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Voelker Engineering, Inc. 1911 116th Avenue NE, Bellevue, WA 98004 425-451-4946 DR Horton Plan B345 Summit Ridge Lot 159 Tigard, Oregon Structural Calculations '. January 11, 2016 JN 14085.1 Building Code: 2014 OSSC Snow load: 25psf Roof Dead load: 15psf Floor Live load: 40psf Floor Dead load: 10psf Wind: 120 mph Exposure B Seismic: Soil class D, Ss = 1.58 INDEX PAGES Lateral analysis L1-21 Roof framing R1 Upper floor framing UF1-4 Main floor framing MF1-3 Lower floor framing LF1 Foundations FTG1-2 Retaining walls RW1-5 Itk c cis 11.�'�, 4-44 5 1 Z..(/, 12 C3/4,4:14 Y 25, 14'<i '94Es vo ` `EXPIRES: 6125/1h Voelker Engineering, Inc. 1911 116t Avenue NE, Bellevue, WA 98004 425-451-4946 DR Horton Plan B345 Structural Calculations March 5, 2015 JN 14085.1 Building Code: 2014 OSSC Snow load: 25psf Roof Dead load: 15psf Floor Live load: 40psf Floor Dead load: 10psf Wind: 120 mph Exposure B Seismic: Soil class D, Ss = 1.58 INDEX PAGES Lateral analysis L1-21 Roof framing RI Upper floor framing UFI-4 Main floor framing MFI-3 Lower floor framing LF1 Foundations FTGI-2 Retaining walls RW1-5 r ^ r Voelker Engineering, Inc. 03/04/15 Job 14085.1 1911 116th Avenue NE Page L1 Bellevue,WA 98004 DR Horton Plan B345 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 • V2 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 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 14085.1 ASCE7-10.xls Voelker Engineering, Inc. 03/04/15 Job 14085.1 1911 116th Avenue NE Page L2 Bellevue,WA 98004 DR Horton Plan B345 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 1 E 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- 14085.1 ASCE7-10.xls Voelker Engineering, Inc. 03/04/15 Job 14085.1 1911 116th Avenue NE Page L3 Bellevue,WA 98004 DR Horton Plan B345 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 14085.1 ASCE7-10.xls er , 03/04/15 Job 14085.1 V1oelk 1911 116thEngineeringAvenue NE Inc. Page L4 Bellevue,WA 98004 DR Horton Plan B345 Light Wood Frame Construction? y Mean Roof Height 33 ft Maximum Height 38 ft Building Width 33 ft Building Length 49 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 3.3 .4xHeight 13.2 .04xWidth 1.3 3.3 3.0 3.0 3.3 <--- End Zone Length= 3.3 ft End Zone Calculations-Left to right Direction .1xWidth 4.9 .4xHeight 13.2 .04xWidth 2.0 4.9 3.0 3.0 4.9 <--- End Zone Length= 4.9 ft 14085.1 ASCE7-10.xls Voelker Engineering, Inc. 03/04/15 Job 14085.1 1911 116th Avenue NE Page L5 Bellevue,WA 98004 DR Horton Plan B345 Wind Analysis FRONT TO REAR DIRECTION Building Width 33 ft Zone 1 Zone 2 Zone 3 Zone 4 Type 1 2 1 1 End Zone y n y y Height Width Height Width Height Width Height Width ft ft ft ft ft ft ft ft 38.0 12.5 38.0 9 38.0 12.5 38.0 0 28.0 11.5 28.0 9 28.0 11.5 28.0 0 19.0 11.5 19.0 9 19.0 11.5 19.0 0 9.0 5.5 9.0 5 9.0 5.5 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 1.66 2.80 12.89 0.00 1.66 2.80 1.66 2.80 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 12.89 18.53 Load to roof plate Vw= 3673 lb Load to upper floor plate Vw= 4272 lb Load to main floor plate Vw= 3344 lb Total= 11289 lb Minimum Design Wind Loads ASCE 7-10 Total Wind Load= 8592 lb OK 14085.1 ASCE7-10.xIs Voelker Engineering, Inc. 03/04/15 Job 14085.1 1911 116th Avenue NE Page L6 Bellevue,WA 98004 DR Horton Plan B345 Wind Analysis LEFT TO RIGHT DIRECTION Building Width 49 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 38.0 12.25 38.0 12.25 38.0 0 38.0 0 28.0 24.5 28.0 24.5 28.0 0 28.0 0 19.0 24.5 19.0 24.5 19.0 0 19.0 0 9.0 24.5 9.0 0 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= 6802 lb Load to upper floor plate Vw= 6525 lb Load to main floor plate Vw= 4980 lb Total = 18306 lb Minimum Design Wind Loads ASCE 7-10 Total Wind Load= 12348 lb OK 14085.1 ASCE7-10.xls Voelker Engineering, Inc. 03/04/15 Job 14085.1 1911 116th Avenue NE Page L7 Bellevue,WA 98004 DR Horton Plan B345 Lateral Analysis of Seismic forces(2012 IBC) Distribution of Building Weight Roof Area Weight Ave. height ft^2 psf ft 1600 12.6 28 Interior walls Wall Wt Wall Ht Wall L psf ft ft 6.5 8 160 Exterior walls Wall Wt Wall Ht Wall L psf ft ft 8 8 170 Upper Floor Area Weight Ave. height ft^2 psf ft 1520 10 19 Interior walls Wall Wt Wall Ht Wall L psf ft ft 6.5 9 85 Exterior walls Wall Wt Wall Ht Wall L psf ft ft 8 9 170 Main Floor Area Weight Ave. height ft^2 psf ft 2080 10 9 Interior walls Wall Wt Wall Ht Wall L psf ft ft 6.5 9 85 Exterior walls Wall Wt Wall Ht Wall L psf ft ft 8 9 60 14085.1 ASCE7-10.xls Voelker Engineering, Inc. 03/04/15 Job 14085.1 1911 116th Avenue NE Page L8 Bellevue,WA 98004 DR Horton Plan B345 Lateral Analysis of Seismic forces(2012 IBC) Soil Class= D le = 1.00 R = 6.50 Structure Height= 33 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 = 0.28 Seconds Cs Determination(ASCE 7) Sds/(R/le) 0.162 Sd1/(R/le)/T 0.307 Cs= 0.162 Ultimate Vs= 0.116 x Wt Working Stress Distribution of Shear to Stories Level Vs wx % Vs Roof 3445 96457.9 0.469 5285 <--- Upper floor 3869 73506 0.358 4028 <--- Main floor 3944 35492.2 0.173 1945 <--- Total 11257 205456 11257 lbs Redundancy Check rho max=1.00 Front/Rear rho max= 1.00 Left/Right 14085.1 ASCE7-10.xls Voelker Engineering, Inc. 03/04/15 Job 14085.1 1911 116th Avenue NE Page L9 Bellevue,WA 98004 DR Horton Plan B345 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 14085.1 ASCE7-10.xls Voelker Engineering, Inc. 03/04/15 Job 14085.1 1911 116th Avenue NE Page L10 Bellevue, WA 98004 DR Horton Plan B345 Sub-diaphragms-Front/Rear Zone 1 Zone 2 Zone 3 Zone 4 Roof 33 ft 0 ft 0 ft 0 ft Upper 33 ft 0 ft 0 ft 0 ft Main 33 ft 0 ft 0 ft 0 ft Force Distribution to Walls-Front/Rear Roof Plate Level Sum of Walls Total Grid 1 25 19 44 Grid 2 16 22 38 Grid 3 Grid 4 0 Grid 5 0 0 Trib. Vs Vw Wall Sum v Uplift Grid 1 16.5 2643 1837 44 60 plf OK Grid 2 16.5 2643 1837 38 70 plf OK Grid 3 0.0 0 0 0 Grid 4 0.0 0 0 0 Grid 5 0.0 0 0 0 Totals 33 5285 3673 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 14085.1 ASCE7-10.xls V1911oelker116th EngineeringAvenue , INEnc. 03/04/15 JobPage 14085.1L11 Bellevue,WA 98004 DR Horton Plan B345 Force Distribution to Walls-Front/Rear Upper Floor Plate Level Sum of Walls Total Grid 1 45 45 Grid 2 32 0 Grid 3 0 Grid 4 0 Grid 5 Trib. Vs Vw Wall Sum v Uplift Grid 1 16.5 4656 3973 45 103 plf P6 931 Grid 2 16.5 4656 3973 32 146 plf P6 1310 Grid 3 0.0 0 0 0 Grid 4 0.0 0 0 0 Grid 5 0.0 0 0 0 Totals 33 9313 7945 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 14085.1 ASCE7-10.xIs e Voelker Engineering, Inc. 03/04/15 1911 116th Avenue NE Job 14085.1 Bellevue, WA 98004 Page L12 DR Horton Plan B345 Force Distribution to Walls-Front/Rear Main Floor Plate Level Sum of Walls Grid 1 45 Total Grid 2 40 45 Grid 3 40 Grid 4 0 Grid 5 0 0 Trib. Vs Vw Wall Sum v Grid 1 16.5 5629 5645 45 Uplift 125 plf P6 112929 Grid 2 16.5 5629 5645 40 141 plf P6 1270 Grid 3 0 0 0 0 Grid 4 0 0 0 0 Grid 5 0 0 0 0 Totals 33 11257 11289 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 14085.1 ASCE7-10.xls 03/04/15 Job 14085.1 Voelker Engineering, Inc. Page L13 1911 116th Avenue NE Bellevue,WA 98004 DR Horton Plan B345 Sub-diaphragms-Left/Right Zone D Zone A Zone B Zone C Roof 49 ft 0 ft 0 ft 0 ft Upper 0 ft 0 ft 0 ft 0 ft Main 20 ft 20 ft 0 ft 0 ft Force Distribution to Walls-Left/Right Roof Plate Level Sum of Walls Total otal Grid A 4.5 13 12.617.5 Grid B 3.5 2.8 2.8 3.5 0 Grid C 0 Grid D 0 Grid E Trib. Vs Vw Wall Sum v Uplift Grid A 24.5 2643 3401 17.5 194 plf P6 1555 Grid B 24.5 2643 3401 12.6 270 plf NDS 4.3 P4 2159 P4 Grid C 0.0 0 0 0 Grid D 0.0 0 0 0 Grid E 0.0 0 0 0 Totals 49 5285 6802 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid A 4.5 680 0.13 1.00 Grid B 3.5 734 0.14 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 14085.1 ASCE7-10.xls Voelker Engineering, Inc. 03/04/15 Job 14085.1 1911 116th Avenue NE Page L14 Bellevue,WA 98004 DR Horton Plan B345 Force Distribution to Walls-Left/Right Upper Floor Plate Level Sum of Walls Total Grid A 6 4.4 5 15.4 Grid B 19 19 Grid C 0 Grid D Grid E 0 0 Trib. Vs Vw Wall Sum v Uplift Grid A 10.0 3538 4851 15.4 315 plf P4 2835 NDS 4.3 P6 Grid B 35.0 5775 8476 19 446 plf P4 4015 Grid C 0.0 0 0 0 Grid D 0.0 0 0 0 Grid E 0.0 0 0 0 Totals 45 9313 13327 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid A 6 1378 0.15 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 14085.1 ASCE7-10.xls Voelker Engineering, Inc. 03/04/15 Job 14085.1 608 State Street Page L15 Kirkland,Washington 98033 DR Horton Plan B345 Force Distribution to Walls-Left/Right Main Floor Plate Level Sum of Walls Total Grid A 8 3.6 11.6 Grid B 19 19 Grid C 32 32 Grid D 0 Grid E 0 Trib. Vs Vw Wall Sum v Uplift Grid A 10.0 4024 6096 11.6 525 plf P3 4729 NDS 4.3 P3 Grid B 20.0 6747 10966 19 577 plf P3 5194 Grid C 10.0 486 1245 32 39 plf OK Grid D 0.0 0 0 0 Grid E 0.0 0 0 0 Totals 40 11257 18306 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid A 3.6 1249 0.13 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 14085.1 ASCE7-10.xls YV S JOB VOELKER ENGINEERING, INC. L16 1911 116th Avenue NE SHEET NO. OF Bellevue, Washington 98004 CALCULATED BY DATE 17'24" rf/ 425-451-4946 r� • ) CHECKED BY DATE `L W /�( CV a. SCALE P C 'gyp- �b u�.rb� 0 • _ �- w x tit y . 4.5 13.4 • • _ _ : �!` • D fl • n, . • � • • ,4' 2 �D • . , . : . . :: R * = 2CS16 .2 _� I v • *. 6 ,. r •• • • __ ._._i r' �.+. l r4 . , I_•_ PRODUCT 204-1(Single SI dt)205.1(Padded) • 14/1,‘ ,/v�� JOB t VOELKER ENGINEERING, INC. SHEET NO. L 1 7 of 1911 116th Avenue NE � .. fr, l9e Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE P lell.,tt'r__ • T48 0 * MS r n - . * P4 * *- _.* . 2CS16 /1)t • H = HDU5 L 32 ekkl P6 ', '. Vt . :_..... ... ..�1... ........ ',....._. ._. _.. ._..__.. _ _._...... ., ......... _ ... _ _. • • PRODUCT 204-1(Ssge Sheets)205-1(Padded) JOB l4'1v61 , VOELKER ENGINEERING, INC. L Jg 1911 116th Avenue NE SHEET NO. OF Bellevue, Washington 98004 CALCULATED BY DATE 5.' /47 425-451-4946 CHECKED BY DATE J SCALE • v - o X C.) � , ' ,,,r, nb • PRODUCT 204-1(Single Stets)205-1(Padded) 1d �3.. JOB VOELKER ENGINEERING, INC. SHEET NO. L19. OF 1911 116th Avenue NEDATE 1 Ze L y?... jil Bellevue, Washington 98004 CALCULATED BY 425-451-4946 CHECKED BY DATE SCALE / i 1 I?�aH ', `7, c ((g'W`ice•. -' 1 �i ' p_. L( 1. ;• . ..` Q . L +� _ PRODUCT 204-1(Swale adds)205-11 1 Voelker Engineering, Inc. 03/05/15 Job 14085.1 1911 116th Avenue NE Page L20 Bellevue,WA 98004 DR Horton Plan B345 Sub-diaphragms-Front/Rear Zone 1 Zone 2 Zone 3 Zone 4 Roof 33 ft 0 ft 0 ft 0 ft Upper 33 ft 0 ft 0 ft 0 ft Main 33 ft 0 ft 0 ft 0 ft Force Distribution to Walls-Front/Rear Roof Plate Level Sum of Walls Total Grid 1 6.9 12 8 7.4 34.3 Grid 2 16 22 38 Grid 3 Grid 4 0 0 Grid 5 0 Trib. Vs Vw Wall Sum v Uplift Grid 1 16.5 2643 1837 34.3 77 plf OK Grid 2 16.5 2643 1837 38 70 plf OK Grid 3 0.0 0 0 0 Grid 4 0.0 0 0 0 Grid 5 0.0 0 0 0 Totals 33 5285 3673 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid 1 7.4 570 0.11 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 14085.1 ASCE7-10 Voelker Engineering, Inc. 03/05/15 Job 14085.1 1911 116th Avenue NE Page L21 Bellevue,WA 98004 DR Horton Plan B345 Force Distribution to Walls-Front/Rear Upper Floor Plate Level Sum of Walls Total Grid 1 26.5 7.8 34.3 Grid 2 32 32 Grid 3 0 Grid 4 0 Grid 5 0 Trib. Vs Vw Wall Sum v Uplift Grid 1 16.5 4656 3973 34.3 136 plf P6 1222 Grid 2 16.5 4656 3973 32 146 plf P6 1310 Grid 3 0.0 0 0 0 Grid 4 0.0 0 0 0 Grid 5 0.0 0 0 0 Totals 33 9313 7945 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid 1 7.8 1059 0.11 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 14085.1 ASCE7-10 # SimpleVoelker spanEngineeringbeams, Inc. SheetJob R114085 Rear header 4x10 HF#1 Length = 6.25 ft Width = 12/24/14 3.500 in LL/TL= 0.63 Load = 920 plf Depth = 9.250 in LL DUR. = 1.15 Pt load = 0 lb E = 1500 ksi Rep= 1.00 R= 2875 lb V @ d = 2166 lb M= 4492 lb-ft fb= 1080 psi < OK 1346 TL Defl. = 0.11 in L/ 694 fv= 100 psi < OK 173 LL Defl. = 0.06 in L/ 1,305 Support 2.0 in Rear header 4x6 HF#1 Length = 3.25 ft Width = 3.500 in LL/TL= 0.63 Load = 920 plf Depth = 5.500 in LL DUR. = 1.15 Pt load= 0 lb E = 1500 ksi Rep= 1.00 R= 1495 lb V @ d = 1073 lb M= 1215 lb-ft fb= 826 psi < OK 1458 TL Defl. = 0.04 in U 1,037 fv= 84 psi <OK 173 LL Defl. = 0.02 in U 1,951 Support 1.1 in Voelker Engineering, Inc. 01/03/15 Job# 14085 beams Sheet UF1 Typ.Simple Floorspan joists 2x12 HF#2 (a�16"o.c. Length = 17.33 ft Width= 1.500 in LL/TL= 0.80 Load = 66 plf Depth = 11.250 in LL DUR. = 1.00 Pt load = 0 lb E = 1300 ksi Rep = 1.15 R= 572 lb V @ d = 510 lb M= 2478 lb-ft fb= 940 psi < OK 978 TL Defl. = 0.64 in U 327 fv= 45 psi < OK 173 LL Defl. = 0.46 in L/ 449 Support 0.9 in Beam over kitchen 6 3/4x16 1/2 GLB Length = 20 ft Width= 6.750 in LL/TL= 0.80 Load = 800 plf Depth = 16.500 in LL DUR. = 1.00 Pt load= 0 lb E = 1800 ksi Rep= 1.00 R= 8000 lb V @ d = 6900 lb M= 40000 lb-ft fb = 1655 psi < OK 2400 TL Defl. = 0.70 in L/ 345 fv= 93 psi< OK 240 LL Defl. = 0.51 in U 474 Support 2.9 in Beam over stairs 5 112x9 GLB Length = 11.5 ft Width= 5.500 in LL/TL= 0.80 Load = 375 plf Depth= 9.000 in LL DUR. = 1.00 Pt load = 0 lb E = 1800 ksi Rep = 1.00 R= 2156 lb V @ d= 1875 lb M= 6199 lb-ft fb= 1002 psi < OK 2400 TL Defl. = 0.27 in L/ 511 fv= 57 psi< OK 240 LL Defl. = 0.20 in L/ 703 Support 1.0 in Beam over garage 5 112x16 1/2 GLB Length = 20 ft Width= 5.500 in LUTL= 0.80 Load = 500 plf Depth= 16.500 in LL DUR. = 1.00 Pt load = 0 lb E = 1800 ksi Rep= 1.00 R= 5000 lb V @ d= 4313 lb M= 25000 lb-ft fb= 1244 psi < OK 2400 TL Defl. = 0.53 in L/ 449 fv= 71 psi < OK 240 LL Defl. = 0.39 in U 618 Support 2.2 in • • # SimpleVoelker spanEngineeringbeams, Inc. SheetJob UF214085 Beam over hall 4x10 HF#1 Length= 6 ft Width = 12/24/14 3.500 in LL/TL= 0.80 Load = 550 plf Depth = 9.250 in LL DUR. = 1.00 Pt load= 0 lb E = 1500 ksi Rep= 1.00 R= 1650 lb V @ d = 1226 lb M= 2475 lb-ft fb = 595 psi < OK 1170 TL Defl. = 0.05 in L/ 1,413 N= 57 psi < OK 150 LL Defl. = 0.04 in L/ 1,943 Support 1.2 in "A"front of garage under ext.wall 5 1/2x10 1/2 GLB Length = 10 ft Width = 5.500 in LL/TL= 0.63 Load = 1020 plf Depth = 10.500 in LL DUR. = 1.15 Pt load= 0 lb E = 1800 ksi Rep= 1.00 R= 5100 lb V @ d = 4208 lb M= 12750 lb-ft fb = 1514 psi < OK 2760 TL Defl. = 0.28 in L/ 421 N= 109 psi < OK 276 LL Defl. = 0.15 in U 793 Support 2.3 in "A"front of garage at corner 3 1/2x10 1/2 GLB Length = 6 ft Width = 3.500 in LL/TL= 0.63 Load = 100 plf Depth= 10.500 in LL DUR. = 1.15 Pt load = 5100 lb E = 1800 ksi Rep= 1.00 R= 2850 lb V @ d = 2763 lb M= 8100 lb-ft fb = 1511 psi < OK 2760 TL Defl. = 0.08 in L/ 867 fv= 113 psi < OK 276 LL Defl. = 0.04 in L/ 1,631 Support 2.0 in "A"front under GT 6 3/4x10 1/2 GLB Length= 6 ft Width = 6.750 in LL/TL= 0.63 Load = 100 plf Depth = 10.500 in LL DUR. = 1.15 Pt load = 15200 lb E = 1800 ksi Rep= 1.00 R= 7900 lb V @ d= 7813 lb M= 23250 lb-ft fb= 2249 psi <OK 2760 TL Defl. = 0.12 in L/ 588 N= 165 psi <OK 276 LL Defl. = 0.07 in U 1,106 Support 2.9 in Voelker Engineering, Inc. 12/24/14 Job# 14085 Simple span beamsSheet UF3 Garage door header 5 112x16 1/2 GLB Length = 16.5 ft Width = 5.500 in LL/TL= 0.63 Load = 400 plf Depth= 16.500 in LL DUR. = 1.15 Pt load = 7900 lb E = 1800 ksi Rep= 1.00 R= 7250 lb V @ d = 6700 lb M= 46200 lb-ft fb = 2255 psi < OK 2760 TL Defl. = 0.62 in L/ 318 fv= 111 psi < OK 276 LL Defl. = 0.33 in U 599 Support 3.3 in Beam over front porch roof 5 1/2x18 GLB Length = 20 ft Width= 5.500 in LL/TL= 0.63 Load = 250 plf Depth = 18.000 in LL DUR. = 1.15 Pt load = 7900 lb E = 1800 ksi Rep= 1.00 R= 6450 lb V @ d = 6075 lb M= 52000 lb-ft fb= 2193 psi <OK 2760 TL Defl. = 0.78 in L/ 307 fv= 92 psi < OK 276 LL Defl. = 0.42 in U 577 Support 2.9 in Beam over entry porch 5 1/2x9 GLB Length= 11.5 ft Width= 5.500 in LL/TL= 0.80 Load = 350 plf Depth = 9.000 in LL DUR. = 1.00 Pt load= 0 lb E = 1800 ksi Rep= 1.00 R= 2013 lb V @ d = 1750 lb M= 5786 lb-ft fb = 935 psi < OK 2400 TL Defl. = 0.25 in U 548 fv= 53 psi < OK 240 LL Defl. = 0.18 in U 753 Support 0.9 in Rear window header 5 1/2x9 GLB Length = 6.25 ft Width= 5.500 in LL/TL= 0.63 Load = 1370 plf Depth = 9.000 in LL DUR. = 1.15 Pt load = 0 lb E = 1800 ksi Rep= 1.00 R= 4281 lb V @ d = 3254 lb M= 6689 lb-ft fb = 1081 psi < OK 2760 TL Defl. = 0.09 in U 809 fv= 99 psi < OK 276 LL Defl. = 0.05 in U 1,522 Support 1.9 in • • • Voelker Engineering, Inc. 01/03/15 Job# 14085 Simple span beams Sheet UF4 "B"front of garage 4x12 HF#1 Length = 10.25 ft Width = 3.500 in LUTL= 0.80 Load= 320 plf Depth = 11.250 in LL DUR. = 1.00 Pt load = 0 lb E = 1500 ksi Rep= 1.00 R= 1640 lb V @ d = 1340 lb M= 4203 lb-ft fb = 683 psi < OK 1073 TL Defl. = 0.14 in L/ 876 fv= 51 psi < OK 150 LL Defl. = 0.10 in L/ 1,205 Support 1.2 in "B"front of garage 5 1/2x13 1/2 GLB Length = 20 ft Width = 5.500 in LUTL = 0.63 Load = 170 plf Depth = 13.500 in LL DUR. = 1.15 Pt load = 1640 lb E = 1800 ksi Rep= 1.00 R= 2520 lb V @ d = 2329 lb M= 16700 lb-ft fb= 1216 psi < OK 2760 TL Defl. = 0.63 in L/ 379 fv= 47 psi< OK 276 LL Defl. = 0.34 in L/ 713 Support 1.1 in "B"garage door 5 1/2x13 1/2 GLB Length = 16.5 ft Width = 5.500 in LUTL = 0.80 Load = 400 plf Depth = 13.500 in LL DUR. = 1.00 Pt load= 500 lb E = 1800 ksi R= 3550 lb V @ d = 3100 lb Rep = 1.00 M= 15675 lb-ft fb= 1126 psi < OK 2400 TL Defl. = 0.41 in L/ 488 fv= 63 psi< OK 240 LL Defl. = 0.29 in L/ 672 Support 1.6 in Side dining window header 4x8 HF#1 Length = 5.25 ft Width= 3.500 in LUTL= 0.80 Load = 500 plf Depth = 7.250 in LL DUR. = 1.00 Pt load = 0 lb E = 1500 ksi R= 1313 1b V @ d = 1010 Ib Rep= 1.00 M= 1723 lb-ft fb = 674 psi <OK 1268 TL Defl. = 0.06 in L/ 1,117 fv= 60 psi<OK 150 LL Defl. = 0.04 in U 1,536 Support 0.9 in 14085.1 . . MF1 BeamChek v2014 licensed to: Voelker Engineering Reg#8111-1879 Rear window headers Date: 3/05/15 Selection 5-1/8x 9 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=5.5 in2 R2=4.6 in2 (1.5)DL Defl= 0.05 in Recom Camber=0.08 in Data Beam Span 6.25 ft Reaction 1 LL 1910# Reaction 2 LL 1510# Beam Wt per ft 11.21 # Reaction 1 TL 3607# Reaction 2 TL 2985# Bm Wt Included 70# Maximum V 3607# Max Moment 6371 '# Max V(Reduced) 2850# TL Max Defl L/240 TL Actual Defl L/769 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 69.19 46.13 0.10 0.04 Critical 27.70 15.49 0.31 0.21 Status OK OK OK OK Ratio 40% 34% 31% 20% Fb(psi) Fv(psi) E(psi x mil) Fc±(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2760 276 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform TL: 170 =A Point LL Point TL Distance Par Unif LL Par Unif TL Sta0rt End 1 1300 B=2100 4.0 530 H=840 H 1 I Uniform Load A Pt loads: I B R1 =3607 R2=2985 SPAN=6.25 FT Uniform and partial uniform loads are lbs per lineal ft. JOB VOELKER ENGINEERING, INC. M F2 1911 113HEETNO. OF Bellevue, W6thashingtonAvenue 98004NE CALCULATED BY DATE 1/ • 13-1 425-451-4946 CHECKED BY DATE SCALE C jF� �, P L 4b I pix • P 1� 1 .1.,,.4. 4 r c,7 e‘. • �- f3 • • • •mac. ..... s.4 ti k r ;_ L'v....... 1aF ! ; ; ; I ; z 7 : j1. : :: : ; , i. 1 i eiji, ! , ,,,,,, ,..! .. Vic. , ` eek 'S . 17� ;e 17_._ .5 ( `v S ...._s 6 7 • ji � fi - 6.2 i • I •. PRODUCT 2044 , .„ Voelker Engineering, Inc. 11/13/12 Job# MF3 Simple span beams Sheet Garage beams 5 118x10 1/2 GLB Length = 10 ft Width= 5.125 in LL/TL= 0.80 Load = 800 plf Depth = 10.500 in LL DUR. = 1.00 Pt load = 0 lb E = 1800 ksi Rep= 1.00 R= 4000 lb V @ d = 3300 lb M= 10000 lb-ft fb = 1274 psi < OK 2400 TL Defl. = 0.22 in L/ 539 fv= 92 psi < OK 240 LL Dell. = 0.16 in L/ 742 Support 1.9 in Garage beams 5 118x10 1/2 GLB Length = 10 ft Width= 5.125 in LL/TL= 0.80 Load = 400 plf Depth = 10.500 in LL DUR. = 1.00 Pt load = 3000 lb E = 1800 ksi R= 3500 lb V @ d = 3150 lb M= 12500 lb-ft fb= 1593 psi < OK 2400 TL Defl. = 0.24 in L/ 490 fv= 88 psi < OK 240 LL Defl. = 0.18 in L/ 674 Support 1.7 in Garage Joists (2) 2x10 HF#2 Length = 7.75 ft Width= 3.000 in LL/TL= 0.80 Load = 67 plf Depth = 9.250 in LL DUR. = 1.00 Pt load = 1000 lb E = 1300 ksi R= 760 lb V @ d = 708 lb M= 2441 lb-ft fb= 685 psi < OK 935 TL Defl. = 0.09 in L/ 980 fv= 38 psi < OK 150 LL Defl. = 0.07 in L/ 1,347 Support 0.6 in Garage Joists (2) 2x10 HF#2 Length= 7.75 ft Width = 3.000 in LL/TL= 0.63 Load = 134 plf Depth = 9.250 in LL DUR. = 1.15 Pt load= 0 lb E = 1300 ksi R= 519 lb V @ d= 416 lb M= 1006 lb-ft fb= 282 psi <OK 1075 TL Defl. = 0.05 in L/ 1,856 fv= 22 psi <OK 173 LL Defl. = 0.03 in L/ 3,491 Support 0.4 in Vpelker Engineering, Inc. 03/05/15 Job# 14085.1 Simple span beams Sheet LF1 Typ. Beam 4x8 HF#1 Length = 7.00 ft Width = 3.500 in LL/TL= 0.80 Load = 500 plf Depth = 7.250 in LL DUR. = 1.00 Pt load = 0 lb E = 1500 ksi Rep = 1.00 R= 1750 lb V@d = 1448 lb M= 3063 lb-ft fb = 1199 psi <OK 1268 TL Defl. = 0.18 in L/ 471 fv= 86 psi < OK 150 LL Defl. = 0.13 in L/ 648 Support 1.2 in Beam under bearing wall (2) 2x10 HF#2 Length = 5.00 ft Width = 3.000 in LL/TL= 0.80 Load = 800 plf Depth= 9.250 in LL DUR. = 1.00 Pt load = 0 lb E = 1300 ksi Rep= 1.00 R= 2000 lb V @ d = 1383 lb M= 2500 lb-ft fb= 701 psi <OK 935 TL Defl. = 0.05 in L/ 1,247 fv= 75 psi <OK 150 LL Defl. = 0.03 in L/ 1,715 Support 1.6 in Voelker Engineering, Inc. 03/05/15 Job# 14085.1 •• ' . Simple span beams Sheet FTG1 Footing at rear beam line Allowable bearing 1500 psf Span= 6.5 ft Load w= 500 plf Load p= 0 lb 24"dia Round footing Reaction = 3250 lb Allow P = 4710 lb Footing under bearing wall Span= 5 ft Load w= 800 plf Load p= 0 lb 24"dia Round footing Reaction = 4000 lb Allow P = 4710 lb Footing at beam intersection Span= 0 ft Load w= 0 plf Load p= 7000 lb 30"dia Round footing Reaction = 7000 lb Allow P = 7365 lb JOB /Wei tJ 5. VOELKER ENGINEERING, INC. . 1911 116th Avenue NE SHEET NO. OF Bellevue, Washington 98004 CALCULATED BY DATE 11'. 2 • ' /T 425-451-4946 CHECKED BY DATE SCALE • 11 /t.r f' 72'C7 4/ Z fl K t O #4 tf it pqe ilted 660 fr /4'oraf 13 4* - - 640 11-1-e 1-• dr"' ;i/o 5 PRODUCT 2041(Single Sheets)205-1(Padded) Voelker Engineering, Inc. 6/13/2012 Job RW1 ° ' ' 1911 116th Avenue NE Sheet Bellevue,WA 98004 4.83 ft I I Wall Height= Retaining Wall,Ver 2.0 INPUT DATA Stem H = 4.00 (ft) F'c= 2500 (psi) Stem T= 8.00 (in) Fy= 60 (ksi) Heel= 12.00 (in) EFP 40 (pcf) °A0 Toe= 10.00 (in) Passive= 250 (pcf) MRF= o.0 0 Ftg. Th= 10.00 (in) Surch. = 0 (psf) At 0 (ft) Ftg Width= 2.50 (ft) Coef F= 0.45 Friction H1 = 0.00 (ft) Axial P= 0.00 (kips) Key= 0.00 (in) Soil wt= 125 (pcf) OUTPUT Overturning Moment 0.75 (k-ft) Horz Sliding Force 0.47 (kips) Resisting Moment 1.86 Resist. Friction 0.55 - Resist. Passive 0.09 - S.F.= 2.47 <--- S.F.= 1.35 <--- Soil Pressure 0.88 (ksf) <--- Resultant is Inside Kern Design Moment in Stem Max% = 0.0134 H = 0.00 (ft) #4 @ 88.9 in o.c. Steel %= 0.0004 D = 6.00 (in) #5 @ 137.7 in o.c. Mu = 0.73 (k-ft) #6 @ 195.5 in o.c. Req'd As 0.03 (inA2/ft) H = 2.00 (ft) #4 @ 714.2 in o.c. Steel %= 0.0000 D= 6.00 (in) #5 @ 1107.0 in o.c. Mu = 0.09 (k-ft) #6 @ 1571.2 in o.c. Req'd As 0.00 (inA2/ft) Design Moment in Heel D= 7.75 (in) #4 @ 278.1 in o.c. Steel %= 0.0001 Mu = 0.30 (k-ft) #5 @ 431.0 in o.c. Req'd As 0.01 (inA2/ft) #6 @ 611.8 in o.c. #7 @ 834.2 in o.c. Design Moment in Toe D = 6.75 (in) #4 @ 188.9 in o.c. Steel %= 0.0002 Mu = 0.38 (k-ft) #5 @ 292.8 in o.c. Req'd As 0.01 (inA2/ft) #6 @ 415.6 in o.c. Longitudinal Footing Reinforcement Minimum Steel Requirements .001 x Area of Footing Required As= 0.30 inA2 1.5 #4 bars •Voelker Engineering, Inc. 6/13/2012 Job RW2 1911 116th Avenue NE Sheet Bellevue, WA 98004 IWall 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 40 (pcf) ok Toe= 12.00 (in) Passive= 250 (pcf) MRF= 0.00 Ftg. Th= 10.00 (in) Surch. = 0 (psf) At 0 (ft) Ftg Width= 3.00 (ft) Coef F= 0.45 Friction H1 = 0.00 (ft) Axial P= 0.00 (kips) Key= 0.00 (in) Soil wt= 125 (pcf) OUTPUT Overturning Moment 1.32 (k-ft) Horz Sliding Force 0.68 (kips) Resisting Moment 3.17 Resist. Friction 0.77 - Resist. Passive 0.09 - S.F.= 2.40 <--- S.F.= 1.26 <--- Soil Pressure 1.04 (ksf) <--- Resultant is Inside Kern Design Moment in Stem Max% = 0.0134 H = 0.00 (ft) #4 @ 45.3 in o.c. Steel %= 0.0007 D = 6.00 (in) #5 @ 70.2 in o.c. Mu = 1.42 (k-ft) #6 @ 99.6 in o.c. Req'd As 0.05 (inA2/ft) H = 2.00 (ft) #4 @ 211.3 in o.c. Steel % = 0.0002 D= 6.00 (in) #5 @ 327.5 in o.c. Mu = 0.31 (k-ft) #6 @ 464.8 in o.c. Req'd As 0.01 (inA2/ft) Design Moment in Heel D= 7.75 (in) #4 @ 130.3 in o.c. Steel %= 0.0002 Mu = 0.64 (k-ft) #5 @ 202.0 in o.c. Req'd As 0.02 (inA2/ft) #6 @ 286.7 in o.c. #7 @ 390.9 in o.c. Design Moment in Toe D= 6.75 (in) #4 @ 110.5 in o.c. Steel % = 0.0003 Mu = 0.66 (k-ft) #5 @ 171.3 in o.c. Req'd As 0.02 (inA2/ft) #6 @ 243.1 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. 6/13/2012 Job RW3 • ' , • , 1911 116th Avenue NE Sheet Bellevue,WA 98004 I Wall Height= 6.83 ft I 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= 22.00 (in) EFP 40 (pcf) ok Toe= 12.00 (in) Passive= 250 (pcf) MRF= o.0 0 Ftg. Th= 10.00 (in) Surch. = 0 (psf) At 0 (ft) Ftg Width= 3.50 (ft) Coef F= 0.45 Friction H1 = 0.00 (ft) Axial P= 0.00 (kips) Key= 0.00 (in) Soil wt= 125 (pcf) OUTPUT Overturning Moment 2.13 (k-ft) Horz Sliding Force 0.93 (kips) Resisting Moment 5.12 Resist. Friction 1.09 - Resist. Passive 0.09 - S.F.= 2.41 <--- S.F.= 1.26 <--- Soil Pressure 1.29 (ksf) <--- Resultant is Inside Kern Design Moment in Stem Max°A) = 0.0134 H = 0.00 (ft) #4 @ 26.0 in o.c. Steel %= 0.0013 D = 6.00 (in) #5 @ 40.3 in o.c. Mu = 2.45 (k-ft) #6 @ 57.2 in o.c. Req'd As 0.09 (inA2/ft) H = 2.00 (ft) #4 @ 88.9 in o.c. Steel%= 0.0004 D = 6.00 (in) #5 @ 137.7 in o.c. Mu = 0.73 (k-ft) #6 @ 195.5 in o.c. Req'd As 0.03 (inA2/ft) Design Moment in Heel D = 7.75 (in) #4 @ 61.2 in o.c. Steel % = 0.0004 Mu = 1.36 (k-ft) #5 @ 94.8 in o.c. Req'd As 0.04 (inA2/ft) #6 @ 134.5 in o.c. #7 @ 183.5 in o.c. Design Moment in Toe D= 6.75 (in) #4 @ 88.0 in o.c. Steel %= 0.0003 Mu = 0.82 (k-ft) #5 @ 136.4 in o.c. Req'd As 0.03 (inA2/ft) #6 @ 193.6 in o.c. Longitudinal Footing Reinforcement Minimum Steel Requirements .001 x Area of Footing Required As= 0.42 inA2 2.1 #4 bars a V©elker Engineering, Inc. 6/13/2012 Job RW4 1911 116th Avenue NE Sheet Bellevue, WA 98004 IWall Height= 8.00 ft I 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= 28.00 (in) EFP 40 (pcf) % Toe= 12.00 (in) Passive= 250 (pcf) MRF= 0.00 Ftg. Th= 12.00 (in) Surch. = 0 (psf) At 0 (ft) Ftg Width= 4.00 (ft) Coef F= 0.45 Friction H1 = 0.00 (ft) Axial P= 0.00 (kips) Key= 0.00 (in) Soil wt= 125 (pcf) OUTPUT Overturning Moment 3.41 (k-ft) Horz Sliding Force 1.28 (kips) Resisting Moment 7.92 Resist. Friction 1.50 - Resist. Passive 0.13 - S.F.= 2.32 <--- S.F.= 1.27 <--- Soil Pressure 1.65 (ksf) <--- Resultant is Inside Kern Design Moment in Stem Max% = 0.0134 H = 0.00 (ft) #4 @ 16.2 in o.c. Steel °A)= 0.0021 D = 6.00 (in) #5 @ 25.1 in o.c. Mu = 3.89 (k-ft) #6 @ 35.6 in o.c. Req'd As 0.15 (inA2/ft) H = 2.00 (ft) #4 @ 45.3 in o.c. Steel %= 0.0007 D= 6.00 (in) #5 @ 70.2 in o.c. Mu = 1.42 (k-ft) #6 @ 99.6 in o.c. Req'd As 0.05 (inA2/ft) Design Moment in Heel D = 9.75 (in) #4 @ 39.8 in o.c. Steel % = 0.0005 Mu = 2.63 (k-ft) #5 @ 61.7 in o.c. Req'd As 0.06 (inA2/ft) #6 @ 87.6 in o.c. #7 @ 119.4 in o.c. Design Moment in Toe D= 8.75 (in) #4 @ 88.7 in o.c. Steel % = 0.0003 Mu = 1.06 (k-ft) #5 @ 137.5 in o.c. Req'd As 0.03 (inA2/ft) #6 @ 195.2 in o.c. Longitudinal Footing Reinforcement Minimum Steel Requirements .001 x Area of Footing Required As= 0.58 inA2 2.9 #4 bars Voelker Engineering, Inc. 6/13/2012 Job RW5 1911 116th Avenue NE Sheet Bellevue,WA 98004 Wall Height= 9.00 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= 36.00 (in) EFP 40 (pcf) % Toe= 13.00 (in) Passive= 250 (pcf) MRF= o.00 Ftg. Th= 12.00 (in) Surch. = 0 (psf) At 0 (ft) Ftg Width= 4.75 (ft) Coef F= 0.45 Friction H1 = 0.00 (ft) Axial P= 0.00 (kips) Key= 0.00 (in) Soil wt= 125 (pcf) OUTPUT Overturning Moment 4.86 (k-ft) Horz Sliding Force 1.62 (kips) Resisting Moment 12.58 Resist. Friction 2.03 - Resist. Passive 0.13 - S.F.= 2.59 <--- S.F.= 1.33 <--- Soil Pressure 1.75 (ksf) <--- Resultant is Inside Kern Design Moment in Stem Max% = 0.0134 H = 0.00 (ft) #4 @ 10.7 in o.c. Steel %= 0.0031 D= 6.00 (in) #5 @ 16.5 in o.c. Mu = 5.80 (k-ft) #6 @ 23.5 in o.c. Req'd As 0.22 (inA2/ft) H = 2.00 (ft) #4 @ 26.0 in o.c. Steel %= 0.0013 D= 6.00 (in) #5 @ 40.3 in o.c. Mu = 2.45 (k-ft) #6 @ 57.2 in o.c. Req'd As 0.09 (inA2/ft) Design Moment in Heel D= 9.75 (in) #4 @ 24.9 in o.c. Steel%= 0.0008 Mu = 4.17 (k-ft) #5 @ 38.7 in o.c. Req'd As 0.10 (in^2/ft) #6 @ 54.9 in o.c. #7 @ 74.8 in o.c. Design Moment in Toe D= 8.75 (in) #4 @ 70.4 in o.c. Steel % = 0.0003 Mu = 1.34 (k-ft) #5 @ 109.1 in o.c. Req'd As 0.03 (inA2/ft) #6 @ 154.8 in o.c. Longitudinal Footing Reinforcement Minimum Steel Requirements .001 x Area of Footing Required As= 0.68 in^2 3.4 #4 bars