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20051100.pdfCEIVED fj I � 7PERMIT EXPIRES PERMIT CITY OF EDMONDS NUMBER CONSTRUCTION PERMIT APPLICATION JOB IZI 11TEIAPT# ER NAMEINLNIE OF BUSINESS ADDRESS _Vv/ PLAT NAME/SUBDIViSION NO. LID NO, a: LOT NO. C--Jl LID FEE S W 07hILING APQRESS z 3: PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP TESCP Approved o Lk RW Permit Rented street use Permit Require 7 PROPOSED �j -L-IP TELEPHONE EXISTING Inspection Required Sidewalk Required REQUIRED DEDICATION 0--' FT Underground 1206 Wirinq requirod NAME METER SIZE INE SIM NO. OF FIXTURES PRV REQUIRED < YES 13 NO CI 9 IN! t: ADDRESS REMARKS w OWNER/CONTRACTOR RESPONSIBLE FOR EROSION CONTROUDRAINAGE z CITY ZIP TELEPHONE -Wa I&M_ W,&Mb&A1e" S Ery,; (1199 W S &TIC"N NAME CBL�AC�,6 L C3)Q�)a C CN-V nZIf ENGINEERING REVIEWED BY DATE I% ADDRESS I Ll 1,_ -ftea 0 U '_ vc" 17 FIRE REVIEWED BY DATE Lu ZIP TEI�FPIAONE 0 U 5 � I 0(u 0 �.kf) ��) L VARIANCE OR CU SHORELINE OR ADB# INSPECTION SEPA STATE LICENSE NUMBER 3 EXPIRATION Dg CHN BY REQ'D COMPLETED EXEMPT AdAvvifyi 13YES 0 NO Fill ON ZONE SIGN AREA HEIGHT PROPERTY TAX ACCOUNT PARCEL NO. WAIVER 13 ALLOWED PROPOSED ALLOWED PROPOSED W V"00 ?�.S -2� 51 Ono STUDY'*R, LOT COVERAGE REQUIRED SETBACKS (FT.) PROPOSED SETBACKS (FT.) NEW IR RESIDENTIAL PLUMBING) MECH ALLOWED PROPOSED FRONT SIDE REAR FRONT URSIDE REAR EADDITION El COMMERCIAL COMPLIANCE OR -3.6 s t5, to' 9 1/0 (0-t- z l MIXED USE 1:1 CHANGE OF USE I z PARKING LOTAREA PLANNING REVIEWED BY DATE El REMODEL MULTIFAMILY SIGN REO'D 1 06 PROVIDED 4q(, .2 , GRADINQ FENCE REPAIR ) CYDS ( X FT.) REMARKS DEMOLISH TANK OTHER GARAGE E3 RETAINING WALL FIRE SPRINKLER z CARPORT ROCKERY FIREALARM 0- P ITYPE OFgSE, BUSINESS OR ACTIVITY) EXPLAIN: rx S TYPE 017,�A LICTION COD OCCUPANT GROUP JZ) 7:�) NUMBER OF TDWELLING NUMER OF U 0 w SPECIAL INSPECTION CONSULTANT OCCUPANT, 0 STORIES U UNITS REQUIRED YES LOAD e DESCRIBE WORK TO BE DONE BY: C -Y\ (2. STRUC\�MM BY: VALUATION $3S 6,,5-7 b DLT-1� 103 Description `14 —247 Plan Check HEAT SOURCE LOTSLOPE% VESTED DATE Building Permit !E�4_S, I PLAN CHECK NO: Plumbing Mechanical THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PER4M111, COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBIC DONMAIN (CURBS. SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE Grading _j SEPARATE PERMISSION. it 'P. 4 PERMIT APPLICATION: SEE ECDC 19.00.005(A)(5) ui IL PERMIT LIMIT: SEE ECDC 19,00.005(A)(6) Engr. Inspection SEE BACK OF PINK PERMIT FOR MORE INFORMATION 'APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESSORS Fire Review En ui IN INTEREST, AGREES TO INDEMNIFY. DEFEND AND HOLD HARMLESS THE CITY OF _j 2 EDMONDS, WASHINGTON, ITS OFFICIALS,'EMPLOYEES, AND AGENTS FROM ANY AND Fire Inspection ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE. ARISING DIRECTLY OR INDIRECTLY FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT 13E DEEMED TO MODIFY, WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE Landscapelnsp. 0 NOR LIMIT IN ANY WAY THE CITY'S ABILITY TO ENFORCE ANY ORDINANCE PROVISION.* X1 Recording Fee 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 TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC- CALL TION: AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO FOR INSPECTION WORKMEN'S��NSATION RANCE AND RCW 18:27. (425 DATE SIGNED 771-0220( FEE Description FEE I State Surcharge 1. C City Surcharge Base Fee 0 z Plan Chk. Deposit Receipt # Total Amt. Due Receipt # APPLICATION APPROVAL This application is not a permit until signed by the Building Official or his/her Deputy: and Fees ate paid, and receipt is acknowledged in space provided. I 111ALS SIGN RE DATE — I 2,�— I —CG _6BY DATE ATTENTIW \:�R r. A I . 1 13 *313 1PY 1� U 0 IT IS UNLAWFUL 14D USE 0 A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTI- RIGINAL E YELLOW - INSPECTOR FICATE OF OCCUPANCY HAS BEEN GRANTED. UBC109 / IBC110 / IRC110. PINK - D`WU- GOLD - ASSESSOR 10/04 PRESS HARD - YOU ARE MAKING 4 COPIES 11' z 0 1 0 M --I -n M C rn 0 -40 0 C -1 K X M M Z j) -4 C _z 0 -n n __4 xg MM 0 0 0 M C co r. 0 Q 0 Z r- .AT X z Cl) z 0 ITI z J AlVI) '-A AVP,'.NUP" W. P6, N-3 (n- Wj 12 SS�t ��X/ ORA Pf-Z ROKO pis EX 0 (�EN-LE �F 72N[ T jr. 7 Q> ri FUYTrM Z J4 4 z 0 0 m 270 -15, rz) m m 0 0 M M z �4 c 65 0 m m 0 m 0 c CA K Cl) M 0 Z r- gg M 278 M. > z NJ 3: z 06e 0 gL j m e: APPROVED BY PLANNING vcora A 2;1- C) -6 30 Max He4,� hi- e CornerOQFlaglU t1A a I UD Zon A r, c �Se ire tual Z I'91ji -1- 0- tbacks B��qu d _A �c C) z C-,) I M Front W - — ----- 00 101 n a Sides mm �j Am 0-0 1"D U) Rear C� I 91 r---, C alk"N zj! cm C= ------- a other (n m a) z ADaPT Engineering, Inc. 800 Maynard A�enue South, Suite 403 Ale, Washington 98134 i el (206) 654-7045 Fax (206) 654-7048 k., February 3, 2000 WAOO-3474 6610 186" Street Southwest RECEIVED Z Lynnwood, Washington 98037 d JUL 0 8 2005 0 M Attention: Mr. Juergin, Kneifel PERMIT COUNTER Cn Subject: Subsurface Exploration and Geotechnical Engineering Evaluation M C d 157xx 72 Avenue Southwest, Lot C M CY. 0 0 0 Snohomish County, Washington 98026 C gin. V M MZ1 ai e - D Mr. Kneifel, C r Cn This report summarizes our observations and conclusions, and provides geotechnical 0 -n d recommendations for development of the site. The project site is located at 157XX 72 Avenue _n Southwest, Lot C, in Snohomish County, Washington. The location of the site is.shown felative M M to the surrounding features on the Location/Topographic Map, Figure li attached to this report. 0 0 Our services are.provided at your request. We received written authorization to perform the 0 M C co . . . . . . work from Mr. Juergin Kneifel. Our understanding of the project is based on. our discussions a ca rmo XK t.... M' V, with you, our review of the preliminary project plans provided.to us, our site reconnaissance, as Z r well as our soils explorations. > 'Ile subject property is a vacant and mostly cleared lot that covers approximately 12,760 square Z feet. Based upon the provided survey map, the property slopes moderately to steeply toward the Cn. southwest, with a flat central area, and total topographic relief across the site is 48 feet. Based Z .0 upon the provided plans, the proposed development would include construction of a two-story, %-K wood -framed house with a full basement that daylights to the west, along with paved easements M nd acce enue Southwest. The house will have a footprint of approximately 1,600 square ssing 72 Av feet. The d . evelopment would include a cut of up to ten feet along the eastern side of the proposed structure, and a significant amount of earthwork will be necessary. The existing site conditions are as depicted on the attached Site and Explo ration Plan, Figure 2, ADaPT Engineering, Inc. Mr. Juer en Kneifel 9 WAOO-3474 February 3, 2000 Page .2 which depicts the location of the explorations accomplished for this study, as well as the topographic expression of the site. The purpose of our study is to conduct a geotechnical evaluation of the site and provide geotechnical Z 0 recom development of the site for the project site. Specifically our scope includes the mendations for 4 following: rn-. Conduct a geotechnical exploration program at the site; co M, C Provide a site plan showing the relative location of the test pits; M.0 O� Provide detailed, interpretive logs of the test pits; 0.: 0. C, Provide an assessment of the subsurface conditions and their impact on construction; :M M Provide site preparation recommendations; M2 ID Provide building foundation design criteria; Z. r Provide recommendations and design parameters for retaining walls and rock eries; Provide drainage recommendations, and; .0 Recommendations for further work, if necessary. 'ME MM 0 0 r 0 M: C co SITE CONDITIONS C Cl) SURFACE CONDITIONS i M 0 Z nd The site is located at 157xx 72 Avenue Southwest, Lot C, in Snohomish County, Washington. The M. subject property is a rectangular -shaped parcel that covers approximately l2i760 square feet The Z property slopes moderately to, steeply toward the southwest, with a flat central area. Based upon the -4 M provided sLirvey map, total topographic relief across the site is 48 feet. The steepest slopes along the Cl) Z: north -central and portion of the site have gradients of up 50 percent. According to Mr. Kneifel, however, oes not cons d run of. these Snohomish County: d ider. these slopes as "sensitive areas", due to the limite 0 M slopes. The site had been partially cleared and graded at the time of our site visit, with a few trees and blackberry bushes remaining on the eastern half of the site. The site is bordered to the west by a gavel surfaced roadway for 72 d Avenue West, to the south by Lot B, and to the north and east by single-family residential properties. The eastern edge of the property is marked by a four to five foot high treated timber retaining wall. We did not observe evidence of subsidence or slope instability on the site, including irregular or.huminocky topography, pistol -butted trees, active, or past active scarps, seepag I e zones, or hydrophyllic vegetation. No surface waters or surface water seepage was noted at the time of our site work. ADaPT Engineering, Inc. Mr. Juer en Kri eifel 9 WAOO-3474 Feb niary 3, 2000 Page 3 SUBSURFACE CONDITIONS Subsurface conditions on the parcel were evaluated by advancing three backhoe-excavated test pits. Z across the parcel. Our field explorations were completed on January 12, 2000 using a backhoe under subcontract to our firm. 'rest pit TP- 1, advanced on the eastern one-third of the site, disclosed. 0 M� approximately one foot of loose, moist to wet, disturbed, silty, gravelly sand overlying very dense, moist gray, silty, gravelly fine sand with cobbles that extended to the full depth explored (up to 7 feet below -n ground surface(bgs)). The very dense subsoils were interpretted to be glacial till. Test pit TP-2 M C ine sand disclosed approximately one. foot of topsoil over medium dense, moist, tan/gray, silty, gravelly f M 0 0 that extended -to a depth of approximately 4 feet bgs. These medium dense soils were underlain by 0 C similar glacial till soils As were en countered in 'IT-1 that -extended to the full depth explored (up to 8V2 M M Z feet bgs).. Test Pit TP-3) advanced on the western portion of the site, disclosed loose, moist, brown.with C black, silty fine to medium sa d to a depth of approximately 41/2 feet bgs. These surficial deposits were n r vn interpreted to be uncontrolled fill. These soils were underlain by medium dense to dense, moist, brov CA to grayish.tan, silty fine sand With variable gravel and cobbles that extended to the. full depth explored 0 -n (up to 91/2 feet bgs). These fine sand soils did not apPear to be typical of the glacial till deposits encountered in the other test pits elsewhere on the site. The native till and silty sand soil units are dense ITIM to very dense, exhibit relatively high shear strength characteristics, and are relatively incompressible. 0 r 0 M C C.0 The location of the test pits, designated as TP -1, TP-2, TP-3, are. shown on the attached Site and .1710: Zr. 7-1 Exploration Plan (Figure 2). The specific location and depth of the explorations performed were selected M. in relation to the proposed site features, under the constraints of budget and site. access. The location of the test pits and other features shown. on Figure 2 were obtained by hand taping from existing site > Z features. As such, the exploration locations shown on Figure 2 should be considered accurate to the, 3: degree implied by the measuring methods used. co Z 0 b the various types of soils encountered in The test pit logs appended to this report (Appendix B) descri e 0. M the explorations, based primarily on visual interpretations made in the field. The log also indicates the approximate depth of the contacts between different soil types, although these contacts may be gradational or undulating. Groundwater seepage was not observed in the test pits at the time of our site work. Fine grained, soils are often characterized by seasonal near surface "perched" water during the wet fall winter and spring months. Localized saturated zones may.develop at the fill/native glacial till interface, or at the contact between weathered and non -weathered glacial till surface owing to the relatively impervious nature of ADaPT Enginee.ring, Inc. Mr. Juergen Kneifel WAOO-3474 February 3, 2000 Page 4 the. glacial till horizon. Groundwater conditions can vary seasonally with changesin precipitation, and may fluctuate with changes. in site utilization and other factors. Z. 0 CONCL USIONS AND RECOMMEENDATIONS GENERAL M Based on our interpretation of the subsurface ex ploration and site reconnaissance, it is our opinion that the site is suitable for the proposed development provided that the geotechnical recommendations'given M. M below are incorporated into the design and construction. The medium dense to. very dense near surface 0: 0. 0 native soils at relatively shallow depth on the parcel would provide suitable support for the, proposed C:: single-family residences and associated easements. 'The project will include. a substantial amount of Z: M M earthwork for excavation of the daylight basement. A cut of 7 to 10 feet will be necessary for the east 10-4 side of the proposed house. In addition, retaihing structur es may be required along the north and east r margins of the proper -ty. 0 -n _n 3: M EARTHNVORK M 0 r Site Preplaration om� M, 0. The nedr-surface soils encountered in the test its generally consist of silty.sand with variable cobbles and p Z r-, gravel. These soils appeared. to have a silt content of more than 5 percent fines. These soils. are workable X, only during dry weather conditions. As the moisture content o f any silty soil increases, the soil will become C, difficult, if not impossible, to operate on or compact during wet,.weather con ditions. Theo peration of heavy -f. equipment at the site can be expected to result in disturbance of the exposed subgrade soils during wet weather conditions. In areas where the silty soils are exposed or used as fill in wet weather, we expect that operation of heavy -wheeled equipment will result in significant ground disturbance. During extended 0. periods of dry weather conditions, the moisture content of the soil may become depleted and moisture rn c onditioning of the. sand may become necessary. This may require the use of water trucks or other water devices. We therefore recommend that earthwo rk utilizing the ohsite silty soils be undertaken only during n Earthwork during wet weather will require dry weather conditions, if feasible, to minimize gradi g costs the use of select import fill soils, with the fines c ontent limited to 5 per cent or less passing the U.S.. No. 200 Sieve. The native soils, consisting of predominantly silty sands with variable gravel would be moisture sensitive. ADaPTEn ineering, Inc. 9 Mr. Juergen Kneifel WAOO-3474 February 3, 2000 Page 5 Subgrade Preparation Based upon our understanding of the project, site preparation for the proposed house and easements may ill areas include cuts of up to ten feet on the eastern portion of the site, with lesser cuts and possible minor f Z� 0 on the western portion of the site. We anticipate the base of the excavations for the house and garage on the eastern side of the site will extend into the dense or very dense soils at shallow depth. Prior to placement of M any fill material, the exposed subgrade areas should be compacted to a firm and unyielding surface. We recommend that a member of our staff evaluate the exposed subgrade conditions after removal of vegetation Cl) M C and topsoil stripping is completed and prior to placement of structural fill. The exposed subgrade soil rn 0 should be proofrolled with heavy rubber -tired equipment during dry weather or probed with a 1/2-inch- 0 C diameter steel rod durin wet weather. Any soft, loose or -otherwise. unsuitable areas delineated during 9 3: M prooft if practical, or overexcavated and replaced with structural olling or probing should be recompacted M Z fill, based on the recommendations of our site representative.. CZ. > r X 0 _n -n � . . . Structural Fill MM All fill material used to achieve design grades within the building foundation, or parking and drivewayareas 0 75 Om should be placed as structural fill. T'he structural fill should, be placed in horizontal lifts of appropriate C C Ca thickness to allow adequate and uniform compaction of each, lift. Fill placed below the building M 0; r-. r foundations and for Wall backfill should be compacted to at least 90 percent of NIDD (maximum d-y density, as determine d in accordance with ASTIVI D-1557) to within 2 feet of subgrade, and 95 percent of NMD in the upper 2 feet below pavement and foundation areas. >: Z The appropriate lih thickness will depend on the fill characteristics and compaction equipment used. We CD' recommend that the appropriate lift thickness be evaluated by our field representative during con struction. Z 0 For pl es, we recomniend a maximum loose -lift thickness of 12 inches. We recommend that anning purpos 01 M our representative be present during site grading activities to observe the work and perform field density tests. The suitability of material for use as structural fill will depend on the gradation and moisti�re content of the soil. As the amount of fines (material passing the U.S. No. 200 Sieve) increases, soil becomes increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult to achieve. If it is necessary to import structural fill material to the site, we recommend that fill mater ial consist of well graded sand and gr avel with less than 5 per cent passing the U.S. No. 200 Sieve based on that fraction ADaPT Engineering, Inc. Mr. Juergen Kneifel. WAOO-3474 February 3, 2000 Page 6 passing the 3/4-inch sieve. During prolonged dry weather, conditions, a somewhat higher (up to 10 to 12 per cent) fines content will be acceptable. Material placed for structural fill should be free of debris, organic. matter, trash and cobbles greater than 6 inches in diameter. Particle sizes larger than 3 inches should be Z excluded from the top 1-foot of fill. The moisture content of the fill material should be adjusted as 0 necessary for proper compaction. R1 Suitability of On -Site Materials as Fill C M 0, Most of the site work will consist of excavation along the eastern portion of the parcel for the daylight 01 C basement, and local excavation on the western portion of the site for the front yard and driveway access. X M M Z During dry weather construction, any norl -organic on -site soil may be con sidered for use as structural fill, provided it meets the criteria described above in the structural fill section and can be compacted.as recommended. If th e material is over the o . ptimum moisture content (typically 2 to 4 percent above ca o timum) when excavated, it will be necessary to aerate or dry the soil prior to placement as structural fill. P 0 n The workability of material for use as structural fill will depend on the gradation and moisture content of M, the soil. As the amount of fines increases, soil becomes increasingly more sensitive to' small changes in m moisture content and adequate compaction becomes more difficult or impossible to achieve. In general, the 0 r m C Cn. near surface native soils on the site were obser -ved to consist generally of silty, gravelly sand. It may be K Cn. necessai -y to moisture.condition these soils prior to use as structural fill, particularly during dry weath er m 0, Z r_ san untered on the site should be considered conditions. The deposits of predominantly silty d deposits enco highly moisture sensitive. 3: Z: CO)l CUT AND FILL SLOPES Z 0: Temporary'cut slopes (foundation and utility excavations) may be nece.ssary during grading operations. As M a general guide, tern porary slopes of 15H to IV (Horizontal to Vertic al) or flatter may be used for temporary cuts in the upper one foot to 7 feet or more feet o f loose or medium dense fill or native soils. Steeper temporary slopes in the dense to very dense soils may be used. For planning purposes, a'IH: IV slope may be used for the dense to very dense till or silty sand soils, typically encountered at depths below about I to 7 feet bgs at the project site. These guidelines assume that all surface loads are kept at a minimum distance of at least one half the depth of the cut away from the top of the slope and that significant Flatter cut slopes wil I be necessary where significant seepage is not present on the slope face. soil moisture or seepage occurs. ADaPT Engineering, Inc. Mr. juergen Kneifel WAOO-3474 r -ebruary 3, 2000 Page 7 BUILDING FOUNDATIONS The following f . oundation recommendations are presented for conventional spread footings bearing in suitable native soils, or for footings supported by structural fill, placed above suitably prepared native Z" subgrade. For structures which can bear on medium dense or d enser granular native soils, or on structural 0 fill compacted to at least 95 per cent of the appropriate NOD in accordance with ASTM D. -1557, we R1 recommend they be supported on shallow spread footings. In general, footings founded on undisturbed medium dense native soil or on properly compacted structural fill can be designed using an allowable soil -4 bearing pressure of 2,000 pounds per square foot (pso for combined dead and long.term live loads, UM MO exclusive of the weight of the footing and any overlying backfi 11. Where footings are founded directly on 0 0 the undisturbed dense to very dense glacial till, bearing pres sures may be increased to 3,000 psf for the C combined dead and long-term live loads. These values may be increased by one-third for transient loads 3: M, M z such as those induced b seismic events or wind loadings. y -1 C: Z > We recommend a minimum width of 18 inches fo r isolated footings and 16 inches for continuous footings. 0). -n rost action should be embedded at least 18 inches below the All exterior footing elements subjected to f 0 -n lowest adjacent exterior grade. Interior footings for heated spaces should penetrate at leas t 12-inches below x M M Finished grades. We rec commend that any disturbed soils in the footing excavations be removed, or if CO 0 r- practical, recompacted prior to concrete placern ent. All foundation subgr ades should be examined by a 0 M C M. representative of our firm to verify adequate bearing surface preparation prior to placing concrete. C Co. �MO z F_ In areas where the shallow soils consist of uncontrolled fill or otherwise unsuitable, organic -rich, soft/loose, or over -optimum in moisture content, we recorm-nend tha t the unsuitable material be removed and M, recompacted if practical, or replaced with structural fill as described previously. Where unsuitable soils or Z -4 old fill material extend to or occ ur at depth and overexcavation is impractical, we recorrunend that X C& foundation support be extended through the unsuitable or old fill materi a], if present. This is typically z accomplished with deepened. footings or by extending the footing stem wall. M We estimate that sett lements of footings designed and constructed as recommended will b e less than I inch, ffere tial settlements between comparably loaded footings of 1/2 -inch or less. Settlements will occur with di n essentially as loads are applied. Disturbance. of the foundation subgrade during construction co uld result in larger settlements than predicted. According to Mr. Kniefel, the slopes on the site do not constitute "sensitive are . as" accor ding to Snohomish County standards. As such, sensitive area setback criteria are not applicable to the site. ADaPT Engineering, Inc. 'Mr. Juergen Kneifel WAOO-3474 February 3, 2000 Page 8 FLOOR SLAB SUPPORT Slab -on -grade floors should be supported on native soils or on structural fill prepared as recommended. We recommend that floor slabs at the site be underlain by a 4-inch thickness of uniformly graded gavel or sand Z' containing no more than 3 per cent fines to provide a capillary break. The capillary break material should be placed in one lift and compacted to 90 percent of the D. The capillary break material should bi e O� rn connected to a suitable drain outlet to provide an exit for any accumulated seepage. A vapor barrier, such as -n a polyethylene liner, is also recommended. A thin lay er of "clean" sand may be placed over the vapor 3: barrier and immediately below the slab to protect the polyethylene liner during steel and/or concrete M M placement. A subgrade modulus of 250 kcf (kips per cubic foot) may be used for design. We estimate that 0 0 -inch settlement of the floor slabs designed and constructed as recommended, will be 1/2 or less over a span C of 50 feet. 3: rn M Z 10 C z > LATERAL RESISTANCE -n .0 Lateral loads may be resisted by ffiction on the base of footings an d floor slab and as passive pressure on M M the sides of footings. We recommend an ultimate coefficient of friction of 0.45 be used to calc ulate friction �ca 0 soil or ompacted structural fill. Passive pressure may be between the concrete and dense native c OM C (A Co determined using an equivalent fluid weight of 300 pcf (pounds per cubic foot) above the water table. This M 0 z r assumes that structural fill is placed against the sides of the footings and that the top of the fill is confined by either a concrete floor slab or pavement. A safety factor of 1.5 is conventi onally applied to these values. X -4 Z, RETAINING AND SUBGRADE WALLS Z Retaining and/or subgrade walls can be supported on shallow fo otings founded on medium dense or denser 0 native soils or structural fill, if properly prepared.: Footings bearing on at least medium dense or medium M stiff native soils or structural fill as described above can be designed using an average allowable bearing value of 2,000 (pounds per square foot) psf with a maximum toe pressure of 3.000 psf. Lateral loads on conventional retaining structures founded as described above may be resisted by fric tion on the base of the wall footings and as passive pressu re on the sides of footings. We recommend using an ultimate coefficient ill. For the of friction of 0.45 to calculate ffiction between the foundation and native soils or on structural F condition of a ho-iizontal ground surface beyond the wall, the passive pressure may be determined using an equivalent fluid dens ity of 300 pcf. This assumes that.the footings are cast "neat" against the cut, and that ADaPT Engineering, Inc. Mr. Juergen Kricifel WAOO-3474 February 3, 2000 Page 9 any fill soils around the wall are placed and compacted as st -ructural fill. A safety factor of 1.5 should be applied to these values, for sliding and overturning. 'Me lateral active soil pressures acting on reinforced concrete retaining walls depend on the nature, density Z: IJ and configuration of the soil behind the wall. We recommend that walls supporting horizontal backfill be designed using an equivalent fluid density of 35 pcf for a level back -slope behind the wall. This pressure, is M based on backfill placed within 2 fee t of the wall being compacted by hand -operated equipment to a density, of 90 per cent of the NMD and consisting of clean sand or sa nd and gravel. The recommended pressure Cn ur e effects of a slope above the does not include the effects of surcharges from surface loads, or the s charg rn CO wall. For the conditions of a 2H to IV slope above the wall, a 50 per cent increase in horizontal pressures rn 01 would apply. As an alternative to conventional concrete retaining walls, the use of segmented concrete 0 C". C t e walls). Such walls with geofabric o r geogrid reinforcement may be considered (i.e., "Keystone' yp M M Z -in-place walls, and are es ecially attractive where site walls have the advantage of economy over cast p C Z_ grades will be raised, as the grid/fabric can be included progressively in the structural fill as site grades are raised. If such walls are considered, they should be constructed in accordance with the manufacturer's CO) recommendations and specifications. 0 -n -n rn We recommend that retaining wall footings founded near fill slopes be a minimum of 2 feet in width and m 0 Vi 0 have a minimum 2 feet of embedment. Adequate drainage behind any retaining s tructure is imperative. We 0 M C (J) recommend that a drainage syst em consisting of a minimum 18 inches of washed sand and gravel with less C CO than 3 percent fines be placed along the back of the wall. In addition, a drainage collector system Z consisting of 4 -inch perforated PVC pipe should be installed behind the wall to provide an outlet for any accumulated water. The drainage material should be capped at the ground surface with 1 -foot of relatively impermeable soil or otherwise sealed. Z 3: Z ROCKEREES rn If rockeries are to be used on this project, we recommend that a setback for foundation elements be provided for all structures. We recomm, end that building limits in these areas be located at or behind a point such that a slope inclined at. I H: IV extended upwards from the base of th e rockery would not encounter any foundation elements. We recommend that all rockeries be placed in accordance with current Snohomish County specifications and be limited to the restrictions stated therein. A copy of the Snohomish County rockery design and construction re quirements is included in Appendix C of this report. Rockeries should. be construc ted only with sound, durable rock. Drainage provisions and building and parking setbacks are ADaPT Engineering, Inc. Mr. juergen Kneifel WAOO-3474 Febmary 3. 2000 Page 10 provided in local codes and standards. Depending on the rocker -y Iodation and application, reinforcing material and select fill behind the rockeries may be required. Although commonly used in the northwest, it should be noted that. unreinforced rockeries are actually eir rimary function is to provide a facing landscape features rather than engineered retaining structures. Th p Z� for n and sloughing. As such, the materials in a otherwise stable slopes and to protect them fTom erosio 0 M rockery face cut slope -should consist of relatively dense strata. It should also be realized that rockeries, even when they are properly constructed, will require. occasional maintenance. Therefore, rockeries should Ca be located so that they are readily accessible for a contractor's equipment should repairs become necessary. Um C M 0 0 0, C, PAVEMENTS M M Pavement subgrade areas should -be compacted as previously outl ined, except that the minimum Z: compaction achieved in the upper 2-feet below pavements should be compacted to 95-per,cent of MDD, in accordance with ASTM D -1557. 0 -n M M CA 0 SITE DRAINAGE 0 M :C (A All ground surfaces, pavements and sidewalks at the site should be sloped away from the structure. Surface M 01 Z rl, water runoff should be controlled by a system of curbs, benns, -drainage swales, and or catch basins, and conveyed to an appropriate discharge point. Roof drains for the structure should be tightlined separately from footing drains. Footing drains should be installed adjacent to all exterior footings. The footing drains Z:, should not be connected to the roof drain system until sufficient gradient will prevent roof water from entering or surcharging the footing drain. Drains should also be provided behind all retaining. or subgrade Z. walls.' Driveway/sidewalk surfaces should be sloped such that surface water runoff is directed awa . y fi -orn 01 the structure, and where appropriate collected and routed to suitable discharge points. Surface water should 0 M not be allowed to discharge over steep slopes. All siorm,water should be collected and routed via tightline to an appropriate discharge point. ADaPTE,ngineering, Inc. C. 7' Mr. Juergen Kneifel WA00-3474 February 3, 2000 Page I I LDIITATIONS We have prepared this report for use by Mr. Kniefel, and members of his design team, for use in the des . ign w of this project. Our report, conclusions and interpretations should not be construed as a arranty of the Z subsurface conditions. Variations in subsurface conditions are possible between the explorations and may 0 also occur With time. contingency for unanticipated conditions should be included in the budget and 0�' vi irm during schedule. Sufficient monitoring, testing and consultation should be pro ded by our f construct ion to confirm that the conditions encountered are consistent with those indicated by the Ca explorations, to provide recommendations for design changes should the conditions revealed during the M C Aher earthwork and foundation installation activities work differ from those anticipated, and to e valuate whe rn comply with contract plans and specifications. 0 C; M When the design is finalized, we recommend that the design and specifications be reviewed by our firm to M Z C=� — see that our recommendations have been interpreted and implemented as intended. Th e scope of our > Z F_ services does not -include services related to environmental remediation and construction safety precautions. 0) e ot intended to direct the contractor's methods, techniques, sequences or ,Our recomm ndations are n 0 -n procedures, except as specifically described in our report for consideration in design. If there are any M changes in the loads, gr ades, locations, configurations or type of facilities to be constructed, the conclusions M and recommendations presented in this report may not be fully applicable. If such changes. are made, we 0-- r should be given the opportunity. to review our recommendations and provide written modifications or C Cn. K a v 'fications, as a propriate. en p M 0 Z M Z Z 0 ADaPT Engineering, Inc. Mr. Juergen Kneifel WAOO-3474 February 3, 2000 Page 12 Within the limitations of scope, scheduleand budget; our services have been executed in accordance with as prepared. N tim 0 other conditions, express generally accepted practices in this area at the e this report w or implied, should be understood. Z 01 Respectfully submitted, M ADaPT Engineering, Inc. cal-q M —C MO 0 -40 C. M Z� Charles C. Cacek Senior Engineering Geologist G W r- -4 3: CIO 0 n M M. 0 1 4 Kurt W. Groesch, PE 0 0 C Senior Geotechnical Engineer Z (A �Mo EXPIRES 61151e�*) �z X KWG/ccc z Enclosure: Appendix A - Figures Co Appendix B - Test Pit Logs z �O Appendix C Snohomish County Rockery Detail d 0- M z 0 A 0 m -n M., C M 0 --40 :1 0 C m m z 3: 0 -n n m M 0 0 M C (j) M 0 Z X z Z 0 m FIGURE 1 - Location/Topographic Map ADaPT Engineering, Inca Location Kneifel Property it 800 Maynard Avenue S., Suite 403 157xx &72nd Avenue West Lot C" Seattle, Washington 98134 Snohomish County. Washington 98026 Client Mr. Kneifel Ph 206.654.7045 Fox 206.654.7048 Date 1/21/00 Job S—WA-00-3474