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Home My WebLink AboutRetaining Wall Calculations for BLD2020-00740 - BLD Engineering / Geo-tech Reports - 9/16/2018 RECEIVED JUL 1 b PLANNING 615 W Alder Street NELSON ro: & MCCLURE Lisa Lavington Property 8821 East SR 106 Union,Washington Retaining Wall Repalacement Lavington Property--Vicinity Map Design By Vince McClure,SE,PE, PhD `'°*"'°� °',m,m"-106 Nelson &McClure,PLLC September 16,2018 Ar O _ .A5227 CtURAI� FSSIOHA�� 2102-A CartMge dive SW•suite 101•Clymple,WA 98502 Telepldre:MG-915-8589•Fax:980-943-2364 Structural•Faurdetion•Fotinaic Engir"m LAVINGTON RETAINING WALL CACLULATIONS e-V-uan. tuaac�ay nc�ay..vn. >Wall in File: c:\users\Jayne'\documents\retainpro 10 project files\new RetainPro 10 (c)1987-2012, Build 10.13.8.31 License:KW-06055319 Car tilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,AC1 530-08 License To: NELSON&MCCLURE,PLLC Criteria 11 Data Retained Height _ 4.00 ft All)w Snil Rearing = 9.000 0 psf Wall height above soil = 0.25 ft Cdulomb Soil Pressure calculation Sc I Friction Angle 35.0 deg Slope Behind Wall = 0.00: 1 Aclive Pressure:Ka*Gamma= 30.5 psf/ft Height of Soil over Toe = 4.00 in Passive Pressure:Kp"Gar = 479.7 psf/ft Water height over heel = 0.0 ft Sc 1 Density, Heel = 130.00 pcf Sc l Density,Toe = 110,00 pcf FobtingIISoil Friction = 0.500 Scil height to ignore or passive pressure = 4.50 in Surcharge Loads �j ateral Load Applied to Stem rAdjacent Footing Load `7- Surcharge Over Heel = 240.0 psf L.I teral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning .._Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning_ Tt a above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem - -� has been increased 1_00 Footing Type Line Load by a factor of Base Above/Below Soil Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 Ibs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction ` Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 4.00 Overturning = 3.39 OK Wall Material Above"Ht" = Concrete Sliding = 2.07 OK Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 1,956 Ibs Rebar Spacing = 18.00 ...resultant ecc. = 1.38 in Rebar Placed at = Edge Soil Pressure @Toe = 669 psf OK Design Data -_ - ---- fb/FB+fa/Fa 0.000 Soil Pressure @ Heel = 449 psf OK Total Force @ Section lbs= 0.0 Allowable = 2,000 psf Soil Pressure Less Than Allowable Moment.....Allow ft�k= 0. ACI Factored @ Toe = 803 psf Moment.... 11owable = 5,470.9 ACI Factored @ Heel = 538 psf Shear.....Actual psi= 0.0 Footing Shear @ Toe = 1.6 psi OK Shear.....Allowable psi= 67.1 Footing Shear @ Heel = 9.3 psi OK Wall Weight = 2.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.19 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 26.16 Lateral Sliding Force = 663.1 Ibs LAP SPLICE IF BELOW in= less 100%Passive Force= - 392.7 Ibs HOOK EMBED INTO FTG in= 10.50 less 100%Friction Force = - 977.8 Ibs Added Force Req'd = 0.0 Ibs OK Masonry Data - ....for 1.5: 1 Stability = 0.0 Ibs OK fm psi= Fs psi= Solid Grouting = Use Half Stresses = Load Factors ModularRatio'n' _ Building Code IBC 2009,AC1 Short Term Factor = Dead Load 1.200 Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data -- Wind,W 1.600 f c Seismic, E 1.000 psi= ,000.0 Fy psi= 60,000.0 Nelson&McClure,PLLC Title New 4'wall with surcharge Page: 2102A Carriage DR SW Job# ...New... Dsgnr Date: 13 SEP 2018 Olympia,WA 98502 Descr:4'Tall wall with surcharge tel: 360-943-2363 fax: 360-943-2364 e-mail: just2jayne@aol.com >Wall in File:c:\users\jayne'\documents\retainpro 10 project files\new RetninPry 10 (o)1987-2012, 6ulld 10.13.8.31 r License:KW-06055319 C;Intilevered Retaining Wall Design Code: IBC 2009,AC1 318-08,ACI 530-08 License To:NELSON&MCCLURE,PLLC Footing Dimensions& Strengths Footing Design Results Toe Width = 1.00 ft Toe Heel Heel Width = 2.50 Factored Pressure = 803 538 psf Total Footing Width = 3.50 Mu':Upward = 389 982 ft-# Footing Thickness = 12.00 in Mu' : Downward = 116 1,997 ft-# Mu: Design = 273 1,014 ft-# Key Width = 12.00 in Actual 1-Way Shear = 1.55 9.33 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = #5 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm. 3.00 in Toe: Not req'd, Mu<S`Fr Heel: Not req'd,Mu<S`Fr Key: Not req'd,Mu<S'Fr Summary of overturning & Resisting,Forces& Moments -� .....OVERTURNIIIG..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# - _ Ibs ft ft-# Heel Active Pressure = 381.4 1.67 635.7 Soil Over Heel = 953.3 2.58 2,462.8 Surcharge over Heel = 281.7 2.50 704.2 Sloped Soil Over Hee• _ Surcharge Over Toe = Surcharge Over Heel = 440.0 2.58 1,136.7 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= 'Axial Live Load on Stem = Soil Over Toe = 36.7 0.50 18.3 Surcharge Over Toe = Total 663.1 O.T.M. 1,339.9 Stem Weight(s) = 0.7 1.33 0.9 Earth @ Stem Transitions= - Footing Weight = 525.0 1.75 918.8 Resisting/Overturning Ratio = 3.39 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 1,953.7 Ibs Vert.Component = Total= 1,955.7 Ibs R.M.= 4,537.4 'Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: 8.in Conc w/#5 @ 8.in o/c • • • 1 3/4" • z- a" • • " 1'-0" #5@18.in to Toe #5@18.ie @ Heel F Designer solect all horiz.r$inf. 2'6" See Appe4tx A T-6" 240.psf Pp=392.691E 663.12# JW f 668.93psf Nelson&McClure,PLLC Title New 6'wall with surcharge Page._ 2102A Carriage DR SW Job# ...New... Dsgnr: Date: 13 SEP 2018 Olympia,WA 98502 Descv 6'Tall wall with surcharge tel: 360-943-2363 fax: 360-943-2364 e-mail: just2jayne@aol.com all in File- C:\Users\,Jayne'\Documents\RetainPro 10 Project Files\new RetainPro 10 16)1987-Z01Z, B011(1 10.13.8.31 License:KW-06055319 Ca itilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To: NELSON&MCCLURE,PLLC Criteria it Data Retained Height = 6.00 ft A low Soil Bearing = 2,000.0 psf Wall height above soil = 0.25 ft C)ulomb Soil Pressure calculation S)il Friction Angle 35.0 deg Slope Behind Wall = 0.00: 1 A;tive Pressure:Ka'Gamma= 30-5 psf/ft Height of Soil over Toe = 4.00 in P issive Pressure:Kp'Gar = 479.7 psf/ft Water height over heel = 0-0 ft S)il Density, Heel = 130.00 pcf S)il Density,Toe = 11000 pcf F4otingllSoil Friction = 0.500 S)il height to ignore for passive pressure = 4.50 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load ti Surcharge Over Heel = 240.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft (Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load I pp by a factor of Base Above/Below Soil Axial Dead Load = 0.0 Ibs 'Vind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 Ibs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Etc ft= 0.00 Overturning = 2.42 OK Wall Material Above"Ht" = Concrete Sliding = 1-78 OK Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 3,183 Ibs Rebar Spacing = 16.00 -..resultant ecc. = 5.66 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,359 psf OK Design Data - - 553 Soil Pressure @ Heel = 233 psf OK Totalfb/FB+fa/Fa 0. Allowable = 2,000 Total Force @Section Ibs= 1,419.7 .7 psf Moment...-Actual ft-#= 3,380.1 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,631 psf Moment.....Allowable = 6,114.9 ACI Factored @ Heel = 279 psf Shear.....Actual psi= 19.1 Footing Shear @ Toe = 0.4 psi OK Shear.....Allowable psi= 67.1 Footing Shear @ Heel = 13.6 psi OK Wall Weight = 2.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.19 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 26.16 Lateral Sliding Force 1,210.4 Ibs LAP SPLICE IF BELOW in= less 100%Passive Force= - 567.6 Ibs HOOK EMBED INTO FTG in= 10.50 less 100%Friction Force = - 1,591.7 Ibs Added Force Req'd = 0.0 Ibs OK Masonry Data ....for 1.5: 1 Stability = 0.0 Ibs OK fm psi= Fs psi= Solid Grouting = Use Half Stresses = Load Factors Modular Ratio'n' _ Building Code IBC 2009,ACI Short Term Factor = Dead Load 1.200 Equiv- Solid Thick. _ Live Load 1.600 Masonry Block Type = Medium Weight Earth, H 1.600 Masonry Design Method = ASD Wind,W 1.600 Concrete Data Seismic, E 1.000 fc psi= ,000.0 Fy psi= 60,000.0 Nelson&McClure,PLLC Title New 6'wall with surcharge Page: 2102A Carriage DR SW Job# ...New... Dsgnr. Date: 13 SEP 2018 Olympia,WA 98502 Descr:6'Tall wall with surcharge tel: 360-943-2363 fax: 360-943-2364 e-mail: just2jayne@aol.com all in File: C:\UsersUayne'\Documents\RetainPro 10 Project Fileslnew RetainPro 10 (6)1987-201Z, GU110 10.13.8.31 License:KW-06065319 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,AC1 530-08 License To: NELSON&MCCLURE,PLLC Footing Dimensions & Strengths Footing Design Results Toe Width = 1.00 ft Toe Heel Heel Width = 3.00 Factored Pressure = 1,631 279 psf Total Footing Width = 4.00 Mu': Upward = 759 1,476 ft-# Footing Thickness = 15.00 in Mu' : Downward = 139 4,206 ft-# Mu: Design = 621 2,730 ft-# Key Width = 12.00 in Actual 1-Way Shear = 0.40 13.56 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = #5 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 18.00 in Footing Concrete Density = 150-00pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm= 3.00 in Tce: Not req'd,Mu<S'Fr Heel: Not req'd,Mu<S'Fr Key: Not req'd,Mu<S'Fr Summary of Overturning & Resisting orces& Moments .....OVERTURNIM ..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 802.0 2.42 1,938.1 Soil Over Heel = 1,820.0 283 5,156.7 Surcharge over Heel = 408.4 3.63 1,480.6 Sloped Soil Over Hee = Surcharge Over Toe = Surcharge Over Heel = 560.0 2.83 1,586.7 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= 'Axial Live Load on Stem = Soil Over Toe = 36.7 0.50 18.3 Surcharge Over Toe = Total 1,210.4 O.T.M. 3,418.7 Stem Weight(s) = 16.7 1.33 22.2 Earth @ Stem Transitions= = Footing Weighl = 750.0 2.00 1,500.0 Resisting/Overturning Ratio = 2.42 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 3,18B.3 Ibs Vert.Component = Total= 3,183.3 Ibs R.M.= 8,283.9 Axial live load NOT included in total displayed,or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: On 8.in Cons vd# 1 0% . 1 314" • 61-0" 6,_3" • • • 2" 4"j- #5@18.in @ Toe #5@18.in @ Heel Designer all horiz.nI inf. 3'-O" See Appe A 4'-0" Nelson&McClure,PLLC Title New 8'wall with surcharge Page: 2102A Carriage DR SW Job# : ...New... Dsgnr Date: 13 SEP 2018 Olympia,WA 98502 Descr:8'Tall wall with surcharge tel: 360-943-2363 fax: 360-943-2364 e-mail: just2jayne@aol.com 311 in File:C:\UsersUayne'\Documents\Retain Pro 10 Project Files\new Retainrro iu tc/isa7-zoiz, eund iu.13.a.31 License:KW-06055319 Ca ntilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,AC1 530-08 License To:NELSON&MCCLURE,PLLC Criteria roil Data Retained Height = 8.00 ft Aglow Soil Bearing = 2,000.0 psf Wall height above soil = 0.25 ft CDulomb Soil Pressure calculation S)il Friction Angle 35.0 deg Slope Behind Wall = 0.00: 1 A;tive Pressure:Ka`Gamma= 30.5 psf/ft Height of Soil over Toe = 4.00 in Passive Pressure:Kp'Gar = 479.7 psf/ft Water height over heel = 0.0 ft S)il Density,Heel = 130.00 pcf S)il Density,Toe = 110.00 pcf F botingl[Soil Friction = 0.500 S)il height to ignore for passive pressure = 4.50 in Surcharge Loads I.ateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 240.0 psf Lateral Load = 0.0#!ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning [Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf lHeight to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning = g 1 he above lateral load Wall to Ftg CL Dist 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load pp by a factor of Base Above/Below Soil Axial Dead Load = 0.0 Ibs 'Hind on Exposed Stem= 0.0 psf at Back of Wail = 0.0 ft Axial Live Load = 0.0 Ibs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Su mma Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 2.34 OK Wall Material Above"Ht" = Concrete Sliding = 2.24 OK Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 5,046 Ibs Rebar Spacing = 12.00 resultant ecc. = 8.01 in Rebar Placed at = Edge Soil Pressure @Toe = 1,958 psf OK Design Data - - - 882 Soil Pressure @ Heel = 166 psf OK Totalfb/FB+fa/Fa o. Allowable = 2,000 psf Total Force @Section Ibs= 2,283.5 .5 Soil Pressure Less Than Allowable Moment....Actual ft-#= 7,050.7 ACI Factored @ Toe = 2,350 psf Moment.-...Allowable = 7,993.7 ACI Factored @ Heel = 200 psf Shear.....Actual psi= 30.8 Footing Shear @ Toe = 0.6 psi OK Shear.....Allowable psi= 67.1 Footing Shear @ Heei = 19.7 psi OK Wall Weight = 2.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.19 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 26A6 Lateral Sliding Force = 1,826.6 Ibs LAP SPLICE IF BELOW in= less 100%Passive Force= - 1,567.0 Ibs HOOK EMBED INTO FTG in= 10.50 less 100%Friction Force = - 2,523.0 Ibs Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5: 1 Stability = 0.0 Ibs OK I'm psi= Fs psi= Solid Grouting = Use Half Stresses = Load Factors ModularRatio'n' _ Building Code IBC 2009,AC1 Short Term Factor = Dead Load 1,200 Equiv.Solid Thick. _ Live Load 1.600 Masonry Block Type = Medium Weight Earth, H 1.600 Masonry Design Method = ASD Wind,W 1.600 Concrete Data f c psi= 2,000.0 Seismic, E 1.000 Fy psi= 60,000.0 IBC 2015 IBC 2015 STRUCTURAL NOTES 5cover on footings reinforcing(unless shown otherwise) Bottom of Formed earth face and slab on grade 2" GENERAL NOTES: Walls,Weather Face 1 Columns and beams to stirrups 1 These structural notes supplement the drawings. Any discrepancy found between the drawings, Bottom of interior slab these notes,and the site conditions shall be reported to the Engineer,who shall correct the Walls,inside face 1 discrepancy in writing. Any work done by the Contractor after the discovery of the discrepancy shall be done at the Contractor's risk. The Contractor shall verify and coordinate the dimensions STEEL: among all drawings prior to proceeding with any work or fabrication. The Contractor is responsible for all shoring and bracing during construction. All detailing,fabrication,and erection shall conform to the AISC Manual of Steel Construction. The structure has been designed to resist the specified lateral&tor vertical code required forces 1. All steel shall be ASTM A36 except as noted after the completion of construction. Stability of tfte structure prior to completion is the sole responsibility of the General Contractor. This responsibility includes but is not limited to:erection 2. Structural pipe shall be ASTM A53 type S. approach,methods and sequences,temporary shoring and bradng,formwork,and the use of equipment and construction procedures. 3. All bolts shall be ASTM A325,except as noted. Construction observation by the structural engineer is for general conformance with the design 4. Anchor bolts shall be ASTM A307. intent only,is not a review of the contractor's construction procedures 5. Welding shall be by AWS certified welders with E70 electrodes in accordance with AWS All construction shall,at a minimum,conform to the applicable portions of the latest edition of the D1 1-75. International Building Code and the Washington State Building Codes B. All steel members and parts exposed to weather or in contact with the ground shall be DESIGN CRITERIA: galvanized per ASTM A-123 with 1.25 oz.of zinc spatter per square foot of contact area. All other steel surfaces shall be shop painted with two coats or red oxide primer after Wind 2015 IBC Exposure B fabrication. Columns and other steel parts placed below grade and exposed to earth shall 86 MPH be painted with two coats of coal tar from the base to 6 inches above grade;such coating to be in addition to the galvanized coating. Seismic 2015 IBC Seismic Occupancy Category II Design Category D EXCAVATION Soil Soil density 130 PCF 1 Excavate footings down to the depth shown on the drawings or to firm Phi angle 35 degrees undisturbed material free of organics. Areas over-excavated shall be backfnlled with lean 2,000 PSF Bearing Allowable,Sands and Gravel over til concrete(Fc=2000 psi),and shall be at the ccntractor's expense. CONCRETE&REINFORCING STEEL: 2. Backfill against wails shall not be placed until after the removal of all forms,screeds,other wood debris and material subject to rot or corrosion. Use only 1. All concrete work shall be per the 2015 IBC Chapter 19. Tolerances shall be per ACI materials approved for backfill. In areas under slabs or footings,material other than pea 318-08 Section 7.5. Mixing,placement,and inspection shall be per Sections 1903(ACI gravel should be granular in nature,placed In 6 inch lifts and compacted to at least 95% Chapter 3).1904(ACI Chapter 4),1905(ACI Chapter 5),1906(ACI Chapter 6),1907(ACI of its maximum dry density as determined by AASHTO compaction test procedure T-180, Chapter 7)and 1704.9. or as directed in the Geotechnical report. The fill should be limited to clean,granular material. Pea gravel fill where specified on the drawings shall be a maximum particle size 2. All reinforcing shall be ASTM A615 Grade 40 for#4 bars and smaller,Grade 60 for#5 of 318'diameter. bars and larger unless noted otherwise. 3. Splice lengths are based on class A splices in normal weight concrete(fc=3000 psi). All reinforcing shall be lap spliced as follows. #6 and smaller 48x bar diameter #7 and larger 56x bar diameter No more than 50%of horizontal or vertical bars shall be spliced at one location. 4. Concrete shall be in accordance with ASTM 150. F'c=3000 psi Q 28 days slump=4"maximum,6%Air entrained vAsraar�e 1wa"j2'"curd i W"-Jr W.M. btA$ON COUNTY, WA$HINC}TON W + 1110-E TO HOOD G►wAL Nam' 1JE.yy G��NG-�z�y-E•„ y�-�*'1s.1NING� 1N/a.1.1.. aasrso�aeuenurs. a VOLUME 710E SURVEYS.PAGE 220 �E-JP\.AGE THE Ex1�4N� I� T1� vvAti..t_ �r.1 rH CONCRETE BLOCK WALL -_ MRTICAL DATUM. CONC SLAB ASSUMED 2B.7.'ONNNG.PK IN NORTH I o' SHOULDER OF E.R.10e HOUSE O8 L _ •M o f fTvJU s; STAIM Q-S Pt S 1 _RETAINING WALL RErLN c. TE� �i. Sic o Dc, •Urrr T>Aq M4CrC IZ s o-rs. ----------------- _ -- — EDGE OF PAVl MENT--� MAG.PK IN SHOULGER-p" a NAVY YARD HIGHWAY(SR 10E( a O OF HIGHWAY �7 ELEVATION-26.74' f THIS 16 NOT A BOUNDARY UN SURVEY __---------------------- CONTOURS ARE DERIVED FROM DIRECT FIELDOBSIERVATIONS AND ME _ ZY ACCURACY STAANDARDSET NAT70NAL MA771HG ` INS AS SWLT HIG"M NO UTILLITES WERE MAPPED IN REFERENCE RYnF`ERYNCF•9U1296Y8: TO THI661TE PLAN ANDIOR THIS PROPERTY, b T LA4 AJS� I REC--OF SURVEY BY RICHARD NORRIS RECORDED AE V O VOLUME 22 OF SURVEYS PAGE 229 RECORDS OF MASON COUNTY.WASHINGTON AND PREVIOUS FIELD WORN ---- - ' ----------- _ 7�LTE7C4Tl - _ _ ----- _ oe«,x a LEGEND AUDITORSCERTIFICATE SURVEYORSCERTIFICAYE DR rwrtaoN,M,L,.maLT+ITLYaO FOUND$R-RESAR AND U►O NoRpis SB ' _MB.WLRIwOIl[_i�s_DF-DMAlRYV OBT19_A'PAO,BsS�__AT WTImW NCNW'l¢7o1AYS CFI1ATSLCYO EUENF IENS CISU.VNRTUAE M0.ATNLV[ryE M MITAND IER BSY Ne Oai VI/p—b A110T1D.WE1,JA�IR .O LES50TFIERMSENOTED mT0. wLwL+N CALCULATED ACUL TEPOINT GET 5JrREBAR AND PLASTIC UP MDEa?MaNT AND pitoczpTmQ. tepvuEErtxn OT 7Ne suEYFV RSLNIEDD+u ALT ATTHE N r � AT TIE AP.DUEYi IR DAYD MTWNID IOR WABQVtifa;NIAVDP6ICN 16AS C1Oh7.JF11 }.•.Iws WOOD CI! /Ma6' TOTAL lTATION FIELD SURVERMEETS OR SOIULM SET FC EY' SHEET 10F1 WOOD FENCE TCTALACYSTA.TIAPMASSYMEETBOR EXC M.1NOsf A.s Y0 D,ROSE if ACClA41CY STANDARDBN BET FORTH IN WAC f7T-1SpSB0. LTxnrn'AtNITDA � wwounnNe sOSE. ND.MNI r» sGTION 17.e uHDe rrr. �'N. NORTx eT:Fr J r Project: �L7 L/i wJ Ci —e �/ V►/✓J L L NELSON ® Job: 92- W�L L [)ate: & MCCLURE ��rot is IL ho � J f Y tid O J H n , X , Y At— **jaC Id o& R 1 D • 1 �-1'4 C6�W to e �� yy�oL ,� a ��.� � c4)�•�� i�'7(r � �'da P 14AU �... 11 4•�P .2A C.a jape R SW Suns 101 Ol�WA 98502 Fax:MM 943-2361 Phw -(35Q 9154W9 r LANb11�.y� � �01.LUW �v}r��l�a 1 i 2'� L � .��ih1tJ hlp�lt�i � �c�NtiTNG•, ,��x 6p¢,a.�. 14 --ire 1 SA- I5 NELSON Project: /AV/ 1Cr—r0� -Wac(r Job: S'Tp/TI S Date:.?W-a!- /6 & MCCLURE By: Y /Y! C Pa9e of a CONCRETE BLOCK WALL Oi i m �- � N CONC.SLAB uw 1 � G W Z is R/R TIE WALL T HOUSE • �'' 2 t a \� S in e�i \ � TAIN 1NG WP1-L i i / � f-- - EDGE OF PAVEMENT APPROVE® $ NAVY YARD W'� tiANNiNG K IN SHOULDER'' SITE P ED TO BE ON SITE CH S S BJET TO APPROVAL