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10304 242ND PL SW.PDFiiiiii lill . 11 4503 10304 242ND PL SW 0 ADDRESS: / 0d -// PL (50 TAX ACCOUNT/PARCEL NUMBER: 605�J 0 ocon BUILDING PERMIT (NEW STRUCTURE): 0:2 D" / &,D COVENANTS(RECORDED)FOR: CRITICAL AREAS: l U DETERMINATION: ❑ Conditional Waiver ❑ Study Required ❑ Waiver DISCRETIONARY PERMIT #'S: DRAINAGE PLAN DATED: I PARKING AGREEMENTS DATED: EASEMENT(S) RECORDED PERMITS (OTHER): PLANNING DATA CHECKLIST DATED: SCALED PLOT PLAN DATED: SEWER LID FEE $: LID SHORT PLAT FILE: LOT: BLOCK: SIDE SEWER AS BUILT DATED: SIDE SEWER PERMITS) #: SOILS REPORT DA' STREET USE / ENCROACHMENT PERMIT #: L:\TEMP\DSTs\Forms\Street File Checklist.doc DATE RECEIVED (' - y l D PERMIT EXPIRES CITY OF EDMONDS USE PERMIT ZONE NUMBER Ci - - () hkS CONSTRUCTION PERMIT APPLICATION JOB SUITE/APT# ADDRESS r,!`�� j'� J z #z r �,,,/ t.,7 r L OWNER NAME/NAME OF BUSIN r PLAT N E/SUBDNISION NO.. LOT NO. LID NO. MAILING ADDR S 7L"i 4 c7 t •71 c LID FEE $ TESCP Approved Q / /// 6Z I ���• PUBLIC RI QF WAY PER OFFICIAL STREET MAP g�j�� RW Permit Required street Use PermN Req'd CITY ZIP TELEPHONE / EXISTINROPOSED Wpecdon Requked Sldewelk Requred Li ✓1 (J It/ i ou d +�� REQUIRED DEDICATION FT Unamprou nd W4inpregulred NAME " METER SIZ r, LINE SIZE NO. OF FIXTURES PRV REQUIRED �+ 11./ 14 L^4Z 5 02:151 & )OIr YES CI NO Q z {1-1 E AD ESS REMARKS z OWNER/CONTRACTOR RESPONSIBLE FOR EROSION CONTROUDRAINAGE•V ,d014 I L�sio�► C ) ZIP o CyQ / %'��►4� / t+ / �� TELEPHONE r 1 / �y �, C°" �010�1v 1. <%!L"!`, '�4•�..s NAME V , s CBL # �^ STO N•I CON At. � T aG L /l�3°'T�i L LLT b 01V GINEERING REVIEW D BY PATE ?' 00 ADDRESS 2 12 - FIRE REVIEWED BY DATE W CITY ZIP TELEPHONE VARIANCE OR CU SHORELINE OR ADB# INSPECTION RE O'D BOND POSTED STATE LICENSE NUMBER EXPIRATION DATE KED BY OYES O $ .. �.... U SEPA REVIEW SIGN AREA HEIGHT a PROPERTY TAX AC UNT PARCEL NO. COMPLETE EXEMPT ALLOWED PROPOSED ALLOWED PROPOSED MM, 00 () to C7 � E3 V V EXP NEW RESIDENTIAL PLUMBING / MECH LOT COVERAGE ALLOWED `-REQUIRED SETBACKS (Fr.) FRONT SIDE REAR PROPOSED SETBACKS (FT.) FRONT REAR PROPOSED 1 URSIPE ' O Iz ❑ADDITION COMMERCIAL ❑ COMPLIANCE OR ❑ CHANGE OF USE �7v) /a O ""t -7 . S 7 S 11 j ' t Z ❑ REMODEL ""�aC°"' ❑ MULTIF�ILY ❑ SIGN m' ,'` PA KING LOT AREA PROVIDED PLANNING REVIEWED BY D g � J �Gf ,� .,, FENCE, ❑ REPAIR C' l" CYDS ❑ ( X FT) REMARKS ❑ DEMOLISH ❑ TANK ❑ OTHER `_ GARAGE RETAINING WALL FIRE SPRINKLER ❑ ❑ O G R CARPORT ROCKERY FIRE ALARM (TYPE OF USE, BUSINESS OR ACTNI EXPLAIN: CHECKED BY TYPE,O•F CONSTRUCTION C CCPAbjTq V /Q�/J p' • • V GROUP GNUMBER m OF % NUMBER OF DWELLING CRITICAL AREAS SPECIAL INSPECTION Y AREAGJ y OCCUPANT O STORIES fir•+ UNITS NUMBER REQUIRED YES + B(Q �jF z) (! �j rj °A DESCRIBE WORK TO BE DONE ,. - zv I`�"✓y REMARKS _ PROGRESS INSPECTIONS PER UBC 108/FINA CTION REO'D /� Z# 0 m VALUATION $ t /6 7 Description FEE "1, Description FEE Plan Check '" State Surcharge HE6T SOURCE Ci / �jLAZIN % 6%r LOT 1,7 OV, G/ Building Permit City Surcharge PLAN CHECK NO: ,. , VESTED DATE PlumbingAe r ©� Mechanical "- c76 ��. t THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS- ORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE Grading ` 7 Pqn- It SEPARATE PERMISSION. Engr. Review Ix ty PERMIT APPLICATION: 100 DAYS d PERMIT LIMIT. 1 YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS Engr. Inspection SEE BACK OF PINK PERMIT FOR MORE INFORMATION APPLICANT, ON BEHALF -HIS OR HERSPOUSE, HEIRS, ASSIGNS AND SUCCESORS Fire Review Plan Chk. Deposit IN INTEREST, AGREES Tq INDEMNIFY DEFEND AND'HOLD HARMLES THE CITY OF EDMONDS. WASHINGTON,' ITS OFFICIALS, EMPLOYEES; AND AGENTS FkOM ANY AND f .. ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY Fire In ection Receipt # 9 FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT BE DEEMED TO MODIFY, WAVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE Landscape Inep.,, Total Amt. Due = NOR LIMIT IN ANY WAY THE CITY S ABILITY TO ENFORCE ANY ORDINANCE PROVISION.' Recording Fee.,, j Receipt #/ r) " THIS APPLICATION; THAT THE GIVEN CIS CORRECT; AND THAT I AM THE ACKNOWLEDGE THAT I HAVE WNER, OR THE DU Y AUTHORIZED FAGENTTION OF APPLICATION APPROVAL THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC- CALL This application is not a permit until signed by the TION; AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED Building.Of8cial or his/her Deputy: and Fees are paid, and IN VIOLATION OF THE LADE OF THE STATE OF WASHINGTON . RELATING TO FOR INSPECTION receipt is acknowledged in space provided. WORKMEN'S COM NSATI N RANC D RCW 8.27. SIGNATUR O R O E DATE SIGNED c (42J) OFFICIALS SIGNATURE DATE �' 7 • 71 -0220 ✓ ATTENTION IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL EXT 133 R LE E BY DAT / ' `� %L/C .t _11 A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI- _ / CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109 ORIGINAL -FILE • YELLOW -INSPECTOR (� PINK -OWNER GOLD -ASSESSOR oaioz PRESS HARD -YOU ARE MAKING 5 COPIES GREEN-A°°ouNTING 0A '%ISD TUBBSOB(OaCTSM(M. 1 4 January 9, 2004 UNZER Firstline Construction, Inc. FILE 16605 - 71st Place West Edmonds, Washington 98037 Geotechnical Engineering Report Residential Property 10300 Block of 242"d Place West Edmonds, Washington File No. HAL2-01 INTRODUCTION This letter presents our conclusions and recommendations regarding geotechnical conditions pertinent to proposed residential development of your property located in the 10300 block of 242"d Place West in Edmonds, Washington. Our services have been performed at your request and in accordance, with our services agreement dated December 16, 2003. The subject property consists of Lots 2 and 3 of Short Subdivision S-2000-82. We understand that you propose to develop the property to include two single family residences. You have asked us to evaluate geotechnical conditions within the property as a basis for providing you with information and recommendations pertinent to the proposed development. Specifically, our scope of services includes: 1. Review of published geologic and topographic information regarding the subject site and adjacent areas. 2. Surface geologic reconnaissance of the site and adjacent areas. 3. Subsurface investigation of soil conditions at the site by means of test pits excavated by a backhoe and operator you provided. 4. Preparation of this geotechnical engineering report providing our observations relative to geotechnical conditions at the site and providing our conclusions and recommendations regarding geotechnical elements of the proposed development. Our services have been provided on the basis of a review of existing information available to us, geologic reconnaissance of the site and adjacent areas during December 2003, observation of test pit explorations on December 19, 2003, discussions with you and Mr. Gary S. Cooper, and our experience. 7505-A West Lake Sammamish Parkway Northeast Redmond, Washington 98052 425-882-4850 www.tubbs.com Firstline Construction, Inc. January 9, 2004 Page 2 SITE CONDITIONS The property is located between 104' Avenue West and 242"d Place SW in Edmonds, Washington as shown on the Vicinity Map, Figure 1. As shown on the Site Plan, Figure 2, which is based on a drawing dated 4-2-02 by JBMF Consulting Engineers, the subject property consists of a Lots 2 and 3, located in the southeastern part of the shortplat and accessed via 242"d Place SW. Our Critical Areas Evaluation report dated April 10, 2002 for the area of the short plat that includes the subject property, described topographic, vegetative and prior development conditions within the area of the short plat. Since that report was submitted, the area of the short plat has been cleared and graded to create three building pads, driveways accessing the three lots have been constructed and paved, and storm and sanitary side sewers have been installed. Site grading included construction of a keystone block wall and two rockeries. Recommendations for design and construction of these improvements was not included in either our previous or present scope of services. We understand that the existing rockeries will be reconstructed based on recommendations by others. Geologic conditions within the area of the short plat were also described in our earlier report. As part of our present services we explored subsurface conditions within the area of the short plat via six test pits, including four test pits within the subject property, excavated at the locations indicated on the Site Plan. A description of the subsurface exploration program and the logs of the test pits are presented in the Appendix. The observed subsurface conditions are consistent with those described in our earlier report. The subject property is underlain by glacial outwash consisting of sand and gravel deposited during the advance and retreat of the last glacier to occupy this area some 13,500 to 15,000 years ago. Local patches of glacial till, deposited directly by the glacial ice, exist within the area of the short plat but none was observed within the subject property. Some fill locally exists within the site. Because of the high infiltration capacity of the surficial soils, little or no surface water runoff occurs within the site, and no emergent groundwater seepage was observed in the test pits, on the slope adjacent to 104`' Avenue West, or elsewhere within the site. 7505-A West Lake Sammamish Parkway Northeast Redmond, Washington 98052 425-882-4850 www.tubbs.com Firstline Construction, Inc. January 9, 2004 Page 3 CONCLUSIONS AND RECOMMENDATIONS GENERAL The subject property is suitable for the proposed residential development provided that proper site development procedures and the recommendations below are followed. The native soils underlying the site consist of glacial outwash sand and are suitable for conventional residential foundation design and construction procedures. SITE PREPARATION AND EARTHWORK We recommend that all sod, organic soil, fill and debris be removed from settlement sensitive areas (e.g., building, pavement and slab areas). The subgrade surface in slab and pavement areas should be proof -rolled with heavy rubber -tired equipment after excavating to the desired grade. The purpose of the proof -rolling is to bring the near -surface soils to a uniform density and to identify any loose areas which might require recompaction or removal and replacement with structural fill. Temporary cut slopes for foundation excavations are expected to be as much as ten feet in height. Temporary cut slopes in the medium dense to dense native soils may be inclined as steeply as 1H:1V and, except for minor sloughing, can be expected to stand at that inclination for a period of several weeks if protected from drying. Temporary cut slopes in existing loose or fill soils may be inclined as steeply as 1.5H:1 V if protected from drying. Protection from drying applies to natural soil moisture only. Do not add water to temporary cut slopes to improve stability. If steeper temporary cut slopes are required we should be consulted to develop shoring recommendations. We understand that you anticipate a permanent cut slope up to 8 feet in height within the eastern portion of the subject property, and two -tiered rockery wall for erosion protection of that slope. If rockery walls are used for this purpose, we recommend that each wall be no more than 4 feet in height, and that the toe of the rockeries (see Figure 3) be located above a plane sloping 45 degrees downward from the adjacent property line. If higher cut slopes are required we should be consulted to provide other recommendations for slope protection. STRUCTURAL FILL All new fill in settlement -sensitive areas shall be placed as compacted structural fill after the site has been prepared as described above. All structural fill material shall be free of debris, organic. contaminants and rock fragments larger than 6 inches. The suitability of material for use as structural fill will depend on the gradation and moisture content of the soil. As the amount of fines (material passing No. 200 sieve) increases, soil becomes 7505-A West Lake Sammamish Parkway Northeast Redmond, Washington 98052 425-882-4850 www.tubbs.com Firstline Construction, Inc. January 9, 2004 Page 4 increasingly more sensitive to small changes in moisture content and adequate compaction becomes more difficult to achieve. Structural fill shall contain no more than 5 percent fines for placement in wet weather. The percent fines can be higher for placement in dry weather, providing that the fill material is moisture -conditioned as necessary for proper compaction. The sandy native outwash soils at the site are suitable for structural fill. Structural fill placed in building or pavement areas shall be compacted to at least 95 percent of the maximum dry density determined in accordance with ASTM D-1557. Utility trench backfill should be compacted to at least 90 percent, except for the upper 2 feet which shall be compacted to 95 percent. We recommend that structural fill be placed in loose layers not more than 8 inches thick if a small vibratory roller compactor is used (or not more than 12 inches if a 10-ton or larger vibratory roller compactor is used), conditioned to the proper moisture content for compaction, and uniformly compacted before placing subsequent layers. FOUNDATION SUPPORT The proposed residence can be supported on conventional spread and strip footings founded on firm native soil, or can be supported on structural fill directly overlying firm native soil. Footings may be proportioned using an allowable bearing value of 2000 pounds per square foot. This value applies to the total of dead plus long term live loads and may be increased by one-third when considering design loads of short duration such as wind or seismic forces. This value also assumes a minimum width of 16 inches for continuous spread footings and 24 inches for isolated spread footings. The minimum depth of embedment below final adjacent grades is 18 inches for exterior footings and 12 inches for interior footings on firm native soil. Footings adjacent to a downhill slope shall be sufficiently deep to provide at least 6 feet of horizontal separation between the footing and the slope face, and shall be sufficiently deep or distant from the slope that a 1:1 plane extended from the edge of the footing does not intersect the slope face. Because local areas of loose soil may be encountered at the same level as the medium dense to dense soils, we recommend that the soils beneath the footings be compacted using hand operated vibratory equipment in lifts as described above. Any loose or disturbed soils in the footing excavations, including any test pit backfill, should be recompacted prior to concrete placement. Floor slabs can be supported on grade if site preparation is accomplished as previously recommended, or can be supported by structural fill directly overlying firm native 7505-A West Lake Sammamish Parkway Northeast Redmond, Washington 98052 425-882-4850 www.tubbs.com Firstline Construction, Inc. January 9, 2004 Page 5 soil. The subgrade soils should be proof -rolled as recommended above and compacted using vibratory equipment or replaced with compacted structural fill if loose areas are observed. A base course layer consisting of a minimum thickness of 4 inches of clean gravel containing no more than 5 percent fines should be placed beneath the floor slab to provide uniform support and a capillary break. FOUNDATION RETAINING WALLS The basement walls for the proposed residence function as retaining walls and shall be designed as such. Assuming that the walls that are allowed to deflect 0.01 times the height of the wall, we recommend an active lateral pressure equivalent to a fluid density of 40 pounds per cubic foot (pcf), assuming level backfill compacted and drained as outlined below. If the backfill surface slopes no steeper than 2H:1 V percent upward away from the wall, a lateral soil pressure value of 60 pcf should be used. Resistance to lateral footing loads can be developed both through friction on the base of the footings and passive pressures along the sides. Friction resistance on the base of the footing be computed using an internal soil friction angle of 30 degrees. Passive soil pressures may be computed using an equivalent fluid pressure of 300 pounds per cubic foot, providing the backfill around footings is compacted to at least 95 percent of maximum dry density (ASTM D-1557). These resistance values include a factor of safety of about 1:5. The above lateral soil pressures assume the walls will be backfilled with clean, free - draining sand or sand and gravel containing less than 5 percent fines (material passing the No. 200 sieve). This drainage zone should be at least 18 inches thick horizontally. The drainage material and remaining backfill placed behind the wall and not supporting structural elements should be compacted to approximately 90 percent of the maximum dry density. Heavy compaction equipment should not be operated within 3 feet of the retaining walls; no compaction tests will be necessary within 3 feet of the walls. A permanent subsurface drainage system should be installed at the base of all subsurface walls. These subdrains should consist of rigid, smooth -wall, 4-inch-diameter (minimum) perforated PVC pipe, nonwoven filter fabric such as Mirafi drainage product or equal, and surrounded by pea gravel or well -graded gravelly sand or sandy gravel with less than 3 percent fines (soil finer than the No. 200 mesh sieve) based on the fraction smaller than 3/4 inch. The drainpipes should discharge into tightlines sloped to drain by gravity to the existing storm sewer system. Roof drains shall not discharge into the footing drain system. 7505-A West Lake Sammamish Parkway Northeast Redmond, Washington 98052 425-882-4850 www.tubbs.com Firstline Construction, Inc. January 9, 2004 Page 6 SITE DRAINAGE AND EROSION CONTROL We understand that the City of Edmonds requires water to be routed through an on - site infiltration trench prior to being conveyed to the storm sewer system. We recommend that the bottom of the infiltration trench be sufficiently deep and distant from any adjacent downhill slopes so as to meet the setback requirements specified above for footings. We recommend that water from footing drains be routed directly to the storm sewer via a tight line. If the footing drains must be routed through the infiltration trench, the outlet from the infiltration trench to the storm sewer shall be at an elevation at least 3 feet lower than the footing drains in order to avoid the possibility of water from roof drains backing up into the footing drain system. The surficial soils within the subject property are susceptible to potential erosion and shallow debris slides if disturbed by construction or other activities. Erosion controls are therefore recommended, including the proper control of surface water runoff, minimizing the time of exposure in the area stripped during construction, and prompt revegetation. LIMITATIONS This report has been prepared for Firstline Construction, Inc. and its representatives for use in planning, permitting and designing residential development of Lots 2 and 3. Descriptions of subsurface conditions relative to foundation support and other aspects of the proposed development are based on surface observations and shallow subsurface explorations, and conditions should be confirmed by observations in the excavations at the time of construction. Within the limitations of scope, schedule and budget, our services have been accomplished in accordance with generally accepted geotechnical practices followed in this area at the time the report was prepared. No warranty, expressed or implied, should be understood. 7505-A West Lake Sammamish Parkway Northeast Redmond, Washington 98052 425-882-4850 www.tubbs.com Firstline Construction, Inc. January 9, 2004 Page 7 We trust that this report meets your present needs. If you have any questions regarding this report or if we can provide additional services, please call. /off wash�� 11��4sed Geo�o Donald W. Tubbs pT S. q WAS Q � �- o cn z /ONALRE�G\� / f Z. EXPIRES: 12/24/04 Document ID: HAL201 R 1 Yours very truly, Tubbs Geosciences Donald W. Tubbs, Ph.D. Engineering Geologist Enayat S. Aziz, P.E. . Geotechnical Engineering consultant to Tubbs Geosciences 7505-A West Lake Sammamish Parkway Northeast Redmond, Washington 98052 425-882-4850 www.tubbs.com f •./` I t ... � 4 fjt • .,a, • • ■ **PIPsee � ■ e+ 00 go 1 �/°' �� �'' it � \ � • ._� "� • w • ��� ; _� ' •• r Tank �' ll �— - i __c, PF"i > 1 at ..-- i • i - M7. V SITE � ' ��= .,�� �' •• " �� �; . �� • • - • - - . .._WTH.. tt r-" 1 • •--. • aae;77L .� f tip: �.—+ f No o _ Ui gel VICINITY MAP TUBBSO DOC O'Sn BO FIGURE 1 GRAPHIC SCALE cm FEET) VVV OV Is • 1 IwM• Imp Mnp ei ft— IM Nena 1 lM M Ip ' N�TM WEP VM and eo•1 t 1.. �1. E • 6:1 BATTER ORIGINAL CaRDUND IZ" EXCAVATION ONL`f VARIABLE --a' MIN.THICKNE% 4"- Z-QUARRY 5Zsz Q� h� 'MINUS WASHED ROCK AS NEEDED _�- PILTE2 FABRIC AS NEEDED c 11 G' PEaF PIPE AS NEEDED FOP. SUBSURFACE WATER. Rockery walls shall be constructed of rocks in the following size categories: Two -man rocks (300 to 600 pounds), 13" in least dimension; Three-man rocks (800 to 1200 pounds), 16" in least dimension; Four -man rocks (1500 to 2200 pounds), 18 " in least dimension. The rock material shall be hard, sound, durable and free from weathered portions, seams, cracks, and other defects. Rocks should be as tabular in shape as possible; rounded or very angular rocks shall be avoided. The larger rocks shall be placed at the base of the wall. Four -man rocks shall be used for the bottom course in walls higher than 6 feet. The lowest course of rocks shall be keyed into firm foundation material at least 12 inches below the adjacent grade. Rocks shall be selected and placed to minimize void space between rocks. Rocks shall be placed in a manner such that the long axis of the rock is normal to the face of the wall. To the greatest extent possible, rocks shall be placed with faces in contact; point contact shall be avoided. Inclining interfaces between rocks shall slope downward toward the back of the wall. After setting each course of rock, voids between the rocks shall be chinked on the back with quarry rock to eliminate any voids larger than two inches across. . TUBBSC�C�OO ���C��C�G� ROCKERY WALL SCHEMATIC FIGURE 3 w • • APPENDIX A SUBSURFACE EXPLORATIONS The subsurface conditions within the subject site and adjacent areas were explored by excavating six test pits with a track -mounted backhoe on December 19, 2003. The test pit locations are shown on the Site Plan, Figure 2. The locations are approximate and were estimated in the field based on site features shown on the Site Plan. The explorations were backfilled with the excavated material and compacted with the backhoe bucket. The test pits were continuously monitored by an engineering geologist from our firm who observed the materials encountered, noted ground water conditions and maintained a detailed log of each exploration. The soils encountered were classified in general accordance with the classification system shown in Figure A-1. The test pit logs are presented in Figures A-2 through A-3. SOIL CLASSIFICATION SYSTEM GROUP MAJOR DIVISIONS SYMBOL GROUP NAME GRAVEL CLEAN GRAVEL GW WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL COARSE GRAINED GP POORLY -GRADED GRAVEL SOILS More Than 50% of Coarse Fraction GRAVEL GM SILTY GRAVEL Retained WITH FINES GC CLAYEY GRAVEL on No. 4 Sieve SAND CLEAN SAND SW WELL -GRADED SAND, FINE TO COARSE SAND More Than 50% Retained on No. 200 Sieve SP POORLY -GRADED SAND More Than 50% of Coarse Fraction SAND SM SILTY SAND Passes WITH FINES SC CLAYEY SAND No. 4 Sieve FINE SILT AND CLAY ML SILT GRAINED INORGANIC SOILS CL CLAY ORGANIC OL ORGANIC SILT, ORGANIC CLAY Liquid Limit Less Than 50 SILT AND CLAY MH SILT OF HIGH PLASTICITY, ELASTIC SILT More Than 50% INORGANIC Passes CH CLAY OF HIGH PLASTICITY, FAT CLAY No. 200 Sieve Liquid Limit ORGANIC OH ORGANIC CLAY, ORGANIC SILT 50 or More HIGHLY ORGANIC SOILS PT PEAT NOTES: SOIL MOISTURE MODIFIERS: 1. Field classification is based on visual examination of soil in Dry - Absence of moisture, dusty, dry to the touch general accordance with ASTM D2488.90. Moist - Damp, but no visible water 2. Soil classification using laboratory tests is based on ASTM D2487-90. Wet- Visible free water or saturated, usually soil is obtained from below water table 3. Descriptions of soil density or consistency are based on interpretation of blow count data, visual appearance of soils, and/or test data. SOIL CLASSIFICATION SYSTEM ruass8900C OMC(se FIGURE A-1 0 LOG OF TEST PIT • DEPTH BELOW SOIL GROUP GROUND CLASSIFICATION SURFACE SYMBOL DESCRIPTION (FEET) TEST PIT TP-1 0. 1.0 SP Dark brown sand with some gravel, some silt, some roots (loose, damp) [topsoil] 1.0 - 4.0 SM Medium brown silty sand with some gravel, some roots (medium dense, damp) [Vachon recessional outwash] 4.0 - 5.0 SP Gray sand with some gravel, trace of silt, trace of roots (dense, damp) [Vashon recessional outwash] 5.0 - 7.0 SM Gray silty sand with some gravel (very dense, damp) [Vachon till] 7.0 - 9.0 SP Gray sand with some gravel, trace of silt (very dense, damp) [Vashon advance outwash] Bottom of test pit at 9.0 feet on 12/19/03 No groundwater seepage observed TEST PIT TP-2 0 - 0.5 SM Dark brown silty sand with some gravel, some roots (loose, damp) [topsoil] 0.5 - 1.5 SP Brownish gray gravelly sand with trace of silt, trace of roots (medium dense, damp) [Vachon recessional outwash] 1.5 - 3.5 SP Gray sand with some gravel, trace of silt, trace of roots (medium dense, damp) [Vashon recessional outwash] 3.5 - 5.5 SM Gray sand with some gravel, trace of silt, trace of roots (very dense, damp) [Vachon advance outwash] Bottom of test pit at 5.5 feet on 12/19/03 No groundwater seepage observed DEPTHS ON THE TEST PIT LOGS, SHOWN TO 0.1 FOOT, SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT LOG OF TEST PIT TUBBSO(S ac'uCSf 030 FIGURE A-2 • LOG OF TEST PIT • DEPTH BELOW SOIL GROUP GROUND CLASSIFICATION SURFACE SYMBOL DESCRIPTION (FEET) TEST PIT TP-3 0 - 2.5 SP Brown sand with some gravel, some silt, trace of roots, some construction debris (loose, damp) [fill] 2.5 - 3.5 SP Gray sand with some gravel, some silt, some roots, some construction debris (medium dense, damp) [fill] 3.5 -4.0 SM Dark brown silty sand with some gravel, some roots (medium dense, damp) [buried topsoil] 4.0 - 7.0 SM Medium brown silty sand with some gravel, some roots (medium dense, damp) [Vashon recessional ourwash] 7.0 - 9.0 SP Brownish gray sand with some silt, trace of gravel, trace of roots (dense, damp) [Vachon advance outwash] Bottom of test pit at 9.0 feet on 12/19/03 No groundwater seepage observed TEST PIT TP-4 0 - 0.5 SP Dark brown sand with some gravel, some silt, some roots (loose, damp) [topsoil] 6.0 - 3.0 SP Brownish gray sand with trace of gravel, some silt, trace of roots (medium dense, damp) [Vashon recessional outwash] 3.0 - 6.0 SP Brownish gray sand with some gravel, some silt, trace of roots (very dense, damp) [Vachon advance outwash] Bottom of test pit at 9.0 feet on 12/19/03 No groundwater seepage observed 0 DEPTHS ON THE TEST PIT LOGS, SHOWN TO 0.1 FOOT, SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT LOG OF TEST PIT TUBBSO DOC O' SnOsa FIGURE A-3 LOG OF TEST PIT 0 DEPTH BELOW SOIL GROUP GROUND CLASSIFICATION SURFACE SYMBOL DESCRIPTION (FEET) TEST PIT TP-5 0.3.5 SM Dark brown silty sand with some gravel, some roots (medium dense, damp) [fill] 3.5 -4.5 SM Reddish brown silty sand with trace of gravel, trace of roots (medium dense, damp) [Vashon recessional outwash] 4.5 - 7.0 SP Medium brown sand with some silt, trace of gravel, trace of roots (medium dense, damp) [Vachon recesssional outwash] Bottom of test pit at 7.0 feet on 12/19/03 No groundwater seepage observed TEST PIT TP-6 0 - 1.0 SM Medium grayish brown silty sand with some gravel, trace of roots (dense, damp) [fill] 1.0 - 2.0 SM Dark brown silty sand with trace of gravel, some roots ( medium dense, damp) [buried topsoil] 2.0.6.0 SP Medium grayish brown sand with some silt, trace of gravel (medium dense, damp) [Vashon recessional outwash] 6.0 - 7.0 SP Brownish gray sand with some silt, some gravel (dense to very dense, damp) [Vashon advance outwash] Bottom of test pit at 7.0 feet on 12/19/03 No groundwater seepage observed DEPTHS ON THE TEST PIT LOGS, SHOWN TO 0.1 FOOT, SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT LOG OF TEST PIT TUBBSC�9 2C�OC��OM FIGURE A-4 P1.. ►s CXA 03- S-bs ---.;-FIRSTLINE CONST1tUCTION PC. 944 MAPLE STREET APPROVED AS NOTED EDMONDS WA. 98020 PH. (206) 498-5339 BY ENGINEERING LOT COVERAGE LOT AREA = 8115 S.F. HOUSE & DECKS =1530 S.F. COVERAGE = 1530 / 8115 =18.8 % IMPERVIOUS SURFACES tWUSE EAVES & PATIO = IWO S.F. DRIVEWAY & WALKS = 862 S.F. TOTAL 2662 S.F. SITE ADDRESS 10304 242°d PL. S.W. EDMONDS WA, 98020 TAX PARCEL # .n c A v v r/ A wijffli . 1le z t.� �v AP OVEED BY PLANNING C)r,�.=.r� ��a/� c '1? �J lk A,%PSTr�G i R3111%] ,;L • HEIGHT CALCS - A=104.00 B=112.00 C=109.00 D=103.00 AVG. GRADE=107.00 ACTUAL--1 32.. C)t:) MAXIMUM=132.00 all 0 Z- �� R t Q c OF Z§ Q 00 S lT S SGAI_E I/g" = 1 rr0©T �i 3$Opsly r'O 0 s ro_ 03.93 REC IVED FEB 2 5 ?004 PERMIT COUNTER 1s' • CIWE N Critical Areas Checklist ------------------------------------ Site Information (soils/topography/hydrology/vegetation) 1. Site Address/Location: _�(,�,2 ZZA,4� evo/, 141, 2. Property Tax Account Number: —y 3. Approximate Site Size (acres or square feet): 4. Is this site currently developed? —Z yes; no. If yes; how is site developed? 5. Describe the general site topography. Check all that apply. 6. 7. 8. 9. 10. II. Flat: less than 5-feet elevation change over entire site. Rolling: slopes on site generally less than 15% (a vertical rise of l0-feet over a NOV 2 5 2003 horizontal distance of 66-feet). /\ Hilly: slopes present on site of more than 15% and less than 30% ( a vertical risopfiflMIT COUNTER l0-feet over a horizontal distance of 33 to 66-feet). Steep: grades of greater than 30% present on site (a vertical rise of l0-feet over a horizontal distance of less than 33-feet). Other (please describe): Site contains areas of year-round standing water: /110 ; Approx. Depth: Site contains areas of seasonal standing water: ; Approx. Depth: `— What season(s) of the year? Site is in the floodway _ 41 2 floodplain of a water course. Site contains a creek or an area where water flows ac�r°ss the grounds surface? Flows are year- round? Flows are seasonal? --L—� (What time of year? Site is primarily: forested meadow ;shrubs : mixed urban landscaped (lawn,shrubs etc) X Obvious wetland is present on site: AID DETERMINATION STUDY REQUIRED CONDITIONAL WAIVES ............. _. WAI ER Reviewed by: Planner D . r '1/ //� yam, /� 1 � � �� �/�/��� /� &b Ace chk.doC Rev 10V07/97 s (l may' `V v� l — /L4 • • PLANNING DATA NAME: 1 DATE: SITE ADDRESS: PLAN CHK#:CT}?s- PROJECT DESCRIPTION: - REDUCED SITE PLAN PROVIDED?: es / No MAP PAGE: CORNER LOT: es / No -T-tA -LOT. es No ZONING: CRITICAL AREAS DETERMINATION #:C`_A lu Study Required:Oc�s� 0 1- , f4 _\ � _ ❑ Waiver -�1 ❑ Conditional Waiver SEPA DETERMINATION: ❑ Fee ❑ Checklist ❑ APO list w/ notarized form ❑ (Needed for 500 cubic yards of grading, Shoreline Area- site within 200 ft. of Puget Sound or Lake Ballinger) Ja Exempt cam" 0.6 v SETBACKS: Required Setbacks: Street:-7.!� Left Side: -_1 .5 Right Side: -7 ; Rear: Actual Setbacks: Street: Left Side: Right Side: Rear: Street map checked for additional setback required? es / No DN ❑ DET D S RES: ROCKERIES: — a � G' ❑LFE c Is : - c ❑ BAY WINDOWS / PROJECTING MODULATION:��, ❑ STAIRS / DECKS: PARKING: Required: a Actual: 0+ LOT AREA: 81 ( S LOT - - - 50 BUILDING HEIGHT: 1 `:C� `1L �'r'-Ft3`�'`'� `sr'-ic`�-c�h -+$lo` s E-Y)O`� cln010-4- Cbc_�,:,. Datum Poii��n�� ' atum Elevation: a Maximum(l0lowed: (' Actual Height: IUu A.D.U. CREATED?: No / Yes 1, — SUBDIVISION: C:A— acp� LEGAL NONCONFORMING LAND USE DETERMINATION ISSPED: Yes / No rives -:&- Zo cw� OTHER'�G.=� L'i�rae►i-�G/ B I- Gam, �Pr. , l_c t- I --r- CA-X o �Cd Plan Review By. New''CAC zs= at or*.POC�� 1 n Z a Lry —4—o 'a)VAOL' gcajo c,66 c , �� .. - . r.. �_ .. _.. -- ... r+f! � .ELF. :r* � �'�t � ..�,' Y�,.....� .. ,• ., e - .... City Of Edmonds Permit No: RIGHT-OF-WAY CONSTRUCTION PERMIT Issue Date: a7 a3 A. Address or Vicinity of Construction: O� "J ,dk L 5 B. Type of Work (be specific): :7 ca, Q o"cn,(L. 1(`�� �.�C� ��'� C�'1 o l%S' C. Contractor: j?"s E_ CN40_,_ C_ I < UO )t fi Mailing Address: 13330 �36,ka_ dsj State License OA A D. Building Permit # (if applicable): E. ❑ Commercial ❑. Subdivision ❑ Multi -Family ❑ SingleFamily. INSPECTOR: F. PAVEMENT CUT: YES ❑ NO CONCRETE CUT: LJ YES ❑ NO Phone: o76lo • q t'K '-- 4,1 Cl 6i a (o - ql a • -/ a �) Liability Insurance: ; Bond: $ _ Side Sewer Permit # (if applicable): ❑ City Project ❑ EUC (PUD, VERIZON,-PSE, AT& T, OVWD) ❑ Other , G. SIZE OF CUT _ X INDEMNITY: Applicant understands by his/her signature to this' application he/she holds the City of Edmonds harmless from injuries, damages or claims of any kind or description whatsoever, foreseen or unforeseen, that may be made against the City of Edmonds or any of its departments or employees, including but not limited to the defense of any legal proceedings including defense costs and attorney fees by reason of granting this permit. THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR FOLLOWING THE FINAL INSPECTION AND ACCEPTANCE OF THE WORK - ESTIMATED RESTORATION FEES WILL BE HELD• UNTIL THE FINAL STREET PATCH IS COMPLETED BY CITY FORCES, AT WHICH TIME A DEBIT OR CREDIT WILL BE PROCESSED FOR ISSUANCE TO THE APPLICANT.' ` ♦ Traffic, controKnd public safety "shall be in accordance with City regulations as required by the City Engineer. Every flagger must be trained as required by (WAC) 296-155-305 and must have certification verifying completion of the required training in their possession. ♦ Restoration is to be in accordance with City codes. Alf street -cut trench work shall be patched with asphalt or City - approved material prior to the end of the Workday - NO EXCEPTIONS. ♦ Three sets of construction drawings of proposed work are required with the permit application. CALL DIAL -A -DIG (1-800-424-5555) PRIOR TO BEGINNING WORK I HAVE READ THE ABOVE STATEMENTS AND UNDERSTAND THE PERMIT REQUIREMENTS AND ACKNOWLEDGE. THAT I MUST MAKE THE PINK COPY OF THE PERMIT A VAILABLE ON SITE AT ALL TIMES FOR INSPECTIONS Signature:_- Date: (Contractor or Agent) FOR" CITY USE ONLY Approved by:Right-of-way Fee:. i(64 1 S. Time Authorized: Void After 9 / A & Disruption Fee/Fund 111: Special Conditions:- Fe '11*E P-uW Am— "t1i 6-1WDAgK Restoration Fee: . R�yrin r hlitl l't MCG UIJD / `i� UGh OIL ferV-R., Total Fee: 11G 4'�`" fC[� 110 l , fio^n Fv AFf%1t1'� IGi�ciR.S.10�'TO Receipt No: ' Ik+ IZ.ir." '1'�►L-7' plat 4pm 10 !L 1uc 'i AM C t'ii% Issued by: .LC UPON .COMPLETION OF PERMITTED WORK, AN ENGINEERING FINAL INSPECTION IS -REQUIRED PER CHAPTE`R,18.00 OF THE EDMONDS COMMUNITY DEVELOPMENT CODE (Phone 425-771-0220, Ext. 1326) FINAL APPROVAL OF PERMITTED WORK: DATE: Inspector's Signature For inspection requirements see Engineering Inspection Information handout. NO WORK S1-IALL 131?C:IN PRIOR TO PE.IZMIT ISSUANCE., R% 0 BEGIN ----\ JOINT TRENCH /8,1 66,) 5 5 1994 � d \ 9 ICE `%�% � \ 5 1-o \S I \ - Lot 4 \\ Yyl r`O \ Lot 3 Tract A p �V - - ,1 L 10315 241 PL S W 03 o✓ --- ' V 00 1a M10 Fj- ►� , 'w ROW �'+ - 5�' 282'S o 11---- - N \ �NcDMA 1992 00 .AAl / o _T I / Lot 1 0 \ to 07 I N- / \ cn �\\ `n I °j p�ZpV \ \ 96z01• TIE- IN 1-1/4" PE INLINE TEE 13'N CL & 250'W CL (--- ')N CL ( ')W CL Lot 2 , �-PROPOSED 245' 1-114" PE IP J/T MAIN INSERTED IN CUSTOMER PROVIDED WHITE, 3" PVC. \ A 7'E ROCK WALL - �' (___')E ROCK WALL \ EOM - aN � - ------1-114" PE CAP 232'S CL & 1'E PL (___')S CL (___')E PL TYPICAL MAINLINE JOINT TRENCH DIMENSIONS RIW Excavated Dirt Pile Curb Sidewalk 42" Minimum 24" Min. I (Gaa, Phone, Cable & Power) C Final Grade =',4 ,:1 +..�.., -'..'�::'•-:. 'C'.;-_. •s, �:.-- ` 'm'".,.,.. >ror,•-op�„r v'e!s �.+,.�wr.. �mm ,...,r . ,.�rw...,� . , � ' �t r :.-:•. } ..':.:: *.. )"•� '�i. •� 7 t -- '1. _t .i.'. t+� ,1 1•ti �(.': e.r .1 'r',� . ,A !•. •,�-'l-:'li .. h. �,. 4>:..: .t :� +'•.'.i_ .� .1 ;.1e-/ .. -1' - ' �':a. is ,: _< .1, , . =.:1 •.-- I , 12 Min. 12 Min. r't; ;� ". Y: $eper>ttlon Separation <c� 36" f ' d ' = • • 7 ::A Cover Final Backfill + " " 1 ;,..- Min. Location of roof drain f `. �` 1: 42"-46" °; `'> '.:-.:' Depth Intercept (depth varies) 6" Sand Shading t , t -.11:: 1 7Rp�� �„��.7 • s rf'��j{�fdrl J+., is � y t-,+.. 3" Sand Bedding STANDARD NCC GAS CONSTRUCTION NOTES: 1. FIELD LOCATE ALL UNDERGROUND UTILITIES. CALL "ONE- CALL" TWO WORKING DAYS PRIOR TO CONSTRUCTION, 1-800-424-5555. 2. ALL CONSTRUCTION IS TO CONFORM TO PSE GAS OPERATING STANDARDS AND GAS STANDARDS PROCEDURES MANUAL. 3. INSTALL MAIN VALVES OUT OF TRAFFIC WHERE POSSIBLE. 4. ANY CHANGE IN ROUTE, TIE-IN METHOD OR ADDITIONAL MAIN FOOTAGE MUST BE APPROVED BY PROJECT MANAGER. 5. COMPLETE "PIPE CONDITION REPORT" ON ALL EXPOSED EXISTING PSE FACILITIES. CHECK BOX ON REPORT FOR WIRE BOX (TEST LEAD) INSTALLATION. 6. INSTALL ONE POUND ANODE FOR EVERY 1000' OF LOCATING WIRE. INSTALL ANODE AND TEST LEAD WIRES PER PSE GAS OPERATING STANDARDS 14.2 AND 14.5. 7. MAINTAIN CATHODIC PROTECTION FOR STEEL MAINS BY THE USE OF CONTINUITY BONDS OR OTHER MEANS DETERMINED BY THE PSE CORROSION ENGINEER PER PSE GAS OPERATING STANDARDS 10.3 8. INSTALL ANODES AND TEST LEAD WARES AS REQUIRED PER PSE GAS STANDARDS PROCEDURES P0201 AND P0303 AND PSE GAS OPERATING STANDARD 10.2. TEST LEAD WARES ARE REQUIRED ON ALL TRANSITION FITTINGS. 9. REFER TO PSE GAS OPERATING STANDARD 6.8 FOR MAIN AND SERVICE COVER REQUIREMENTS. 10. MAINS AND SERVICES SHALL BE TESTED AND PURGED PER PSE GAS OPERATING STANDARDS 6.14, 6.17 AND 14.2 AND PSE GAS FIELD PROCEDURE P0816. 11. CUSTOMER PROVIDED TRENCHES ON PRIVATE PROPERTY SHALL CONFORM TO PSE STANDARDS. 12. EROSION AND SEDIMENT CONTROL SHALL BE PER PSE STANDARD PRACTICE 0150.3200 TECHNIQUES FOR TEMPORARY EROSION AND SEDIMENT CONTROL AND ANY ADDITIONAL LOCAL JURISDICTION REQUIREMENTS. 13. TO PREVENT ACCIDENTAL OVERPRESSURE OF ADJOINING SYSTEM, NO TWO MAINS SHALL BE CONNECTED EXCEPT AS SHOWN ON THIS DESIGN UNLESS APPROVED BY A PSE REPRESENTATIVE. 14. SYSTEM MAOP DENOTED B SYSTEM MAOP - 45 PSIG. JOINT TRENCH PLA T NO TES: 1. EXCAVATOR TO CONTACT UTILITIES UNDERGROUND LOCATION CENTER (ONE -CALL) 48 HOURS PRIOR TO CONSTRUCTION, TO TWO DAYS PRIOR TO CONSTRUCTION. 1-800-424-5555 2. NOTIFY APPROPRIATE PERMITTING AGENCY PRIOR TO JOB START (SEE PERMIT REQUIREMENTS). 3. EROSION AND SEDIMENT CONTROL SHALL BE PER PSE STANDARD PRACTICE 0150.3200 TECHNIQUES FOR TEMPORARY EROSION AND SEDIMENT CONTROL AND ANY ADDITIONAL LOCAL JURISDICTION REQUIREMENTS. 4. ANY CHANGE IN ROUTE, PIPE SIZE/TYPE, TIE-IN METHOD OR ADDITIONAL MAIN FOOTAGE MUST BE APPROVED BY THE APPROPRIATE ENGINEER/PROJECT MANAGER. 5. COMPLETE "PIPE CONDITION REPORT" ON ALL EXPOSED EXISTING PSE FACILITIES. CHECK BOX ON REPORT FOR WIRE BOX (TEST LEAD) INSTALLATION. 6. PIPELINE MARKERS AND WARNING SIGNS SHALL BE INSTALLED AND RECORDED BY THE CONTRACTOR PER PSE GAS OPERATING STANDARD 6.36. 7. TO PREVENT ACCIDENTAL OVERPRESSURE OF ADJOINING SYSTEMS, NO TWO MAINS SHALL BE CONNECTED, EXCEPT AS SHOWN ON THIS DESIGN, UNLESS APPROVED BY THE APPROPRIATE ENGINEER/PROJECT MANAGER. 8. SYSTEM M/SOP DENOTED BY: I SYSTEM MAOP= 45 PSIG 9. INSTALL MAIN VALVES OUT OF TRAFFFIC WHERE POSSIBLE. 10. GAUGE (USE MANOMETER FOR LP SYSTEMS) AND MONITOR USE OF ALL STOPPERS AND SQUEEZES TO INSURE ADEQUATE FEED. 11. INSTALL ONE POUND ANODE FOR EVERY 1000' OF LOCATING WIRE. INSTALL ANODE AND TEST LEAD WIRES PER PSE GAS OPERATING STANDARDS 14.2 AND 14.5. 12. PURGE POINTS AND f RESSURE TAPS SHALL BE INSTALLED PER PSE GAS OPERATING STANDARDS 6.17 ANC' 14.2. AND PSE GAS FIELD PROCEEDURES MANUAL 0812 AND 0813. 13. MAINS AND SERVICES SHALL BE TESTED AND PURGED PER PSE GAS OPERATING STANDARDS 6.14 AND 6.17. 14. UNLESS OTHERWISE NOTED: ALL PIPES INSTALLED IN PLAT TO BE 2" PE-IP. ALL CROSSINGS TO BE WHITE 4" PVC. ALL SERVICES TO BE 5/8" PE. / DENOTES SERVICE STUB LOCATION. (F_') DENOTES FOOTAGE BETWEEN FITTINGS. s5. CUSTOMER " 7 DIG AND BACKFILL ON PRIVATE PROPERTY OR EASEMENT ONLY. TRENCHES "..)ST CONFORM TO PSE GAS OPERATING STANDARDS 6.8, 6.10 AND 6.33. 3. NOTE AL.'. RECORDABLE FOOTAGES, LOCATIONS AND MATERIAL CHANGES ON THE AS-BU!L•I IN RED. IF STW Pi! IS INVOLVED, COORDINATE INSTALLATION WITH CP TECH. GAS MAIN INSTALLATIONIRETIREMENT T)'pe/Work Pipe Size Type Estimated Length Actual Length Manufacturer INSTALL 1-1/4" PE 245' GAS MAIN PRESSURE 8 TESTING TYPE TEST PRESSURE TESTED BY DATE ON TIME ON DATE OFF TIME OFF TYPE TEST PRESSURE TESTED BY DATE ON TIME ON DATE OFF TIME OFF Desi n Press 60 SYS MAOP 45 PROJECT PHASE NOTIF# ORDER# SAP Superior Service/Meter Service/Meter Service/Meter Service/Meter Ind. Service Ind. MSA Dis. Reg. / FT HP Svc/MSA Relocate Retirement X292733732 107016815 Contractor. CONSTRUCTION COST CODES: 031-103.1 Project Manager Contact Information: DOUG USITALO CELL: 425-327-3451 Vicinity Map WORK SITE Owner/Developer Contact Info SONOMA DEVELOPEMENT INC. PO BOX 57 BOTHELL, WA 98041 ATTN:SHARON GILLMORE 425-398-8271 office CALL (800) 424-5555 2 BUSINESS DAYS BEFORE YOU DIG THIS SKETCH NOT TO BE RELIED UPON FOR EXACT LOCATION OF FACILITIES Phone & Cable \- Power NTS TU E;ElSace-co>_CGpc-&ncGga Date:4/l/04 FIELD REPORT Page: 1ofI Owner: Firstline Construction, Inc File #: FIRl-01 Purpose of visit:Foundation inspection Project: 10304 - 242"d Place SW Permit #: 2004-0206 Field report #: 1 Weather: Sunny Prepared by: Donald W. Tubbs I arrived at the site at 10:15 am. The building pad has been prepared for the foundation. Most of the pad is directly underlain by native soils consisting of glacial outwash sand; the westernmost portion of the pad is underlain by a little over one foot of structural fill consisting of outwash sand excavated from the eastern portion of the foundation area. The soils within the foundation area have been compacted using hand -operated vibratory compaction equipment. I probed the soils within the foundation area using a half -inch steep probe, and observed that the native soils and the structural fill have been compacted to a dense condition. The compacted native and fill soils within the foundation area were verified as suitable for the design bearing value of 2000 psf provided in our geotechnical report dated January 9, 2004. No temporary or permanent cut slopes greater than 10 feet in height exist within the site. The permanent cut slope adjacent to the eastern property line is between 8 and 10 feet in height. The slope includes an upper segment inclined approximately 2H:1 V, and a lower segment consisting of two tiers of keystone block walls separated by a gently sloping interval. Each of the two keystone block walls is approximately 3 feet in height. The toe of the upper wall lies below a plane sloping upward 45 degrees from the toe of the lower wall. The toes of both walls lie above a plane sloping downward 45 degrees from the adjacent property line, as had been recommended for the rockery walls that were discussed in our geotechnical report as a possible means of erosion protection. It is our opinion that the keystone block walls that have been constructed will adequately provide the intended erosion protection along the lower portion of the slope. I left the site at 11:15am. Attachments: Distribution: RECEIVED APR 0.5 2004 DEVELOPMENT SERVICES CTR. CITY OF EDMONDS Signed: v est Lake Sammamish Parkway Northeast Redmond, Washington 425-882-4850 www.tu tosv`J TY K: Q8(50 fe.�ances D Firstline Construction, Inc. 16605 - 71st Place West Edmonds, Washington 98037 January 9, 2004 ,p►N 2 0 200�+ PERMIT Geotechnical Engineering Report Residential Property 10300 Block of 242"d Place West Edmonds, Washington File No. HAL2-01 INTRODUCTION This letter presents our conclusions and recommendations regarding geotechnical conditions pertinent to proposed residential development of your property located in the 10300 block of 242"d Place West in Edmonds, Washington. Our services have been performed at your request and in accordance with our services agreement dated December 16, 2003. The subject property consists of Lots 2 and 3 of Short Subdivision S-2000-82. We understand that you propose to develop the property to include two single family residences. You have asked us to evaluate geotechnical conditions within the property as a basis for providing you with information and recommendations pertinent to the proposed development. Specifically, our scope of services includes: 1. Review of published geologic and topographic information regarding the subject site and adjacent areas. 2. Surface geologic reconnaissance of the site and adjacent areas. 3. Subsurface investigation of soil conditions at the site by means of test pits excavated by a backhoe and operator you provided. 4. Preparation of this geotechnical engineering report providing our observations relative to geotechnical conditions at the site and providing our conclusions and recommendations regarding geotechnical elements of the proposed development. Our services have been provided on the basis of a review of existing information available to us, geologic reconnaissance of the site and adjacent areas during December 2003, observation of test pit explorations on December 19, 2003, discussions with you and Mr. Gary S. Cooper, and our experience. 7505-A West Lake Sammamish Parkway Northeast Redmond, Washington 98052 425-882-4850 www.tubbs.com E Firstline Construction, Inc. January 9, 2004 Page 2 SITE CONDITIONS The property is located between 1041h Avenue West and 242"d Place SW in Edmonds, Washington as shown on the Vicinity Map, Figure 1. As shown on the Site Plan, Figure 2, which is based on a drawing dated 4-2-02 by JBMF Consulting Engineers, the subject property consists of a Lots 2 and 3, located in the southeastern part of the shortplat and accessed via 242"d Place SW. Our Critical Areas Evaluation report dated April 10, 2002 for the area of the short plat that includes the subject property, described topographic, vegetative and prior development conditions within the area of the short plat. Since that report was submitted, the area of the short plat has been cleared and graded to create three building pads, driveways accessing the three lots have been constructed and paved, and storm and sanitary side sewers have been installed. Site grading included construction of a keystone block wall and two rockeries. Recommendations for design and construction of these improvements was not included in either our previous or present scope of services. We understand that the existing rockeries will be reconstructed based on recommendations by others. Geologic conditions within the area of the short plat were also described in our earlier report. As part of our present services we explored subsurface conditions within the area of the short plat via six test pits, including four test pits within the subject property, excavated at the locations indicated on the Site Plan. A description of the subsurface exploration program and the logs of the test pits are presented in the Appendix. The observed subsurface conditions are consistent with those described in our earlier report. The subject property is underlain by glacial outwash consisting of sand and gravel deposited during the advance and retreat of the last glacier to occupy this area some 13,500 to 15,000 years ago. Local patches of glacial till, deposited directly by the glacial ice, exist within the area of the short plat but none was observed within the subject property. Some fill locally exists within the site. Because of the high infiltration capacity of the surficial soils, little or no surface water runoff occurs within the site, and no emergent groundwater seepage was observed in the test pits, on the slope adjacent to 1041h Avenue West, or elsewhere within the site. 7505-A West Lake Sammamish Parkway Northeast Redmond, Washington 98052 425-882-4850 www.tubbs.com Firstline Construction, Inc. January 9, 2004 Page 3 CONCLUSIONS AND RECOMMENDATIONS GENERAL The subject property is suitable for the proposed residential development provided that proper site development procedures and the recommendations below are followed. The native soils underlying the site consist of glacial outwash sand and are suitable for conventional residential foundation design and construction procedures. SITE PREPARATION AND EARTHWORK We recommend that all sod, organic soil, fill and debris be removed from settlement sensitive areas (e.g., building, pavement and slab areas). The subgrade surface in slab and pavement areas should be proof -rolled with heavy rubber -tired equipment after excavating to the desired grade. The purpose of the proof -rolling is to bring the near -surface soils to a uniform density and to identify any loose areas which might require recompaction or removal and replacement with structural fill. Temporary cut slopes for foundation excavations are expected to be as much as ten feet in height. Temporary cut slopes in the medium dense to dense native soils may be inclined as steeply as 1H:1V and, except for minor sloughing, can be expected to stand at that inclination for a period of several weeks if protected from drying. Temporary cut slopes in existing loose or fill soils may be inclined as steeply as 1.5H:1V if protected from drying. Protection from drying applies to natural soil moisture only. Do not add water to temporary cut slopes to improve stability. If steeper temporary cut slopes are required we should be consulted to develop shoring recommendations. We understand that you anticipate a permanent cut slope up to 8 feet in height within the eastern portion of the subject property, and two -tiered rockery wall for erosion protection of that slope. If rockery walls are used for this purpose, we recommend that each wall be no more than 4 feet in height, and that the toe of the rockeries (see Figure 3) be located above a plane sloping 45 degrees downward from the adjacent property line. If higher cut slopes are required we should be consulted to provide other recommendations for slope protection. STRUCTURAL FILL All new fill in settlement -sensitive areas shall be placed as compacted structural fill after the site has been prepared as described above. All structural fill material shall be free of debris, organic contaminants and rock fragments larger than 6 inches. The suitability of material for use as structural fill will depend on the gradation and moisture content of the soil. As the amount of fines (material passing No. 200 sieve) increases, soil becomes 7505-A West Lake Sammamish Parkway Northeast Redmond, Washington 98052 425-882-4850 www.tubbs.com Firstline Construction, Inc. January 9, 2004 Page 4 increasingly more sensitive to small changes in moisture content and adequate compaction becomes more difficult to achieve. Structural fill shall contain no more than 5 percent fines for placement in wet weather. The percent fines can be higher for placement in dry weather, providing that the fill material is moisture -conditioned as necessary for proper compaction. The sandy native outwash soils at the site are suitable for structural fill. Structural fill placed in building or pavement areas shall be compacted to at least 95 percent of the maximum dry density determined in accordance with ASTM D-1557. Utility trench backfill should be compacted to at least 90 percent, except for the upper 2 feet which shall be compacted to 95 percent. We recommend that structural fill be placed in loose layers not more than 8 inches thick if a small vibratory roller compactor is used (or not more than 12 inches if a 10-ton or larger vibratory roller compactor is used), conditioned to the proper moisture content for compaction, and uniformly compacted before placing subsequent layers. FOUNDATION SUPPORT The proposed residence can be supported on conventional spread and strip footings founded on firm native soil, or can be supported on structural fill directly overlying firm native soil. Footings may be proportioned using an allowable bearing value of 2000 pounds per square foot. This value applies to the total of dead plus long term live loads and may be increased by one-third when considering design loads of short duration such as wind or seismic forces. This value also assumes a minimum width of 16 inches for continuous spread footings and 24 inches for isolated spread footings. The minimum depth of embedment below final adjacent grades is 18 inches for exterior footings and 12 inches for interior footings on firm native soil. Footings adjacent to a downhill slope shall be sufficiently deep to provide at least 6 feet of horizontal separation between the footing and the slope face, and shall be sufficiently deep or distant from the slope that a 1:1 plane extended from the edge of the footing does not intersect the slope face. Because local areas of loose soil may be encountered at the same level as the medium dense to dense soils, we recommend that the soils beneath the footings be compacted using hand operated vibratory equipment in lifts as described above. Any loose or disturbed soils in the footing excavations, including any test pit backfill, should be recompacted prior to concrete placement. Floor slabs can be supported on grade if site preparation is accomplished as previously recommended, or can be supported by structural fill directly overlying firm native 7505-A West Lake Sammamish Parkway Northeast Redmond, Washington 98052 425-882-4850 www.tubbs.com Firstline Construction, Inc. January 9, 2004 Page 5 soil. The subgrade soils should be proof -rolled as recommended above and compacted using vibratory equipment or replaced with compacted structural fill if loose areas are observed. A base course layer consisting of a minimum thickness of 4 inches of clean gravel containing no more than 5 percent fines should be placed beneath the floor slab to provide uniform support and a capillary break. FOUNDATION RETAINING WALLS The basement walls for the proposed residence function as retaining walls and shall be designed as such. Assuming that the walls that are allowed to deflect 0.01 times the height of the wall, we recommend an active lateral pressure equivalent to a fluid density of 40 pounds per cubic foot (pcf), assuming level backfill compacted and drained as outlined below. If the backfill surface slopes no steeper than 2H:1 V percent upward away from the wall, a lateral soil pressure value of 60 pcf should be used. Resistance to lateral footing loads can be developed both through friction on the base of the footings and passive pressures along the sides. Friction resistance on the base of the footing be computed using an internal soil friction angle of 30 degrees. Passive soil pressures may be computed using an equivalent fluid pressure of 300 pounds per cubic foot, providing the backfill around footings is compacted to at least 95 percent of maximum dry density (ASTM D-1557). These resistance values include a factor of safety of about 1.5. The above lateral soil pressures assume the walls will be backfilled with clean, free - draining sand or sand and gravel containing less than 5 percent fines (material passing the No. 200 sieve). This drainage zone should be at least 18 inches thick horizontally. The drainage material and remaining backfill placed behind the wall and not supporting structural elements should be compacted to approximately 90 percent of the maximum dry density. Heavy compaction equipment should not be operated within 3 feet of the retaining walls; no compaction tests will be necessary within 3 feet of the walls. A permanent subsurface drainage system should be installed at the base of all subsurface walls. These subdrains should consist of rigid, smooth -wall, 4-inch-diameter (minimum) perforated PVC pipe, nonwoven filter fabric such as Mirafi drainage product or equal, and surrounded by pea gravel or well -graded gravelly sand or sandy gravel with less than 3 percent fines (soil finer than the No. 200 mesh sieve) based on the fraction smaller than 3/4 inch. The drainpipes should discharge into tightlines sloped to drain by gravity to the existing storm sewer system. Roof drains shall not discharge into the footing drain system. 7505-A West Lake Sammamish Parkway Northeast Redmond; Washington 98052 425-882-4850 www.tubbs.com Firstline Construction, Inc. January 9, 2004 Page 6 SITE DRAINAGE AND EROSION CONTROL We understand that the City of Edmonds requires water to be routed through an on - site infiltration trench prior to being conveyed to the storm sewer system. We recommend that the bottom of the infiltration trench be sufficiently deep and distant from any adjacent downhill slopes so as to meet the setback requirements specified above for footings. We recommend that water from footing drains be routed directly to the storm sewer via a tight line. If the footing drains must be routed through the infiltration trench, the outlet from the infiltration trench to the storm sewer shall be at an elevation at least 3 feet lower than the footing drains in order to avoid the possibility of water from roof drains backing up into the footing drain system. The surficial soils within the subject property are susceptible to potential erosion and shallow debris slides if disturbed by construction or other activities. Erosion controls are therefore recommended, including the proper control of surface water runoff, minimizing the time of exposure in the area stripped during construction, and prompt revegetation. LIMITATIONS This report has been prepared for Firstline Construction, Inc. and its representatives for use in planning, permitting and designing residential development of Lots 2 and 3. Descriptions of subsurface conditions relative to foundation support and other aspects of the proposed development are based on surface observations and shallow subsurface explorations, and conditions should be confirmed by observations in the excavations at the time of construction. Within the limitations of scope, schedule and budget, our services have been accomplished in accordance with generally accepted geotechnical practices followed in this area at the time the report was prepared. No warranty, expressed or implied, should be understood. 7505-A West Lake Sammamish Parkway Northeast Redmond, Washington 98052 425-882-4850 www.tubbs.com Firstline Construction, Inc. January 9, 2004 Page 7 We trust that this report meets your present needs. If you have any questions regarding this report or if we can provide additional services, please call. /of wash\ 7 Nsed Donald W. Tubbs pi S. 4 cn z o �F� 14330 T ERF �I , sS�0N L /oH EXPIRES: 12/24/04 Document ID: HAL201R1 Yours very truly, Tubbs Geosciences Donald W. Tubbs, Ph.D. Engineering Geologist Enayat S. Aziz, P.E. Geotechnical Engineering consultant to Tubbs Geosciences 7505-A West Lake Sammamish Parkway Northeast Redmond, Washington 98052 425-882-4850 www.tubbs.com O e tt • . =Tank� .. OF SITE TL/BBSCOBOOOO MOM VICINITY MAP 4,',c FIGURE 1 N MORrn TI N m c m M m N z ORAPMIC SCALE .e e e (IN FEET) "' ee.. IM Yep., emn.el iM a1.11n4 1�' (p ab e..ngayl M 1. m 11 fJ'V Pb. me carncl le C8 N. 41 c � ' .';gym q• - � 6:1 BATTER ORIGINAL CxROW-40 17" EXCAVATION ONLY VAR I ABLE --8' MIN.THICKNES6 4"- Z" QUARRY 5ZLS/ OQ� yv I"MINUS WASHED ROCK AS NEEDED FILTE2 FABRIC AS NEEDED U G' PERF PIPE AS NEEDED FOR SUBSURFACE WATER. Rockery walls shall be constructed of rocks in the following size categories: Two -man rocks (300 to 600 pounds), 13" in least dimension; Three-man rocks (800 to 1200 pounds), 16" in least dimension; Four -man rocks (1500 to 2200 pounds), 18 " in least dimension. The rock material shall be hard, sound, durable and free from weathered portions, seams, cracks, and other defects. Rocks should be as tabular in shape as possible; rounded or very angular rocks shall be avoided. The larger rocks shall be placed at the base of the wall. Four -man rocks shall be used for the bottom course in walls higher than 6 feet. The lowest course of rocks shall be keyed into firm foundation material at least 12 inches below the adjacent grade. Rocks shall be selected and placed to minimize void space between rocks. Rocks shall be placed in a manner such that the long axis of the rock is normal to the face of the wall. To the greatest extent possible, rocks shall be placed with faces in contact; point contact shall be avoided. Inclining interfaces between rocks shall slope downward toward the back of the wall. After setting each course of rock, voids between the rocks shall be chinked on the back with quarry rock to eliminate any voids larger than two inches across. TUBBSU(RE"OaC 0('@[rDC�82 ROCKERY WALL SCHEMATIC FIGURE 3 APPENDIX A SUBSURFACE EXPLORATIONS The subsurface conditions within the subject site and adjacent areas were explored by excavating six test pits with a track -mounted backhoe on December 19, 2003. The test pit locations are shown on the Site Plan, Figure 2. The locations are approximate and were estimated in the field based on site features shown on the Site Plan. The explorations were backfilled with the excavated material and compacted with the backhoe bucket. The test pits were continuously monitored by an engineering geologist from our firm who observed the materials encountered, noted ground water conditions and maintained a detailed log of each exploration. The soils encountered were classified in general accordance with the classification system shown in Figure A-1. The test pit logs are presented in Figures A-2 through A-3. SOIL CLASSIFICATION SYSTEM GROUP MAJOR DIVISIONS SYMBOL GROUP NAME GRAVEL CLEAN GRAVEL GW WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL COARSE GRAINED GP POORLY -GRADED GRAVEL SOILS More Than 50% of Coarse Fraction GRAVEL GM SILTY GRAVEL Retained on No. 4 Sieve WITH FINES GC CLAYEY GRAVEL SAND CLEAN SAND SW WELL -GRADED SAND, FINE TO COARSE SAND More Than 50% Retained on SIP POORLY -GRADED SAND No. 200 Sieve More Than 50% of Coarse Fraction SAND SM SILTY SAND Passes No. 4 Sieve WITH FINES SC CLAYEY SAND FINE SILT AND CLAY MIL SILT GRAINED INORGANIC SOILS CL CLAY Liquid Limit Less Than 50 ORGANIC OL ORGANIC SILT, ORGANIC CLAY SILT AND CLAY MH SILT OF HIGH PLASTICITY, ELASTIC SILT More Than 50% INORGANIC Passes CH CLAY OF HIGH PLASTICITY, FAT CLAY No. 200 Sieve Liquid Limit 50 or More ORGANIC OH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: SOIL MOISTURE MODIFIERS: 1. Field classification is based on visual examination of soil in Dry - Absence of moisture, dusty, dry to the touch general accordance with ASTM D2488-90. Moist - Damp, but no visible water 2. Soil classification using laboratory tests is based on ASTM D2487-90. Wet - Visible free water or saturated, usually soil is obtained from below water table 3. Descriptions of soil density or consistency are based on interpretation of blow count data, visual appearance of soils, and/or test data. TUBBSG3(3aC�(3nC(3'% SOIL CLASSIFICATION SYSTEM FIGURE A-1 LOG OF TEST PIT DEPTH BELOW GROUND SURFACE (FEET) SOIL GROUP CLASSIFICATION SYMBOL DESCRIPTION TEST PIT TP-1 0 - 1.0 SP Dark brown sand with some gravel, some silt, some roots (loose, damp) [topsoil] 1.0 - 4.0 SM Medium brown silty sand with some gravel, some roots (medium dense, damp) [Vashon recessional outwash] 4.0 - 5.0 SP Gray sand with some gravel, trace of silt, trace of roots (dense, damp) [Vashon recessional outwash] 5.0 - 7.0 SM Gray silty sand with some gravel (very dense, damp) [Vashon till] 7.0 - 9.0 SP Gray sand with some gravel, trace of silt (very dense, damp) [Vashon advance outwash] Bottom of test pit at 9.0 feet on 12/19/03 No groundwater seepage observed TEST PIT TP-2 0-0.5 SM Dark brown silty sand with some gravel, some roots (loose, damp) [topsoil] 0.5 - 1.5 SP Brownish gray gravelly sand with trace of silt, trace of roots (medium dense, damp) [Vashon recessional outwash] 1.5 - 3.5 SP Gray sand with some gravel, trace of silt, trace of roots (medium dense, damp) [Vashon recessional outwash] 3.5 - 5.5 SM Gray sand with some gravel, trace of silt, trace of roots (very dense, damp) [Vashon advance outwash] Bottom of test pit at 5.5 feet on 12/19/03 No groundwater seepage observed DEPTHS ON THE TEST PIT LOGS, SHOWN TO 0.1 FOOT, SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT LOG OF TEST PIT TUBBSC�WQCUSM82 FIGURE A-2 LOG OF TEST PIT DEPTH BELOW GROUND SURFACE (FEET) SOIL GROUP CLASSIFICATION SYMBOL TEST PIT TP-3 DESCRIPTION 0 - 2.5 SP Brown sand with some gravel, some silt, trace of roots, some construction debris (loose, damp) [fill] 2.5 .3.5 SP Gray sand with some gravel, some silt, some roots, some construction debris (medium dense, damp) [fill] 3.5 - 4.0 SM Dark brown silty sand with some gravel, some roots (medium dense, damp) [buried topsoil] 4.0 - 7.0 SM Medium brown silty sand with some gravel, some roots (medium dense, damp) [Vashon recessional ourwash] 7.0 - 9.0 SP Brownish gray sand with some silt, trace of gravel, trace of roots (dense, damp) [Vashon advance outwash] Bottom of test pit at 9.0 feet on 12/19/03 No groundwater seepage observed TEST PIT TP-4 0 - 0.5 SP Dark brown sand with some gravel, some silt, some roots (loose, damp) [topsoil] 6.0 - 3.0 SP Brownish gray sand with trace of gravel, some silt, trace of roots (medium dense, damp) [Vashon recessional outwash] 3.0 - 6.0 SP Brownish gray sand with some gravel, some silt, trace of roots (very dense, damp) [Vashon advance outwash] Bottom of test pit at 9.0 feet on 12/19/03 No groundwater seepage observed DEPTHS ON THE TEST PIT LOGS, SHOWN TO 0.1 FOOT, SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT LOG OF TEST PIT TUBBSOO(Da �C�C�om FIGURE A-3 LOG OF TEST PIT DEPTH BELOW GROUND SURFACE (FEET) 0.3.5 3.5 - 4.5 4.5 - 7.0 0 - 1.0 1.0 - 2.0 2.0 - 6.0 6.0 - 7.0 SOIL GROUP CLASSIFICATION SYMBOL DESCRIPTION TEST PIT TP-5 SM Dark brown silty sand with some gravel, some roots (medium dense, damp) [fill] SM Reddish brown silty sand with trace of gravel, trace of roots (medium dense, damp) [Vashon recessional outwash] SP Medium brown sand with some silt, trace of gravel, trace of roots (medium dense, damp) [Vashon recesssional outwash] Bottom of test pit at 7.0 feet on 12/19/03 No groundwater seepage observed TEST PIT TP-6 SM Medium grayish brown silty sand with some gravel, trace of roots (dense, damp) [fill] SM Dark brown silty sand with trace of gravel, some roots ( medium dense, damp) [buried topsoil] SP Medium grayish brown sand with some silt, trace of gravel (medium dense, damp) [Vashon recessional outwash] SP Brownish gray sand with some silt, some gravel (dense to very dense, damp) [Vashon advance outwash] Bottom of test pit at 7.0 feet on 12/19/03 No groundwater seepage observed DEPTHS ON THE TEST PIT LOGS, SHOWN TO 0.1 FOOT, SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT TUBBSO OOMMO M LOG OF TEST PIT FIGURE A-4 CK* o3-sus IRSTLINE CONSTRUCT1,0N INC. T44 MAPLE STREET EDMONDS WA. 98020 JPH. (206) 498-5339 NOTED LOT COVERAGE LOT AREA = 8115 S.F. HOUSE & DECKS = 1530 S.F. COVERAGE= 1530 / 8115 = 18.8 % IMPERVIOUS SURFACES HOUSE RAVES & PATIO =1800 S.F. DRIVEWAY & WALKS = 862 S.F. TOTAL 2662 S.F. SITE ADDRESS 10304 242"d PL. S.W. EDMONDS WA, 98020 TAX PARCEL # v v APPROVED AS BY ENGINEERING DO 3- lZ cv APPROV^ eD BY PLAM�11 q. fou 12 �a 'p" %� �ls Z� ` \ P444,T �ST�KC� =v m B o0 py _ . HEIGHT CALLS - A=104.00 B=112.00 C=109.00 D=103.00 AVG. GRADE=107.00 ACTUAL-- 00' L32-0p AIAXIMUM=132.00 3(o 3 i,�O/S'S� z"= 'w �Y _ SITS P\.A" _ SC..AI_E IIg" - l vzoo-r 103.93`` - PwCEIVED FEB 2 5 2004 ��.MdvEo is PERMIT COUNTER ......................................................................................................................................................................................................................................................................................................................................................................................................... . A PORTION OF THE SE 1/4 OF THE SW 1/4., SECTION 36. TOWNSHIP 27 NORTH. RANGE 3 EAST. W.M. o 11 1 ° so 1 I GRAPHIC SCALE I I 1 I \ -20 0 10 20 40 CB 8 , \ I\ 0 (IN FEET) 4, ° �� \ \ \ / 1 inch = 20 ft. In order to prevent storm water flowing 1 / down the slope, connect the existing 12" CP and downspout line to an 8" CPEP Pipe and connect to C8 #3. J 3 / I Mailboxes per ON FE�G� CC Std Dtl. E8.7 AE <. f 2.1.6' I i I I I' I 1 I I act 3� 0 E to 01%o��� \ \ \ � f / - ? �Nc, `u I I r 1 I ► i C6 o ALL EXPOSED SURFACES TO I I ► \ J / x \ \ \ \ \ ;: .� `'. ,: , ' - - - BE COVERED WITHIN 2 DAYS 1 I n ► / 1 i I � I I 1 \ A. , I ` \ \ ��, I , IV I 121 � ACCE ABBE ♦TLINE MATERA r I xi 40 ,�,' tio 12 HANcR \ I I r I 1 \ Ilous� \\ ��` \J'4 \ �� ko 1 I \ \ l °'`':<s// ' I '�v „<vry a �B I 2 ` �. I�ocotibn B 4\ p v k i To 352.\50 Bsrrlt 34g150 Cd 1 110 , r • 4 / i / / /f / O ROM I Water Lqt/ \` I P 11f256 sf/ / 15 I/ f~ ' ame6BAWAL7 � / ; ; / o II = '�D I ' I / 2.6 EX. SSMH / RIM 322.36 IE 31596 I I I / �� / i / ,, / r M � 5 VICINITY ,MAP SCALE 1 = 2000 LEGAL DESCRIPTION LOTS 47 AND 48, RICHMOND PARK HOMES, DIVISION NO. 2, RECORDED IN VOLUME 14 Ur PLATS, PAGE 12, RECORDS OF SNOHOMISH COUNTY, WASHINGTON; EXCEPT THAT PORTION OF SAID LOTS 47 AND 48 DESCRIBED AS FOLLOWS: COMMENCING AT THE MOST NORTHERLY CORNER OF SAID LOT 47, THE TRUE POINT OF BEGINNING; THENCE SOUTH 62'50'16" WEST ALONG THE NORTHERLY LINE OF SAID LOT 47 A DISTANCE OF 90.88 FEET; THENCE SOUTH 27'09'38" EAST A DISTANCE OF 123.93 FEET TO AN INTERSECTION' WITH THE SOUTHERLY LINE OF SAID LOT 47; THENCE SOUTH .66'10'16" EAST A DISTANCE OF 12 FEET; THENCE NORTH 23'49'44" EAST A DISTANCE OF 147.82 FEET TO AN INTERSECTION WITH THE NORTHERLY LINE OF SAID LOT 48; THENCE NORTH 62'09'09" WEST ALONG SAID NORTHERLY LINE A DISTANCE OF 1.61 FEET TO THE NORTHEASTERLY CORNER OF SAID LOT 47: THENCE NORTHWESTERLY ALONG THE NORTHERLY LINE OF SAID LOT 47 BEGIN A CURVE TO THE NORTHWEST HAVING A RADIUS OF 40 FEET AN ARC DISTANCE OF 53.34 FEET TU THE TRUE POINT OF BEGINNING. SITUATE IN ii-IE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. DATUM NAVD 88 all in Power Cole ® NW Corner of Lot 48. Elev. 375.75 I w<" 16/ / :f / °j I I,� I - .:g APPLICAN'r 1 #.>�� ti�,/ I I , Sonoma Development / ,� \ >s 1 ,f /�j ' 1 I / PO Box 572 / , I 1 " ca �� Bothell, WA .. 8041- - - - - - -- - ---- _ _ — - -- / i F1=1 MAIM �oQ '� / p�5'9'-. . \ WV/9 Lot 3 i��. , O Lat 8,953 sf I 3� / ooa ,115 /Sf ,... /i c:' °Qo �-I / / SHEET INDEX v , I I I I I ,rr,U 1\ / t ! SHEET 1 SITE PLAN AND NOTES ..I ..,(..:..,.......:.,.,. s� `r MQ'ilL?ox/ P r 1 11' ! 1 \ I I I I , I I' ��. // / O�'p� Q' o/ !1 _ Ii SHEET 2 PROFILES i t $td Dtl EI8.� f I 1 , \ \ ) 1 I / / !g'� ,/ ! ! I / SHEET 3 PROFILES AND SECTIONS ;� I11I1 I / 141,6471 �f \ , \ / / / �, / \ / I / , , {`' / // , ! // SHEET 4 PROFILE, DETAILS AND ESC NOTES I I I i CB' SHEET 5 GRADING AND TESC PLAN I� l � l I , !' 1 / // / / �// SHEET 6 SHORT PLAT MAP 4' WATER & SEWER INSPECTIONS READ GUTTEAS/DOWNSPOUTS 0 o o = — — — _M C= OP Pt Pit ST-si3 C'A�.l. 425-771- (! EXT.1326 l o , I 1 r I / T WPOMt(c-���* pR�eWt e ti P o �GENERAAL, NOTES PROJECT NOTES 1) ALL �VVORKMANSHIP AND MATERIALS SHALL BE IN ACCORDANCE WITH CITY OF 1) GUTTERS AND DOWNSPOUTS FOR ALL NEW HOMES SHALL BE TIGHTLINED AND FOOTING DRAINS NOT I I I I I ! ! r I r EDMOND-. STANDARDS AND THE 2002 EDITION of THE STATE OF WASHINGTON CONNECTED TO THE NEAREST CATCH BASIN. TO BE TIED INTO STANDA P SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION DETENTION SYSTEM IIII / I (WSDOT/jIA�PWA). 2) ONE ADDITIONAL MAILBOX SHALL BE INSTALLED ON 104th AVENUE WEST PER 2) TEMr ORARY EROSION/WATER POLLUTION MEASURES SHALL BE REQUIRED IN CITY OF EDMONDS STD. DWG E8.5. TWO ADDITIONAL MAILBOXES SHALL BE ACCORDANCE WITH THE LATEST EDITION OF THE DOE MANUAL. INSTALLED ON 242nd PLACE SW PER CITY OF EDMONDS STD. DWG E8.7. 3) COM.FLY WITH ALL OTHER PERMITS AND OTHER REQUIREMENTS BY THE CITY OF EDM=S COMMUNITY SERVICES GROUP OR OTHER GOVERNING AUTHORITY OR 3) TRAFFIC CONTROL SHALL BE COORDINATED WITH THE CITY OF EDMONDS I I I r I AGENCY.i TRAFFIC ENGINEER PRIOR TO ANY CONSTRUCTION IN THE RIGHTS -OF -WAY. 4) A PFECONSTRUCTION MEETING SHALL BE HELD WITH THE CITY OF EDMONDS ACCEPTABLE TiGHTLINE COMMUN I-Y SERVICES GROUP OFFICE PRIOR TO THE START OF CONSTRUCTION. 4) THE CONTRACTOR SHALL BE RESPONSIBLE TO OBTAIN ALL NECESSARY MATERIAL I IIII I I I I 5) ALL ISTORM MAINS SHALL BE STAKED FOR GRADE AND ALIGNMENT BY JBMF PERMITS AND NOTIFY THE CITY 24 HOURS PRIOR TO ANY CONSTRUCTION. SDR 35 ( I I I I I I III I I I I 1 CONSULTING ENGINEERS OR AN ENGINEER OR SURVEYOR CAPABLE OF SCH 40 I I I 1 PERFORMNG SUCH WORK. 5) DRIVEWAY AND APPROACH RADII SHALL BE 10' UNLESS OTHERWISE NOTED. N -12 � I I IIII III I I 1 1 6) STOP DRAIN PIPE SHALL MEET THE FOLLOWING REQUIREMENTS: F810 RANCOR I IIII IIII I I I I 1 \ A) Ri.INFORCED CONCRETE PIPE CONFORMING TO THE REQUIREMENTS OF AASHTO 6) UTILITY LOCATIONS ARE APPROXIMATE AND THE CONTRACTOR SHALL v I I I I I I II I I ` 1 M-17(. EXPLORE AND LOCATE (81 DIAL -A -DIG) EXISTING LINES TO MAKE SURE OF a) CORRIGATED METAL PIPE (CMP) WITH ASPHALT COATING CONFORMING To LOCATION, DEPTH AND AUGNM=NT. THE CITY OF EDMONDS AND ENGINEER ARE 1 MANUFACTURER'S REQUIREMENTS. NOT RESPONSIBLE FOR SAID LOCATIONS SHOWN HEREIN. III I I I I I I I I 1 1 C STEEL ALUMINIZED PIPE CONFORMING TO ITS MANUFACTURER'S STANDARDS. I I I I I I I I I 1 1 D3 ST"EEL PIPE CONFORMING TO THE REQUIREMENTS OF AWWA C-151, THICKNESS CONTRACT OLYMPIC VIEW 1 CLASS SHOWN ON PLANS. 7) BUILDINGS ON LOTS 2, 3 ,AND 4 TO BE DEMOLITED. WATER/SEWER DISTRICT I I I I I I IIII I 1 1 1 1 E) POLYETHYLENE SMOOTH WALL PIPE PER ADS N-12 CONSTRUCTED PER I I IIII I I 1 WSDO� /APWA STANDARD SPECIFICATIONS 7-04. 8) FIRE AND AID SIGNS 'NILL BE PLACED AT THE ENTRANCE TO LOTS 2, 3 & 4. (A I I I I I I I I 1 1 11 1 7) SPECIAL STRUCTURES, OIL/WATER SEPARATORS AND OUTLET CONTROLS I 1 SHALL BE INSTALLED PER PLANS AND MANUFACTURERS RECOMMENDATIONS. 9) THE ENGINEERED BLOCK WALL PARALLEL TO 104th AVE W WILL NEED TO BE Lo o I I I I I I I I II I 11 I I ANY EXCAVATION -CALL DIG AT 1-800-424-5555 A MINIMUM OF 48 HOURS PRIOR TO DOSC MMENCEMENTRUCTURAL OF CUNSTRUCENGITION NEER ONC104thD AVEIN WIASHIi�lGTON STATE PRIOR I I IIII I I 9) WHE E CONNECTIONS REQUIRE "FIELD VERIFICATIONS", CONNECTION POINTS WILL BE 1EXPOSED BY CONTRACTOR AND FITTINGS VERIFIED 48 HOURS PRIOR TO I I IIII I I I DISTRIBUTING SHUT-OFF NOTICES. APPROVED AS NOTED v I I I I I I I I I I ' ' 10) CONTACT OLYMPIC VIEW WATER AND SEWER DISTRICT FOR SEWER Y ENGIN EKING 1 INSPECTIONS AND THE CITY OF EDMONDS FOR WATER SERVICE INSPECTIONS. B I I ►III I I I Dat®: �IIII J I , SURVEYu l ENGINEER Exacta Surveying Service JBMF Consulting Engineers 9827 8th Northeast John B. Friel, PE Seattle, WA g8115 PO Box 27 (206) 365-0670 Everett, WA 98206 SITE ADMESS 10302 242nd PL SW Edmonds, WA IMPERVIOUS AREA New Impervicus Area: 4471 SF .,KEYED NOTES Replace Existing Yard Drain with a Type 1 Catch Basin F2 Trench Section per City of Edmonds Std. Drawing E4.2 31 New Tyne 2-48" Catch Basin per Std. Drawing E5.3 ® 16 LF 12" CPEP Q 50 LF Rock Wall, Sta 0+50 to 1+00 LT 8', Max Height 3' ® Provide, cs necessary, a Concrete Block Wall to ensure Rock Wall to the NW remains intact [7 36 LF Hock Wall, Max Height 3' ® Standard Concrete Extruded Curb, per City of Edmonds Std Drawing E2.7 �9 60 LF12" RCP 10 Remove Existing 12" Storm Drain Pipe 11 5' Asphalt -Walkway per City of Edmonds Std. Drawing E2.12, Standard concrete Extruded Curb, per City of Edmonds Std Drawing E2.7 12 5' Asphal, Ramp 13 30' Standard Driveway Entrance per City of Edmonds Std. Drawing E2.26 14 104 LF 12" HDPE Drissco Pipe, butt fused. 15 87 LF 12" CPEP RECEIVED 16 44 LF 8" CPEP NOV 2 5 2003 17 36 LF Rock Wall, Max Height 3' 18 20 LF Rock Wall, Max Height 3', See Section on Sheet 4 PERMIT COUNTER 19 132 LF Engineered Block Wall, Max Height 3', See Section on Sheet 4 ® Concrete Block Anchor, 25' O.C. per Detail on Sheet 4 21 119 LF 12" CPEP © 65 LF 12 CPEP CITY OF EDMONDS © 21 LF 12" CPEP APPROVED FOR CONSTRUCTION CITY ENGINEER t DATE 3: 3: 0 0 W W U) Z o 0 O_ N In U U W N m a a M M O 'a .W (� t(D � y 0 � m31: .r �- c to w w U1 C I� (' 11 ti N (P X ,L • � � N m CID W v ' U_ N �u�-- X U Cj .. .�� L [L 04 O � O N Cj)co O " C m CL O Z O co an C0 4-0 L_ 0 cr) 9_4t . A DRAWN: HMM DESIGNED: HMM APPROVED: JBF DATE: 4-2-02 PROJECT NO. E02-010 SCALE: 1 of = 20' SHEET 1 OF 4V3 - 53��- FY�77,lNE- &dW 5F pe- 510 zyat,no,�c ST;jEET FILE. RECEIVED NOV p 5 2003 PERMIT COUNTER FILTER FABRIC --"'- SECURED TO 2' X 2' 14 GA. WIRE FABRIC EQUAL 2' X 2' WOOD OR, EQUIVALENT F_L,Ev . 3AO.00 18'- 12, 8, FILTER FABRIC MATERIAL IN CONTINDUS ROLLS, USE STAPLES PLACE 3/4'-1,5' WASHED GRAVEL IN DR WIRE RINGS TO ATTACH THE TRENCH AND ON BOTH SIDES OF FILTER FABRIC FENCE ON THE SURFACE. FABRIC TO WIRE. Ncsr�'. IfIf ; II SUPPIN2T FEE WIRE MESH i iU TO SUPPORT FILTER FABH�( I I I ' .f�l�C �R�s\dam I I II I __ _,� IIf -I ti BURY BOTTOM OF FILTER i i MATERIAL B' TO IL" I� 6' MAX `\2' X 2' WOOD POSTS OR EQUIVALENT 7/8' WASHED ROCK GRATE 37�1. 00 ,.,--------- I s)8_cl(Jcr i ACE FILTER FABRIC BETWEEN FRAME - JD GRATE. PLACE 7/8' WASHED GRAVEL 40 -4 INCHES HIGH AROUND CATCH BASIN .19 I FILTER WATER. /7 TRAW BALES MAY BE USED IN CERTAIN CIRCUMSTANCES (SEE DETAIL EI.I.i) W PON APPROVAL OF CITY ENGINEER OR HIS REPRESENTATIVE, THIS APPLICATION SHALL BE MAINTAINED AT ALL TIMES DURING CONTRUCTION PERIOD. o�P TY INSPECTION REQUIRED ON ALL EROSION CONTROL :ASURES BEFORE WORK CAN BEGIN. z W+�rsP77ONSlER z F' �3i o v � l W FsLTI�xnom T9.E'ce.�-E Nor �R. C ` ANC IRE0LA CE �. QVNNECT ALL FOOTIK6, N ` I AKA TlgHTLI NE TO rXI ST(N G 1JS s-r U G � 4R Ds ACCEPTABLE TIGHTLINE MATERIAL. SDR 35 SCH 40 N-12 F810 HANCOR GRADING CALCULATIONS CUBIC YARDS CUT = 283 YARDS CUDIC YARDS GRADED= 125 YARDS ---------------- TOTAL CUT/GRADE= 406 YARDS 4•� 7�� o dry., ZIPqc�� tJT�NG . OR, .../" 3 0. 00 `74 TO �a.-�----- • Utz +i�ml►. C�Cy Q.S. k 1 .9 r ��a CC)N Ill �� 4i`�IJ oA � k Qp C RE r/0 EA VRED S�rltqc', C 1� Xrs� H G _ . ���, 2 �Ll- 30�� f `'0 I; a9' Wit. ! • 3-7 - OWNER: FIRSTLINE CONSTRUCTION 944 MAPLE ST. EDMONDS WA. 98020 Ph. (206) 498-5339 APPROVED AS NOTED BY ENGINEERING SITE AESS T /T 10304 242" PL. S.W. Date: EDMONDS WA, 98020 TAX PARCEL # 4 S 5 S— 9 Q 0 - O- Aa -- C) a SRE AND AID ADDRESS SIGN REQUIRED 7 .0Ca . '-1 k Sb G'pzf WTI-00 GRADING PLANT SCALE: 1/8"=1 FOOT C` 1i1FFC1 4 �i: r:TD 18 RF,,,FVISIOLE F03 Fz�Ci51 ;ri:Vi. AIIND DRAXIJGFEXPOSED SURFACES TO BE COVERED WITHIN 2 DAYS LEDGEND: EXISTING GRADE FINISH GRADE SILT FENCE FILE �,.• 00 LOT COVERAGE LOT AREA= 8115 S.F. HOUSE & DECKS= 1530 S.F. COVERAGE 1530/8115= 18.8% IMPERVIOUS SURFACES h�OUSE, EAVES & PATIO= 1800 S.F. RIVEWAY & WALKS= 862 S.F. TOTAL= 2662 S.F. RECEIVED FEB 2 6 2004 PERMIT COUNTER A PORTION OF THE SE 1/4 OF THE SW 1/4, SECTION 36, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M. I W 0 3 3° \ 1 GRAPHIC SCALE I I 1 \ -20 0 10 20 40 CB #8 2 \ I \ I (IN FEET) \ \ I 1 inch = 20 ft. , \ In order to prevent storm water flowing down the slope, connect the existing 12" CP and downspout line to an 8" NORTH CPEP Pipe and connect to C8 #3. 3 Mailboxes per Std Dtl. E8.7 IE 371.39 / ICB 7 e I I I I I I v I 1 I I I ! NGt I 3-77,1 I I I I 1 I I �oX 0 \ / / � r o � I � I 1 1 I I l � . �• C� I `- �, � ,q I' / '``` �' � � Roc �'� e?a I I I I I \ < \eigt . \ Zn , f' 1 \ --_-- I, : 121I a�3CE HiLINfr ----- ,.. / � yt 5 MATERM as \ \may,. � \ \ ff 40 \ l r I \ Proposed \ . ` ` \ \ O i y l/ / I x, <,t,`c, •12 / I I I I \House �\ 4' \ `'k I 1 \ l o>f? / 1 `;�';� 4, » HANOOR Nry 3., I r ocatibn \ r \0 1 o B 4\ \ / ,9':z` .^:k y �B 2 f: \ Ok G ` I I .. To� 352. 0 \ \ \�'', ` \ \ L f}` / 1 ` / ) Bsrrit 34�50 I Ila I r ' I �� / �I— B / G ► `\ / 11 I �'if / 1 �© I I I B I I I I I I Water�ervlce/ // 4, / /� i I / I I'pt / -, ` / 1 won ROCK �_k 'r 11./2 5 6 s f / o/ 1 i5 /'°<�i / I / l I I 1 / I 1 / '`;r ; 64'k EX. SSMH 01I I I I \ r! I '', I / , / / r,7 / ' / ! rn 7 M / I 1 / / 2.U' d IRIM 322.36 11 I I i CB k6 I E 315.9 6 A 16 V o'� ` /i 1 / / / / .�°' le 1 i-1f2' 19 u I• �/ ;� l 7 rl I ......... _:>..:.............// I.• � �:. ;� l l � , / l l l � � �..• °/, I Lot 3 .... �_ ' Lost / / / /, ?i 8,953 sf / a cl o` o SHEET iNDE A/ °o / / II I 1 I1 II I II \ \ I I / 'SHT 1 SITE PLAN AND NOTESV E 1 ...,:..,...,:nv. I / PROFILESMppil boxl p r SHEET 2 d Dti 08.� I 4 SHEET 3 PROFILES AND SECTIONS 1. it trlac, I 4I,647 f SHEET 4 PROFILE, DETAILS AND ESC NOTES SHEET 5 GRADING AND TESC PLAN FOOTING DRAINS NOT ' CB 1 i l 1 II 1 1 / / / ; / // ' / / / l TO BE TIED INTO DETENTION SYSTEM SHEET 6 SHORT PLAT MAP o 4 GUTTERS/DOWNSPOUTS N / / I / / / / I / , / / / / ' / I ► / , / �/ TO CONNECT TO I / / / / l / / { 1 I •`�° -- EXIST STvr -Pt sruj> cR SEWER o 0- w_� �� Q 14t W o 1 INSpEOTIONS EQD .I.. Ti' OALL 426-771.0220 EXT.1326 / GENERAL NOTES PROJECT NOTES 1) ALL WORKMANSHIP AND MATERIALS SHALL BE IN ACCORDANCE WITH CITY OF 1) GUTTERS AND DOWNSPOUTS FOR ALL NEW HOMES SHALL BE TIGHTLINED AND EDMOND STANDARDS AND THE 2002 EDITION OF THE STATE OF WASHINGTON CONNECTED TO THE NEAREST CATCH BASIN. !. � I I I I I /l / , / I ' 1 STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION ACCEF°t.'.:.' :: fIGHTLItNE (WSDOT/IAPWA). 2) ONE ADDITIONAL MAILBOX SHALL BE INSTALLED ON 104th AVENUE WEST PER I'ti+ L-RIAL 2) TEMPORARY EROSION/WATER POLLUTION MEASURES SHALL BE REQUIRED IN CITY OF EDMONDS STD. DWG E8.5. TWO ADDITIONAL MAILBOXES SHALL BE SDR 35 ACCORDANCE WITH THE LATEST EDITION OF THE DOE MANUAL. INSTALLED ON 242nd PLACE SW PER CITY OF EDMONDS STD. DWG E8.7. SCH40 N 3) COmPLY WITH ALL OTHER PERMITS AND OTHER REQUIREMENTS BY THE CITY -12 RANCOR I 1 III I� I l 1 I 1 OF EDMONDS COMMUNITY SERVICES GROUP OR OTHER GOVERNING AUTHORITY OR 3) TRAFFIC CONTROL SHALL BE COORDINATED WITH THE CITY OF EDMONDS AGENCY.! TRAFFIC ENGINEER PRIOR TO ANY CONSTRUCTION IN THE RIGHTS —OF —WAY. I I IIII I I I l / I I 4) A PRECONSTRUCTION MEETING SHALL BE HELD WITH THE CITY OF EDMONDS I I I I I I I I I I I COMMUN TY SERVICES GROUP OFFICE PRIOR TO THE START OF CONSTRUCTION. 4) THE CONTRACTOR SHALL BE RESPONSIBLE TO OBTAIN ALL NECESSARY I IIII i I I I 5) ALL I STORM MAINS SHALL BE STAKED FOR GRADE AND ALIGNMENT BY JBMF PERMITS AND NOTIFY THE CITY 24 HOURS PRIOR TO ANY CONSTRUCTION. ALL EXPOSED SURFACES TO I III ► I I I I III I I I I I CONSULTING ENGINEERS OR AN ENGINEER OR SURVEYOR CAPABLE OF EXP D WITHIN 2 DAYS I I I 1 PERFORMING SUCH WORK. 5) DRIVEWAY AND APPROACH RADII SHALL BE 10 UNLESS OTHERWISE NOTED. BE COVERS I I I I ► I III I I 1 1 6) STORM DRAIN PIPE SHALL MEET THE FOLLOWING REQUIREMENTS: I IIIIIIII I I I I I 1 A) REINFORCED CONCRETE PIPE CONFORMING TO THE REQUIREMENTS OF AASHTO 6) UTILITY LOCATIONS ARE A'PROXIMATE AND THE CONTRACTOR SHALL I I I I II 11 I ► I 1 170. EXPLORE AND LOCATE (BY DIAL—A—DIG) SURE CORRIGATED METAL PIPE (CMP) WITH ASPHALT COATING CONFORMING TO LOCATION DEPTH ALIGNMENT. THE EXISTING EF CITY OF EDMONDS ANDENG ENGINEER B) ARE I I I I I 1 1 1 MANUFACTURER'S REQUIREMENTS. NOT RESPONSIBLE FOR SAID LOCATIONS SHOWN HEREIN. I I I I I I I I II I I \ 1 C STEEL ALUMINIZED PIPE CONFORMING TO ITS MANUFACTURERS STANDARDS. I I I I I I I I I 1 1 D3 STEEL PIPE CONFORMING TO THE REQUIREMENTS OF AWWA C-151, THICKNESS I CLASS SHOWN ON PLANS. 7) BUILDINGS ON LOTS 2, 3 AND 4 TO BE DEMOLITED. I I I I I I III) I 1 11 \ 1 E) rP.OLYETHYLENE SMOOTH WALL PIPE PER ADS N-12 CONSTRUCTED PER I I IIII I I 1 WSDJ�I /APWA STANDARD SPECIFICATIONS 7-04. 8) FIRE AND AID SIGNS WILL BE PLACED AT THE ENTRANCE TO LOTS 2, 3 & 4. n I I I I I I I I \ 1 11 \ 7) SPECIAL STRUCTURES, OIL/WATER SEPARATORS AND OUTLET CONTROLS I SHALL BE INSTALLED PER PLANS AND MANUFACTURERS RECOMMENDATIONS. 9) THE ENGINEERED BLOCK MALL PARALLEL TO 104th AVE W WILL NEED TO BE o I I I I I I I I II 11 II I I ANY EXCALL L DDIAL—A—DIG AT 1-800-424-5555 A MINIMUM OF 48 HOURS PRIOR TO DESIGNED BY A STRUOF•TURAL ENGINEER LICENCED IN WASHINGTON STATE PRIOR TO COMMENCEMENTCONSTRUCTION ON 104th AVE W. I I IIII I 9) WHE E CONNECTIONS REQUIRE FIELD VERIFICATIONS , CONNECTION POINTS I I I I I I I I 1 I WILL BE EXPOSED BY CONTRACTOR AND FITTINGS VERIFIED 48 HOURS PRIOR TO I I I APPROVED AS NOTED I I I DISTRIBUTING SHUT—OFF NOTICES. IIIIIIII I I I I 10) CONTACT OLYMPIC VIEW WATER AND -SEWER DISTRICT FOR SEWER Y ENGINEERING U) I I I I I 1 INSPECTIONS AND THE CITY OF EDMONDS FOR WATER SERVICE INSPECTIONS. I I I I I I I I I I I I Date: j Da - - IIIIIIIIII I I I I VILV VICINITY ,MAP SCALE 1 — 2000 LEGAL DESCRIPTION LOTS 47 AND 48, RICHMOND PARK HOMES, DIVISION NO. 2, RECORDED IN VOLUME 14 OF PLATS, PAGE 12, RECORDS OF SNOHOMISH COUNTY, WASHINGTON; EXCEPT THAT PORTION OF SAID LOTS 47 AND 48 DESCRIBED AS FOLLOWS: COMMENCING AT THE MOST NORTHERLY CORNER OF SAID LOT 47, THE TRUE POINT OF BEGINNING; THENCE SOUTH 62'50'16" WEST ALONG THE NORTHERLY LINE OF SAID LOT 47 A DISTANCE OF 90.88 FEET; THENCE SOUTH 27'09'38" EAST- A DISTANCE OF 123.93 FEET TO AN INTERSECTI01',i WITH THE SOUTHERLY LINE OF SAID LOT 47; THENCE SOUTH 66'10'16" EAST A DISTANCE OF 12 FEET; THENCE NORTH 23'49'44" EAST A DISTANCE OF 147.82 FEET TO AN INTERSECTION WITH THE NORTHERLY LINE OF SAID LOT 48; THENCE NORTH 62'09'09" WEST ALONG SAID NORTHERLY LINE A DISTANCE OF 1.61 FEET TO THE NORTHEASTERLY CORNER OF SAID LOT 47; THENCE NORTHWESTERLY ALONG THE NORTHERLY LINE OF SAID LOT 47 BEGIN A CURVE TO THE NORTHWEST HAVING A RADIUS OF 40 FEET AN ARC DISTANCE OF 53.34 FEET T U THE TRUE POINT OF BEGINNING. SITUATE IN 11-IE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. DATUM NAVD 88 z�= E E W W U) 4- 0 a 0 O > a `m a a m m 0 0 A N v- to rn Off, W w cf) Nail in Power- Pole ® NW Corner of Lot 48. Elev: 375.75 APPLICANT U Sonoma Development PO Box 572 ` Bothell, _WA _ 118041_- SURVEYDR ENGINEER Exacta Surveying Service JBMF Consulting Engineers 9827 8th Northeast John B. Friel, PE Seattle, WA 98115 PO Box 27 (206) 365-0670 Everett, WA 98206 Q SITE ADDRESS r N (P X cn � N LLI �m L _ 1— �.� > t t � r N 10302 242nd PL SW N -t Edmonds, WA II II X �. IMPERVIOUS AREA mmQ 1�4t Q) New Impervicus Area: 4471 SIF KEYED NOTES ^� O Q (L 0 0L 0 Re lace Existirl Yard Drain with a T fin Catch B p g yp asrn 2❑ Trench Section per City of Edmonds Std. Drawing E4.2 [3 New Tyne 2-48" Catch Basin per Std. Drawing E5.3 ® 16 LF 12" CPEP 4-1 ❑5 50 LF Rock Wall, Sta 0+50 to 1+00 LT 8', Max Height 3' © Provide, as necessary, a Concrete Block Wall to ensure Rock Wall to the NW remains intact �7 36 LF Rock Wall, Max Height 3' � C4 00 ® Standardf7 Concrete Extruded Curb, per City of Edmonds Std Drawing E2.7 0 O Q 60LF12"RCP p C4 10 Remove Existing 12" Storm Drain Pipe C 11 5' Asphalt Walkway per City of Edmonds Std. Drawing E2.12, C co *' Standard Concrete Extruded Curb, per City of Edmonds Std Drawing E2.7 .0 0. Z CD 12 5' Asphalt Ramp -Co •> r 4--a 13 30' Standard Driveway Entrance per City of Edmonds Std. Drawing E2.26 ,p Cd 14 104 LF 12" HDPE Drissco Pipe, butt fused. LO 15 87 LF 1 ?" CPEP RECI~IVF.D O 16 44 LF 8" CPEP 17 36 LF Rock Wall, Max Height 3' NOV 2 5 2003 � PERMIT COUNTER 18 20 LF Rock Wall, Max Height 3', See Section on Sheet 4 19 132 LF Engineered Block Wall, Max Height 3', See Section on Sheet 4 04 ® Concrete, ' Block Anchor, 25O.C. � per Detail on Sheet 4 STREET 21 119 LF 12" CPEP FILE © 65 LF 12" CPEP CITY OF EDMONDS DRAWN: HMM © '� APPROVED FOR CONSTRUCTION APPIROVED:Hie'F 21 LF 12. CPEP DATE: 4-2-02 0��2 4QVU, I ( �S_ 0- PROJECT NO. E02-010 SCALE: 1 20' CITY ENGINEER DATE SHEET 1 OF B z Z) O U to O _ O z In 16" D3 6�73 6- q-oelo,o SGv sFE- by-a (-n a5c STREE1 v (Sufi Si"µ' RECEIVED NOV 2 5 2003 PERMIT COUNTER O ,'T1.0: OF TKE &E 1/ , OF THE SW 1/ , SECT10N 36, TOWNSHIP 27 NORTH , RANGE 3 EAST, r • CITY OF i D OND P-2000,-82 ATWI -- r%=n1^w0r1r%®J I we erify thatOearethe legal owners) of the roperty described above andcthat thisvision with the followin edits one and conditlons is made m our free consent and according to my ur a®ir Property Owner signature 11mes TOTAL PARCEL LOTS 47 AND 48, RICHMOND PARK HOMES, DIVISION NO. 2, RECORDED IN VOLUME 14 OF, PLATS, PAGE 12, RECOROS OF SNOHOMISH COUNTY, WASHdNGTON; EX09PT THAT PORdTliN OF BAtO LOTS 47 AND 48 DESCRIBED AS FOLLOWS: COMMENCING AT THE �MgST NORTHERLY CORtNERd OF SAID LOT 47, TMS TRUE POINT OF M NINQ; THE -HOE SOUTH d�+�010 WIEST ALONG THIt NORiTNERLY Link OF SAW LOT 47 A DISTANCE �Ir �O.I�s FEET; THENICE SOUTH 2 +00 31iir" EAST A hI�TA�NCE OF' 123.93 FEET TO AN INT I CTiON 01'H THE SOUTHERLY LINE OF SAID LOT 47; THENCE SOUTH 661n'16" EAST A DISTANCE OF 12 FEET; THENCE NORTH 23'49'44" CAST A DISTANCE OF 147.82 FEET TO AN INTERSEC11ON WITH THE NORTHERLY LINE OF SAID LOT 48; THENCE NOR" H 82109'09" WEST ALONG SAID NORTHERLY LINE A DISTANCE OF 1.61 FEET TO THE NORTHEASTERLY CORNER OF SAID LOT 47; THENCE NORTHWESTERLY ALONG THE NORTHERLY LINE OF SAID LOT 47 KIN A CURVE TO THE NORTHWEST HAVINQ A RADI0.S air 40 FEET AN ARC DISTAt4CL OF 53.34� FEET TO THE UX PdINT OF 111110NNIM7. SITUATE IN THZ OOU.NTY OF SN 140MIGH, STATIE OF WASHIN-DTON. EXCEPTIONS EASEMENT AND THE TERMS AND CONDITIONS THEREOF: Dleclosa4 by. Statutory warrenty deed In favor of., Roy W. Ludw11 and Wilmo J. Ludwig, his wife Purpose: Draina.ge and Aces" Affects: 3 feet in w1dth long 4outherly of tho northwesterly line of cold Lot 47 Reoorded: November 15, 1956 Recording Nurr bmr: 12152-OS COVENANTS, C©NDITtON.S. RESTRICTIONS AND EASEMENTS CONTAINED IN INSTRUMENT: Recordsd: ©ctokasr 22, 1956 Recording Numl ar: 1212303 NOTIM IN MTNESS Wki 'Q!9" vie set our hands wind seals. ,a. Neafm"d Name Name Name Nary a --- State of Washington County of I certify that I know or have satisfactory evidence that signed this Instrum ant and acknowtadged it to b.e (. ,/her) free and voluntary act for the uses and purposes mentioned Ire the instrument. Signature of Notary Public Dated -A. My appa n rvnelkfr ek.0; free State of Wa:;shin ton County of I certify that I know or have scatlefoatory evidence that signed thils inefrument and acknewiedged it to be (hie/h®r) . free and voluntary set fir,,, puses and pur"nes mentioned In the instrument. dw 44 C) T Signature of Notary Public d� N 41 Qated • 6h�''';►'"r MY pppQTltmaliRi Ae_�' w RECORDER'S CERTIFICATE ................... flied for record this J7.0 clay of',&-fl /20a4.. atN&M. in book .......... of ....:... at p,ap.e ......... a4 the request of aV.IQ l�,..bamiaw=t- Mgr. Supt. W.0-f .Retards SURVEYOR'S CERTIFICATE THIS MAP CORRECTLY REPRESENT; A SURVEY MADE BY ME OR UNDER MY 01-R.ECT10N IN CONFORMANCE WITH THE MEQUIREMENTS OF THE SURiEY' RECORDINQ ACT AT THE REQUEST OF Jan PqRs IN Q r OF p. f CERTIFICATE NO. 10749 - MAINTENANCE, OPERATION, REPAIR AND/OR RECONSTRUCTION, AS INTENDED IN THIS DECLARATION, APPLY TO ALL NECESSARY MATERIALS AND LABOR REQUIRED TO MAINTAIN A STABLE AND USABLE ROAD SURFACE FOR INGRESS AND' EGRESS OF SAID TRACT SHOWN ON THIS PLAT AND IDENTIFIED ABOVE. THE COST OF SAID MAINTENANCE; OPERATION AND REPAIR AND/OR RECONSTRUCTION SHALL ALSO BE BORNE EQUALLY AND JOINTLY BY THE OWNERS, THEIR HEIRS, SUCCESSORS, AND ASSIGNEES, OF SAID LOTS 2-3. MAINTENANCE, OPERATION, REPAIR, AND/OR RECONSTRUCTION, AS INTENDED IN THIS DECLARATION, APPLY TO ALL NECESSARY MATERIALS AND LABOR REQUIRED TO MAINTAIN A STABLE AND USABLE DRAINAGE SYSTEM WITHIN SAID SHOWN ON THIS PLAT AND IDENTIFIED ABOVE AS THE DRAINAGE EASEMENT. THE COST OF SAID MAINTENANCE, OPERATION AND REPAIR AND/OR RECONSTRUCTION SHALL ALSO BE BORNE EQUALLY AND JOINTLY BY THE OWNERS, THEIR HEIRS, SUCCESSORS, AND ASSIGNEES, OF SAID LOTS 1-4. Owner, and all persons having any present or subsequent ownership interest in these lands, and the succe:saors and assigns of owners or other parties having any said Interest, hereby agree that the City of Edmonds shall be held harmless in all respects from any and all claims for damages for injunctive relief which may be occasioned now or In the future to adjacent land 'or Improvements by reason of the construction, operation and maintenance of the drainage system and hereby waive and release the City of Edmonds from any and all claims for damages, excluding damage caused solely by an act or omission of said City and injunctive relief which the owners, or their successors or assigns, may themselves have now or in the future by reason of the construction, maintenance and operation of said drainage system. TRACT A SHALL BE HELD IN EQUAL AND UNDIVIDED INTEREST BY LOTS 3 & 4. SAID OWNERS OF LOTS 3 & 4, THEIR HEIRS, SUCCESSORS, AND ASSIGNEES, SHALL BEAR ALL COSTS ASSOCIATED WITH OWNERSHIP OF TRACT A. Compliance with all of the conditions of approval found in the final approval of the short subdivision and the attoohments thereto. A copy of sold document is located in File S--2000--82 in' the office of the City of Edmonds Planning Divisions. APPROVED AND ALITH-OR!ZED FOR -RECORDING BY TFIE CITY OF - - - EDMONDS ENGINEERING DIVISION BY THIS M; DAY OF ` ✓. 200.9 r APP VED AND AUTHORIZED FOR RECORDING BY THE CITY OF ED ANDS PL I G DIVISION BY gib' THIS ^~a DAY OF 2003 1. Monuments visited October 14, 2002. 2. This field traverse survey was performed with a 6--second theodolite and electronic measuring unit, Accuracy standard is WAC 332-130--090. 3. All structures on Lots 2, 3 & 4 shall be removed. v 4. A tree clearing/retention plan shall be submitted with any building permit for a new single family house on Lots 2, 3 and 4. 5. Tract A and its 10' buffer shall be considered Native Growth Area per ECDC Section 20.15B. This area will remain as an undeveloped area except for an access easement to Lot 4. 6. Conditions of approval must be met and can be found in the final approval for the short subdivision located in File S--2000--6.2, 7. At the reconstruction conference, p the contractor 8c developer shall work with the planning and � engineearing departments to ensure this requirement is met: Trees that are not hazards as determined by the Planning Department or required to be removed as part of the required prat Improvements shall be protected with fences or bales of hay around their drip line. The earth around these trees shall not be compacted by storing equipment or materials within the' drip line of the trees. The Planning Division must approve these protection measures prior to grading. SURVEY FOR: JBIVIF Consulting Engineers � • v i John B. . r NI Son o maDevelopment PO BOX 27 NOV 2 0303 NE 190th St Bothell,l 98011 - 1 010 PERMIT . ' • DRAWN: DATE: � its • F, t7 Q C cr C 0 c� :4- :� -n wn : r- ua M .e on T 1AIN 8RIP 27 NORTH, RA.NG-E,3 EAST, W-M POR [ON OF THE �SE 114 OF TH-S SW 1/4, SECTON &G., T-01 �;��;� �,� p� �, � Mon not Found \ I CITY � �''� ill'�A��:1'4'�i�'' � �� .. '; , , E 010 �Found Tack in Lead \ ( FR I 1 \ N �i \ / Q y Tp 4 61 \ / r I I 30 1 I I 30, I j I - I I I I I R I © r I�I I 0 30' 1 30' I I FOUND PK NAI;L)X L FOUND TK IN� LEAD, 0.2' S RECORDER'S CERTIF'I,CATE filed for record this ... .!% day of%j mrpaa In book ...... of ....... at page .` ........ at the request of Mgr. Suet. of Rm ordo -Wouna renal- mr uap LS 13374, 0.13' S & 24,66' W of Sv.t Cprner SURVEYOR'S CERTIFICATE THIS MAP CORRECTLY REPRESENTS A SURVEY MADE BY ME OR UNDER MY DIRE-CTION IN CONFORMANCE WITH THE REQUIREMENTS OF THE SURVEY WORDING ACT AT THE REQUEST OF Jean Pepe CERTIFICATE NO. ._ 10749 ,A A B. �\,p §O aF W Asyi, 'v EXPIRES 'd SURVEY FOR: Sonoma Development 10303 NE 190th St ��ST�R ���`� Bothell, WA 98011 MO Found 2"x2" Hub & Tack � Mp MERIDIAN — PLAT ® LOT CORNER SET (REBAR W/ CAP) in FOUND 2"x2" STAKE & TACK X FOUND PK NAIL O FOUND REBAR & CAP, LS 13374 0 SET 2"x2" STAKE I Page 2of2 J ,: F Consulting Engineers John B. Friel, PE PL PO BOX 27 EVERETT, WA 98206 JOB #: E02-010S (425)-771--3892 DRAWN: DATE: SCALE: HMM I Dec. 6, 2002 1 1" = 20' 1 I n,ZgZ`d Pl, S10 NAu �-Z>r--r RECEIVED NOV 2 5 2CO3 PERMIT CCUNTFP