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BLD2007-00580 Carport, Retaining Wall Final - BLD Engineering / Geo-tech Reports - 6/21/2007
a� 0v��� Structural Calculations & Analysis for the Hannon Remodel NE 2731 Old Belfair Hwy Belfair, WA for Miles Construction PO Box 1851 Belfair, WA 98528 by N.L. Olson & Associates, Inc. 2453 Bethel Avenue Port Orchard, WA 98366 360-876-2284 M.Zq ,C to =',S;rvNALrt' June-07 Scope of Work: Analysis of retaining wall and stem wall in garage only. Sizing of beam in garage. This design conforms to the 2003 International Building Code. Materials: Concrete: f,=2500 psi Assumed Soil Properties: 1500 psf Bearing Capacity, 150 psf/ft lateral capacity CONTENTS: Page 1-4 6 ft Retaining Wall Page 5-6 4 ft stem wall Page 7-8 Beam Calculations Page 9 6 ft Retaining Wall Detail Page 10 4 ft Stem Wall Detail Title: Miles Job# Dsgnr: MMZ Date: 6:01 PM, 25 JUN 07 Description :Stemwall and beam calcs for 2731 Old Belfair Hwy Scope: Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580018 User KW-0602029.Ver 5 8 0.1-Dec-2003 n Cantilevered Retaining Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software MILESI ECW Caiculatiors ' Description 6' retaining wall w/ 13' trib width 15 psf D Criteria Soil Data Footing Strengths& Dimensions Retained Height = 5.50 ft Allow Soil Bearing = 1,500.0 psf fc = 2,500 psi Fy = 40,000 psi Wall height above soil = 0.50 ft Coulomb Soil Pressure calculation Min.As% = 0.0014 Soil Friction Angle - 30.0 deg Toe Width = 1.25 ft Slope Behind Wall = 0.00: 1 Active Pressure:Ka*Gamma= 33.5 Heel Width = 1.25 Height of Soil over Toe = 0.00 in Passive Pressure:Kp*Gamma 345.0 Total Footing Width = 2.50 Soil Density = 115.00 pcf Footing Thickness = 10.00 in FootingllSoil Friction = 0.300 = Wind on Stem = 0.0 psf Soil height to ignore Key Width 0.00 in Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Loads Lateral Load Applied to Stem Axial Load Applied to Stem Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Axial Dead Load = 205.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 It Axial Live Load = 0.0 Ibs Surcharge Over Toe = 50.0 psf ...Height to Bottom = 0.00 ft Axial Load Eccentricity = 0.0 in Used for Sliding&Overturning Design Summary Stem Construction Top Stem Stem OK Total Bearing Load = 1,709 Ibs Design height ft= 0.00 ...resultant ecc. = 4.29 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,271 psf OK Thickness = 8.00 = Soil Pressure @Heel = 97 psf OK Rebar Size # 4Rebar Spacing = 16.00 Allowable = 1,500 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data - ACI Factored @ Toe = 1,591 psf Design g+fa = 0.718 ACI Factored @Heel = 121 psf fb/FTotal Force @Section Ibs= 860.9 Footing Shear @Toe = 10.3 psi OK Moment....Actual ft-#= 1,578.3 Footing Shear @Heel = 11. psi OK Moment.....Allowable = 2,196.9 Allowable = 85.0 psi Wall Stability Ratios Shear.....Actual psi= 14.3 Overturning = 2.08 OK Shear.....Allowable psi= 85.0 Sliding = N/A Bar Develop ABOVE Ht. in= 12.48 Sliding Calcs Slab Resists All Sliding ! Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 659.4 Ibs Wall Weight = 96.7 Rebar Depth 'd' in= 5.00 Masonry Data fm psi= Fs psi= Solid Grouting = Footing Design Results Special Inspection = Modular Ratio'n' _ Toe Heel Short Term Factor = Factored Pressure = 1,591 121 psf Equiv. Solid Thick. _ Mu': Upward = 1,052 0 ft-# Masonry Block Type= Mu' :Downward = 191 359 ft-# Concrete Data - Mu: Design = 860 359 ft-# fc psi= 2,500.0 Actual 1-Way Shear = 10.34 11.85 psi Fy psi= 40,000.0 Allow 1-Way Shear = 85.00 85.00 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = None Spec'd Heel: Key Reinforcing = None Spec'd Key: I . Title: Miles, Job# Dsgnr: MMZ Date: 6:01PM, 25JUN07 Description :Stemwall and beam calcs for 2731 Old Belfair Hwy Scope: Code Ref:ACI 318-02, 1997 UBC, 2003 IBC,2003 NFPA 5000 Rev: 580018 User:KW-0602029 Ver5.80.1-Dec-2003 Cantilevered Retaining Wall Design Page z ' (c)1983-2003 ENERCALC Engineering Software MILES ECW.Calculations Description 6' retaining wall w/ 13' trib width 15 psf D Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 671.5 2.11 1,417.6 Soil Over Heel = 369.0 2.21 814.8 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = -12.1 0.42 -5.1 Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 205.0 1.58 324.6 Load @ Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = 62.5 0.63 39.1 Stem Weight(s) = 580.0 1.58 918.3 Total = 659.4 O.T.M. = 1,412.5 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.08 Footing Weight = 312.5 1.25 390.6 Vertical Loads used for Soil Pressure= 1,708.9 Ibs Key Weight = Vert. Component = 179.9 2.50 449.8 Vertical component of active pressure used for soil pressure Total= 1,708.9 Ibs R.M.= 2,937.2 -, r Title: Miles I Job# Dsgnr: MMZ Date: 6:01 PM, 25 JUN 07 Description :Stemwall and beam calcs for 2731 Old Belfair Hwy Scope: Code Ref:ACI 318-02, 1997 UBC, 2003 IBC,2003 NFPA 5000 Rev 580018 - - - Page 1- - User KW-OW2029,Ver5.80.1-Dec-2003 Cantilevered Retaining Wall Design (c)1983-2CO3 ENERCALC Engineenng Software MILESI.ECW.Calculations ' Description 6' retaining wall w/ 13' trib width 15 psf D + 25 psf S Criteria Soil Data Footing Strengths & Dimensions Retained Height = 5.50 ft Allow Soil Bearing = 1,500.0 psf fc = 2,500 psi Fy = 40,000 psi Wall height above soil = 0.50 ft Coulomb Soil Pressure calculation Min.As% = 0.0014 Soil Friction Angle - 30.0 deg Toe Width = 1.25 ft Slope Behind Wall = 0.00: 1 Active Pressure:Ka"Gamma= 33.5 Heel Width 1.25 Height of Soil over Toe = 0.00 in Passive Pressure:Kp'Gamrrta 345.0 Total Footing Width 2.5050 Soil Density = 115.00 pcf Footing Thickness = 10.00 in FootingllSoil Friction = 0.300 = Wind on Stem = 0.0 psf Soil height to ignore Key Width 0.00 in Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Loads Lateral Load Applied to Stem Axial Load Applied to Stem I Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/It Axial Dead Load = 205.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Axial Live Load = 325.0 Ibs Surcharge Over Toe = 50.0 psf ...Height to Bottom = 0.00 ft Axial Load Eccentricity = 0.0 in Used for Sliding&Overturning Design Summary ! Stem Construction Top Stem Stem OK Total Bearing Load = 2,034 Ibs Design height ft= 0.00 ...resultant ecc. = 2.97 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,297 psf OK Thickness 8.0 4 # 4 Soil Pressure @ Heel = 331 psf OK Rebar Size _ 1,500 p Rebar Spacing - 16.00 sf Allowable = Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,717 psf fb/FB+fa/Fa = 0.718 ACI Factored @ Heel = 438 psf Total Force @ Section Ibs= 860.9 Footing Shear @ Toe = 11.7 psi OK Moment....Actual ft-#= 1,578.3 Footing Shear @ Heel = 11.9 psi OK Moment.....Allowable = 2,196-9 Allowable = 85.0 psi Shear.....Actual psi= 14.3 Wall Stability Ratios Overturning 2.08 OK Shear.....Allowable psi= 85.0 = Sliding = N/A Bar Develop ABOVE Ht. in= 12.48 Sliding Calcs Slab Resists All Sliding ! Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force 659.4 Ibs Wall Weight = 96.7 Rebar Depth 'd' in= 5.00 Masonry Data - f m psi= Fs psi= Solid Grouting = Footing Design Results Special Inspection = Modular Ratio'n' _ Toe Heel Short Term Factor = Factored Pressure = 1,717 438 psf Equiv. Solid Thick. _ Mu': Upward = 1,175 0 ft-# Masonry Block Type= Mu': Downward = 191 359 ft-# Concrete Data Mu: Design = 983 359 ft-# fc psi= 2,500.0 Actual 1-Way Shear = 11.72 11.85 psi Fy psi= 40,000.0 Allow 1-Way Shear = 85.00 85.00 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = None Spec'd Heel: Key Reinforcing = None Spec'd Key: Title: Miles( Job# Dsgnr: MMZ Date: 6:01 PM, 25 JUN 07 Description:Stemwall and beam calcs for 2731 Old Belfair Hwy Scope: Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Rev 580018 User KW-0602O29,Ver5.80.1-Dec-2003 Cantilevered Retainin Wall Desi n Page 2 (c)1983-2003 ENERCALC Engineering Software MILES ECW Calculations Description 6' retaining wall w/ 13' trib width 15 psf D+ 25 psf S Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 671.5 2.11 1,417.6 Soil Over Heel = 369.0 2.21 814.8 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = -12.1 0.42 -5.1 Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 205.0 1.58 324.6 Load @ Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = 62.5 0.63 39.1 Stem Weight(s) = 580.0 1.58 918.3 Total = 659.4 O.T.M. = 1,412.5 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.08 Footing Weight = 312.5 1.25 390.6 Vertical Loads used for Soil Pressure= 2,033.9 Ibs Key Weight = Vert. Component = 179.9 2.50 449.8 Vertical component of active pressure used for soil pressure Total= 1,708.9 Ibs R.M.= 2,937.2 j n Title: Miles C Job# Dsgnr: MMZ Date: 6.01 PM, 25 JUN 07 Description:Stemwall and beam calcs for 2731 Old Belfair Hwy Scope: Code Ref:ACI 318-02, 1997 UBC. 2003 IBC,2003 NFPA 5000 Rev: 580013 User:KW-0602029.Ver5.80.1-Dec-2003 Cantilevered RetainingWall Design Page 1 c)1983-2003 ENERCALC Engineering Software g MILES I ECW Calwlations , Description 4' stem wall w/ point load from posts 15 psf D +25 psf S Criteria Soil Data Footing Strengths& Dimensions Retained Height = 2.00 ft Allow Soil Bearing = 1,500.0 psf fc = 2,500 psi Fy = 40,000 psi Wall height above soil = 2.00 ft Coulomb Soil Pressure calculation Min.As% = 0.0014 Soil Friction Angle = 30.0 deg Toe Width = 1.25 ft Slope Behind Wall = 0.00: 1 Active Pressure:Ka'Gamma= 33.5 Heel Width 1.25 Height of Soil over Toe = 0.00 in Passive Pressure:Kp"Gamma 345.0 Total Footing Width 2.5050 Soil Density = 115.00 pcf Footing Thickness = 10.00 in FootingllSoil Friction = 0.300 = Wind on Stem = 0.0 psf Soil height to ignore Key Width 0.00 in Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 5,500.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.50 ft Surcharge Over Toe = 0.0 psf ,..Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.25 ft Axial Load Applied to Stem I Footing Type Pad Base Above/Below Soil _ 2.0 ft Axial Dead Load = 0.0 Ibs at Back of Wall Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Stem OK Total Bearing Load = 1,754 Ibs Design height ft= 0.00 ...resultant ecc. = 5.53 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 0 psf OK Thickness 8.0 4 Rebar Size # 4 Soil Pressure @ Heel = 1,482 psf OK Rebar Spacing = 18.00 Allowable = 1,500 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 0 psf fb/FB+fa/Fa = 0.174 ACI Factored @ Heel = 2,248 psf Total Force @ Section ibs= 225.0 Footing Shear @ Toe = 0.4 psi OK Moment....Actual ft-#= 340.4 Footing Shear @ Heel = 5.1 psi OK Moment.....Allowable = 1,958.0 Allowable = 85.0 psi Shear.....Actual psi= 3.8 Wall Stability Ratios Overturning = 9.77 OK Shear.....Allowable psi= 85.0 Sliding = 3.05 (Vertical Co Bar Develop ABOVE Ht. in= 12.48 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 212.0 Ibs Wall Weight = 96.7 less 100% Passive Force= - 119.8 Ibs Rebar Depth 'd' in= 5.00 less 100% Friction Force= - 526.2 Ibs Masonry Data Added Force Req'd = 0.0 Ibs OK I'm psi= ....for 1.5: 1 Stability = 0.0 Ibs OK Fs psi=Solid Grouting = Footing Design Results Special Inspection = Modular Ratio'n' _ Toe Heel Short Term Factor = Factored Pressure = 0 2,248 psf Equiv.Solid Thick. _ Mu' :Upward = 221 0 ft-# Masonry Block Type= Mu' : Downward = 137 132 ft-# Concrete Data Mu: Design = 84 132 ft# fc psi= 2,500.0 Actual 1-Way Shear = 0.43 5.14 psi Fy psi= 40,000.0 Allow 1-Way Shear = 85.00 85.00 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Specd Toe: Heel Reinforcing = None Specd Heel: Key Reinforcing = None Spec'd Key: Title: Miles Job# Dsgnr: MMZ Date: 6:01 PM, 25 JUN 07 Description :Stemwall and beam calcs for 2731 Old Belfair Hwy Scope: Code Ref:ACI 318-02, 1997 UBC, 2003 IBC,2003 NFPA 5000 Rev s-580018- User Kw-0602029.Ver5.a.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 ,c)1983-2003 ENERCALC Engineering Software MILESI EM.Catculations Description 4' stem wall w/ point load from posts 15 psf D+ 25 psf S Summary of Overturning & Resisting Forces& Moments ...OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure 175.6 1.06 185.4 Soil Over Heel 134.2 2.21 296.3 Toe Active Pressure Sloped Soil Over Heel = Surcharge Over Toe Surcharge Over Heel 29.2 2.21 64.4 Adjacent Footing Load 36.3 4.32 156.9 Adjacent Footing Load = 855.6 2.21 1,889.4 Added Lateral Load Axial Dead Load on Stem= 0.00 Load @ Stem Above Soil= Soil Over Toe = SeismicLoad Surcharge Over Toe = Stem Weight(s) 386.7 1.58 612.2 Total 212.0 O.T.M. 342.3 Earth @ Stem Transitions= Resisting/Overturning Ratio 9.77 Footing Weight 312.5 1.25 390.6 Vertical Loads used for Soil Pressure= 1,754.1 Ibs Key Weight = Vert. Component 36.0 2.50 90.0 Vertical component of active pressure used for soil pressure Total= 1,754.1 Ibs R.M.= 31342.9 Title: Miles( Job# Dsgnr: MMZ Date: 6:01PM, 25 JUN 07 Description:Stemwall and beam calcs for 2731 Old Belfair Hwy Scope: Rev: 580004 user:KW-0602029.Ver580.1-Dec-2003 Multi-Span Timber Beam Page 1 (c)l983-2003 ENERCALC Engineering Software MILESI ECW Calculations Description Beam option#1 General Information Code Ref: 1997/2001 NDS,2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Douglas Fir,24F-V8 Fb: Basic Allow 2,400.0 psi Elastic Modulus 1,700.0 ksi Spans Considered Continuous Over Support Fv: Basic Allow 240.0 psi Load Duration Factor 1.150 Timber Member Information Description Span It 12.00 12.50 Timber Section 5.125x9.0 5.125x9.0 Beam Width in 5.125 5.125 Beam Depth in 9.000 9.000 End Fixity Pin-Pin Pin-Pin Le:Unbraced Length ft 0.00 0.00 Member Type GluLam GluLam Loads Live Load Used This Span? No Yes Dead Load #/ft 195.00 195.00 Live Load #/ft 325.00 325.00 Results Mmax @ Cntr in-k 10.9 84.0 @ X= It 3.04 7.33 Max @ Left End in-k 0.0 -82.8 Max @ Right End in-k -82.8 0.0 fb:Actual psi 1,196.9 1,213.9 Fb:Allowable psi 2,760.0 2,760.0 Bending OK Bending OK Shear @ Left k 0.59 3.80 Shear @ Right k 1.75 2.70 fv:Actual psi 51.7 111.0 Fv:Allowable psi 276.0 276.0 Shear OK Shear OK Reactions & Deflection DL @ Left k 0.86 2.99 LL @ Left k -0.27 2.56 Total @ Left k 0.59 5.55 DL @ Right k 2.99 0.93 LL @ Right k 2.56 1.77 Total @ Right k 5.55 2.70 Max.Deflection in 0.055 -0.323 @ X= ft 9.04 6.75 Query Values A AAtf Location ft 0.00 0.00 Moment in-k 0.0 -82.8 Shear k 0.6 3.8 Deflection in 0.0000 0.0000 Title: Miles Job# Dsgnr: MMZ Date: 6:01PM, 25JUN07 Description :Stemwall and beam calcs for 2731 Old Belfair Hwy Scope Rev: 586004 User KW-0602029.Ver5.80.1-Dec-2003 General Timber Beam Page 1 ic)1983-2003 ENERCALC Engineering Software MILESI ECW Caiculations Description Beam Option#2 General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000. Base allowables are user defined Section Name 5.125x9.0 Center Span 12.50 ft . . . . .Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft . . . . .Lu 0.00 ft Beam Depth 9.000 in Right Cantilever ft . . . . .Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur. Factor 1.150 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 195.00#/ft LL 325.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span= 12.50ft, Beam Width=5.125in x Depth=9.in, Ends are Pin-Pin Max Stress Ratio 0.638 : 1 Maximum Moment 10.2 k-ft Maximum Shear* 1.5 4.3 k Allowable 15.9 k-ft Allowable 12.7 k Max. Positive Moment 10.16 k-ft at 6.250 ft Shear: @ Left 3.25 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 3.25 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.287 in Max.M allow 15.91 Reactions... @ Right 0.000in fb 1,761.52 psi fv 93.01 psi Left DL 1.22 k Max 3.25k Fb 2,760.00 psi Fv 276.00 psi Right DL 1.22 k Max 3.25 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.191 in -0.510 in Deflection 0.000 in 0.000 in ...Location 6.250 ft 6.250 ft ...Length/Deft 0.0 0.0 ...Length/Deft 784.8 294.30 Right Cantilever... Camber( using 1.5 D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0-287 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 20.711 Le 0.000 ft Sxx 69.188 in3 Area 46.125 in2 Cv 1.000 Rb 0.000 Cl 3249.999 Max Moment Sxx Read Allowable fb @ Center 10.16 k-ft 44.16 in3 2,760.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,760.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,760.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.29 k 4.29 k Area Required 15.543 in2 15.543 in2 Fv:Allowable 276.00 psi 276.00 psi Bearing @ Supports Max.Left Reaction 3.25 k Bearing Length Req'd 0.976 in Max.Right Reaction 3.25 k Bearing Length Req'd 0.976 in N. L. OLSON & ASSOCIATES, INC. cos 2453 Bethel Avenue SHEET NO. OF P.O. Box 637 CALCULATED BY DATE PORT ORCHARD, WASHINGTON 98366 (360) 876-2284 FAX (360) 876-1487 CHECKED BY DATE SCALE r' ...................... ..................... .................................................... ........... ........... .......... ................................................ ........... .......................... ............ ............. .............. ........................ ....................... ........... ............................. ............. ............M.......... .............. ................................. ............ .................- -...................... ................ ............ ........... ............ ...................... ................................................................ ....m. .......... .................. ................................... .... .......... .............. ........................... ............ ............ ................ .......... .................... ........................................ ........................................... ............. ............. ............................................. ............. ........... ........................:.......... . .............. ...................... ..................... .................... ....................... ............... ............ .............. ............ -4........... ...................... ..................................................................................................... ............................................................................ ........... ............ ............ .................................................................. ........ ................................... ......... .......... ........ ........... .......... .......... ............ ......... .......................... ............ ............ ........................................................... ............................... ...................... ..................................... ........... ............ . ......... ................. ...... .................................... .......... ..................... 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N. L. OLSON & ASSOCIATES, INC. Joe 2453 Bethel Avenue SHEET NO. OF P.O. Box 637 CALCULATED BY DATE PORT ORCHARD, WASHINGTON 98366 (360) 876-2284 FAX (360) 876-1487 CHECKED BY DATE SCALE ............. . ....... .................... ............. ................................. ....................... ................ ........... ............ ........... ......................... ............------- a .......... ............ ..................................................................................... ............. ...... ........................ ........................ ............ ........... .......... ... ....... ............ r............ .........................................7k ................... ........................... ............... ....................................... .................... ..... ................. ........... ...................................... ............. ....................... .... ................... ........... .................................. tw ct ................................. .............................................. ..................................... ............ ..........................-............................................................................ 446 ......................... .......................... ...... ........... ................... ..................V. -3s................ ............ ..................................... .................................... ......................... ....................----------- ...................... .......... .......................... ......................................... ........................ .................................... ... ...... .... ................................. ........................ ............ . ...... ......................... ............. .......................... ............ ............... .................................... .......I............I............L............................................. ............. ...................................... ................... ...................... ................................... .........- . ......... .. ..... ...... ... .... ..... --------- ... ... . ... 7......... e k4 .. ..... ...... .... ..... .... ..... ..... ...... ..... ..... ..... 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