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20031007.pdf6 DATE RECEIVED CITY OF EDMONDS CONSTRUCTION PERMIT APPLICATION OWNER NAMEINAME OF BUSINESS 1110(-1A4TW-VS1A" It,/ owm- 1--V6 MAILING ADDRESS PO 60�< I/S CITY ZIP TELEPHONE ,C01W,Pr,4b S ?,?(rL (0 1 "(2 r 711f ­41PL-3 NAME ADDRESS CITY ZIP TELEPHONE L-t2,r- A1001 C_ T_ k4l I NAME C MVV&T)�/A/ <'1ftL0aV COV�r tZ ADDRESS CITY ZIP TELEPHONE r— 410o ,Z_O^te4-bS (if'O;Z(o jq2r-7,41 3_ STATE LICENSE NUMBER EXPIRATION DATE I CHECKED BY A,xouArrsd ?7771 1 We PROPERTY TAX ACCOUNT PARCEL NO. 21-7ii!ft -Zg-(9(9 *301(00 NEW ok RESIDENTIAL PLUMBING / MECH COMPLIANCE OR ADDITION 0 COMMERCIAL CHANGE OF USE El REMODEL MULTIFAMILY SIGN REPAIR GRADING FENCE CYDS 0 ( _ X_F7) [:] OTHER DEMOLISH 0 TANK %GARAGE o REIAINING WALL FIRE SPRINKLER CARPORT ROCKERY FIRE ALARM (TYPE OF USE BUSINESS OR ACTrVrM EXPLAIN: NUMBER NUMBER OF OF DWELLING STORIES UNITS DESCRIBE WORK TO BE DONE o/viii,reuer /V94j SP,-W % I LOT SLOPE % !�j A- 5 1 1 PLAN CHECK NO.- I VESTED DATE THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DOME ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. PERMIT APPLICATION: ISODAYS PERMIT UUrr I YEAR - PROVIDED WORK 13 STARTED WITHIN 180 DAYS SEE 13ACK OF PINK PERMIT FOR MORE INFORMATION 'APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESORS 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 WHATEVER NATURE. ARISING DIRECTLY OR INDIRECTLY FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT BE DEEMED TO MODIFY, WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE NOR LIMIT IN ANY WAY THE CITYS ABILITY TO ENFORCE ANY ORDINANCE 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 AUTHORIZED AGENT OF THE OWNER. I AGREE M COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC- TION; AND IN DOING THE WORK AUIHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW` 18.27. SIGNATUijE (OWNER dWAGENP4 DATE SIGNED 1 7- / 7- //j , -P- I I PERMIT EXPIRES USE ZONE PERMIT 1125i�� NUMBER JOB SUITE/APT# ADDRESS 2 z PLAT NAME/SUDDIVISI NO. LOT NZ 1 L D NO, 60 2. LID FEE S PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP I ESCP Appl=. RW Permit . Street usa Permit neq EXISTING - PROPOSED tnspacwn Required Sidewalk Requited REQUIRED DEDICATION- Fr underground Wong foctul(ed METER SIZE 0 LINE SIZE NO. OF FIXTURES PRV REQUIRED 13 10 YES NO REMARKb OWNER/CONTRACTOR RESPONSIBLE FOR EROSION CONTROL/DRAINAGE ft,/A k I LtAr.,jr) 1 0409Ul 1 &9 S : (;�y 'S100 ENGINEERING REVIEWED BY UAll- % 11 �u ­- �W _-Af2wo FIRE REVIEWED BY DATE Lu W rL VARIANCE OR CU SHORELINE OR ADB$ INSPECTION 13OND RE 113YEs POSTED I 0 $ SEPA REVIEW SIGN AREA HEIGHT COMPLETE E:��, ALLOWED PROPOSED ALLOWED PROPOSED , , EXP LOT COVERAGE REQUIRED SETBACKS (FT.) PROPOSED SETBACKS (Fr.) ALLOWED PROPOSED FRONT SIDE REAR FRONT IJR SI E REAR 3 z ING PARK i LOT AREA I PIANNING REVIEWED BY 'DATE RECID I PROVIDED REMARKSj -)W I _c:%;; -44n y-e_Vf5,r_6,f e,!;�qe_- -1-F We_+jAnd CHECKED By P GROUP SPECIAL INSPECTION KREA OCCUPANT REQUIRED Wi YF:r. 59W'151154 ZM;1LAj7 I LOAD REMARKS PROGRESS INSPECTIONS PER UBC 108/FINAL INSPECTION REO'D as pia; Description FEE Desdription FEE Plan Check /'M State Surcharge Building Permit City Surcharge Plumbing Mechanical Grading Engr. Review Engr. Inspection 14112) Fire Review Plan Chk. Deposit Fire Inspection Receipt # j Landscapelnsp. Total Amt. Due Liz Recording Fee Receipt # CALL FOR INSPECTION (425) 771-0220 EXT 1333 APPLICATION APPROVAL This applicatIon is not a permit until signed by the Building Official or his/her Deputy: and Fees are paid, and FSCO]Pt Is acknowledged In space provided. PKIMAI St q&nNATLAr DATE BY 4�'IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL L-6,4 If X 14 " 94-444 f =9 dd4l I A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI- ORIGINAL - FILE - YELLW- INSdrTC CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109 PINK - OWNER - COLD - ASSESSOR 04/02 PRESS HARD -YOU ARE MAKING 5 COPIES GREEN - ACCOUNTING 11 z 9 0 M :q:% ro � a M C: M 10 C: M M z 10--i �z Cf) 30� 0 0 6 Fn C in K (Ar MO z 0) z 0 1 0 M vi rue zr / r 41 IA44* vi I II (xi Mesoormlc.�rbe I It so bE=TC*4Tl0J%w( CIA CAzooll Wcl . 000� IV :To. . K . 4. 1 1 I. to"I 1 1 J� . I In L% too" ;dtll i OIL "ki I PO I Lw r, --of- Qj I �'p a I ow N 6 1 CK? 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P—III, :.00000r so �z� I zoo 40 o 5 A"All, Fl,�?! �5 OMNI o too a*%ceass AZ li II r I j 7fffIfor III t�q' �Wl 'I r 70 vM)c PPIO s qM III as 0 1 Looto 70 is a fc�ovscosl;=k \41/ L.I G CAPel> V411 !E;+ %4 0 u 17c%s 6" 1 1 4., 01E TIRCH CONS TANTS, INC. Ala i Jackson 16o 01 Highway 99 Lyr nwood, Washington 99037 84ed: Geotechnical Engineoring Study Pro"ed Wilderness Bluff Short Plat 12W— 7th Avenue South Edmonds, Washington De4r Mr. Jackson: are pleased to present this geotechnk*J engineering. (aport for the proposed single-family denew to be constructed In Edmonds, Washington. The scope of our work consisted of loring site surface and subsurface conditions, and then developing this report to provide )mmendaflons for general earthwark and design criteria for foundations and retaining walls. i work was authorized by your acceptance of our Contract for Professional Services dated July 2003. 13256 N"un 20th Strect, Saite 16 Ballovue, Washington 98005 (425)747-5618 PAX(425)747-8561 September 3, 2003 JN 03322 via facsimile: (425) 787-9112 We were provided with a preliminary site plan that includes some topographic information. AFM Ind istries, Inc. developed this plan, which is dated September 14, 2002. Based on this plan and on umversations with Alan Jackson, we anticipate that the development will consist of dividing the ap; ro)dmately 1.8-acm site Into four W and constructing one single-ftmily residence an each lot. Th houses will be accessed via driveways off of 7th Avenue South and iffli be set back 25 feet ftfro the street Each house will consist of one floor of living space and a garage over a daylight ba ment. Some cuts and fills will be necessary to achieve the proposed finish floor elevation of lap rmdmately 8 to 10 16M below existing street grade, and a small backyard will be filled at finish r elevation. No development Is proposed on the western side of the site, as this area is a Idlanated wetland. If scope of ft project changes from what we have dwribed above, we should be provided WR revIsed plans In order to determine if modifications to the recommendations and conclusions of t I thitneport are warranted. = 0-0- gem O-M SL RFACE Th .- Vicinity Map, Plate 1, illustrates the general location of the ode. The undeveloped, wooded site Is I icated on the western side of 7th Avenue South In Edmonds. The site slopes from east to west, vwAi elevations varying from appro)dmately 246 fei3t at the southeastern comer to approximately 21, feet at the southwestem comer. Moe of the western part of the site is a relatively flat gnated wegand, and there Is a creek that winds along the western property line. The proposed elopment area Is located on the sloped, eastern portion of the site. The slopes are Inclined at ap roximately 30 percent and are covered with tall deciduous and evergreen trees. The ground is GEOTECH CONSULTANTS. INC. 4,1TY Cd 0 M M Z; GY 7M It Jackson 3mber 3, 2003 JN 03322 Page 2 with blackberry and morning glory vines near the street and with ferns and other low vegetation elsewhere. There is an area on the southem Part of the site where nately 10 feet of yard waste and construction debris have been dumped to fonn a locally slope. Dumped garbage, yard waste, and construction debris were observed scattered )ut the she. The adjoining properties are developed with single-family residences. subsurface conditions were explored by excavating seveh test pHs at the approximate rogram was based an the ions shown on the She Exploration Plan Plate 2. Our exploration p osed const=Uon, anticipated subsurface condiflons and those encountered duhng )ration, and the scope of work outlined In our proposal. Th test pits were excavated on July 24, 2003 with a small, rubber -tracked trackhos provided and 0 by Alan Jackson. A geotechnkall engineer from -our staff observed the excavation 56, logged the test pits, and obtained repmentative samples of the soil encountered. "Grab" sa pies of selected subsurface soU were collected from the backhoe bucket. The Test Pit Logs P.` I are vided In Plates 3 and 4 of this report. Prow a test pits encountered a 6- to 24-inch layer of topsoil and 2 to 3 feet of weathered sand I gravel with abundant roots overlying derme to very dense sand and gravel wW cobbles J occasional boulders. one to 2 feet of sand and gravel fill was encountered overlying I toptoU In Test Pits 1, 4, and 7. The dome to very dense sand and gravel was countered to the maximum explored depth of 9 feet below existing grade. The.depths of I layers, including topsoil, that are indicated on the logs are approximate. More exact finklon of soil unit thicknesses would require more explorations. Me amounts of yard waste, garbage. and construction debris were observed scaftered oughout the site and vvere encountered In the topsoil and in ihe fill. This debris will need be removed during site clearing. Groundwater seepage wag observed at depths of 6 to 6.5 feet In Test, Pits 3 and 5; period. "rherefore, the sewage however, the test 08 Were left open for only a short time levels on the logs represent the location of transient water seepage and may not Indicate the static groundwater level. It should be noted that groundwater levels vary seasonally with rainfall and other factors. rhi i final logs represent our interpretations of the field k)gs. The stratification lines on the 1093 rer resent the approximate boundaries between soil types at the exploration locations. The actual tra isilion between soil types may be gradual, and subsurface conditions can vary between exi loration locabons. The logs provide specific subsurface information only at the locations tested. Th, i relative densities and moisture desrApWns indicated on the test pit logs are interpretive de! �criptions based an the conditions observed during excavation. T compaction of backfill was not in the scope of our services, Loose soil will therefore be found In he area of the test pits. If thit prersents a problem, the. backfill will need to be removed and 17, rot laced with structural fill during construction. GEOTECH CONSULTANTS, INC. M k� Z� 0: oo W Sm M 0, -4 0 10 Co., 01 M Fn, AN 0. Z�' Z� m r Pq%= V4 Ali n Jackson A 03322 Se Member 3, 2003 Page 3 CONCLUSIONS AND RECOMMENDATIONS NERAL THIa S SECTION CONTAINS A SUMMARY P OUR STUDY AND FINDINGS FOR THE PURPOSES OF A ER4L OVERVIBV ONLY. MORE SPECIFIC RECOMMENDATIONS AND CONCLUSIONS ARE C T I TAINED IN THE REMAINDER OF THIS REPORT. ANY PAR-rY REL YING ON THIS REPORT SHOULD 16 4D THE ENTIRE DOCUMENT. Th � proposed development will I co �ns 81 of dividing the site into four roughly equal lots and co istructIng one single-family rWIdI eni on each lot. The recommendations presented In this rell art an§ based on the assumption tha the earffimrk for all of Ihe houses can be completed at' once. 0 the development plans chan 9, we should bi notified so that we may up ate our d re(ommenddons accordingly. t led pits conducted for this study enowntered loose fill. topsoil, and highly weathered sand and g 9 V e vel ovedying dense to very dense sar d and gravel. Competent, native sails were encountered be b� n I and 4 feet below existing grace, with the U*ker loose. surficial layer encountered near th 0 top of the slope on the eastern side the site. The native sand and gravel soils encountered be ow the root One are competent to mpport the four proposed single-family resWences on co wentlonal foundations. These sails a -e also suitable for reuse as stru ra ctu I fill throughout the siti i. The topsoil and weathered sand may be reused as fill In non-structural areas such as la la s scaping beds. Dumped construction debris, yard waste, and gaftge were observed th th ughout the site. This material is not suitable JA for reuse as fill and should be removed during $11s ring. fli im ed on the topographic Infcwmation provided to us, and on out understanding of the project. so cuts and fills will be required to a chieve the proposed finish floor eimtlon of 8 to 10 feet 0% h� CYW existing street grade. Bemuse t proposed houses will be set bac at least 25 f t: from k se t 0 ned edge of the street, cut slopefs incli no steeper than 1:1 (Horizontal. Nertical) can be made in In the eastern Property One. Please n that this inclination applies only to the native send and vel; this fill and debris encountered n ar the surface an most of the sM should be iemoved du ing site clearing. Also. grouncdWater a encountered In two of the downslope test pits during exAoration. If groundwater Is encounte during the excavation on the upslope side of the ste. thi i cut slopes below the groundwater t le will likely experience some sloughing or caving. To ml igate the potential for instability of the cut slopes below the groundwater table. the cute may ha m to be bacitfilled with rock ballast. We should be contacted at once If groundwater is en muntered during the excavation of the cut slopes. All cut slopes should be protected Im nedletely with plastic sheeting and should be r�onftored daily by the superintendent for inc ications of Instability. Soll stockpiles nd debris from site clearing should not be stored at the tol i of any cut slope. T foundation walls between the adjacc nt residences are approxiniately 10 feet apart as shown otthe site plan. The soil between the foundation walls of the proposed residences should be rre oved as part of the mass excavation where It cannot be inclined at 1:1 (H.V). Taking Into a unt a space allowance of 2 feet or u each side for footings, drains, and forms, cuts cannot e x x, d 3 feet between the foundation wal s. GE07 CH CONSULTANTS. INC. a Jackson amber 3, 2003 rm= au JN 03322 Page 4 Baqed on the site plan, it appears as though cuts on the order of 6 to 8 feet will be necessary to ach eve finish floor elevations of the northernmoit houses and southernmost. The plan shows eac of these houses set back 5 feet from the northern and southern property lines. respectively. Be ause the site soils may be inclined no steeper than 1:1 (H:V) shoring will be required to make the proposed cuts unless the finished floor elevations of these structures are revised. We can ma e recommendations for the design of these temporary shoring walls if they are required. So on the topographic information pro vided to us, fill on the order of 6 to 8 feet will be required to vell the finish floor of each house at its proposed finish floor elevation. However, we re mmend that footings be placed on no more then 5 Not of structural fill. Finished fill slopes a Id not be Inclined steeper than 2.51 (H:V). Depending on the desired back yard layout and the location of the welland buffer. it may prove more economical to overexcavate, place the d slope foundations on native. dense sand and gravel and leave a tall crawl space, or to step the b u Ildings down the slope. Mornatively, a reinforced fill rockery could be constructed near the ww. tam edge of the development area to level the Site. Regardless of which method is chosen, we rw)mmend that the downslope foundation wall be clesigrned as a retaining wall to retain the sail witt in the crawl space or beneath the slab down to the footing level. Fill rockeries taller than 4 feet *we will require geogrid reinforcement; can provide a design If necessary. We should review the gra ng plans once the house layouts are finalized. The site sand and gravel below the root line is suitable for rouse as structural fill, The ea wo rth rk contractor should prepare the fill areas by removing the topsoil and highly weathered sand above the root line, The now fill should be benched Into the dense naUve soils by cutting ft benches into the dense nobve soMs. Each horizontal lift of fill should be tested to ensure that adequate paction is being achieved. p h Th T 0 u foundation wells should be 6ackfilled with free -draining structural fill. The Wte sand and gravel 0 bel b t t the root line Is acceptable for use as wall backfill. Footing drains should be installed at the b a be f of each foundation wall.. We recommend that each residence have b own independent fou ja Ion drainage system, so two separate drairm would need to be placed in the backrdl be the adjaceM houses. Drainage should also be provided behind all retaining wells and a d e is. T Th h erosion control measures needed during site development will depend heavily on the weather bor Itions that are encountered during construction. Site clearing will expose a large area of bare soil and the erosion potential on the sh Is moderate due to the slope of the site. We anticipate thal a silt fence will be needed around the downslope skies of any cleared areas and around the wet uncle. Straw bales should be placed against the slit fience for added protection during grading. R(x ked consbuction access roads should be extended Into the SRO to reduce the amount of mud carfed off the property by trucks and equipment. Wherever possible, these roads should follow the allighment of planned pavernentsl. Soll stockpiles should be covered with plastic during wet wooer. Following rough grading, it may be necessary to rnulch or hydroseed bare areas th 11 at W not Pe immedloWly covered with landscaping or an impervious surface. Go ech Consultants, Inc. should be allowed to review the final development plans to verify that the t ml menclations presented in this report are adequately addressed in the design. Such a plan rev JW would be additional work beyond the current scope of work for this study, and it may include rev o n a to our recommendations to accommodate site, development. and geotechnical co tn traints that become more evident during the review process- GEOTECH CONSULTANTS, INC. C)l m M, C NIS, 80' C' M m 10 Gn C (1) Z 0 0 m Jackson imber 3,2003 JN 03322 Page s recommend including this report, in its entirety, In the project contract documents. This report Ad also be provIded to any future property owners so they will be awars of our findIngs and CONSIDERATIONS Th site is located wfthin Seismic Zone 3, as Illustrated on rigure No. 1&2 of the 1997 Uniform Suui ding Code (USC).. In accordance with Table 16-J of the 1997 UBC, the site soil profile within I 10 feet of the ground surface is best represented by Soil Profile Type Sc (Very Dense Soil). The I aft solls are not susceptible to seismic liquefaction because of their dense nature. 77ONAL FOUNDA77ONS 4 T proposed residences can be supported on conventional continuous and spread footings bering on undisturbed, dense, native sand and gravel, or on up to 5 fW of properly compacted I ctural fill placed above this competent native soil. See the section entified GenwW E&Mwor* an S&ucWmi Fill for recommendations regarding Uw placement and compaction of structural fill be structures. Adequate compacdon of structural fill should be verified VWth frequent density ng during fiN plawment. Prior to placing structural 01 beneath foundations, the excavation b ng sh be observed by the gootechnical engineer to document that adequate bearing soils have n exposed. We recommend that continuous and individual spread footings have minimum a , c of 16 and 18 inches, respectively. Footings should ate* be bottomed at least 18 inches t bel the lowest adjacent finish ground surfaci. The local building codes should be ravlaiwed to' r fdatins N different footing widths or embedment depths are required. Footing subgrades must be clesned of loose or disturbed sell prior to pouring concrete. Depending upon site and a eq ipmeM constraints, this may require removing the disturbed soll by hand. An '-filowable bearing pressure of 2,000 pounds per square foot (psl) is appropriate for footings su rted an the dense. native sand and gravel found below the root line or on structural fill placed a4 these competent native soils. A third Increase In this design bearing pressures may be used when considering short-term W I or seismic loads. For the above design criteria, It is anticiWed that the total post -construction so ement of foofts founded on competent, native soil, or on sftdural fill up to 6 fed in thl nm, will be about one-half Inch, with differential settlements on the order of one-half Inch In a C cl!Wsa nee of 50 feet along a continuous footing with a uniform load. I loads due to wind or seismic forcm may be resisted by friction between the foundation and L"F� the bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the fou don. For the latter condition, the foundation must be either poured directly against relatively ev 6b tj ley 1, undisturbed soll or be surrounded by level structural fill, We recommenid using the following UNMI ate values for the foundation's resistance to lateral loading- GEOTECH CONSULTANTS. INC. I V;, A". q M 0 C Z, 10� 01 7 Z 0 M L... ..... Jackson )mber 3, 2003 where: (1) Pd Is Poumb per cuWa look and (ill pmlve eam PrOssuf* Is comPuted using Ow equivalmd fluid density. JN 03322 Page a If tPe ground In fmnt of a foundation is loose or sloping, the passive earth pressure given above will no be appropriate and we should be contacted for a revised recommendation. We recommend m IntainIng a safety factor of at least 1.5 for the foundatiorfe resistance to lateral loading, when I I us g the above ultimate values. FOUNDA 77ON AND RETAINING WALLS InIng walls backfilled on only one side should be designed to resist the lateral earth pressures sed by the sail they retain. The following recommended parameters are for walls that restrain backfill. Where' 0 PCf is POUnft PW 0*10 foot end 01) MUM wM POSSIVIS *aft Mmures are qwpuOd using the eclulvalod OM Pressures. 0 For a resualned wal Om cannot doffed at km cm tic w Its h0lahk a MMM hftdl WOMM Wall to 10 Pat tIMM #M height of the Wall should be added to the aban acthm solvelent fluid Poessum. i values given above are to be uwd to design permanent foundation and retaining walls only. i passive pressure given Is appropriate for the depth of level structural fill placed In front of a aining or foundation wall only. The values for frictlon and passive resistance are ultimate valuesi I do not Include a safety factor. We recommend a safety factor of at lewt 1.5 for overturning i sliding, when using the above values to design the walls. Restrained wall soill parameters iuld be utilized for a distance of 1.5 times the wall height from comers or bends in the walls. s Is Intended to reduce the amount of cracking that can occur where a wall is restrained by a ner. design values given above do not Include the effects of any hydrostatic pressures behind the and assume that no surcharges, such as those caused by slopes, vehicles, or adjacent 3atlons will be exerted on the walls. If these conditions exist, those pressures should be added GCOTECH CONSULTAWS. INC. ?'Pit �h 0- 0 m M. M 0 C' M 10 CZ 0 -M ill., :1 riv Z 0' !ftj Alar Jackson JN 03322 Sep ember 3, 2003 Page 7 t 0 to t 1 e above lateral soil pressures. Where sloping backfill Is desired behind the wall$, we YAII need t 0 to given the wall dimensions and the slope of the backfill in order to provide the appropriate des n earth pressures. The surcharge due to traffic loads behind a wall can typically be ul nted for by adding a uniform pressure equal to 2 feet multiplied by the above active fluid djaity; a traffic surcharge should be applied to the eastern foundation wall of each residence. He construction equipment should not be operated behind retaining and foundation walls within d ti tance equal to the height of a wall, unless the walls are designed for the additional lateral pre ures resulting from the equipment The wall design criteria assume that the backfill will be well -compacted in fifts no thicker than 12 Inches. The compaction of backfill near the walls should be g iccomplished with hand -operated equipment to prevent the walls from being overloaded by the higl� er soil fomes that occur during compaction. Petainin-a WOR Oft*011 and Wat ac"ll placed behind retaining or foundation walls should be coarse, fm*-draining tructural fil containing no organics. This backfill should contain no more than 5 percent silt day' particles and have no gravel greater than 4 Inches in diameter. The percentage of rticles passing the No. 4 sieve should be between 26 and 70 percent, The native sand n rid gravel encountered below the rout line during our explorations is suitable for reuse as taInIng wag backfill. I e -that the design criteria for a a purpose of thew backfill requirements is to ensure ta ining wall are not exceeded because of a build-up, of hydrostatic pressure behind the 11. The top 12 to 18 inches of the backfill should consist of a compacted, relatively permeable soil or topsoil, or the surface should be paved. The ground suiface must also p, lope away from backfilled walls to reduce the potential for surface water to percolate into �he backfill. The section entitled Geneml Earthwork and S&VcWrat RH contains ecoinmendatlone regarding the pl"ment and compaction of structural fill behind retaining vd foundation wells. rho above recommendations are not Intended to waterproof the below -grade walls. The 3erformance of subsurface drainage systems will degrade over time. Therefore, miterproofing should be provided where moist conditions or some seepage through the ivalls mra not acceptable In the future. This typically Includes limiting cold -joint& and wall metrations, and using bentonits panels or membranes an the outside of the walls. pwng a thin coat of asphalt emulsion is not considered waterproofing, but will orgy help prevent moisture, generated from water vapor or capillary action, from seeping through 0 r 0 concrete. With any projed, adequate ventilation of basement and crawl sp;ace areas is mportant to prevent a build up of water vapor that may be transmitted through concrete Nails from the surrounding soil. SL� ISS-ON.-GRADE The building floors may be constructed as slabs -on -grade atop the native sand and gravel, or on stru Aural fill. The subgrade soil must be in a firm, non -yielding condition at the time of slab con aructitm or underslab fill placement. Any soft areas encountered should be excavated and repl 3ced with selectt. imported structural fill. GEOTECH CONSULTANTS. INC. I V... Z", M OC. C R. "Al 0 m MI. C 0i; Alai i Jackson JN 03322 Sep tember 3, 2003 Page 8 All bs-bri-grade should be underlain by a capillary break or drainage layer eonsisting f min mum 4-Inch thickness of coarse, free -draining structural fill with a gradation similar to that M! die ssed In Permanent Foundation and Retaining Walls. As noted by the American Concrete Inst tute (ACI) in Section 323 of the Guides for Congg& &Z and Sigb =ctutos, proper mol lure protection is desirable immediately below any on -grade slab that will be covered by file, woc d, carpet, impermeable floor coverings, or any moisture-senelfive equipment or products. ACI aloc notes that vapor Warders, such as e-mil visqueen, are typlcmlty used. A vapor retarder is defi led as a material with a permeance of less then 0.3 US perms per square foot (psQ per hour, as determined by ASTM E 96. It Is possible that concrete admixtures may meet this specification, a ugh the manufacturers of the admixtures should be consulted. However, If no potential for g v passage through the slab is desired, a vapor barri& should be used. A vapor barrier, as d1649fled by ACI, Is a product with a water transmission -rate of 0.00 perms per square foot per hour whi n tested In accordance with ASTM E 96. Reinforced membranes having sealed overlaps can mel it this requirement. in t ie recent past, ACI (Section 4.1.5) recommended that a minimum of 4 Inches of well -graded pactable granular maWal, such as a 5/8 inch minus crushed rock pavement base, should be over the vapor retarder or barrier for protection of the retarder or barrier and as a Notter" to i a id in the curing of the concrete slab. Sand was not recommended by ACI for this purpose. H ver, the use of material over the vapor retarder Is controvenlal as noted In current A01 Ifte re because of the potential that thu protectlon/blotter material can become wet between the fim of its placement and the Installation of the slab- If the material is wet prior to slab placement, whl Is always possible in the Puget Sound area, it could cause vapor transmission to occur up thr h the slab In the future, essentially destroying the purpose of the vapor barrierfretarder. Th reflore. If there is a potential that ft proteallon/blotter material will become mt. before the slab 81 stalled# ACI now recommends that no protectloiVblotter material be used. However, ACI then mmends that. bemuse there Is a potential for slab cure due to the loss of the blotter material, J spacing In the slab be reduced, a low shrinkage concrete mixture be used, and "other me ures" (steel reinforcing, etc.) be used. ASTM 5-1643-98 "Standard Practice for Installation of or Vapor Retarders Used in Contact with Earth or Granular Fill Under Concrete Slabs!' ge Ily agrees with the recent ACI literature. We recommend that the contractor, the project materials engineer, and the owrw discuss these issi, es and review recent ACI literature and ASTM E-1(143 for installation guidelines and guidance an he use of the pmtectkmvFbIotter materiaL Our opinion is that with Impervious surfaces that all me; ins should be undertaken to reduce water vapor trarismisslon. ; KEMSS anticipate that rookeries may be used to level the backyards. At least 12 inches of quarry s lie should be placed behind rockerles to reduce the potential for soil eroding through them. A pe ated drain pipe surrounded by drain rock should be installed behind the rockeries. We recommend limiting fill rockeries to a height of 4 feet and constructing them on only competent to 4-man rocks and not ve soil. The lower two4hirds of the rookery should be constructed with 3 the fill should be placed and compacted to structural fill requirements. Prior to rookery corstruction, the fill should be placed beyond the planned rockery location and then cut nearly vpdicol so that the soil in back of the rookery Is thoroughly compacted. Since grading plans were nol established at the time of this report, the relationship between the proposed footings and GEOTECH CONSULTANTS. INC. M r #.,A= A V AM i Jackson JN 03322 September 3, 2003 Page 9 promosed rookeries could not be determined. Foundagons closer to the back of the rookery then two limes the height of the rockery would exert a surcharge on the adjacent r*ckeries; surcharged rookeries or rookeries taller than 4 feet will require the use of geogdd reinforcement in the backfill. We, can provide a rookery detail if necessary. *Tb construction of rookeries Is, to a large extent, an art not entirely controllable by engineering me ods and standards. It Is imperative that rookeries, If used, are.constructed with care and in a 0 0 d pro er manner by an experienced contractor with proven ability in rookery construction. The roc: enes should be constructed with hard, sound, durable rock in accordance with accepted local er 4 pro tice and City of Edmonds standards. Soft rock, or rock YAth a significant number of fractures r or I - sions, should not be used, In order to limit the amount of maintenance and repair needed I 0 time. Provisions for maintenance, such as access to the rookery, should be considered In the W de an. IN 0 A VA77ONS AND SLOPES x Ex E vation slopes should not exceed the limits specified In local, state. and nationall government 8 8981 t ty regulations. Temporary cuts to a depth of about 4 feet may be attempted verticaNy in U un U t turated GOP, If there are no IndleiWons of slope Instability. However. vertical cuts should not be m ma Ja near property boundaries, or exilaft utilitim and structures. Based upon Washington Ad dl inis trathre Code (WAC) 296, Part N, the soil at the subject site would generally be classified as T T y B. Therefore, temporary cut slopes greater than 4 feet In height cannot be excavated at an nation steeper than 1:1 (HarizontalMerticaD, extending continuously between the top and the bo 0 or orn of a cut. As discussed in the Genaml sqcuon of this report gmundwater e)dting cut slopes ce lead to rapid deambilization of ft cut. It groundwater is encountered In any of the cuts at the it 6 *it I , the excavation should be Immediately backfilled to above the line of seepage and the . go( itechnical engineer should be called to the site to evaluate the need for remedial measures. Thi i above-reoommended temporary slope Inclination Is based on what has been successful at oth sr sloe with similar soil conditions. Temporary cuts are those that will remain unsupported for a rel Uvely short duration to allow for the cormtruction of foundations, retaining walls, or utilities. To porary cut slopes should be protected with plastic sheating during wet weather. The cut slopes s4shuld also be backfilled or retained as soon as possible to reduce the potential fbr Instability. so note that gravel can cm suddenly and without warning, Excavation, foundation. and utility co co ractors should be made especially awaire of this potential danger. Adl permanent cuts Into native soll should be. Inclined no steeper than 2:1 (H:V). Fill slop" should not be constructed with an inclination greater than, 2.51 (H*V). To reduce the potential for shallow slo ighing, fill must be keyed and benched into the existing slopes. Adequate compaction of the Mo face is important for long-term stability and is necessary to prevent excessive settlement of P� 108 slabs, fbundatlons, or other Improvements that may be placed near the edge of the slope. T 3 can be accomplished by overbuilding the compacted fill and Men trimming it back to its final In in ation. Water should not be allowed to flow uncontrolled over the top of any temporary or Ps anent slope. Also, all permanently exposed slopes should be seeded with an appropriate as of vegetation to reduce erosion and Improve the stability of the surficial layer of Boil. Ann distUrbance to the existing slope outside of the building limits may reduce the stability of the sic Damage to the existing vegetation and ground should be minimized, and any disturbed areas should be reve"ated as soon as possible. Soil from the excavaflon should not be placed on the slope, and this may require the off -site disposal of any surplus soil. GEOTECH CONSULTANIS. INC. 11 Alai I Jackson JN 03322 September 3. 2003 Page 10 We anticipate that cuts on the order of 6 to 8 feet will be required to achieve the proposed finish floo r elevations. Based on the setbacks indicated on the site plans, the only locations where there may be Insufficient room within the property lines to make the proposed cuts are on the northern side of the northernmost house and the southern side of the southernmost house. If the house loci tions or elevations cannot be adjusted to maintain the recommended cut slope Inclinations, sho Ing will be required to make the proposed cuts. We can provide design recommendations for sho Ing if it is necessary. DR UMAGE CONSIDERATIONS FoUndation drains should be installed around tM perimeter of each of the residences. We re mmend that each residence have its own independent foundation drainap system. Drains Id also be placed at the base of all earth -retaining waft. -These drains should be surrounded biyt -woven, geote I er least 6 inches of 1-inch-minus, wauhad mck and then wrapped in non xt le, fift lab la ra ed pipe (Mirafi 140N, Supac 4NP, or similar material). At its highest point. a perfo t invert she uld be at least 6 inches below the bottom of a slab floor or the level of a crawl space, and it she uld be sloped for drainage. All root and surface water drains m ust be kept separate fror" the fou idation drain syMem. A typical drain detail Is attached to Vft report as Plate 3. For the beat lonj 1-term performance, perforated PVC pipe is recommended for all subsurface drains. In 1 eneral, an outlet drain Is recommended for all crawl spaces to prevent a build up of arry water tha may bypas the fooUN drains. We can provide recommendations for Interior drains, should the become necessary, during excavabon and foundation construction. G undwat was observed during excavation of the test pits. If seepage Is encountered in an er e x aiki vation. it should be drained from the site by directing It through drainage ditches, perforetted P p of French drains. or by pumping it from sumps interconnected by shallow connector trenches Cat e boom of the excavation. excavation and site should be graded so that surface water is directed off the site and away 'the tops of slopes. Water should not be allowed to stand in any area where foundations, sla , or pavements are to be corIstructed. Final site gmdkV In areas adjacent to the residences tfro 9 uld slope away at least 2 percent, except where the area Is paved. Surface drains should be pr ded vftre niecessary to prevent ponding of water behind foundation or retaining walls. I: onally. a drainage awale should be provided upslope of each residence to Intercept surface rur -off and direct It Into the storm drains. We recommend that c"basins be placed in each of the stor v er s tem. Water from roof, driveways to capture surface water and direct it Into tht m 'at ys ste: rm water, and foundation drains should not be discharged onto slopes: It should be tIghtlIned to a a ultable ouffall located away from any slopes. G1 'NERAL EARTHWORK AND sTRUCTURAL FILL AJI building and pavement areas should be stripped of surface vegetation, topsoil, organic soil, and otter thr o served deleterious material. A large amount of dumped garbage and yard waste were b 3ughout the she; these materials will need to be removed during site clearing. The stri pped or rel loved sand and gravel above the root line should not be mixed with any materials to be used of str ictural fill, but they could be used in non-structural areas, such as landscape beds. OF-OTIRCH CONSULTANTS. INC. 11 to — -- I t11**. 12 Jackson JN 03322 timber 3, 2003 Page I I -tural fill Is defined as any rill, Including utility backfill, placed under, or close to, a building, nd permanent retaining or foundation wells. or In other areas where the underlying soil needs ipport loads. All structural fill should be placed in horizontal lifts with a moisture content at, or . the optimum moisture content. The optimum moisture content is that moisture content that Its in the greatest compacted dry density. The moisture content of fill Is very Important and be closely controlled during the filling and compaction process. As discussed In the GenaW Ion, the on -site gravel below the root line is suitable for reuse as structural fill. However, We rnmend that footIngs be placed on no more then 5 feet of structural fill. allowable thickness of the fill lift will depend on the material type selected, the compaction pment used, and the number of passes made to compact the lift. The loose lift thickness Ad not exceed 12 Inches. We recommend testing the fill as it is placed. It the fill is not abritly compacted, it can be recompacted before another lift Is placed. This eliminates the I to remove the fill to achieve the required compection. The following table presents immended relative compactions for structural fill: Whem: Ordmum RoIrtivo CompaWan Is do Mda. eWW"W In Poo" W"a, of ft ampaded doy dowity to bta nmWaim dry *=Nr. as dehmnind in sucardom wM ASTM Test DeftnWan D 153?41 (MadHied Pr99Wd- General section should be reviewed for considerations related to the rouse of on -site sails; the ell below the rqot line is sultable for rouse as structural fill. Structural fill that will be placed in weather should oonsist of a coarse, granular soil with a silt or day content of no mom then 5 ant. The percentage of particles passing the No. 200 sieve should be measured from that [on of soil pmssing the three-quarter4noh sieve. 7, 7�- �r . i Th& analym. conclusions, and recommandations contained in this report are based on site co4ditlons as they existed at the time of our exploration and assume that the soil and groundwater co ditionss encountered In the test pits are representative of subsurface conditions on the site. If th subsurface conditions encountered during construction are significantly dIfIbrent from those ob erved In out explorations, we should be advised at once so that we can review these conditions an reconsider our recommendations whom necessary. Unanticipated soil conditions are co monly encountered on construction sites and cannot . be fully anticipated by merely laking soil s a iples, in test pits. GEoTECH CONSULTANTS, INC. f"� t ff C M 0 C M ID Z' 45 0 -n !-� PH M" C 0. In will R I * 01%IQ A .111 Jackson JN 03322 imber3,2003 Page 12 urface conditions can also very between exploration locations. Such unexpected conditions ently require making additional expenditures to attain a properly constructed project. It is nmended that the owner consider providing a contingency fund to accommodate such Wal extra costs and 6sks, This Is a standard recommendation for all projects. report has been prepared for the exclusive use of Man Jackson and his representatives for f1c; applical,ion to this projed and site, Our recommendations and conclusions are based on rved site materials, and selective engineering analyses. Our conclusions and nmendatione are professional opinions derived in accordance with current standards Of Ice within ttm scope of our services and within budget and time constraints. No warranty Is tesed or implied. The scope of our services does not include services related to construction V precautions, and our recommendal:Ions are not intended to direct the contractoes methods, ilques, sequences, or procedures, except as specifically described In our report for demilon in design. . . . . . . . . . . Idition to reviewing the fmal plans, Geotech Consultants. Inc. should be retained to pmvlde 3chnical consuRation. testing, and observation services during construction. This Is to confirm subsurface conditions are consistent with those Indicated by o6r exploration, to evaluate her earthwork and foundation construction activities comply with the general intent of the ,nmendations preserited In this report and to* provide suggestions for design changes in ft l; subsurface condi'llons differ from those anticipated prior to the start of construction. wer, our work would not include the supervision or dWction of the actual work of the actor and He employees or mjwft. Also, job and site safety, and dimensional measurements, a the responsibility of the corftctor. Dquent consultation and testing services during the design and construction phase would be ied on a time -and -materials basis In accordance with terms and conditions of our attached luls of fees and general conditions. This work often Includes a review of Me gectechnical .19 of the plans and Interaction with the architect, civil engineer, and structural engineer. Also, f Involve geotechnical observation and testing services during the construction phase, which I also be charged on a time -and -materials basis. Unless otherwise notified by the owner. we I assume that your acceptance of this proposal is also authorizaton to consult with the design as required an a time -and -materials basis. I the construction phwe, we will provide geotechnical observation and testing services only requested by you or your reimsentatives. We can only document site work that we actually ea. It is still ft responsibility of your contractor or on -site construction team to verify that our imendatforks are being followed, whether we are present at the site or not. GEOTECH CONSULTANTS. INC. UY b 0, M M.8; M C z C-); M. Alar i Jackson Sep tember 3, 2003 EN TIJHS: earn 4T Erin M. Toland Geotechnical Engineer ---- - 9--0-1-31- 4:09 J I &,- Jones H. Strange, Jr.. P.E. Geotachnical Project Manager GEOY9CH CONSULTANTS, INC.