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Specifications (23)
,14-s r7-allo• -00/ Voelker Engineering, Inc. S ) g1aerctcj X47-- _ 1911 116th Avenue NE, Bellevue, WA 98004 425-451-4946 DR Horton Plan 4705 RECEIVED Summit Ridge Lot 157 MAR 23 2016 Tigard, Oregon CITY DING DIVISIO N Structural Calculations January 11, 2016 JN 12028.1 Building Code: 2014 OSSC Snow load: 25psf Roof Dead load: 15psf Floor Live load: 40psf Floor Dead load: IOpsf Wind: 120mph Exposure B Seismic: Soil class D Spectral Response Coefficients Ss = 1.58, S1 = .55 INDEX PAGES Lateral analysis LI-25 Roof framing R1 Upper floor framing UF1-4 Main floor framing MF1-9 `1%j i7 46S \O-\/ EXPIRES: 6/25/ j Voelker Engineering, Inc. 1911 110h Avenue NE, Bellevue, WA 98004 425-451-4946 DR Horton Plan 4705 Structural Calculations February 22, 2016 JN 12028.1 Building Code: 2014 OSSC Snow load: 25psf Roof Dead load: 15psf Floor Live load: 40psf Floor Dead load: 10psf Wind: 120mph Exposure B Seismic: Soil class D Spectral Response Coefficients Ss = 1.58, SI = .55 INDEX PAGES Lateral analysis LI-25 Roof framing R1 Upper floor framing UF1-4 Main floor framing MFI-6 Lower floor framing LFI Retaining walls RWI-6 Voelker Engineering, Inc. 02/22/16 Job 12028.1 1911 116th Avenue NE Page L1 Bellevue,WA 98004 DR Horton Plan 4705 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 1/2 • [(Air density lb/cu ft)/( 32.2 ft/s2)] • [(mi/h )( 5280 ft/mi ) • (1 hr/3600 s )]2 = 0.00256 Mean Sea Level = 0.00 ft Air Density @ MSL = 0.0765 lb/cu 1 Category = II Exposure Category = B (Urban areas) Alpha = 7 Zg = 1,200.00 ft Basic Wind Speed = 120.00 mph Mean Roof Height = 33.00 ft 12028.1 ASCE7-10 Voelker Engineering, Inc. 02/22/16 Job 12028.1 1911 116th Avenue NE Page L2 Bellevue, WA 98004 DR Horton Plan 4705 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 Kzt@h = (1 + K1 • K2 • K3)2 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 30.1 degrees External Pressure Coefficient-Load Case A (psf) (psf) (psf) 1 0.55 22.56 0.55 -0.55 -0.01 24.8 2 -0.11 22.56 0.55 -0.55 -14.78 10.04 3 -0.45 22.56 0.55 -0.55 -22.5 2.31 4 -0.39 22.56 0.55 -0.55 -21.23 3.59 1E 0.73 22.56 0.55 -0.55 4.03 28.84 2E -0.2 22.56 0.55 -0.55 -16.9 7.92 3E -0.59 22.56 0.55 -0.55 -25.63 -0.81 4E -0.54 22.56 0.55 -0.55 -24.5 0.32 p+ uses GCpi+ p-uses GCpi- 12028.1 ASCE7-10 Voelker Engineering, Inc. 02/22/16 Job 12028.1 1911 116th Avenue NE Page L3 Bellevue,WA 98004 DR Horton Plan 4705 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 1 E -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 BC D 1 17.12 3.67 12.73 2.33 Longitudinal Direction Load Horizontal Pressures Case A BC D 1 17.12 3.67 12.73 2.33 12028.1 ASCE7-10 BellevueVoe1911lker116th EngineeringAvenueWA98004NE, Inc. 02/22/16 JobPage L4 12028.1 , DR Horton Plan 4705 Light Wood Frame Construction? Y Mean Roof Height 31 ft Maximum Height 35 ft Building Width 25 ft Building Length 40 ft Roof Plate Ht 27 ft Upper Fl Plate Ht 18 ft Main Fl Plate Ht 8 ft End Zone Calculations-Front to Rear Direction .1xWidth 2.5 .4xHeight 12.4 .04xWidth 1.0 2.5 3.0 3.0 3.0 <--- End Zone Length = 3.0 ft End Zone Calculations -Left to right Direction .1xWidth 4.0 .4xHeight 12.4 .04xWidth 1.6 4.0 3.0 3.0 4.0 <--- End Zone Length= 4.0 ft 12028.1 ASCE7-10 Voelker Engineering, Inc. 02/22/16 Job 12028.1 1911 116th Avenue NE Page L5 Bellevue,WA 98004 DR Horton Plan 4705 Wind Analysis FRONT TO REAR DIRECTION Building Width 25 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 6.25 35.0 6.25 35.0 0 35.0 0 27.0 12.5 27.0 12.5 27.0 0 27.0 0 18.0 12.5 18.0 12.5 18.0 0 18.0 0 8.0 0 8.0 0 8.0 0 8.0 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 12.73 17.12 12.73 17.12 12.73 0.00 2.33 3.67 12.73 17.12 12.73 17.12 12.73 0.00 12.73 17.12 12.73 17.12 12.73 17.12 12.73 17.12 12.73 17.12 12.73 17.12 12.73 17.12 12.73 0.00 12.73 17.12 Load to roof plate Vw= 3035 lb Load to upper floor plate Vw= 3274 lb Load to main floor plate Vw= 1723 lb Total= 8031 lb Minimum Design Wind Loads ASCE 7-10 Total Wind Load= 5520 lb OK 12028.1 ASCE7-10 Voelker Engineering, Inc. 02/22/16 Job 12028.1 1911 116th Avenue NE Page L6 Bellevue, WA 98004 DR Horton Plan 4705 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 10 35.0 0 35.0 0 27.0 20 27.0 20 27.0 0 27.0 0 18.0 20 18.0 20 18.0 0 18.0 0 8.0 20 8.0 0 8.0 0 8.0 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 12.73 17.12 12.73 17.12 2.33 3.67 2.33 3.67 12.73 17.12 12.73 17.12 12.73 17.12 12.73 17.12 12.73 17.12 12.73 17.12 12.73 17.12 12.73 17.12 12.73 17.12 12.73 17.12 12.73 17.12 12.73 17.12 Load to roof plate Vw= 4767 lb Load to upper floor plate Vw= 5171 lb Load to main floor plate Vw= 3811 lb Total= 13750 lb Minimum Design Wind Loads ASCE 7-10 Total Wind Load= 9600 lb OK 12028.1 ASCE7-10 Voelker Engineering, Inc. 02/22/16 Job 12028.1 1911 116th Avenue NE Page L7 Bellevue,WA 98004 DR Horton Plan 4705 Lateral Analysis of Seismic forces (2012 IBC) Distribution of Building Weight Roof Area Weight Ave. height ft^2 psf ft 1134 13.1 27 Interior walls Wall Wt Wall Ht Wall L psf ft ft 6.5 8 125 Exterior walls Wall Wt Wall Ht Wall L psf ft ft 8 8 129 Upper Floor Area Weight Ave. height ft^2 psf ft 1025 10 18 Interior walls Wall Wt Wall Ht Wall L psf ft ft 6.5 9 45 Exterior walls Wall Wt Wall Ht Wall L psf ft ft 8 9 123 Main Floor Area Weight Ave. height ft^2 psf ft 900 10 8 Interior walls Wall Wt Wall Ht Wall L psf ft ft 6.5 8 45 Exterior walls Wall Wt Wall Ht Wall L psf ft ft 8 8 70 12028.1 ASCE7-10 Voelker Engineering, Inc. 02/22/16 Job 12028.1 1911 116th Avenue NE Page L8 Bellevue, WA 98004 DR Horton Plan 4705 Lateral Analysis of Seismic forces (2012 IBC) Soil Class= D le = 1.00 R = 6.50 Structure Height= 31 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 = 0.26 Seconds Cs Determination (ASCE 7) Sds/(R/le) 0.162 Sd1/(R/Ie)/T 0.322 Cs= 0.162 Ultimate Vs= 0.116 x Wt Working Stress Distribution of Shear to Stories Level Vs wx % Vs Roof 2577 69590.06 0.515 3804 <___ Upper floor 2707 48720.82 0.361 2663 <___ Main floor 2102 16819.37 0.124 919 <___ Total 7387 135130 7387 lbs Redundancy Check rho max= 1.00 Front/Rear rho max= 1.30 Left/Right 12028.1 ASCE7-10 Voelker Engineering, Inc. 02/22/16 Job 12028.1 1911 116th Avenue NE Page L9 Bellevue,WA 98004 DR Horton Plan 4705 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= 1060Ib 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 12028.1 ASCE7-10 Voelker Engineering, Inc. 02/22/16 Job 12028.1 1911 116th Avenue NE Page L10 Bellevue, WA 98004 DR Horton Plan 4705 Sub-diaphragms-Front/Rear Zone 1 Zone 2 Zone 3 Zone 4 Roof 25 ft 0 ft 0 ft 0 ft Upper 25 ft 0 ft 0 ft 0 ft Main 25 ft 0 ft 0 ft 0 ft Force Distribution to Walls -Front/Rear Roof Plate Level Sum of Walls Total Grid 1 14 22 36 Grid 2 18 13 31 Grid 3 Grid 4 0 Grid 5 0 0 Trib. Vs Vw Wall Sum v Uplift Grid 1 12.5 1902 1517 36 53 plf OK Grid 2 12.5 1902 1517 31 61 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 3804 3035 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 12028.1 ASCE7-10 Voelker Engineering, Inc. 02/22/16 Job 12028.1 1911 116th Avenue NE Page L11 Bellevue,WA 98004 DR Horton Plan 4705 Force Distribution to Walls-Front/Rear Upper Floor Plate Level Sum of Walls Total Grid 1 15 17 32 Grid 2 36 • 36 Grid 3 0 Grid 4 0 Grid 5 0 Trib. Vs Vw Wall Sum v Uplift Grid 1 12.5 3234 3154 32 101 plf P6 909 Grid 2 12.5 3234 3154 3690 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 6467 6308 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 12028.1 ASCE7-10 BellevueVoe1911lker116thWEngineeringAvenueA98004NE, Inc. 02/22/16 JobPage L112 12028.1 , DR Horton Plan 4705 Force Distribution to Walls-Front/Rear Main Floor Plate Level Sum of Walls Total Grid 1 34 34 Grid 2 34 34 Grid 3 Grid 4 0 Grid 5 0 0 Trib. Vs Vw Wall Sum v Uplift Grid 1 12.5 3693 4016 34 118 plf P6 945 Grid 2 12.5 3693 4016 34 118 plf P6 945 Grid 3 0 0 0 0 Grid 4 0 0 0 0 Grid 5 0 0 0 0 Totals 25 7387 8031 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 12028.1 ASCE7-10 Voelker Engineering, Inc. 02/22/16 Job 12028.1 1911 116th Avenue NE Page L13 Bellevue,WA 98004 DR Horton Plan 4705 Sub-diaphragms-Left/Right Zone A Zone B Zone C Zone D Roof 0 ft 0 ft 0 ft 0 ft Upper 0 ft 0 ft 0 ft 0 ft Main 10 ft 26 ft 0 ft 0 ft Force Distribution to Walls-Left/Right Roof Plate Level Sum of Walls Total Grid A 10.5 10.5 Grid B 0 0 Grid C 5.5 5.5 110 Grid D 0 Grid E Trib. Vs Vw Wall Sum v Uplift Grid A 20.0 2473 2384 10.5 235 plf P6 1884 Grid B 0.0 0 0 0 Grid C 20.0 2473 2384 11225 plf P6 1798 Grid D 0.0 0 0 0 Grid E 0.0 0 0 0 Totals 40 4945 4767 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid A 0 0 0.00 1.00 Grid B 0 0 0.00 1.00 Grid C 5.5 1236 0.25 1.00 Grid D 0 0 0.00 1.00 Grid E 0 0 0.00 1.00 12028.1 ASCE7-10 Voelker Engineering, Inc. 02/22/16 Job 12028.1 1911 116th Avenue NE Page L14 Bellevue, WA 98004 DR Horton Plan 4705 Force Distribution to Walls-Left/Right Upper Floor Plate Level Sum of Walls Total Grid A 5.5 8 13.5 Grid B Grid C 5.5 5.5 0 Grid D 11 Grid E 0 0 Trib. Vs Vw Wall Sum v Uplift Grid A 20.0 4204 4969 13.5 368 plf P4 3313 Grid B 0.0 0 0 0 Grid C 20.0 4204 4969 11 452 plf P3 4066 Grid D 0.0 0 0 0 Grid E 0.0 0 0 0 Totals 40 8407 9939 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid A 8 2491 0.30 1.00 Grid B 0 0 0.00 1.00 Grid C 5.5 2102 0.25 1.00 Grid D 0 0 0.00 1.00 Grid E 0 0 0.00 1.00 12028.1 ASCE7-10 Voelker Engineering, Inc. 02/22/16 Job 12028.1 608 State Street Page L15 Kirkland,Washington 98033 DR Horton Plan 4705 Force Distribution to Walls -Left/Right Main Floor Plate Level Sum of Walls Total Grid A 25 25 Grid B 20 99 Grid C 99 Steel frame 0 Grid D 0 Grid E Trib. Vs Vw Wall Sum v Uplift Grid A 5.0 4331 5499 25 220 plf P6 1760 Grid B 18.0 460 1905 20 95 plf OK Grid C 13.0 4536 6346 99 64 plf OK Grid D 0.0 0 0 0 Grid E 0.0 0 0 0 Totals 36 9327 13750 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid A 0 0 0.00 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 12028.1 ASCE7-10 JOB /2'Ai a VOELKER ENGINEERING, INC. SHEET NO. !4, 1911 116th Avenue NE OF Bellevue, Washington 98004 CALCULATED BY DATE 6 '.01-/L 425-451-4946 CHECKED BY DATE SCALE • 1 r re fie . T(:. omxfi6 u. v 0): . I,: OH ---"---....__...__, X K .::::j. . 1 • . ... ....... ....... J ................ ....... ii► 5.5 5.5 x x x ........_... /440,46 ..... .. ......... .. .............. ............. 9 x 0 '7 GC le:, PRODUCT 2044(Single Srou)205-1(Padded) JOB /ZevL VOELKER ENGINEERING, INC. SHEET NO. L/7 OF 1911 116th Avenue NE 6 • •/L Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE /4'/64 11' " tell/ ;j _... ... H ®ie --«--,- . , H ' : '. i , , ......... .. ........ 15 ................ ... 36 OK . ... ......... 17 5.5 5.5 • �. H = HTT5 e0 *esv; . • PRODUCT 2044(Single Steels)205-1(P+dded) SOB 17vt� VOELKER ENGINEERING, INC. L 1 1911 116th Avenue NE SHEET NO. of Bellevue, Washington 98004 CALCULATED BY DATE 6.12'11-- 425-451-4946 CHECKED BY DATE SCALE a7a 'nw lG L . v1�- .�- ._..; .... • ; : , , e4. , ,• ,•• , ,. .. ,, , , , , , . , :.• .•••••', , , , , 4/ .. . ., . , 0 • G L ; PRODUCT 201-1(5000 Sheets)205.1(Padded) JOB VOELKER ENGINEERING, INC. SH Ll OF SHEET NO. 1911 116th Avenue NE DATE 6 •/L Bellevue, Washington 98004 CALCULATED BY 425-451-4946 CHECKED BY DATE SCALE s ' ,ttill : 1'�,, . 7 A h . s. _ (....) : •S.: i ' : : : i . --. R,, Ato 74. .,c 3. . x h. < L. y5__ Via/, i 4r..___. .......... lw ti v z x 6� ,'— y- 1 k PRODUCT 204-1(Single Sheets)205-1(Podded) _... 12028 IILx L20 W10X19 HN2 X13 rn rn 0 0 -7.8 -3.3 4 -3.3 7.8 Results for LC 1, EQ Reaction units are k and k-ft Voelker Engineering DRH Plan 4705T Charles Voelker June 4, 2012 at 1:57 PM 12028 12028.r2d 12028 L21 ,X W10X19 X12 •13 a) a> X X 0 -8.5 11--3.6 f 4 -3.6 8.5 Results for LC 2, Wind Reaction units are k and k-ft Voelker Engineering DRH Plan 4705T Charles Voelker June 4, 2012 at 1:58 PM 12028 12028.r2d Voelker Engineering DRH Plan 4705T June 4, 2012 Global Display Sections for Member Calcs 2 12028 Max Internal Sections for Member Calcs 100 L22 Include Shear Deformation Yes Merge Tolerance(in) .12 P-Delta Analysis Tolerance 0.50% Hot Rolled Steel Code AISC: ASD 9th Cold Formed Steel Code AISI 99:ASD NDS Wood Code NDS 91:ASD NDS Temperature < 100F Concrete Code ACI 1999 Number of Shear Regions 4 Region Spacing Increment(in) 4 Concrete Stress Block Rectangular Use Cracked Sections Yes Bad Framing Warnings No Unused Force Warnings Yes Hot Rolled Steel Properties Label E fksil G fksil Nu Therm(\1 E5 F) Densitvfk/ft^31 Yield[ksil 1 A36 29000 11154 .3 .65 .49 36 2 A572Grade50 29000 11154 .3 .65 .49 50 3 A992 29000 11154 .3 .65 .49 50 4 A500_42 29000 11154 .3 .65 .49 42 5 A500_46 29000 11154 .3 .65 .49 46 Hot Rolled Steel Section Sets Label Shape Design List Type Material Design Rules A fin21 I(90,270)fin4l I(0,180)fin41 1 HR1 W10X19 Wide Flange Beam A992 Typical 5.62 4.29 96.3 Hot Rolled Steel Design Parameters Label Shape Lenathfftl Lb-outfftl Lb-infftL Lcomp top[...Lcomp botf... K-out K-in Cm Cb Out s... In swat 1 M1 HR1 7.6 Yes 2 M2 HR1 6.5 2 2 2 Yes 3 M3 HR1 7.6 Yes Member Primary Data Label I Joint J Joint Rotate(deg) Section/Shape Design List Type Material Design Rules 1 M1 N1 N2 HR1 Wide Flange Beam A992 Typical 2 M2 N2 N3 HR1 Wide Flange Beam A992 Typical 3 M3 N3 N4 HR1 Wide Flange Beam A992 Typical Joint Coordinates and Temperatures Label X Eft] Y fftl Temp fF1 1 Ni 0 0 0 2 N2 0 7.6 0 3 N3 6.5 7.6 0 4 N4 6.5 0 0 RISA-2D Version 6.0 [C:\RISA\12028.r2d] Page 1 Voelker Engineering DRH Plan 4705T June 4, 2012 12028 L23 Basic Load Cases BLC Description Category X Gravity Y Gravity Joint Point Distributed 1 EQ None 2 Wind None 1 Member Distributed Loads (BLC 1 : EQ) Member Label Direction Start Magnitude[k/ft,... End Magnitude[k/ft.d... Start Locaation[ft,%] End Locaation[ft,%] 1 M2 X 1.02 1.02 Member Distributed Loads (BLC 2: Wind) Member Label Direction Start Magnitude[k/ft,... End Magnitude[k/ft.d... Start Location[ft,%] End Locaation[ft,%], 1 M2 X 1.12 1.12 0 Joint Deflections LC Joint Label X[in] Y[in] Rotation[rad] 1 2 N1 0 0 -7.406e-3 2 2 N2 .523 .005 1.986e-3 3 2 N3 .523 -.005 -1.986e-3 4 2 N4 0 0 -7.406e-3 Member ASD Steel Code Checks LC Member Shape UC Max Loc[ft1Shear..Loc[ft] Fa[ksiL Ft[ksiL Fb[ksil Cb Cm Eon 1 2 M1 W10X19 .639 7.6 .071 0 13.675 30 30 1.75 .85 H2-1 2 2 M2 W10X19 .556 0 .166 0 27.46 30 33 2.3 .85.85 H1-22 3 2 M3 W10X19 .639 0 .071 0 13.675 30 30, 1.75 RISA-2D Version 6.0 [C:\RISA\12028.r2d] Page 2 Voelker Engineering, Inc. 06/04/12 Job 12028 Page L24 Steel Frame Base Plate Shear = 3 .50 kip Moment = 0.00 k-ft Uplift = 8.50 kip Anchor Bolt - F1554 GR36 Bolt Diameter = 0.625 in Bolt Area = 0.307 in'2 d = 1 in Ft = 21.75 ksi Allow T = 6.67 kip Fv = 11.60 ksi Allow V = 3 .56 kip # Bolts in Tension 4 T = 2.13 k/bolt # Bolts in Shear 4 V = 0.88 k/bolt Add Prying Force = 0.000 k ft/Ft fv/Fv Combined Stresses ---> 0.32 0.25 = 0.56 Plate Bending (A36) Fy = 36 ksi Plate Thickness = 0.750 in M = 4 .25 k-in Effective b = 5.00 in /bolt a = 2.000 in to Edge Required t = 0.43 in b = 2.000 in to column Bolt Prying delta = 0.725 M = 6.328 k-in d'= 0.688 in Alpha = -0.612 p = 2.500 in Bc = 0.927 k b' = 1.656 Q = -1.198 k No Prying a' = 2.344 Voelker Engineering, Inc. 06/04/12 Job# 12028 1911 116th Avenue NE Sheet L25 Bellevue, WA Footing at Steel Frame Axial Load Moment P = 3.00 kip M= 51.00 k-ft Footing Input Conc. fc 2500 psi Rebar Grade Length 14.00 ft Soil Hgt 0.50 ft 60 ksi Width 2.50 ft Soil wt 120 pcf Thickness 10.00 in Column Size Ftg DL 4.38 kips Widthl = 78.00 in Soil Wgt 2.10 kips Width2 = 6.00 in Footing Properties A= 35.0 ft^2 I= 571.7 ft^4 S= 81.7 ft^3 Stability Sum of Dead Loads 9.48 kips Resisting Moment 66.33 k-ft S.F. = 1.30 Soil Pressure ecc= 5.38 ft <_= Outside Kern P/A= 0.27 ksf OTM Pressure= 1.56 ksf Total = 1.56 ksf Punching Shear Width1 at critical section = 6.79 ft Width2 = 0.79 Factored bearing pressure = 0.41 ksf Bo= 182 in Bo x D = 1274 inA2 vu= 9 psi Allowable vu = 170 psi One-way Shear Vu@ "D" = 10.62 kip vu = 50.6 psi Allow Vu= 85.0 psi Flexure Load Factor= 1.4 Direction W1 Minimum steel required Mu= 342.5 (k-in) .0018xAREA 4/3xAs Req'd As= 1.04 (inA2) 0.54 1.39 Direction W2 Minimum steel required Mu= 18.7 k-in/ft .0018xAREA 4/3xAs Req'd As= 0.06 (inA2/ft) 0.22 0.08 . Voelker Engineering, Inc. 06/05/12 Job# 12028 Simple span beams Sheet R1 Rear window headers 4x8 HF#1 Length = 4.25 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= 1743 lb V@d = 1247 lb M= 1851 lb-ft fb = 725 psi < OK 1458 TL Defl. = 0.04 in L/ 1,192 fv= 74 psi< OK 173 LL Defl. = 0.02 in L/ 2,242 Support 1.2 in Front window - - - 3 1/2x9 GLB Length = 8.25 t Width = 3.500 in LL/TL = 0.63 Load = 820 plf IP-. • = 9.000 in LL DUR. = 1.15 Pt load = 0 lb E = 1800 ksi R= 3383 lb V @ d = .; M= 6976 lb-ft fb = 1772 psi < OK 2760 TL Defl. = 0.26 in 374 fv = 132 psi < OK 276 LL Defl. = 0.14 in L/ 70, Support 2.4 in Front window 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 = 4.25 ft Width = 3.500 in LL/TL = 0.63 Load = 540 plf Depth = 5.500 in LL DUR. = 1.15 Pt load = 0 lb E = 1500 ksi R= 1148 lb V @ d = 900 lb M= 1219 lb-ft fb = 829 psi< OK 1458 TL Defl. = 0.06 in L/ 790 fv= 70 psi< OK 173 LL Defl. = 0.03 in L/ 1,486 Support 0.8 in • VOELKER ENGINEERING BeamChek v2007 licensed to: Voelker Engineering Reg#8111-1879 Plan 4705T Rear cantilever floor"B" 12025 Prepared by: CV Date:6/05/12 Selection 2x 12 HF#2 @ 12 in oc Lu=0.0 Ft Lu @OH =0.0 Ft Conditions NDS 2005, Overhang, Repetitive Use Min Bearing Area R1=0.1 in2 R2=3.7 in2 (1.5)DL Defl= 0.15 in. Data Beam Span 11.0 ft Reaction 1 LL 72# Reaction 2 LL 968# Beam Wt per ft 0 # Reaction 1 TL 29# Reaction 2 TL 1496# Bm Wt Included 0# Maximum V 975# Overhang Length 3.0 ft Max Moment 2706'# Max V(Reduced) 928# Total Beam Length 14.0 ft TL Max Defl L/240 TL Actual Defl L/<-1000 OH TL Actual Defl L/274 LL Max Defl L/360 LL Actual Defl L/<-1000 OH LL Actual Defl L/631 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl OH TL Defl OH LL Defl Actual 31.64 16.88 -0.11 -0.04 0.26 0.11 Critical 28.89 8.07 0.55 0.37 0.30 0.20 Status OK OK OK OK OK OK Ratio 91% 48% 20% 10% 88% 57% Fb(psi) Fv(psi) E(psi x mil) Fc i(psi) Values Reference Values 850 150 1.3 405 Adjusted Values 1124 173 1.3 405 Adiustments 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 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:40 Uniform TL: 50 =A (Uniform Ld on Backspan) Point LL Point TL Distance Par Unif LL Par Unif TL Start End 500 F=850 (OH) 3.0 40 K=50 (OH) 0 2.5 Uniform Load A K F Pt loads: R1 =29 R2= 1496 BACKSPAN= 11 FT OH=3 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. I • VOELKER ENGINEERING BeamChek v2007 licensed to: Voelker Engineering Reg#8111-1879 Plan 4705T Rear cantilever floor"A" 12025 Prepared by: CV Date:6/05/12 Selection 2x 12 HF#2 @ 16 in oc Lu=0.0 Ft Lu @OH =0.0 Ft Conditions NDS 2005, Overhang, Repetitive Use Min Bearing Area R1=0.7 in2 R2=2.3 in2 (1.5)DL Defl= 0.07 in. Data Beam Span 11.0 ft Reaction 1 LL 249# Reaction 2 LL 578# Beam Wt per ft 0 # Reaction 1 TL 268# Reaction 2 TL 926# Bm Wt Included 0# Maximum V 466# Overhang Length 3.0 ft Max Moment 1088'# Max V(Reduced) 403# Total Beam Length 14.0 ft TL Max Defl L/240 TL Actual Defl L/>1000 OH TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 OH LL Actual Defl L/<-1000 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl OH TL Defl OH LL Defl Actual 31.64 16.88 0.02 0.05 0.04 -0.02 Critical 11.62 3.51 0.55 0.37 0.30 0.20 Status OK OK OK OK OK OK Ratio 37% 21% 4% 13% 14% 12% Fb(psi) Fv(psi) E(psi x mil) Fc I (psi) Values Reference Values 850 150 1.3 405 Adjusted Values 1124 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 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:53 Uniform TL: 67 =A (Uniform Ld on Backspan) Point LL Point TL Distance Par Unif LL Par Unif TL Start End 1 107 F=293 (OH) 3.0 53 K=67 (OH) 0 2.5 Uniform Load A K Pt loads: F R1 =268 R2=926 BACKSPAN = 11 FT OH=3 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. Voelker Engineering, Inc. 02/22/16 Job# 12028.1 . . Simple span beams Sheet UF3 Rear window header at rear door 4x8 HF#1 Length = 3.25 ft Width = 3.500 in LL/TL= 0.63 Load = 1496 plf Depth = 7.250 in LL DUR. = 1.15 Pt load = 0 lb E = 1500 ksi R= 2431 lb V @ d = 1527 lb M= 1975 lb-ft fb= 773 psi< OK 1458 TL Defl. = 0.03 in L/ 1,461 fv = 90 psi < OK 173 LL Defl. = 0.01 in L/ 2,748 Support 1.7 in Beam over kitchen 5 112x13 1/2 GLB Length = 16.5 ft Width = 5.500 in LL/TL = 0.80 Load = 575 plf Depth = 13.500 in LL DUR. = 1.00 Pt load = 0 lb E = 1800 ksi R= 4744 lb V @ d = 4097 lb M= 19568 lb-ft fb = 1406 psi < OK 2400 TL Defl. = 0.52 in L/ 381 fv = 83 psi< OK 240 LL Defl. = 0.38 in L/ 524 Support 2.1 in Beam at great room 5 1/2x10 1/2 GLB Length = 14 ft Width = 5.500 in LL/TL= 0.80 Load = 600 plf Depth = 10.500 in LL DUR. = 1.00 Pt load = 0 lb E = 1800 ksi R= 4200 lb V @ d = 3675 lb M= 14700 lb-ft fb = 1745 psi < OK 2400 TL Defl. = 0.60 in L/ 281 fv = 95 psi < OK 240 LL Defl. = 0.43 in L/ 387 Support 1.9 in Great room window header 4x10 HF#1 Length = 7.25 ft Width = 3.500 in LL/TL = 0.80 Load = 425 plf Depth = 9.250 in LL DUR. = 1.00 Pt load = 0 lb E = 1500 ksi R= 1541 lb V@d = 1213 lb M= 2792 lb-ft fb= 671 psi < OK 1170 TL Defl. = 0.08 in L/ 1,037 fv = 56 psi < OK 150 LL Defl. = 0.06 in L/ 1,425 Support 1.1 in Voelker Engineering, Inc. 02/22/16 Job# 12028.1 Simple span beams Sheet UF4 Rear slider"B" 3 1/2x9 GLB Length = 6.25 ft Width = 3.500 in LL/TL = 0.63 Load = 1500 plf Depth = 9.000 in LL DUR. = 1.15 Pt load = 0 lb E = 1800 ksi R= 4688 lb V @ d = 3563 lb M= 7324 lb-ft fb = 1860 psi< OK 2760 TL Defl. = 0.16 in L/ 470 fv = 170 psi< OK 276 LL Defl. = 0.08 in L/ 885 Support 3.3 in Rear slider"A" 4x10 HF#1 Length = 6.25 ft Width = 3.500 in LL/TL = 0.80 Load = 700 plf Depth = 9.250 in LL DUR. = 1.00 Pt load = 0 lb E = 1500 ksi R= 2188 lb V @ d = 1648 lb M= 3418 lb-ft fb = 822 psi < OK 1170 TL Defl. = 0.08 in L/ 982 fv = 76 psi < OK 150 LL Defl. = 0.06 in L/ 1,351 Support 1.5 in Side header 4x6 HF#1 Length = 5.25 ft Width = 3.500 in LL/TL= 0.63 Load = 600 plf Depth = 5.500 in LL DUR. = 1.15 Pt load = 0 lb E = 1500 ksi R= 1575 lb V @ d = 1300 lb M= 2067 lb-ft fb = 1406 psi < OK 1458 TL Defl. = 0.17 in L/ 377 fv = 101 psi< OK 173 LL Defl. = 0.09 in L/ 710 Support 1.1 in BeamChek v2014 licensed to: Voelker Engineering Reg#8111-1879 Plan 4705 Beams supporting kitchen beam M F 1 Date:2/22/16 Selection 5-1/8x 9 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=6.9 in2 R2= 1.9 in2 (1.5)DL Defl= 0.15 in Recom Camber=0.22 in Data Beam Span 13.0 ft Reaction 1 LL 3540# Reaction 2 LL 910# Beam Wt per ft 11.21 # Reaction 1 TL 4516# Reaction 2 TL 1232# Bm Wt Included 146# Maximum V 4516# Max Moment 8985'# Max V(Reduced) 4458# TL Max Defl L/240 TL Actual Defl L/323 LL Max Defl L/360 LL Actual Defl L/467 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 69.19 46.13 0.48 0.33 Critical 44.92 27.86 0.65 0.43 Status OK OK OK OK Ratio 65% 60% 74% 77% Fb(psi) Fv(psi) E(psi x mil) Fc±(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Adjustments Cv Volume 1.000 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: 50 Uniform TL: 66 =A Point LL Point TL Distance 3800 B=4744 2.0 Uniform Load A Pt loads: -I -i =4516 R2L. 32 SPAN = 13 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2014 licensed to: Voelker Engineering Reg#8111-1879 Plan 4705 Joists supporting kitchen MF2 Date:2/22/16 Selection 2x 10 HF#2 @ 12 in oc Lu=0.O Ft Conditions NDS 2012, Repetitive Use Min Bearing Area R1=2.1 in2 R2= 1.0 in2 (1.5)DL Defl= 0.10 in Data Beam Span 13.0 ft Reaction 1 LL 717# Reaction 2 LL 343# Beam Wt per ft 0# Reaction 1 TL 833# Reaction 2 TL 417# Bm Wt Included 0# Maximum V 833# Max Moment 1741 '# Max V(Reduced) 794# TL Max Defl L/240 TL Actual Defl L/329 LL Max Defl L/360 LL Actual Defl L/421 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 21.39 13.88 0.47 0.37 Critical 19.43 7.94 0.65 0.43 Status OK OK OK OK Ratio 91% 57% 73% 86% Fb(psi) Fv(psi) E(psi x mil) Fc l (psi) Values Reference Values 850 150 1.3 405 Adjusted Values 1075 150 1.3 405 Adjustments CF Size Factor 1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.15 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL: 40 Uniform TL: 50 =A Point LL Point TL Distance 540 B=600 2.0 Uniform Load A Pt loads: IB 1 R1 =833 R2=417 SPAN= 13 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2014 licensed to: Voelker Engineering Reg#8111-1879 Plan 4705 Beam under great room post MF3 Date:2/22/16 Selection 7x 9-1/4 2.0E TJ Parallam W.S. PSL Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=8.3 in2 R2=3.5 in (1.5)DL Defl= 0.27 in Data Beam Span 15.0 ft Reaction 1 LL 4847# Reaction 2 LL 1953# Beam Wt per ft 20.23# Reaction 1 TL 6247# Reaction 2 TL 2607# Bm Wt Included 304# Maximum V 6247# Max Moment 24454'# Max V(Reduced) 6193# TL Max Defl L/240 TL Actual Defl L/202 LL Max Defl L/360 LL Actual Defl L/291 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 99.82 64.75 0.89 0.62 Critical 98.30 32.03 0.75 0.50 Status OK OK Fails Fails Ratio 98% 49% 119% 124% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 2900 290 2.2 750 Adjusted Values 2985 290 2.2 750 Adjustments CF Size Factor 1.029 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: 40 Uniform TL: 50 =A Point LL Point TL Distance 6200 B=7800 4.0 Provide double 7 x 9 1/4 PSL's bolted w/ 1/2" bolts @ 12" o.c. Uniform Load A Pt loads: B R1 =6247 R2-2607 SPAN= 15 FT Uniform and partial uniform loads are lbs per lineal ft. PlanMF44705 BeamChek v2014 licensed to: VoelBeamker Engineerioverng Reg#8111-18792/22/16 garage Date: Selection 5-1/8x 18 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 12.8 in2 R2= 11.0 in2 (1.5)DL Defl= 0.16 in Recom Camber=0.24 in Data Beam Span 17.5 ft Reaction 1 LL 6471 # Reaction 2 LL 5539# Beam Wt per ft 22.42 # Reaction 1 TL 8288# Reaction 2 TL 7122# Bm Wt Included 392 # Maximum V 8288# Max Moment 44638'# Max V(Reduced) 7467# TL Max Defl L/240 TL Actual Defl L/382 LL Max Defl L/360 LL Actual Defl L/541 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 276.75 92.25 0.55 0.39 Critical 228.23 46.67 0.88 0.58 Status OK OK OK OK Ratio 82% 51% 63% 67% Fb(psi) Fv(psi) E(psi x mil) FcI(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2347 240 1.8 650 Adiustments Cv Volume 0.978 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:420 Uniform TL: 525 =A Point LL Point TL Distance 4660 B=5830 7.0 Uniform Load A Pt loads: B R1 =8288 R2=7122 SPAN= 17.5 FT Uniform and partial uniform loads are lbs per lineal ft. Voelker Engineering, Inc. 02/22/16 Job# 12028.1 Simple span beams Sheet MF5 Stair header (2) 2x10 HF#2 Length = 3.5 ft Width = 3.000 in LL/TL = 0.80 Load = 538 plf Depth = 9.250 in LL DUR. = 1.00 Pt load = 0 lb E = 1300 ksi R= 942 lb V @ d = 527 lb M= 824 lb-ft fb = 231 psi < OK 935 TL Defl. = 0.01 in L/ 5,407 fv = 28 psi < OK 150 LL Defl. = 0.01 in L/ 7,434 Support 0.8 in Beam supporting stair header (2) 2x10 HF#2 Length = 11 ft Width = 3.000 in LL/TL = 0.80 Load = 50 plf Depth = 9.250 in LL DUR. = 1.00 Pt load = 930 lb E = 1300 ksi R= 740 lb V @ d = 701 lb M= 3314 lb-ft fb = 929 psi< OK 935 TL Defl. = 0.26 in L/ 506 fv = 38 psi < OK 150 LL Defl. = 0.19 in L/ 695 Support 0.6 in Beam over porch 4x6 HF#1 Length = 6 ft Width = 3.500 in LL/TL = 0.80 Load = 200 plf Depth = 5.500 in LL DUR. = 1.00 Pt load = 0 lb E = 1500 ksi R= 600 lb V @ d = 508 lb M= 900 lb-ft fb= 612 psi< OK 1268 TL Defl. = 0.09 in L/ 817 fv= 40 psi< OK 150 LL Defl. = 0.06 in L/ 1,123 Support 0.4 in Garage door 5 112x13 112 GLB Length = 16.5 ft Width = 5.500 in LL/TL = 0.80 Load = 425 plf Depth = 13.500 in LL DUR. = 1.00 Pt load = 2824 lb E = 1800 ksi R= 4918 lb V@ d = 4440 lb M= 26112 lb-ft fb= 1876 psi < OK 2400 TL Defl. = 0.63 in L/ 313 fv = 90 psi < OK 240 LL Defl. = 0.46 in L/ 431 Support 2.2 in & , Inc. 02/22/16 Job# 12028.1 SimpleVoker spanEngineeringbeams Sheet MF6 Front of garage 5 1/2x15 GLB Length = 17.5 ft Width = 5.500 in LL/TL = 0.63 Load = 750 plf Depth = 15.000 in LL DUR. = 1.15 Pt load = 0 lb E = 1800 ksi R= 6563 lb V @ d = 5625 lb M= 28711 lb-ft fb = 1689 psi< OK 2760 TL Defl. = 0.67 in L/ 312 fv = 102 psi < OK 276 LL Defl. = 0.36 in L/ 586 Support 2.9 in Porch side with point load "B" 5 1/2x12 GLB Length = 6 ft Width = 5.500 in LL/TL = 0.63 Load = 200 plf Depth = 12.000 in LL DUR. = 1.15 Pt load = 13800 lb E = 1800 ksi R= 7500 lb V @ d = 7300 lb M= 21600 lb-ft fb = 1964 psi < OK 2760 TL Defl. = 0.09 in L/ 766 fv= 166 psi < OK 276 LL Defl. = 0.05 in L/ 1,440 Support 3.4 in Porch side with point load "A" 5 1/2x9 GLB Length = 6 ft Width = 5.500 in LL/TL = 0.80 Load = 200 plf Depth = 9.000 in LL DUR. = 1.00 Pt load = 6563 lb E = 1800 ksi R= 3882 lb V @ d = 3732 lb M= 10745 lb-ft fb = 1736 psi < OK 2400 TL Defl. = 0.10 in L/ 692 fv = 113 psi < OK 240 LL Defl. = 0.08 in L/ 952 Support 1.7 in Crawl space access door in garage 4x10 HF#1 Length = 2.5 ft Width = 3.500 in LL/TL = 0.80 Load = 400 plf Depth = 9.250 in LL DUR. = 1.00 Pt load = 4512 lb E = 1500 ksi R= 2756 lb V @ d = 2448 lb M= 3133 lb-ft fb = 753 psi < OK 1170 TL Defl. = 0.01 in L/ 3,268 fv = 113 psi < OK 150 LL Defl. = 0.01 in L/ 4,494 Support 1.9 in Voelker Engineering, Inc. 02/22/16 Job# 12028.1 • , Simple span beams Sheet LF1 Crawl space beam 4x8 HF#1 Length = 3.5 ft Width = 3.500 in LL/TL = 0.80 Load = 375 plf Depth = 7.250 in LL DUR. = 1.00 Pt load = 0 lb E = 1500 ksi R= 656 lb V @ d = 430 lb M= 574 lb-ft fb= 225 psi < OK 1268 TL Defl. = 0.01 in L/ 5,028 fv = 25 psi < OK 150 LL Defl. = 0.01 in L/ 6,913 Support 0.5 in 608 State Street Sheet RW2 Kirkland,WA 98033 Wall Height= 4.83 ft • Retaining Wall,Ver 2.0 INPUT DATA Stem H = 4.00 (ft) F'c= 2500 (psi) Stem T= 8.00 (in) Fy= 40 (ksi) Ftg. Th= 10.00 (in) EFP 35 (pcf) Ftg Width= 2.50 (ft) Passive= 250 (pcf) MRF= o.00 Toe= 0.92 (ft) Surch. = 0 (psf) At 0 (ft) Heel= 0.91 (ft) Coef F= 0.35 Friction H1 = 0.50 (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 1.85 Resist. Friction 0.43 - Resist. Passive 0.22 - S.F.= 2.81 <--- S.F.= 1.59 <-- Soil Pressure 0.82 (ksf) <-- Resultant is Inside Kern 0 Design Moment in Stem Max% = 0.0232 H = 0.00 (ft) #4 © 70.6 in o.c. Steel %= 0.0005 D= 6.25 (in) #5© 109.4 in o.c. Mu= 0.63 (k-ft) #6© 155.3 in o.c. Req'd As 0.03 (in^2/ft) H = 2.00 (ft) #4 @ 566.9 in o.c. Steel %= 0.0001 D= 6.25 (in) #5 @ 878.7 in o.c. Mu= 0.08 (k-ft) #6 @ 1247.1 in o.c. Req'd As 0.00 (in^2/ft) Design Moment in Heel D= 7.75 (in) #4 @ 250.2 in o.c. Steel %= 0.0001 Mu= 0.22 (k-ft) #5 @ 387.8 in o.c. Req'd As 0.01 (inA2/ft) #6 @ 550.4 in o.c. #7 @ 750.5 in o.c. Design Moment in Toe D= 6.75 (in) #4 @ 111.0 in o.c. Steel %= 0.0003 • Mu= 0.44 (k-ft) #5 @ 172.0 in o.c. Req'd As 0.02 (inA2/ft) #6© 244.1 in o.c. Longitudinal Footing Reinforcement Minimum Steel Requirements .001 x Area of Footing Required As= 0.30 in^2 1.5 #4 bars /GSk 608 State Street Sheet RW3 - Kirkland,WA 98033 Wall Height= 5.83 ft • Retaining Wall,Ver 2.0 INPUT DATA Stem H= 5.00 (ft) Fc= 2500 (psi) Stem T= 8.00 (in) Fy= 40 (ksi) Ftg. Th= 10.00 (in) EFP 35 (pcf) Ftg Width= 2.50 (ft) Passive= 250 (pcf) MRF= 0.00 Toe= 1.00 (ft) Surch. = 0 (psf) At 0 (ft) Heel= 0.83 (ft) Coef F= 0.35 Friction H1 = 1.00 (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 2.20 Resist. Friction 0.51 - Resist. Passive 0.42 - S.F.= 1.90 <-- S.F.= 1.56 <-- Soil Pressure 1.35 (ksf) <--- Resultant is Outside Kern . Design Moment in Stem Max% = 0.0232 H = 0.00 (ft) #4 © 36.0 in o.c. Steel%= 0.0009 D= 6.25 (in) #5© 55.8 in o.c. Mu= 1.24 (k-ft) #6© 79.2 in o.c. Req'd As 0.07 (inA2/ft) H = 2.00 (ft) #4 © 167.8 in o.c. Steel%= 0.0002 D= 6.25 (in) #5 @ 260.0 in o.c. Mu= 0.27 (k-ft) #6© 369.1 in o.c. Req'd As 0.01 (in"2/ft) Design Moment in Heel D= 7.75 (in) #4© 160.3 in o.c. Steel%= 0.0002 Mu= 0.35 (k-ft) #5 @ 248.4 in o.c. Req'd As 0.01 (in"2/ft) #6 © 352.6 in o.c. #7 © 480.8 in o.c. Design Moment in Toe D= 6.75 (in) #4 @ 60.4 in o.c. Steel%= 0.0005 Mu= 0.80 (k-ft) #5© 93.6 in o.c. Req'd As 0.04 (in"2/ft) #6© 132.8 in o.c. Longitudinal Footing Reinforcement Minimum Steel Requirements .001 x Area of Footing Required As= 0.30 inA2 1.5 #4 bars 608 State Street Sheet Kirkland,WA 98033 RW4 Wall Height= 7.00 ft S Retaining Wall,Ver 2.0 INPUT DATA Stem H = 6.00 (ft) Fc= 2500 (psi) Stem T= 8.00 (in) Fy= 40 (ksi) Ftg. Th= 12.00 (in) EFP 35 (pcf) Ftg Width= 3.25 (ft) Passive= 250 (pcf) MRF= 0.00 Toe= 1.00 (ft) Surch. = 0 (psf) At 0 (ft) Heel= 1.58 (ft) Coef F= 0.35 Friction H1 = 1.00 (ft) Axial P= 0.00 (kips) Key= 0.00 (in) Soil wt= 125 (pcf) OUTPUT Overturning Moment 2.00 (k-ft) Horz Sliding Force 0.86 (kips) Resisting Moment 4.57 Resist. Friction 0.84 - Resist. Passive 0.50 - S.F.= 2.29 <- S.F.= 1.56 <-- Soil Pressure 1.49 (ksf) <--- Resultant is Outside Kern ipDesign Moment in Stem Max% = 0.0232 H = 0.00 (ft) #4© 20.7 in o.c. Steel %= 0.0015 D= 6.25 (in) #5 @ 32.1 in o.c. Mu= 2.14 (k-ft) #6© 45.5 in o.c. Req'd As 0.12 (in^2/ft) H = 2.00 (ft) #4 @ 70.6 in o.c. Steel %= 0.0005 D= 6.25 (in) #5 @ 109.4 in o.c. Mu = 0.63 (k-ft) #6 @ 155.3 in o.c. Req'd As 0.03 (inA2/ft) Design Moment in Heel D= 9.75 (in) #4 @ 59.5 in o.c. Steel%= 0.0003 Mu = 1.18 (k-ft) #5 @ 92.2 in o.c. Req'd As 0.04 (in^2/ft) #6© 130.8 in o.c. #7© 178.4 in o.c. Design Moment in Toe D= 8.75 (in) #4 @ 67.1 in o.c. Steel%= 0.0003 • 0.04 Mu= 0.94 (k-ft) #5 @103.9 in o.c. Req'd As (in^2/ft) #6 @ 147.5 in o.c. Longitudinal Footing Reinforcement Minimum Steel Requirements .001 x Area of Footing Required As= 0.47 inA2 2.3 #4 bars 608 State Street Sheet RW5 Kirkland,WA 98033 Wall Height= 8.00 ft 0 Retaining Wall,Ver 2.0 INPUT DATA Stem H = 7.00 (ft) F'c= 2500 (psi) Stem T= 8.00 (in) Fy= 40 (ksi) Ftg.Th= 12.00 (in) EFP 35 (pcf) Ftg Width= 4.00 (ft) Passive= 250 (pcf) MRF= 0.00 Toe= 1.00 (ft) Surch. = 0 (psf) At 0 (ft) Heel= 2.33 (ft) Coef F= 0.35 Friction H1 = 1.00 (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 7.98 Resist. Friction 1.21 - Resist. Passive 0.50 - S.F.= 2.67 <- S.F.= 1.53 <--- Soil Pressure 1.59 (ksf) <--- Resultant is Inside Kern • Design Moment in Stem Max% = 0.0232 H = 0.00 (ft) #4 @ 12.9 in o.c. Steel%= 0.0025 D= 6.25 (in) #5 © 20.0 in o.c. Mu= 3.40 (k-ft) #6© 28.4 in o.c. Req'd As 0.19 (in"2/ft) H = 2.00 (ft) #4 @ 36.0 in o.c. Steel%= 0.0009 D= 6.25 (in) #5© 55.8 in o.c. Mu= 1.24 (k-ft) #6 @ 79.2 in o.c. Req'd As 0.07 (in^2/ft) Design Moment in Heel D= 9.75 (in) #4 @ 30.4 in o.c. Steel%= 0.0007 Mu= 2.30 (k-ft) #5© 47.1 in o.c. Req'd As 0.08 (in"2/ft) #6© 66.8 in o.c. #7 @ 91.1 in o.c. Design Moment in Toe D= 8.75 (in) #4© 60.9 in o.c. Steel%= 0.0004 Mu= 1.03 (k-ft) #5 @ 94.4 in o.c. Req'd As 0.04 (in"2/ft) #6 @ 134.0 in o.c. Longitudinal Footing Reinforcement Minimum Steel Requirements.001 x Area of Footing Required As= 0.58 inA2 2.9 #4 bars 608 State Street Sheet RW6 Kirkland,WA 98033 Wall Height= 9.00 ft 111 Retaining Wall,Ver 2.0 INPUT DATA Stem H = 8.00 (ft) Fc= 2500 (psi) Stem T= 8.00 (in) Fy= 60 (ksi) Ftg. Th= 12.00 (in) EFP 35 (pcf) Ftg Width= 4.75 (ft) Passive= 250 (pcf) MRF= 0.00 Toe= 1.00 (ft) Surch. = 0 (psf) At 0 (ft) Heel= 3.08 (ft) Coef F= 0.35 Friction H1 = 1.00 (ft) Axial P= 0.00 (kips) Key= 0.00 (in) Soil wt= 125 (pcf) OUTPUT Overturning Moment 4.25 (k-ft) Horz Sliding Force 1.42 (kips) Resisting Moment 12.71 Resist. Friction 1.65 - Resist. Passive 0.50 - S.F.= 2.99 <- S.F.= 1.52 <-- Soil Pressure 1.73 (ksf) <- Resultant is Inside Kern • Design Moment in Stem Max% = 0.0134 H = 0.00 (ft) #4 @ 12.8 in o.c. Steel %= 0.0025 D= 6.25 (in) #5 @ 19.9 in o.c. Mu= 5.08 (k-ft) #6 @ 28.2 in o.c. Req'd As 0.19 (in^2/ft) H = 2.00 (ft) #4 @ 31.1 in o.c. Steel%= 0.0010 D= 6.25 (in) #5 @ 48.1 in o.c. Mu= 2.14 (k-ft) #6 @ 68.3 in o.c. Req'd As 0.08 (in^2/ft) Design Moment in Heel D= 9.75 (in) #4 @ 27.4 in o.c. Steel %= 0.0007 Mu = 3.80 (k-ft) #5 @ 42.5 in o.c. Req'd As 0.09 (in^2/ft) #6 @ 60.3 in o.c. . #7 @ 82.2 in o.c. Design Moment in Toe D= 8.75 (in) #4 @ 82.9 in o.c. Steel %= 0.0003 • Mu= 1.14 (k-ft) #5 @ 128.4 in o.c. Req'd As 0.03 (in^2/ft) #6 @ 182.3 in o.c. Longitudinal Footing Reinforcement Minimum Steel Requirements.001 x Area of Footing Required As= 0.68 inA2 3.4 #4 bars