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HomeMy WebLinkAboutBLD2018-00491 ATF Retaining Wall - BLD Engineering / Geo-tech Reports - 4/27/2018 - RECEIVED ;f;5 FAST STH AVF IJITE 10! JUN2 6 2018 OiYMPIA.VVA 9850E —— f36U i 54 93a9 n,{((('� T t D j� 615 W. Alder Street FAX(360)352 2044 11'IC SQUARED E-mart eng�d)mc2-fnc enn I A (_ I I R P O R % 'f 1� U April 27, 2018 Steve Price PIANNING East 201 Grapeview Point Road Grapeview, WA 98524 RE: Kelley Block Retaining Wall Revisions, MC Squared Job# 16199 Dear Steve, I have reviewed the as-built Kelley Block retaining wall photos. You used (1) #6 epoxy coated vertical bar at 24 inches on center in each Kelley Block cell; the original engineering called for (1) #5 bar at 24 inches on center. You have added a 7 inch thick concrete cap with (3) epoxy coated#4 longitudinal bars and epoxy coated #4 transverse bars at 12 inches on center. The center#4 longitudinal bar is tied into the vertical #6 epoxy coated bar. The front of the Kelley Block wall was buried a minimum of 2 feet. You have added stairs at the edge of the Kelley Block wall that extend from the top of the wall elevation to the beach. The stairs are essentially considered a concrete slab on grade and therefore do not require reinforcing. An reinforcing that was added to the stairs is not q 9 Y 9 required and will only help to strengthen the stairs. All of the above stated changes and additions are not required and only help to strengthen the original Kelley Block wall design. If you have any questions, or if I may be of further help, please call me at (360) 754-9339. Sincerely yours, MC Squared, Inc. Ryan D Egolf, E.I.T. Junior Engineers g�R� WASH. E`er Reviewed by x �p 20260 •��� Michael Szramek, 0 E Principal Engineer s��oNAIL 21II`$ ti rr,l rrl r u ['I,I Cn II F ICI.E I;� 1235 EAST 4TH AVE SUITE 101 OLYMPIA.WA 98506 (360)754-9339 FAX(360)352-2044 MC SQUARED E-mail:eng@mc2-rnc.corn INcuIiNor, ArEu May 17, 2018 R C^ Steve Price East 201 Grapeview Point Road MAY AY Grapeview, WA 98524 B)S ZZ �pJ� RE: Kelley Block Retaining Wall Revisions, MC Squared Job# 16199 �'g/CJ�r St�� @t Dear Steve, I have reviewed the as-built Kelley Block retaining wall photos. You used (1) #6 epoxy coated vertical bar at 24 inches on center in each Kelley Block cell (See Figure 1);the original engineering called for (1) #5 bar at 24 inches on center. You have added a 7 inch thick concrete cap with (3) epoxy coated #4 longitudinal bars and epoxy coated #4 transverse bars at 12 inches on center.The center#4 longitudinal bar is tied into the vertical #6 epoxy coated bar (See Figure 2). The front of the Kelley Block wall was buried a minimum of 2 feet (See Figure 3). You have added stairs at the edge of the Kelley Block wall that extend from the top of the wall elevation to the beach.The stairs are essentially considered a concrete slab on grade and therefore do not require reinforcing. Any reinforcing that was added to the stairs is not required and will only help to strengthen the stairs. All of the above stated changes and additions are not required and only help to strengthen the original Kelley Block wall design. If you have any questions, or if I may be of further help, please call me at (360) 754-9339. Sincerely yours, MC Squared, Inc. Ryan D Egolf, E.I.T. an, Junior Engineer Reviewed by z ��Q. , -c A:Mi20860 chael Szramek, PE, � `' ►L Principal Engineer �SS�4NAL E� s li�lr�j — — — 4:rr,L n't r,:\l.• F11L NI)ATI11N • Civu. E�cnrrPs - STRUCTURAL CALCULATIONS I STEVE PRICE EAST 201 GRAPEVIEW POINT ROAD GRAPEVIEW, WA 98524 i f FOR KELLY BLOCKS PROJECT NO. 16199 i April 27, 2018 i CALCULATIONS BY If RYAN EGOLF,EIT REVIEWED AND STAMPED BY MICHAEL SZRAMEK, PE, SE c M ► w MC SQUARED, INC. 1235 EAST 4TH AVENUE, SUITE 101 OLYMPIA,WASHINGTON 98506-4211 (360) 754-9339 FAX (360)3.52-2044 AS-BUILT STRUCTURAL CALCULATIONS FOR STEVE PRICE EAST 201 GRAPEVIEW POINT ROAD GRAPEVIEW, WA 98524 SITE SPECIFIC LATERAL AND VERTICAL ANALYSIS AND DESIGN (DO NOT REUSE) FOR KELLEY BLOCKS PROJECT #16199 BY MC SQUARED, INC. RYAN EGOLF, EIT REVIEWED BY MICHAEL SZRAMEK, PE, SE f� 1 p 20860 SCOPE: CLIENT REQUESTED STRUCTURAL ENGINEERING TO PROVIDE LATERAL AND VERTICAL ENGINEERING FOR A KELLEY BLOCK RETAINING WALL IN MASON COUNTY, WA. BASIS OF DESIGN IS DRAWINGS PROVIDED BY CLIENT. NO ANALYSIS AND DESIGN OF BRACING, TEMPORARY OR PERMANENT, REQUESTED OR CONDUCTED. ALL BRACING, TEMPORARY AND PERMANENT, SHALL BE RESPONSIBILITY OF CONTRACTOR. LOADS: 2015 IBC/ASCE 7-10 VERTICAL: DEAD CONCRETE = 125 PCF SOIL = 120 PSF SOILS: 2000 PSF, BEARING CAPACITY 35 PCF, ACTIVE PRESSURE 300 PCF, PASSIVE PRESSURE 0.45 COEFFICIENT OF FRICTION STATIC: F.S. SLIDING > 1.5 F.S. OVERTURNING > 1.5 I i i f IVIC SQUARED, INC. Job: OLYMPIA, WASHINGTON 98506 (360)754-9339 Date: By: FAX(360)352-2044 Sheet: Page—�--of �E[- ' �, v .► I _ 26D _'4- 1 - --- - -1 _ _ _ 1 �l J . .A - -f - - - - I - -- _ I p 00 _ 1-t_ + i MC SQUARED, INC. Job: OLYMPIA,WASHINGTON 98506 (360)754-9339 Date: By: FAX(360)352-2044 Sheet: Page of i 20�0# S C=L- 4-- P Lo(-k- - I,q bp# LO.9s')!r I Ff) L f — 35p��x�xgx.S 3 p�# ' z xZ r 0.5 f �M 2.,5 ZOpO ZO O Z S 12s 1000 3 o oc7 3 12-0 (�0 3 Z,g%D y Z 0, 7 tf 2-0 s �Y 3 1 s Z // Z 20 7- 1 ! SZ _ > I. S 1 I I I I I MC SQUARED, INC. Job: OLYMPIA,WASHINGTON 98506 (360)754-9339 Date: By: FAX(360)352-2044 Sheet: Page_ of bco 2 , 3 7 I lZo �2 L E412SN(, 1 ( 1 ZS 2,000 + -t 200� Z 2-5- Mai 3oZ� - yzo z bdy Q.15-60 s 4,q2- z 6 � - 1 61 1�75� 61� d IOP 5(,�15 , wA I✓L S -L s, Use menu item Settings>Printing&Title Block Title 16199-8ft Wall WITH Seismic Page: 1 to set these five lines of information Job#: Dsgnr: RDE Date: 26 APR 2018 for your program. Description.... 8Ft Wall WITH Seismic STA i -i-L T y CHE.Lk-S OW1 This Wall in File:m:\projects\kelley blocks\17258-zetterberg block walls\documents\16199-price RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06058117 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To:MC SQUARED INC. Criteria Soil Data -� Retained Height = 8.00 it Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall 0.00 Active Heel Pressure - 32.0 psf/ft = = Height of Soil over Toe = 24.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 it Soil Density,Heel = 120.00 pcf Soil Density,Toe = 120.00 pcf FootingliSoil Friction = 0.450 I Soil height to ignore for passive pressure = 12.00 in Surcharge Loads _Lateral Load Applied to Stem `Adjacent Footing Load Surcharge Over Heel - 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 it Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ..,Height to Bottom = 0.00 it Eccentricity = 0.00 in Used for Sliding&Overturning Load Type Wind(W) Wall to Fig CL Dist = 0.00 ft = Axial Load Applied to Stem I (Service Level) Footing Type Line Load Base Above/Below Soil _ 0,0 ft Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall - Axial Live Load = 0.0 Ibs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I Ste m Construction _ 2nd Bottom As<Min% As<Min% Wall Stability Ratios Design Height Above Ftc it= 4.00 0.00 Overturning = 2.73 OK Wall Material Above"Ht. = Concrete Concrete Sliding = 2.26 OK Design Method = LRFD LRFD Thickness = 24.00 48.00 Total Bearing Load = 4,110 Ibs Rebar Size = # 5 # 7 ...resultant ecc. = 8.86 in Rebar Spacing = 16.00 16.00 Soil Pressure @ Toe = 2,172 psf NG Rebar Placed at - Edge Edge Soil Pressure @ Heel = 0 psi OK Design Data - Allowable = 2 OOp fb/FB+fa/Fa _ No Good No Good psf Total Force @ Section Soil Pressure Exceeds Allowable! ACI Factored @ Toe = 3,041 psi Service Level Ibs= ACI Factored @ Heel = 0 psf Strength Level Ibs= 409.6 1,638.4 Footing Shear @ Toe = 0.0 psi OK Moment....Actual Service Level ft-#= Allowable Footing Shear @Heel = .0 psi OK Strength Level ft-#= 546.1 4,369.1 = 75.0 psi Sliding Calcs Moment.....Allowable ft-#= 22,854.9 91,188.8 Lateral Sliding Force = 1,089.0 Ibs less 100%Passive Force= - 609.4 Ibs Service Level psi= less 100%Friction Force = - 1,849.5 Ibs Strength Level psi= 1.5 3.0 Added Force Req'd = 0.0 Ibs OK Shear.....Allowable psi= 67.1 75.0 ....for 1.5 Stability = 0.0 Ibs OK Anet(Masonry) in2= Rebar Depth 'd' in= 22.19 45.56 Masonry Data - f m psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' _ NOT considered in the calculation of soil bearing Wall Weight psf= 250.0 500.0 Load Factors Short Term Factor = Building Code IBC 2015,ACI Equiv.Solid Thick. _ Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASO Earth,H 1.600 Concrete Data - ----" --- - - - Wind,W 1.000 fc psi= 2,000.0 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 60,000.0 Use menu item Settings>Printing&Title Block Title 161997 8ft Wall WITH Seismic Page: 2 <j to set these five lines of information Job#: Dsgnr: RIDE Date: 26 APR 2018 L) for your program. Description.... 8Ft Wall WITH Seismic This Wall in File:m:\projects\kelley blocks\17258-zetterberg block walls\documents\16199-price RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06058117 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To:MC SQUARED,INC. Concrete Stem Rebar Area Details 2nd Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0055 in2/ft 4/3 'As: 0.0074 in2/ft Min Stem T&S Reinf Area 2.304 in2 200bd/fy:200(12)(22.1875)/60000: 0.8875 in2/ft Min Stem T&S Reinf Area per it of stem Height:0.576 in2/ft 0.0018bh:0.0018(12)(24): 0.5184 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of Required Area: 0.5184 in2/f1 #4@ 4.17 in #4@ 8.33 in Provided Area: 0.2325 in2/ft #5@ 6.46 in #5@ 12.92 in Maximum Area: 2.4046 in2/ft #60 9.17 in #6@ 18.33 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0215 in2/ft (413)'As: 0.0286 in2/ft Min Stem T&S Reinf Area 4.608 in2 200bd/fy:200(12)(45.5625)/60000: 1.8225 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 1.152 in2/ft 0.0018bh:0.0018(12)(48): 1.0368 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of Required Area: 1.0368 in2/ft #4@ 2.08 in #4@ 4.17 in Provided Area: 0.45 in2/ft #5@ 3.23 in #5@ 6.46 in Maximum Area: 6.1723 in2/ft #6@ 4.58 in #6@ 9.17 in j Footing Dimensions&Strengths Footing Design Results r Toe Width = 0.00 it Toe Heel Heel Width = 4.00 Factored Pressure = 3,041 0 psi Total Footing Width = 4.00 Mu':Upward = 0 0 it-# Footing Thickness = 3.00 in Mu':Downward = 0 0 ft-# Mu: Design = 0 0 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.00 0.00 psi Key Depth = 0.00 in Allow 1-Way Shear = 0.00 0.00 psi Key Distance from Toe = 0.00 It Toe Reinforcing = #7 @ 16.00 in f'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 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<phi'5'lambda'sgrt(f'c)"Sm Heel:Not req'd:Mu<phi'5'lambda'sgrt(f'c)'Sm Key: No key defined Min footing T&S reinf Area 0.26 in2 Min footing T&S reinf Area per foot 0.06 in2 At If one layer of horizontal bars: If two layers of horizontal bars: #4@ 37.04 in #4@ 74.07 in #5@ 57.41 in #5@114.81 in #6@ 81.48 in #6@162.96 in Use menu item Settings>Printing&Title Block Title 16199-8ft Wail WITH Seismic Page: 3 n to set these five lines of information Job#: Dsgnr: FIDE Date: 26 APR 2018 1 for your program. Description.... 8Ft Wall WITH Seismic This Wall in File:mAprojects\kelley blocks\17258-zetterberg block walls\documents\16199-price RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06058117 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To: MC SQUARED,INC. Summary of Overturning &Resisting Forces& Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item _ Ibs It it-# Ibs It ft-# Heel Active Pressure = 1,089.0 2.75 2,994.8 Soil Over Heel = 4.00 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 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 = Surcharge Over Toe = Total 1,089.0 O.T.M. 2,994.8 Stem Weight(s) = 3,000.0 1.67 5,000.0 Earth®Stem Transitions= 960.0 3.00 2,880.0 Footing Weight = 150.0 2.00 300.0 Resisting/Overturning Ratio = 2.73 Key Weight = Vertical Loads used for Soil Pressure= 4.110.0 Ibs Vert.Component Total= 4,110.0 Ibs R.M.= 8,180.0 Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt -7 Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deft @ Top of Wall(approximate only) 0.121 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Use menu item Settings>Printing&Title Block Title 161997 8ft Wall WITH Seismic Page: 4 ' to set these five lines of information Jab#: Dsgnr: RDE Date: 26 APR 2018 for your program. Description.... 8Ft Wall WITH Seismic This Wall in File:m:\projects\kelley blocks\17258-zetterberg block walls\documents\16199-price RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06058117 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:MC SQUARED,INC. 24"wl#5 @ 16" 4'-0" 48"w/#7 @ 16" * 84" 4,-0„ # • 2" #6@16" 4 0" @ Heel 4'-0" Use menu item Settings>Printing&Title Block Title 1619*8ft Wall WITH Seismic Page: 5 to set these Live lines of information Job H: Dsgnr: RDE Date: 26 APR 2018 for your program. Description.... 8Ft Wall WITH Seismic This Wail in File:m:\projects\kelley blocks\17258-zetterberg block walls\documents\16199-price RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06058117 Cantilevered Retaining Wall Code: IBC 2015,ACi 318-14,AC1 530-13 License To:MC SQUARED,INC. Pp= 609.38# 1089# N Q W f- N 1 1 1) t i t i MC SQUARED, INC. Job: _ OLYMPIA, WASHINGTON 98506 (360)754-9339 Date: By: _ FAX(360)352-2044 Sheet: Page __of 7 AftX14 00 2 zx � x� Datums for 9446281, ALLYN WA Elevations on Station Datum Datums for 9446281,ALLYN,WA Station:9446281,ALLYN.WA T.M.:120 All ri irtnri in feet nei•Nve to station dNum Status:Accepted(Jun 25 2004) (poch:1983-2001 I Units:Feet Datum:STND �uiMAk i7 is 17.5 � DHQ:0.93 Datum Value Description 1� MHHW 17.68 Mean Higher-High Water 15 I MHW 16.75 Mean High Water i MTL 11.63 Mean Tide Level 12.5 tlfitr il.fi3 f16L-ll.i4 '. MSL 1164 Mean Sea Level Mk 10.2 DTL 1057 Mean Diurnal Tide Level VlL 1 _ GT:14.22 MLW 651 Mean Low Water MLLW 346 Mean Lower-Low Water NAVD88 1 STND 000 Station Datum GT 1422 Great Diumal Range OtQ 3.05 MN 10.24 Mean Range of Tide 3.Ii DHO 093 Mean Diurnal High Water Inequality DLO 305 Mean Diurnal Low Water Inequality HWI 1 23 Greenwich High Water Interval(in hoursi Showing datums for LWI 762 Greenwich Low Water Interval(in hours) 444i1,181 ALLYN e4'A Max Tide Highest Observed Tide Max Tide Date 8 Time Highest Observed Tide Date 8 Time Data Units • Feet Min Tide Lowest Observed Tide Meters Min Tide Date 8 Time Lowest Observed Tide Date 8 Time HAT Highest Astronomical Tide Epoch 0 PreWt(1983-2001) 0 Superseded(1960-1978) HAT Date&Time HAT Date and Time LA I Lowest Astronomical Tide r LAT Date S Time LAT Date and Time .f •' J. Y �. rl .1 . 60. al aw ...� 47, AL ,sr•� .ry7�-�'ir :c�fG , .y 7.n'" :s f��'K'�`..���.{' ♦.-. �� _ �� '�-i F'4 ' ' .•�' ii�"- • , �"J.:'Y' •h\.. �'1� 7���'�r -th�.��:.'���:' ..'!• • h ,1 :.� -•�.h ��� ��[. •.�,�1 - ��4-• �. -_.i {d. �,.. •� � � �'• _ '' .► tiJ,�:�� •M'f .f �� •,�� +' •4 - _ : .\. - .� .�` .ter_ ,s: fjr�.: ..�,� 'q p.>.t. ! �t•i� . �^Yf�.•�: �"`� }_,f. �q��' `.tom ?. !!-.- ` .�s .1��,���:��.. 1 \Q ® 4 o a ® 4 e - a ® ®ems 4B� 084R� �wGh ' me♦ �e� �0Q> I �ad> ©� �a� �a� �� 422 Right Finish Cap 422 Left Finish Cap Top Row JAR 2WN7bAW"W, E - 3rd Row 422 Right Finish J IANa O O O O Q 104 a © O D v O O IF O D O O 0 0 0 a a a d © a 422 Right Finish 2nd Row � 422 Left Finish i I 0 s © G G u © iQ ifl e © u CA © v 422 Right Finish Base Row Kelley Blocks are available in four standard finishes f,odured fin New fny/ond Dry Sto A smp4 Coy Stooe �fU Rounded End tu K E •-:. ,•�� Ate, ` w � .: L � . i ® _ , RETAINING WALL SYSTEMS Distributed by. �,'n• ��r':+jr 41ja1 Kelley Blocks LLC i PO Box 1908 f 1 Milton, WA 98354 x- LAXY (253) 922-9848KE ,�. , BOL KS Atpow WWW.KELLEYBLOCKS.COM PATEWS . ' #5,667,200 05,651,642 — - - - -- t rllel 111IAL.are an m n me ard . ural I� roncrctcprodmi desigttc<I fora wick eanvor of applicrnr,m ranging from retaining walls and bulkheads isalt or fresh water),to storage bins,building; - enclosttres aad rrett frtx•sutnlinx walls: pta,ncil building material, Keller t / nznientl:uua pl:xe ind out 11.1,n., Ilhtci(<pmvidc the perfecr combination f of structural sotmdness,flcvbilin' t ur Lrtid nrrtm(ne�dx taU4K ':� r dcsigu,wid cbc of inxtidlation. alc•3,yuq fxd unh lurk Idl conic in an array of.harts,MYCA,.�f. .'. t in th•i.�n=r,t FI(,•�,ilkm-.rfs' finislxs,with>jwaal cued Mork,tetun,,I ban.11uig.a (If is lit„ ran r .'I i :axty o(If f srlu.durts,s '}«''r:.,•, - -, .In two si.ks flit an attractiyc finishing - � i touch tit pour wall. Cap blocks are angtirs pr can.Uton in It';': �. Also ayailablc in a smooth top finish. ;tmdani F_ellci' Hlr ks an.d. Cusn.,m pieces arc also aeailahle, t >i nu 4.4zet„1 degr', I'loels OT41111 a a: weli [Ali 14 pf If d writ: I PI v!f,n ait1 9wrrr dr�fr ..,. �� - a� i..i r .:It:f1c f•( the .frncr, rJrn - '1'-� �1b,3=•i ., Land h.tKka.nAkt afn,cur—p„sthlc F wren t nays.anl\rr lwn 1 a •itrlogo.. c s t r 1 d i= t r. .. .., w..... .. -t,. rhlnl�t d¢p mat nt.(d n Ix lrtra o into the gro,md I ontini;nyutrnno,. _ - =-. I ,(.ful al l ee S III npc and rxllt,.t, rr `„ s;,W-•�k'`.t'4-'!`-%' %. -t• f.l f .:rli t .,.: r ,i ii ail: e .tMl d,r rgpl of s,w "All„nvaiuutp; In r t.uu .,s.•s, .. ` .. w l nut Ix• i,t to ion,bed,t.,,� Architecturai Building Products for R t 1 � r'ie,. Top View - . al 6 ,r. r•,.: 1' .. , W1 at I.fpilg Ncu in ill, Commercial& Residential Applications I ut I;,k(vL th1 vik-i lut .II, pH unuty;and rnstruct on It tour =r I r:j.tutu hn avng to .., pn e.Y. IX,`C.Yt dd:yer bxt us*•.ul the •nSn li"i: ttix dims hO,ct trxxci r• ,i-G x• .�. ;. .nntn-t r aich'it .t �,- •I, blr rks 1h,ise for oln,iron hllutg } Ls all r kr} c nua is I dll(t lil:n k,' r A�l ` r tiY a I it Stetcn. r.,st r I dtf- the r.t•tt tr r _ f"rm f sll.:c lilr...All are Jttracu, +r 1 a "i•.. >nlll>',rh an r I,tiuuai ct.dd u d('n,-(m(7tt rink tl'S du'm du - - `< ` ,.kt' Nbi.h.fit. flpsh,lnn,1!ir nip ,prvl( t WA ,taem h.l tat}:t nr xnuli - a the 111 •k.1111, a!i•fws the wdl to g,n:t•• ry a•ntliluall btidr,Iea,mt,a fortis x" nt ani xnhd upper t il"Ad'd iu- ,1 .k•:'.dll r.:Il nr­tl alubor:It iln{ - '.n„. ;Urern.rti.'rip, (<rllct E5lockx .m Irt .ui<'hr•rt•t tv,th i- �-grads to .sue 'rn•ttic nturc dcsu;ti t7cadtilih'. ". "•�'': ll�,f}lr•:k-.All Iirnc a-reu•sx 11 f ahir �k dbnvtns taa+ liibng and •carry,u.thr I.k,. Ph,ks f an lr it rihl pound ,p} >tifa � �" f �.•R l 4440 4* fh fidf F IfF�St E'I•�Gif�+''l�i� �� iik�ti�':�E�t��r; � ��i# d KpULMYBLA3CKS- � 2018 PRICES E 06, ,eoP,*5.W7,2W:M.W1,M2 RETAINING WALL SYSTEMS P.O.Box 1908,Milton, WA 98354 253-922-9848,FAX 253-517-3995 ALL PRICES FOB-SUMNER, WA.PRICES SUBJECT TO CHANGE WITHOUT NOTICE. Non stock items 25%Restocking Fee On All Returns MODEL DESCRIPTION FRACTURED FIN STONE FINISH 422 4 X 2 X 2 STANDARD 75.00 80.00 422RF 4 X 2 X 2,RIGHT FINISHED END 80.00 85.00 422LF 4 X 2 X 2,LEFT FINISHED END 80.00 90.00 44264 4 x 4 X 2 BASE BLOCK" 137.00 142.00 46266 4 x s x 2 BASE BLOCK 205.00 210.00 222 2 X 2 X 2 STANDARD 60.00 65.00 2222S 2 X 2 X 2-2 SIDES FINISHED 65.00 70.00 452 450 X 2 - FINISHED ON BOTH SIDES 85.00 90.00 ' 225 22.5°,PAIR - FINISHED ON OUT SIDE ONLY 150.00 155.00 T T-BLOCK,4 x 4 X 2 130.00 135.00 422C 4 x 2 x 2,CAP 75.00 80.00 422CRF 4 X 2 X 2,CAP RIGHT FINISHED 80.00 85.00 422CLF 4 X 2 X 2,CAP LEFT FINISHED 80.00 85.00 222C 2 x 2 x 2,CAP 60.00 65.00 222C2S 2 X 2 X 2,CAP FINISHED 2 SIDES 65.00 70.00 452C 450 X 2,CAP FINISHED ON BOTH SIDES 85.00 90.00 451 C 450 X 1,CAP FINISHED ON BOTH SIDES 75.00 80.00 KELLEY BLOCKS 2018 PRICES 1 $' � 2 —� k' �•M1e� ••�r : � `i 7 fit. �Y � fy� yy�►�� .�'Jy ��l I Y.. glow • sy����� � n..l:������� ��,�•,�R� � ti�,� `�+�Y �,;`, Y �ic�j��,w� � vet t� an.���,' ♦ , t'.!. •x� •r•` v •r ♦� t ♦ �Y ♦' ; �� .+t.'S !� :t �' `�1. ate r1+� -� 5 t � � 1 • " r a y ;fit - e�. 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