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520 8TH AVE N.PDF111111111111 8642 520 8TH AVE N ADDRESS: Af TAX ACCOUNT/PARCEL NUMBER: OW 4219a09 wouq BUILDING PERMIT (NEW STRUCTURE): I qq) -006a COVENANTS (RECORDED) FOR: CRITICAL AREAS: DETERMINATION: n Conditional Waiver F] Study Required F] Waiver DISCRETIONARY PERMIT #'S: DRAINAGE PLAN DATED: I 9�1 PARKING AGREEMENTS DATED: EASEMENT(S) RECORDED FOR:_ PERMITS ( PLANNING DATA CHECKLIST DATED: SCALED PLOT PLAN DATED: SEWER LID FEE S: LID #: SHORT PLAT FILE:-5 -I LOT: BLOCK: SIDE SEWER AS BUILT DATED: - SIDE SEWER PERMIT(S) #: GEOTECH REPORT DATED: STREET USE / ENCROACHMENT PERMIT #: WATER METER TAP CARD DATED:- 31- OTHER-AID-41-1 �D ((�74,C7 LATEMP\DST's\F,orms\Street File Cliecklist.doc I 8th AVENUE SITE 500 BLOCK 8th AVENUE NORTH EDMONDS, WASHINGTON JOB NO. 9005-33G RIECEiViED AUG 3 11990 PERMIT COUNTER TABLE OF CONTENTS Scope Page 1 Project Description Page 2 Site Description Page 2 Subsurface Soils and Ground Water Conditions Page 3 Soil Conditions Page 4 Lot 3 Page 4 Lot 2 Page 5 Ground Water Page 5 Conclusions Page 6 Slope Stability Page 7 Methane Gas Page 8 Recommendations .(Lot 3) Page 8 Site Preparation (Lot 3) Page 8 Paved Driveways (Lot 3) Page 9 Foundation Design (Lot 3: Auger Cast/Pile Timber Piles Page 11 Auger Cast Piles Page 11 Timber Piles Page 12 Slab -on -Grade Page 12 Drainage Page 12 Utilities Page 13 Recommendations (Lot 2) Page 14 Site Preparation and Grading (Lot 2) Page 14 Paved Roadways (Lot 2) Page 14 Foundation Design (Lot 2: Spread and Strip Footings Page 15 Slab -on -Grade Floors Page 15 Drainage Page 16 General Page 16 Appendix A Test Pit Location Map Appendix B Test Pit Logs Appendix C Unified Soils Classification System CASCADE GERECHNICAL, INC. 12919 N.E. 126TH PLACE (206) 821-5080 KIRKLAND, WASHINGTON 98034 FAX: (206) 823-2203 August 29, 1990 Job No. 9005-33G Newport Homes 18714 78th Place West Edmonds, Washington Attention: Jeff Vehrs Reference: 8th Avenue Site 500 Block 8th Avenue North Edmonds, Washington Dear Mr. Vehrs: I I At your request, we have completed a preliminary soils investigation for the above site. The following report summarizes our observations and offers conclusions and preliminary recommendations for developing the site. SCOPE The scope of our study was to investigate the subsurface soil and ground water conditions in order to delineate areas of potentially difficult soils and to formulate conclusions and preliminary recommendations for development of the site. We have reviewed the City of Edmonds letter, dated August 1, 1990, which requested additional recommendations for grading, site preparation, foundation design and drainage. In addition, a minimal risk statement regarding slope stability must be included in the recommendations. Previous work by our office for this site included a letter, dated June 22, 1990, which provided information on the depth to bearing soil. 11 CASCADE GEOTECHNICAL August 29, 1990 Newport Homes Job No. 9005-33G Page 2 The site investigation was based on a visual surface reconnaissance of the site, a review of the available geologic maps and by observing the excavation of two (2) backhoe test pits on June 22, 1990 and four (4) trackhoe test pits on August 23, 1990. This report offers conclusions for expected difficulties and preliminary recommendations for general foundation design parameters, site preparation, grading, drainage, driveways and slope stability. PROJECT DESCRIPTION We understand that you plan to short plat the existing, west -east trending, rectangular, 1. 1 acre property into three (3) smaller lots and you plan to build a residence on the two (2) southern lots of the property (Lots 2 and 3) The eastern lot (Lot 1) is to remain undeveloped. A plat plan and a topographic site map, dated June 11 and 12, 1990, respectively, has been provided to us. These plans were prepared by Lovell-Sauerland and Associates, Inc. No building design or plans have been provided to us. We understand the residence to be built on the sloping ground on Lot 2 will utilize a daylight basement and probably will be a two (2) story structure. We recommend that our office be engaged to review the final building plans for Lots 2 and 3 once they become available in order for us to make further recommendations as required. SITE DESCRIPTION The property is located approximately 2500 feet west of Puget Sound in Edmonds, Washington. The property is a rectangular, 1.1 acre parcel of land located on the east side of Sth Avenue North and northeast of the intersection of 8th Avenue North and Daley Street. Lot 2 is located on ground which slopes down towards the northwest CASCADE GEOTECHNICAL I 11 11 I I I I I I I 11 I I I I August 29, 1990 Newport Homes Job No. 9005-33G Page 3 and Lot 3 is located on relatively flat ground at the base of the slope. Single family residences are located to the south. 8th Avenue North is directly adjacent to and west of Lot 3. Cleared, flat ground is located to the north of Lots 2 and 3. As determined from the provided topographic map and our visual observations on August 23, 1990, the ground on Lot 2 slopes down from the southeast at approximately twenty (20) to twenty-five (25) degrees to the base of the slope. No indications of slope instability or erosion were observed on the slope. The northwest sloping ground on Lot 2 is covered with mature maple, fir and alder trees and has a ground cover of ferns and blackberry brush. The mature trees were observed to stand vertically except along the base of the slope where some cedar and alders were slightly bowed towards the flat area. Lot 3 is covered with mature cedar and alder trees and has a ground cover of hydric plants, consisting of skunk cabbage and horsetails, and blackberry brush and organic debris. Exposed wet, soft, organic soils were observed throughout the low-lying, flat area. Standing water was observed on Lot 3 at the time of our June 22, 1990 visit. No water was observed at the time of our latter visit. SUBSURFACE SOIL AND GROUND WATER CONDITIONS Site subsurface conditions were investigated by observing the excavation of a total of six (6) test pits. Two (2), backhoe test pits were excavated on June 22, 1990 and four (4), trackhoe test pits were dug during our August 23, 1990 site visit. The test pit locations were selected by an* engineering geologist from our office and located by pacing relative to property lines and other identifiable landmarks. Additional test pits were I CASCADE GEOTECHNICAL August 29, 1990 Newport Homes Job No. 9005-33G Page 4 excavated because the backhoe used on our first visit was unable to cross the wet, flat area to the slope. The Test Pit Location Map is presented in Appendix A. Depths referred to in this. report are relative to the existing ground surface at the time of our investigation. For detailed test pit logs and soil descriptions, see Appendix B. All soils. were classified in the field according to the Unified Soils Classification System. Representative soil samples obtained from the test pits were returned to our office for further visual examinations. A copy of the Unified Soils Classification System is presented in Appendix C. soil conditions. In general, it appears from our investigations that the southern half of the property can be separated into two (2) areas with differing subsurface soil conditions. The soils found underlying the flat area on Lot 3 are very soft organic soils of considerable thickness while the slope on Lot 2 is underlain by loose to dense sand. Lot 3 The existing ground surface of the flat area is underlain by between ten and one-half (10 1/2) and fourteen (14) feet of very soft, wet peat and organic silt. Interbedded, loose to medium dense sand and soft peat was observed between six (6) and ten and one-half (10 1/2) feet below the surface in Test Pit #1, located adjacent to the northwest slope. In Test Pit #1, approximately one and one-half (1 1/2) feet of uncontrolled fill was observed overlying the organic soil. The ICASCADE GEOTECHNICAL 0 August 29, 1990 Newport Homes Job No. 9005-33G Page 5 f ill material consists of silty sand with construction and domestic debris. Underlying the organic material is a saturated, loose to medium dense, native sand. This soil was observed to grade into a mottled light brown, dense sand with trace gr avel and cobbles. Test Pits #1, #3 and #4 were terminated within the medium dense to dense sand at depths of between twelve (12) and fifteen and one-half (15 1/2) feet below the surface. Test Pit #2 was terminated within the soft peat at a depth of ten (10) feet. Lot 2 In Test Pits #5 and #6, approximately one (1) foot of topsoil was found to overlie a loose, poorly -graded sand with roots. Below the root zone, which ranges to depths of from three (3) to four (4) feet below the surface, the sand becomes medium dense and well - graded. Both test pits were. terminated in the dense sand at depths of between nine (9) and ten (10) feet below the surface. The property has been mapped within an area of Vashon advance outwash as shown on the "Geologic Map of the Edmonds Quadrangle" (USGS Map MF-1541, Minard, 1983). The Vashon advance outwash is defined as clean, pebbly sand which was deposited by meltwater flowing from the advancing front of the glacier. The sand found underlying the slope and the organic silt is consistent with this classification. Ground Water We observed the subsurface hydrologic system through the test pits only. The observations and conclusions provided here are general and may not reflect all aspects of the subsurface ground water CASCADE GEOTECHNICAL August 29, 1990 Newport Homes Job No. 9005-33G Page 6 f low. Weak ground water seepage was encountered throughout the saturated organic soils. Moderate to heavy ground water seepage was found in the sand underlying the organic soil and in Test Pit #6, located near the base of the slope, below nine (9) feet in coarse, dense sand. Mottling in the sand three (3) feet above the observed ground water seepage in Test Pit #6 indicates the water table may fluctuate over differing periods of the year. It is our conclusion that ground water appears to be transmitted through the relatively permeable advance outwash sand to the organic soils located at the base of the slope. The ground water seepage found in Test Pit #6 below nine (9) feet indicates that the ground water table is nearly level with the ground surface in the f lat area. The ground water level is not known for different periods of the year; however, based on our observations from the test pits and our earlier site visit, the level may be at a higher level during the wet season. CONCLUSIONS The ground underlying Lot 3 consists of very poor soils and will be difficult and expensive to develop. The proposed development is feasible if all our recomme ndations are closely followed. Based on our test pit subsurface exploration, the flat, low-lying ground on Lot 3, located on the southern end of the property, is underlain by between ten and one-half (10 1/2) and fourteen (14) feet of very soft organic soil. This area is a poorly drained, swampy area that contains species of hydric plants and appears to be wet throughout the year. The organic soils are not suitable for the support of structural loads, such as foundations, slab -on -grade CASCADE GEOTECHNICAL August 29, 1990 Newport Homes Job No. 9005-33G Page 7 floors and pavements if significant differential settlement is to be avoided. The proposed residence for Lot 3 will require a deep foundation to' limit settlement. Detailed and specific recommendations for a deep foundation are presented below. The possible extent of the underlying organic soils is shown on the Test Pit Location Map in Appendix A. Lot 2, located on the northwest sloping hillside, is underlain by loose to dense sand. We anticipate that a residence using spread and strip footing foundations can be used on this portion of the property. The footings should bear on a firm, horizontal subgrade of the medium dense to dense sand. Detailed and specific recommendations for spread and strip footings are provided below. Slope Stability Based on the provided topographic map and our site observations, Lot.2 is situated on ground which slopes down towards the northwest at twenty (20) to twenty-five (25) degrees. No indications of slope instability was noted except for some surficial soil creep at the base of the slope. We have -conducted a slope stability analysis of the slope to confirm our observations, using a simplified Bishop method of analysis on a computer program designed for this purpose. We utilized soil parameters based on our experience and the site investigation. This conclusion is based on our understanding that we will review the development plans as they become available and that our detailed recommendations at that time will be incorporated into the final plans. If our recommendations are closely followed, the risk of damage to the proposed residences, or to the adjacent properties will be minimal and the proposed development will not increase the potential for slope instability. 0 0 CASCADE GEOTECHNICAL August 29, 1990 Newport Homes Job No. 9005-33G Page 8 Methane Gas The presence of a thick layer of organic material on Lot 3 may allow a build-up of methane and/or other dangerous gases in crawlspaces under the proposed residence if not properly ventilated. We should be engaged to provide specific and detailed recommendations for proper venting after the development plans are prepared. RECOMMENDATIONS (LOT 3) The organic soils present on Lot 3 are apparently saturated throughout the year and standing water is present during the wet season. We therefore recommend performing site preparation and foundation work during the driest period of the summer to minimize excessive costs and construction problems associated with a shallow water table and a thick, very soft organic soil layer. We should be engaged to provide specific and detailed recommendations for any proposed development for Lot 3 once more detailed plans have been developed. Site Preparation (Lot 3) The organic soils on Lot 3 were found to be saturated and very 'sensitive to disturbance. We understand that access to Lot 2 will require crossing Lot 3. In order to preserve somebearing capacity for construction equipment and to provide proper drainage, we recommend that at least three (3) feet of a free -draining fill material be placed in the proposed building and construction access areas on Lot 3. Specific recommendations for fill placement are provided below. Tracked equipment should be used as much as 0 CASCADE GEOTECHNICAL August 29, 1990 Newport Homes Job No. 9005-33G Page 9 possible and the use of heavy loaded, rubber -tired vehicles.should be avoided. We recommend that the portions of the building, driveway and construction access areas which are to be placed on the soft, organic soil be drained of any standing water. The existing vegetation and uncontrolled fill outside any proposed building or driveway areas should be left in place. We recommend against excavating into the peat to avoid ground water. French drains, as recommended in the Drainage section of this report (for Lot 3) should be installed prior to fill placement. The free -draining fill should consist of 1 1/4 inch minus crushed rock, approved pit run or. a granular soil which conforms to the following gradation. Sieve Size Percent Passing 4 inch 100 #4 25-75 #200 5 maximum based on the fraction -pass- ing the #4 sieve. The fill should be placed in loose lifts and mechanically compacted. The first lift should be approximately twenty-four (24) inches thick and all subsequent lifts should be twelve (12) inches thick. The surface should be graded to drain. IPaved Driveways (Lot 3) The organic soils observed throughout Lot 3 are not normally useable as a driveway subgrade. Unacceptable settlement and distress to the pavement surface would be expected if the roadway CASCADE GEOTECHNICAL 0 August 29, 1990 Newport Homes Job No. 9005-33G Page 10 were placed on the existing ground surface. In order to eliminate the possibility of driveway settlement and distress, any pavement section should be supported by and designed to span between the piles of a deep foundation as recommended in our Foundation Design (Auger Cast/Timber Piles) section. Any proposed driveways which cross the area of organic soil should be located in an area where the distance across soft ground is minimized, such as along the south end of Lot 3. If the owner is willing to accept the risk of driveway settlement, distress, increased maintenance, and the associated repair costs, driveways may utilize a geotextile fabric such as Mirafi 50OX on the exposed subgrade then placing a minimum of three (3) feet of free draining fill over the fabric. The recommendations regarding site preparation should be followed before the construction of the driveway. The free -draining fill should consist of material which conforms to the gradation given in the Site Preparation section of the report (for Lot 3). The.fill should be placed in accordance with our recommendations given in the same section and compacted to at least 90 percent of the ASTM D-1557 maximum dry density value. After placing the roadway fill, we recommend leaving the roadway unpaved as long as possible or use 5/8 inch minus crushed rock as the final surface. This will make repairs of initial settlements less expensive and much easier. We recommend the subgrade be leveled and recompacted prior to placing the base coarse and asphalt surfacing. We recommend a pavement section consisting of four (4) inches of 5/8 inch minus crushed rock base coarse and two (2) inches of Class B asphaltic concrete. CASCADE GEOTECHNICAL 0 August 29, 1990 Newport Homes Job No. 9005-33G Page 11 The owner should be aware that settlement of the proposed driveway should be expected if it is placed over areas of organic soil, and periodic pavement repairs should be anticipated throughout the lifetime of the driveway. The recommendations presented in this section are intended only to minimize driveway settlement and distress. Foundation Design (Lot 3: Auger Cast/Timber Piles) We recommend that the proposed residence on Lot 3 be supported by sixteen (16) inch diameter, auger cast -in -place piles or new, driven treated timber piles., This will transfer the building load to the bearing soil below the organic soil and minimize the amount of settlement. The spacing of the auger cast/timber piles should be selected by your structural engineer. Auger cast Piles Individual auger cast piles may be designed for an allowable bearing load of twenty (20) tons, and a lateral load of two (2) tons. We have not performed a seismic analysis in determining the lateral capacity of the piles. The lateral capacity will be developed in the lower portion of the piles. We estimate the "point of fixity" at the point of penetration into the medium dense sand found approximately one (1) foot below the base of the organic soil. We estimate that the pile lengths will range from sixteen and one- half (16 1/2) to twenty (20) feet. Pile lengths will differ due to the variable depth to bearing soil. We recommend a minimum grout strength of 3000 psi to help ensure pile quality. We should be engaged to observe the auger drilling to confirm penetration CASCADE GEOTECHNICAL August 29, 1990 Newport Homes Job No. 9005-33G Page 12 into suitable bearing soil. All auger cast piles should be steel reinforced as recommended by the structural engineer. ITimber Piles Timber piles should consist of good quality, new, treated wood that conforms to ASTM D25-70 specifications. We recommend that the timber piles be driven to an allowable bearing load of. twenty (20) tons per pile using the modified ENR formula or another accepted pile -driving formula. We should b e engaged to inspect timber pile placement to verify they are suitable to support the design loads. Lateral loads for timber piles will vary with the depth of penetration into the bearing soil. We should be.engaged to provide the lateral force capacity after the development plans have been prepared. Slab -on -Grade Pile support will be needed for any proposed slab -on -grade floors for Lot 3. We recommend that the slab be structurally.reinforced and not be tied to the wall foundations. The slab may be placed directly onto the free -draining fill material on Lot 3. Interior slabs for Lot 3 should be provided with a vapor barrier which is placed on the free -draining fill. Drainage We recommend placing a perforated, rigid, four (4) inch diameter drain line along the base of the building perimeter of the proposed residence on Lot 3 and tightlining it to the storm sewer system. The drains should be bedded and backfilled with a minimum of twelve 0 CASCADE GEOTECHNICAL August 29, 1990 Newport Homes Job No. 9005-33G Page 13 , (12) inches of pea gravel. Roof downspouts should be tightlined into the storm sewer system separately from the footing drains. We recommend placing a series of French drains outside any building or driveway areas on Lot 3 to prevent the fill material from becoming saturated during the wet season. The drains should be placed on the prepared subgrade prior to the placement of the fill and should be tightlined to the storm sewer system separately from the footing drains. The drains should consist of a four (4) inch diameter, rigid, perforated pipe that is bedded and backfilled with at least twelve (12) inches of pea gravel or washed rock. The spacing of the drains should be determined by our office. We should be engaged to review the final plans to provide specific recommendations for design and placement. Utilities If utility lines are to run across areas of organic soils, the owner should be aware that fill settlement loads can damage the buried pipes. Utility lines which are small and shallow may be supported on fill, but some settlement should be anticipated. Deep or sensitive utility lines may require pile support. In addition, fill settlement loads under driveways on a pile supported pipe would likely damage the line. The pipe should be equipped with flexible couplings and "crowned" to avoid separation if placed in the fill at the time of construction. CASCADE GEOTECHNICAL August 29, 1990 Newport Homes Job No. 9005-33G Page 14 RECOMMENDATIONS (LOT 2) site Preparation and Grading (Lot 2) All topsoil and organic,debris should be removed from the building and paved areas. During construction on Lot 2, the slope should be disturbed as little as possible to avoid erosion and soil saturation. All earthwork on the slope should be done at "arms - reach". Care should be taken so that no excavated soil is placed on or near the slope. All subgrades should be graded or drained to avoid the ponding of water within the excavation. Runoff water should be directed away from the slope and excavations to a suitable outlet. We recommend placing anchored, plastic sheeting over any cuts after work hours to minimize erosion. Erosion control during construction should consist of straw and/or geotextile fabric barriers placed at the base of the slope to prevent any sediment f rom being deposited on the f lat ground on Lot 3. Immediately after construction is finished, all disturbed ground on the slope should be seeded with deep-rooted plants to resist erosion. All cuts deeper than three (3) f eet high should be graded to 1.5(H):l(V) or flatter for temporary construction purposes due to the presence of loose sand. Paved Roadways (Lot 2) We recommend removing the topsoil and loose soils in the proposed driveway area down to firm, native sand. We recommend a pavement section consisting of four (4) inches of 5/8 inch minus crushed rock base course. and two (2) inches of Class B asphaltic concrete. I CASCADE GEOTECHNICAL August 29, 1990 Newport Homes Job No. 9005-33G Page 15 This pavement section may be placed directly on a firm, proofrolled, native subgrade. Foundation Design (Lot 2: SRread and StriR Footings) - Spread and strip footing foundations for the proposed residence on Lot 2 may be placed directly on a f irm, horizontal subgrade of native bearing soil consisting of the medium dense to dense sand. The depth to bearing soil is approximately three (3) to four (4) feet below the existing ground surface in the area of the proposed residence. These soils are suitable to support spread and strip footings designed to maximum safe bering value of 2000 psf if the soil is firm, undisturbed, free.of organic materials and does not become wet prior to concrete placement. In addition, the foundation subgrade should be nominally compacted before concrete placement to recompact any disturbed bearing soil. Spread and strip footings should have a minimum width, as determined by local building codes and be placed a minimum of eighteen (18) inches below the outside finished grade for frost protection. We understand the proposed residence for Lot 2 will utilize a daylight basement. The height of the walls are unknown. We should be engaged to review the final building plans to provide recommendations for retaining walls and lateral forces. Slab -on -Grade Floors The slab may be placed directly onto the native sand on Lot 2. Interior slabs should be provided with a vapor barrier which is placed on a firm, undisturbed subgrade of the native sand. I *I CASCADE GEOTECHNICA L August 29, 1990 Newport Homes Job No. 9005-33G Page 16 Drainage We recommend placing a perforated, rigid, four (4) inch diameter drain line along the base of the outside footing and tightlining it to the storm sewer system. The drains should be bedded and backfilled with a minimum of twelve (12) inches of pea gravel. Roof downspouts should be tightlined into the storm sewer system separately from the footing drains. General We recommend that we be engaged to review the final building plans to provide any additional or alternate recommendations that may be necessary. We should be engaged to observe all site preparation and fill placement, and test the.compaction of the fill material. We should also observe the placement of auger-cast/timber piles to confirm adequate penetration into suitable bearing soil. These services are in addition to any required testing agency work. We expect the on -site soil and ground water conditions to reflect our findings; however, some variations may occur. Should soil conditions be encountered that cause concern and/or are not discussed herein, we recommend that we be contacted immediately to determine if additional or alternate recommendations are required. This report has been prepared for the exclusive use of Newport Homes for the specific application to the proposed development on the south end of the property located at the 500 block of 8th Avenue North, in Edmonds, Washington, in accordance with generally accepted soil and foundation engineering practices. No other warranty, expressed or implied, is made. CASCADE GEOTECHNICAL August 29, 1990 Newport Homes Job No. 9005-33G Page 17 Thank you f or this opportunity to be of service to you. Should you have any questions, feel free to contact us at any time. Sincerely, CASCADE GEOTECHNICAP- fdISTCIL.- G e amb, /O-IYAL - Princ,ipal Engin er �k..- -- Jason Olsson Engineering Geologist JO: pg �j 0 APPENDIX A m m = m m m m m m m m m m m m m m m m N�-WPORT HOMES. OTH AVENUE SITE TEST PIT LOCATION MAP I'll co $TP3 AA0 jA6 AT6 p iso 140 TEST PITS I & 2 (05/25/90) TEST PITS 3 - 6 (08/23/90) 0 0 FFICM S[TE PLAN BY LOVELL-SkEPLAND & ASSOCIATES, fSIG Job No. CASCADE GEOTECHNICAL, . INC. 9WM I SCALE : 1"= 50 12919 N.E. 126TH PLACE (206) 821-5080 LOCATIONS ARE APPROXIMATE KIRKLAND. WASHINGTON 98034 FAX: (206) 823-2203 IDato 08/23/90 IDwn. By jfn�� HLA APPENDIX B T. P. 1 1 Soil Description & Classification 0 --C=Xmc---A Lz:l� 0 - 1. 5'UN CONTROLLED FILL: silty sand with domestic & construction debris. 1.5'- 5TEAT. dark brown to black peat, very soft, saturated. (PT) -5— 5' - 6'ORGANIC CLAY: (01-1) 6'-10.5'SAND/PEAT: interbedded soft & loose to medium dense, saturated (SW/PT) -10—/ 00 0 10. T-1 TSAND: light brown, with some 0 0 gravel & minor cobbles, medium "0 0, dense, saturated. (SW) .0 0 0 0 1 a 0 0 T.D. = 12.0' 15 Notes: TEST PIT LOG CASCADE GEOTECHNICAL, INC. T.P. 2 1 Soil Description & Classification 0 7— 0 - 1 OTEAT: dark brown to brown, very soft, saturated. (PT) -5 — a� -10 T— T-D- 1nn' -15 Notes: NEWPORT HOMES 8 TH A VENUE SITE Date 05/25/90 Job No. 905-33G Dwn. By HLA Geo/Eng AK I I I I 11 H I I I I I I I I I I I 1� 1 Ah a T.P. 3 —1 ---7 S il Description & Classification T.P. 4 NOW Soil Description & Classification 0 — 0 - 9'PEAT* dark brown, very soft, 0 0 - 13'PEAT/ORGANIC SILT: dark brown saturated. (PT) very soft, saturated. (PT/OH) 10 '0 00 10 -5— -5 oo o' 'o '0 7- 9'- 14'ORGANIC SILT/PEAT; brown, very 01/- soft, saturated. (OH/PT) lo 0 10 10 !&,7 13'-14'SAND: blue gray becoming mottled brown, medium dense to dense, saturated. (SW) 14'-15'SAND: blue gray, becoming - o * mottled brow n, medium dense to T.D. 14.0' . oo . dense, saturated. (SW) -15 T.P. = 15.0' 15 Notes: Notes: Caving below 15'. Weak ground water seepage between 2' & 14'. Heavy ground water seepage Caving below 14'. Weak ground water seepage below 14'. between 2' & 13'. Heavy ground water seepage below 13'. TEST PIT LOG NEWPORT HOMES 8 TH A VENUE SITE CASCADE GEOTECHNICAL, INC. Date 08/23/90 Job No. 905-33G Dwn. By HLA Geo/Eng U T.P. 5 Soil Description & Classification T.P. 6 Soil Description & Classification 0 — 0 - l'TOPSOIL; roots & humus. 0 — I' - 6'SAND; light brown, with roots to 3' loose in root zone becoming .......... medium dense below this, dry ..... .... .......... fine grained. (SP) III 00 00 10'SAND. mottled brown to brownish 0. gray, medium dense to dense, 0 c * -o o 1 moist to saturated, fine to coarse 0. �* 0' grained. (SW) 0 , '00 0*00000, �O -- . -.001 ---.0-01 .. 0 .' %0 -10 100*- **1 I I T.D. = 10.0' - 15 Notes: Moderate ground water seepage below 9'. TEST PIT LOG CASCADE GEOTECHNICAL, INC. - l'TOPSOILe roots & humus. 4'SAND; light brown, with roots, loose to medium dense, dry, fine grained. (SP) *-o--0 - 9'SAND:Iight brownish gray, with -5 trace gravel & cobbles, medium dense to dense, moist. (SW) .0 0.( 00 0, 0 * 0 . 0 % ; ' %.* 0' 0* .0. % .Wo .0 '. 0 .0 * -0 0 1100.0 .0 . 0 - 0 : -10 T.D. = 9.0' -15 Notes: No ground water seepage. NEWPORT HOMES 8 TH A VENUE SITE I Date 08/23/,90 1 Job No. 905-33G I Dwn. BY HLA I Geo/Eng jo APPENDIX C I V-UNIFIED *ILS CLASSIFICATMN SYSTEM MAJOR DIVISIONS SYMBOL LETTER DESCRIPTION GW Well - graded gravels or gravel - $and mixtures, CLEAN little or no fines Poorly graded gravels or gravel -sand mixtures, GRAVELS GRAVEL & GP little or n o fines * GRAVELLY SOILS GM Silty gravels or gravel - sand -slit mixtures GRAVELS WITH FINES COARSE GC clayey gravels or gravel- sand -clay mixtures GRAINED Well -graded sands or gravelly sands, little or SOILS CLEAN sw no fines SAND & SANDS SP Poorly graded sands or gravelly sands, little or no I Ines SANDY SOILS SM Silty sands or sand -slit mixtures SANDS WITH FINES SC Clayey sands or sand -clay mixtures Inorganic silts A very fine sands. rock flour. silty ML orclaywy fine sands. or clayey silts with slight' SILTS CLAYS plasticity Inorganic clays of low to medium plasticity, V//CL /,. gravelly clays, sandy clays, silty Clays or loan clays Liquid Limit Less Than 50, 1 11'j'j"j:j:j Organic silts & organic silty clays of low FINE U' RUIT, - OL plasticity GRAINED MH inorganic silts. micaceous or distomac*ous fine SOILS sandy or silty sails. elastic silts SILTS & CLAYS CH Inorganic clays of high plasticity, fat clays Liquid Limit Greater Than 60 Organic clays of medium to high plasticity, OH organic silts L HIGHLY ORGANIC SOILS Z.-- - A PT Post or other highly organic soils TOPSOIL Humus & duf f layer FILL Uncontrolled, with highly variable constituents SYM SOL DATUM NOTE 1 2" O.D. Split Spoon Sampler Sample Interval RRing or Shelby Sampler Sample Interval PSampler Pushed Sample interval * Other Sample Type Sample interval SYM SOL DATUM NOTE Water Level Date Recorded Ts Torvane Reading Cfi Penetrometer Reading Water Observation Well Tip Elevation CA CADE GEOTECHNICAL A DRASION OF KEY CHART CASCADE TESTING LABORATORY, INC. .1"'17 7 "77 77. ","T 7,777 STRER:'HLE CITY OF EDMONDS SIDE SEWER PERMIT PERMIT N -0 8292 Address of Construction: 4 0 Property Legal Description (include all easements): z4? .z— / -s— Owner and/or Contractor: 4)zwowr Adw4s 11 .4-,1 C_ dr-,A4 St ate License N o..A1#VA0#Z_/0 Building Permit No. Single Family Multi -Family (No. of Units—) 0 Commercial El Public a 0"_ Invasion into City Right -of -Way: 0"No - El Yes RW Construction Permit No. Cross other Private Property: No El Yes , ;Y"'o Attach legal description and copy of recorded easement I ceO41� thaKhav'e read and shall comply with all city requirements as indicated on the back of the Permit Card. Date * CALL DIAL -A -DIG (1-800-424-5555) BEFORE ANY EXCAVATION * OFFICE USE ONLY FO'h INSPECTION:C ALL 771-3202, PUBLIC WORKS DEPT. _Z0 Permit Fee: Issued By Trunk Charge: 25 Date Issued: -1 A6Assessment Fee: 97 Receipt No.: o Lid No.: Partial Inspection: UCI Lt:; __,_ I I I I LICH - Comments Reason Rejected: Date —initial Final Inspection Approvel Date I nitia"I Ar-9 PERMIT MUST BE POSTED ON JOB SITE White Copy: File Green Copy."Inspector Buff Copy: Applicant Revised 3/90 The City of Edmonds Side Sewer Drawing EASEMENT NO - --------------------------------------------- NEW CONSTRUCTION REPAIRS F-1 LID NO . .................. . ASMT. NO - ------------------ OWNER------------------------------------- ---------------------------------------------------------- CONTRACTOR --- --------------------------------------------------------------------------------- PERMIT NO. EA-9-Z, JOB ADDRESS ...... --------- ------------- LEGAL DESCRIPTION: LOT NO - -------------------------------------- BLOCK NO - ------------------------------------ 0 .4 i PWW-0001 -11/75 (REV. 11/78) ------------------------------------------------------------------------------------------------------------------------------------------------------------------ NAME OF ADDITION ------------------------------------------------------------------------ ----- Q) 1 7 1 Rbe-o euf- I Approved: DATE -1� --- c - --- -------- By------------------------------------ c1TY0.F EDMONDS COMMUN . ITY SERVICE FILE'IAAY Fa( GHT�t'OF -WAY CONS'SP T MON PERMIT' Kimit 'No.. 91-135- Issue Date A. e Owner: Washington Natural Gas Company B. * Contractor: Name Wnlercer Street Mailing Address Mailing Address geatti.e. WA 98111 Z's .9 () 1. .. State Zip City State 4ip iL4 i�tty State License Number Telephone Number C. Address or, Vicinit� of Construction- 520 8 Avenue North, Type, of Work to. . be Done: Install 1 1/4" PE OP Main from 170' South centerline of Aloha Place to West R/W of Cul—De—Sac (8 Place North. Per Attached Drff P&3-122 (IRE�Q3—.3�a�2 0 City Projects D. 0 Work in Connection, With: or wrigle 1�y El Commercial Multifamily 'D Utility E. 0 Pavement Cut: Y ut: 2 X 4 N F. 0 Size of C APPLICANT TO READ AND.SIGN INDEMNITY: Applicant undersfands-and by his signature to this application, agrees to. hold the City of Edmonds harmless from any injuries, damages, or claims of any kind, or description whatsoever, forseen' or unforseen, that may be made againstthe City of,Edmonds, or any of its deoartment�§ or employees, including or not limited to the defense of any legal I proceedings including defense costs, I.attornlej es by reason of granting this permit. fe 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 fin a*l street patch is completed by City forces, at which time a debit or credit will be processed for issuance to the applicant. • A 24 hour notice is required for inspection; Please call Engineering.- 771_�3202 9 Work is to be inspected during progress and at completion. • Restoration to be in 'accordance with City Code. • Street to be kept clean at all times. • Traffic Control to be in accordance with City regulations. 0 All street -cut ditches must be patched with asphalt or City approved material prior to'end of working day; NO EXCEPTIONS. I understand the above and that this permit. must be available at the job site for inspection purposes at all times. Signature: Date: April 26, 1991 Owner or Contractor This Permit Must be Posted at the Job Site For Inspection Purposes Call DIAL -A -DIG. Prior to Beginning Work ED', &D L�::_ktt APPROVED BY: PERMIT FEE: Z Time Authorized: Void after LJUL-"e 1RD days. Restoration Fee: 0 Special Conditions: . NA Receipt No.: Fund I I I Fee: Street Cut Dimensions: x $ U R ELEASED BYNk, INSPECTED BY. Date NO WORK TO BEGIN PRIOR TO PERMIT ISSUANCE Eng. Div. Ma�ch 1989 FIELD INSPECTION N04. PS (F!Pd I I I Route copy to Street Deptil) Comments: Diagram: CONTRACTOR CALLED FOR INSPECTION D YES 11 NO Partial Work Inspection by P. W.: Work Disapproved By: Date: FINAL APPROVAL BY: Date: Eng. Div. July 1985 ay'. F) (F=(E-L�D L-cc-) CAP INI ; - 71 C-o`Em bce> SIC) PL- ALOPP,, 'o I )C PF= 7-F:E (F�IEL-c> L-cr-) ne.) co 40� 606 .2:, x IY4, PF-= Racxr- I'lb - T- � �11 .44 �Z �k Z., 2M��45 -ec>/V*-, L-0. C. PA,-E�;t -.-vc s.:, PER. CCh,,p 1p p NMI ,DESCP:PT'i�'-J.-N URA mw NA 0 -7 F- co, C,b,L-L- I - 600 - -A-Z6, .2. OveR A," A. SORVE=y AaQc:� var.;�- n ca, 111W Y, kY.4" -75 - ZSO 1(00 - 13 Z is lba)' 1.4 Gi4,UC-ilF-- vVIRE 0 P- - I I F > P I P C--- 1-7(�) 15- 3 (�oS sz- �05c) 2 - c Bs )40 tod 7C>- ZG,9�D ITEPA I CUANT DESCRIPTiON STOCK -.N0. BILL OF MATERIAL PERMITS: 1/4 SEC: Ni\�V 24 -2:7 PLAT: OP MAP: t L,, C:) NaturajWIG Avv?ww,qtcnEnergyCcmcarvv AREA: --2-41 TAX CODE: SEQ. NO: D.G.R: 15-1 -C,)\ Z' coDR-� k PE I P N\A� M TO: ��5zo e Nx/ EXT. D V1 N L_ L_ AI:R C> i IR R �T� APP-D 4- DRAW ING AEVIS.'ONS Ubo;kF-� 7- : L /P- TZ 3 F- T 4 F- L &C TA ON rO TA L 3 rA TION C r, que RdLD TAAV611,56 01TAPPTIN-C A Y: CDAIF0,Wd 1-0 W4C 3Je - 130 -,0 �O "�j q . - M0A1VA46A1,rS V1,517&0 5 .10 -ee CtNrmwt or 56c. e4 1334 64' 1114.64. 00* o\ S OF BEARINGS qj 9F ALOHA - 110L,47, �15. e36 z 'z; IQ tj Qj Cc k %_n A)0'3e'el"W� 20 0 64 A W1 (Z A 17 NO bysW-P(TYP) Lr7 GEND qu tApAi pj�j WIPCAVIC CAP ,vo'D 76 7 e o 6,5 r0UAJ0 A kS NOf(.L) k. 4-3 Ic 7- lu 10 0 (D "T NO fS '56 #W > ku 65-14' �LOHLX"� N 0 #0 6' #06 W 'zoo )LACE(� q, �U'0' or- �' qj ku 2- Z5 L 51, CU cz: to 7T �j CO tj G cc 4C �t 'Vx X /S'U 116A00W 64.6 6' sm r.4,- lig to 7 ploVj -------- --- 0*' 41 LAO` //0.001 U. e6l'ACC6,5S ;URLIT'IF-S- NO"eS'55"W- e-SM'r 4F"dt'oqb1beo3 AA1010A .5 TR uc;rY�AJOF AVY 104DWAY0A tS COMMUCT6D OPWOR W17& 16A6%5,3 e-OA653 AAJO UTILIrY eSM T. o Tj i PMP106D FOA IYMEIA) 466 eWi 6iPUA L CY A iJD JO Wrt- f- 0 Wive Ad OF, to 7 e ,3,S T6 10 T Jf 16 /1 e,5 7A / C T 6 0 rO rr) �j 0) 0% CO 9 uj UJ L) CL. qj ci 0- U, to 'j z Q-0 ku uj % 14- j %u 42 : K 'u I 'r U-i I 8th AVE. N. W. z we 'S /)a� 6 t. �4 5 8 �4j "WR, d6C. a4 ' ,5Hotir /A/ 3d 114� AIWV4. aeCrION e4,-T,e71V. W-44. C/ ry V F � d 0MONAS ,3A1Otj.OM1Sfl' COUNrY. WASHINOWA) 90" NOR Lovell-saueriand & Associates, Inc. WMNNM �%IW &I %I Engineers/ Sur veyois/ Planners/ Development Consultants 111400 Ud Avenue W.. Suite 2.00 - Lynnwood. WA 98CX16 - (206)775.lbcA - (206)340-0830 DIkAWN I airCKM DATE r a. SCAU6.0. I riuo. . M-C. I J. r 16- 31-170134A P451 / "' 8 ? - Lo e 8 e �i"PMJECT NAME 66, ]kDT)T.TrhMTlW RFVv TVP MqW-o �Revie%leo by;_.�.(ir4tial/da_ 'STREET PLANNING WTR/SW A-', FIRE, BUILDING 17MR11111111 11IT177711 sm= FAMny/mmTnnZ/CalMERCLkt. jai�v- Onit'�, W/W/M pt* W/l/w SETBACKS CH Planning 7777T= VARIANCE/SETBACK ADJ. 77 �',.CONDITIQNAL USE PERMIT 77=7 I ik :ADB REQUIREMENTS CHECKED T8711 -.7 OTHER zanm Ew 11111T 7T7777777 77777777777177777 7 -',' ENVIFOOMAL F M-TURM V 5,: ACCESS SLOPE & VEHICLE ACCESS 777777777 11777777T77111111 77, DRhnom PLAN (On Site) 77111 777777777 777777777 STREET FILE R' AW� 9/4104�'� Ai �DESCRIPTICN VFMrPICATICN. Aie, zg/4a .8 9� -.:,QUIT CLAIM/DEDICATICNS' 7R/77/77 111111141 7 10 AsE mENT Kw.rc/pRrvATE ;voe-4-TA m Ame sr, ow_q,iA!p. -67- q/ .CMaMTE SEWER CONNBCTION-1p4elibi Xf w -m lew to ff, *W/ 12: PIAT/SUBDIVISICN'REQUIREMEtM,,(4 h6c /40., 13 RrGffl%-0P-WAY CIONSTRUCTICN PERMIT REQcvIt W, Nyil 111111MR717771 IzAlfa 14 BOND REDD FIOR PUBLIC IMPROVEMENTS /Z 15� SOILS CONDITICN3 & GROUND 777TIT777777777 F-�WER PIELD CHECKED *=1_11 16 - STREET PAVING RB=RED Ll�e "V, 777, CURB AND GUrin REQUIRED SIDWIX WaRED 11117M7111111111 AL ze lw- So' 23_� TfTfTfrl7 OL C!URB CUT FOR DRIVEWAY f!-�','t� W, 20.� ,STREET NAME SIGN REQD�,.i, ITM1111 T 21 "�,OnUai_ SIGN ING REX)D 22 OF SEWER AVAITARILM WS, 7 -177TMII *C!1/6� 23: l'SIDE EXISTING WATER MAIN S ., ZOO I 24 40 WhTEWMEM SIZE,"' N Notl- 4 777777//// 25,.' I , Ww"l-I'll W. Mot, 0.,; l-SERVIlCE'LlNE,SIZE' P# - .1 #- 26 RED TMM7 27 HYDRANT - 'SIZE EXISTING 1114)111111 28 INSPECTION 0' 29 WhTER METER CHARM 111177W111111 30', FIRE I= CHARGE P= :,Sp 3V 1w; I'a STREET CUT' Z 32, 2 1 �-,',OPEN DrICH EXISTING- vw` 33 'R* 711771 777777/77 iz 02L 34 -7, TIT77777T W w Air, SIZE BASIN RBOD INDICATED CN SITE PLAN ,SHOULDER DRhINAGE MAn?rAIN 7= SHALE OPr!N RUNOFT v 39 l/W/W/W 40t IIDW BY: 4/4 64 do E PLANNING PUBLTO RKS:� mm. STREE10FILE DATE: /7 a4edWo 1 40 MEMO TO: FROM: SUBJECT: SEWER CONNECTION CHARGES 520 e r" &VC7 A/ (Street Address) (Legal Owner) Single 1, Family Residence X Subdivision PlAt PRD Multiple Commercial LEGAL DESCRIPTION: Z.F.F.-Calculation: st /740 Z.F.F. x (' ) = $ 16Z7-,50 Connection Fee Lateral x( 30 ) = $ 30. 00 Lateral Charge $ Equivalent Count (when applicable) Unit(s) x($25.00 $ 9,5,01) Trunk Charge $ 3,9,00 Permit $ 1%�17, -5v TOTAL Z7, oo 121,5d 0 0 ASSET TY%F EDMONDS INFORMATION FINANCE DEPARTMENT * EDMONDS, WASHINGTON 98020 9 (206) 775-2525 SHEET 'q 9 0 1 9 cl f c-- T-7� STREET FILE ACTION: KINEW El ADD 0 TRANSFER ASSET NO. BATCH DATE 7 RETIRE A S S E CATEGORY CODE: DESCRIPTION: SERIAL NO. T I LOCATION: —jr Am u 4� N F "L" LOCATION CODE: . .... ... 0 R ACCOUNT NO. 0 0 1) 0 60, 9 DEPRECIATION CODE: IK-1 Y El N. LIFE OF ASSET: —2— YEARS M A T I 0 WARRANT/PROJECT: N DATE: COST $ L4 --O-i 0 0— INITIATED BY APPROVED BY TRANSFER DATE TRANSFER FROM TRANSFER TO �CODE T R .�U A N 2 S F 3 E R 4 R ACCOUN ING USE ONLY E T RETIREMENT DATE I R RETIREMENT METHOD E M RECEIPT NO. TOTAL DEPRECIATION E N GAIN (LOSS) T DEPARTMENT FILE F DETENS#fkdft ' ET If ILE — - Ljpi,t-zp, C A.-MI4 BAB%N VIETENTION PIPIF LENGTH COWTPLOL CATC" (vr.t4T) ZA31H I' MIN MAX COVEP, CONTItoe SLOPE-1- I �7- 4- i o TO OLITLE"T SYSTEM CROSS SECTION FROM 0 Lrr L E-r CON'r$1.01- WASHE CoPLAVEL "kXYEL "E r FROM 0LrrLET CONTROL RUNOFF 2' x 2' &P 3: . 2 CRUSIAED V*CV, RIPRAP OUTLET ou,TrAw -rpcNcvA, MIN 10' LONG. -ro;/ 4 .4' PIFFLF PIPE -1`0 BE %-F-VFZL p F— F PJPF— WITH CAP.S F FPRE:-%AER OUTLET FOO-nNG DRAINS SHALL NOT BE Page 9 of 9 CONNECTED TO THE DRAINAGE SYSTEM 1;01111111 AGE PLAN STAND PETENTION SYSTEM T-nc for se locationil:]�� plan by & 2- phone date�� DESIGN DATA System Imperm Pipe Diam Pipe Length Orifice Diameter Number Area NOTES 1. Call Engineering Division (771-3202) for prebackfill and final inspections. 2. Responsibility for operation and maintenance of drainage systess on private property is the resoonsibility of the property owner(s). Kat.erial accumulated in the storage pipe must be flushed out and removed frvm Catch basins to allow proper operation. The outlet control Orifice must be kept open at all times. S CITY OF EDMONO a 0 STREET FILE Newoort Homes -Lot r 1 SITE DATA: EXISTING SITE: TOTAL AREA, A, - 19,805 SF < 0.455 AC) Cleared Woods,(A1) - 19,805 SF ( 0.455 AC); C1 = 0.20 C = [A1 x C1 + .... A(n) x C(n)] / A = 0.200 ' DEVELOPED SITE: ` RETAINED AREA, AR, - 195805 SF ( 0.455 AC) . Bldgs & Paving,(Ar1) - 10,021 SF ( 0.230 AM; Cr1 = 0.90 � Landscaping,(Ar2) - 9,784 SF ( 0.225 AC); Cr2 = 0.20 ` Cr = [Ar1 x Cr1 + .^.. Ar(n) x Cr(n)3 / AR = 0.554 � RUNOFF CALCULATIONS: CALCULATION OF Tc(R) AND DETERMINATION OF RAINFALL INTENSITIES Type of Horizontal Elevation � Area Distance(ft) Change Slope(%) Velocity(fps) Tin Cleared Woods 270 7.0 2.6 1.20 Inlet time = 10 minutes - Time of Concentration = Total Travel Time + Inlet Time = 13.8 minute I( 1.6 ) = 1.6 inches/hr for Retained Area. STREET FILE ALCULATIONS: ! Qa = Q(existing) Q(ex isting) = A x C x I( 1.6 ); I( 1.6 ) for Tc(R) Q(existing) = 0.455 x 0.200 x 1.60 = 0.145 cfs Da = 0.145 cfs Qo = Qa/(AR x Cr) = 0.145/( 0.455 x 0.554) = 0.575 cfs/(acres x C) � i T(10) = -25 +\12255/Qo 375 minutes = . m Vs = (3607 x T)/(T + 25) _ 40 x Qo x T = 1298.1 cubicjeet/(acre x C:` Vt = Vs x AR x Cr = 327.1 cubic feet. A total of 329.3 cubic feet will be provided by: ` 2 Catch 8^asin(s)1~2 -feet in diameter ( 5.7 cubic feet) ' 103 feet f 24 -inch diameter, aluminum CMP ( 323.6 cubic feet! H = 3.03 feet C ] �� FILE 8 U_E ORIFICE CALCULATIONS: 0 Qa = 0.145 cfs H = 3.030 feet Orifice Area = a = (144 x Qa)/(0.62 xV29H)� Orifice Area = 2.419 square inches Orifice Diameter = d = pi = 1,755 inches Use a 1.75 inch diameter orifice Q(actual) = O.145 cfs using a 1.750 inch diameter orifice