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Specifications A4-67-J-6-77,,: C 3 Voelker Engineering, Inc. U S> hclh% /467 ` 1911 116th Avenue NE, Bellevue, WA 98004 425-451-4946 DRRHorton Plan B720 Summit Ridge Lot 158 k .4. Tigard, Oregon '2.-FB p f( ,116 Structural Calculations February 3, 2016 . . JN 11016.2 Building Code: 2014OSSC 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, 51 = .55 INDEX PAGES Lateral analysis L1-23 Roof framing R1-3 Upper floor framing UF1-6 Main floor framing MFI-6 Lower floor faming LF1-2 Retaining walls RW1-S 2. 3. 16 0PNo/. of w` ig 'Py, a • Gtr 25,\94 , , " vOSN" ',EXPIRES: 6/25/ IL I Voelker Engineering, Inc. 1911 116th Avenue NE, Bellevue, WA 98004 425-451-4946 DR Horton Plan B720 Structural Calculations April 24, 2015 JN 11016.2 Building Code: 2014OSSC 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, S1 = .55 INDEX PAGES Lateral analysis LI-23 Roof framing R1-3 Upper floor framing UFI-6 Main floor framing MF1-6 Lower floor faming LF1-2 Retaining walls RWI-5 Voelker Engineering, Inc. 04/24/15 Job 11016.2 1911 116th Avenue NE Page L1 Bellevue,WA 98004 DR Horton Plan B720 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 : qh-[(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 qh =Velocity pressure @ height(h) Where : Constant = Numerical constant = 1/2 • [(Air density lb/cuft)/(32.2f/s2)] - [( mi/h )( 5280 ft/mi ) • (1 hr/3600 s)]2 0.00256 Mean Sea Level = 0.00 ft Air Density @ MSL = 0.0765 Ib/cu 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 11016.2 ASCE7-10.xls BellevueVoelker1911116th EngineeringAvenueNE WA98004, Inc. 04/24/15 JobPage L2 11016.2 , DR Horton Plan B720 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)A(2/Alpha)for Z< 15ft = 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 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- 11016.2 ASCE7-10.xls Voelker Engineering, Inc. 04/24/15 Job 11016.2 1911 116th Avenue NE Page L3 Bellevue,WA 98004 DR Horton Plan B720 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 11016.2 ASCE7-10.xls Voelker Engineering, Inc. 04/24/15 Job 11016.2 1911 116th Avenue NE Page L4 Bellevue, WA 98004 DR Horton Plan B720 Light Wood Frame Construction? Y Mean Roof Height 33 ft Maximum Height 38 ft Building Width 35 ft Building Length 41 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 3.5 .4xHeight 13.2 .04xWidth 1.4 3.5 3.0 3.0 3.5 <--- End Zone Length = 3.5 ft End Zone Calculations-Left to right Direction .1xWidth 4.1 .4xHeight 13.2 .04xWidth 1.6 4.1 3.0 3.0 4.1 <--- End Zone Length = 4.1 ft 11016.2 ASCE7-10.xls Voelker Engineering, Inc. 04/24/15 Job 11016.2 1911 116th Avenue NE Page L5 Bellevue,WA 98004 DR Horton Plan B720 Wind Analysis FRONT TO REAR DIRECTION Building Width 35 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 38.0 8.75 38.0 8.75 38.0 0 38.0 0 28.0 17.5 28.0 17.5 28.0 0 28.0 0 19.0 17.5 19.0 17.5 19.0 0 19.0 0 9.0 9 9.0 9 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 12.73 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= 4679 lb Load to upper floor plate Vw= 4525 lb Load to main floor plate Vw= 3551 lb Total= 12755 lb Minimum Design Wind Loads ASCE 7-10 Total Wind Load= 8842 lb OK 11016.2 ASCE7-10.xls Voelker Engineering, Inc. 04/24/15 Job 11016.2 1911 116th Avenue NE Page L6 Bellevue, WA 98004 DR Horton Plan B720 Wind Analysis LEFT TO RIGHT DIRECTION Building Width 41 ft Zone A Zone B Zone C Zone D Type 1 1 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 23 38.0 11 32.0 9 38.0 0 28.0 23 28.0 11 28.0 9 28.0 0 19.0 23 19.0 11 19.0 9 19.0 0 9.0 23 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 2.33 3.67 2.33 0.00 2.33 3.67 2.33 3.67 12.73 17.12 12.73 0.00 12.73 17.12 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 0.00 12.73 17.12 12.73 17.12 Load to roof plate Vw= 3577 lb Load to upper floor plate Vw= 5543 lb Load to main floor plate Vw= 4316 lb Total = 13436 lb Minimum Design Wind Loads ASCE 7-10 Total Wind Load= 10642 lb OK 11016.2 ASCE7-10.xls Voelker Engineering, Inc. 04/24/15 Job 11016.2 1911 116th Avenue NE Page L7 Bellevue,WA 98004 DR Horton Plan B720 Lateral Analysis of Seismic forces (2012 IBC) Distribution of Building Weight Roof Area Weight Ave. height ft^2 psf ft 1520 13.1 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 8 150 Upper Floor Area Weight Ave. height ft^2 psf ft 1450 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 9 152 Main Floor Area Weight Ave. height ft^2 psf ft 2500 10 9 Weighted for garage floor topping Interior walls Wall Wt Wall Ht Wall L psf ft ft 6.5 9 80 Exterior walls Wall Wt Wall Ht Wall L psf ft ft 8 9 150 11016.2 ASCE7-10.xls Voelker Engineering, Inc. 04/24/15 Job 11016.2 1911 116th Avenue NE Page L8 Bellevue, WA 98004 DR Horton Plan B720 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 xWt Working Stress Distribution of Shear to Stories Level Vs wx % Vs Roof 3347 93718.8 0.457 5341 <--- Upper floor 3639 69131.7 0.337 3940 <___ Main floor 4713 42418.9 0.207 2418 <--- Total 11699 205269 11699 lbs Redundancy Check rho max= 1.00 Front/Rear rho max= 1.00 Left/Right 11016.2 ASCE7-10.xls Voelker Engineering, Inc. 04/24/15 Job 11016.2 1911 116th Avenue NE Page L9 Bellevue,WA 98004 DR Horton Plan B720 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 11016.2 ASCE7-10.xls Voelker Engineering, Inc. 04/24/15 Job 11016.2 1911 116th Avenue NE Page L10 Bellevue, WA 98004 DR Horton Plan B720 Sub-diaphragms-Front/Rear Zone 1 Zone 2 Zone 3 Zone 4 Roof 35 ft 0 ft 0 ft 0 ft Upper 35 ft 0 ft 0 ft 0 ft Main 35 ft 0 ft 0 ft 0 ft Force Distribution to Walls-Front/Rear Roof Plate Level Sum of Walls Total Grid 1 19.5 16 35.5 Grid 2 13 22 35 Grid 3 0 Grid 4 0 Grid 5 0 Trib. Vs Vw Wall Sum v Uplift Grid 1 17.5 2671 2339 35.5 75 plf OK Grid 2 17.5 2671 2339 35 76 plf OK Grid 3 0.0 0 0 0 Grid 4 0.0 0 0 0 Grid 5 0.0 0 0 0 Totals 35 5341 4679 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 11016.2 ASCE7-10.xls Voelker Engineering, Inc. 04/24/15 Job 11016.2 1911 116th Avenue NE Page L11 Bellevue,WA 98004 DR Horton Plan B720 Force Distribution to Walls -Front/Rear Upper Floor Plate Level Sum of Walls Total Grid 1 43 43 Grid 2 37 37 Grid 3 0 Grid 4 0 Grid 5 0 Trib. Vs Vw Wall Sum v Uplift Grid 1 17.5 4641 4602 43 108 plf P6 971 Grid 2 17.5 4641 4602 37 125 plf P6 1129 Grid 3 0.0 0 0 0 Grid 4 0.0 0 0 0 Grid 5 0.0 0 0 0 Totals 35 9281 9204 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 11016.2 ASCE7-10.xls Voelker Engineering, Inc. 04/24/15 Job 11016.2 1911 116th Avenue NE Page L12 Bellevue,WA 98004 DR Horton Plan B720 Force Distribution to Walls-Front/Rear Main Floor Plate Level Sum of Walls Total Grid 1 43 43 Grid 2 37 37 Grid 3 0 Grid 4 0 Grid 5 0 Trib. Vs Vw Wall Sum v Uplift Grid 1 17.5 5849 6377 43 148 plf P6 1335 Grid 2 17.5 5849 6377 37 172 plf P6 1551 Grid 3 0 0 0 0 Grid 4 0 0 0 0 Grid 5 0 0 0 0 Totals 35 11699 12755 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 11016.2 ASCE7-10.xls Voelker Engineering, Inc. 04/24/15 Job 11016.2 1911 116th Avenue NE Page L13 Bellevue,WA 98004 DR Horton Plan B720 Sub-diaphragms-Left/Right Zone A Zone B Zone C Zone D Roof 20 ft 20 ft 0 ft 0 ft Upper 20 ft 20 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 Grid A 4.5 5 16 25.5 Grid B 5.5 10 15.5 Grid C 6 7 13 Grid D 0 Grid E 0 Trib. Vs Vw Wall Sum v Uplift Grid A 10.0 1335 894 25.5 52 plf OK Grid B 20.0 2671 1788 15.5 172 plf P6 1378 Grid C 10.0 1335 894 13 103 plf P6 822 Grid D 0.0 0 0 0 Grid E 0.0 0 0 0 Totals 40 5341 3577 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid A 5 262 0.05 1.00 Grid B 5.5 948 0.18 1.00 Grid C 7 719 0.13 1.00 Grid D 0 0 0.00 1.00 Grid E 0 0 0.00 1.00 11016.2 ASCE7-10.xls Voelker Engineering, Inc. 04/24/15 Job 11016.2 1911 116th Avenue NE Page L14 Bellevue, WA 98004 DR Horton Plan B720 Force Distribution to Walls -Left/Right Upper Floor Plate Level Sum of Walls Total Grid A 4.5 6 10.5 Grid B 5 17.5 22.5 Grid C 2.75 3.7 6.45 Grid D 0 Grid E 0 Trib. Vs Vw Wall Sum v Uplift Grid A 10.0 2320 2280 10.5 221 plf P6 1989 Grid B 20.0 4641 4560 22.5 206 plf P6 1856 Grid C 10.0 2320 2280 6.45 360 plf P3 3238 NDS 4.3 P2 Grid D 0.0 0 0 0 Grid E 0.0 0 0 0 Totals 40 9281 9120 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid A 6 1326 0.14 1.00 Grid B 5 1031 0.11 1.00 Grid C 3.7 1331 0.14 1.00 Grid D 0 0 0.00 1.00 Grid E 0 0 0.00 1.00 11016.2 ASCE7-10.xls Voelker Engineering, Inc. 04/24/15 Job 11016.2 608 State Street Page L15 Kirkland,Washington 98033 DR Horton Plan B720 Force Distribution to Walls-Left/Right Main Floor Plate Level Sum of Walls Total Grid A 10.5 3.5 14 Grid B 5 17.5 22.5 Grid C 35 35 Grid D 0 Grid E 0 Trib. Vs Vw Wall Sum v Uplift Grid A 10.0 2925 3359 14 240 plf P6 2159 NDS 4.3 P4 Grid B 20.0 5849 6718 22.5 299 plf P4 2687 Grid C 10.0 2925 3359 35 96 plf OK Grid D 0.0 0 0 0 Grid E 0.0 0 0 0 Totals 40 11699 13436 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid A 3.5 731 0.08 1.00 Grid B 5 1300 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 11016.2 ASCE7-10.xls Voelker Engineering, Inc. 4/24/2015 Job 11016.2 1911 116th Avenue NE Page L16 Bellevue,WA 98004 DR Horton Plan B720 Detailed Shearwall Overturning Stair Wall Wall Length Ht v V OTM DL Mr Uplift ft ft plf kip k-ft plf k-ft kip Roof 5 8 172 0.86 6.9 100.0 1.1 1.15 3rd 5 9 206 0.17 16.2 100.0 2.3 2.78 2nd 5 4 299 0.465 22.1 100.0 3.4 3.75 11016.2 ASCE7-10.xls Voelker Engineering, Inc. 4/24/2015 Job 11016.2 1911 116th Avenue NE Page L17 Bellevue,WA 98004 DR Horton Plan B720 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 2671 39 68 plf 5.55 ft o.c. OK Vw 2339 39 60 plf 6.34 ft o.c. OK Grid 2 Vs 2671 39 68 plf 5.55 ft o.c. OK Vw 2339 39 60 plf 6.34 ft o.c. OK Left/Right Grid A Vs 1335 35 38 plf 9.96 ft o.c. OK Vw 894 35 26 plf 14.87 ft o.c. OK Grid B Vs 2671 35 76 plf 4.98 ft o.c. OK Vw 1788 35 51 plf 7.44 ft o.c. OK Grid C Vs 1335 35 38 plf 9.96 ft o.c. OK Vw 894 35 26 plf 14.87 ft o.c. OK 11016.2 ASCE7-10.xls 11016.2 JOB VOELKER ENGINEERING, INC. ,EET L1 t• 1911 116th Avenue NE 4/24/15 Bellevue,Washington 98004 CALCULATED BY DAIL _ 425-451-4946 CHECKED BY DATE SCALE • • t- Y 'r r i 5 16 t • .•• . •,• , , ,, , l(4):1 t I • , : , , , : : • i ! /!, , k? !! i. / ...i : .• .• : • , . r(, titi : . .. , . .. 1 ! . 4,,, _.. _,,.____,4„, : . , , • • . , . . „ , , 4 A ,17 0, i At. 6 7 f ) 1..?...e ...fit�'�' 11Oil 6.2. JOB VOELKER ENGINEERING,INC. SHEET:i1110. 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L ' 3i ftT r L I 7 . ..__. c,' 41.4 < .... . �s , 4r . v3 PRODUCT 201-1(Sewie Sheets)205-+(Padded) I Voelker Engineering, Inc. 04/24/15 Job# 11016.2 ' Simple span beams Sheet R3 Side header 4x6 HF#1 Length = 4.25 ft Width = 3.500 in LL/TL = 0.63 Load = 760 plf Depth = 5.500 in LL DUR. = 1.15 Pt load = 0 lb E = 1500 ksi Rep = 1.00 R= 1615 lb V @ d = 1267 lb M= 1716 lb-ft fb = 1167 psi < OK 1458 TL Defl. = 0.09 in L/ 562 fv = 99 psi< OK 173 LL Defl. = 0.05 in L/ 1,056 Pitch = 0 /12 Support 1.1 in Enhanced elevation Side header 4x8 HF#1 Length = 5.25 ft Width = 3.500 in LL/TL = 0.63 Load = 760 plf Depth = 7.250 in LL DUR. = 1.15 Pt load = 0 lb E = 1500 ksi Rep = 1.00 R= 1995 lb V @ d = 1536 lb M= 2618 lb-ft fb = 1025 psi< OK 1458 TL Defl. = 0.09 in L/ 682 fv= 91 psi < OK 173 LL Defl. = 0.05 in L/ 1,283 Support 1.4 in Front porch 4x6 HF#1 Length = 5 ft Width = 3.500 in LL/TL = 0.63 Load = 360 plf Depth = 5.500 in LL DUR. = 1.15 Pt load = 0 lb E = 1500 ksi Rep = 1.00 R= 900 lb V @ d = 735 lb M= 1125 lb-ft fb = 765 psi < OK 1458 TL Defl. = 0.08 in L/ 728 fv = 57 psi < OK 173 LL Defl. = 0.04 in L/ 1,369 Support 0.6 in Den window header 4x6 HF#1 Length = 5.25 ft Width = 3.500 in LL/TL = 0.63 Load = 250 plf Depth = 5.500 in LL DUR. = 1.15 Pt load = 0 lb E = 1500 ksi Rep = 1.00 R= 656 lb V @ d = 542 lb M= 861 lb-ft fb = 586 psi < OK 1458 TL Defl. = 0.07 in L/ 906 fv= 42 psi < OK 173 LL Defl. = 0.04 in L/ 1,703 Support 0.5 in 11016.2 . JOB VOELKER ENGINEERING, INC. SHEET NO. u? 1 OF 1911 116th Avenue NE 4/24/15 Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE n COM* OW JOIST OD WA' ,, v .., •.: -pi ., , 6.„„) : w rrii.r.Q z i 10: I iivo .. ... . ... , 5/ 116.,41 rii, 11 , ,:. I • a ,. ... , , . CULTS ,nWM .. .... ...... .... ............ .. .. I M��III 120 sR ®'1 is, 1111 a T IlLErai 0 4 .s..,e r11milli1Iill ......... .......... ..... ..... ..... .. .a.. .. .. .. 'I m I 1 so 1 2,„ '2 11-.1 111 ...11 nfArrY m , . , _ ■ , ,, 1.Iuii1u I I : C' IIII • !Urw ,.htlTFdet AT RM . . 11' �R I ' i 21.1.12e2......__._..... .._..... ....._. ......_s a gr. ...... .. . .... ..._....... .. ..... _. ......_. ...... ... ............. . _........... ._._... in W.s*7(L we weer I I I- . .. _. _..... ... t .._.. ... .... ..a....... 1 edrrrueus w.e Derr � i ................ .... .. --.. .... PRODUCT 201-1(Single Sheets)205-1(Padded) ,tDB 11016.2 ' VOELKER ENGINEERING, INC. etfs Z 1911 116th Avenue NE SHEET NO. OF , Bellevue, Washington 98004 CALCULATED BY DATE.. /15 425-451-4946 CHECKED BY DATE SCALE 0 i g 7 ' 1.„, e. 46,./rt t' ... ..... . diZ4 e?w...... 4 7; 1i s V‘. # 1. .�.. ........ ....... . . .................... ........ ..... ... .54,0 glif 'Noe /1" 7 174 t yii Vis, . ..... .... .... . . .... .... ..... ........................ G 17 t 3•_7v .fit,AdA►r, _ 1 4 /f A -. IA., re 5.1.);141e. . ___ �� 15 Ali _ _. I4 _ . .. .. , :, . ),./ 4 z • . .............................................:. s , ,..... ... . ... .. ,1.it PRODUCT 201-1(Sit*Wets)205.1(Padded) Voelker Engineering, Inc. 04/24/15 Job# 11016.2 Simple span beams Sheet UF3 9- Rear header 4x10 HF#1 Length = 5.25 ft Width = 3.500 in LL/TL = 0.63 Load = 1220 plf Depth = 9.250 in LL DUR. = 1.15 Pt load = 0 lb E = 1500 ksi Rep = 1.00 R= 3203 lb V @ d = 2262 lb M= 4203 lb-ft fb = 1011 psi < OK 1346 TL Defl. = 0.07 in L/ 883 fv = 105 psi < OK 173 LL Defl. = 0.04 in L/ 1,660 Support 2.3 in 7- 5 1/4x11 1/4 PSL Length = 10 ft Width = 5.250 in LL/TL= 0.63 Load = 12310 plf Depth = 11.250 in LL DUR. = 1.15 Pt load = 0 lb E = 2000 ksi Rep= 1.00 R= 6150lb V @ d = 4997 lb M= 15375 lb-ft fb = 1666 psi < OK 3335 TL Defl. = 0.26 in L/ 456 fv = 127 psi < OK 334 LL Defl. = 0.14 in L/ 857 Support 2.9 in 8- (3) 2x12 HF#2 Length = 8 ft Width = 4.500 in LL/TL = 0.80 Load = 600 plf Depth = 11.250 in LL DUR. = 1.00 Pt load = 0 lb E = 1300 ksi Rep = 1.15 R= 2400 lb V @ d = 1838 lb M= 4800 lb-ft fb = 607 psi < OK 978 TL Defl. = 0.09 in L/ 1,096 fv = 54 psi < OK 173 LL Defl. = 0.06 in L/ 1,506 Support 1.3 in UF4 BeamChek v2007 licensed to: VOELKER ENGINEERING Reg#8111-1879 Beam 4 - Garage door header Date:4/24/15 Selection 5-1/8x 18 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 18.7 in2 R2= 11.5 in2 (1.5)DL Defl= 0.27 in Recom Camber=0.41 in Data Beam Span 16.5 ft Reaction 1 LL 7566# Reaction 2 LL 4651 # Beam Wt per ft 22.42 # Reaction 1 TL 12182# Reaction 2 TL 7497# Bm Wt Included 370# Maximum V 12182# Max Moment 43534'# Max V(Reduced) 10258# TL Max Defl L/240 TL Actual Defl L/348 LL Max Defl L/360 LL Actual Defl L/664 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 276.75 92.25 0.57 0.30 Critical 192.41 55.75 0.83 0.55 Status OK OK OK OK Ratio 70% 60% 69% 54% Fb(psi) Fv(psi) E(psi x mil) Fc I (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2715 276 1.8 650 Adjustments Cv Volume 0.984 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End 3770 B=5980 4.75 789 H= 1260 0 4.75 400 I =625 4.75 16.5 H Pt loads: B R1 = 12182 R2 = 7497 SPAN= 16.5 FT Uniform and partial uniform loads are lbs per lineal ft. UF5 VOELKER ENGINEERING C/0 BeamChek v2007 licensed to:Voelker Engineering Reg#8111-1879 11016 Prepared by:CV Date:2/28/11 Selection 2x 12 HF#2 @ 12 in oc Lu=0.0 Ft Lu @OH=0.0 Ft Conditions NDS 2005,Overhang,Repetitive Use,Uplift @ R1 Min Bearing Area R1=-0.3 in2 R2=3.0 in2 (1.5)DL Defl= 0.15 in. Data Beam Span 10.0 ft Beam Wt per ft 0# Reaction 1 TL -136# Reaction 2 TL 1216# Bm Wt Included 0# Maximum V 980# Overhang Length 2.0 ft Max Moment 1860'# Max V(Reduced) 933# Total Beam Length 12.0 ft TL Max Defl L/240 TL Actual Defl L/<-1000 OH TL Actual Defl L/317 Attributes Section(in') Shear(in2) TL Defl(in) OH TL Defl Actual 31.64 16.88 -0.12 0.15 Critical 19.86 8.11 0.50 0.20 Status OK OK OK OK Ratio 63% 48% 24% 76% Fb(psi) Fv(psi) E(psi x mil) Fcl.(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 TL: 10 =A (Uniform Ld on Badcspan) Point TL Distance Par Unif TL Start End F=880 (OH) 2.0 K=50 (OH) 0 2.0 Uniform Load A I K Pt loads: El /\ R1 =-136 R2=1216 BACKSPAN= 10 FT OH=2 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. UF6 BeamChek v2007 licensed to: VOELKER ENGINEERING Reg#8111-1879 6 - Front cantilever with GT load Date:4/24/15 Selection 7x 11-1/4 2.0E TJ Parallam W.S. PSL Lu=0.0 Ft Lu @OH =0.0 Ft Conditions NDS 2005,Overhang, Uplift @ R1 Min Bearing Area R1=-1.1 int R2= 10.1 in2 (1.5)DL Defl= 0.05 in. Data Beam Span 10.0 ft Reaction 1 LL -572# Reaction 2 LL 4732# Beam Wt per ft 24.61 # Reaction 1 TL -847# Reaction 2 TL 7541 # Bm Wt Included 345# Maximum V 5948# Overhang Length 4.0 ft Max Moment 12197'# Max V(Reduced) 5878# Total Beam Length 14.0 ft TL Max Defl L/240 TL Actual Defl L/<-1000 OH TL Actual Defl L/827 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 147.66 78.75 -0.08 -0.05 0.12 0.06 Critical 43.57 26.44 0.50 0.33 0.40 0.27 Status OK OK OK OK OK OK Ratio 30% 34% 17% 14% 29% 23% Fb(psi) Fv(psi) E(psi x mil) Fc I (psi) Values Reference Values 2900 290 2.0 750 Adjusted Values 3359 334 2.0 750 Adjustments CF Size Factor 1.007 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Cl 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 l 100 F= 150 (OH) 4.0 40 K=50 (OH) 0 4.0 3500 G=5500 (OH) 2.0 Uniform Load A K Pt loads: G IF R . 47 R2=7541 BACKSPAN= 10 FT OH =4 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. UF7 • BeamChek v2007 licensed to: VOELKER ENGINEERING Reg#8111-1879 10 - Front joists w/4ft cantilever Date:4/24/15 Selection 2x 12 HF#2 @ 16 in oc Lu=0.0 Ft Lu @OH =4.0 Ft Conditions NDS 2005,Overhang, Repetitive Use Min Bearing Area R1=0.5 in2 R2=2.3 in2 (1.5)DL Defl= 0.16 in. Data Beam Span 10.0 ft Reaction 1 LL 224# Reaction 2 LL 523# Beam Wt per ft 0# Reaction 1 TL 200# Reaction 2 TL 933# Bm Wt Included 0# Maximum V 467# Overhang Length 4.0 ft Max Moment 1333'# Max V(Reduced) 404# Total Beam Length 14.0 ft TL Max Defl L/240 TL Actual Defl L/<-1000 OH TL Actual Defl L/782 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 -0.01 0.03 0.12 -0.03 Critical 17.20 3.51 0.50 0.33 0.40 0.27 Status OK OK OK OK OK OK Ratio 54% 21% 3% 9% 31% 12% Fb(psi) Fv(psi) E(psi x mil) Fc i(psi) Values Reference Values 850 150 1.3 405 Adjusted Values 930 173 1.3 405 Adjustments CF Size Factor 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.15 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft CI Stability @ OH 0.8273 Rb=22.24 Le=8.24 Ft Loads Uniform LL:53 Uniform TL: 67 =A (Uniform Ld on Backspan) Point TL Distance Par Unif LL Par Unif TL Start End F=200 (OH) 4.0 53 K=67 (OH) 0 4.0 Uniform Load A K Pt loads: IF R1 =200 R22-933 BACKSPAN= 10 FT OH =4 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. • • 11016.2 • JOB U F8 ' VOELKER ENGINEERING, INC. SHEET NO., OF 1911 116th Avenue NE 4/24/15 Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE • t.•• ..• r /7 .. IL, , 1.3 ' i: to...• . ., .. . . . . : , , . . y 4. 71, ....... ...... ... .. .......... ................... PRODUCT 2041(SY*Meet)2051(Padded) 11016:2 JCB VOELKER ENGINEERING, INC. SHEET NO. }t r 1 OF 1911 116th Avenue NE 4/24/15 Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE 4.12 11111111111111111111;IS POUNDATIONNALL Fir 11 AND Foorn+aE spm ........,... _ J SII 77-neI �� ' cs . .. .... ..... , PRpyla 1-61 I 11 ` _.. ..... ........_MI T14*. �ill . sTiwnns . I II A .11101 H s +&is ewe.. 611\ a IIA gIb&. r :virTAL- 111 111 �®®I ........................ �� 111 ii --- �� 11� MEWl III. 1's a)1 1®II•®IlItF Iu® _ Aie��edll� m Noe Aim irib i 1®.1 ..... ......... .. Tai 7 r. �1 -• • .I I: �I PRODI1OI 201-1(Sii*Slots)205.1(Padded) • JOB 1lor4:. ' VOELKER ENGINEERING, INC. /_1• Z SHEET NO. OF 1911 116th Avenue NE 2 Bellevue, Washington 98004 CALCULATED BY DATE I 'l�' j! 425-451-4946 CHECKED BY DATE SCALE (j) L .... ',S Gt4„ 4 6)101,1K ..d.. ......... . ....e...... ......... s , 3 ,$f Ilil r $ /* 7A- , . , • PRODUCT204-1(Sigb S1et6)205-1(Padded) . _ - ... itoL VOELKER ENGINEERING,INC. SHEET No. M t°3 of 1911 116th Avenue NEz , I/ Bellevue, Washington 98004 CALCULATED SY G.✓ DATE ' 425-451-4946 CHECKED BY DATE � ,ta '(cI( .' � .. j'497AL SCALE cjit4Pel . .6.i.j'. eff..... ./5-eige.,,.. 1 i — t • . . r • y i _ at ! 6 i ! ii i w • . i si , i F:'J : ! w ' s �T x iI ....._.....:............ .._.__... ..... __..__......_.... --�-- -. ..._ .. f... �..._._._._..... 1 1 I ' i O : ! i ! i ! j 1 i i ! I i . i : i 1 i i { \ I ! I i ! i JOB /0/67 . . VOELICER.ENGINEERING,INC. SHEET NO /44 1541- OF 1911 116th Avenue NE 2- zevi1/ Bellevue, Washington 98004 CALCULATED BY DATE - 425-451-4946 CHECKED BY DATE SCALE . . • i . .• t . ... . ., t ± I , . . . .... ...... 6,„„ r6,,, . • • pe, .5) it_ II: eirelk4 . • .' " ... '..,.........—* -471.4". .. ' .. .. ... so. , • 7 ft., it '. 7 i .../.•.. . , , _,.. i.. .1. . ...1.„,.........:........0. . ... . it5410,i i. i ‘ 1 . ; I d..1.-141.--......._Ssari".4. : • * . .-r- - " 1 21.••[. ..._ a _ S,..,... • • i i - 4 • /4r A..1. ..t- .. . .--.. .•-•-• . -- r -"i'k' "' 1-- t --. .... diii itTi - irafi .eN. ..s..... ........7 . & . ... - .---•. r . ; 1 1-- 4-- .4 ..1 -1--- , ---1 t. t .• . t ! i . t i i •t .„,„ ..... 77...)je bf..' ' ......L. ... I?ni. ..........7t-r...4;1...ea14.. -c...; • •••,...._ ••••. . i I i ! 1 • ..... ..,... ; ..... " ,, ........ -..., -,-....4. . • • ...i. ". ' - ! i Xiii e2 .—.1 i + --i- : ---,- .1. • . ..... : ... .. ....,... t3(ji. . 11 i• 4 r)'' oft 7t...k. i - i . i , i•.• i . , I • • ..- : • ; •- l• •••• i . i.. ; ; . ! .• I-. -..-- --f- ..4- -r- +-- t.. ••- :. . 4- 1.- 1. ••i•• --i- i i I i i I , •• ! 1 I - r ------• -r-----1---, -4- --; - -.i. ---• i- -r---4 _4-1. , ! --!. i -r--- 1- - 1.-- .i I- . .- i •7,... . i i , , . • -- --I- .1. -t•-• t. .--' 1 ; I ; 4- •••..... , • 4 -4- _... - ._..... 4 , t.... .. ,...,,,,,,„........„i,! ) _ •, --- i ! b ..s1 loci ( 1 : i 1 I. i --1-. 1 "-t --..- 4. • I • • ..1..." . ! i f i I i i 1 i .. '. 1 i 45)I'. 1 L. -11............i.-- . ' ..... .4 • .1 1 . ....,.. .4._ lic I.......i. ...I _i..6 1 i 1 , 1 , , , ,.. ......; ...--4- r; ...... ...._ - . . -._ 1 7:;')/it V104-11-1 v-cLA• .... .... ...,.. -- 1 „.... .,.. ... .. .. ...... ,..._ ..i.e.), .f.r.., L : • -- .,. . ,• •67-ir 1 1 , , *i isvifjo, . I i..... ........ ..... . _ .._... . ......;._ ,--, - +----;-----i- •-1-,•---I-- -i; r- i.• , • , • ---4 1 -k- 4 .• ---I-----i- --.-. . i — i I 1 1......_1___1„..„17r' 71/(-7. -1 i I i .e, , . . . . . 1 i 1 i . I I * i... i ..,... r .i. . ...- .....1. 1 i I 1 I • 1 ; i 1 1 I . . ,.. .... •+---+- * ---4-- •••••4.. .— -; ! ! , • - i- --4-- r . ; I , -4.--.4.. ----- -- -4.... -+ -,- •-• -4 .--4, • I ! , ; I ; t ! I .• i I I idb VOELKER ENGINEERING r' z �S 1 C.3.) BeamChek v2007 licensed to:Voelker Engineering Reg#8111-1879 Prepared by:CV Date:8/25/10 Selection 5-1!8x 12 GLB 24F V4 DF/DF Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=7.8 in' R2=6.1 in2 (1.5)DL Defl= 0.42 in Recom Camber=0.63 in Data Beam Span 11.5 ft Beam Wt per ft 14.94# Reaction 1 TL 5097# Reaction 2 TL 3975# Bm Wt Included 172# Maximum V 5097# Max Moment 15940'# Max V(Reduced) 4282# TL Max Defl L/240 TL Actual Defl L/328 Attributes Section(in') Shear(in3) TL Defl(in) Actual 123.00 61.50 0.42 Critical 79.70 26.76 0.58 Status OK OK OK Ratio 65% 44% 73% Fb(psii) Fv(psi) E(psi x mil) Fc i(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 TL: 200 =A Point TL Distance Par Unif TL Start End I B=2400 7.0 H=600 0 7.0 H Uniform Load A Pt loads: El R1 =5097 R2=3975 SPAN=11.5 FT Uniform and partial uniform loads are lbs per lineal ft. JCB .t!C C/( '/ VOELKER ENGINEERING, INC. SHEET No. /�'t I' & 1911 116th Avenue NE oF_ Bellevue, Washington 98004 CALCULATED BY DATE �'Z l�� 425-451-4946 CI7 . 1 CHECKED BY DATE �f t • fl 6. • G L �. ZO. . y /._....._..... f 0$ T T. .....a e. - � hI t • e , , . , , , . i . , . . Li„,. .c. , ,.,.... :„. ,i.,,,,,,,,,.. . . ,. .. ., ..... , ,,,,,,,, : l ...a E. • • s ! a r a Com- s r _........ µ I.. ............a.............,.....V 4�! t J e : I L _ fL/` « • S • PRODUCT ,igbe9..)2054(Padded) . 11016.2 JOB VOELKER ENGINEERING, INC. LF 1 SHEET NO. OF 1911 116th Avenue NE4/24/15 Bellevue, Washington 98004 CALCULATED BY DATE—�. 425-451-4946 CHECKED BY DATE SCALE 0404 It. 2 S-1-5 4 34- ' 0.5 ....... . 4527-t• C7-1tc f �t '✓ t b #$ 4 ekt pot e 1b1:04 Pfl000Cf 204-1( Sneea)205-1(Padded) _ ' . , 2 . . JOB 1W16 -^ VODILKDIRmw �K�� 8N �,INC. �- —'L � %- SHEET • orl91l 116th Avenue NE - Bellevue, CALCULATED BY DATE ^i, Z $4 i)- 425-451-4946 CHECKED BY DATE SCALE | | | | | - , � ^ �^e, _ - =~r» l�� ^ - = - -* ° tt �� j _ , ^ ^ �*�e �_2 °a 1f id 4711 70 0 I.' 0'-;30; / ' ` f. ^ m�—�--~ .' �� ° � �� »�� ..- . v��8��rr —��8.�. w � 8' ~ ~ . ^ ^ - _— ^ `. - , , a- -n--- r--r----I ` t ^ ` • • ` t ` | ^ 4. 4 --'--' �A . __- ^2�l�� "�» co _____�_—�___ . —~~__=�_ - ~ �_ � __-'--___'__- ^ ^ - __� � _______ __-�_-__'____ ^ , -_-__--___----'-'--_ -_--_ ^ ' _ _--_� -_'--__^__---_-_---_ . - | --'--~ - - -------- - • � | __- - ^- -' ^ i | - ~ , , • , _ __—__ _— . ` -----------' | - --------- -----~ s. , ^ , ~ ^ , ^ __—__~ � _ , ^____—____—__'_____ ^ , � ^ - __� . ^____'__^ r ^__^ . , — ^ . I . , ^_ ^ - ^___ ^ , __-_____' _ ^ _____' ~__` , ~ - ^ __-_____ ' + __—__� ^ __~ , ^ ` ! __—__—__~ - ^ , _ ~ - | , .4 �_— . ^ 1 —. , --- 44- ^ ^ | , � —' ^ . • , ^__,____^ . • ...... '__'_______'____—^ , - ^ ^__ ^ ^ _ ^ - , ^__- ^__- . .•. •- ` ^ ' — | -------~— ^—� --' — ~ ° - ^ l | - ^__~ ^ -. •, ^- , ^ i 0 _____� _~_______'__- 608 State Street Sheet Kirkland,WA 98033 1 ' i . Wall Height= 4.83 ft • Retaining Wall,Ver 2.0 INPUT DATA Stem H = 4.00 (ft) Pc= 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 410 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 (inA2/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 (in^2/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 (in^2/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 /ls.i.X 608 State Street Sheet Kirkland,WA 98033 1� oe Z--. Wall Height= 5.83 ft 1111 Retaining Wall,Ver 2.0 INPUT DATA Stem H = 5.00 (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= 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 410 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 (inA2/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 (inA2/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 IIIMu = 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 in^2 1.5 #4 bars 608 State Street Sheet Kirkland,WA 98033 SPA- ? Wall Height= 7.00 ft III Retaining Wall,Ver 2.0 INPUT DATA Stem H = 6.00 (ft) F'c= 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= o.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 . Design 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 (in^2/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 • Mu = 0.94 (k-ft) #5 @ 103.9 in o.c. Req'd As 0.04 (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 `, Kirkland,WA 98033 T 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 ino.c. Design Moment in Toe D= 8.75 (in) #4 @ 60.9 in o.c. Steel % = 0.0004 IllMu = 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 +6 4-x 608 State Street Sheet Kirkland,WA 98033 b ' ' .) . ` Wall Height= 9.00 ft III Retaining Wall,Ver 2.0 INPUT DATA Stem H = 8.00 (ft) Pc= 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 (inA2/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 (inA2/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 (inA2/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 411 Mu = 1.14 (k-ft) #5 @ #6 @ 128.4 in o.c. Req'd As 0.03 (inA2/ft) 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