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S /j)i /2, `C)oiS Z Voelker Engineering, Inc. / 3 / L(S 4-/p'-i c'vrs j- 1911 116th Avenue NE, Bellevue, WA 98004 425-451-4946 FIVE DR Horton Plan 4702 41 zo12 Alpine View Lot 2199 T ;Drf�M WIG g i gti DIY'��:i. j Tigard, Oregon Structural Calculations May 14, 2012 JN 11010.1 Building Code: 2009 IBC Snow load: 25psf Roof Dead load: 15psf Floor Live load: 40psf Floor Dead load: 10psf Wind: 100mph Exposure B Seismic: Soil class D Spectral Response Coefficients Ss = 1.58, 51 = .55 INDEX PAGES Lateral analysis L1-17 Roof framing R1-3 Upper floor framing UF1-4 Foundation retaining walls RW1-7 ,1512/ E IN o ✓G�y 25,�9g !vim . 4. 194 ES VO' I EXPIRES: 6/25/ f3 1 Voelker Engineering, Inc. 1911 116t Avenue NE, Bellevue, WA 98004 425-451-4946 DR Horton Plan 4702 Structural Calculations August 2, 2011 JN 11010.1 Building Code: 2009 IBC Snow load: 25psf Roof Dead load: 15psf Floor Live load: 40psf Floor Dead load: IOpsf Wind: 100mph Exposure B Seismic: Soil class D Spectral Response Coefficients Ss = 1.58, S1 = .55 INDEX PAGES Lateral analysis L1-17 Roof framing R1-3 Upper floor framing UF1-4 Foundation retaining walls RW1-7 Voelker Engineering, Inc. 08/02/11 Job 11017.1 1911 116th Avenue NE Page L1 Bellevue,WA 98004 DR Horton Plan 4702 Lateral Analysis of Wind forces(ASCE 7-05,2009 IBC) Design wind pressures and forces are determined per equations given in section 6.5.12 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 :given in Figure 6-10 GCpi :given in Figure 6-5 Velocity Pressure Calculations,qh Velocity pressure qh is calculated in accordance with section 6.5.10 qh=Velocity pressure @ mean roof height(h) (Eq. 6-15) qh=Constant• Kh • Kzt• Kd •V 2.1 qh=Velocity pressure @ height(h) Where : Constant = Numerical constant (Section C6.5.10) _ 1/2 • [(Air density lb/cuft)/( 32.2ft/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/cul (Table C6-1) Category = 11 (Table 1-1) Importance Factor = 1 (Table 6-1) Exposure Category = B (Urban areas) Alpha = 7 (Table 6-2) Zg = 1,200.00 ft (Table 6-2) Basic Wind Speed = 100.00 mph (Figure 6-1) Mean Roof Height = 23.00 ft 11017.1 ASCE7-05 100mph Voelker Engineering, Inc. 08/02/11 Job 11017.1 1911 116th Avenue NE Page L2 Bellevue,WA 98004 DR Horton Plan 4702 Velocity Pressure Calculations,qz(Cont.) Where : Kh = Velocity pressure coefficient©height z (Eq. C6-3a = 2.01•(Z/Zg)^(2/Alpha)for 15 ft<=Z<=Zg (Eq. C6-3b 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 Topography = None K1,K2,K3 = Multipliers from Fig.6-4 to obtain Kzt Lh = 100.00 ft H = 200.00 ft H/Lh = 0.5 K1 = 0 X = 100.00 ft X/Lh = 0.25 K2 = 0 Using 2H for Lh z/Lh = 0.23 K3@h = 1 Kd = Wind directionality factor obtained from Table 6-4 ` = 0.85 qh = 15.24 (psf) Internal Pressure Coefficient, GCpi, Figure 6-5 The internal pressure coefficients are given in Figure 6-5 Enclosure Classification GCpi+ GCPi- Ri GCpi+ GCPi- Partially enclosed buildings 0.55 -0.55 1 0.55 -0.55 11017.1 ASCE7-05 100mph r Voelker Engineering, Inc. 08/02/11 Job 11017.1 1911 116th Avenue NE Page L3 Bellevue,WA 98004 DR Horton Plan 4702 External Pressure Coefficient, Cp, Figure 6-10 The pressure force coefficient are given in Figure 6-10 Roof Angle Building Surface 1 2 3 4 5 6 1E 26.57 deg. 0.55 -0.1 -0.45 -0.39 -0.45 -0.45 0.73 2E 3E 4E -0.19 -0.58 -0.53 Design Wind Pressure, p. (psf)Equation 6-18 Design wind pressures and forces are determined per equations given in section 6.5.12 Building Surface Cp qh GCpi+ GCpi- p+ p- (psf) (psf) (psf) 1 0.55 15.24 0.55 -0.55 0 16.76 2 -0.1 15.24 0.55 -0.55 -9.89 6.88 3 -0.45 15.24 0.55 -0.55 -15.2 1.57 4 -0.39 15.24 0.55 -0.55 -14.34 2.43 5 -0.45 15.24 0.55 -0.55 -15.24 1.52 6 -0.45 15.24 0.55 -0.55 -15.24 1.52 1E 0.73 15.24 0.55 -0.55 2.71 19.48 2E -0.19 15.24 0.55 -0.55 -11.28 5.49 3E -0.58 15.24 0.55 -0.55 -17.3 -0.53 4E -0.53 15.24 0.55 -0.55 -16.54 0.23 p+uses GCpi+ p-uses GCpi- 11017.1 ASCE7-05 100mph Voelker Engineering, Inc. 08/02/11 Job 11017.1 1911 116th Avenue NE Page L4 Bellevue,WA 98004 DR Horton Plan 4702 Light Wood Frame Construction? Y Mean Roof Height 22.75 ft Maximum Height 27.5 ft Building Width 40 ft Building Length 43 ft Roof Plate Ht 18 ft Upper Fl Plate Ht 8 ft Main Fl Plate Ht 0 ft Wind Pressure Zones-Sums of positive and negative pressures Transverse Direction Load Horizontal Pressures Case A B C D 1 19.25 2.68 14.34 2.36 Longitudinal Direction Load Horizontal Pressures Case A B C D 1 19.25 2.68 14.34 2.36 End Zone Calculations .1 xWidth 4.0 .4xHeight 9.1 .04xWidth 1.6 4.0 3.0 3.0 4.0 <--- End Zone Length= 8.0 ft 11017.1 ASCE7-05 100mph K Voelker Engineering, Inc. 08/02/11 Job 11017.1 608 State Street Page L5 Kirkland,Washington 98033 DR Horton Plan 4702 Wind Analysis FRONT TO REAR DIRECTION Building Width 40 ft Zone 1 Zone 2 Zone 3 Zone 4 Type 1 1 1 1 End Zone y y n y Height Width Height Width Height Width Height Width ft ft ft ft ft ft ft ft 27.5 21 27.5 21 27.5 0 27.5 0 18.0 20 18.0 20 18.0 0 18.0 0 8.0 20 8.0 20 8.0 0 8.0 0 0.0 20 0.0 20 0.0 0 0.0 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 2.36 2.68 2.36 2.68 2.36 0.00 2.36 2.68 14.34 19.25 14.34 19.25 14.34 0.00 14.34 19.25 14.34 19.25 14.34 19.25 14.34 0.00 14.34 19.25 14.34 19.25 14.34 19.25 14.34 0.00 14.34 19.25 Load to roof plate Vw= 4252 lb Load to upper floor plate Vw= 5869 lb - Load to main floor plate Vw= 0 lb Total= 10121 lb Check using 10psf minumum Total Wind Load= 9590 lb OK 11017.1 ASCE7-05 100mph a Voelker Engineering, Inc. 08/02/11 Job 11017.1 1911 116th Avenue NE Page L6 Bellevue,WA 98004 DR Horton Plan 4702 Wind Analysis LEFT TO RIGHT DIRECTION Building Width 43 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 27.5 10.5 27.5 10.5 27.5 0 27.5 0 18.0 21 18.0 21 18.0 0 18.0 0 8.0 21 8.0 21 8.0 0 8.0 0 0.0 21 0.0 21 0.0 0 0.0 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 14.34 19.25 14.34 19.25 2.36 2.68 2.36 2.68 14.34 19.25 14.34 19.25 14.34 19.25 14.34 19.25 14.34 19.25 14.34 19.25 14.34 19.25 14.34 19.25 14.34 19.25 14.34 19.25 14.34 19.25 14.34 19.25 Load to roof plate Vw= 7011 lb Load to upper floor plate Vw= 6128 lb Load to main floor plate Vw= 0 lb Total= 13139 lb Check using 10psf minumum Total Wind Load= 7875 lb OK 11017.1 ASCE7-05 100mph Voelker Engineering, Inc. 08/02/11 Job 11017.1 1911 116th Avenue NE Page L7 Bellevue,WA 98004 DR Horton Plan 4702 Lateral Analysis of Seismic forces(2009 IBC) Distribution of Building Weight Roof Area Weight Ave. height ft^2 psf ft 1890 12.8 18 Interior walls Wall Wt Wall Ht Wall L psf ft ft 6.5 9 185 Exterior walls Wall Wt Wall Ht Wall L psf ft ft 8 9 166 Upper Floor Area Weight Ave. height ft^2 psf ft 1640 10 8 Interior walls Wall Wt Wall Ht Wall L psf ft ft 6.5 9 100 Exterior walls Wall Wt Wall Ht Wall L psf ft ft 8 9 166 Main Floor Area Weight Ave. height ft^2 psf ft 0 10 0 Interior walls Wall Wt Wall Ht Wall L psf ft ft 6.5 9 0 Exterior walls Wall Wt Wall Ht Wall L psf ft ft 8 9 0 11017.1 ASCE7-05 100mph Voelker Engineering, Inc. 08/02/11 Job 11017.1 1911 116th Avenue NE Page L8 Bellevue,WA 98004 DR Horton Plan 4702 Lateral Analysis of Seismic forces(2009 IBC) Soil Class= D le = 1.00 R = 6.50 Structure Height= 22.75 ft Spectral Response Acceleration Coefficients Site Coefficients Ss= 1.58 Fa= 1.00 S1 = 0.55 Fv= 1.50 Sms= 1.58 Sds= 1.05 Sm1 = 0.825 Sd1 = 0.55 Sesimic Design Category= D Structure Fundamental Period= 0.21 Seconds Cs Determination(ASCE 7) Sds/(R/Ie) 0.162 Sd1/(R/le)/T 0.406 Cs= 0.162 Ultimate Vs= 0.116 xWt Working Stress Distribution of Shear to Stories Level Vs wx % Vs Roof 4129 74316.89 0.686 5748 <--- Upper floor 4249 33990.58 0.314 2629 <--- Main floor 0 0 0.000 0 <--- Total 8378 108307 8378 lbs Redundancy Check rho max= 1.00 Front/Rear rho max= 1.00 Left/Right 11017.1 ASCE7-05 100mph Voelker Engineering, Inc. 08/02/11 Job 11017.1 1911 116th Avenue NE Page L9 Bellevue,WA 98004 DR Horton Plan 4702 Allowable Shearwall Forces-IBC Table 2306.3 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 v=1.6 x 860=13761b) Allow V P6 2x sill plates 48"o.c. 344 plf P4 2x sill plates 32"o.c. 516 plf P3 2x sill plates 16"o.c. 516 plf, 1/2 allow w/2x plates for seismic only P2 3x sill plates 16"o.c. 1284 plf 11017.1 ASCE7-05 100mph Voelker Engineering, Inc. 08/02/11 Job 11017.1 1911 116th Avenue NE Page L10 Bellevue,WA 98004 DR Horton Plan 4702 Sub-diaphragms-Front/Rear Zone 1 Zone 2 Zone 3 Zone 4 Roof 40 ft 0 ft 0 ft 0 ft Upper 40 ft 0 ft 0 ft 0 ft Main 0 ft 0 ft 0 ft 0 ft Force Distribution to Walls-Front/Rear Roof Plate Level Sum of Walls Total Grid 1 18.5 20.5 39 Grid 2 14.5 7 10 31.5 Grid 3 0 Grid 4 0 Grid 5 0 Trib. Vs Vw Wall Sum v Uplift Grid 1 20 2874 2126 39 74 plf OK Grid 2 20 2874 2126 31.5 91 plf OK Grid 3 0 0 0 0 Grid 4 0 0 0 0 Grid 5 0 0 0 0 Totals 40 5748 4252 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid 1 0 0 0.00 1.00 Grid 2 7 639 0.11 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 11017.1 ASCE7-05 100mph Voelker Engineering, Inc. 08/02/11 Job 11017.1 1911 116th Avenue NE Page L11 Bellevue,WA 98004 DR Horton Plan 4702 Force Distribution to Walls-Front/Rear Upper Floor Plate Level Sum of Walls Total Grid 1 38 38 Grid 2 10 5.5 3.5 2.75 6 27.75 Grid 3 0 Grid 4 0 Grid5 0 Trib. Vs Vw Wall Sum v Uplift Grid 1 20 4189 5061 38 133 plf P6 1199 Grid 2 20 4189 5061 27.75 182 plf P6 1641 IBC 2305.3. P4 Grid 3 0 0 0 0 Grid 4 0 0 0 0 Grid 5 0 0 0 0 Totals 40 8378 10121 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid 1 0 0 0.00 1.00 Grid 2 6 906 0.11 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 11017.1 ASCE7-05 100mph Voelker Engineering, Inc. 08/02/11 Job 11017.1 1911 116th Avenue NE Page L12 Bellevue,WA 98004 DR Horton Plan 4702 Sub-diaphragms-Left/Right Zone A Zone B Zone C Zone D Roof 43 ft 0 ft 0 ft 0 ft Upper 43 ft 0 ft 0 ft 0 ft Main 0 ft 0 ft 0 ft 0 ft Force Distribution to Walls-Left/Right Roof Plate Level Sum of Walls Total Grid A 4.1 7.1 11.2 Grid B 2.8 4.2 4.2 2.8 14 Grid C 0 GridD 0 Grid E 0 Trib. Vs Vw Wall Sum v Uplift Grid A 21.5 2874 3506 11.2 313 plf P4 2817 IBC 2305.3. P4 Grid B 21.5 2874 3506 14 250 plf P6 2254 IBC 2305.3. P4 Grid C 0 0 0 0 Grid D 0 0 0 0 Grid E 0 0 0 0 Totals 43 5748 7011 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid A 7.1 1822 0.32 1.00 Grid B 4.2 862 0.15 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 11017.1 ASCE7-05 100mph Voelker Engineering, Inc. 08/02/11 Job 11017.1 1911 116th Avenue NE Page L13 Bellevue,WA 98004 DR Horton Plan 4702 Force Distribution to Walls-Left/Right Upper Floor Plate Level Sum of Walls Total Grid A 40 40 Grid B 2.67 2.67 4 9.5 18.84 Grid C 0 Grid D 0 Grid E 0 Trib. Vs Vw Wall Sum v Uplift Grid A 21.5 4189 6569 40 164 plf P6 1478 Grid B 21.5 4189 6569 18.84 349 plf P4 3138 IBC 2305.3. P3 Grid C 0 0 0 0 Grid D 0 0 0 0 Grid E 0 0 0 0 Totals 43 8378 13139 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid A 0 0 0.00 1.00 Grid B 4 889 0.11 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 11017.1 ASCE7-05 100mph I - Voelker Engineering, Inc. 8/2/2011 Job 11017.1 1911 116th Avenue NE Page L14 Bellevue,WA 98004 DR Horton Plan 4702 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 2874 43 67 plf 5.69 ft o.c. OK Vw 2126 43 49 plf 7.69 ft o.c. OK Grid 2 Vs 2874 43 67 plf 5.69 ft o.c. OK Vw 2126 43 49 plf 7.69 ft o.c. OK Left/Right Grid A Vs 2874 32 90 plf 4.23 ft o.c. OK Vw 3506 32 110 plf 3.47 ft o.c. OK Grid B Vs 2874 40 72 plf 5.29 ft o.c. OK Vw 3506 40 88 plf 4.34 ft o.c. OK 11017.1 ASCE7-05 100mph JOB ),0 i ..7 VOELKER ENGINEERING, INC. SHEET NO. 1 t of 1911 116th Avenue NE Z b Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE ( 1 )y T- i l' ir f-i' 1=7 6 '..gio-li. -47.,. • . . . _... 0 1 .. .} • • _ . s :.... ..... .......... (s) . i 1 1 . . i t 1 i S i 1 li .. ....;.... d ! • :.. ..._;.... , ......4.............__... 1^ i ..... ............E....._.....:............i_........._L._.._....t.........................'. ..... .... ..... .................. ..... ..... ..... Ce • • ....:..... .....:... rA //� • !t _ . .G.a. r: . lifit) t: i : . , .... ... ... 1 ....:............'.........._�...........i....................... ..... ..... .... ..... ..... ..... ..... .._. ..._ .... i sli ese s • Walla 200 I:A*31 2051 Rift* , 1 1 0 i 7 JOB VOELKER ENGINEERING, INC. SHEET NO. L to of 1911 116th Avenue NE Bellevue, Washington 98004 CALCULATED BY DATE ? •2• li 425-451-4946 CHECKED BY DATE - SCALE • • a 0 • • : ! i i ! 4 ; ; t r L ' . , , i , e : : ; , ; , 1 .. , 1 • . 1 e ; t . . , • . ! i : I , „ 64- 1 1 , i, , „: .... ....!... . ., • : 7 . .:, . .i.. • 1 i 1 i .: i. -,p4., I .1 , . .. e . 0 i . . . , . .,,, --, : i , . . , : ; , . . . : . : .• . , , •, : ., , , , , , , . "... ,.;) , ! , , . . . 1 , .,, , 4. , ,, i , , , , ., J4 • i1. . .. s. , ; ' V'1;n/de' 4 i• ; : i ,•' ,,,71: i'• -,•• •• • r•E , Sle40* rit. , i t t. • : ! : ! : : . : : ! : : : .....:.... ....:.............:..... j • i ......... { S I 64„/4- q lAr I - it z'S U . ....:.... o. NOW m,.,pi*Stab)T.,V Voelker Engineering, Inc. 08/02/11 Job 11017 1911 116th Avenue NE Page L17 Bellevue, Washington 98004 Wood shearwall with Concrete shearwall Base. Shear per foot 349 plf Total = 931 lb Hw = 8.0 ft - - W = 2.7 ft Hc = 1.0 ft Concrete wall t = 8 in 0 Wood panel ratio = 3.00 OK U Wood Panel Sheath both sides - Y/N? N 7/16" OSB, 8d Common Nails, 1 3/8" minumum penetration into framing Allowable shear= 83 lb per nail. Rows of Nails 2 Nail spacing 3 inches o.c. Panel capacity = 1770.89 lb <-- OK 5/8"Anchor Bolts, Allow V = 532 lb 2 Bolts required Wood uplift 2792.0 lb Holdown = STHD14 Capacity = 4160.0 lb Concrete Wall Vu = 1.30 kip fc = 2500 psi Vc = 6.96096 kip fy = 60 ksi OTMu = 11.73 k-ft 75% rho bal = 0.0134 Req'd As = 0.100 in2 1 #4 bar Each end or 1 #5 bar Concrete Footing Footing width = 16 in Footing thickness = 10 in d = 5 in Layers of Reinforcement 1 Mu = 11.73 k-ft 3 #4 bar At mid-depth Req'd As = 0.58 in2 rho = 0.0072 < 75% rho bal, OK Shear Panel JOB //O/ 1 VOELKER ENGINEERING, INC. SHEET NO. I OF 1911 116th Avenue NE '3. 2. 1i Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE .... -0'OM Ty► IrrP,0 1 Vi _ I 1 1 _ i' . _ ....�.. I _. --_. _.. I O T-I� . I' ! ::, . ' , r, • • �® • 1 i L t> '_:.....,_.] • I 6 fi • I!P" .. m • WWWYw1Y Idt T104Mb"" PRODUCT 2041(SW SA(415)205.1(Paddedl JOB 1101 7 VOELKER ENGINEERING, INC. Z OF SHEET NO. 1911 116th Avenue NE .43 Bellevue, Washington 98004 CALCULATED BY DATE •j• l> 425-451-4946 CHECKED BY DATE SCALE i. • r�: • s - t h �V . ,L ,:i. 1: :' -,. l'� � L � • -b �/s f� i • lad i PI •••!eidjli,1 • . 1 y.): I ! , , : : : , , , ........,. •,. , , , , , , , i 7 5 pli , , F� > PRODUCT 21M-1(S eSheds)205-1(Padeth a JOB //a i 7 VOELKER ENGINEERING, INC. SHEET NO. 7r 3 OF 1911 116th Avenue NE 3 • 2. 6Bellevue, Washington 98004 CALCULATED BY DATE d 425-451-4946 CHECKED BY DATE SCALE • • rte / L s 3' ;a'' 1�Qlt E9; I 7& • :; 3._M • • , sa . • PRODUCT 2041(Single Sheets)205.1(Padded) 7 JOB �,/ /) //O/ VOELKER ENGINEERING, INC. SHEET NO. `�1 F " OF 1911 116th Avenue NE yr J Bellevue, Washington 98004 CALCULATED BY DATE 3 +`" " 425-451-4946 CHECKED BY DATE - SCALE ....._.... . ............ ............. I ' 1 ,1 ::L 1 .,).: ': , , . , .: Ii-- I!IIIiFi1!uI , i , , , , ;. _..._. .__ _.. :.._ j , ;l � .�L. ,- 1� IlF:IIII!I!It 1 1... -I .___ .. .. ._. ; '; : ,:. , I -�1 -� : ; . 4 .L... .,_ !; ,_ H „ . , . j ES � Ie� �I� .. _ � t � _: � � i � e .• ..”. ,,,,o1,..,•,..- ; ,-1,!!!!!".t.4, , •;• • .p . 1 JI u ' 8 n . • m-i.verse r — ! ® .I, :_.__ :I I I IA I. .. MAW I,.fl.a Le SV nT1 I YCT�MO QIf It11e CAN re M112 TMT . 0.4 PRODUCT 204-1(Snare Sheets)205 (Padded) JOB /it?, 7 VOELKER ENGINEERING, INC. SHEET NO. l� l4 Z OF 1911 116th Avenue NE di• ?' li Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 - CHECKED BY DATE SCALE w c z S fL,r lull , : ; : ; , , , , •.i.1 1 G-L8 , . , . • '✓ ,• ie. 7 ,:_ . __ � 1 • s.lb; 3 . . Z4 , , G-t3�xlO f : U Iq, w_ = _b„ ' s 2 i 1 . � 7PSi 'ht t PS ;. 1V6Uy r c ' -t t..6 % /70.E/Li `:?'r ''. .T107 72 PRODUCT 204-1(Single Siem)205-1(Padded) - JOB /� Po/7 VOELKER ENGINEERING, INC. SHEET NO. �// F 1 OF 1911 116th Avenue NE 3 , z . l. Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE - SCALE • ! Le 1. • hv__i 3 ,i, • • • 43 . • }!z • (0 • , 6,'. $ , / ; ! eA,,,. ..f! . : . • r— t_ • � X � 1; t • I6 ,S?--3(-1.---- • 74/ ; f • , .. , . . . • , : :. , ., . . . • ,,,.. i , , , : : , , ,, 4- .-44. : . b • • , ).(6,....... ....i. 4 iz .5 , , , ,, c. , ,..,± ,..,,— , ,,,., : r • • • • y. t b • � t31 s, . • • • • • . • • • PRODUCT 204-1(Single Sheen)2051(NM) SOB i i of 7 VOELKER ENGINEERING, INC. Gt l 4 OF SHEET NO. 1911 116th Avenue NE '5•Z. if Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 - CHECKED BY DATE SCALE • a)... : • .._ • • W_. • • 7 1 s 6r /2 • t ::(toS 21 . . . , • . . , , , , . , ,, , : . G -3 ! °A,' tP# 0 e,..,. . •, .. . . . : : . , , , : . PRODUCT 204-1(Sm le S.s)205-1(Patted) r - 1 Voelker Engineering Job 1911 116th Avenue NE Sheet w 1 Bellevue,WA 98004ill Wall Height= 4.83 ft - Retaining Wall,Ver 2.0 INPUT DATA Stem H = 4.00 (ft) Fc= 2500 (psi) Stem T= 8.00 (in) Fy= 60 (ksi) Ftg. Th= 10.00 (in) EFP 35 (pcf) Ftg Width= 2.00 (ft) Passive= 350 (pcf) MRF= 0.00 Toe= 0.67 (ft) Surch. = 0 (psf) At' 0 (ft) Heel= 0.67 (ft) Coef F= 0.4 Friction H1 = 0.00 (ft) Axial P= 0.00 (kips) Key= 0.00 (in) Soil wt= 125 (pcf) OUTPUT Overturning Moment 0.66 (k-ft) Horz Sliding Force 0.41 (kips) Resisting Moment 1.21 Resist. Friction 0.39 - Resist. Passive 0.12 - S.F.= 1.83 <- S.F.= 1.26 <- Soil Pressure 1.18 (ksf) <--- Resultant is Outside Kern Design Moment in Stem Max% = 0.0134 H= 0.00 (ft) #4© 105.9 in o.c. Steel%= 0.0003 • D= 6.25 (in) #5 @164.1 in o.c. Mu= 0.63 (k-ft) #6© 233.0 in o.c. Req'd As 0.02 (inA2/ft) H= 2.00 (ft) #4© 850.3 in o.c. Steel%= 0.0000 D= 6.25 (in) #5 @ 1318.0 in o.c. Mu= 0.08 (k-ft) #6 @ 1870.7 in o.c. Req'd As 0.00 (in42/ft) Design Moment in Heel D= 7.75 (in) #4© 444.7 in o.c. Steel %= 0.0001 Mu = 0.19 (k-ft) #5© 689.2 in o.c. Req'd As 0.01 (inA2/ft) #6 @ 978.3 in o.c. #7© 1334.0 in o.c. Design Moment in Toe D= 6.75 (in) #4 @ 228.7 in o.c. Steel%= 0.0001 Mu= 0.32 (k-ft) #5© 354.5 in o.c. Req'd As 0.01 (inA2/ft) #6 @ 503.2 in o.c. Longitudinal Footing Reinforcement Minimum Steel Requirements .001 x Area of Footing Required As= 0.24 inA2 1.2 #4 bars • r M Voelker Engineering Sheet FA/ Z 1911116th Avenue NE ******************************** Bellevue, WA 98004 Wall Height = 5.83 ft ******************************** Retaining Wall, Ver 2 .0 INPUT DATA Stem H = 5.00 (ft) F'c = 2500 (psi) Stem T = 6.00 (in) Fy = 40 (ksi) Ftg. Th= 10.00 (in) EFP 35 (pcf) Ftg Width 2.75 (ft) Passive= 350 (pcf) MRF = 0.00 Toe= 0.75 (ft) Surch. = 0 (psf) At 0 (ft) Heel= 1.50 (ft) Coef F = 0.4 Friction H1 = 0.50 (ft) Axial P= 0.00 (kips) Key = 0.00 (in) Soil wt= 120 (pcf) OUTPUT Overturning Moment 1.16 (k-ft) Horz Sliding Force 0.60 (kips) Resisting Moment 2.66 Resist. Friction 0.67 - Resist. Passive 0.31 - S.F.= 2.30 <--- S.F.= 1.64 <--- Soil Pressure 1.22 (ksf) <--- Resultant is Outside Kern Design Moment in Stem Max % = 0.0232 H = 0.00 (ft) #4 @ 24.2 in o.c. Steel % = 0.0019 41//iiD = 4.25 (in) #5 @ 37.6 in o.c. Mu = 1.24 (k-ft) #6 53.3 in o.c. Req'd As 0.10 (in'2/ft) H = 2 .00 (ft) #4 @ 113.8 in o.c. Steel % = 0.0004 D = 4.25 (in) #5 (0 176.4 in o.c. Mu = 0.27 (k-ft) #6 @ 250.4 in o.c. Req'd As 0.02 (in'2/ft) Design Moment in Heel D = 7.75 (in) #4 @ 48.6 in o.c. Steel % = 0.0005 Mu = 1.14 (k-ft) #5 @ 75.4 in o.c. Req'd As 0 .05 (inA2/ft) #6 @ 107.0 in o.c. #7 @ 145.9 in o.c. Design Moment in Toe D = 6.75 (in) #4 @ 110.7 in o.c. Steel % = 0.0003 Mu = 0.44 (k-ft) #5 @ 171.6 in o.c. Req'd As 0.02 (in"'2/ft) #6 @ 243 .5 in o.c. Longitudinal Footing Reinforcement Minimum Steel Requirements .001 x Area of Footing Required As = 0.33 in"2 1.6 #4 bars R , Voelker Engineering `---' IZw 3 0 1911 116th Avenue NE Sheet Bellevue, WA 98004 ******************************** Wall Height = 6.83 ft ******************************** Retaining Wall, Ver 2 . 0 INPUT DATA Stem H = 6 . 00 (ft) F' c = 2500 (psi) Stem T = 8 . 00 (in) Fy = 60 (ksi) Ftg. Th= 10 . 00 (in) EFP 35 (pcf) Ftg Width 3 . 00 (ft) Passive= 350 (pcf) MRF = 0 . 00 Toe= 1 . 00 (ft) Surch. = 0 (psf) At 0 (ft) Heel= 1 . 33 (ft) Coef F = 0 .4 Friction H1 = 0 . 00 (ft) Axial P= 0 .00 (kips) Key = 8 . 00 (in) Soil wt= 120 (pcf) OUTPUT Overturning Moment 1. 95 (k-ft) Horz Sliding Force 0. 82 (kips) Resisting Moment 3 . 60 Resist . Friction 0 .77 - Resist . Passive 0 .39 - S.F.= 1. 85 <--- S.F.= 1.43 <--- Soil Pressure 1 . 51 (ksf) <--- Resultant is Outside Kern Design Moment in. Stem Max % = 0 . 0134 H = 0 . 00 (ft) #4 @ 31 . 1 in o.c. Steel % = 0 .0010 0 D = 6 .25 (in) #5 @ 48 . 1 in o.c. ,�� Mu = 2 . 14 (k-ft) #6 @ 68 .3 in o.c. QG JO at/ • Req'd As 0 . 08 (inA2/ft) H = 2 . 50 (ft) #4 @ 158 .3 in o.c. Steel % = 0 .0002 D = 6 .25 (in) #5 @ 245 .4 in o.c. Mu = 0 .43 (k-ft) #6 @ 348 .2 in o.c. _ Req'd As 0 . 02 (inA2/ft) Design Moment in Heel D = 7. 75 (in) #4 @ 79 .2 in o.c. Steel % = 0 . 0003 Mu = 1 . 05 (k-ft) #5 @ 122 . 8 in o.c. Req'd As 0 . 03 (inA2/ft) #6 @ 174 .3 in o.c. 04 4 `p ler c1' #7 @ 237 . 7 in o.c. Design Moment in Toe D = 6.75 (in) #4 @ 78 .7 in o.c. Steel % = 0 . 0004 Mu = 0 . 92 (k-ft) #5 @ 122 . 1 in o.c. Req'd As 0 .03 (inA2/ft) #6 @ 173 .2 in o.c. Longitudinal Footing Reinforcement Minimum Steel Requirements . 001 x Area of Footing Required As = 0 . 36 inA2 1 . 8 #4 bars • 1 , Voelker Engineering Sheet PA/ • 1911 116th Avenue NE Bellevue,WA 98004 """""""""*********************** Wall Height = 8 . 00 ft ******************************** Retaining Wall, Ver 2 . 0 INPUT DATA Stem H = 7. 00 (ft) F'c = 2000 (psi) Stem T = 8 . 00 (in) Fy = 40 (ksi) Ftg. Th= 12 . 00 (in) EFP 35 (pcf) Ftg Width 3 .50 (ft) Passive= 350 (pcf) MRF = 0. 00 Toe= 1.58 (ft) Surch. = 0 (psf) At 0 (ft) Heel= 1.25 (ft) Coef F = 0 .4 Friction Hi = 0 . 00 (ft) Axial P= 0. 00 (kips) Key = 0 .00 (in) Soil wt= 120 (pcf) OUTPUT Overturning Moment 2 .99 (k-ft) Horz Sliding Force 1 . 12 (kips) Resisting Moment 5 .28 Resist. Friction 0 . 91 - Resist. Passive 0 . 18 - S.F.= 1 . 77 <--- S.F.= 0 . 97 <--- Soil Pressure 1. 51 (ksf) <--- Resultant is Outside Kern Design Moment in Stem Max % = 0. 0186 H = 0 . 00 (ft) #4 @ 12 . 8 in o.c. Steel % = 0 . 0025 41, D = 6 .25 (in) #5 @ 19. 9 in o.c. Mu = 3 .40 (k-ft) Req'd As 0 .19 (inA2/ft) H = 2 . 00 (ft) #4 @ 35 . 9 in o.c. Steel % = 0 . 0009 I D = 6.25 (in) #5 @ 55 . 7 in o.c. Mu = 1.24 (k-ft) Req'd As 0 . 07 (inA2/ft) Design Moment in Heel D = 9 . 75 (in) #4 @ 64 .2 in o.c. Steel % = 0 . 0003 Mu = 1 . 09 (k-ft) #5 @ 99.6 in o.c. Req'd As 0 . 04 (inA2/ft) Design Moment in Toe D = 8 .75 (in) #4 @ 28 .7 in o.c. Steel % = 0 . 0008 Mu = 2 .17 (k-ft) #5 @ 44 .5 in o.c. Req'd As 0.08 (inA2/ft) Longitudinal Footing Reinforcement Minimum Steel Requirements . 001 x Area of Footing Required As = 0 . 50 inA2 2 .5 #4 bars Voelker Engineering AN 1911 116th Avenue NE Sheet 7 �'' Bellevue, WA 98004 Retaining Wall, Ver 2.0 INPUT DATA Stem H = 8.00 (ft) F'c = 2000 (psi) Stem T = 8.00 (in) Fy = 60 (ksi) Ftg. Th= 12.00 (in) EFP 35 (pcf) Ftg Width 4.50 (ft) Passive= 250 (pcf) Toe= 1.17 (ft) Surch. = 0 (psf) At 0 (ft) Heel= 2.66 (ft) Coef F = 0.35 Friction H1 = 1.00 (ft) Axial P= 0.00 (kips) Key = 8.00 (in) Soil wt= 125 (pcf) OUTPUT Overturning Moment 4.25 (k-ft) Horz Sliding Force 1.42 (kips) Resisting Moment 11.25 Resist. Friction 1.50 - Resist. Passive 0.89 - S.F.= 2.64 <---0 / S.F.= 1.69 <--- Soil Pressure 1.74 (ksf) <--- Resultant is Inside Kern dtii / Design Moment in Stem SH = 0.00 (ft) #4 @ 12.7 in o.c. D = 6.25 (in) #5 @ 19.7 in o.c. Mu = 5.08 (k-ft) #6 @ 27.9 in o.c. o-s-e/ '�! Req'd As 0.19 (in-2/ft) H = 2.50 (ft) #4 @ 40.3 in o.c. D = 6.25 (in) #5 @ 62.5 in o.c. Mu = 1.65 (k-ft) #6 @ 88.7 in o.c. 'in 0.06 As' Re dt Req'd ( 2/f ) Design Moment in Heel !7.447 i" v L, )tell at g4-e, D = 9.75 (in) #4 @ .2.5-76. in o.c. Mu = 4.06 (k-ft) #5 @ 39.7 in o.c. , Req'd As 0.09 (in-2/ft) #6 @ 56.3 in o.c. ' gt e t�j U`. #7 @ 76.8 in o.c. C40- 40) Design Moment in Toe D = 8.75 (in) #4 @ 61.2 in o.c. Mu = 1.53 (k-ft) #5 @ 94.9 in o.c. Req'd As 0.04 (in-2/ft) #6 @ 134.6 in o.c. Longitudinal Footing Reinforcement 1111 Minimum Steel Requirements .001 x Area of Footing Required As = 0.65 in-2 3.2 #4 bars W , - Voelker Engineering Job 1911 116th Avenue NE Sheet pbo.,6 Bellevue, WA 98004 Retaining Wall, Ver 2.0 INPUT DATA Stem H = 9.00 (ft) F'c = 2000 (psi) Stem T = 8.00 (in) Fy = 60 (ksi) Ftg. Th= 12.00 (in) EFP 35 (pcf) Ftg Width 5.25 (ft) Passive= 250 (pcf) MRF = 0.00 Toe= 1.33 (ft) Surch. = 0 (psf) 0 (ft) Heel= 3.25 (ft) Coef F = 0.35 Friction H1 = 1.00 (ft) Axial P= 0.00 (kips) Key = 8.00 (in) Soil wt= 125 (pcf) OUTPUT Overturning Moment 5.96 (k-ft) Horz Sliding Force 1.75 (kips) Resisting Moment 16.94 Resist. Friction 1.93 - Resist. Passive 0.89 - S.F.= 2.84 <---17 S.F.= 1.61 <--- c,� y Soil Pressure 1.81 (ksf) <--- Resultant is Inside Kern eqe Design Moment in Stem 4' Max % = 0.0107 H = 0.00 (ft) #4 @ 8.7 in o.c. Steel % = 0.0037 D = 6.25 (in) #5 @ 13.5 in o.c. Mu = 7.23 (k-ft) #6 @ 19.2 in o.c. s1r ,p �y '1 6 .G Req'd As 0.27 (in"2/ft) tT 7 C�i H = 2.75 (ft) #4 @ 27.3 in o.c. Steel % = 0.0012 D = 6.25 (in) #5 @ 42.3 in o.c. Mu = 2.42 (k-ft) #6 @ 60.1 in o.c. Req'd As 0.09 (in"2/ft) Design Moment in Heel �+ /8.t, 4, c.c. Fry 67441-4a D = 9.75 (in) #4 @ i in o.c. Steel % = 0.0010 Mu = 4.98 (k-ft) #5 @ 32.2 in o.c. Req'd As 0.12 (in^2/ft) #6 @ 45.7 in o.c. i?- (fid G #7 @ 62.3 in o.c. Design Moment in Toe (y lb) D = 8.75 (in) #4 @ 44.9 in o.c. Steel % = 0.0005 Mu = 2.08 (k-ft) #5 @ 69.6 in o.c. Req'd As 0.05 (inA2/ft) #6 @ 98.8 in o.c. 0 Longitudinal Footing Reinforcement Minimum Steel Requirements .001 x Area of Footing Required As = 0.76 inA2 3.8 #4 bars Y ., r Voelker Engineering _ • 1911 116th Avenue NE Sheet F -1 Bellevue,WA 98004 Retaining Wall, Ver 2.0 INPUT DATA Stem H = 1,0.00 (ft) F'c = 2000 (psi) Stem T = lu.uo (in) Fy = 60 (ksi) Ftg. Th= 12.00 (in) EFP 35 (pcf) Ftg Width 5.75 (ft) Passive= 250 (pcf) Toe= 1.42 (ft) Surch. = 0 (psf) At 0 (ft) Heel= 3.50 (ft) Coef F = 0.35 Friction H1 = 1.00 (ft) Axial P= 0.00 (kips) Key = 8.00 (in) Soil wt= 125 (pcf) OUTPUT Overturning Moment 7.76 (k-ft) Horz Sliding Force 2.12 (kips) Resisting Moment 22.39 Resist. Friction 2.33 - Resist. Passive 0.89 - S.F.= 2.88 <--- • L, S.F.= 1.52 <--- p Soil Pressure 1.98 (ksf) <--- Resultant is Inside Kern Design Moment in Stem 41P H = 0.00 (ft) #4 @ 8.5 in o.c' D = 8.25 (in) #5 @ 13.2 in o.c. Mu = 9.92 (k-ft) #6 8 18.8 in o.c. 4 5 a l2 4/4, - Req'd As 0.28 (in-2/ft) H = 2.50 (ft) #4 @ 20.9 in o.c. D = 8.25 (in) #5 @ 32.3 in o.c. Mu = 4.18 (k-ft) #6 8 45.9 in o.c. Req'd As 0.12 (in-2/ft) Design Moment in Heel D = 9.75 (in) #4 8 13.5 in o.c. • = 7.58 Req'duAs 0.18 (inf 2/ft ) #6 @ 29.7 in o.c. #•5 e 1(Quw, #7 8 40.5 in o.c. Design Moment in Toe D = 8.75 (in) #4 8 35.9 in o.c. Mu = 2.60 (k-ft) #5 @ 55.6 in o.c. Req'd As 0.07 (in-2/ft) #6 8 79.0 in o.c. Longitudinal Footing Reinforcement 0 Minimum Steel Requirements .001 x Area of Footing • Required As = 0.83 in-2 4.1 #4 bars