8890 � ` _ 2645 1 0.58 j 25800 1 4111111a 111" 4000 2145 0.47 18890 _ 2470 0.54 23130 7500 2145 0.47 18890 2265 0.50 20370 1000 3145 0.46 iF_Y40__1 3590 0.52 28215 I_ SSW21x9 4000 3145 0.46 23265 3530 0.51 27490 7500 3145 0.46 _ 23265 3280 0.47 24680 1000 4285 0.44 27210 4605 0.47 30150 SSW24x9 4000 4285 0.44 27210 4605 0.47 30150 7500 4285 0.44 27210 4480 0.46 28970 See footnotes on page 13. 12 Voelker Engineering, Inc. 05/12/12 Job # 12022 1911 116th Avenue NE Sheet L25 Bellevue, WA Footing at Strongwalls Axial Load Moment P = 6.00 kip M= 58.00 k-ft Footing Input Conc. fc 2500 psi Rebar Grade Length 12.00 ft Soil Hgt 0.50 ft 40 ksi Width 2.50 ft Soil wt 120 pcf Thickness 17.00 in Column Size Ftg DL 6.38 kips Widthl = 88.00 in Soil Wgt 1.80 kips Width2 = 6.00 in Footing Properties A= 30.0 ft^2 I= 360.0 ft^4 S= 60.0 ftA3 Stability Sum of Dead Loads 14.18 kips Resisting Moment 85.05 k-ft S.F. = 1.47 Soil Pressure ecc= 4.09 ft <== Outside Kern P/A= 0.47 ksf OTM Pressure= 1.98 ksf Total = 1.98 ksf Punching Shear Width1 at critical section = 7.92 ft Width2 = 1.08 Factored bearing pressure = 0.71 ksf Bo= 216 in Bo x D = 3024 in^2 vu= 5 psi Allowable vu = 170 psi One-way Shear Vu@ "D" = 6.44 kip vu = 15.3 psi Allow Vu= 85.0 psi Flexure Load Factor= 1.4 Direction W1 Minimum steel required Mu= 195.7 (k-in) .0018xAREA 4/3xAs Req'd As= 0.44 (in^2) 0.92 0.59 Direction W2 Minimum steel required Mu= 23.8 k-in/ft .0018xAREA 4/3xAs Req'd As= 0.05 (in^2/ft) 0.37 0.07 lt4Y4 t JOB VOELKER ENGINEERING, INC. 1_SHEET NO. `�2 OF 1911 116th Avenue NE 6 -�L- Bellevue, Washington 98004 CALCULATED BY DATE I L 425-451-4946 CHECKED BY DATE SCALE • t Q).n , , ,,, i vg..P1) , { ( S . • 4 )(t9 . ...... : j, 1 • tis /� l --=— . s /17) /e ••• A N r l 1 > 1 PRODUCT 204.1(Slagle Sleets)M1(Padded) • Voelker Engineering, Inc. 06/12/12 Job 12022.2 1911 116th Avenue NE Page L27 Bellevue,Wa 98004 Plan 4704 Force Distribution to Walls-Front/Rear Main Floor Plate Level Sum of Walls Total Grid 1 32.75 32.75 Grid 2 13 13 Grid 3 0 Grid 4 0 Grid 5 0 Trib. Vs Vw Wall Sum v Uplift Grid 1 12.75 4135 5797 32.75 177 plf P6 1593 Grid 2 12.75 4135 5797 13 446 plf P4 4014 Grid 3 0 0 0 0 Grid 4 0 0 0 0 Grid 5 0 0 0 0 Totals 25.5 8270 11595 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 12022.2 ASCE7-05 C and D elevation.xls Voelker Engineering, Inc. 06/12/12 Job 12022.2 1911 116th Avenue NE Page L28 Bellevue, Wa 98004 Plan 4704 Force Distribution to Walls-Left/Right Main Floor Plate Level Sum of Walls Total Grid A 11 11 22 Grid B 6 6 Grid C 7 7 14 Grid D 0 Grid E 0 Trib. Vs Vw Wall Sum v Uplift Grid A 10.5 3077 5954 22 271 plf P4 2436 Grid B 19.5 2167 6009 6.8 884 plf NS 7953 Grid C 9 3027 5723 14 409 plf P4 3679 Grid D 0 0 0 0 Grid E 0 0 0 0 Totals 39 8270 17686 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid A 0 0 0.00 1.00 Grid B 6 1912 0.23 1.00 Grid C 7 1513 0.18 1.00 Grid D 0 0 0.00 1.00 Grid E 0 0 0.00 1.00 12022.2 ASCE7-05 C and D elevation.xls Voelker Engineering, Inc. 05/11/12 Job# 12022 Simple span beams Sheet R1 ' Rear headers 4x8 HF#1 Length = 5.25 ft Width = 3.500 in LL/TL = 0.63 Load = 820 plf Depth = 7.250 in LL DUR. = 1.15 Pt load = 0 lb E = 1500 ksi Repetive = 1 R= 2153 lb V @ d = 1657 lb M= 2825 lb-ft fb = 1106 psi < OK 1458 TL Defl. = 0.10 in L/ 632 fv = 98 psi < OK 173 LL Defl. = 0.05 in L/ 1,189 Support 1.5 in Side headers 4x6 HF#1 Length = 3.25 ft Width = 3.500 in LL/TL = 0.63 Load = 560 plf Depth = 5.500 in LL DUR. = 1.15 Pt load = 0 lb E = 1500 ksi R= 910 lb V @ d = 653 lb M= 739 lb-ft fb = 503 psi < OK 1458 TL Defl. = 0.02 in L/ 1,704 fv = 51 psi < OK 173 LL Defl. = 0.01 in L/ 3,205 Support 0.6 in ' Voelker Engineering, Inc. 06/07/12 Job# 12022.2 ' Simple span beams Sheet R2 Roof header at Elevation C Stair Window 4x10 HF#1 Length = 7 ft Width = 3.500 in LL/TL = 0.63 Load = 560 plf Depth = 9.250 in LL DUR. = 1.15 Pt load = 0 lb E = 1500 ksi R= 1960 lb V @ d = 1528 lb M= 3430 lb-ft fb = 825 psi < OK 1346 TL Defl. = 0.10 in L/ 811 fv = 71 psi< OK 173 LL Defl. = 0.06 in L/ 1,526 Support 1.4 in Bedroom 3 header- Elevation C 4x8 HF#1 Length = 5.25 ft Width = 3.500 in LL/TL = 0.63 Load = 560 plf Depth = 7.250 in LL DUR. = 1.15 Pt load = 0 lb E = 1500 ksi R= 1470 lb V @ d = 1132 lb M= 1929 lb-ft fb = 755 psi < OK 1458 TL Defl. = 0.07 in L/ 926 fv = 67 psi< OK 173 LL Defl. = 0.04 in L/ 1,742 Support 1.0 in Voelker Engineering, Inc. 05/11/12 Job# 12022 Simple span beams Sheet UF1 ' Den/Bedroom 4 header 4x8 HF#1 Length = 5.25 ft Width = 3.500 in LL/TL = 0.63 Load = 820 plf Depth = 7.250 in LL DUR. = 1.15 Pt load = 0 lb E = 1500 ksi R= 2153 lb V @ d = 1657 lb M= 2825 lb-ft fb = 1106 psi < OK 1458 TL Defl. = 0.10 in L/ 632 fv = 98 psi < OK 173 LL Defl. = 0.05 in L/ 1,189 Support 1.5 in Rear door header 4x6 HF#1 Length = 3.25 ft Width = 3.500 in LL/TL = 0.63 Load = 820 plf Depth = 5.500 in LL DUR. = 1.15 Pt load = 0 lb E = 1500 ksi R= 1333 lb V@ d = 957 lb M= 1083 lb-ft fb = 736 psi < OK 1458 TL Defl. = 0.03 in L/ 1,164 fv = 75 psi< OK 173 LL Defl. = 0.02 in L/ 2,189 Support 0.9 in Side window headers 4x6 HF#1 Length = 3.25 ft Width = 3.500 in LL/TL= 0.63 Load = 985 plf Depth = 5.500 in LL DUR. = 1.15 Pt load = 0 lb E = 1500 ksi R= 1601 lb V@ d = 1149 lb M= 1301 lb-ft fb = 884 psi < OK 1458 TL Defl. = 0.04 in L/ 969 fv = 90 psi < OK 173 LL Defl. = 0.02 in L/ 1,822 Support 1.1 in Beam over front of great room 5 1/2x9 GLB Length = 14.3 ft Width = 5.500 in LL/TL = 0.80 Load = 300 plf Depth = 9.000 in LL DUR. = 1.00 Pt load = 0 lb E = 1800 ksi R= 2145 lb V @ d = 1920 lb M= 7668 lb-ft fb = 1239 psi< OK 2400 TL Defl. = 0.52 in L/ 332 fv = 58 psi < OK 240 LL Defl. = 0.38 in L/ 457 Support 1.0 in Voelker Engineering, Inc. 05/11/12 Job# 12022 • Simple span beams Sheet UF2 DbI joist over front of great room (2) 2x12 HF#2 Length = 18.5 ft Width = 3.000 in LL/TL = 0.80 Load = 100 plf Depth = 11.250 in LL DUR. = 1.00 Pt load = 0 lb E = 1300 ksi R= 925 lb V @ d = 831 lb M= 4278 lb-ft fb = 811 psi< OK 850 TL Defl. = 0.63 in L/ 354 fv = 37 psi < OK 150 LL Defl. = 0.46 in L/ 487 Support 0.8 in Deck sliding glass door header 4x8 HF#1 Length = 5.25 ft Width = 3.500 in LL/TL = 0.80 Load = 640 plf Depth = 7.250 in LL DUR. = 1.00 Pt load = 0 lb E = 1500 ksi R= 1680 lb V @ d = 1293 lb M= 2205 lb-ft fb = 863 psi < OK 1268 TL Defl. = 0.07 in L/ 873 fv = 76 psi < OK 150 LL Defl. = 0.05 in L/ 1,200 Support 1.2 in Front rim joists over porch (2) 2x12 HF#1 Length = 7 ft Width = 3.000 in LL/TL = 0.63 Load = 900 plf Depth = 11.250 in LL DUR. = 1.15 Pt load = 0 lb E = 1500 ksi R= 3150 lb V @ d = 2306 lb M= 5513 lb-ft fb = 1045 psi < OK 1121 TL Defl. = 0.11 in L/ 778 fv = 103 psi < OK 173 LL Defl. = 0.06 in L/ 1,464 Support 2.6 in Porch side beam 5 1/2x10 1/2 GLB Length = 11 ft Width = 5.500 in LL/TL = 0.63 Load = 900 plf Depth = 10.500 in LL DUR. = 1.15 Pt load = 0 lb E = 1800 ksi R= 4950 lb V @ d = 4163 lb M= 13613 lb-ft fb = 1616 psi< OK 2760 TL Defl. = 0.37 in L/ 359 fv = 108 psi < OK 276 LL Defl. = 0.20 in L/ 675 Support 2.2 in • Voelker Engineering, Inc. 05/11/12 Job# 12022 • Simple span beams Sheet UF3 Stair header (2) 2x12 HF#2 Length = 6.75 ft Width = 3.000 in LL/TL = 0.80 Load = 550 plf Depth = 11.250 in LL DUR. = 1.00 Pt load = 0 lb E = 1300 ksi R= 1856 lb V @ d = 1341 lb M= 3132 lb-ft fb = 594 psi < OK 850 TL Defl. = 0.06 in L/ 1,326 fv = 60 psi < OK 150 LL Defl. = 0.04 in L/ 1,824 Support 1.5 in Stair intermediate landing header 2x12 HF#2 Length = 6.75 ft Width = 1.500 in LL/TL = 0.80 Load = 200 plf Depth = 11.250 in LL DUR. = 1.00 Pt load = 0 lb E = 1300 ksi R= 675 lb V @ d = 488 lb M= 1139 lb-ft fb = 432 psi < OK 850 TL Defl. = 0.04 in L/ 1,824 fv = 43 psi < OK 150 LL Defl. = 0.03 in L/ 2,508 Support 1.1 in Interior hallway door 4x6 HF#1 Length = 3.6 ft Width = 3.500 in LL/TL = 0.80 Load = 625 plf Depth = 5.500 in LL DUR. = 1.00 Pt load = 0 lb E = 1500 ksi R= 1125 lb V @ d = 839 lb M= 1013 lb-ft fb = 689 psi < OK 1268 TL Defl. = 0.04 in L/ 1,210 fv = 65 psi < OK 150 LL Defl. = 0.03 in L/ 1,664 Support 0.8 in ' Voelker Engineering, Inc. 06/07/12 Job# 12022.2 • Simple span beams Sheet UF4 Bedroon 4 header elevation C 4x10 HF#1 Length = 5.25 ft Width = 3.500 in LL/TL = 0.63 Load = 810 plf Depth = 9.250 in LL DUR. = 1.15 Pt load = 0 lb E = 1500 ksi R= 2126 lb V @ d = 1502 lb M= 2791 lb-ft fb = 671 psi< OK 1346 TL Defl. = 0.05 in L/ 1,330 fv = 70 psi < OK 173 LL Defl. = 0.03 in L/ 2,501 Support 1.5 in Voelker Engineering, Inc. 05/11/12 Job# 12022 Simple span beams Sheet MF1 • Upper floor interior bearing wall support (3) 1 314x9 1/4 PSL Length = 11.5 ft Width = 5.250 in LL/TL = 0.80 Load = 755 plf Depth = 9.250 in LL DUR. = 1.00 Pt load = 0 lb E = 2000 ksi R= 4341 lb V @ d = 3759 lb M= 12481 lb-ft fb = 2001 psi < OK 2900 TL Defl. = 0.47 in L/ 292 fv = 116 psi < OK 290 LL Defl. = 0.34 in L/ 402 Support 2.0 in Stair point load support (2) 2x10 HF#1 Length = 3.5 ft Width = 3.000 in LL/TL = 0.80 Load = 125 plf Depth = 9.250 in LL DUR. = 1.00 Pt load = 1000 lb E = 1500 ksi R= 719 lb V @ d = 622 lb M= 1066 lb-ft fb = 299 psi < OK 1073 TL Defl. = 0.01 in L/ 5,765 fv = 34 psi < OK 150 LL Defl. = 0.01 in L/ 7,927 Support 0.6 in Ga - !e door header 5 1/2x13 1/2 GLB Length — 17 ft Width = 5.500 in LL/TL = 0.80 Load = 450 plf Depth = 13.500 in LL DUR. = 1.00 Pt load = 00 lb E = 1800 ksi R= 40 ' • V @ d = 3569 lb M= 18381 lb-ft fb = 1320 psi < O' 2400 TL Defl. = 0.51 in L/ 403 fv= 72 psi < OK -/0 LL Defl. = 0.37 in L/ 554 Support 1.8 in Garage entry door header 4x6 HF#1 Length = 3 ft Width = 3.50 S ' LL/TL = 0.80 Load = 800 plf Depth = 5.500 in LL DUR. = 1.00 Pt load = 0 lb E = 1500 ksi R= 1200 lb V @ d = 833 lb M= 900 lb-ft fb = 612 psi < OK 1268 TL Defl. = 0.02 in L/ 1,634 fv = 65 psi< OK 150 LL Defl. = 0.02 in L/ ,—17 Support 0.8 in VOELKER ENGINEERING MF2 BeamChek v2007 licensed to: Voelker Engineering Reg#8111-1879 Prepared by:CV Date:6/07/12 Selection 5-1/8x 16-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=9.1 int R2= 15.0 in2 (1.5)DL Defl= 0.19 in Recom Camber=0.29 in Data Beam Span 18.0 ft Reaction 1 LL 4572# Reaction 2 LL 7628# Beam Wt per ft 20.55# Reaction 1 TL 5900# Reaction 2 TL 9720# Bm Wt Included 370 # Maximum V 9720# Max Moment 33497'# Max V(Reduced) 9004# TL Max Defl L/240 TL Actual Defl L/329 LL Max Defl L/360 LL Actual Defl L/468 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 232.55 84.56 0.66 0.46 Critical 170.26 56.27 0.90 0.60 Status OK OK OK OK Ratio 73% 67% 73% 77% Fb(psi) Fv(psi) E(psi x mil) Fc l (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2361 240 1.8 650 Adjustments Cv Volume 0.984 Cd Duration 1.00 1.00 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:400 Uniform TL: 500 =A Point LL Point TL Distance 5000 B=6250 14.5 Uniform Load A Pt loads: 1131 R1 =5900 R2=9720 SPAN= 18 FT Uniform and partial uniform loads are lbs per lineal ft. Voelker Engineering, Inc. 06/07/12 Job# 12022.2 Simple span beams Sheet MF3 Beam over rear garage-A 5 1/2x9 GLB Length = 7 ft Width = 5.500 in LL/TL= 0.80 Load = 500 plf Depth = 9.000 in LL DUR. = 1.00 Pt load = lb E = 1800 ksi R= 1750 lb V @ d = 1375 lb M= 3063 lb-ft fb = 495 psi < OK 2400 TL Defl. = 0.05 in L/ 1,700 fv = 42 psi < OK 240 LL Defl. = 0.04 in L/ 2,338 Support 0.8 in Beam over rear garage-C 5 1/2x12 GLB Length = 15 ft Width = 5.500 in LL/TL = 0.80 Load = 500 plf Depth = 12.000 in LL DUR. = 1.00 Pt load = 0 lb E = 1800 ksi R= 3750 lb V @ d = 3250 lb M= 14063 lb-ft fb = 1278 psi < OK 2400 TL Defl. = 0.44 in L/ 410 fv= 74 psi < OK 240 LL Defl. = 0.32 in L/ 563 Support 1.7 in Beam over garage door-C elevation 5 1/2x16 1/2 GLB Length = 16.5 ft Width = 5.500 in LL/TL= 0.80 Load = 900 plf Depth = 16.500 in LL DUR. = 1.00 Pt load = 2500 lb E = 1800 ksi R= 8675 lb V @ d = 7438 lb M= 40941 lb-ft fb = 1998 psi< OK 2400 TL Defl. = 0.57 in L/ 350 fv = 123 psi < OK 240 LL Defl. = 0.41 in L/ 481 Support 3.9 in Center beam over garage-C elevation 5 1/2x19 1/2 GLB Length = 20.5 ft Width = 5.500 in LL/TL = 0.80 Load = 625 plf Depth = 19.500 in LL DUR. = 1.00 Pt load = 6250 lb E = 1800 ksi R= 9531 lb V @ d = 8516 lb M= 64863 lb-ft fb = 2355 psi < OK 2400 TL Defl. = 0.80 in L/ 309 fv = 119 psi < OK 240 LL Defl. = 0.58 in L/ 425 Support 4.3 in Voelker Engineering, Inc. 06/07/12 Job# 12022.2 ' Simple span beams Sheet MF4 Garage window header elevation C 4x6 HF#1 Length = 4.25 ft Width = 3.500 in LL/TL = 0.80 Load = 500 plf Depth = 5.500 in LL DUR. = 1.00 Pt load = lb E = 1500 ksi R= 1063 lb V @ d = 833 lb M= 1129 lb-ft fb = 768 psi < OK 1268 TL Defl. = 0.06 in L/ 919 fv= 65 psi < OK 150 LL Defl. = 0.04 in L/ 1,264 Support 0.7 in JOB `Zt>Z I— VOELKER ENGINEERING, INC. SHEET NO. c'eln 1 OF , 1911 116th Avenue NE Bellevue, Washington 98004 CALCULATED BY C✓ DATE •10 ../". 425-451-4946 CHECKED BY DATE SCALE t r _. .S);4 c,4 s /�2r.� t l r � . /../1. f.. . s .7-1- �`�� x � 3� r • l �, 2 .. .c, 2_,_2 • : i!yr. ;.; 5 rot..)16): • ..• . . : I s, ,/ ;41 Sp/ . , '•: f C i?„ , ...- e 1 . d ilr ss: PRODUCT 204-1(Single Sheets)20S-1(Padded) ' Voelker Engineering, Inc. 6/12/2012 Job 12022.2 1911 116th Avenue NE Sheet FDN2 Bellevue, WA 98004 Wall Height = 6.50 ft Retaining Wall, Ver 2.0 INPUT DATA Stem H = 6.00 (ft) F'c= 2500 (psi) Stem T = 8.00 (in) Fy= 60 (ksi) Heel= 1.08 (ft) EFP 35 (pcf) Toe= 1.00 (ft) Passive= 250 (pcf) MRF = 0.00 Ftg. Th= 6.00 (in) Surch. = 0 (psf) At 0 (ft) Ftg Width= 2.75 (ft) Coef F = 0.45 Friction H1 = 0.50 (ft) Axial P= 0.00 (kips) Key= 0.00 (in) Soil wt= 120 (pcf) OUTPUT Overturning Moment 1.60 (k-ft) Horz Sliding Force 0.74 (kips) Resisting Moment 2.83 Resist. Friction 0.74 - Resist. Passive 0.13 - S.F.= 1.77 <--- S.F.= 1.17 <--- Soil Pressure 1.46 (ksf) <--- Resultant is Outside Kern Design Moment in Stem Max % = 0.0134 H = 0.00 (ft) #4 @ 19.4 in o.c. Steel % = 0.0026 D = 4.00 (in) #5 @ 30.1 in o.c. Mu = 2.14 (k-ft) #6 @ 42.8 in o.c. Req'd As 0.12 (inA2/ft) H = 2.00 (ft) #4 @ 67.3 in o.c. Steel % = 0.0007 D = 4.00 (in) #5 @ 104.4 in o.c. Mu = 0.63 (k-ft) #6 @ 148.2 in o.c. Req'd As 0.04 (inA2/ft) Design Moment in Heel D = 3.75 (in) #4 @ 64.6 in o.c. Steel % = 0.0008 Mu = 0.62 (k-ft) #5 @ 100.1 in o.c. Req'd As 0.04 (inA2/ft) #6 @ 142.1 in o.c. #7 @ 193.8 in o.c. Design Moment in Toe D = 2.75 (in) #4 @ 32.8 in o.c. Steel % = 0.0022 Mu = 0.88 (k-ft) #5 @ 50.8 in o.c. Req'd As 0.07 (inA2/ft) #6 @ 72.2 in o.c. Longitudinal Footing Reinforcement Minimum Steel Requirements .001 x Area of Footing Required As = 0.20 inA2 1.0 #4 bars J Voelker Engineering, Inc. 10/16/2012 Job 1911 116th Avenue NE Sheet Bellevue, WA 98004 Wall Height = 4.83 ft Retaining Wall, Ver 2.0 INPUT DATA Stem H = 4.00 (ft) F'c= 2500 (psi) Stem T = 6.00 (in) Fy= 60 (ksi) Heel= 15.00 (in) EFP 35 (pcf) % Toe= 9.00 (in) Passive= 350 (pcf) MRF = 0.00 Ftg. Th= 10.00 (in) Surch. = 0 (psf) At 0 (ft) Ftg Width= 2.50 (ft) Coef F = 0.4 Friction H1 = 2.00 (ft) Axial P= 0.00 (kips) Key= 0.00 (in) Soil wt= 125 (pcf) OUTPUT Overturning Moment 0.66 (k-ft) Horz Sliding Force 0.41 (kips) Resisting Moment 1.93 Resist. Friction 0.57 - Resist. Passive 1.40 - S.F.= 2.93 <--- S.F.= 4.83 <--- Soil Pressure 1.06 (ksf) <--- Resultant is Inside Kern Design Moment in Stem Max% = 0.0134 H = 0.00 (ft) #4 @ 67.3 in o.c. Steel % = 0.0007 D = 4.00 (in) #5 @ 104.4 in o.c. Mu = 0.63 (k-ft) #6 @ 148.2 in o.c. Req'd As 0.04 (inA2/ft) H = 2.00 (ft) #4 @ 543.8 in o.c. Steel % = 0.0001 D = 4.00 (in) #5 @ 842.9 in o.c. Mu = 0.08 (k-ft) #6 @ 1196.3 in o.c. Req'd As 0.00 (inA2/ft) Design Moment in Heel D = 7.75 (in) #4 @ 201.2 in o.c. Steel % = 0.0001 Mu = 0.42 (k-ft) #5 @ 311.9 in o.c. Req'd As 0.01 (inA2/ft) #6 @ 442.7 in o.c. #7 @ 603.7 in o.c. Design Moment in Toe D = 6.75 (in) #4 @ 192.5 in o.c. Steel % = 0.0002 Mu = 0.38 (k-ft) #5 @ 298.4 in o.c. Req'd As 0.01 (inA2/ft) #6 @ 423.6 in o.c. Longitudinal Footing Reinforcement Minimum Steel Requirements .001 x Area of Footing Required As = 0.30 inA2 1.5 #4 bars t ' Voelker Engineering, Inc. 10/16/2012 Job 1911 116th Avenue NE Sheet Bellevue, WA 98004 Wall Height= 5.83 ft Retaining Wall, Ver 2.0 INPUT DATA Stem H = 5.00 (ft) F'c= 2500 (psi) Stem T= 8.00 (in) Fy= 60 (ksi) Heel= 16.00 (in) EFP 35 (pcf) % Toe= 9.00 (in) Passive= 350 (pcf) MRF = 0.00 Ftg. Th= 10.00 (in) Surch. = 0 (psf) At 0 (ft) Ftg Width= 2.75 (ft) Coef F = 0.4 Friction H1 = 2.00 (ft) Axial P= 0.00 (kips) Key= 0.00 (in) Soil wt= 125 (pcf) OUTPUT Overturning Moment 1.16 (k-ft) Horz Sliding Force 0.60 (kips) Resisting Moment 2.82 Resist. Friction 0.75 - Resist. Passive 1.40 - S.F.= 2.44 <--- S.F.= 3.61 <--- Soil Pressure 1.39 (ksf) <--- Resultant is Outside Kern Design Moment in Stem Max % = 0.0134 H = 0.00 (ft) #4 @ 51.8 in o.c. Steel % = 0.0006 D = 6.00 (in) #5 @ 80.3 in o.c. Mu = 1.24 (k-ft) #6 @ 114.0 in o.c. Req'd As 0.05 (in^2/ft) H = 2.00 (ft) #4 @ 241.5 in o.c. Steel % = 0.0001 D = 6.00 (in) #5 @ 374.4 in o.c. Mu = 0.27 (k-ft) #6 @ 531.4 in o.c. Req'd As 0.01 (inA2/ft) Design Moment in Heel D = 7.75 (in) #4 @ 120.8 in o.c. Steel % = 0.0002 Mu = 0.69 (k-ft) #5 @ 187.2 in o.c. Req'd As 0.02 (in^2/ft) #6 @ 265.7 in o.c. #7 @ 362.3 in o.c. Design Moment in Toe D = 6.75 (in) #4 @ 146.1 in o.c. Steel % = 0.0002 Mu = 0.50 (k-ft) #5 @ 226.4 in o.c. Req'd As 0.02 (in^2/ft) #6 @ 321.4 in o.c. Longitudinal Footing Reinforcement Minimum Steel Requirements .001 x Area of Footing Required As = 0.33 in^2 1.6 #4 bars Voelker Engineering, Inc. 10/16/2012 Job 1911 116th Avenue NE Sheet Bellevue, WA 98004 Wall Height= 6.83 ft Retaining Wall, Ver 2.0 INPUT DATA Stem H = 6.00 (ft) F'c= 2500 (psi) Stem T = 8.00 (in) Fy= 60 (ksi) Heel= 16.00 (in) EFP 35 (pcf) °A) Toe= 12.00 (in) Passive= 350 (pcf) MRF = 0.00 Ftg. Th= 10.00 (in) Surch. = 0 (psf) At 0 (ft) Ftg Width= 3.00 (ft) Coef F = 0.4 Friction H1 = 2.00 (ft) Axial P= 0.00 (kips) Key= 0.00 (in) Soil wt= 125 (pcf) OUTPUT Overturning Moment 1.86 (k-ft) Horz Sliding Force 0.82 (kips) Resisting Moment 3.82 Resist. Friction 0.89 - Resist. Passive 1.40 - S.F.= 2.05 <--- S.F.= 2.81 <--- Soil Pressure 1.68 (ksf) <--- Resultant is Outside Kern Design Moment in Stem Max% = 0.0134 H = 0.00 (ft) #4 @ 29.8 in o.c. Steel % = 0.0011 D = 6.00 (in) #5 @ 46.1 in o.c. Mu = 2.14 (k-ft) #6 @ 65.5 in o.c. Req'd As 0.08 (inA2/ft) H = 2.00 (ft) #4 @ 101.6 in o.c. Steel % = 0.0003 D = 6.00 (in) #5 @ 157.5 in o.c. Mu = 0.63 (k-ft) #6 @ 223.6 in o.c. Req'd As 0.02 (inA2/ft) Design Moment in Heel D = 7.75 (in) #4 @ 87.7 in o.c. Steel % = 0.0003 Mu = 0.95 (k-ft) #5 @ 135.9 in o.c. Req'd As 0.03 (inA2/ft) #6 @ 192.8 in o.c. #7 @ 263.0 in o.c. Design Moment in Toe D = 6.75 (in) #4 @ 70.3 in o.c. Steel % = 0.0004 Mu = 1.03 (k-ft) #5 @ 109.0 in o.c. Req'd As 0.03 (inA2/ft) #6 @ 154.7 in o.c. Longitudinal Footing Reinforcement Minimum Steel Requirements .001 x Area of Footing Required As = 0.36 inA2 1.8 #4 bars • Voelker Engineering, Inc. 10/16/2012 Job • 1911 116th Avenue NE Sheet Bellevue, WA 98004 Wall Height = 8.00 ft Retaining Wall, Ver 2.0 INPUT DATA Stem H = 7.00 (ft) F'c= 2500 (psi) Stem T = 8.00 (in) Fy= 60 (ksi) Heel= 14.00 (in) EFP 35 (pcf) % Toe= 20.00 (in) Passive= 350 (pcf) MRF = 0.0 0 Ftg. Th= 12.00 (in) Surch. = 0 (psf) At 0 (ft) Ftg Width= 3.50 (ft) Coef F = 0.4 Friction H1 = 2.00 (ft) Axial P= 0.00 (kips) Key= 0.00 (in) Soil wt= 125 (pcf) OUTPUT Overturning Moment 2.99 (k-ft) Horz Sliding Force 1.12 (kips) Resisting Moment 5.64 Resist. Friction 1.06 - Resist. Passive 1.58 - S.F.= 1.89 <--- S.F.= 2.36 <--- Soil Pressure 1.78 (ksf) <--- Resultant is Outside Kern Design Moment in Stem Max % = 0.0134 H = 0.00 (ft) #4 @ 18.6 in o.c. Steel % = 0.0018 D = 6.00 (in) #5 @ 28.8 in o.c. Mu = 3.40 (k-ft) #6 @ 40.8 in o.c. Req'd As 0.13 (inA2/ft) H = 2.00 (ft) #4 @ 51.8 in o.c. Steel % = 0.0006 D = 6.00 (in) #5 @ 80.3 in o.c. Mu = 1.24 (k-ft) #6 @ 114.0 in o.c. Req'd As 0.05 (inA2/ft) Design Moment in Heel D = 9.75 (in) #4 @ 112.1 in o.c. Steel % = 0.0002 Mu = 0.94 (k-ft) #5 @ 173.8 in o.c. Req'd As 0.02 (inA2/ft) #6 @ 246.7 in o.c. #7 @ 336.3 in o.c. Design Moment in Toe D = 8.75 (in) #4 @ 33.2 in o.c. Steel % = 0.0007 Mu = 2.82 (k-ft) #5 @ 51.5 in o.c. Req'd As 0.07 (inA2/ft) #6 @ 73.1 in o.c. Longitudinal Footing Reinforcement Minimum Steel Requirements .001 x Area of Footing Required As = 0.50 inA2 2.5 #4 bars Voelker Engineering, Inc. 10/16/2012 Job 1911 116th Avenue NE Sheet Bellevue, WA 98004 Wall Height = 9.08 ft Retaining Wall, Ver 2.0 INPUT DATA Stem H = 8.00 (ft) F'c= 2500 (psi) Stem T = 8.00 (in) Fy= 60 (ksi) Heel= 26.00 (in) EFP 35 (pcf) 0/0 Toe= 20.00 (in) Passive= 350 (pcf) MRF = 0.00 Ftg. Th= 13.00 (in) Surch. = 0 (psf) At 0 (ft) Ftg Width= 4.50 (ft) Coef F = 0.4 Friction H1 = 2.00 (ft) Axial P= 0.00 (kips) Key= 0.00 (in) Soil wt= 125 (pcf) OUTPUT Overturning Moment 4.37 (k-ft) Horz Sliding Force 1.44 (kips) Resisting Moment 11.00 Resist. Friction 1.65 - Resist. Passive 1.66 - S.F.= 2.52 <--- S.F.= 2.29 <--- Soil Pressure 1.69 (ksf) <--- Resultant is Inside Kern Design Moment in Stem Max% = 0.0134 H = 0.00 (ft) #4 © 12.3 in o.c. Steel % = 0.0027 D = 6.00 (in) #5 @ 19.0 in o.c. Mu = 5.08 (k-ft) #6 @ 27.0 in o.c. Req'd As 0.20 (inA2/ft) H = 2.00 (ft) #4 @ 29.8 in o.c. Steel % = 0.0011 D = 6.00 (in) #5 @ 46.1 in o.c. Mu = 2.14 (k-ft) #6 @ 65.5 in o.c. Req'd As 0.08 (inA2/ft) Design Moment in Heel D = 10.75 (in) #4 @ 45.1 in o.c. Steel % = 0.0004 Mu = 2.56 (k-ft) #5 @ 70.0 in o.c. Req'd As 0.05 (inA2/ft) #6 @ 99.3 in o.c. #7 @ 135.4 in o.c. Design Moment in Toe D = 9.75 (in) #4 @ 35.8 in o.c. Steel % = 0.0006 Mu = 2.92 (k-ft) #5 @ 55.4 in o.c. Req'd As 0.07 (inA2/ft) #6 @ 78.7 in o.c. Longitudinal Footing Reinforcement Minimum Steel Requirements .001 x Area of Footing Required As = 0.70 inA2 3.5 #4 bars • Voelker Engineering, Inc. 10/16/2012 Job 1911 116th Avenue NE Sheet Bellevue, WA 98004 Wall Height = 10.08 ft Retaining Wall, Ver 2.0 INPUT DATA Stem H = 9.00 (ft) F'c= 2500 (psi) Stem T = 8.00 (in) Fy= 60 (ksi) Heel= 31.00 (in) EFP 35 (pcf) 9/0 Toe= 24.00 (in) Passive= 350 (pcf) MRF = o.00 Ftg. Th= 13.00 (in) Surch. = 0 (psf) At 0 (ft) Ftg Width= 5.25 (ft) Coef F = 0.4 Friction H1 = 2.00 (ft) Axial P= 0.00 (kips) Key= 0.00 (in) Soil wt= 125 (pcf) OUTPUT Overturning Moment 5.98 (k-ft) Horz Sliding Force 1.78 (kips) Resisting Moment 16.34 Resist. Friction 2.06 - Resist. Passive 1.66 - S.F.= 2.73 <--- S.F.= 2.09 <--- Soil Pressure 1.68 (ksf) <--- Resultant is Inside Kern Design Moment in Stem Max % = 0.0134 H = 0.00 (ft) #4 @ 8.5 in o.c. Steel % = 0.0039 D = 6.00 (in) #5 @ 13.1 in o.c. Mu = 7.23 (k-ft) #6 @ 18.6 in o.c. Req'd As 0.28 (inA2/ft) H = 2.00 (ft) #4 @ 18.6 in o.c. Steel % = 0.0018 D = 6.00 (in) #5 @ 28.8 in o.c. Mu = 3.40 (k-ft) #6 @ 40.8 in o.c. Req'd As 0.13 (inA2/ft) Design Moment in Heel D = 10.75 (in) #4 @ 32.0 in o.c. Steel % = 0.0006 Mu = 3.60 (k-ft) #5 @ 49.6 in o.c. Req'd As 0.07 (inA2/ft) #6 @ 70.4 in o.c. #7 @ 96.0 in o.c. Design Moment in Toe D = 9.75 (in) #4 @ 24.8 in o.c. Steel % = 0.0008 Mu = 4.20 (k-ft) #5 @ 38.4 in o.c. Req'd As 0.10 (inA2/ft) #6 @ 54.5 in o.c. Longitudinal Footing Reinforcement Minimum Steel Requirements .001 x Area of Footing Required As = 0.82 inA2 4.1 #4 bars Voelker Engineering, Inc. 10/16/2012 Job ' 1911 116th Avenue NE Sheet Bellevue, WA 98004 Wall Height= 11.08 ft Retaining Wall, Ver 2.0 INPUT DATA Stem H = 10.00 (ft) F'c= 2500 (psi) Stem T = 10.00 (in) Fy= 60 (ksi) Heel= 31.00 (in) EFP 35 (pcf) % Toe= 28.00 (in) Passive= 350 (pcf) MRF = 0.00 Ftg. Th= 13.00 (in) Surch. = 0 (psf) At 0 (ft) Ftg Width= 5.75 (ft) Coef F = 0.4 Friction H1 = 2.00 (ft) Axial P= 0.00 (kips) Key= 0.00 (in) Soil wt= 125 (pcf) OUTPUT Overturning Moment 7.94 (k-ft) Horz Sliding Force 2.15 (kips) Resisting Moment 21.20 Resist. Friction 2.40 - Resist. Passive 1.66 - S.F.= 2.67 <--- S.F.= 1.89 <--- Soil Pressure 1.77 (ksf) <--- Resultant is Inside Kern Design Moment in Stem Max % = 0.0134 H = 0.00 (ft) #4 @ 8.3 in o.c. Steel % = 0.0030 D = 8.00 (in) #5 @ 12.9 in o.c. Mu = 9.92 (k-ft) #6 @ 18.4 in o.c. Req'd As 0.29 (inA2/ft) H = 2.00 (ft) #4 @ 16.7 in o.c. Steel % = 0.0015 D = 8.00 (in) #5 @ 25.8 in o.c. Mu = 5.08 (k-ft) #6 @ 36.6 in o.c. Req'd As 0.14 (inA2/ft) Design Moment in Heel D = 10.75 (in) #4 @ 28.1 in o.c. Steel °A) = 0.0007 Mu = 4.09 (k-ft) #5 @ 43.6 in o.c. Req'd As 0.09 (inA2/ft) #6 @ 61.8 in o.c. #7 @ 84.3 in o.c. Design Moment in Toe D = 9.75 (in) #4 @ 17.3 in o.c. Steel % = 0.0012 Mu = 5.98 (k-ft) #5 @ 26.8 in o.c. Req'd As 0.14 (inA2/ft) #6 @ 38.1 in o.c. Longitudinal Footing Reinforcement Minimum Steel Requirements .001 x Area of Footing Required As = 0.90 inA2 4.5 #4 bars Voelker Engineering, Inc. 1911 116th Avenue NE, Bellevue, WA 98004 425-451-4946 DR Horton Plan 4704 t g Summit Ridge Lot 150 m . 6 [°"sj Tigard, Oregon Structural Calculations January 11, 2016 JN 12022.2 Building Code: 2014 OSSC Snow load: 25psf Roof Dead load: 15psf Floor Live load: 40psf Floor Dead load: 1Opsf Wind: 120mph Exposure B Seismic: Soil class D, Ss = 1.58 INDEX PAGES Lateral analysis L1-28 Roof framing R1-2 Upper floor framing UF1-4 Main floor framing MF1-4 Foundations FTG1-9 •1r-16 It Q�4Q�� ,�� Ni 444 1:= / 5?ix/ a ill R .'(/ 923;1, 1r 25.\(4 ' (Es VOL L EXPIRES: 6/25/ & I Voelker Engineering, Inc. 1911 116th Avenue NE, Bellevue, WA 98004 425-451-4946 DR Horton Plan 4704 wRi Lr a116 Summit Ridge Lot 150 Tigard, Oregon Structural Calculations January 11, 2016 JN 12022.2 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 L1-28 Roof framing R1-2 Upper floor framing UF1-4 Main floor framing MF1-4 Foundations FTG1-9 t• r-r4, i <: 111? � PRQrr�� 51 l j R LEXPIRES: 6/25/l j