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1109 12TH AVE N.PDFiiiiiiiiii 611 1109 12TH AVE N it vc- -ric, Wr L- I k e pipe r 0 c: 6ALVA(,1 lu. yCH� So 20 S LL 0 0Fe uj U 9 5 to c co U. m I t4- Ld IT 0 0. 1A cr CE (5 CL 0 CL d) c , xf�l APPROVED AS NOTED EN GINEE NG 11 ,h Z el co 'v ui > 6qTL 7 W1 Qk 4N. Lj PP4o 0K TOP - SPREADER PIPE SYSTEM LIU & ASSOCIATES, INIC. STUART RESIDENCE 11 09-12T H AVENUE NORTH Geotachnicai Engineering - Engineering Geology - Earth Sclen+ e EDMONDS, WASHINGTON A JOB NO. I i :�5-7-7 DATE PLATE STREET BILE NJ —1 ?C11 + 01 At j 4 < AD rl w�E-oZ Aso \il m )38 H IH .970 UN W YP A GNnfv8- doom W + + 'o -Z > 0 0 �jw ry Oyl + -Z QYO� 31VAidd 1 Z -z+ Zc> I CONCRETE.13LOC K WALL LAYOUT PLAN LIU'& ASSOCIATES, INC. STUART RESIDENCE 11109- 12TH AVENUE NORTH Geotechnical Eng ineeri rtg Engineering Geo" - Earth Sciehce EDMONDS, WASHINGTON JOB NO. 11-057 .1 DATE 9128/2011 1._PLATE 3 OC-T -7 2011 ;ERV!CEG(;frK tQ Zc: nil 0 z 0 M r 6 K C/) m C) tr� . 1 40 - I A -4 C: .--1 — 0 Z.na 0 > Z > < 0 rn > m z M Cj) Z 0., izi m ED m z m z 0-10om m o co 0 T 0 > . . . . . . . ... V6 i D S 661vJ P-f-- 0 6-TNc:-6 To EF-- RULP 01 r-,4 , t P I i~.p -ro To K 6)q �T. f? F-WINY m ex I ST. Pz6Ke KY To LePT IR PLA�E-: WHOeve,K rpuj cru t- L 1-- N, r, LAyep I OF CIE06 ,KIP M e6, H (FF-6m Z-C.T-rom.up) f.7'"r- 1z I (I (C? Pvc, PKNP4 PIM WoVe4 r-jL'T(,K bASE " t4 Aeq a N-Ar,l KeT 61P FILTER FAPzR'lC--- SECURED 'm- 21 x 2, 14 GA. WIRE FA-BR-'c 2' X 2' WOOD OR C:0UIVALENT---\N tu I YrIE 81- 2, PLACE I 3/4'-1,5.' WASHED GRAVEL N THE TRENCH . AND ON BOTH SIDES OF FILTER FABRCIMNCE C.',i' THE SUIR--ACF" CGwTRACTORr I: ' ER T.,HA! -s'lAlN`;l-jr-',.lN' chill REPLACE SIRAW BALES TO INSURE PRDPFR LEMDSIUN CONTROL, FILTER FABRIC 441TERTAl IN CON-11NICUS RULLS. S TAP'- 0 R V I P E R N,-'. S T [I A. FABRIC TO %S!Rl-- 'M SH SUPPIO,RT F=NCc[ TO SUFFORT FRJEF. FAJ'4!r-. BURY BOTT[],1-1. f'-- Fl L T I;'-,- 11 ATERIA'- �' 70 P x 21 E QIJ; V A L Ell' I CiTY lNSPEC*TfTJ-%l RECUIPED CIN : ALL EROSION COINTRC(l- rJFT!joDl F 7'?RE UTHER WORK ':.'AN BF(3N, SILT FENCE DETAIL LIU & ASSOCMTES, INC. STUART RESIDENCE 11019 - 12TH AVENUE NORTH Geotechnicai Engineering.-Engineoring Geology - Earth Science EDMONDS, WASHINGTON JOB NO. -057 Ll I. DATE gL18/201-1.1 PLATE __ GENERAL NOTES 1. SCOPE OF WORK Contractor shall provide material, equipment, labor and tools to complete the precast concrete block wail in accordance with the alignment. dines and grades shown on the drawings by Liu & Associates, Inc. 2. SITE CONDITIONS Contractorshall. visit site and familiarize himself with site conditions; and .shall verify. existing grades, dimensions and elevations in the field_ Contractor shall report arry discrepancy from the design drawings to Engineer (Liu & Associates, Inc-) before proceeding Wdh.:wadi .construction. Contractor shall exercise extreme care not to damage any underground utilities; exidrig structures, driveway, house, landscape, etc. . Damage to the above shall be repaired and restored to their original conditions or getter at Contractor's expense. 3. MATERIAL 3.1 Precast Concrete Blocks for block wall shall be of KeystoneStandard blocks. They shall be dry cast concrete blocks, in accordance with WSDOT 6.13.3(4), items 3 and 4, with a ruin. 28-day compressive strength of 4,000 psi. Water absorption. of the blocks shall. not. exceed 8% and shall not exceed 1°/a above the water absorption. content of the lot of blocks: produced and successfully tested for the freeze -thaw test specified in WSDOT Specifications 6 113(d), Item 4. Certificates of compressive strength and water absorption content tests of each lot of precast concrete blocks shall be submitted to Engineer (Liu & Associates, Inc,) for approval at least two weeks before start of wall construction. Finish and appearance of precast concrete blocks shall be' in accordance with ASTM Standards C1372. Exposed faces shall be free of chips, cracks or other imperfections The color of blocks shall be concrete gray. 3.2 Crushed Rock Leveling Base and Drainage Blanket shall consist of clean, durable, freraining, 7/8- inch crushed rock.. 13 Non -Woven Filter Fabric Liner shall be 140NS by Mirafi Iric.:or approved equal. 3.4 Structural Fill for block wall backfiil shall .be, clean granular soil free 'of. organics, debris, and other deleterious substances and with particles no larger than 3 inches. 3.5 Wall Drain tine and Spreader Pipe shall be of 64nch diarrieter; rigid,. perforated, P watertight joints. and wrapped in a, non woven filter fabric sock. 3.6: Wall Drain Line shall be of 4-inchdiameter; rigid, unperforated,.PVC pipes, 3.7 Geonrid Mesh shalt be as specified on the drawings orapptoved equal, 3.8 Spreader Pipe Su000rts shall be of A35, Schedule SO;; galvanized, steel:pipes rid required.embedrrient with a jackhammer.. 3.9 U-baits and Nuts shall be galvanized for long-term corrosion protection.* is 4, TEMPORARY/PERMANENT EROSION MtTiGATION t FX°,WS 71171 I 4A Protect and maintain vegetation outside of construction area. Install a silt fence along the downhill side of construction area. Protect exposed areas of frequent construction traffic with a minimum 6-inch layer of 2-to-4-inch rock spall; as required. Cover temporary spoil soil stockpile, With plastic tarp securely weighted down with sandbags. 4.2 Disturbed areas devoid of vegetation cover shall b2 re- seeded, re -vegetated and landscaped as soon as possible for erosion protection.. Seed mixture shall:con sist`of 40% Kentucky Bluegrass., 30°% Creeping Red Fescue and 30% Perennial Rye. Seeded.area shall be cohered with clear plastic sheets until vegetation is fully established. LIU & ASSOCIATES, INC. Geotec inicai Engineering • Engineering Geology - Earth Science GENERAL NOTES - CONCRETE BLOCK WALL. STUART RESIDENCE. 11.9: 12TH AVENUE. NORTH EDMONDS, WASHING TON, CGDri�IriUEt7 �� iraTi✓ �,) 5_ INSTALLATION 5.1 Stones of Failed rockery shall be left in place: wtierever Possible. Voids between stones shall be filled with 718-inch.crushed rock and densified to a non -yielding state with a.eoncrete vibrator. 5.2 Contractor shall be responsible for du tank stability; Keyway trench for block wall shall be excavated down to firm, undisturbed, native soil capable'of rendering an allowable bearing pressure of 3,000 psf. Over -excavation to remove loosehweak soils shall_be backfilled with compacted structural fill_ Exposed soil at bottom of keyway trench shall be compacted toe non -yielding state ,with a vibratory compactor prior to laying the crushed rock base course 5.3 Bottom of keyway trench and wall drain line shall #rave, sufficient slope (0.5% minimum) to direct water into the drain tine and to generate flow by gravity. The wall drain line shall be Ughtlined to discharge into the spread Ripe system. 5.4 Concrete blocks shall be tightly stacked with the rows of blocks inter -connected with Teflon pins. The cores of blocks shall be filled with 7t8=in crushed rock.and tamped to an .unyielding state. S.5 Structural fill, crushed rock base and vertical drainage blanket shall be placed in lifts no more than 10 inches in loose state, with each lift compacted to at least 92% of the maximum dry density determined by ASTM D1557 (Modified Proctor method), 5.6 Each layer of geogrid mesh shall be laid oa level ground, .anchored between rows of blacks with Teflon pins, stretched tight, and staked down, prior to placing the. next lift of structural fill. Overlaps for geogrid mesh shall be at least 12 inches. in the direction. of. wall alignment, and shall not be allowed in the direction perpendicular to wail alignment. 5.7 Disturbed ground shal{`tie.seeded, and vegetated as soon as passible, and shall be covered with clear plastic sheets as required for erosion protection. Construction of concrete block vra11 shall be inspected by:_a geotechnical engineer' f�laceinent and in - situ density tests of structural fill shall be . rnon6ored : and tested by a geotechnical . engineering technician. Inspection fees shall be paid for by the Owner, but Contractor shall provide timely notice to inspection agency for required construction inspection and testing., 5.9 Contractor shall remove debris and clean up. site after completion of work.. 6. INDEMNIFICATION 6.1 Contractor shall be solely responsible for construction safety and hislher method, techniques., s sequences or procedures used for the construction, and shall take necessary measure to maintain. stability of cut banks during construction to Prevent bodily injury or property damages: 6.2 Contractor shall indemnify and save harmless the Owner.and Engineer from i cost and liability for injury or death :to persons and from: damage to propertiy Contractor, his agents, employees or subcontractors: LIU & ASSOCIATES., INC. 3eobechnEca1 E_ngireerin5. • En9ineerin9 Geology -Earth Science _.. GENERAL NOTES - CONCRETE BLOCK WALL STUART. RESIDENCE: 1:109.-12TH AVENUE NORTH EDMONDS, WASHINGTON LIU & ASSOCIATES, INC. Geotechnical Engineering Engineering Ge0bgy Earth Scien I te Septeinber 28, 2011 Mr. Richard Stuart 1109 - 12't' Avenue North Edmonds. WA 98020 Dear Mr. Stuart: Subjject: Geotechnical Investigation and Design Prec,os Concrete Block Wall for Driveway Stabil . ization Stuart Residence I log_ l f h Avenue North Fdmundsi Washington V.&A Job No.. 11 -P57 INTRODUCTION '17te rock -cry 1v411 along the west side of the payccl.driveway on your property, located at the above address in Edmonds, Washington., failed recently. We understand that you plan to build a precast concrete block wall to replace this failed rockery wall in order to stabilize the driveway. At your request. we huge completed a ge(itebnical,investigqtio6and performed a design for the proposed block wall. Presented in this report,are our findings of the subsurface conditions- in the area and our design of the proposed block wall, PROPOSEWHIL.00K W—AL.L Your contraetor informed us that removal of'the fiaiU rockery wall will require use of heap equipment which could daindae the vavement;and delstabilize:the existing driveway and put the safety of workers at risk. He recommends that the, atones:of the rockery wall be lell in place. We concur with this assessment and recommend. the. rockery stones be leftin place wherever possible, with the voids between ween the rockery stones filled with 7/8-inch crushed rock densirted to a non -yielding state with a concrete vibrator of disturbed soil between rockery stones is removed as much as possible. R I EEC, E Pj 19213 Kenlake Place NE - Kenmore, Washington $8028 OCT .— 7 2011 Phono (426) 483-9134 Fax (425) 486-2746 DEVELOPMEW SERVICES CTR- CI-N OF EDMONDS STREET FILE September 28, 2011. Precast Concrete Block Wall — Stuart Residence L&A Job No. 11 -05 7 Page 2 The proposed precast concrete* hlocli- he tip to. about 12 leet [all. ik bl(uA wall (if this height vill require geog rid incsh embedded in the...backfill Of the -wall to achieve ione-term stability. Sinictural fill of selected. material will berequired to backfill the block wall. A perf'OTated PVC pipe drain line installed along the base behind the wall will be required to collect surface runoff and ground., vater flowhig towards .the wiill.. Water collected in the block wait drain line should be fightlined to di'SchartJite sal'ek, into a storni sewer or dispersed through a spreader pipe wver a relatively, flat and well vegetated area to not cause erosion problem. SITE CONDITIONS Surface Conditions The general location of t lie: sulaiiect residence .4itc, is shown. on Plate I Vi6nity Map. It is situated on the upper portion of a moderat . e to:steep. steep.. %vestcrlydeclining hillside. For our use, in this investigation,, You provided us with a topographic survey plan of the site shown on Plate 2. According to this phut, a relatively flat tench area lies in about :the eastern two fifths of the .site where a house and a paved driveway are located. Lining the side of the driveway is a rackety tv wall Which had failed re6unt4 and is to be replaccd. with a precast concrete block wall. From the base of this rockery uatl out . a . bout 17 to 18 fect: to the, \voii is. a P I sl d bench gent V ope area declined. gridually to an existing concrete block wall less than a foot tall. Below this concrete %vall is a . steel) slope descending, atabout -SO% grade or -more to,.\ards a relatively level bench area along the west boundary of the site. The bench area At the base of the rockery wall. is dotted.by scattered young ornamental trees. The steep slope west of the short concrete wall is. landsca0d)-vith. Power -plants and shrubs, with the west boundary area of thesite dottei.by tall mature evergrej6h. trees. LIU &ASS0C1A.TES,.1NC. September 28 .2011 Precast Concret . C'Block Wall = Stuart Residenee I .&A Job No, Il 0; 7 Page a Geologic Setting The Oreolos nc Map of the Ednionds Fast and Part of.the Edmonds West(quadrangles. Washington. by Jarnes P. ' Minard. published by UAS. S. Gcologkal Survey in 1983. was referenced the geologic..4nd'-,,oil condinons at the residence I site. According to t . his publication; the sai-ficial soil units ,u-c Mapped. as.a Vashon -till soil unit (Q. i)within and around the residence site underlain by an Advanc OLAtwash Mid unit (Qva).on the steep slope to the west of the sitc. The Vashon till soil unit was plowed directly undevefla . cial ice:duri glacial ng:the most recent period as the glacier advanced., over an eroded. irregular surfaceof older formations and sediments, It, is con iposed of a mixture. of unsorted.c lay; silt,.sand, gravel; and scattered. cobble and boulder. The Vashon till soil over the top two to fb,ur feet is normally weathered to a niedium-dense state, and is moderzittiv vermeable and. c; 0111pressible. The underivin- fresh till soil is very dense, and, is coinnIonly referred. (o a.,-,. "hard pan".: The fresh till depOsits, possess the Strength of co . ncrcti: . and ca . n stand in steep natural slopes (-.ir.nian-niake cuts I'm a long period, and are practically impervious to stormwatef:.infiltratiori. If remained undisturbed and wetl-dratned. the fresh till soils can provide excellent fouii6tion support to Structures with little settlement expected. The advance outwash ,oil unit, mapped on the hillside.belo.kv the-subiect residence site. is composed ofstnatirted sand and.,gavel With. very: minor amount of silt. and clay, deposited bY the meltwater of advancing ulacial. iceof the last tylacier. Dile to iheir generally granular composition, the adN-anee.outwash deposits are of. moderately high permeability and (117aihS fair!} well. The adtance outwash deposits had heen glai iallv ovmidden and are grenerally dense to very dense iii their natur-al. undisturbed state, except the soil. in the to 2.to 4 feet which is P normaltv weathered to ;A loose, to rnedium-dense state. 'The advance. Outwash deposits can stand in steep cuLS or natural slopes f.or extended periad when.undisrurbed.. Where exposed tin slopes with poor vegetation cover and subjected tp SItOMI T1311017` i.ir groundwater seepage, the ad-vance LIU &ASSOCIATES., MCI. September 28 201 l Precast Concrete Block Wall -: Stuart Residence L&A Job No. l 17 0157 Pate .4 outw sh deposits can be gradualIv ere tied and.ntay slough::antl`reaepasit t i:u I.l��tzzr ii clihation. The underlying 'fresh etc dance ;outwash deposits in : their native.. uiidisturbacd .state cart prt sllide g ud:luundation:s4pport % itli little setflrment etipecirtl I«r light tis'tnc►tlert lely he v htructures:; Sail Condition We con&Cted:a subsurface exploration on a site located-at?xx — 1 $ffi Avenue North Ethb ►nds, (hereinafter referred to as the::`'itel-erence Site'°), a liurt distance south Of the..subicct residence site. Birth the Re.l:erencc'Stti acid the ubjcct reMd'en c site arc niripped �tiithin.the aurne' -ashen till soil unit . aeck)rdine , to the above: -referenced geologic map: TTcwt . pit, excavated on the keterenec Site .encountered li hE gray irc•sh till deposit of ��ry dztise. gravely silty line to ntedium sand wall occasional cobble urdepths-:1i tm 0:7 to 1.0 f&t . We expect the soil condition at the subject residence.site:to bt ,,imilai to:that at the. We probe the soil: condition inthe gentle sloped b. 6ch area at the ba.;e bf:thc fai.lcd rocl�er? 4roa11 by manually pushing _a st e, T-btu into the round.. ':Che steel T bar could penetrate no more than 2.0 feet deep.. Based on the above-ref&rcnccd. eoingic map and i�ur giound probing result; it is our opinion that the bench area at the 'base of the failed rockery wall :in..%vhich the proposed bl6ek wail is to be installed is,underiai t at shallow depth ry fiery dense fresh till swi . Groundwater Condition The -fresh till deposits underlying thebetich titea at the base of thIe1ailed:fockery wall at sbAllow depth is of extremely love perrneability. Storm; runoff.: into the surfi6al . more permeable soil would perch on the. surface:<.of the underNiing fresh till. soil. This near surface perched aoundwater nmy completely.>t1r) up,during`the dryer suninter. and fall''months During. the wet winter and early sprinct; the near-Suz.0 Ce perchcd:.groundwater wouid Lic6lrnuldte and (lc»+ laterally along 'tile surface of tlic .tiiiiierlvtng, fresh till -soil an , N ou seep into ;the LIU & ASSOCIATFS INC..: September 2 8; 2011 Precast Concrete Block Wall — Stuart Residence UA Job No. 11-057 Page .5 moderately pernicabk. advancc outIA-ash soil whcr,itis.in contao.Wiih thetill soil ,onthe hillside beloNA, the suhjeetsAe. ClEOLOW HAZARDS AND. MITIGATION Landslide Hazard About the western half of the residence.site:is of steep slope at 40% grade or more. Tbe.bench area at the base of the failed rockery wall ,in -which the:, block wall Is to be constructed is underlain at shallov depth by very -dense fresh till soil of liighshcar strengih. On the steep slope beyond the subject site to, the %%estl. the Vasho.n.till s0i I unit is uh&rUn by dcitseto vCi3--.dc11sC advance outr%-ah soil of niodmt6y4ligh to high shear strength. Both soil units. havc high resistance against slope failure. Therefore, the .poieiitial..:lour dee{rscatod landslides: to occur on the subject residence idence site or the hillside: ininiedia't6ly. b6oui it should he ri.iinimall,:prohided .the recommendations in this rep ort are, ftilly impleniented.and comWied with during construction. Erosion Hazard The thickness cif the .surficial topsoil and weathered soil:.over the bench area at the base of the failed rockcq wall is thin. These weak surficial soils are of 16m resistance while the. underlying fresh till soil is or high resistance against erosion, on, Thcrc is ati-outsJ& chance that crosioti may occur in the .wkeakcr surfi 6 al souls.. 0 .. ve . r the I bene . h area ... a I t I id ... t li . e I a . dja cent steep slope if they are devoid of vegetation cover and.overly saturated. Progressive erosion can lead .to shallow..skiw. type mudflow., , ; (in the slopes. To mitigate te :Such- er 0-sion hazard. vegetation outside of construction liniit& shoul& be.preserred and maiii.tained:..A.hd..,e�p.osed: ground should be covered with plastic tairp, as required, for. protection UgaibsveTosion. Unpaved exposed finished. ground resulted frorn construction activities should kre-seeded,and re -vegetated as soon as:possible. Concentrated storniwater. should. not.be discharged uncontrolled. onto the g7ound 'Within the site. Storm),vater o%er impervious surfaces...sucha 1 s: rot, fs, Mid rAN ed dri v V Wa u y sho Id becaptured by LIU & ASSOCIATf S INC. September 28, 2011 Precast Concrete Block 'Wall .- Stuart Residence LR A Job 'No. i 1-05 7 Page 6. underground drain line systems connected :to roofdownspouts or by catchbasina installed in paved driveway. A curb or:line bump should be in talked alomt the Western edge of the existing pa%ed dri%Gway, ats required, to keep runoff on the drivcNvay from spilling onto the hackliil of the concrete block wall. A drain line should he installed along the base behind the proposed block wall to collect surface runoff' and. groundwater floxvine towards the block: wall. Water collected in the above, drain line systems should be t.ii-htlined to,.disciiarge:into z storm.sewer or a suitable stormwater disposal facility sVstcitI, s ich as a sprcader pips syF tem. Seismic Hazard 'rhe Puget Sound reuion is in an, active seismic rune. The residence site is underlain. at. hallow depth by ven°-dense fresh till deposius of very -high shear strength. Therefore, the: potential 'ttrr seismic hazards. such as landslides liquefaction. lateral soil spreading; to occur on the site should he mini nal if the erosion ttii#igation, dramma; e cbntrol. site stabilization measures recommended to this report are fitlly itilplemented. The proposed block t4all lio��c�cr. should be designed lisr seismic f6rces induced b:i 4 on. a l 00-year .seismic event with a maximum peak ground acceleration of 0..iitational acceleration). This maximum peak around acceleration nlay he adjusted, for the design ol.'the block %yal1.according..to.,its -flexibility and the non -unison movement of the blocks 'duririg eariliquakes. RECOMMENDATIONS, General Uur proposed alignment of thi block wall is shown On. Plate'). ti�'e r`c: iitiiitcn.0 the Block a ikl kie constructed of keystone Standard blocks, (8=inch: high r: 18-inch. wide x 21.5 Inch. deep). As shown on Plate 4 — Concrete Block Wall 1 v ical Section the block, wall should have gcocrid Yp mesh reinforcement embedded in its backfi,ll,;except where tiie wall -Is no incur' than 4 feet tall.. A drain line should he Provided along the base behind the wall h-e wall. should Nt lounded on a. minimum 6-inch layer. 7f8-inch crushed rock, leveling base, pl.aeecl over firm. undisturbed. firm LIII & ASSOCIATES, ANC. Sc�teniber 28. 2011 t'recast Concrete Block Wall'— Stuart Residence i;cr:A:Job No. I 1-057 Page 1 bearing .soil. Loose and disturbed sails, if anti; mithin the kepAay `trench should be Over- excavatcd and replaced icith comp4cted. structural till. A %&tic:al d ainai e blanket, wnsistina of clean i.'s-inch ; ru lied rock., at least .1 niches thick horizoiitallshin, be placed against the back of the black;. This drainage bliaa-cl should he by rauli aliv connected to the w<all drain line at the base,. Cvitlpaactrd stiuitura;l: lilt 14101 ld be. Med to baclfill the \Naill he�ond the %vrtieail drainage bIan, ket Acsign Soil Parameters The pi*oposcd prcc�ist..+aiicrrte blc�c%,ecalt vari.:s.from under 2 teet tp about 12.0 ll�ei tail]. We recommend that the »all he designed fair a Culi 'drained eandition in Accordance witl . the ft llu,�,ving soil.pednirtets: Reinforced Retained.., .Foundation Leveling Sails S©ils soils Rick Base. Unit tiVcialat: r. lac f Intl l ' 1 ; AMY ; lAnterhal Friction. G 4 34 40. degrees Cohesion, c;:psf 4 U The block wall shOwld bcdesiene. for aMinimuni,factor of 1.5 agalin-it-sl.idint, failure, 1.7 against overturninu-I'allun and 2.0 aaa;inst Foundation bearingfaailure antler the static liiading condition Tht Puget Sound re�-Viol.i ii in ail active seismic /cane and the bloc{; %, all , hould .also be deli-ned under the-,Ci.hmic. I -aiding c >nclition ror a IOorYear wismic etient. "1ht 'puak ground acceleration ibr such an eVcnt in the Puget Sound rc�i�at is aabiatai t�. � ; t� - �ratiitatioital .acc-lcradion). The black Nvalla ho%vever. are built with interlocking concrete; blOcWk� With S6.iIne: f cxihiliv� and the bl6cks do n«t nio\ e in unison during carthquakex Therellwe, Coo, desif ti nY the block«all unifier the sei,mic loadine condition. the ��r�iLind ate c I ration may be reduced to.�1,'�, The :blc;ck:wal:l should de+iLmcd liar a factor of safety of at lea.it 1.1 :against': sliding _failure, 115 against LIU .& ASSOCIATES, INC. September 28, 2011. Precast C oncrete Block Wall — Stuart Residence L&A Job No. I I 1 -057 Page 8 overturning: fiilut. and 1.5 against Coundution Na . r i n ig:: :failure under I the scismieloading condition. Wall Drainagc A minimum 6-inch, perforated, ri*id. PVC drain line wrappcd in a tio'n-woven filter fabric sock should be laid in the keyway trench behind, Ehcbase-course blocks embedded in.the crushed rock base course. The bottom of keyNN*. 'trench and ,the:0rain Rhe should have suffilcient slope (0.5 percent minimum) to generate flow by gravity. Thc:draia:pipe should be t I ightlined from a low g point at about the mid -length of the wall to disch reader pipc, ...qrge i rito a spreader .systent. over awell- vegetated area on the slope. below. A vertical drainage blanket. cor structcj of*clean 7,3-ifieh crushed rock, With a horizontal thickhess of at least. 12 niches, Should b placed against the back of, the blocks. This .vertical drainage. blanket, shoul&: be�. hydraul leally connected to the drain I*me at the base behind the wall. . The wall backfn behind:the vertical drainage. blanket should of*compacted structural fill. Spreader Pipe D6 persion System Water collected in the block wall drain line.. should be tioti.ined—to, discharge. into a.storm sewer. If no storm sewer,is avai6hle. then %pater in the block wliff drain line may be dip r.,",ed . (htou�Lh a -preader pipe, istcru over a relativeiv level d etat I e I d area atledit 15 f t away* in the an cc block Nvalt. A typical scctioji.ofthis spfeadcr pipe system issholwai oh.Plate .5. Tice spi-cader-pipe system should he composed of 6-ifich diaiueterby at least 30460t. long, perforated:: rigid.: PVC pipe, set level at.about 2 to 5 feet abovethegound.surfiucc,.. This perfo.ratM PVC pipe should be supported on and anchored to. 2-inch-diam'et&, schedule* 80 (2.315-inch: outside diameter by 0.2 1 8-inch wall). steel pipe piles, spaced at no more Alhali'8 reet on centers. driven at least 5 feet into the ground,asshovin on Plate 6. ^17h;c a bove-unraJe portion of the ii 0, t1iiie tram the block wall drain line, traversing down the slope and connected to the sprc.ader.pipe, should also he LIU &: ASSOCIATES, .TNC. September 28,,2011 precast Concrete Block Wall - Stuart Residence L&A Job NVA 1:-O_;7 Page 9 C! supported on and anchored to 2-inch steel pipe pile,.,. All: 2 steel :member of the support system should be painted or ualvanized for long-term corr6sion pri . )teciion. Water discharged through the .,preader pipe will. evaporate into the ambience, absorbed by the root system, of. the, vegetation. on the, s] d NA i Ill arm 11 fra tion: infiltrate into the iuround.- .,ope. a n ma c Water flowing out of the. spreader. pipe will be at= such. low velocity. it.. would. not. cause anv erosion problem on the slope. Wall 8ackri.11 Backfill behind the Vertical drainage blankci of fliz block wall should consist of compacted structural fill. Structural fill should be composed. . of clean, granular soils free of organics and debris, with particles no larger than three. . incites. Onsite clean till...or advance outwash soil meeting the. above requirements May be usedas structural till. Structural -fill. should Have a moisture content ithin one percent of its opti.mu n . i rpois : I ure . coil tent at the time of.placement. The optimum -moisture content is the vvuter content in.:. the soil. tha( enables the .soil to be compacted to the highest dry . density f6r 11 used q given compaction effort. Imp. rte.d. material to be u d us structural fill, should be clean, Iiee-drainlng. granular soils containing no more than 5 percent by weight finer. than the. .No.. -7.0.0 siev.c: ba,sc.d , on the, fractio ill of lhe, material. passing No. 4 sieve. Structural fill should be placed in I I i !Is no . more than. 10 in I ches tfiickih it:, loose slatee-with each lift compacted to at least 920% of the maximum dry density determined.. by AS" I'M D.1557 (Modified Prmtor Method).. Setback of 8110& Wall Since the failed rockery wall is to.beJeft in iplace wherever Possible. The alignment of the proposed.corwrete block wall %ki I It have to besetat: about 8 f'ee*t from the to*e,of:the rockerywall in order to accommodate the geogri . d:mesh to,be embedded in the wall back -fill. This will put the wall Up to about 18 feet from the edge of the existing'Paved driveway and x0ll be alh-Alt 10. feet LIU &,ASSOCIATES, IN..C. September 287.20 11 Precast Conerete:131ock Wall - Stuart Residence. L&A Job No. H -057 Paee 10 from the top of* slope at 40% or more grade west of ex is -tint C.OrICTCte block wall. The residence site, including the bench area west of failed rock-crV wall oil WWch the propi)—d block sL wall is to be built" is underlain by verb'-denseIrtsh tillsoil.at shalkm depth: underlain hvdense to very -dense advance outwash soil. BtAb types of, s011s we of high shear strength and are highly resistant against slope l4il cla ures. Therefore, it. is. our opinion that the :110 feet setback from the top of the adjacentsteepslope of 40% .(,.)r more grade::should. be.:adequateto maintain ]on& -term stability of the pronosed block vvall. STABILITY ANALYSFS AND DESIGN OF BLOCKWALL SkWall version .3.1-2- computer program, developed by: I National Concrete -Masonry Association, was used ift our suability analyses of the precast concrete bl&k: kvall. The results of die anaivses are presented under APPENDIX attached to this report. Our d6sign:of the precast concrete, block v.-all,is shown on the folio wing plates attached hereto,. Plate 3 - Block Wall. I avout Plan Plate 4 - Concrete Block Wall Typical Section Plate 5 = Spreader Pipe System Plate 6 -.GeogridMesh Schedule Plate 7 - Silt Fence Detail Plate 8 -:- (lencral'Notes. and Plate 9 -.0jeneral. Notes CONSTRUCTION RECOM MEN, DATIONS Site Preparation and General Grading Vegetation within construction limits of the block wall and wall bac kfil[should, be cleated and roots thoroughly grubbed. 'lopsoil and surficial weak soils within tl* block vvall':and wall LIU. &ASSQCIATES, INC. September 28* 2011 Precast. Concrete Block Wall = Stuart Residence. 1.&a Jab No. 11-057 Page 1 I bucklill should be stripped down to dense undisturbed till si)il,:.O\1er-exca.va(ion down to firm hearing soil should. be backfilled with coritpacwd structural dill. Temporary Erosion Control silt fence :ShOUld ter erectecl along the downhill side of the.construction area, as required. to .keep sediment firm being washed dawn to adjacent propertics. Iltc devil of the silt fence is pre rnted on Plate 7. The bottom of the. filter, fabric ih.ould be anchored. in a trench. filled with gravel. A laycr of clean, quam spills should be placed over areas of frequent construction traffic', as required, to protect subgrade soil frolic disturbanc:e'b construction traffic. Areas of frequent construction traffic slioulil be..protected v+ith a. layc.r of .2-to-4-inch TO spalls. l_xcavated spoil sail unsuitable for use as structural fill should be hauledoutlof the site as soon as possible. Spoil soil.to be temporary stockbiled t�ii. site tznti evp�t «i ground should be covered with plastic tarp and seciiMy Weight down with sandbags for erosion protection. Keyway Trench The kcYway trench liar the Block wall should be. cut:into nattVe :undisturbed firm rbea664 soil. capable ofrendering ring an allowable hearing pressure' f at'led.5 3;000 psf. The s6l exposed at bottom of the keywa trench should be c mipac:te to, a non=ti`ieldinb state with a vibtaton• compactor. Over -excavation of unsuitable..weak soils at bottom of keyway trench should be back filled with contpcird structural fill. A.ihinintum 6-inch lager of7r"8-inch-minus crushed rock leveling. base, coiltpacted to a iwn-yielding state; should be placed over the subgradc soil to support the block wall, The'basc=course blocks are:iv be pldc.ed on this crushed rack base with an embedment at least.S inches below the Adjacent -.finial grade in front of the block-xcall. The precast concrete blacks should be. stacked tie�rtly against one another. LIU & ASSOCIATES. INC. September 28: 2011 Precast Concrete Block tall a- Stuart. Residence I.KA Job No...1.17057 faze 1 ? Geogrid Mesh. Each layer of geogrid nt�sh. should: he laid On le Lei bUktill surEac , v«�ith Stine cild securek: anchored between two rows of blocks. stretched tight; :z-flid the other -end staked down prior to the placement of the nett Iift of wall bac:kfilL. 0verlaps:of geogid mesh -in the direction of the. Nvall ali_Lnnment should be. at ]Last 12 ineb. s, overlaps in -.th :direetron perpendicular to the wall atignment should.not be allowed.. Permanent Frosion Control Areas disturbed; and devoid of vcgetation-by, construction activities should be seeded, vegetated and hundscaped ass . soon as passible . fear erosion protection.. The seeded and vegetated areas should he ro�c.rcd with a .layer of 4Aetr plastic: turf+; a re.guir d, until the: x-e,,etati(in .is fully established. CLOSIIf RF tVc are pleased,to lie of servicc.tp. you on this project. Please i`cel flee to callus if you. have any questions regardino this report cjr need 'further cu>isultakioii: Yours very Truly, i :TLI 4SSOC', IATE;S. INC. J. S. Juliana Liu Ph.D—P.E. Consulting Gcotccluucal Engineer a Attachments: '1. Plates l tbTo. ugjh 9 2: APPENDIX - Precast Concrete Block Wall Stability Ati7ly.ses UU & A.SSOCTA'f ES, 4N : I ti�z,y •�,.. , �. s. -� max! .. � - ( .f'�,r� +ede f!!Pn! k+ n r r� fa Sy e1, mil"• �a � '..�. Ft t ;,THti .s5nisw (i SN 113i #t'ST SW f � • ,. �99> C ny_ f r 181 ST s �a S tti '.E PCB i..„m.{�A. Jyj +�� AsTFfST Sw Jf,�, Kis 1?$ tf• w�3C�� YIAY�ST .: PI• j5> f < 19091 ST SW IIIST ;T 33 ; 13� cx a ].}23e{} UL DR "''>{`�.• has r � ,. v•S � (h"l`��i •'`� Qr ,i'J'� ` K ' t4 -! P� • a .� � MET PU � � sr�sa !` 1 96T ST - YUN aR ts;C4 uflo �, Y PROJECT �' _-G— TSETM wQa�,• ,t�SITE t Ci-ti ER act p -CxTRtRCSIdFS'F+ :.. �P3 . ori+-x• YlSTt, s' 4P+ . 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E �� n ' :.Ja.�,�.F'a. �F..%..JJJJIJpi 6'`�(� ?• r obi �� I2- cd (:�: •�= tjji -r.l- :`•1�._ ��-:R VICINITY NEAP LI J c& ASSOCIATES, INC: STUART'RESI:DENCE - - - :11:09'=.12TH AVENUE NORTH Geotechnicat Engineering Engineering Geology • Eanh Science EDi+l/iONDS; WASNiNGTON JOB NO. 11-057 DATE 9f17f2i311 1, PLATE i N p;ar.t' e'Y's`•\ . 0 # oowiv t LlU & ASS.00UTES, INC. Geotechnfcal Engineering Engineering Geology Earth Science 0 !i :*,q.w SITE. PLAN STUART RESIDENCE 1109 12TRAVENUE NORTH ERMONQS,. WASHINGTON V 4: L t ass. i s .�rH J t w N N { �Zf702� Cil Pirf 1 a 41.:`�.. t —C. `JF!(li. E' OC3Uk. -- it7r5131'tW0 M380 BOO J Z 1 l r c N NA L til CONCRETE BLOCK WALL LAYOUT PLAN LTA & ASSOCIA'T'E$, INC STUART RESIDENCE 11:09 -12TH AVENUE NORTH Geotechnical Engineering • Engineering Geology - Earth Science ED%IONd$ VVASI`l INGTON . . JOB NO- :..:11-057 DATE. 9/28/2011 ': ' . PLATE . 3. 4 A ' � { �o +j( 712>-"It C U5H W Rock P FlEv"T. pKIvrvJAy t�orl-Y{�w{06 I PaR.A[pK PAVe M NT rn ° �x 1 ST f:;ZpGl< -- To 'a !2 MItJ d . :LEPT IK PLACr- Ifo a. 71 ' FRoM 7Tpt-i UP) 0, 4 D r Co Z � f 0 M. n 00 _cvM z.mmm O' n m 0 rncco 0 to , UJpi1 EA F G OR F G y. A EcDrZAt�ip.�� r�►� KaT L I� 4; r rn s J7 i� . - Z- K) '>' . t7 -i .. o: > m A.m co M :w:: ;Z z_ C. Z cn N Ga Z . Z 0 m �-i0 m o 0X c Z -4 r c m GEOGRID MESH SCHEDULE. WALL. Geo rid Mesh. Len th LN, ftJ Type) 9 f . 9. Height H; ft. Layer 1 ON =0.67 rt Layer 2 DN = 2.0 fit. Layer 3. ON =3.33 . Layer 4 ON =4.67:ft Layer 5 DN .6,0 ft Layer 6 ON.=7;,33 ft Layer 7 ON =8.67 ft Layer 8 ON =1off. ft Layer 9. [1N:=i 1.33 ft Layer 10 . ON -42 67 ft W-c Geogrid:Mesh Not Required . 4 < H 5 .5:00 5.00 .6:Oa 6100 e Fortrac 20 Fortrac 20 Fortrac.20 Fortrac 20 - 5 < H = 7 . - 6. 00 .. 6.00. . 6.50 6.50 7.50 71.50 _ Fortrac 20 Fortrac 20 Fortrac`20 Forrtrac 20 Fortrac 20 Fortrac 20 - 7 < H = 9 7,Q0 7.00 7.50 7 50: .8100 8 00 .: 8.50 - - - Fortrac 20 Fartrac 20 Fortrac, 20 Fortrac.: 20 Fortrac 20 Fortrac 20 Fortrac:20 - - 9< H = 11 7:50 7.50 &W 8.00 9.00 9.00 10 00 10 00: � - Fortrac 35 Fortrac 35 Fortrac 20 Fortrac. 20 Fortrac 20 Fortrac 20 Fortrac 20 Fortrac 20 - - 11 7.50 . 7.50 8:00. . 8.00 9.00 9.00 10.00 10.00 11.00 1:1.00. Fortrac 35 Fortrac 35 Fortrac 20 Fortrac.20 Fortrac 20 Fortrac 20 Fortrac 20 Fortrac 20 Fortrac 20 Fortrac 20 YYam: Ow FILTER FABRIC SECURLD TO 2' X .4 GA. WIRE' FABR[C EQUAL 2' X 2' WOOD OR COUIVALENT 8'- 12' .t PLACE 3/4'-1,5' WASHED GRAVEL IN THE TRENCH I AND DIN BOTH. SID--:-S OF FIIJER FABR.CFCNCE i2:,; T.H7- SU, FACC, FILTER FABRIC KATERIAL IN CONIINOUS kULLS, U,L STAPLES OR, W!P--- Rlt,�G . 'S TO Al I i ACjq FABRIC TP %�IPE- s. VIRK MESH SUPPORT FENCE TO SUFPORT FI[,7 P FA1411,!- I t ' C3-'J-R-Y- T Tn' LX 211 x 21 OR ECU;YALENT CO`4TRA�-TO.R/D.VET ,--F-R SHALL MAINTAIN Akl):REPLACE STR.i'AW BALES To : i;�1siF,:-- PROPER, E.JROISIUN 0 . K, T . PDL, CITY -:lNSPEC:TfQ' ALL. .ER0SI0N.:.00N.TR'l NET 0THER:::.W0RK CAN.BFGIN', SILT FENCE DETAIL LIU & ASSOCIATES, INC. STUART . RESIDENCE 1,09 - 1.2TH AVENUE NORTH Geotechnical Engineering,- ENInooring Geology Eart I h SCjtnoo EDMONDS WASHINGTON JOB 11-057 1 DATE 911 L/2011 _f PLATE _7 1. SCOPE.OF WORK Contractor shall provide material, equipment labor and tools: to. the Precast concrete block wail in accordance with the alignment, dines and grades shown on the drawings by Liu 8 Associates; Inc. 2. SITE CONDITIONS Contractor shall visit site and familiarize Himself with site conditions, and shall verify.existing dimensions and elevations in the field. Contractor skull report any discrepancy from the esign dravgrngs to Engineer (Liu &Associates, Inc.) before prciceeding with wall construction. Contractor shall exercise extreme care not to damage any underground:utilities, axistirtg;struc#urea driveway, house, iaridscape, etc. Damage to the -above shall be repaired, and restored. to. their original conditions or better at Contractor's expense. 3. MATERIAL 3.1 Precast Concrete Blocks for. block wall shall be Of Keystone Standard blocks. They shall be dry cast concrete blocks, in accordance with,WSDOT 6-13 3(4), Items 3 and 4 with a min '28Aay compressive strength of 4,000 psi< Water absorption: of the blocks shall not. -exceed, 8% and shall not exceed 1 °!o above ihe.<water absorption: content of„the lot of block s..produced .and successfully tested for; the freeze4haw. test specified in .WSDOT ;Specifications 6-113(4), Item 4. Certificates of compressive strength and water absorption content tests of each lot of precast concrete blocks shall be submitted to Engineer , {Liu E Associates, Inc. for. approval at least two weeks before start of wall construction. Finish and appearance, of precast' concrete blocks shallbey in .accardarice with ASTM Standards C1372, Exposed faces shall be free of chips, cracks or other: imperfections. The be concrete gray. color of blocks shall 3.2 Crushed Rock LeveiinQ Base and Drainage Blanket sha.h.consist:of clean, dIurabie, free -draining, 7/8- inch crushed rock. 3.3 Non -Woven Filter Fabric.Liner.shall.tie 140NS by.Miri4fi.inc.;orapproved equal:. 3.4 Structural Fill for block wall backfill shall: be clean granular soil free of organics; debris, and other deleterious substances and with particles no larger than 3 inches. 3.5 Wall Drain tine and Spreader Pine shall be of 6-inch diameter, rigid, perforated. P watertight joints and wrapped in a non -woven filterfabhe sock. 3.6 Wall Drain Line shall be of 4-inch diameter; rigid, uiiperforafed,:PVG pries:. 3.7 Geogrid Mesh shall. be as specified .on the Arawings:or approved .equal; 3.8 Spreader Pipe Supports shall be of A35,-Schedule80 gahrartized, steei.pipes d" rite required embedment with a jackhammer. 3.9 U-bolts and Nuts shall be galvanized for lond4rm corrosion_ protection. t l ..�. w. q TEMPORARY/PERMANENT EROSION: MITiGATiON 4.1 Protect and maintain vegetation outside of construction area: Install a silt fence along the downhill side of construction area. Protect exposed areas of frequent construction traffic with a minimum 6-inch layer of 2-to4-inch rock spali as required. Cover terriMaryspoil soil stockpile with plastic tarp securely weighted down with sand bags. 4.2 Disturbed areas devoid of.:vegetation cover::shall be re- seeded and landscaped as,saon as possible for erosion protection. Seed. mixture shall consist. of 40°fo Kentucky Bluegrass, 3030 Creeping Red Fescue and 30°fo Perennial Rye. Seeded area shall be covered with clear plastic skteets until vegetation is.fuliy established; LIC1 & ASSOCIATIIS, INC. Geot�nical Engineering Englrieenng Geology Earth Science GENERAL'NOTES - CONCRETE BLOCK WALL STUART RESIDENCE 1109 - 12TH AVENUE NORTH EDMONDS, WASHINGTON 5. INSTALLATION 51 Stones of failed rockery shall bejeft,in place wherever:possible::.Voids between :stanes_shall be filled with 7/8-inch crushed rock and densified to:a. non- yielding state .with a concrete vibrator, 5.2 Contractor shall be resporisible;for;cut bank stability. Keywaytrepch for:block.wall shall be'excava#ed down to rm3 undisturbed, native'.soil capable of rendering an allowable bearing pressure of 3;000 psf. Over -excavation to remove ;lrwseJweak soils shall be backfilled w th compacted structural fill Exposed soil at bottom of keyway trench.shall be compacted,to:a non -yielding slate with a vibratory compactor Prior to laying the crushed rock base.course: 5.3 Bottom of keyway trench and wall drain line shall have; sufficient: slope (0.5% minimum) to direct water into the y g drain line and 'to generate flow b ra Y; The waft drain line into the spread pipe system, ashag be tightlined to discharge 5A Concrete.blocks. shall be tightly stacked with the: rows of: blocks, ii iter-connected with Teflon pins. The cores Of blocks shall be filled -with 7/8-in.crushed rock and -tamped to an unyielding state. 5:5 Structural fill; crushed rack base and vertical drainage blanket shall be. placed in lifts no more than 10 inches in loose slate, with'each lift impacted to at least 92% of the maximum dry density determined by ASTM D1557 (Modified Proctor method). 5.6 Each layer of geogrid mesh shall be. laid on. level ground, anchored bet ueeri rows of blocks with Teflon pins, stretched tight, :and staked down, prior to placing the next lift of:siructural fill.. Overlaps :for geagrid mesh.shall be at least 12 inches in the di rection.of:wall: alignment,; and shall not be,altotived in the direction perpendicularto:wall,alignment 53 Disturbed.ground.shall be.seeded:and,vegetated as soon as possible, and shall be covered.with clear }Mastic sheets as. required for erosion protection. 5.8 Construction.of concrete block wail shall be inspected by a; geotecttnical engineer; Placement:and in situ density tests of: structural fill shall be monitored'and tested by a geotechnical engineering technician, inspection fees shalt be paid forby the Owner,.:but Contractor shall provide tirrtely notice to inspection :agency for required construction: inspection and testing, 5.9 Contractor shall remove debris and cleanup site after completion of work. 6. INDEMNIFICATION 6.1 Contractor shall besolely responsible for constriction safety and his/her methods, techniques, sequences: or procedures used for: cbrxstrvction, and :shall take nssary measure tci'maintain stability of out banks during.construciion to prevent bodily injury or property damages:' 6.2 Contractovshall indemnify and save harmless the C}wr5er;and Engineer froni.and cost and liability for injury or death to persons and from damage; to property cal, Contractor,, his agents, employees orsubcontractors LIU & ASSOCIATES,C. GeotecMical Engineering.. Engineering Geology - Earth Science JOB. NO. FzotRC, ^71 T 71 kL NOTES CONCRETE .BLOCK WALE. STUART RESIDENCE 1.109,-12TH AVENUE NORTH ..EDMONDS, WASHINGTON ... APPENDIX A STABILITY ANALYSES PRECAST CONCRETE BLOCK WALL STUART RE SIDENC 1109-12 AVENUE -NORTH MMONDS, WASMNIGTON lip -Ali] LIU & ASSOCIATES, INC. RIECEPOYFO C)rT - 7 2011 DEVELOPYWNT SERVICES CTR- CITY OF EDMONDS STREET FILE SRWall (vc?z' 3.22 �Apfll 2002) 1/71 1�a t� i 2 12 ....... . . ........ - --------- Liu & JL*xociato* InC. 19213 Konlako Pi*cs Nx Kez=oro WA 99028 IN'=,iter: 0511.135 STUART PXS=M= DRZVZMAT RZTADrX= MALL 5-1,00T TALL UYSTONZ 814M mm - STATIC L=Im Am e r: RICHARD STUART cZePared -Yt J 2 LIU September is 2011 7 TIf 02:01:58 Pm (x$6)\srw&1132\11-057-Sfthlockwall-st.atielo*ding-stuartresidenco Geonmthatic-Rainforood Sognmmtal Retaining Wall nez-,J, XCHA Method A . ....... .. ... A T 4 A�:4:eieral�-"or. "PGTA�) raL-�ci 0.00 wig 'Ka1l- 0.67 Ce2i,,n IN,- i 5.33 Leve' I i ng Q. � Hir;qe He ight- 6.0 7n 4.3 .......... SIRWall Oler 322 A+n-ril 20,02) LN Back Slopt- Un crm , y t, rI 4,u t ed surcnarqes SCH Data: SOM LaWfIPLICI: SLI-.";. sand viand. -et�veiiinq Pal So , 1 grravel Fcundatl,,-m so -I sand Call ImighL NiM non* it Winth 21,5 J r, - ' t T,n, I n g t 11 10.0 snthack 4n) 0.6 Wm.qh-'. :int4 I nd) (Ibs) 245.0 Unit Weight tinfiijed) !pM 136.7 T=Ler cf Grmvity (in) 10.75 QamentaT Z.,IC Page 2, boxisontal horizontal 7r f at ion MCC= Ang! e MA Ne1qQ 1>0 ruegreas) 1pcf) T11 /A 36.0 130.0 N/A 34.0 125.0 N /A. 40.0 125.0 0.0 34.0 125,0 isoverric'' uItImMe Mil —mum 300.0 500.0 s,1wior Argin (degrees) 45.0 45.0 2000.0 2006. 0 4 HDP2 q*osyntbatle 0 PST goosynthatIc 0 PP goosynthetic Page u r 3700.0 2625.0 5300.0 HDPZ or PP Polyester HDPZ or PP 5.00 2.50 2.00 2.00 3.00 3.00 -ram t.n^a ve'r :J c:d, f" 1.50 1.50 f3''ro Ta , yM E W 82.22 116.67 F.�....Sr,G'f l ant .,of lnLera L.i. L.:si. 71pe 7 a''. 0.7 0."7 fi r ._....y,�t t71B.• .`.....,+ter �•��• .,,,,..,.�r l7�;'?• +ypY":' j L' 0.95 0.95 1233.3 875.0 7r t ._c:i l'.ii;�i�e ;,opgrncs'f 22.0 22.0 1850.0 1312.5 V,,,'nimum ' .1'sIft" 1233.3 875.0 rr C�'Gt� Araglc (degrees) 22:0 22.0 e;axfc ; ts� ,lb".; ft 1850.0 1312.5 vre 0.7 Typ t 0.95 ,fi r. Y4 1766.7 22.0 2650.0 1766.7 22.0 2650.0 SRWall (ver 3.22 April 2002) Page 4 LN 052001, 4171 seamentol geyaggal,1#71 Unit znt,e-,r�,ace snear Type J; r -' r, i, m i�, f 7) 50010 500.0 500.0 Anql(i (dry gr-n) 45.0 45.0 45.0 2000.0 2000.0 2000.0 500.0 300.0 500.0 Friction AI;Ie 45.0 45.0 45.0 Yax,',ml;m 2000.0 2000.0 2000.0 of ea:t-, Ya-LIUrle PlaZle ""il (.Ka) 0,206 Wii ?Ka 0.194 Or4ertattor V failarn planc from Wrizo-ntal (degree.9) 57.9 AeLained Soil (Fa hnri7.�nta',, c�- , ,nponont) 0.197 WienTatiW Of 011=1 frOM 55.43 Rq.�mltx of �:XL-Afnal stqb,i,'�t a � yr, FOS SI Kim 4 3.94 1.5 ON Fos overLw=07 6.66 10 OR F(.1.,3 Rear' ng Capaci,.y 13.9 2.0 OR Basr, Length �7,) eft; 5.0 316 OK B j ;4 t, C, e ttr it y " n ", �' f t 1, 0.23 11 /A base 0.0s N/A Base Ratio 0.93 0.6 ox I c.-L e : c a i c-,a I zi *,7, e d va I u t- s, D LW�L'X AL.. a 9 T i .7 rn f.- r i t c r - a A:idlys s; T,c,7a] florizQrAal For,,7r $79.4 T watr Verl,rce Ubs/ft) 3972.5 Rnsustcirick%3 f.1.2679.5 7, Drllv�-1,4 mQzg�nt "Inor'-ft/f1595.1 Rp,sis,�Ing vcmmt 10625.6 Beran -,-nq Capa: ty (PAI 14134.0 %faxi--mum, Beating Pre�,rmrn 1017.1 SRWall (vt=r .3.22 April 2002) 135 Page 9/71 SIRW C;posvn, X<ea ;,alq tq Axkc,,Oz- Fr:l FLIs Fos ZZ �Ycz I ovcz - P Zrin�VVI �i 5.4 sp4canq a t Type (f t rrT S fftj > 1.0 > 1.0 > 1.5 > 1.3 , ;.o 9 1 4.67 Co 163 IC27 OK 6 1 3.33 6.0 2:37 0.58t 5.9i 9.98 ox 4 1 2.0 5.0 2.1 0.44* 5.90 7.42 ox 2 1 0.67 5.0 2.94 �10.36*) 9.67 5:97 ox I rtmrnal Srabllzty Anslyme Ur_: L llyptc t'ft"I Srromqrh Force CIpd Ly 0 Ilbs /ft) f llks l� ft OKIlfr� '74Z DC5 te� 5.�eto a I 4t7 129.0 297.6 7C4 1210.5 6 1 3 33 141.3 034.9 192.5 1921.0 4 1 2:0 2 W2 186.2 1112,8 354.5 2631.5 2 1 0.67 2 231.0 2003.0 $60.1 3342.0 141:=s FOS S14k dx �:2" rypOver- ShL�a4 fiyeformarfon) CCulPeCLI011 t'J-. f{�I,M4-�crO 10,r n! "ak) (pes k ) > 1.5 P. 1.5 < 0.02 x au > 1.5 < 0.75 xa 9 5.33 rsorso 14.83 21.09 a 4.47 1 6.77 11'.15 1 4.0 non* 4.66 - 6 3.33 1 3.42 17.73 3 2.67 no" 2-19 - 4 2.0 1 2.3 16.92 3 1,33 rious 1.99 - 2 0.67 1 1.73 16.44 1 0.0 tttarHR 1.55 UOS MMEII' ALL deZi4t. �,�rj:tera OK - OK 10.67 OK OK 10.59 on OR OR OR Stg ility A�Idly. -m Nmmvat 411d smW Rot. , ��v Or! ve, FL, s, i ,� 17 SI, v " r l;,hoar slloev r vn.L v Tyr -Ill Moment n t Zoid Capi y 'MI't') a c 1 f:y # fx?" f";b.,3 fa:! t!rs-Zt/f:'l (.bs,fL I tsft fibLF"'Ll) k) t cfarr" a r T 1�1 r.; 9 5.33 rio" 9.9 146.3 31.5 663.3 663.3 0 4.67 1 "A 300.0 14.1 826.7 920.1 7 4.0 ncwso 111,2 SICS 0_0 990.0 990.0 6 3.33 1 217.6 743.9 45.1 1153.3 1153,3 5 2,67 ZOVA 371.1 1032,5 0.0 1316.7 1316.7 4 2.0 1 579.1 1329.3 97.5 1400.0 1480«0 3 1,33 ramw 940.3 1689.1 0:0 16#3.3 1643.3 2 0.67 1 1208.9 205710 109.9 J906,7 1806.7 1 0.0 r9nw 1605.6 2487.9 0.0 1970.0 1970.0 SRWilll (vex 3.22 April 20021 Page 6 :M 011.22135 f/- A I SAW Fee 1;41 t ;,4;rl 'rywc cjjvac�Z� ty C, 1 Ty ft) {pejk) (Cie fo rm,* r n n f ! h fr f .1 h R� ft 4.67 1 128.0 1365.3 1365A 3.33 1 141.3 1497.3 1497.3 4 2.0. 1 186.2 16M3 1629.3 2 0.67 i 231.0 1761.3 2761.3 SRWal I Over 3.22 April 2002) Page F ,. 71 -Zoo P �j� pAy N`Mr. t . 5.0 It ProfF?� Name : STtMRT RZSZDWCS DRXV IMY RzTA=nTG WALL 'c c t'll on S-rom TALL imysTotm sL cx mm - STATIC LoAr)xxG Data Sheet: wr�r: RICHARD STUART. Client: Prepared by: J S LID Date: Soptoober 19 2011 Time; $2:01:58 VM Data file: e:\paean fil** (x$6) \oxw&1132\i1-059-Sfteal+ckw4Lll--st&ticl**Ai -s'tuatxt SRWA11 fiver. 3.22 Apri,] 2002) Page I LN CIS r a t, C, Liu 9 Associates Inc, 10213 T.Salsk* Place, WE Komare UK 98020 Licezise 'uuxl�ez. 0511135 P:_Cjet'- Naiti,: VrUAW RXS1V=F= J)RrAMX FJM&nrn= *WZ 3 e i On' , 5-1OOT TALL XSYSTM BLOM VXLL - sumac Lowma Data sh�'r.'t: Owns r: ient: Prep,irn-1 by: r,'a 7; 7 1 Tr€ � RICXM STUA" J $ LXV September 19 2011 02:07:.12 PM c:\pxogvam file* L'Yrle Of StrzR."L"Lle: Geosrynthatic-PALinforced. gogmmtal Rotaining Wall NCN& Method A st?I-sp7j", Am"57v'rls VeL-411S. P,Lak -G!Ou;�Cl xat�o 0.20 De8i,4r Wail Roight �ftl'.� Lxpoaea De5tgr Wall hei4ht rZL� Min imum Lev ell �� rjg Pad Th i. �� k t -I) %i.�)ter ��,t Se,Tmental Wall Units Ifi, n q t% Heti ! q t t ' f -1 1, Wa-al Tnclinalir-n k0degref-S) .............. ............. 6.0 0.67 5.33 0. C' 9 6.0 4.3 SR ail (ver 3.22 Apxi.'L' 2002) Page is N .15 1 � r . 3 !* q A I horizontal Bm c:K iaopc (deg z, et! s . . .. ....... horizontal .......... ....... . . ........ non* Da,)o d $vrchargr� 0 h 5 ri A:�qle We1qt— S Da c a So i 7,Dr,, rr ir, t i o ('rc f) R 'ei."IL'uced sand /A 36.0 130.0 sand N*Ah 34.0 125.0 �ev;&j 14rg 'Pad Sc:,.-LI gravel N/A 40.0 125.0 scil sand 0,0 34.0 125.0 .... . ..... seamt?nta2 UIit P�atd: Cap He', qhL ii-) none fiea,qh,, Pul "it') 810 "Irl t dU, 21.5 tj Len;th (in', 1810 SeLbaC4 "ir), 016 Wef'"O't �-nfllled) (Ibsy 245.0 'intil Iil'a 'jpcf 136.7 10.7S Un-ir• Trtcrf�v:e Slhea!)ata: Prqne r tl. rr, U , ;tfm"ltc-* Stre:IqL11 SeeLe � �'_.L, 500.0 500.0 I`ZiCLii�::'i An,.T.:e. ti ,ingree--�,r 45,0 45.0 2000.0 2000.0 ........... and Vlwnber: Ty 4 HDPX 9*0synthotic 2 0. PZT goosynthatic Ol PP 940synthetic R a l fiver 3.22 April 20,02) Peas 3 _,P; 011,11, i ins 5 L,0/#1 3700.0 2625.0 5300.0 8D ox ► polyester HDPZ or PP + yp& 1 ",.I Vp,f? s. .t L�`r:.Jt2 .j rc =, {=-'. O _us' eeiSM.l�: aii d L sit p 1.00 1.00 1.00 . ,,,at, c- I at I LIr,= IDamra7:o 3.00 3.00 3.00 Ovi;ra.-I Fa --or of SafQty 1»50 1.50 1.50 (L'' dL''S' "Pi w.,,.: ..... . °i' s af, ":s 7�s9, :ri t `;�i.'„ 'fi `t '' _ •, s'X. f.' E Cype Cuu !'icLeast of T r., t,, rij fior: 2 Ta x 7 y° e 3 s 0.7 0.7 0.7 ,yy ct Yc° tL of i t '... ~... _ i,Ypi'r' 1 +d 0.95 0.95 0.95 t," r''G: .,.. 7. ,rpe L f Vim Is 3 tv.'i mix~" 1.233.3 075.0 1766.7 �` y -J ,:M T Ar u *i :" t'�s � 22.0 22.0 22.0 SIX<, o-n ;I i L 1850.0 1312.S 2650.,0 Minimum I b.5/ft'= 1233:3 875.0 1766.7, c�.lon �q.Le (dPgrf,(,.n; 22,0 22.0 22.0. M4.x itr''rm ilwlf ;" 1650.0 1312.5 26S0.0 JR'e4i3.F.t3. i1q Wall Unit, i b 77 , f+ ! 500.0 500.0 50010 Ar�gl #dcg;vee6) 45.0 45.0 45.0 M I bm/ t_e3 2000.0 2000.0 2000.0 ,%14ini ,.im (Ibs/;t) 500.0 500.0 500.0 I - � Ord .':r q t � s �e'� r� � � � 45.0 45 , {� 45.0 "'tt 1 2000.0 2000.0 2000.0 SIRWall (ver 3.22 Apri] 2002) Page i x MAN 11bi Z-aiiurc 'Plane 0.25 sp,� (k (ext) 0.1 Rviriforcod Soil (sLaLic�,, 0.206 Reirforwd Soil QLaUc,+ !.K4 hoZiZontal component) 0.194 Heinforami Soil 1static + dynamic,� (Kasi 0,38 R"""Ced S"! (static + Waric) 0,1101I h0rizontal C=:xuporient) 0.357 OzienLaLiwn of fai Wre plane from hojizonta! �deqjees, 57.9 Retained Soi t , ntatic) 0.227 Retained Soil jwLdL.�C) (Kah horizonta-, comrmncmt; 0.197 Retatnnd 'Soi 1 (6tdLic + dyniamic,, ,,Kas; 0,202 Retained Soi: 'slaLic + dvnamic) Kaeh hrizomtal cc.mpc-lel, L 0.254 Piare tram tdc-greesi 50.29 Resq�ns Zf E.Xcezenall ros 3.59 ill OR E"S ovenurong 5.77 1.15 OOK WS Bearing Capaciluy M51 1.5 Olt 2i�e Lena (L;ttt) .6 OK :ase Eccentr4,Cty 1e(tt) 0.29 N/A r- Use Ement.::ity 0S10 .06 N/A Base F,einf'rnex-el;L Ratio (T,/Rl 0.03 0.6 OK 1^ at. values MFPT A7,L dosigi Ara-R- alV?,�eU Clc�iated �l r.5 TcLal HOT1,7r-ita: Ct,,5/ft,, 740,5 'X,��Lal Force (1bs/ft) 3972.5 C iol nq RceiS L a PlCe 1 hm /ft 2679.5 Rcmi!�t-inq Momp-n,�! 10625.6 Be-strin; capa"7it.y ltpsf) 138660 maxim,dr, Rearing Pressure (Pst", 894,3 A,qQ&w of tSazsmiv) kialyse-s:, $Pw �,n q Vn H.Zev umgth Amf�h�lr FOS pis "nit Type FA ,, > 1.0 > 1.0 T1.1 > 1.1 <3A 0 1 4.67 610 1.,63 1.17 O.926 12.56 QK 6 1 3.33 610 2.37 1,57 3.19 8.26 OK 4 1 2.0 5.0 2.1 1.45 3.02 6,43 ox 2 1 0.67 5.0 2.04 1.34 6.S4 5.34 tw NLu: doo!z V0,T MFFT ZI es t,-7r. (� icrurrancBis,, NLe; at'Alyqtix May nat give the 1Uwe5,- Zuctor:� (.t &dtety for avivrost nRinlcrcemfint n I ver Atream ir. iattrual C61C1,0atil)mS. Ile xilre- rp check m=*-it deiivz. zLt�L-C amlysts upLiwL SRWall (Ver 3.22 April 2002) ZIN OU1133 . . ........ Pa g Spw �;Pem*er, a v P 1 a 4 r id in j7 T 7 d 1 r, stxc41qt4 zoid ��AN Cl ty FCTC11e C',1Pa e7l f-, y U�F .67 351;4 287.6 9614 1210.5 6 1 3.33 11,1 261.9 $34.9 232.$ 1921.0 4 1 2.0 411.1 204,1 Illis 409,1 2631.5 2 1 0.67 411, 306.3 2003:0 625.4 3342.0 Ca �U Vlmlk'% A ra 1 Vs Sh"R a r ul< t Z.tVv Tyro Over Spoer ddoevzzatlwo 11, �^ ,M1 turn.Lag fpv ""t i f, ps',4 k) > 1.1 > 1.1 < 0.02 x Hu > 1.1 < 0.75 in 9 5.33 rLCWAO 3.07 5.94 ox a 4.,67 1 2.01 3.01 ox 3<89 ox 7 4.0 no" 2.15 - - 6 3.33 1 1.91 0.0 Olt 5.72 ox 5 2.67 came 1.94 - 4 2.0 1 1.94 10.63 OK 5.73 ox 3 1.33 010" 1.94 - - 2 0.67 1 111$ 12.02 OK 5.75 09 1 010 r.AD" 1.17 - - - Nctv. vAli-4fui MaT ALL di�slgr criterlza Voltalled R^Uite, ^' P`arilag StabilLi, A,-e z.spe tMoment 'Uno shtvx) . S.R w 1 C,ZZ 0 r lv+ ic lil v t sjwa., $;hpar VnIt S1 ov X-Mer, t Mcm.11r "Poad Capa C, 4 r y ca F,,i4 c y U L j ft/ft) UbV -1 t 11 ;I Uzalz o 5.33 ncoo 36.5 146.3 111.6 663.3 663.3 a 4,47 1 150.0 300.9 220.7 026.7 826.7 "1 4.0 A*m 343.1 737.5 010 990.0 990.0 6 3,33 1 619.8 1102.4 128.2 1153.3 1153,3 5 2.67 romw 9934 1909.6 0.0 1316.7 1316.7 4 2.0 1 1438.9 2644.0 139.3 1490.0 1400.0 3 1.33 ucam I"s. 5 3662.4 6.0 164$.3 1643.3 2 0A7 1 2636.6 460911 160.4 106.7 1806.7 0.0 n*no 3386.$ 5996.1 0.0 1070.0 1910.0 �,e t ".I c, I ��t, 1� wn capa C.L t-,y capac i 17Y JIL'a At t (pea k) (de f �z rm tt On I (1bss1f=J Ubs/.ft 8 4.67 i 351,4 1365.3 1365.3 6 3.33 1 261.9 14917.,3 14.47.3 4 2.0 1 284.1 1629:3 1629.3 2 0.67 1 306.3 1761.3 1761.3 7 f T Pa qe 6 Type 1 r, e NL am, e , STUMT RWIDZKCE DRIVOMY XgMKIXC* XkM Section: S-FOOT TAM KZYSTONZ BL1DC1K MLL - SZ:ESbUC LOADING Da, -a Sheep.* Owner: RICE 8TU74RT Client: Prepared by:a S LIU Date: Septemb*v 18 2011 02:07:12 PM Dd L4 file. C:\PvQqzA= files (x86)\srw&1132\11-057-5fthlockwall-so;isaieloading-stu,ax SRWall ever 3.22 April 2.0072) Page I IN C 2.1 i -75 Liu & Associates Inc. 19213 Nwaak* risca NZ Kenmore va 90028 Numbet': 051113S Pro ect Mame: STVAPT JtZSjVM= DVIVjMy RCT&Mr= MALL Sect 7-FOOT T= MMYSTORM BLOM W.0 SIATZO LOADING Owner: RICWM STUMT CI r, t - prc aze t S G LIV I'd I - e, September 18 2011 imc: 01:55:59 M Dat'.: *AProgram file* �x$S)\srwaal32\11-057-7ftblockwall-otaticlo*ding-stuartresidonca GeoxynthaticRainforcod Segmental Retaining Wall MCNA Method A- (-�ro,.ind 0.00 Wall .�ApC;94'.4'd Oe�,i,'Tn TM51.1' lltii#L ftftl Tm, Yir.i Tr, ead Thickness �tt'� Nvmber of S-gnuzita' -Wa-'I Urii-s 9.0 067 7:33 0-5 12 9.0 4.3 SRM-713. (ver 3.22 Apri 1 2002) ZN Back Slope Owgrees', 23011 Qta: I Sol! DescriMan: Lief ntcrcecSCII sand Rstaincd Suil IsmaAmd LOVL'Ilinq pa�J vr*V01 MIAMANd it Maw": Cap Height: 'in) =0 Ur"!7 ..night 1Ml 0.0 �,'MiL Width (Irl) 21.5 ,z.i, T,Prg.7h. 1810 Setback ji" 0.6 Weight 1101110d) Shm) 243.0 unit Nei#t �'inf�lled) Ipctl, 136.7 10.75 Page 2 FrOtfon Qheslon Angle A& Weight QV (dogrens) wcf) N /A 36.0 130.0 N/A 34,0 125.0 N /1,4, 40.0 125.0 0.0 34.0 125.0 j1penW unit lwextac nnta VIUMate CI`JtCrl,� S, CVVI Ce S t d L o- Cf -1 t rz-,r 7'4; vii—mLan '-'bz/tt, 500.0 500.0 Frie-,Lioa Aunlie idogrce.-O 45.0 45.0 Maximum 2000.0 2000.0 Tyrcr,_4nd Number.- Numbe Nldfve� 6 Rolm goomynthotiv 0 PST goosynth*tma 3 0 PP V008"thatI4 SRWall (Ver 3.,?2 April 2002) Page 3 . ......... .. . --.1-I.-.1.1 . ............ . - ...... . .. . .......... - stzenqn P�Iym Type 1 3 ym 7 3700.0 2623.0 5300.0 pc;!�ner -'Ype ROM or PP poly"tor HDVZ or PP 71pe 1 Type I Type 3 Crew 5.00 2.30 5.00 Duratiliry 2.00 2.00 2.00 Trstailation Wage 3.00 3.00 3.00 Overall F,crcr of Safety 1.50 1.50 1.50 Jell I ow,�2 47,) Ta 1AWN 62.22 116.67 111.78 Ot Tntnr&,2L.iLO111: Type 1 7ypu 2 71pe 3 0.7 0.7 0.7 Confficlear of MfrocL 511d1w; 71pe 1 71pe 2 Type 3 (71.9 0.95 . 0.95 . .......... 0193 Type 1 2 'It!"r4rf" stzvl-y�h criteri Mini,T-r11, 1, m / f - ) 1233.3 075.0 1766.7 "rig pion ,�Luqle :degrees) 22.0 22.0 22.0 Maxim=, 1950.0 1312.5 2650.0 Senv'ire CcILer-1cr4: XLP-imu:n k"ibs/tt) 1233.3 07510 1766.7 Fricti^n Arglr. tdcgrQos) 22.0 22.0 22.0 Ma X i,- u rk (Ibi / f L) 1950.0 1312.5 2650.0 . . .. . . ............. SRWail (ver 3.22 April 2002) IN HAM gm rn" ,:a 1 wa I unit T '"' 'r "'t-re-1,grth, rrltez�oa: lbs / f *- 'I 500.0 Angie 45.0 Maxim" T, 1 2000.0 Serv-' ce 3 t a t e C r 1 t 4-� r i on M i r, I m 1b, a / f t " 500.0 Eric .iori knq.e -,d(�qreca) 45.0 Max --m�;m Z.,s / f t,; 2000.0 17/71 77-a 2 :�Yl)c J 500.0 500.0 45.0 45.0 2000.0 2000.0 500.0 500.0 45.0 45.0 2000.0 2000.0 th Pressuz'e and ro Plane Wentahn: lw�iiZcrced Sni ', ,Ka) heinlarmed Soil ,Ka hors zortal Oxientatim of AD= plane fr= hcritort f�",, (degrees,, Reza ined S11 (Ktn�, - ReLained Soil (Ka. horizortal --omponeat'� Orlcntltti;�.n of tai 1,are plane from hortzont-al fqnu)r::-j of ExLernql + rabljftv Malmo. Cal cula "e'd FOS S 7 i &hg 3.88 70S '03 '-, B�, ^,rg CF D 7" FaciLy 126.12 .4 Ba,�c Relnfox--erient T,cngth tL(ft,, 6.0 Base Fccertri,-!�y (el(:L'r 0.29 r-, a m r, Zccentz-city RDtio 0.03 Bdse Ratic 0.75 Notc: cd!�ulaced va;!--es MFTT All. design critezid Det4,4ed of. Pxtcrnal stablilly Mazyses., T tota,� R,:,,,ri7onta1 rarce fibs/ft) Tu� I -a! Vei,-Lcai Force Hbsit":) Siidinq Resisrancm Re-sisL.Lng Moment Bearing CapaciLy (pal) max.i.lytwft Blear.,.n.1 Preszmjre (Pat,',, 0.206 0,114 $7.9 0.227 0007 55-43 DL4.e 1 , 411-� 1.5 OAK 1.7 AK 2.0 OX 4.9 09 N /,A NIA 0.6 OR "a2cu'atp J "Talues; 1102.0 6336.7 4274.1 3360.8 20570.7 16406.2 1323.4 Page 4 SRh7a!l (voz 3.22 April 2002) Page i N, 17,5 s � 9 35) �cs,vl ors of Tnu-rza ! sr A j y� i �,ses., 3.4 N i-;CIsyl r Amchirr " fxc" Laver ft') r4 Sp4 �, irq fftt rov:A ft) > 1.0 > 1.0 > 1.5 > 1.5 < 3.0 12 1 7.33 7.5 1.66 1.11 1.97 Med OK 10 1 6.0 7.5 2A7"jr- rl W�: 5,33 13.63 ox a 1 4.67 6.5 2.13 0 . * 5;74 9.61 ox 6 1 3.33 6.5 2,S7 0. .1 S.49 7.S4 OK 4 1 2.0 6.0 3,1 0.32* 9.72 6.23 OK 2 1 0.617 Co 3.04 0 . 29 12.49 S,02 OR VoL��; * Va!',)e dneNOT XEET dLS-iY." "'If inrl-TrIal Stub.1-11 SPA, ,A:`,I i L -1 u v Allowable Uri r vyp- �LO # 12 1 1.33 82.2 10 1 Co 92.2 9 1 4.67 M2 6 1 3.33 M2 4 1 2.0 $2.2 2 1 0.67 92.2 Ras��It�; cf FaCliv, �7 411* - 1 z I'V Ana -1 JIvoz ro'nsi-Ift 1,1 1�xcLrye4 s " z dYnq S.1-'! ZL.nV c4pacl cy vcrctv CJ." L- I t y ObsIft) (2balLtj t tb 5 / fr) 7411 14C2 31.7 915.1 118.9 $33.4 129.0 1145.2 163.7 039.4 2" .0 2575.3 204.6 1760-6 431*8 3405,5 233.4 2462.6 679.4 4235.s 298.2 r 3723.9 950.7 4769.1 Snit' Iioa: FOS k S,� FICIS C,=ecti7j ax- W4 "'; 0 1 turmrng �Peak; k > 115 > 1.5 < O.02 x su > 1.5 < 0.75 io 12 '7.33 1 14.03 21.00 OK 17.53 OK 11 6.611 Ao" 810 - - - 10 6.0 1 5.15 16.39 OK 12.03 OK 9 5.33 nano 3,92 - - 9 CS? 1 3:00 17.26 OK 9,55 7 4.0 ton* 2.59 - - 6 3.33 1 2.19 16.65 OK 8.13 Ott 5 2.67 norm 1.91 - - - 4 2.0 1 1.69 16.27 CK 7.21 OK 3 1.33 non* 1.52 - - 2 0,67 1 1.37* 13.94 OK 6.2 1 0.0 Mum 1.26* - - v" ue uO04 NOT MET. -4c$i9n ctitoX�,Or �2 occurzences, SRWall (-ver 3.22 April 200,2) Page 6 ZR 03211,31 . . ............. al P vsos ellomon't od sa ca Z) Awo. �Vo Res I s t shpar S?",ko4 r Shoar Un 1 t E4z,,,, Zype mlwymflrl rajDa z i t y :,apaci Ly Ubrlft e lbs.� ft) 12 7.3.3 1 9.9 146.3 31.5 663.3 663.3 it 6.67 ftorA 44.4 355.6 0.0 626.7 62617 10 6.0 1 111.2 573.1 $3.9 9WO 990.0 9 8.33 nano 217.6 833.5 0.0 1153.3 1153.3 8 4.67 1 371.1 1142.2 76,3 1316.7 1316.7 7 Co mono $70.1 1493.7 0.6 1480l0 1480.0 6 3,33 1 84913 1853.5 9e.? 1643.3 1643.3 3 2.67 WrAft 1le8.9 2276.3 010 1906.7 1906.7 A 2.0 1 1605.6 2707.2 121.2 1970.0 1970.0 3 1.33 norA 2104.7 MIA, 0.0 2000.0 2000.0 2 0.47 1 2600.7 3703,1 14315 2000.0 2000.,0 1 010 rkom 3392.2 4268.2 0.0 2000.0 mo.0 AC!3u!L:; Of Fl--irlq Rtfibill A,'VkY",f ions) saw I tee 7 Cco C") r il 0 r t i t7n., " 1"17'er T�pq oa d cnapscl ry Capacity ipeal) (de f o rma r i ar; 12 7.33 1 74.1 1299.3 1299.3 10 6.0 1 119.9 1431;3 1411.3 a 4.67 1 163.7 1563.3 1503.3 6 3.33 1 208.6 169513 16W3 4 2.0 1 253.4 1827.) 1627.3 2 0,67 1 298.2 1850.0 1830.0 Project Name: STUART RZSIDMCZ DRIVMAT FJVfAXNXXG NAM section: 7-FOOT TALL KRYSTCIM BLOCK IMLL - STATIC LOADING Data Sheet: Owner: RICIUM STuXRT client: Prepared by:J S LIU Dat : September IS 2011 rime -. 0I:SS-.59 PM t�al'a fi1l,e: 0:\vz,0qr&m files (x86)\srw&1132\11-057-7fthlockwall-statioloading-stuaxt SIRWall (ver 3.22 April 2002) Page I 1 �7). I o: Liu G ASSOCiates Inc. 19223 Kenlak* PI*Am NZ Kowsove va 0$02$ T-,=-on5o Mimbt�z; 0511135 arc Narke-: STUART RZSZDM= DRrVIMY XXTAZOM WALL 7-FOOT ThLL XEYSTOM BL= WALL 811011C LOADING Llarca Sheet: RICHARD STUART Freparod by: J 2 KILT Septembor 18 2011 -i7n: 01:53:33 PM cAprogrAn files (x86)\srw&1132\11-057-7fthlockwall-uoisaicloadn,g-xtuartxesiden-ee - Goosynth*tic-ftinforced Segmental Rota ining Woll MCNA Method A Wall heighL ft) Fmhnd-,ont Wal"' !Ieighit (ft, F,xp?,:,Sed1 Oe'-2iqn Hall (-Ft" Mi-,,'rn,nr Tevo1'in; Fad Thi,,,knrss Nurrt,er ot -Seqmenta-' W�,11 TJr.-"I.s Hinge Height (tt) 0.20 9.0 0.67 7.33 12 9.0 4.3 SRWall (Ver 3.22 Apri 1 200)2) IN 551110 Coves: 7rm,,-. Slcve horizontal Back Slupe !degrees) horizontal 05 T none Dead none Bull Data: SH 1 f4scr#01wo Rinfcrcec sand Re,,-ained Scil sand 116d 3rj,, 1 graval — w'Llnda-tio- Ko-1 sated SeguKultal tsit Now Cap Hnight Qn; MOUS Unit T-,igI.L 11nj 010 "I.1 L rig, T,nngtl: �i:.) 18.0 SwAnck (A'', 0.6 welqrt OnVilud) flbs3 249.0 unit NVOL Ant` lodPvf) 136,7 Cen-er 7�t (in) 10.75 Se�vaental Vnit- Trtvrt�a,.e S-�,emr Vat4: Page 2 Z3/7 1 A j Ot f an WhesOn Angle Oft WQQL N/A 36.0 130.0 N/A 34.0 125.0 N/A 40.0 12510 0.0 34.0 125.0 Frapartimr, Ultimate SLzenqth Cx1tiezria .6tatn Crftt'ri�. M, I n 1 m,, . rr, 1 h 9 / f t S00.0 500.0 F,rl,:Lion q..Le z,deqrees', 45.0 45.0 Maxi:num 2000.0 2000.0 .... . . .... . Typa4� and Nwuvr: HDPX "Osynthatic 2 0 VZT goosynthotte 0 po geo-synthotic SRMA-11 (ver 3.22'Anril 2002) Page 3 5 i 31Y7 24/7 I;trenqrh and Pal,4zie-, Te 1 2 xype 3 UILimate Strength t1b,-;/ft., 3700.0 2625.0 5300.0 Polyme.r Type IMPR or VP polyester Hope or PP Typ 'TA�e 2 i=1-00 for 1.00 1,00 1.00 7. -abi:4ty 2,00 2.00 2.00 in�iLallation Damage 3.00 3.00 3.00 Overall") Factor cr Safety 1.50 1.50 I.SO b 5 f 411.11 291.67 588.89 01' YP e 1 7n�e 2 TYP c 3 ci 0.7 0.7 0.7 ot ;7-,'rcct Type 1 Type 2 7r,,pc- 3 CUS 0.95 0.95 ................ 0.95 Str• Type '73"Pc 2 lr& 3 rltc.-Icr. M, lb.� 1L3 1233.3 975.0 1766,7 Av.gie (degrees'; 22.0 22.0 22,0 Maximxn (" I b C, /,r - ', 1850.0 1312.5 2650.0 S4�rvfcc Stato Critex�-nn. M - r i 7rum bs I" f t) 1233.3 875.0 1766.7 Frio-it I L-tip:. ruql� (degrees" 22.0 22.0 22.0 Maxim -am, (It'q/tt) 1850.0 1312.5 2650.0 . . ......... SRWall (vp-,r 3.2;,' ApriJ .2002) Page 4 ZY ONAN TJI I t t rrat"P SLX,ez�qch Criterion: Minimum �,Ibs/ft) Friction kng".n (duyrees) StSL& Crlterl0n: ZyPe 2 7TPO 3', 500.0 500.0 500.0 45.0 45.0 45.0 2000A 2000.0 2000.0 .4int'-mm, Ohn/fQ $00.0 500.0 $00.0 Frict,ion AnqI.P, i,dogrecs) 45.0 45.0 45.0 Maximum U t5 f t) 2000.0 2000.0 2000.0 Cuefficlents of EarLh Q?q-szre qn,�I Failure Plape Orlentatians. S e i sr", i c 0.25 S P is Tn' ,, Ccelrficent (k(exL, 00 R�inf��.:Ced So -I %S,LaL-"C) (Kal, 0.206 Minforwd 5QII (Static) (Ka bQXIZOntal COMp^-nCZIL) 0.194 Rniaft.tced Soil stat,iQ dynarll (Kae) 0.38 Avinforned Soil Ntatic dynamicAM'horizontl compc.n+-nt, 057A57 Ortentation :,f ta-Jure pizine fior, nori7.ont, 1, -grees) .9 Rct.eined Soil ,, ,, t a t� ic ) ,'Ka) 0027 Retained AP lntatic'Kal ftr�Ti70nt8l component) 0.197 .'etained Soil (static + dynam!c) (Kae) 0.292 Rctairied Sol! tstatic. t dyz.am.LQ) (Kaeb hnri zontal component) 0.254 w0atatior of failure plane from hcrizontal (degrees) S0.29 Res AR,pr FQ:tQQjj Staill �iLy ( el_ 'io) Anafvses Cal C U1 a t e I 17eslgn Crftcri�-i FOS Widing 3.22 1.1 OK 70S CwerLurninq 4.73 1.15 OK i'QS Bearinq C-pac-�ty 12.74 1.5 OK ';;,infcr=vme:4L Length: (.Lj eft) 6.0 4.8 OK Base -.QQenLxicity (e) ;ft) 0.43 N,e',h base �ccentricity Ratio 0.08 N/A Base Reintnr-,ort,.denf. Ratio (L/H) 0.75 0.6 OK NC•Le: CAICU!atecl valuns MFX7 ALL dcsigri criteria, an&,ailrd ROSUIL� jaf ExLernil 3,tabiZlty Al Calculated "rallues: TOtai H-Ori70ntal FOrrC 1327.5 ta.l+ 1" lb'q/ft) 6336,7 $Ilidinq Res,iStaace Ubs/ttj 4274.1 Dni,vnq Moment Pbs-ftfft) 4350.9 ReSiSLirig MoMerL flb2-ft/fL; 20570A Bsa r i r. g Ca �, pr, f ?, 1SE78.1 Maxia"um Seaz.Lli.g Plessuze (Psi? 1230.9 SRWa 11 (ve r 3. 22 Apr,i 1 2 00,1) Page 5 RP,41.,Its of Intartial Eff" Spa cl, nq itress ,:fit,) > 1.0 > i.0 > III > 1.1 < 3.O 12 1 7.33 7.5 1.66 1.5 oi53* 16.43 CK 10 1 6.0 7.5 2.4 1.39 2.14 $.$S OR a 1 4.67 CS 2-13 1.29 2:9$ 6.$1 OK 6 1 3.33 6.5 2.07 1.21 5.2 S." OR 4 1 2.0 6.0 3.1 1.13 0.79 4.92 CK 2 1 0167 6.0 3A4 1.07 9.60 4.1 OK NoLQz ad ab doe� MY]' MELT deaiVz critction , ocrvrron'cftS) Ni�,t e : SLia,.LLc anaip5ii may nQt #ve tj,.c lowcSt facror,,,R nf safety luz FOS aqat.ns- stabllty cak-v,tariona- Se sure tv zlck cirror�t dexi r. usino arAlymla option. I ta i.st a c t z,) t orr,,# t ty Slow Cvosyr, Elev A�iowble Ionxile Puljcpr Slid�nq $-,' 2 d i r-q aal 7�po (11) Jtrenqth L040 caparity ywrce C.'ap a C.1 t Y 4 LJ Se r-,Ov JeA 'r ubslLl ) Ob'5,"ft; tv 12 1 7.33 1,.1 274.0 146.2 $5.7 915.1 10 1 $10 11.1 296.2 633.4 107.0 17A8-2 a 1 4.67 11. 1. 310.3 930.4 37S,3 2575.3 6 1 3.33 11.1 340,5 1769.4 59916 3403.S A 1 2.0 411.1 362.7 2462.4 #ISO.$ 423S.6 2 1 O67 1411.1 394.0 3721.4 1161.9 4769.1 Aesultz� 01 facYaq rt is it1 (Svlsw::cj Anal =, e 5 SP W Gec; ayn Uxtc 3 Fin Sbeir, MIS -'a un e c Vr. Z,�ev 7�po Shoax facto-o"'j, t 0 -1) Onnn*ctiaa i"avI ox" 110 n (pod k) fPegk) 1.1 > 1.1 < 0.02 x Itu > 1.1 < 0.76 in 12 7.33 1 3.29 4.94 09 4.74 OK 11 6.67 nQTw 3119 - - - 10 610 1 2,46 6 . 91 OK 4.03 OR 9 5.33 A*no 2.34 - - a 4.67 1 2.1 0.42 OK A.01 ciac 7 4.0 2.03 1 - - 6 3.33 1 1.9 9.81 09 4.98 or. 5 2.67 runio 1.85 - - - 4 2.0 1 1.77 11.03 OK 5.04 OR 3 1.33 nom 1,74 - - 2 0.67 1 1.66 10.35 OK C81 OK 1 0.0 nom 1AS - M'te: nalrMlat*d values MEET ATU dos--qta critexid SRifall (ver 3.22 April 20,02) Page 6 LN Millis %111�d�� I old ReSO f jkwcl.,�,q $tabili,ry, sos 4Mme,,)t end Syjei rk SM "Of"e. I �%-u rr. . vc 401 $ Rr 'sh *,v z 54cax :",Aea r Un 1:7 92t-v rypo Mome r, t M1,11"neInr Laiij Capa c � ty f,,,4pA,7 i ry it �) f T f t, ilbsl'�f t In (r,04 k) (Ion" 12 7,33 1 44.4 146.3 134.3 663.3 663.3 11 6.67 r9me 180.2 374.9 0.0 026.7 $26.7 10 6.6 1 411.1 1011.6 145.3 09010 "0.0 9 5.33 no" 140.6 1730.6 0.0 1153.3 1153.3 a 4.67 1 1172.6 2437.1 156.4 1116.7 1316.7 7 4.0 no" 1710.7 34417.1 0.0 1490.0 1400.0 f 3.33 1 2356.6 4444.6 167.3 1643.3 1643.3 5 2.67 narA 3120.1 5784.4 0.0 1004.7 100617 4 2.0 1 3999.7 7092.4 179.6 1970.0 1970.0 3 1.33 nAmm 49%,2 002-5 0.0. 2000.0 2000.0 2 0.67 1 $122.2 10260 :4 199.6 2000,0 2000.0 1 010 rum* 7374.9 12161.5 0.0 2000.0 2000.0 Det, �104 koal Lac Cvvrw-4: L I c 11 (�Or",Ction connectIrn :'nit E-, ev �ae load ','A city cips;^j ry 12 7,33 1 214.0 1209.3 1299.3 10 6.0 1 296.2 1431.3 1431.3 a 4.67 1 310.3 1563.3 156313 6 3.13 1 340.3 I63}5 y3 16n,� 4 2.0 1 362.7 1027.1 1827;3 2 0.67 1 3*4.8 I8S0.0 ISS0.0 SRWall fver 3.22 April 2002) Page 1 nsel t': Liu Astociatos Inc. 19213 Kmlako Place Nx xensore M 90029 L-�Cense Mwaber: 0511135 ' = jecz Name: STWURT nsrbzw= DRIV21W VXTAnUNG MUL sp'ct i on * 9-rOOT TAT'L Zzymmm w4m SMIC LOADIM DALa Shee*_: Ow, f, r: RICUM STUAW Frt-Fared by- j Da te, September 17 2011 07:4$:13 PH fla.tq- f 41 c: c-\Prograa file* (x86)\szv*1132112-057-9fthlockmll-otaticlooding-stuartresidenoo Geasynthatic-Rainfoxnaed segmental Xetaining Wall MCM& Method a seismic Anal? ys_"I'� Details.* .... . ... . . ....... 1VGP.'; tiiLiO wa1'_Geometry: Design wall h�iqht Oft) Rml-C,imert Wa1l Height (ft) -Exposed Z)#8_��n Wall €eiqhL (et) M111-iMum Leve-: linq Pact Thickness Ifft Nuxtez of SeqmenLal Wall Un_�LS Ringe Height (fr) Wall :riz�liri&Liun fdegiets) 0.00 'r as .Cr.0 F.0 9.33 0.67 8.06 DMLO vi*pNff SERVICES C*M 0.5 CA�jy Or 1:1.3 14 9.33 4.3 STREET FILE SRWall (ver 3.22 April 2002) Page 2 Front Siope ,degrees) Rack Slope. (deqree, terra zontgal horizantasa 200 Dead load Suzzheirge tk*" Soil Dam 3011 Reinforcod Sni I *and R*L,4�ned Soil O"d Levelling Pad Soy. i qr*v*I 70,rndatior Soil grand se=eltLdl u!L Ndme: ,5agmento.i unl,,- 170r,�,. Cap Peight (ir,, ARMHO 8.0 Un it 10; i ct ZII (Xu � (in 21.5 7 * ,.,rit 18.0 snoback (iw, 0.6 Waight jinfilInd) (Ibm) 243.0 T"! weighL (iafilledj jpcV 136.7 Corter of Gravity (in) 10.73 Se,41tlelAdl Vxl.�L InLerfjCe Sheas Oatat: Mzticar. N/A 3610 N/A 34.0 N/A 40.0 010 34,0 VII I -I W&I ;!It (Pct I 130.0 125.0 125.0 125.0 Prqpartinr� MiMatv 07'angl,-h Serlrfcc, $tatp- Criter:�Ia 500.0 500.0 ,Fric,tic,n Angle (degrees) 45.0 4540 2000.0 2000.0 and mumber mpg "0 thetze 2 0 MT 900mynthotic 0 PP goosynthatic Page Vcdyme�� Type I'vj,3o „Y 'gyp 6 2 71';fie 3 3700.0 2625.0 5300.0 HDPZ or PP polyester HOVI or 9P 1'l li A. F :xis T'`dc..-t ore • l Y u6w aF. g� 2 �>•7 r 0 5.00 2.50 . 5,00 .:lus +.x`.:.)il3 LY°'. {i .4/. }y J� fi.VV � /0�}0� 2.00 -i n5757 7n to 1 I 5 t - ,-r. Da ma gn, 3.00 3.00 3.00 Overall ractcc-r i. ,C Safety 1.50 1.50 1.50 a t bs / l t< ,� 82.22 116.67 117.78 Jt i..) ,i B�Lifi✓S.d.!i r 'E.IY 'L 1� 6 i'y{� 3 0.7 0.7 0.7 � F t of r)4x�:ct SjUdirc: z ar y Tic:. 2 Ty�aa: s 0.95 0.95 0.95 Connection, SLI,eng"Ilz i nilm.77 , b,.-;/ tt) 2233.3 075.0 1766.7 r'ZiCLIO.-I y 's �22.0 2y2.0 qq Maximum v ». fir' J +} L e. l /y22.0 1850 . 0 1312 , 5 /� 2'.650 . 0 YL 41i. UM t= x i=_ 1233.3 975.0 1766.11 zctz--tz i �k7 e ,' 22.0 22.0 22.0 Maximam, ljhm `it:} 1050.0 1312.5 2650.0 SRWall (ver 3.22 April 2002) Page 4 am ental 'eta! , VAN Type 2 7 ,yp c 3 m-, nimum ( I bs / f t " 500.0 500.0 Fricti,-m Anglo� 45.0 45.0 241-tXimum. f 11m / f t) 2000.0 2000.0 n i r ,1 500.0 500.0 i 45.0 4S.0, 2000.0 20WO C Relir,forced Siil tKa,,, Roinforcod Soil (Ka hordzrm'�A! componcnt) QlienlaLinn OL failure plane from horizoat,al. tdeqzees) Rptain,p,d 31ci I (Ka) ReLained Sol�Ka hozizontal Orienwtiz,n ot tailUre Plare tr-,M horizontal (deq:eeyj A17,71yqeq? Co I cu lz� ted FOS Sliding 4.03 FT. Overt ruing 6.46 FOS 'acaring Capau-ty 12.57 B�ase Reinf-or Lengtri ��L) ,fL, 1.0 Base Eccenty.,,Cit7 ?,0,' 'kft."i 0.29 nasc,l 0.05 0.75 Note: Values MEET AtL design criteria SOO.0 45.0 2000.0 500.0 45.0 2000.0 0.206 0.114 57.9 0.227 0.197 53.43 1.5 OR 1.7 ax 2.0 OX 5.6 OR N /A 1% / It, 0.6 ox �e 1 4 stablzit. y Andjvscxs. Ca2culdted Valucs.- Total of 4 i Vs r t ' va Fc., r c, e Sliding Remistan.ce (lb.�/ft) 5804.9 :)Zivlrlq Mcmei't k'IbS-fL/ft,' 5050.9 Rcr,istlng M,=,ent 32649.9 Bea:in; Capaci:,v (psf) 1$026.3 Maxtm,,.ir, Bearinq Fre5s*ure tps!,,'� 1505.0 $,RWall (Ver 3.22 Apzlil 2002) Page LK 0,5 : 12 3 5 AC-Ult�� Ol' Zntc�-CrI4.1 StabllltV Spw ceosy.,l EIcv Zv4vt,17 Am, Th o r m t. Type I -CO U L'Arg1rh > 2.0 14 1 8.67 0.5 1.92 12 1 7.33 6.0 2.16 10 1 CO co 2.9 8 1 4.67 7.s 3.13 6 1 3,33 7.5 3.97 4 1 2.0 7,0 4.1 2 1 OA7 7.0 4.84 7AII'lle do, -A NOT MrFT dtsigr4 CZ.-.: Dec-IiL�,l M) V Fos FOE Lv p- r fiver,- > 1.0 > 1.5 > 1.5 3.0 1.11 2,29 30.73 OR "S-� 4:,171 15.04 09 0: 779 U.72 OK 0 :J; ' 39 9.26 8.46 CK 0' '1* 12.11 7.03 OK 0. J2 9 13.35 6.71 09 0, 241- 14.17 4.76 OK !�*v AllooWab'c Tmkllc N14OUt S.Zid4r�q 5.1idjog I Typ* ffO Stz*nqrh �JoCiry FQYZN�l capacity (iftlft) ds6 flbs/ft) ZO VTP$- 14 .67 2. #2 - / 74.1 169.5 31.1 974.9 12 1 7.33 02.2 is 119.9 $1049 120.0 1.924.7 10 1 6.0 2 163.1 1276.1 2".0 2074.4 9 1 D8,2.2 4.67 42.2 208.4 1932.3 451.9 3824.2 6 1 3.33 92.2 253:4 30"Is 679.4 477CO 4 1 2.0 82.2 290-2 30W5 050.1 S421,1 2 1 0.67 $2.2 343.0 5$46.9 lus's 6050,2 of faci.jr SW4,l. Llty An41-yavar yrr, heir is f ell$ Shoo r lz c c t "On unit 910V Typu Over- shoar (,'onnerrion (deformaricn� 0 fili tlkzAljlq fIxIal) fpvak) > 1.5 > I.S < 0.02 as *a > I's < 0.75 in 14 8.67 1 14.43 21.09 OK 17.53 OK 13 0.0 04A* Co - - - - 12 7.33 1 SAS 18,38 12.03 on 11 6.67 oa4 3.02 - - to 6.0 1 3.08 17.26 OK 9.55 Ox 9 5.33 A404 2159 - - - - a 4.67 1 2.16 I6:65 OK 0.13 oK 7 4.0 no" 1.91 - - - 6 3.33 1 1.44 16.27 09 7.21 OK s 2.67 Mr.* I.52 - - - 4 2.0 1 1.37* 13.94 OK 6.2 OK 3 1.33 rko" 1.24* - - 2 0.67 1 1.16* 12.06 Ott 5-39 on 1 0.0 noft 1.07* - - Note: a vallul d re s NUP wer deit, qn (4 SRWall (v�or 3.22 Acre 2002) Page 6 red, Af�,-kv 7 t�� i��f F',Qzinq Stabil, a nd Ca ps c 11, Y C.apx ri t I, Obs ft/ft) 11 Ing - ft, ft.,, �J b"I ft, fit f-fi (lb"g/ 0.9 +pAlt -Ir, (pea k) (def25rm4l JFid 14 $.67 1 9.9 146.3 31.5 "3.3 663.3 13 9.0 none 44.4 3W6 0.0 826.7 626.7 12 7.33 1 111.2 573.1 53.9 990.0 090.0 11 6.67 n*" 217.6 95315 0.0 1153,3 1153.3 10 610 1 371.1 1142.2 76.3 1316.7 1316.7 9 5.33 xto t4 579,1 1493.7 0.0 US" 1400.0 9 C67 1 049.3 1053.5 W7 1643.3 1643.3 7 CO rAmo 1169.9 2276.3 0.0 1806.7 1906,7 6 3.33 1 1605.6 2707.2 121.1 1970.0 1910.0 s 2.67 2106.7 3201,1 0.0 200010 2000,0 4 2.0 1 2499.7 370311 1A3.5 2000.0 2000.0 3 1,33 nine 3302.2 42604 0.0 2000.0 2000.0 2 0.67 1 4191.5 4941.4 105.9 2000,0 2000.0 1 0.0 AM* 510S-1 5477.16 0.0 2000.0 2000.0 Ivaes He*., Cu" n r*f, t 10 n c4mocct r'6fl ryrs Zroil capa cl ry rapf:lty L`peok; xx'y 14 9.67 1 74,1 1299.3 12". 1 12 1133 1 11S.9 143113 1431.3 to 6.0 1 163-7 1563.3 1563.3 a 4.67 1 2619.6 1695.3 1695.3 6 3.33 1 233.4 1927.3 1927.3 4 2,0 1 2109,2 1850.0 1050.0 2 0.67 1 343.0 1850.0 1SWO SR all (vr 3.22 April 2002) Page 7 "W 051,131,35 12- I 9.33 Ft 57U gjf A 4.3 deqzees Soo M�- Typo Prolect Identification: Project Name: STUART RESIDBUC19 DarMay MATAIMIXG ULL Section: 9-FWT TAU XXYSTOM wx XML - STATIC LOADMG Data Sheet: Owner: RICRARD STUART Client: Prepared by:J Si, LIU Date: Sep 17 2011 Time: 07:49:13 FM Da to fi 1 e: C: \program filfts (x$6) \sxwaU32\11-057-9fthlockwall-staticloading-stu&rt SRWall (ver 3.22 April 2002) Page 1 Liu it Associates Inc. 19213 Kmnl&k* Place NX Komore, W 98028 rjc'Pr1s(,- OS11135 Prc,7ea,t Zdentiflcaticn. �!Ct Nwae: STUART RXSZDXM= DRj-4X1W PJATAZXXM 4044, Z" KUSTOW WAOCX *A" SzxwxC WADING Ownar. RICHARD STUXW pr<�Parr,d by: j S Liu Soptember 17 2011 07: 51: 01 YX "'I t,7 C: \Pxowan filws (X66) T,�pq Geosynthetic-Rainforeed, S*gmmt&l Retainvaq wall =W Method A AlalzsIs ver,4115'. Peak Groui.d A=eletaL 10,'1 'I'GA) fatio 0.20 Wa 7 � �;oomct rv: Desiqn Wall kie-Qht. �Zt) 9.33 7mhcdrv,,rt Wall flmght 1 0.67 Exposed �feicjht (ft) 9,66 Minim,xm LI-I'vel ling Pzid 'rhickriess fL,.) NU. -I —el of Seqmer,�.aI Wail Units 14 Binge ';eight ,,tt) 9.33 4.3 SRWall (vez' 2.22 April 200;)) Page 2 Ly VMS 5.111.01 qq_ ixant Slope (d-eqxeeqa Back Slope �de;reel ) Ulri torr4y' Live T.oad SurCh,)rge Mad Lcad SuvOwye Sol! Descrlption: horizontal h*ri%OAt*1 no" VAne i 11 C L a ca'14 Cohesion Amqii� 77rit Weight (Pst) (degrCCr) (pcf) Rcinf urced Scil, samd N/A 36.0 130.0 Ret.alned soi! O"d N/A 34.0 125.0 Levelling Pat Soil grv*nvm*l N/A 40.0 125.0 Fo"lneim,ion soil sand 0.0 34.0 125.0 Saamendal MIL Date: Cap Height, (in, non* 0.0 UnIt, Width (Wu�', 21.5 Tint Lcr.qth :,in) 18.0 Setback (in) 0.6 We, 1, q,, t r t -, 'I I P d (I b s,'t 245.0 LL Keight - ;,'infiiled) (pcf) 136.7 Csrr�er, nat (;rwv-,y tin, 10.75 Se=entai U:.it Interface Shear Da,'.a: propertsw Mlmatf° Strangth critcrim St-aite Crzterie. 'Ibs/ft; 300.0 500.0 Fr-,ct`...on Angie ;dngrces) 45.0 45,0 2000.0 2000.0 .�'ru.syrith,ct'L', Rei:-'fVz--.OzQe-n'I Tvrms apri Mumbor: TYP�7 Molm b n r Mamn 7, ge*s"thotic 2 0 "Ognthouc A 0 PP goosyntbotic SRWall 3.22 April 2002) fln Properties,: S t ren qtt,_and Po � yme r Ul-i,tatt� Strength Folyrmcr Typn Page 3 71W4 1 Tme 2 7yp G 3700.0 2625.0 5300.0 HD VS or VP poly"ter 9DPZ or Pp ReJUCLIO.,j tacLoxs: lype Type 2 1.00 1.00 2.00 2.00 �,:isLallaliov. 3.00 3.00 Ove4al- i'acter ct satety I.SO 1.50 Wy.naMiC) A17outab7e ftre:'�q-fh: �'Ype I yr, e ma tIbe/EL) 411.11 291.67 Ult',7-atc ,,'tn�ngth C--!Ler�,m: Fric� c7ri Angle Olegreer,) SLate Critierion: Fric.-.,-0cn Angle Id<�qTCOS) IAO 2,00 3.00 1.50 Ir.e 2 588.89 Type 1 Type 0.7 0.7 0.7 rype I Typn 2 2'ype j 0.95 0.95 0.95 Type 2 Typ+? 3 1.233.3 975.0 1766.7 22.0 22*0 22.0 195010 1312.5 2650.0 12,33.3 975.0 1766.7 22.O 22.0 22.0 Is5o.0 1312.5 2650.0 SRWali Ever 3.22 April 9002) LN 02220 interface shear strength: Type I lype 2 11p, .3 [!-Itimatr 53trength Criterion, Mdnimuln (.Lbs/ftl 500.0 500.0 500.0 Friction Angle ldegrees) 45.0 45.0 45.0 max"mmm , !05/rtj 2000.0 2000.0 2000.0 qrr-vice Stjt�,- Crlrorion, Y, i r, ; m1i'm ; bn / t t,( 500.0 500.0 500.0 i,rict.iun Axl;ilf: (doyzees) 45.0 45.0 45.0 f 2000.0 2000.0 2000.0 Coefticierts of Fre�szqure and FaIjure plane 3eisrnic Cotu,±ticent (Iz(irt)) 0.25 Scimmic Cocffizmat (k(ext)) 0.1 Reinf�:,rced Soil tstat"_(") (Ka) 0.206 Reinforced Soil Otatic) (Ka 0.194 aeinforQe�j; si�,.Ll 4 dyaaruC) (Kae) 0.38 ReinfOrCed 30ii (static + dvalmic) (saY! hozizonLal compor.e.nL) 01357 Tvientation of Qilurn plane trom, hori7ontaj 57.9 AeLa;.ned $oil (Ka'r 0.227 Retained SoU 0tatic) (Fah horizonta.;. component) 0.197 Retained Soil (static dynamic! jKae) 0.292 etas and Soil (ntaLic dynamic) Tca<,h horizortta I c ompon n n t 0.254 �;rienLal-iLln of fail.,ure plane from hor.Lzontal (degrees'; $0.29 Page 4 -R,m,;j?tr, �7,f f'xtrrnal. �711cujatod Dusign critcria !US Sliding 3 22 III ON Fos overturning 4-73 1.15 OR Too lnarirg Tapacit7 12.52 1.5 OAK Saae -Lea;Lh (L) (.fQ 7.0 5.6 OK Base Z=ent4icitV e3 tit, 0.49 N/A 0.08 1%, Base Katiu 0.75 0.6 OK No:e: caicuiatAd values MEET ALL deslqn oxiteria Detailed fesuZts of Exymnal StabilitZ AnalZtvem: %tal HIOTiZCntal Force Tctal Vcrnical ror,-x� (Ibslft) Sliding ULs/tL) N"Oment ( Its-tt/tt,, mamcnt 11lbs-It/ft) Maxim-un Bearinj Pressure (paf) 1905.0 8606.1 5804.9 MO. 4 32649.9 17900.7 1430.1 SRWaII (ver 3.22 April 2002) Page 5 SAN C',Ws,q Yr Z., P tr ;benqth Anchor Fos FOS FLIS - ayf*x > 1,0 > 1.0 > 1.1 > 1.1 < 3.0 14 1 8,67 .815 1.92 1.35 0.50 15.23 OK 12 1 7.33 Co 2,16 1.26 1.75 8.67 OR 10 1 6.0 8.0 2.0 1.1e 3.66 6.85 OK a 1 4.67 7.5 3,13 1.11 5.21 5.81 OK 6 1 3.33 7,5 3,07 1.05 7.81 5.1 OR 4 1 2.0 7.0 411 9.59 4.33 OK 2 1 0.67 7,0 4.94 99 12.69 3.76 OK No,te. I value d�ez NCT 'MUT design criteric,.n (' N:)te., svi.mic alalysiz m"Y 11'.i give the lowest factorz of saftwty for F08 agair"It rer'!Otc*Ment 3.1; ina , y 5 j s opt ior Decal If',vi of 1:3r*rral Stability An SSW 4seosvn Z14.w A. Iowkollc Tca�,, 'I c PU-Ic;ut U Stronqvq Capaci ty f'c`rcc Capa c t. ty (Itmr/fT%� 14 1 0 , 67 411.1 304.2 149.$ Wo 974.9 12 1 7.33 411.1 326.3 570.9 222.0 1924.7 10 1 6.0 411.1 348.5 1216.1 419.9 2874.4 1 4.67 411,1 370.6 1932.3 657.7 3824.2 1 3.33 411.1 392.8 306a.5 935.6 4774.0 4 1 2:0 411.1 41419 3919.5 1253,4 5427.1 2 1 0.67 411.1 437.1 5566.9 1611.1 9050.2 359 accl XT)s r0s 25hee r V".I)f FIAV 'rypa ovor Shear (do fo --xo t i o W fu X=d c C (f'tk t UXIIIng epoik I > 1.1 > 1.1 < 0.02 a no > 1.1 < 0.75 in 14 0.67 1 2.96 4.44 on 4.27 m 13 9.0 none 2.01 >99 09 - 12 7.33 1 2.22 4.17 09 4,39 OAC 11 6.67 U004 2.11 >" 09 - 10 6.0 1 1.89 7.67 on 4.49 CK 9 5.33 ncoo 1.93 >99 OK - a 4.67 1 1.72 8.99 OR 4.57 OK 7 4.0 Acce 1.60 >" ox 6 3.33 1 2.61 10.16 OR 4.65 OK 5 2.67 no"* 1.50 >99 OK - 4 2.0 1 I.S3 9.75 OK &.*G (Xt 3 1.33 0040 1.5 >09 OR - 2 0.61 1 1.46 0.2$ 09 4.23 or. 1 0.0 non6 1.44 >" OK - -r^AIICMIAteRd VAIIfq MVET ArA, do,"Sigr CrIterta SR all (ver 3.22 April 2002) Page 6 ZN 01111 7era'7ed Romults �d Ficina $r4b1!!tV Anal 44 �Ja and shear) ys ;� " Mogg SRW Heal Geo, Or.� ve A041st Vhear shRlz si�ejr mmmpnr Aksmertcapacicy capay t4bx-it e I be -f * e'f r,) (1bs,1!1 j rlbslfc) ; I b$ 1�1 f t) 40ut -1n, tpe. � k ) t,Jelvzma "i 01" it 6.47 1 49.3 146.3 149.4 663-3 663.3 13 810 rAxw 200.4 574.9 0.1 826.7 926.1 12 7.33 1 456.4 1011.4 160.5 $90.0 990.0 11 6.67 AMIA 821.2 1730.41 0.2 1153.3 11S3.3 to $10 1 12941.E 1457.7 171.7 1314.7 13116.7 9 S.33 nano 1692.4 34611A 0.2 1400.0 1480 0 s 4.61 1 2603.4 4484.6 102A 1643.3 1643:3 7 4.0 UCU* 3442,4 5784.4 013 1806.1 180617 6 3.33 1 4406.6 70,02.4 194.0 19,70.0 197010 s 2.67 5501A 86112,S 0.4 "Oo. 0 2.0 1 $731.6 10280.1 205.1 2000.0 2000.0 3 1,33 rx*m sows 12161.5 .0.5 2000 :0 20WO 2 0.67 1 9610.0 14050.3 21613 2006.0 2000A 1 0.0 11265.9 16221.3 0.5 2000.0 2000.0 SAN hool C'Irnructawl 4�0nV#CCiOn cvnne-tian Un-t Etter i'Cad Cap city CAP& city 0 f lbsll 0 (peak) r de nnju t 10 n j 14 304.2 12*9.3 1299.3 12 7.33 1 326.3 1431.3 1431.3 10 6.0 1 348-5 1463.3 1563-3 4.67 1 310.6 1695.3 1493.3 3.33 1 392.9 1827.3 1827.3 A 2.0 1 414,9 1w.O 2 0.67 1 437.1 1850.0 1954.0 SRWall (v r 3.: 2 April 2 2) Pace 77 4.3 degl_ee 9.33 it 7 1 Type I Type 1 Type . ... .. 14 PF -geos 'n"h Ef x ?.0 ft project Identification: Project Name: STUART RZS1DZNCZ DRIVZM&T F4VZkINM fir. Section: 9-FOOT TAU XZYSTOM BWCK W.LL - SIISMIC LOADING Data Sheet; Owner; RICHARD STUART Client: Prepared by: J S L, 1V Date: $sptAnbor 17 2011. Line: 07 : 51:01 NU Data tile: C:\PrQqrsW filos {�c86? 1sr+]:1�2�11-C►15'��''1+��.1-saiS�iit.lCr�-�tvsr SRWall (ver 3.22 April 2002) Page I �10: Liu & Associat" Inc. 10213 rtenl"* Pl&m NX Xerma" %A 99029 IMumbez: 0511135 Prolc-ct- ilzG j eQName, STUART RXSXDXMM DRIVZOW RXTA=XM NAM sec` i on - 11-YO3T TAXJ* MYSTOW BZ= W" - STATIC LOADrKG Data Sheet: Own,et-. RICE STUART r PrQpa4ed by: J S LIU Witle : Soptember 17 2011 T i r;5e: 07:43:54 V" =,Ype Of Structure: 4kwsynthotic-Roinforcod Segmatal Rotaining Wall �iq:7 methodo,4cgy: VCKK mothod A ?ea, k 10'rol,;nd A�7cnlcrat��on (Ff�A) ratin 0.00 Wdll GeOMeL.C:Z; L)4,;e.,si,,n Wall �eIght 1,tt) 1 11.33 F-T,L,e,1-nei1L Wcill he.�qjht 5ft) 0.67 Exposed Des-'gn WaII-Reiaht (±10.66 MinimAm n 7,-v21ad T 1-,'ng Phick.-,.�ant" m i ft, 0.5 Numi,n,e- Est Segmvnta! Wall Un'tm 17 Hit: qe ieighL (ft) 11.33 Wa�', inclinaticm, (cLegrees) 4.3 SRhIall fvez 3.22 Apz-il 2002) LN 651113S .'tUIIL Sl,:;pe C;LlgreeS) h 0 X; L x woumt, I !�ack Slope (deglees) h*rixontal TAI,nz T,'),aci 200 DeHd Load jlur�;harqee none Page 2 -71 FUCHO"I Cohesion Ang3 e LWIL Weight SY i I Da. t a Soil DescriptIon: f f (d}sees) ('0cf) Reinfosced Soil sand N/A 36.0 130,0 Retained soil. sand NN / A 34.0 125.0 Levelling Pad I 9"vol N/A 40.0 IMO roundatior Soil sand 0.0 34.0 125.0 sc=f7nral Name. VTOr High, (Hu l (in! 8.0 7r.", width (hu) (irl, 21.5 U111L LerigLh ,inj 1810 SeLback U& 0.6 ifeigrit (infilled) (Ibm, 204.0 UOL WeighL (Infilled! fPCT'j' 136.7 Certer nt Cravity fin! 10,75 Prqp,"rt i cs UltizdLe St.":wlgLlj C;rit-exla Se4vice $Late C%fiteZ14 Min'..mur 500.0 500.0 Fr` cticr Anc, lkicgreos� 45.0 45; 0 MaX'at"m (lk)e/ELj 2000.0 2000.0 Type Arumb,�-,L x1rie 1 $ HDPZ 2 0 PST 9*0synthotic 0 P2 960synthetic Ski Wall (vex' 3.22 Aprl 1 2002) -Imate Strenqzh jibs/it) Po? ;per Type page 3 -7 �l T!me I -Yp e 2 TypL, 3 3700.0 2625.0 5300.0 RDFZ or pp POly"tAX HDPX or pp yp e Type 2 5.00 2.50 5.00 L, 1 y 2.00 2.00 2.00 Tnsra]llatton Oamago 3.00 3.00 3.00 ovcrall r,*actor of safety 1.50 1.50 1.50 All,low-azle $trenqv*,,, Type 1 T vp e -2 T,a 82.22 116.67 117.79 :�f . . ...... ... 2. yve TypE� 2 0.7 0.7 0.7 -�fficncm% of Direct slidil- Typ o I 7 2 T, 3 �Me cd's 0.93 0.95 0.95 Type 1 Type 2 T�Tn, 3 '_;:fit rate Strenqt.� 'r3llcricn: 1M n i 'muf I 1� I t� 1233,3 075.0 1766.7 Friction Angle (degrees) 22.0 22.0 22.0 maximalul (lb s 1030.0 1312.5 2650.0 v Statc 'Criterlrx iL M rl i!n, "'m =J 17�5 / tt) 1233.3 075.0 1766.7 Fri;=tion Araqle ideq;tees) 22.0 22.0 22.0 1850.0 1312.5 2650.0 SR all (Vez7 3.22 April 2002) Paqe 4 LY, Leas yll. tile tit: - Suqfnnn te) '1JRara i,#:, j,"12 wall unit ln'te.rfact� Shear vypo Type 2 n M i T, i rrI;Tn ",Ibs/fv 500.0 SWO 500.0 Frict-ion Angle (cegrees) 43.0 45.0 45.0 2000.0 2000.0 2000.0 Min iinuan bs/f t) 500.0 500.0 500.0 A:bqle I'de;rces) 45.0 45.0 45.0 tt "1 2000.0 2000.0 2000.0 Reintorced Soil (Ka,*;, Rtiilnforend 5oC iKn horizonta O-I-IenLaLiwl of fa lute plamn- from horizontal (deg4ee!s) Retained Soil (Ka) Roral ned Sot I (Ka borizmtal comporie.at) Or-cnt-.ation of fai,11:7-c Plane trom hol:izoutal (degrees RequIts of External stabikitv pnai ses: r0s sliding 3.12 FOS OverLUXI.Iia4 3-42 FOS Capacity 10.72 na!lc Reirforcemert 7orqth "L) �ft) 7,5 Bah e %I(,) jt) 0.39 Ratio ,e/L-2oI, 0.06 Reintorcemen,t Ratio W 0.66 NOLe: CaICuI'LaLed values MEET ALL dQsign critcria icud Rr�611,'tra7f FV"ernal stabl, Tn-m" Rori7,ortml 7ar,7e (Ilbs/tt) Driv4-nq Moment Resisting Moment ribs-ft/lt) Searinq Capa-ity (pst) Nlaxinmm Aearing F-rcssi3rP �p�t',� 0.206 0.194 57.9 0.227 0.197 55.43 ,Ce.sign Crit.f.'ria 1.5 OK 1.7 OK 2.0 OK 6.9 OK IN/A N/A 0.6 OK Calculated VaUuvs: 2027.2 11186.9 7545.7 0501.4 46065.4 19701.1 1837.3 SROVall (ver April 2002) Page 5 LeInqVI Arch��r os t Zwe Uu (.fr) bemqrh ovar- tft) 3tzova > 1.0 > 1.0 WE ,rcs 110S �-Zyar rml .5p,# c t r"7 fftj > 1.5 > I.S < 3.0 16 1 10.0 1041 2.7 20.29 14 1 0.67 10.0 3.42 0:" 12 1 7.33 9.0 3.16 " 10 1 6.0 910 3.9 s 9 $.1 0 1 4.67 9,0 3.63 0.36 11.61 6.69 6 1 3.33 010 4.37 0 26* 14.41 5.63 4 1 2.0 7.5 4.6 0:23*] 13,55 4.71 2 1 0.67 7.3 5,34 0 . 2* 10,36 4.1 -4cea NOT MEET de�qiTn -riterit�r, :U vot!a.12ed Rezuits of Iqte"al st4�blllty AP41YOtAs: 501 6;eDayn olev AZI--wablv 1%,r'sI)e un! 7 TYO-. ffr) Sti engt"', !^I d Ubs/ f f ) Obs/ft) v- I i 2,3 16 1 10.0 $212 121 14 1 9.67 02.2 t t.�. t : 3* .�: : 12 1 7.33 92.2 1$6.2 to 1 6.0 82,2 231.0 a 1 4.67 92.2 27S.$ 6 1 3.33 82.2 A 1 2,0 92.2 4 2 1 0467 02.1 10.2 ro-7 Z�- SPRI k,IAO;0 FOS unit slov ryr-- sheor 0 fft) curring fpoak� > 1.5 > 1.5 IPU210ut Slidlnq cawlty 0holfto 475.4 74.4 IS09.6 1206'8 192.5 2S19.2 1470.4 354,5 3529.8 2746.9 50.1 4538.4 3201:2 $09.0 5414l6 4620.3 1142.O 6097.6 5"110 1439.7 6180 - s /,75324 1820.4 7463.4 $to a r (dofo=ativn) < 0.02 x Ru 17 10.67 n000 14.83 21.09 OR - 16 10.0 1 6.77 IIIIS OK 10.67 is 9.33 no" 4.64 - 14 9.67 1 3.42 17,73 QK 10.59 13 8.0 tip 2,79 - - 12 7.33 1 2.3 16,92 OK 41*75 11 6.61 nono 1.99 to 610 1 1.73 16.44 09 7163 9 5.33 no" 1,55 - - - 8 4.67 1 1.39* IS.12 OR $171 7 410 nm10 1.27* 6 3»33 1 1AP 12 93 OR 5:77 5 2:67 60" 1.08* 4 2.0 1 1.00 11.29 09 slof 3 1,33 non* 0.93* - - - 2 0.67 1 0.87* 10.02 Olt 4.51 1 0.0 Aorke 0.93* - - Note' d",* NOT MEET desigu urittrion ;8 omarrenm�� f d,- ft) I c, j,0 < 0.75 in SR a. (Ver 3.22 April 20C2), Page G Ix 051113.5. -Ros';ICS Of fJ,^ rl Sf*ab.ZI,y knalysi�s� tee art and tAelr) nee? Z'XI ve P,4mist 50",ear Shear S1.,eaz mamen t Moment E,<5"Vd Capac. y c4p i C, ry +out -in (pod k 17 10.67 rim" 9.9 14613 31.5 663.3 663-3 16 10.0 1 4A.4 300.9 74.1 $26.7 926.7 15 9.33 111.2 518.3 0;0 090. 0 990.0 14 9.67 1 217.6 743.9 $5.1 1153.3 1153.3 13 8.0 AM* 371.1 1032,5 0.0 1316.7 1316.7 12 7.33 1 $70.1 1329:3 87.3 1149010 1480.0 11 6.67 VIOrA 849.3 1699;1 010 1"3.3 1643,3 10 6.0 1 1188.9 20517.0 109.9 1406.7 1906.7 9 5.33 air" 1605.6 2497.9 0.0 197010 1970.0 a 4.67 1 2106.7 2927.0 132.3 2000.0 2000.0 7 4.0 rkofto 2609.7 3429.1 010 2000.O 2000.0 6 3.33 1 3302.2 3939.3 134.7 2000.0 2000.0 5 2.67 rkoas 4191.6 4512.3 0.0 2000.0 2000.0 A 2.0 1 5105.1 5003.9 177.1 2000.0 2000.0 3 1.33 r4" 6140.5 S736.2 0.0 2000.0 2000.0 9 0.67 1 7305.2 6390.7 199-5 2000.0 2000.0 1 0.0 VAN** 9606.7 7106,2 0.0 200" 2000.0 LwLq,,jed un ev 16 MO 1 126.0 1365.3 1365.3 14 0.67 1 141-3 1497.3 1407.3 12 7.33 1 196.2 1420.3 1629.3 10 6.0 1 231.0 1161.3 1761.3 0 4.0 1 2715.0 I450.0 I85010 6 3-33 1 320.6 1050.0 18S0-0 4 2.0 1 365.4 14W0 1050.0 2 0.67 1 410.2 165010 1630.0 S.Rwa 11 LIv 6. , 21.s 1, �Ver 3.22 April 2002) Page 7 Name: STUART RXS=Mcz DRXVZ=y RZTA=ING WALL Section: 11-rooT TALL xzysTooz BLOCK WALL - STATIC LOADING Data Sheet: Owner: RICEARD STUART Client: Prepared by: J S LIU Da L r-,: S*Ptember 17 2011 Time: 07:43:S4 VX Data file: c:\Pr0qzs* file* (x86)\orwi&1132111-057-lifthlockwall-st&tic2*&ding,stuar CITY TY OF EDMONDS . r.. 121 5`' Avenue North, Edmonds WA 98020 Phone: 425.771.0220 • Fax: 425.771.0221 • Web: www.ci.edmonds.wa.us DEVELOPMENT SERVICES DEPARTMENT • PLANNING DIVISION f�c. 1890 Critical Areas Reconnaissance Report Critical Areas File Number . CRA19970123 (update) . Determination Study Required Site Location 110912ih Avenue North Tax Account Number 00548900002009 Property Owner Richard and Barbara Stuart PO Box 236 Edmonds,. WA.98020 . Applicant Richard and Barbara Stuart Critical Areas Present 0 Geologically -Hazardous Areas Q Erosion Hazard Areas:. . 0 Landslide Hazard Areas.. Site Description During review and inspection of the subject site, it was found that the site may contain (or be adjacent to) critical areas, including Geologically Hazardous Areas (Erosion Hazard Area or Landslide Hazard Area), pursuant to Chapter 23.40 of the Edmonds Community Development Code (ECDC). Geologically hazardous areas include areas susceptible to erosion, land sliding, earthquake, or other geological events. They pose a threat to the health and safety of citizens when incompatible development is sited in areas of significant hazard. Such incompatible development may not only place itself at risk, but also may increase the hazard to surrounding development and use. Cited sections of the Edmonds Community Development Code (ECDC) can be found on the City of Edmonds website at www.ci.edmonds.wa.us. The subject property is part of a larger west facing slope which contains an existing residence that has been constructed into the slope. There is a rockery on the east side of the residence and a failed rockery west of the driveway leading into the residence. West of the driveway the property slopes down at approximately 44% according to the City's UDAR information. Do to the steepness of the slopes on the property; the site has been identified as a potential landslide hazard area. Soils on the property are identified as Alderwood gravelly sandy loam 15 — 25% slopes. The soils together with the slopes also classify the site as a potential erosion hazard area. Projects proposed further than 65' from the top or toe of the slope (50' buffer + 15' setback from the critical area) may not require a geotechnical report to address critical areas issues (of course, other departments may require a report to address their codes). Projects within 65' of the top of the slope will require a geotechnical report consistent with the requirements identified below. OCT - 7 2011 DEVELOPNM, bT SERVICES CTR. CITY OF EDMONDS r, Allowed Activities & Exempt .Proposals Certain activities are allowed in or near critical area buffers as specified in ECDC 23.40.220. Similarly, certain development proposals may be exempt from Critical Areas requirements (ECDC 23.40.230). if you have any questions about whether your proposed development qualifies as an allowed or exempt activity, please contact a Planner for more information. General Report Requirements Critical Areas Reports identify, classify and delineate any areas on or adjacent to the subject property that may qualify as critical areas. They also assess these areas and identify any potential impacts resulting from your specific development proposal. If a specific development proposal results in an alteration to a critical area the critical areas report will also contain a mitigation plan. You have the option of completing the portion of the study that classifies and delineates the critical areas and waiting until you have a specific development proposal to complete the study. You may also choose submit the entire study with your specific development application. Please review the minimum report requirements for all types of Critical Areas which are listed in ECDC 23.40.090.D. There are additional report requirements for different types of critical areas (see below). Note that it is important for the report to be prepared by a qualified professional as defined in the ordinance. There are options on how to complete a critical areas study and an approved list of consultants that you may choose from. You may contact the Planning Division for more information. General Mitigation Requirements for all Critical Areas are discussed in ECDC 23.40.110 through 23.40.140. Erosion Hazard Areas It appears that this property contains or is adjacent to an Erosion Hazard Area. Geologically hazardous areas include areas susceptible to erosion, land sliding, earthquake, or other geological events. They pose a threat to the health and safety of citizens when incompatible development is sited in areas of significant hazard. Such incompatible development may not only place itself at risk, but also may increase the hazard to surrounding development and use. Erosion Hazard areas include Alderwood and Everett series soils on slopes of 15 percent or greater, among others. Landslide Hazard Areas are further defined in ECDC 23.80.020.A. In addition to the general requirements for Critical Areas reports referenced above, specific Critical Area report requirements for Erosion Hazard Areas (which are one of the Geologically Hazardous Areas) are provided in ECDC 23.80.050. Note that Stable Erosion Hazard Areas may have limited report requirements at the director's discretion. At a minimum an erosion and sediment control plan prepared in compliance with the requirements in ECDC Chapter 18.30 shall be required. Development is restricted within an Erosion Hazard Area and must meet additional criteria. For erosion hazard areas with suitable slope stability, an erosion and sediment control plan prepared in compliance ECDC 18.30 will be considered to meet the Critical Areas "Study Required" determination. The determination of "suitable slope stability" will be made by both the Planning and Engineering divisions of the City of Edmonds. In areas where the Page 12 00 0 r 'd a) N CT of EDM0N SIDE SEINER PERMIT y� For Inspection Call 771-3 REET FILE PERMIT NO. 07824 Address of Construction: Property Legal Description (Include all easements): Owner and/or Builder: Contractor & License No:,,�lj�,�G/�-!�(% Single Family Residence EDMONDS Multi -Fami ly ( No.. of Units ) TREATMENT PLANT Commercial (No. of fixture Units ) In.vasion into City Right -of -Way: No �� Yes (If Yes, Right -of -Way Construction Permit required. Call One -Call -Center (1-800-424-5555) before any excavation.) Cross other Private Property: No Yes (If Yes, easement required, attach legal description and county easement number.) PLEASE READ,THE ITEMS LISTED ON THE BACK 11 cerViteM th I"have read and shall comply with listed on the back., i Permit Fee: -3,D Trunk Charge: 2Cj Assessment Fee: Issued By: Date Issued: ZISI Receipt No.: g 0--10 Date Partial Inspection: Comments Date Initial Final Inspection Approved: C-P..;2-6 9 Date Initial Rejected: Reason Date Initial ** PERMIT MUST BE POSTED ON JOB SITE ** White Copy - File Green Copy -,,Inspector Buff Copy - Applicant t J The City of Edmonds Side Sewer Drawing EASEMENT NO - -------------------------------------------- NEW CONSTRUCTION ® REPAIRS ❑ LID NO_ __________________ _ASMT. NO. ___--_-_-__-._-.-- OWNER Ql _----------------•-------___-.. PERMIT NO. O_"(B a.�} �1-l�l.SCr� Sc.?G CONTRACTOR S-' JOB ADDRESS Al ?.C�-------t >7� .-----.N\7S..------ L� 0- -•---- LEGAL DESCRIPTION: LOT NO - -------------------•--- -------------- BLOCK NO..---•--•----•-••--•---------------- PWW-0001-11/75 (REV.11178) tea- EDMONDS TREATMENT PANT ' Oe ,-o C De e-p _ �ql Approved: a a ^ g----------------- B ¢mow• DATE----•'------------------� Y •------------�---- CA FILE NO. Critical Areas Checklist ------------------ ---------------------------- Site Information (soils/topography/hydrology/vegetation) . I. Site Address/Location: (It� c, 1%� -+J��. 2. Property Tax Account Number: �L' l &. — G% � d 3. Approximate Site Size (acres or square feet): I (LI � (26, C 4. Is this site currently developed? yes; no. If yes; how is site developed?.'ncA"kc,�'-_ 5. Describe the general site topography. Check all that apply. Flat: less than 5-feet elevation change over entire site. Rolling: slopes on site generally less than 15% (a vertical rise of 10-feet over a horizontal distance of 66-feet). Hilly: slopes present on site of more: than 15 % and less than 30% ( a vertical rise of 10-feet over a horizontal distance of 33 to 66-feet). Steep: grades of greater than 30% present on site (a vertical rise of 10-feet over a horizontal distance of less than 33-feet). Other (please describe): 6. Site contains areas of year-round standing water: K,' o ; Approx. Depth: 7. Site contains areas of seasonal standing water: 0 Approx. Depth: What season(s) of the year? 8. Site is in the floodway Lc, floodplain �71 of a water course. 9. Site contains a creek or an area where water flows across the grounds surface? Flows are year-round? Flows are seasonal? (What time of year? ). 10. Site is primarily: forested ; meadow ;shrubs ; mixed ; urban landscaped (lawn,shrubs etc) 11. Obvious wetland is present on site: L' ----------------------------------------For City Staff Use Only--------------- 1. Site is Zoned? 2 SCS mapped soil type(s)?u- c 3. ' Wetland inventory or C.A. map indicates wetland present on site? ,{�� 4. Critical Areas inventory or C.A. map indicates Critical Area on site? Z�5 Ile_"-w s/& _�o; :5. Site within designated earth subsidence landslide hazard area. 6. Site designated on the Environmentally Sensitive Areas Map? ^ca chk.doc; Rev02/11/97 City of Edmonds � CRITICAL AREAS CHECKLIST The Critical Areas Checklist contained on this form is to be filled out by any person preparing a Development Permit Application for the City. of Edmonds prior to his/her submittal of a development permit to the City. The purpose of the Checklist is to enable City staff to determine whether any potential Critical Areas are, or may be, present on the subject property. The information needed to complete the Checklist should be easily available from observations of the site or data available at City Hall (Critical Areas inventories, maps, or soil surveys). An applicant, or his/her representative, must fill out the checklist, sign and date it, and submit it to the City. The City will review the checklist, make a precursory site visit, and make a determination of the subsequent steps necessary to complete a development permit application. Please submit, a vicinity map along with the signed copy of this form to assist City staff in finding and locating the specific piece of property described on this form. In addition, the applicant shall include other pertinent information (e.g., site plan, topography map, etc.) or studies in conjunction with this Checklist to assist staff in completing their preliminary assessment of the site I have completed the attached Critical Areas Checklist and attest that the answers provided are factual, to the best of my knowledge (fill out the appropriate column below). # i E-4 ("', E I V C Owner/Applicant: Name V`�\ca:.(wt.rj�s, r.�cic.� jib'. .� c c� e Y+ Street Address L City State Zip Telephone ....r f,� u �J- Signature - — Date c: reception\jana\cacl. doc Applicant Representative•+� Name Street Address City State Zip Telephone Signature Date (over) .aa-per' �l�el�q, CITY OF EDMONDS Inc.18°1� Richard and Barbara Stuart P.O. Box 236 Edmonds, WA 98020 250 5TH AVENUE NORTH • EDMONDS, WA 98020 • (206) 771-0220 • FAX (206) 771-0221 COMMUNITY SERVICES DEPARTMENT Public Works * Planning * Parks and Recreation * Engineering July 11, 1997 Subject: Determination regarding Critical Areas Checklist *.-97-123 Dear Applicant: BARBARA FAHEY MAYOR Enclosed please find a copy of the Critical Areas Checklist you submitted. The "DETERMINATION" reached by the City is located on the reverse side of the form (bottom of page). It is very important for you to retain a copy, of this Critical Areas Checklist "DETERMINATION" for your records. IMPORTANT INFORMATION TO BE NOTED: PLEASE EXAMINE THIS" DETERMINATION" FOR ADDITIONAL REQUIREMENTS. YOU MAY NEED TO SUBMIT ADDITIONAL INFORMATION SUCH AS AN ENVIRONMENTAL CHECKLIST OR CRITICAL AREAS STUDY. The `DETERMINATION' for the Critical Areas Checklist you submitted is a site -specific determination not a project -specific determination. qgo, You must submit a copy of the CRITICAL AREAS CHECKLIST and DETERMINATION WITH ALL -400 PERMIT APPLICATIONS or YOUR APPLICATION WILL NOT BE PROCESSED. Permit applications include the following: Note Attachments: None * Architectural Design Board C: Reception\Jana\C RLTR.doc Building Permits Conditional Use Permits Subdivisions Variances Applications to the ADB* Land Use Applications Any other development permit applications. Thank you. Diane Cunningham Planning Secretary o Incorporated August 11, 1890 Sister Cities International = Hekinan, Japan r CA FILE NO._�' Critical Areas Checklist -------------------------------------------------------------- Site Information (soils/topography/hydrology/vegetation ) 1. Site Address/Location: 2. Property Tax Account Number: ' J q j 3. Approximate Site Size (acres or square feet): J 4. Is this site currently developed? yes; no. If yes; how is site developed? 5. Describe the general site topography. Check all that apply. Flat: less than 5-feet elevation change over entire site. Rolling: slopes on site generally less than 15% (a vertical rise of 10-feet over a horizontal distance of 66-feet). Hilly: slopes present on site of more than 15 % and less than 30 % ( a vertical rise of 10-feet over a horizontal distance of 33 to 66-feet). Steep: grades of greater than 30% present on site (a vertical rise of 10-feet over a horizontal distance of less than 33-feet). Other (please describe): 6. Site contains areas of year-round standing water: 1.) 0 ; Approx. Depth: 7. Site contains areas of seasonal standing water: V) C, ; Approx. Depth: What season(s) of the year? 8. Site is in the floodway floodplain of a water course. 9. Site contains a creek or an area where water flows.across the grounds surface? Flows are year-round? Flows are seasonal? (What time of year? ). 10. Site is primarily: forested ; meadow ; shrubs ; mixed ; urban landscaped (lawn,shrubs etc) 11. Obvious wetland is present on site: = ------------------------------------For City Staff Use Only----------------------------------- ------ '1. Site is Zoned? /2 2.:...SCS.mapped soil type(s)? ;3. Wetland inventory or C.A. map indicates wetland present on site? A-10 4.. Critical Areas inventory or C.A. map indicates Crit�c.al Area:on safe?. !� ' �Sd?2psu�. ite within designated earth subsidence landslide hazard area. 6. Site designated on the Environmentally. Sensitive Areas Map. r .DETERMINATION STUDY REQUIRED CONDITIONAL WAIVER WAIVER Reviewed by: 11,11117 PI r Date ^ca chkdoc; Rev 02/11/97 City of Edmonds Nlw- CRITICAL AREAS CHECKLIST The Critical Areas Checklist contained on this form is to be filled out by any person preparing a Development Permit Application for the City of Edmonds prior to his/her submittal of a development permit to the City. The purpose of the Checklist is to enable City staff to determine whether any potential Critical Areas are, or may be, present on the subject property. The information needed to complete the Checklist should be easily available from observations of the site or data available at City Hall (Critical Areas inventories, maps, or soil surveys). An applicant, or his/her representative, must fill out the checklist, sign and date it, and submit it to the City. The City will review the checklist, make a precursory site visit, and make a determination of the subsequent steps necessary to complete a development permit application. Please submit a vicinity map along with the signed copy of this form to assist City staff in finding and locating the specific piece of property described on this form. In addition, the applicant shall include other pertinent information (e.g., site plan, topography map, etc.) or studies in conjunction with this Checklist to assist staff in completing their preliminary assessment of the site I have completed the attached Critical Areas Checklist and attest that the answers provided are'fa' �r best of my knowledge (fill out the appropriate column below). Owner/Applicant: Name Street Address City State Zip �4 Telephone 1 Signature Date Applicant Representative: Name Street Address City State Zip. Telephone Signature Date c:receptionljanalcacl.doc (over) IP c. C)1) Gail and Greg Sarvis 1101 12th Avenue North Edmonds, WA 98020 Subject: Dear Applicant: CITY OF EDMONDS 250 5TH AVENUE NORTH - EDMONDS, WA 98020 - (206) 771-0220 - FAX (206) 771-0221 COMMUNITY SERVICES DEPARTMENT Public Works • Planning • Parks and Recreation • Engineering July 11, 1997 Determination regarding Critical Areas Checklist # 97-122 BARBARA FAHEY MAYOR Enclosed please find a copy of the Critical Areas Checklist you submitted. The "DETERMINATION" reached by the City is located on the reverse side of the form (bottom of page). It is very important for you to retain a copy of this Critical Areas Checklist "DETERMINATION" for your records. IMPORTANT INFORMATION TO BE NOTED: PLEASE EXAMINE THIS" DETERMINATION" FOR ADDITIONAL REQUIREMENTS. YOU MAY NEED TO SUBMIT ADDITIONAL INFORMATION SUCH AS AN ENVIRONMENTAL CHECKLIST OR CRITICAL AREAS STUDY. The `DETERMINATION' for the Critical Areas Checklist you submitted is a site -specific determination not a project -specific determination. allo, You must submit a copy of the CRITICAL AREAS CHECKLIST and DETERMINATION WITH ALL PERMIT APPLICATIONS or YOUR APPLICATION WILL NOT BE PROCESSED. Permit applications include the following: Note Attachments: None * Architectural Design Board C: Reception\Jana\CRLTR.doc . Building Permits Conditional Use Permits Subdivisions Variances Applications to the ADB* Land Use Applications Any other development permit applications. Thank you. Diane Cunningham Planning Secretary o Incorporated August 11, 1890 • Sister Cities International — Hekinan, Japan �. "'* -,,• ,. •raw+-"' a',6;Y#t�:.,.,...,Ci.t..t.tdtn aYF<:t..u..,irl..a�'i.:'aia`.i'.KS" 6 [Sw+IL`;t5'.,Gi.�'Mp:'+"$ y ^` � '° 10001 STREET FILE REOioRrn STORM SEWER EASEMENT DEC 101987 TO ALL WHOM THESE PRESENTS CONCERN: i KIRwf F',erR,), Sr' fi' lish COUiify Jii2siUof 6y Notice, is hereby given that JOHN D., ! BARRINGER and Ifkf& L. .BARRINGER, his wife, owners of the following described property, situate in the County of Snohomish, State of Washington, to wit: i That portion of Tract 20, Puget Sound Machinery Depot Five Acre Tracts, according to the plat thereof recorded in Volume 5 of Plats, page 47, in Snohomish County, Washington, described ,as follows: Beginning at a point on the north line of said Tract 20, a distance of 223.00 feet east of the northwest corner thereof; thence S 0029100/1 E, parallel with the west line of said Tract 20, a distance of 90.00 feet; thence S 24016110/1 E, a distance of 50.74 feet; thence S 0029100/1 E, a distance of 20.00 feet; thence east, a distance of 100.00 feet; thence N 0*2910011 W, a distance of 193.00 feet to an intersection with the north line of said Tract 20; thence west along said north line a distance of 154.30 feet to the point of beginning. I do hereby reserve and convey unto RICHARD B. STUART and BARBARA L. STUART, his wife, their heirs, successors and assigns, owners of the following described property, situate in the I� County of Snohomish, State of Washington,; to wit: That portion of Tracts 19 and ;20, Puget Sound Machinery Depot Five Acre Tracts, as per plat recorded in Volume 5 of Plats, on page 47, records of Snohomish County, Washington, described as follows: Beginning at the northeast corner of said Tract 20; thence N 89054' W along north line 140.0 feet to True Point of Beginning; thence continue N 89054' W 102.7 feet to a point 377.3 feet east of the west line of Tract 20; thence S 0*29' E 119.0 feet; thence S 89*541 E 132.7 feet; thence northerly.to a point on the north line of Tract 20 which is 115 feet west of the ,northeast corner of Tract 20; thence northeasterly 32 feet, more or less, to a point which be6r's'-N 73032115" W from a point on the east line of Tract 20 which is 5.86 feet south of the northeast corner of Tract 20; thence southwesterly, a distance of 54 feet, more or less, to the I True Point of Beginning. a permanent easement for the installation, operation and maintenance of a storm sewer pipeline and appurtenances, over, under, across, through and upon the east 10 feet of the south 85 feet of the first hereinabove described property. This instrument shall be a covenant running with the lands hereinabove described and is binding upon the owners of such lands, their heirs, successors and assigns, forever. TILC _n witness whereof we hereunto set, our signatures and seals 5TH d o NOVEMBER , 1987. D. BARRINGE fdA L. INGER v STATE OF WASHINGTON) ) SS. COUNTY OF SNOHOMISH, ) On this day personally appeared before me JOHN D. BARRINGER and HELGA L. BARRINGER, his wife, to me known to be the individuals described in and who executed the within and foregoing instrument, and acknowledged that they signed the same as their free and voluntary act and deed, for, the uses and purposes therein mentioned. GIVEN under my hand and official seal this 25th day of NOVEMBER� 1987. N ary b is in alid for 6fhe State of Washington, residing at SEATTLE, WASHINGTON COMMISSION EXPIRES JUNE 05, 1991. 44, U PERMIT CITY OF EDM � Z NUMBER CONSTRUCTION PERMIT APPLICATION joe NAME (OR NAME OF BUSINESS) ADDRESS I / O Of ' 2 `1 At� LEGAL DESCRIPTIO HECIK SUBDIVISION NO. ZMAILING ADDijQS� ,�,g� O �lfO'l%ii� CITY TELEPHONE NUMBER PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP. EXISTING nn I•.JJF,OUIREODEDICATION RIGHT OF WAY CONSTRUCTION PERMIT REQUIRED O STREET USE PERMIT REQUIRED C SEE ENGINEERING MEMO DATED TELEPHONE NUMBER / NAME ADDRESS Zv _ Ste'' CITY TELEPHONE NUMBER 1C�i1zf/irf l k __(2 1 ^7 —1 / _ 5?? 3�- _-;? STATE LICENSE NUMBER Description of Property - Include all easements below or attach four copies) I=1 NEW LJ RESIDENTIAL PLUMBING ADDIALTER COMMERCIAL� MECHANICAL REPAIR RETAINING WALL n LJ SIGN 11 OR FILLTE ❑ FENCE DEMOLISH 0REMODEL PRE- X—FT) CONIPLIANCESNSP. POOL WOO SERTVE/ APT. BLDG RENEWAL NUMBER OF STORIES I NUMBER OF % 7 DWELLING —1 UNITS NATURE OF WORK TO BE DONE (ATTACH PLOT PLAN) METER SIZE IBUILDING SUPPLY SIZE REMARKS SIGN AREA I ENV. REVIEW ALLOWED I PROPOSED COMPLETE I EXEMPT UNITS w 3 ADB NO. SHORELINE A VARIANCE OR CU PLANNING REVIEW- BY DATE ( _ YARDS ( j 1 HEIGHTf LOT COVERAGF, i ��'� �� FRONTZ�_� SIDE REAR a REMARKS aJ 1T Ic- CHECKED BY TYPE OF CONSTRUCTION CODE HEIGHT /V I ( US Z-5' ! SPECIAL INSPECTOR AREA OCCUPANCP� OCCUPANT REQUIRED GROUP LOAD O YES O NO /(�� PROGRESS INSPECTIONS PER UBC 305 1'7/E9m1L I V.su1- PC& l9 8 b W,4 ENe VALUATION FEE i PLAN CHECK FEE BUILDING PLUMBING MECHANICAL This Permit covers work to be done on private property ONLY. GRADINGIFILL Any construction on the public domain (curbs, sidewalks, driveways, marquees, etc.) will require separate permission. STATE SURCHARGE Permit Application: 180 Days ENERGY CODE Permit Limit: 1 Year - Provided Work is Started Within 180 Days "Applicant, on behalf of his or her spouse, heirs, assigns and successors in interest, agrees to Indemnify, defend and hold harmless the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of i whatever nature, arising directly or indirectly from the issuance 1 of this permit. Issuance of. this permit shall not be deemed to PLAN CHECK DEPOSIT modify,.waive or reduce any requirement of any city ordinance nor limit in any way the City's ability to enforce any ordinance TOTAL AMOUNT DUE provision." I hereby acknowledge that I have read this application; that the Information given is correct; and that I am the owner, or the duly ATTENTION authorized agent of the owner. I agree to comply with city and THIS PERMIT state laws regulating construction; and in doing the work authoriz- AUTHORIZES ed thereby, no person will be employed In violation of the Labor ONLY THE Code of the State of Washington relating to Workmen's Compensa- WORK NOTED tigrjInsurpince. INSPECTION SIGN TORE (OWNER R A ENT) DATE SIGNED DEPARTMENT CITY OF EDMONDS ATTE TI' N 771-3202 ., 7M APPLICATION APPROVAL This application is not a permit until signed by the Building Official or his Deputy; and fees are paid, and receipt is acknowledged in space provided. OFFICIAL'S SIGNATURE DATE RELEASED BY: DATE IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR ORIGINAL — File YELLOW — Inspector A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBC CHAPTER 3. PINK — Owner GOLD — Assessor 102-87 aol lu !/�4GdC ,�v�C POURED /,(./ PLACE CO•uCRETE G/© .3' x 3' ACCESS 4"PVC r/GuTI-IIJE q•• FROM /•/OuSE 4 f'lle eni16e FLGtit/ l 1 , EX/�'Ti,uG wEt� T . T i -� r 4 " PVC ,2 r qTE VAG vE S7G, Cu FT STORAGE N R6M.1710 r ARIS4g ti Ld 8!'► ° 954;, W; W 9 0 ' ,y N Z00 1 ui f T13M P qgE \ Or bo ,' `•`'.,` 0 � A.GC.ESS N E.A.SEMEJ\•!'i' ' 6 N 9 ° 3428" \N a_ / N0R.TH I..1NE OF TR.AGT 2:0 O i 44 W Q" 9,Ya l/ LL N {� D sz ! 1 1, ,77/CIG` �RiV' /C/ ♦ \ `\ . lri N 642 J 11 4•`ziGU1Tc%cJE /JC�tus�' o \ 280 tip (S $9° 54' E 1 2.-71 DESG.) �♦ ~' 6ENCH M A z w- -rbm 3,E. CoR.t.1ER, CONICA ETE DRIV SWAY - -- -- AT P•ESIDENCE Noi2T1•-I (=)F SITE. El P VATION 2-18 .52 DATUM : crrY of EL�MoNDS SE�VE.R ©A-flSM Cc)NToug- 1NTECLVt11_ : 2 Fool INTERVOI-S 1 N.E. TRACT 20 . 1 � 1 \i\/ �� 1 JAN PERMIT COUNTER J\(Qto A`r DRAINAGE PLAN FOR � ;� BL UEPRINT HOMES, INC . 1 7 IN NEY4,NE%4,SECTION 24,T 27N.,R..3E.,W.M; CITY OF EDMONDS MISH COUNTY WASHINGTON w rS N O H O c. OF 4 / I .. _ r?(FV • 11=,)1?41=0S-FD 4/0USE COCAT/O•(J /2 -28 -@7 MOM 131wfrll�- Hwu q iz�"�� N z PR4W4-66 8 1988 mmwrm 'rO n T LL ,:, P:1: LM LU N N N xxx N N N 000 2n as aaa CI N N H N N 4 f ��g�,C� �T�.a� � . �S � �,cy ��✓� � Gam% .4�T�. ��,�•� � /�2 c�-ter l/.t/%yd' %�.�J �.C�f%�icl.� Gt'i4✓�.� f�� L/✓729 mod- _ OLD UAloU, W W W lausul %a WN1 420� r AAA CI N CI °a I! PouRED A/ P&4CE- C©.LfCR'ETE" Gf0 3' x :3' ACCESS y i I 4 " PVC DRA/.CJ 'L fuE w z w 3IQ �9 30 RJ W L v EXIST/ iG WELL s O GE 4 "PVC ricurc /,vE FROti/ !-/OUSE I r R -A- T r r 4, ,cwrE VALVE .57lo Cu. FI T RA f 2 .2"ORAfU P/PE A.141AOAA41, rrcIA O/C SEy�F�R/aTc�R �! O.E'lxw— Teats. Nr��E d' ..� . A 77 '.%. 11 % . d. O. • • �' 4' •'d' 9 Aq bc iRL�%Eic.tTlGit,�% AREA � � ,� hn�' �,,•1 Pr;P �';��' /,a9 �� ,."`" ``�:� \, i , •ry 1 I � � .ry^t�" ,'ice / f �1` �``` \ ' I 1 1 I .. 1 1 1 I 1 � , , 1.. ' I i 1 . • i;i:;;�;i;'iifs:: .'' Q / � -" �\ 1.,, ` � T `I \G{N 8frt'54.; W; EASEI"tENT 377. 3o' o 34,' 28 ; W1, N 89 o '34t 2a u 1 I { / NORTH LINE OF TRACT 20 - Q r �Q 1 pl F.po kel T}ZetiGT 20 104 � y' L�Y 1 1 `I t, 1 ` ` 1, \ `` `,, \` , `` {• DTI \\ ,\ �`� _ _ _ _ m 1 ul Nu .(\ N tll On• �l' y1 i �i�` 11 •, .. ` '1 11 I,1 �'V '1 ```, .yM\ \\ 'T S/ pERiq\MV\ LL 1` �9 ,t�,t�, � � � 11 ', ` FG?O�//C/G'`\DRYJ/�tl c-►�'` ` � � � � I � � `, U; ry oQ N . Ij t� NJtjM,^% ' fj�4 ,1 � , 11 '', , 1, � •k'/G,�%'L 1.U'E 1, � � \ � \,, ., ��5�- � � � (�1, � , a � � •>� �; �/ 1 � 1 , `, ` FOf�' DIJW�CIS'�Ui?"S �� G6?CA�/UiC./� • � 1 • ` � `\ J� n'� W N D(ce. O17 dq C` C w 1 �`• V, 0 iC.7�••i I l 1\\ �!�` 1•Ci ��ryt�`. 70 �� foC/C �'/YaIHTG7,4f�'-. `` � .i� D D I r � � J rya \\I ry�_ _---`_ ,, ,/�'�1! ��\ \y-��\ ♦ ��7p oly o' rY _ _ n \ \ taw S89 ° 34' „ �S 890rim XT T JE bopy •tip `N q d ry `\ �� • Nod ` r R A C r 2 J '6ENCHMARFL TPaM S,E. CL>R.tJE - CONCRETE DRIVEWAY &s T 1=RESIC)ENC.E N012TI-I OF SITE. ELEVATION : 2r78.52 DATUM : C-IT`( of EDMONDS SEWER DATUM C.oN rouq- INTERVdL : 2- Foal INTSP-S/pL�:) v�� l I1 �I B 19818 �b� Ei'tf'iliE±E R,\ I \ DRAINAGE PLAN FOR, L UEPRINT HOMES INC IN. NEV4,NE%4,SECTION 24,T. 27N.,R.3E.,-W.M'. CITY OF EDMON DS SNOHOMISH COUNTY, WASHINGTON. / I REIN -140/" 0SE0 NO!/S'E C0CA7/04J /Z -.Z8 - (5 7 MA-f . nt, NV[' 71-5y 141 AV,/ V 4 0// w -V O