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HomeMy WebLinkAboutSWP272905(2) *LIBERTY RIDGE Renton, Washington Storm Drainage Report Prepared by: ,��� J. Scott R. Borgeson, P.E. ��.�--w 0- James A. Morin, P.E. „`� =s Reviewed by: William J. Goggin, P.E. 28128 G TRIAD ASSOCIATES 0 January 18 , 2001 TRIAD JOB # 00 - 022 Page 1 of 2 King County Building and Land Development Division • TECHNICAL INFORMATION REPORT (TIR) WORKSHEET PROJECTPART I OWNER AND PART 2 PROJECT • • PROJECTAND DESCRIPTION ProjectOwner Liberty Ridge LLC Project Name Liberty Ridge Address 9125 10th Ave 5, Seattle WA Location Phone (206) 762-91 25 9B1 08 Township 23N Range 5 E Project Engineer William J. G o g g i n P .E . Section 16 Company Triad Associates Project Size 108 AC B1 4 11 5th A 3 Address Phone Upstream Drainage Basin Size AC 425 821 -8448 PART 3 TYPE OF • OTHER F-x-1 Subdivision F-1 DOF/G HPA 0 Shoreline Management 0 Short Subdivision F-1 COE 404 E:1 Rockery Grading = DOE Dam Safety Structural Vaults [-] Commercial = FEMA Floodplain Other F] Other F-1 COE Wetlands 0 HPA COMMUNITYPART 5 SITE DRAINAGE • Community Drainage Basin Cedar River PART 6 SITE CHARACTERISTICS River E=1 Floodplain 0 Stream r-1 Wetlands Critical Stream Reach E::] Seeps/Springs Depress io ns/Swales 0 High Groundwater Table =1 Lake FRI Groundwater Recharge E=1 Steep Slopes [=1 Other E:) Lakeside/Erosion Hazard SOILSPART 7 Soil Type Slopes Erosion Potential Erosive Velocities Everett Variable Low Low I • Additional Sheets Attatched 1/90 Page 2 of 2 King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET PART 8 DEVELOPMENT LIMITATIONS J REFERENCE LIMITATION/SITE CONSTRAINT E:1 Ch.4-Downstream Analysis a 0 0 F-1 Additional Sheets Attatched PART 9 ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION FOLLOWING CONSTRUCTION 5-0 Sedimentation Facilities X� Stabilize Exposed Surface X� Stabilized Construction Entrance X-1 Remove and Restore Temporary ESC Facilities ® Perimeter Runoff Control ® Clean and Remove All Silt and Debris L11 Clearing and Grading Restrictions ® Ensure Operation of Permanent Facilities Cover Practices 0 Flag Limits of NGPES ® Construction Sequence 0 Other 0 Other PART 10 SURFACE WATER SYSTEM ED Grass Lined Channel 0 Tank ® Infiltration Method of Analysis [X-1 Pipe System E-1 Vault 0 Depression S-R-tl-H- F-1 Open Channel E�] Energy Dissapator E::] Flow Dispersal Compensation/Mitigation O Dry Pond [D Wetland [-I Waiver of Eliminated Site Storage M Wet Pond 0 Stream E:J Regional Detention Brief Description of System Operation Stormwater generated on-site will be infiltrated and off-site tributary area will be bypassed. Facility Related Site Limitations L:::] Additional Sheets Attatched Reference Facility Limitation PART 11 STRUCTURAL ANALYSIS PART 12 EASEMENTS/TRACTS (May require special structural review) [E Drainage Easement EA Cast in Place Vault E] Other F-1 Access Easement 0 Retaining Wall 0 Native Growth Protection Easement Rockery>4'High ® Tract Structural on Steep Slope Other PART 14 SIGNATURE OF - • • I or a civil engineer under my supervision have visited the site. Actual site conditions as observed were incorporated into this worksheet and the Z,, attatchments. To the best of my knowledge the information provided here is accurate. •• 1/'90 TABLE OF CONTENTS Pane INTRODUCTION.......................................................................................................................................I VICINITYMAP..........................................................................................................................................1 DRAINAGECONCEPT.............................................................................................................................2 CITY OF RENTON AQUIFER PROTECTION AREAS EXHIBIT.......................................................6 DOWNSTREAMANALYSIS....................................................................................................................7 DOWNSTREAM ANALYSIS EXHIBIT................................................................................................8 DETENTIONCALCULATIONS..............................................................................................................9 OFF-SITE RELEASE.............................................................................................................................14 EXISTING CONDITIONS EXHIBIT...................................................................................................16 BASIN#2...............................................................................................................................................17 BASIN#1...............................................................................................................................................19 BASIN 1 DEVELOPED CONDITIONS EXHIBIT..............................................................................21 BASIN 2 DEVELOPED CONDITIONS EXHIBIT..............................................................................22 CONVEYANCE CALCULATIONS—PHASE I....................................................................................23 PIPE SIZING EXHIBIT—PHASE I......................................................................................................26 PIPE SIZING EXHIBIT—MODEL NAMES-PHASE I......................................................................27 EMERGENCY OVERFLOW PIPE CONVEYANCE CALCULATIONS..........................................28 PIPE SIZING EXHIBIT—OVERFLOW-PHASE I.............................................................................29 EMERGENCY OVERFLOW STRUCTURES......................................................................................30 EROSIONCONTROL.............................................................................................................................31 APPENDIX SCS Soils Map Table 3.5.213—SCS W. Washington Runoff Curve Numbers 2, 10,25,& 100-Year Isopluvials Liberty Ridge Infiltration Calculations Water Works Output King County Backwater Program Output Supplement No.1 Geotechnical Report Special Study, Proposed"Liberty Ridge"Residential Subdivision, September 8,2000 Geotechnical Report Special Study,Proposed"Liberty Ridge"Residential Subdivision Development, Renton, Washington,September 7,2000 Geotechnical Summary of Drainage System Construction Monitoring at the Site of the Proposed"Liberty Ridge"Subdivision(Former"Cedar Crest"Site)Renton, Washington,July 11,2000 Hydrogeologic&Geotechnical Services/Report Addendum prepared by GeoEngineers, Inc.,April 6, 1995 Hydrogeologic&Geotechnical Services/Report prepared by GeoEngineers,Inc.,October 24, 1994 Preliminary Geotechnical Report prepared by CH2M Hill,May, 1988 Preliminary Hydrogeologic&Geotechnical Report prepared by Golder Associates,January, 1988 Level 1 Drainage Study and Preliminary Storm Drainage Calculations for Cedar Crest Manufactured/Modular Home Community prepared by Barghausen Consulting Engineers, Inc., Revision Dated November 4, 1994 Hearing Examiner's Report and Recommendation/File No. LUA00-123,PP,ECF,December 21,2000 Hearing Examiner's Report and Decision/File No.LUA-95-023,CU/V/MHP/ECF,May 23, 1995 STORM DRAINAGE REPORT FOR LIBERTY RIDGE—Page i INTRODUCTION • The proposed project is a 436 lot single-family residential subdivision on an approximately 108-acre site located north of Maple Valley Highway (State Route 169), east of and abutting Edmonds Avenue and the La Colina subdivision, west and south of the King County Maintenance Facility site and other King County- owned property, and south of N.E. P/41h Street, in the City of Renton, Washington. More generally, the site is located in Section 16, Township 23 North, Range 5 East, W.M. (Please refer to the Vicinity Map located below). The project site is naturally separated into two drainage basins and both basins will be addressed within this report. Approximately 86 acres of the site will be developed, while approximately 22 acres will remain undeveloped. The site has been used for a gravel mining operation in the past and it has been mined of sand and gravel material to a depth of approximately 60' below the original ground surface. The current surface and underlying foundation material is primarily medium to dense fine to medium-grained glacial outwash sand with traces of silt and gravel, which allows fair to good infiltration of surface water, depending on the varying silt content of the sand and the in-place soil density. A detailed description of the on-site soils can be found in a report entitled Report Hydrogeologic and Geotechnical Services Proposed Residential Development, Renton, Washington October 24, 1994 prepared by GeoEngineers, Inc. concerning the subject property. A copy of that report is included in the Appendix. NF PARK DR ti 0 4W SITE St NE 4TH sr NE jRD GREENW D CEMETERY CITY OF RENTON CE'OgR 9.. F� � P O 9� VICINITY MAP Not to Scale STORM DRAINAGE REPORT FOR LIBERTY RIDGE—Page I DRAINAGE CONCEPT The storm drainage system for the proposed project has been designed with reference to standards found within the 1990 King County Surface Water Design Manual (KCSWDM)and as shown on the Preliminary Plat Plans, which were submitted to the City in November, 2000, and the Phase I Construction Plans that accompany this report. Plans for the remaining six phases will be submitted in the future,though this storm drainage report is intended to be applicable to all of the project's phases. Currently,the majority of the on- site and off-site (upstream) stormwater infiltrates into the ground. The remainder is conveyed, through channels that were constructed as shown on the May, 1998 Grading/Temporary Erosion and Sedimentation Control Plans for the Cedar Crest project, a 402-unit planned manufactured home community, which was previously proposed for the subject property. The Cedar Crest plans were approved for construction by the City of Renton in 1998. The existing drainage channels convey stormwater to an existing Type II catch basin located approximately 500 feet south of the northwest corner of the site. From this structure, the water flows via a 30-inch diameter underground pipe to an open basin that is located south of N.E. 3`d/41 Street, just outside the northwest corner of the site. A description of the existing conveyance system downstream from this point can be found in the Downstream Analysis section that follows this section. The site lies within two separate City of Renton Aquifer Protection Zones (see City of Renton Aquifer . Protection Areas at the end of this Drainage Concept section). The boundary line between the two zones runs east to west across the property, segmenting the southern portion of the property into APA Zone 1, while the northern portion is classified as APA Zone 2. This division line is also shown on the Basin I Developed Conditions Exhibit and the Basin 2 Developed Conditions Exhibit, both of which are located in the Detention Calculations section of this report. Since infiltration of stormwater is restricted within APA Zone 1,all of the infiltration facilities for this project have been sited within APA Zone 2. In 1995, a mobile home community was proposed for this same property, and as a part of the City's review of that proposal, the Hearing Examiner concluded that all of the stormwater generated on-site would be required to be infiltrated. This stipulation can be referenced in the Conditions of Approval for Cedar Crest (see the Hearing Examiner's Report and Decision, May 1995 included in the Appendix). For the Liberty Ridge project that is now proposed for this site, the storm drainage facilities have also been designed to satisfy this condition, though this was not a condition aired during the latest hearing for the Liberty Ridge project that is now proposed for this site. Please also see the Liberty Ridge Hearing Examiner's Report and Recommendation, December 2000,also located in the Appendix. The site has been divided into two basins, with Basin #1 covering the northern portion of the site, while Basin 42 covers the remainder of the site. The storm drainage facilities of each basin are interconnected to achieve storage and on-site infiltration of stormwater for all design storm events. STORM DRAINAGE REPORT FOR LIBERTY RIDGE—Page 2 The stormwater generated within Basin#2 will be collected in a tightline conveyance system and directed to the water quality/detention/infiltration facility("Pond C"),which is located in the central area of the site, within the overhead power easement that bisects the site in a north-south direction. There is also an additional detention/infiltration facility located in Basin #1 ("Pond B"), which receives stormwater exclusively from Basin #2. Basin #2's stormwater will first enter a three-celled wetpond that will provide water quality enhancement prior to discharging into infiltration Pond C. Once the level pool in Pond C reaches a predetermined elevation, a percentage of the flow will be conveyed to infiltration Pond B. Additionally, if the water level in Pond B exceeds its design overflow water surface, an overflow riser will convey stormwater from Pond B to infiltration Pond A. Pond A is an existing water quality-detention- infiltration facility that is located along the western property boundary of the site and south of the proposed Road A. All of the stormwater generated within Basin #1 will be collected in a tightline conveyance system and directed toward Pond A, which also receives the overflow of Pond B, as noted above. Stormwater from Basin#1 will first enter a proposed three-celled wetpond(cell 2 and cell 3 already exist).This water quality facility will provide water quality enhancement prior to discharging the water into infiltration Pond A. All of the infiltration ponds (A, B, and C) also provide live storage detention to allow the 2, 10, and 100- year/24-hour storm events to be released entirely through infiltration. The rate of infiltration for each pond has been determined by GeoEngineers Inc. The hydrogeology of the site is described in three reports entitled: 1) Geotechnical Summary of Drainage System Construction Monitoring at the Site of the Proposed "Liberty Ridge"Subdivision(Former "Cedar Crest"Site, Renton Washington,July 11, 2000, 2) Geotechnical Report Special Study, Proposed "Liberty Ridge"Residential Subdivision Development, Renton, Washington, September 7, 2000, and 3) Supplement No.l Geotechnical Report Special Study, Proposed "Liberty Ridge" Residential Subdivision, September 8, 2000 The recommendations presented within these reports, as well as a previous report for this site by GeoEngineers, Inc. entitled Report Hydrogeologic & Geotechnical Services, Proposed Residential Development, Renton, Washington, October 24, 1994, form the basis for the infiltrative drainage design presented within this report. All of these reports have been included in the Appendix of this report. At the recommendation of GeoEngineers, Inc. (refer to the report entitled Geotechnical Summary of Drainage System Construction Monitoring at the Site of the Proposed "Liberty Ridge" Subdivision (Former "Cedar Crest"Site, Renton Washington, July 11, 2000 in the Appendix),the majority of Pond A and an adjacent gravel infiltration blanket of approximately 78,000 s.f in area and 4' in depth have already been constructed. The infiltration blanket extends to the north from the northwest corner of Pond A, STORM DRAINAGE REPORT FOR LIBERTY RIDGE—Page 3 providing an additional area for the distribution of infiltrating waters and thereby increasing the effective infiltration area of Pond A. For this reason, Pond A serves as the primary infiltration pond for the entire project site. It receives all stormwater that is not infiltrated by either Ponds C or B. This existing gravel blanket will be extended over the bottom area of Pond A, as described in GeoEngineers' July 11, 2000 report,and as shown on the Construction Plans. Finally, there are two bypass areas of Basin #1 that will be conveyed via the Emergency Overflow Pipe to the natural discharge point in the northwest corner of the site. One area is 3.87 acres lying along the northeast site corner. It will remain an undeveloped slope. The other area is a 1.47-acre naturally graded low area in the northwest corner of the site that is significantly lower than the remainder of the site. The goal of the proposed Liberty Ridge drainage system is to provide stormwater infiltration in order to recharge the groundwater aquifer, to prevent adverse impacts to downstream areas, and to maintain the overall hydrologic balance of the site and surrounding area. These goals are met as follows: 1) Currently, off-site (upstream) stormwater contributes to the downstream flow that exits the site to the northwest. The flow will be intercepted and piped into the existing drain that discharges into the natural ravine to the northwest of the site. 2) The on-site generated stormwater that does not infiltrate during storm events exceeding the design parameters will also be intercepted and piped into the existing drain that discharges into the natural ravine to the northwest of the site. 3) Existing groundwater base flows that contribute to the downstream flow in the natural ravine through the existing drain will be maintained. The Conditions of Approval for Cedar Crest questioned how the project site and neighboring areas would be affected by infiltrating stormwater in the infiltration ponds rather than distributing it over the entire site. This question has been addressed in the enclosed GeoEngineers reports. The reports state that the stormwater that infiltrates in the existing condition, both on-site and off-site (upstream), travels naturally toward the northwest corner of the site. The report dated July 11, 2000 discusses the location of the constructed gravel filter blanket as follows: "During gravel mining operations, a permeable zone of gravel was encountered north of Pond A. This material is a sandy gravel. This gravel zone is where much of the previous runoff from the site naturally infiltrated. To take advantage of this gravel zone, a connecting gravel infiltration blanket has been constructed from the north edge of Pond A approximately 750 feet north to connect it to the gravel zone." Based on GeoEngineers report, it appears that the stormwater that will be infiltrated on-site in the developed condition will follow the same general groundwater flow pattern toward the northwest corner of the site as the current undeveloped groundwater flow condition. Infiltration Pond A and the adjoining STORM DRAINAGE REPORT FOR LIBERTY RIDGE—Page 4 infiltration blanket are situated back from the west property line of the site and are oriented to spread out in the north-south direction to better disperse the infiltrated flows to closely match the existing condition. STORM DRAINAGE REPORT FOR LIBERTY RIDGE—Page 5 1 1 • ' It ufufm"M-74 y�'�'{Jr✓✓•S �.�.s•,•'', ,4 �.:V�Yf�,4•;v�'a,J.,a'•Y•.,'•''�•LI;•b{.,'vSQ:r✓� � p vy3Yv��,'�•+}•4 v�•.$ra�:•�SSr�i {r,•'y.,n•' M., OEM •,�� ,.�},y!.yti.ti•�, iti l'ivr,:••�•�J✓•.:r.•�c•`?C-::1.••�r;;+% " '' '•✓"--'i;i�;•:Y: X. :"P,`•rr•��''i r:e.••..• .,,.�:•J.•:Vw..d!W.^a❖:q'•:�,,�„•,' '' I +t4.•:•y}'•' :C! r•' •,.Te•.r ,;Vi- -I } ":5,:��ev�''�a::�{5 �J•.�J .,i.aY:'•� d• :•..{�•a�•A,{•.r•7•.!.Yr;'''•Y t1�I;i� :y0.•✓.;.�J�,(t' •�44�.f�a4Yti:R.. '1`iY.�•;.r✓. �Y}:�:�:.y �Y'�: ❖:•F,u,•..� i.:VMtJN V,.;.C.•✓�C•i$11d•✓:rP:;7Lt:• 'SV:,..u.•.uati•..ew:9•.• �a ✓,,•:•,n }'-.r.y•••••.y w •'•:•' ,,:✓ :••'•:•:'. 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A o•,• •v,• r:••,4,:••••�•° >;aCv.�.'s ' �'C•�v' •6Y 'a::�b ( ,?a4s ^C•.••:r%`.{`�kss�•}N�•✓' }f vss4:J''� 'r 'v•:• ✓'�.;r•`s"•1r rA r n �v :'• �,•• ''y�ir:r?* � 3_'"�Zi,PyC"a••�'•,s.+•4Y.�••,s�✓a�r;� �. �b:•, �r'•t+fra�;r re:�3��!:�'rr✓'..�.ti•�.%;r as,�•.t •u. r✓: --'i fii • ��;4 4 :r✓.. Sri{"•••.,.SJ J•••.a`, a"�� ',''+�'• �ycr R �= 'k A�'�•-fir•+: �'' :'"',';:Y✓>'Ji•'•••`•✓ :.�•. � 'rr§��Y�"•;•-,;.{;•✓��aC,raayai}':�;'�✓y��J'v�h V✓7 i i4j •'V 'Y X;. V",•'�S{ON!,;A.;.;:.-:❖-•.• r.4f ® {�v..tii••r••r,,. +.,. � S• jY DOWNSTREAM ANALYSIS As described previously,the stormwater generated on-site during the design storm events will be infiltrated on-site. However, an Emergency Overflow Pipe system has been designed and installed to convey the stormwater that would be discharged by Ponds A, B,or C in the event of system failure or a storm in excess of the 100-year design storm event. This existing pipe, which was constructed as part of the Cedar Crest project, is also designed to convey the runoff from the on-site bypass areas and the off-site (upstream) tributary area. A 30-inch diameter pipe follows the alignment of Road A until it makes a jog to connect to a catch basin that is located west of Edmonds Avenue NE, approximately 500 feet south of the northwest corner of the site. This structure is labeled as CB 0V-1A on the Downstream Analysis Exhibit(next page). From this structure, the stormwater continues through approximately 157 feet of 30-inch underground H.D.P.E. pipe to an open pond that is located on the south side of N.E. 3rd/4`h Street,just outside the site's northwest corner. Stormwater from this basin overflows into a 48-inch diameter corrugated metal pipe riser and then flows through approximately 168 feet of 48-inch corrugated metal pipe at roughly a 5 percent slope. This pipe discharges into a drainage channel that is well defined, heavily vegetated, and extends westerly for approximately 300 feet. There, water in the channel discharges into an open pond that is approximately 100 feet long by 50 feet wide and approximately 3 to 5 feet deep. The pond is located along the south margin of N.E. 3`d/4'h Street and east of Blaine Avenue N.E., adjacent to the entrance into the Mount Olivet Cemetery. Stormwater exits this pond through an overflow structure with a birdcage,where it then enters into a system of approximately 1,250 feet of pipe (18" diameter pipe followed by 24" diameter pipe) that runs along the southern margin of N.E. 3`d/41h Street, eventually discharging into a tightline conveyance system near I-405. By that point, the Liberty Ridge site makes up less than 10 percent of the contributing basin and, accordingly, further downstream drainage systems were not studied. However, the system was traced on City maps to the Cedar River. Note that the above-described downstream flow path was observed while it was conveying heavy rains during an October 13, 1998 site visit by Triad Associates. The drainage course was working properly and no signs of erosion or flooding problems were evident. A similar summary of downstream conditions is included in the November 4, 1994 Level 1 Drainage Study and Preliminary Storm Drainage Report by Barghausen Consulting Engineers, Inc., included in the Appendix. STORM DRAINAGE REPORT FOR LIBERTY RIDGE—Page 7 PORTIONS SECTONS 16, TOWNSHIP 23 N., RANGE 5 E., W.M. TRIAD ASSOCIATES CtiN No;mecriog IaW SLrKry Wd On Pkoe WdxaPe 4chikckro - SSk Dear IIBId 11516 Art.a EAJ-d,►A 4WSd-n-- Tel d25.►LAM Pax 125.d21.3f8'. Toll P—WO.d9LA75d m.lrieda. .coe Q Z j M\ u W C'3 SCALE: 1 " = 200' M \ / 0 100 200 400 Q cc uj Op a f:a 1,530 L.F. APPROXIMATE N " -; "" - ', 48' CMP \ O J CONVEYANCE SYSTEM " TfREAM o W ' BASED ON CITY OF RENTON F S '. RISER . AS—BUIL T DRA WINGS DATED 0 �' "" ';`''' ' ° ik F MAY 17 1965. STORM ik PIPECHANN. ATE o G ' = 18aa EAST OF MONTEREY DR. " " ;, — OXIM P =t 1 y AND 24 TO THE WEST. POND (AppR FORMER SITE ENTRANCE hpp� EX. CB W PAVED — _ DEBRIS BARRIER — ' — -- — - - C6OV--1A fl MOUNT OLIVET z CEMETERY BL A/NE rci o A VENUE MONTEREY Q- �— i DR. N.E. IPROJECJ MANAGER 9PAOTE7[fllEFlyA/A PLS ��� PROJECT SURVEYOR I roar t c�ocN.rE PROJECT ENGINEER PRROJE L Cox OIECT LANDSCAPE ARCRIMT \ DATE: SCALE: DORM:1'=200' VLR[.:NSA L IBER T Y RID GE SITE t 11 STAMP NOT YAIJD UNLESS SIGNED AND DATED JOB NWER 00-022 MCI NMER Q 2001 TRIAD ASSOCIATES 1oP DETENTION CALCULATIONS Basin 41, as shown on the Basin I Developed Conditions Exhibit provided at the end of this section, includes the north half of the developed site, as well as the full width of Edmonds Avenue from N.E. 3`d/4d' Street to the Plat of La Colina. Basin #2, as shown on the on the Basin 2 Developed Conditions Exhibit provided at the end of this section, includes the south half of the developed site as well as the approximately 4-acre future park area in the southwest corner of the site. The specific areas, which were included in the facility-sizing calculations, have been summarized in the table below. The table shows the areas calculated for each of the different land covers in the developed condition for the areas of each basin and the areas that are tributary to each pond. SUMMARY OF AREAS USED IN STORM DRAINAGE CALCULATIONS TABLE Basin#1 Basin#2 Pond Sizing Location Impervious Pervious Impervious Pervious A C&B Area Area Area Area (acres) (acres) (acres) (acres) CN=98 CN=68 CN=98 CN=68 - On-Site Areas - Interior Roads& Sidewalk 8.15 5.75 X X Alleys 1.31 0.66 X X Impervious Area on Lots Basin#1/Basin #2 11.54 9.64 X X 40' Wide Lots 1,925 s.f./lot 191/80 lots 45' Wide Lots 2,200 s.f./lot 30/12 lots 50' Wide Lots 2,385 s.f./lot 29/62 lots 60' Wide Lots 2,855 s.f./lot 0/32 lots etention/Infiltration Pond A Incl.surrounding area 3.42 X Water Quality Pond A 0.45 X Detention/Infiltration Pond B Incl.surrounding area 0.90 X Detention/Infiltration Pond C Incl.surrounding area 1.88 X Water Quality Pond C 0.52 X Pond Access Roads Gravel 0.15 0.15 X X Future Park Area North of S.E.3rd Street 0.50 2.89 X Bypass Area(Slope in N.E.corner of site 3.87 Pervious Future Park Area S.W. corner of site 3.76 X Pervious Grass/Landscaped Areas 20.24 13.82 X X On-Site Acreage Totals 22.10 1 30.42 16.72 20.36 Sub-Totals 52.52 37.08 -� Total On-Site Impervious 38.82 Total Pervious 50.78 Total On-Site Area 89.60 3 u - Off-Site Areas - Edmonds Avenue Adjacent to Plat of Liberty Ride 1.54 X Edmonds Avenue Portion of Adjacent La Colina Plat 0.20 X Total Impervious 23.84 16.72 Total Pervious 30.42 20.36 Totals 54.26 37.08 Total of On-Site&Off-Site Areas 91.34 .xisting Conditions Tributary Area: 50.39 Ac.(area tributary to Pond A)-0.20 Ac.(Edmonds Ave.off-site) +3.87 Ac.(N.E.slope bypass area)+37.08 Ac.(area tributary to Ponds B& C) + 1.47 Ac.(Lot C depression bypass area)=92.61 Ac. STORM DRAINAGE REPORT FOR LIBERTY RIDGE-Page 9 The detention calculations were performed using Engenious Systems Inc.'s hydrology program Water Works. Hydrographs were developed using S.B.U.H. methodology with a King County Type I-A(User 1) 24-hour rainfall distribution. Separate S.C.S. curve numbers were used for the impervious and pervious portions of the site. Using the onsite existing condition hydrographs, the allowable release rates were determined for the site in accordance with City of Renton standards. Developed condition hydrographs were then generated for the bypass areas in order to verify that the developed bypass flows did not exceed the pre-developed peak runoff rates for each of the 2, 10,and 100-year,24-hour storm events. Infiltration Rates According to Core Requirement #3, Section 1.2.3 of the KCSWDM, "[tjhree basic methods for peak rate runoff control are possible: detention, retention, and infiltration." This project proposes to use infiltration to meet this core requirement. Further, in this section of the KCSWDM (under the heading "Infiltration Facilities"), the manual states "the factors of safety for infiltration systems are incorporated within the methods of analysis and design standards described in Section 4.5." GeoEngineers has studied the soils present on the proposed project site over several years, and published several reports that address the infiltration rates anticipated for the soils in the vicinity of each of the • proposed infiltration ponds. In their report entitled Geotechnical Summary of Drainage System Construction Monitoring at the Site of the Proposed "Liberty Ridge"Subdivision (Former "Cedar Crest" Site, Renton Washington, July 11, 2000, which is included in the Appendix, GeoEngineers recommends a design infiltration rate of 8 inches per hour for Pond A (over the base area of the pond) and a design infiltration rate of 4 inches per hour for Ponds B and C. As mentioned previously, an infiltration blanket of approximately 78,000 s.f. in area and 4' in depth has already been constructed as a part of the construction of Pond A. This construction work was performed during the site grading operations in accordance with the approved Cedar Crest Grading/Temporary Erosion and Sedimentation Control plans prepared by Triad Associates (sheets 1 through 21, dated August, 1995 and revised May 7, 1998). In the report entitled Report Hydrogeologic and Geotechnical Services Proposed Residential Development, Renton, Washington, October 24, 1994, GeoEngineers recommended the construction of this gravel infiltration blanket in order to take advantage of the site's natural underlying gravel soils for improved infiltration. GeoEngineers, in conjunction with Construction Testing Laboratories, Inc.,monitored the construction of the infiltration blanket's construction. In their later report entitled Geotechnical Summary of Drainage System Construction Monitoring at the Site of the Proposed "Liberty Ridge" Subdivision (Former "Cedar Crest" Site, Renton Washington, July 11, 2000, they summarize the intended purpose of the gravel blanket as follows: "During gravel mining operations a permeable zone of gravel was encountered north of Pond A. This material is a sandy gravel. This gravel zone is where much of the pervious runoff from the site naturally infiltrated. To take advantage of this STORM DRAINAGE REPORT FOR LIBERTY RIDGE—Page 10 gravel zone, a connecting gravel infiltration blanket has been constructed from the north edge of Pond A approximately 750 feet north to connect it to the gravel zone." The report goes on to address the current condition of the blanket and their recommendations as follows: "It will be necessary to extend the infiltration blanket under infiltration Pond A in order to permit large flow of water into the blanket. As Pond A and the blanket are presently constructed,the area of flow into the blanket is limited to the end area of the blanket that intersects with Pond A. After the blanket is extended under Pond A (at the same thickness as the existing portion of the blanket), the new portion of the blanket should be covered with nonwoven geotextile and a minimum of 18 inches of washed concrete sand or similar material. Note that the infiltration rate from Pond A is limited by the percolation rate through the material over the geotextile. For washed concrete sand, a design rate of 8 inches per hour is recommended over the base area of the pond." GeoEngineers' report entitled Geotechnical Summary of Drainage System Construction Monitoring at the Site of the Proposed "Liberty Ridge" Subdivision (Former "Cedar Crest"Site, Renton Washington, July 11, 2000, addresses the infiltration rate that they recommend for the design of Ponds B and C in the following paragraph: "We have also reviewed the design percolation rate for Ponds B and C. Providing that they are cleaned out down to native soil, the previously recommended rates of 4 inches per hour are recommended for design." The following quotation refers to GeoEngineers' recommendations contained in their report entitled Report Hydrogeologic and Geotechnical Services Proposed Residential Development, Renton, Washington October 24, 1994, which provides an analysis of the on-site soils: "Stormwater infiltration rates for the site soils were calculated based on the grain-size distribution of select soil samples and their corresponding soil textures. The U.S. Department of Agriculture Textural Triangle provided in the Stormwater Management Manual for the Puget Sound Basin, published in February 1992, was used to determine the soil textures and the infiltration rate. Representative soil samples were collected at the elevations of the proposed infiltration pond bottoms below the filter. The theoretical stormwater infiltration rate for the soil samples analyzed is about 8 inches per hour. This rate of infiltration would occur until the „ underlying soil is saturated and the water table is mounded above the bottom of the pond. When the top of } the mound is above the bottom of the pond,the effective infiltration rate is equivalent to the dissipation rate of the mound. Important factors affecting the dissipation are the size and shape of the infiltration area, depth to the water table, and other factors." The report goes on to specifically address the infiltration rate for the areas of Pond B (identified in their report as `area B')and Pond C(identified in their report as `area C'): "For percolation area B, we calculate a dissipation rate of 4 to 6 inches per hour. Based on this, a design percolation rate of 4 inches per hour is recommended. The dissipation rate for area C is calculated to be 4 inches per hour,and a percolation rate of 4 inches per hour is recommended." The infiltration rates recommended for all three ponds do not exceed the maximum rate of 8 inches per hour for this Vashon glacial outwash soil as specified in Table 4.5.2 of the KCSWDM. Due to KCSWDM Section 4.5's required factor of safety of 2.0 (although the EPA test was not used, 2.0 is the more conservative of the two factors specified in the KCSWDM), an infiltration rate of 4 inches per hour was STORM DRAINAGE REPORT FOR LIBERTY RIDGE—Page 11 used for the subsequent detention calculations for the design of Pond A and an infiltration rate of 2 inches per hour was used for the design of both Ponds B and C. Pond Operations and Interconnection The stormwater infiltration needs of Basin #2 are served by Ponds B and C, which are interconnected by a pipe conveyance system. Pond C serves as the primary water quality-detention-infiltration facility for Basin #2. It also provides detention and infiltration in its most northern cell. Pond B provides additional detention and infiltration capacities through its interconnection with Pond C. Pond B is entirely a detention and infiltration pond that is sized to contain storm events up to and including the 100-year storm. All of the flows entering Pond B will have already been treated by the wet pond portion of Pond C. Overflow during storm events exceeding the 100-year storm will be conveyed from Pond B to Pond A. Pond A serves the water quality-detention-infiltration needs of all of Basin #l, while also providing additional detention and infiltration capacity for Basin#2, for storm events exceeding the 100-year storm. The details of the operation of this proposed system are explained as follows. A flow control structure containing a 24" diameter riser will be located at the north end of Pond C. This structure receives flows from Pond C via a single 24" pipe. Once the level pool in Pond C reaches an elevation of 246.00, water will begin discharging through the riser via a single 4.00"-diameter orifice. This flow will be conveyed to Pond B through a 24" diameter pipe. Under normal circumstances, the riser will serve as a flow regulator, allowing a portion of the stormwater flows to be conveyed to Pond B while the remainder is infiltrated in Pond C. Computer simulation modeling of Pond C showed that the 100-year design storm water surface elevation of Pond C would be 249.91. In order to provide additional storage capacity in this pond as an additional factor of safety, the riser will have a top elevation of 251.00, the design overflow water surface elevation of Pond C. As the water surface of Pond C exceeds this elevation, additional flows will be conveyed via this riser and 24" pipe to Pond B until the water surface reaches the emergency overflow water surface elevation of 251.50. A 48"diameter catch basin with an open top will also be located in the northwest comer of Pond C with a rim elevation of 251.50, which will serve as the emergency overflow route for Pond C, discharging via a 24" diameter pipe to a 30" diameter pipe located under Road A. This pipe is currently in-place on the site and it exits at the site's natural discharge point(as described previously in the Downstream Analysis section). Pond C has been designed to reach a water surface elevation of 252.12 while conveying the peak flow of 100-year design storm event for all of Basin#2. Pond B will receive stormwater exclusively from the riser control structure in Pond C, as described above. Pond B is designed to discharge most of the runoff that enters it via infiltration; however, it will have a flow control structure located near its western end. This structure will contain a primary riser with a rim set at elevation 245.50. Once the level pool in Pond B reaches this elevation, flow from Pond B will be directed to Pond A through the Basin #1 storm drainage conveyance system. When the water surface reaches the emergency overflow water surface elevation of 246.00, a 48"diameter catch basin with an open top and rim set at this same elevation will serve as the emergency overflow route for Pond B, discharging additional flows via a 24" diameter pipe to a 30" diameter pipe located under Road A. As noted above, this pipe is STORM DRAINAGE REPORT FOR LIBERTY RIDGE—Page 12 currently in-place on the site and it exits at the site's natural discharge point (as described previously in the Downstream Analysis section). • Pond A is designed to receive all of the stormwater from Basin#1 as well as the additional flow from Pond B, as noted above. Pond A has been designed with a three-celled water quality control facility to treat the inflow from Basin#1. The flow that leaves the water quality cells enters the storage and infiltration area of Pond A which will store and infiltrate all stormwater up to and including the 100-year storm event through the bottom of the pond and its interconnected gravel filter blanket. A primary overflow structure will be located in the northwest corner of the pond that will have a riser with a top elevation of 241.60. Additionally, an open-topped catch basin with a debris barrier grate will be located in this same vicinity and will serve as an emergency overflow structure, with a top elevation of 243.10. If the level pool in Pond A reaches this elevation during extreme storm events, additional flows will be conveyed to the 30" diameter pipe located under Road A. As noted above, this pipe is currently in-place on the site and it exits at the site's natural discharge point(as described previously in the Downstream Analysis section). Pond Detention Volume Analysis Ponds A and C have already been constructed and have been surveyed, providing us with accurate information on their storage capacity. Pond A will retain its current storage capacity and an improved link to the gravel blanket will be constructed to maximize its infiltrative capacity. The infiltrative portion of Pond C will be cleaned and restored to its original dimensions in order to maximize its infiltrative capacity. • A pond near the location of the proposed Pond B has also already been constructed. However, this pond will be graded and relocated to provide the required design storage and infiltrative capacity for Pond B. Developed condition hydrographs have been generated for each of the 2, 10, and 100-year, 24-hour storm events for the 54.26 acres of Basin #1 and the 37.08 acres of Basin #2. The hydrographs were routed through the interconnected infiltration Ponds, A, B, and C, verifying that the design volume of these ponds is sufficient to control the storm flows. Refer to the Level Pool Table Summary near the end of this section. For the following calculations,the total precipitation for the 2, 10,and 100-year,24-hour storm events were found to be 2.00", 2.90",and 3.90"respectively, as shown on the respective King County isopluvials. The curve numbers used for the different landcovers are shown on Table 3.5.2B—S.C.S. Western Washington Runoff Curve Numbers. All of these exhibits are located in the Appendix at the end of this report. The infiltration rates identified above (in units of feet per second) were used to calculate the projected discharge rates at each stage of each pond (in units of cubic feet per second). The infiltration rates were applied to the surface area at each stage, which increase with increasing elevation due to the sloped sidewalls of all of three facilities. These calculations are summarized in a table entitled Liberty Ridge Infiltration Calculations, which is included in the Appendix. A summary of the off-site release and • detention-infiltration pond calculations is provided below. STORM DRAINAGE REPORT FOR LIBERTY RIDGE—Page 13 OFF-SITE RELEASE Onsite Existing Condition Hydrographs Total Area=92.61 Ac(See the preceding Summary of Areas table) Impervious Area = 0.00 Ac @ CN=98 Pervious Area =92.61 Ac @ CN=68 (grassy open space) Time of Concentration= 14.89 minutes(See the Existing Conditions Exhibit on page 13) Reach 1: 130 ft Sheet Flow @ 32.3%, `n' =0.15(prairie grass) Reach 2: 350 ft Shallow Concentrated Flow @ 4.1%,`ks' = 11 (pasture) Reach 3: 1,215 ft Channel Flow @ 2.7%,`ks'= 17(grassy swale) Existing Condition H dro ra h Summary Storm Precip. Peak Flow Volume Time of Peak Event [in] [cfs] [ft3] [min.] 2-Year 2.00 1.48 65,378 1440 10-Year 2.90 4.45 193,541 490 100-Year 1 3.90 15.88 1 383,978 1 480 Bypass Area Developed Condition Hydrographs Slope area along northeast property boundary: Total Area=3.87 Ac(See the Summary of Areas table) Impervious Area =0.00 Ac @ CN=98 Pervious Area =3.87 Ac @ CN=68 (grassy open space) Time of Concentration=30.44 minutes (See the Basin 1 Developed Conditions Exhibit at the end of this section) Reach 1: 275 ft Sheet Flow @ 6.2%, `n' =0.15(prairie grass) Reach 2: 630 ft Shallow Concentrated Flow @ 1.5%,`ks' = 11 (pasture) Reach 3: 460 It Channel Flow @ 2.5%,`ks' =42(pipe) Reach 4: 370 ft Channel Flow @ 1.2%,`ks' =42(pipe) Reach 5: 290 ft Channel Flow @ 0.5%,`ks' =42(pipe) Reach 6: 340 ft Channel Flow @ 2.7%,`ks' =42(pipe) N.E. Bypass Area Developed Condition H dro ra h Summary Storm Precip. Peak Flow Volume Time of Peak Event (in] [cfs] [ft3] [min.] 2-Year 2.00 0.06 2,732 1440 10-Year 2.90 0.16 8,088 760 100-Year 1 3.90 1 0.49 1 16,046 490 STORM DRAINAGE REPORT FOR LIBERTY RIDGE—Page 14 Depression area in northwest corner of property: Although there are not any current plans being proposed for the development of this area, it has been modeled here as 100 percent;impervious, in order to account for its potential development in the future. This documents that even with a land use with an intensive impervious coverage,the allowable release rate for the site will still not be exceeded. Total Area= 1.47 Ac(See the Summary of Areas table) Impervious Area = 1.47 Ac @ CN=98 (pavement) Pervious Area =0.00 Ac @ CN=68 Time of Concentration=6.30 minutes (The calculated time of concentration was less than the minimum allowed of 6.30 minutes) N.W.Depression Area Develo ed Condition Hydrogrraph Summary Storm Precip. Peak Flow Volume Time of Peak Event [in] [cfs] [ft'] [min.] 2-Year 2.00 0.71 9,468 470 10-Year 2.90 1.05 14,240 470 100-Year 3.90 1.43 19,559 470 Offsite Release Summary Using the existing condition hydrographs,the following allowable release rates for the site were determined. 2-Year Allowable Release Rate =2-yr Pre-developed flow = 1.48 cfs 10-Year Allowable Release Rate = 10-yr Pre-developed flow =4.45 cfs 100-Year Allowable Release Rate= 100-yr Pre-developed flow= 15.88 cfs The hydrograph sums(not arithmetic sums)for the bypass areas(as shown below)were then compared with the allowable release rates in order to check that the flows discharged from the site in the developed condition did not exceed the allowable rates. Please refer to the Water Works output included in the Appendix for the hydrograph data,hydrograph summary table,and actual program output. 2-Year Bypass Area Release Rate =Sum of developed flow from both areas=0.71 efs 10-Year Bypass Area Release Rate =Sum of developed flow from both areas= 1.13 cfs 100-Year Bypass Area Release Rate=Sum of developed flow from both areas= 1.86 efs STORM DRAINAGE REPORT FOR LIBERTY RIDGE—Page 15 PORTIONS SECTION 16, TOWNSHIP 23 N., RANGE 5 E., W.M. BYPASS AREA TRIAD ASSOCIATES . . kti j i r t I.m s��met '\>. " `?. i ..✓ ,.• ; , } ""'� --�� �� mow. f { A. I. U.k i.,e 'sx .„; ,...,a }.v gyp _•.¢ 3 �` ✓/ .� -r--7::= "•' .'ra ..R-� '`"""^. �• "•" -.'i Iteu Ilw A...1� L.tsd,a ueoa4-erra Td 425 l m a 425.e2LUBI } Tdi Fte e0./6E.075e m.lruduncmo F "130..L. O SHEET FLOW S = 32 3% 7 o t POND A T SHALLOW CONCENTRATED FLOW ` ' Lij 4 _ g Cal S = 41% r t. f, Z 1,215 L.F /f r� t 1 � o cc 5 CHANNEL- (EAf?TH-Ll €B O LIJ uj �D :POND 6 �. r; \.., ,, .... j L BA SIN'2 Qc • 1 OFF—SITE TRIBUTARY AREA . . ?' BYPASS AREA" 3` .$ AE = 2 15 AC C. y � � 1 �.: BASIN 1 OFF—SITE TRIBUTARY AREA = 0.86 A C. BASIN 2 z .° a OFF—Sl TE TRIBUTARY AREA ZJ AIO °` 0.95 AC. PROJECT YANACER PROJECT T. E R,iss PROJECT SURVEYOR R .•. • xitiut 1 IAIXm Pr PR OJECT ENGINEER AND ETiAEe•L fDX•4aO PROJECT LSCAPE ARCHITECT v DATE: '+ I SCALE: HORIZ.:7'=300• VERT.:N/� SCALE: 1 " = 300' 0 150 300 600 a o o # _ STA)AP NOT vAL1D -' UNLESS SIGNED AND DATED 00-022 SHEET NUMM © 1De 1 2001 TRIAD ASSOCIATES BASIN #2 Developed Condition Hydrographs for Area Tributary to Ponds C& B Total Area=37.08 Ac(See the Summary of Areas table) Impervious Area = 16.72 Ac @ CN=98 Pervious Area =20.36 Ac @ CN=68 (lawn) The following time of concentration figure is based on an approximate flow path from the east end of Basin #2 to Pond C via the proposed conveyance system. Please reference both the Basin 2 Developed Conditions Exhibit(located at the end of this section)and the Preliminary Piat Plans (that accompany this report)for the basis of the following values used in the computation of the time of concentration. Time of Concentration= 10.74 minutes Reach 1: 90 ft Sheet Flow @ 29.0%, `n' =0.15(lawn) Reach 2: 235 ft Shallow Concentrated Flow @ 3.4%,`ks' = 11 (lawn) Reach 3: 1,830 ft Channel Flow @ 2.2%,`ks' =42(pipe) Basin#2 Develo ed Condition H dro ra h Summary Storm Precip. Peak Flow Volume Time of Peak Event [in] [cfs] [ft3] [min.] 2-Year 2.00 7.51 122,065 480 10-Year 2.90 12.20 204,522 480 100-Year 3.90 19.01 306,879 480 Infiltration Ponds C and B Level Pool Routing The following level pool table summary represents the results of routing the Basin#2 tributary area 2, 10, and 100-year hydrographs (for the developed condition) through the network of infiltration Pond C and Pond B in order to check the adequacy of the constructed ponds. The flow values shown below for the flow into Pond B were generated using Water Works to model the flow through a 4.00"-diameter orifice in a riser in the proposed storm drain manhole that will be located at the north end of Pond C. Hydrographs were generated for these flows, which are conveyed to Pond B as its only inflow. Please refer to the Water Works output located in the Appendix for the hydrograph data, hydrograph summary table, and actual program output. INFILTRATION POND C-LEVEL POOL TABLE SUMMARY Description Inflow Storage Discharge P.Stage Volume Outflow P.Time JCFSJ ID ID FT CF CFS Min Pond C-2 Year Developed 7.51 PONDC COMBC 246.69 47,434 1.167 1020 Pond C- 10 Year Developed 12.20 PONDC COMBC 248.13 103,170 1.574 1460 Pond C- 100 Year Developed' 19.01 PONDC I COMBC 1 249.91 1 183,972 1 1.950 1460 INFILTRATION POND B-LEVEL POOL TABLE SUMMARY Description Inflow Storage Discharge P. Stage Volume Outflow P.Time [CFSI ID ID FT] JCFJ JCFSJMin Pond B-2 Year Developed 0.36 PONDB COMBB 241.08 6,076 0.265 1560 Pond B - 10 Year Developed 0.63 PONDB COMBB 243.19 21,402 0.409 2050 Pond B - 100 Year Developed 0.86 PONDB COMBB 244.90 37,776 1 0.551 2470 STORM DRAINAGE REPORT FOR LIBERTY RIDGE—Page 17 Live Storage As shown in the Level Pool Summary above,Pond C has a 100-year design storm water surface elevation ol' 249.91 and provides 183,972 cubic-feet of storage at this elevation. Infiltration Pond C has actually been constructed to provide 240,000 cubic feet of storage at the design overflow water surface elevation of 251.00,or 130%of the required storage volume. Included in this volume is the additional storage capacity provided by the wet pond portion of Pond C, which provides an additional 56,000 cubic-feet of storage between the live-dead interface elevation of 246.60 and the maximum water surface elevation of 251.00. As shown above, Pond B has a 100-year design storm water surface elevation of 244.90 and provides 37,776 cubic-feet of storage at this elevation. Infiltration Pond B has actually been constructed to provide 43,300 cubic feet of storage at the design overflow water surface elevation of 245.50,or 115%of the required storage volume. Both of these ponds have been designed with additional storage capacity in order to provide an additional factor of safety over and above the required factor of safety that is applied to the infiltration rate used for these calculations. Water Quality Water quality will be provided through the use of dead storage. According to King County standards, the required water quality volume is equal to the total runoff from the developed condition 24-hour design storm event using 33%of the 2-year,24-hour precipitation. (0.33)(P2n)_(0.33)(2.00 in)=0.67 inches Water Qua lit Hydro ra h Summary Storm Precip. Peak Flow Volume Time of Peak Event [in] [cfSJ [ft'J [min.] Water Quality 0.67 2.03 28,835 480 The City of Renton requires that when a bioswale is not used in conjunction with dead storage, as the King County standards require, the required dead storage volume shall be 1.5 times the volume of the water quality storm event. Therefore, the required volume to be used for water quality storage is 43,253 cubic feet. The three-celled wet pond portion of Pond C will actually provide 45,800 cubic feet of water quality storage(from elevation 242.90 to 246.60). The wet pond is also required to have a surface area of at least 1%of the developed impervious area. The impervious area in the developed condition is 16.72 acres,therefore 0.17 acres(or 7,405 square feet)of wet pond surface area is required. The wet pond will have a surface area at elevation 246.60 of 17,600 square feet(0.40 acres). STORM DRAINAGE REPORT FOR LIBERTY RIDGE—Page 18 BASIN #1 Developed Condition Hydro2raphs for Area Tributary to Pond A Total Area=54.26 Ac(See the preceding Summary of Areas table) Impervious Area =23.84 Ac @ CN=98 Pervious Area =30.42 Ac @ CN=68 (lawn) The following time of concentration figure is based on an approximate flow path from the slope area immediately south of the proposed emergency access road to Pond A via the proposed conveyance system. Please reference both the Basin 1 Developed Conditions Exhibit(located at the end of this section)and the Preliminary Plat Plans (that accompany this report) for the basis of the following values used in the computation of the time of concentration. Time of Concentration= 17.86 minutes Reach 1: 235 ft Sheet Flow @ 8.7%, `n'=0.15(lawn) Reach 2: 1,650 ft Channel Flow @ 2.4%,`ks' =42(pipe) Basin#1 Develo ed Condition H dro ra h Summary Storm Precip. Peak Flow Volume Time of Peak Event [in] [cfs] [ft'] [min.] 2-Year 2.00 9.57 175,026 480 10-Year 2.90 15.46 294,520 480 100-Year 3.90 24.19 443,323 480 In addition to the stormwater runoff generated in Basin#1, Pond A receives flows from Pond B. Pond B's primary discharge structure has been designed so that this only occurs for storm events which exceed the 100-year design storm, after the design overflow water surface for Pond B is reached. Since storm events with return frequencies greater than 100 years are beyond the scope of this analysis,the flows which may be contributed to Pond A from Pond B were not considered in the sizing of Pond A. This interconnection is intended to reduce the potential for downstream erosion by further increasing the duration over which larger storm events will be discharged from the site, and by providing another means for flows from Basin #2 to be infiltrated if a failure were to occur at Ponds B and/or C. Infiltration Pond A Level Pool Routine The following level pool table summary represents the results of routing the Pond A tributary inflow 2, 10, and 100-year hydrographs (for the developed condition) through infiltration Pond A, in order to check the adequacy of the constructed pond. Please refer to the Water Works output located in the Appendix for the hydrograph data,hydrograph summary table,and actual program output. STORM DRAINAGE REPORT FOR LIBERTY RIDGE—Page 19 INFILTRATION POND A-LEVEL POOL TABLE SUMMARY Description Inflow Storage Discharge P.Stage Volume Outflow P.Time JCFSJ ID ID [FTJ CF1 CFS Min 2 Year Developed 9.57 PONDA COMBA 236.31 22,442 2.905 570 10 Year Developed 15.46 PONDA COMBA 237.84 72,729 3.218 920 100 Year Developed 24.194 1 PONDA 1 COMBA 239.88 175,219 3.622 1450 Live Storage As shown in the Level Pool Summary above,Pond A has a 100-year design storm water surface elevation of 239.88 and provides 175,219 cubic-feet of storage at this elevation. Infiltration Pond A has actually been constructed to provide 278,000 cubic feet of storage at the design overflow water surface elevation of 251.00,or 159%of the required storage volume. Included in this volume is the additional storage capacity provided by the wet pond portion of Pond A, which provides an additional 70,000 cubic-feet of storage between the live-dead interface elevation of 239.10 and the maximum water surface elevation of 241.60. Pond A has been designed with additional storage capacity in order to provide an additional factor of safety over and above the required factor of safety that is applied to the infiltration rate used for these calculations. Water Quality Water quality will be provided through the use of dead storage. According to King County standards, the required water quality volume is equal to the total runoff from the developed condition 24-hour design storm event using 33%of the 2-year,24-hour precipitation. (0.33)(P2n)_(0.33)(2.00 in)=0.67 inches Water Quality Hydrogra h Summary Storm Precip. Peak Flow Volume Time of Peak Event [in] [cfsJ [ft'] [min.] Water Quality 0.67 2.56 41,113 480 The City of Renton requires that when a bioswale is not used in conjunction with dead storage, as the King County standards require, the required dead storage volume shall be 1.5 times the volume of the water quality storm event. Therefore, the required volume to be used for water quality storage is 61,670 cubic feet. The three-celled wet pond portion of Pond A will actually provide 66,000 cubic feet of water quality storage(from elevation 235.60 to 239.10). The wet pond is also required to have a surface area of at least 1%of the developed impervious area. The impervious area in the developed condition is 23.84 acres, therefore 0.24 acres (or 10,454 square feet) of wet pond surface area is required. The wet pond will have a surface area at elevation 239.10 of 23,500 square feet(0.54 acres). STORM DRAINAGE REPORT FOR LIBERTY RIDGE—Page 20 PORTIONS SECTION 16, TOWNSHIP 23 N., RANGE 5 E., W.M. ul POND A SINS 1 & X I TRIAD ASSOCIATES 26-,�`,,: cha bm.-m JA" -A REA� 3.8 7 AC` sik 1., 1V 1, D814 1151h k—tobl�.k KA 99M-M T I 4m.321,3461 To fire WDAM756 A BA SIN 1 —SITE TRIBUTARY AREA OFF 0.86 AC. POND C ...... uj BASIN SCALE: 1 200' ......... 235 L.F. N, .. ..... SHALLOW C0NCEN7RA TED ........... FLOW 0 100 200 400 Uzi / : :F }r. B 1 S = J.41. CELL• 3 BA SIN 2 Q) OFF—SIT� TRIBUTARY AREA LLJ CL 0.95 A C.. .... .... "'CELL 2 ,, lu APA ZONE 2--' % ..... Q E . ........ I A PA Z M, Tc 1 74 MIN CHANNEL rib- go�L LL F K .� SHEET FLOW rri o 29.07. x --- cc ...... .......... ......... ...... .. .... ...... ..... .. ROAD H A I ML PE PROJECT WAGER B-cLEv K s ENGINEER PROJECT........... /........ L CEK As PROJECT LANDSCAPE ARCHITECT DATE: V ...... ..... SCAM MRIL:1' 200' VERTAIA DD177ONAL ON—SITE- TRIBUTARY AREA (TO BE DEVELOPED IN 7HE FUTUR Pol AS A NA TURALL Yl STW NOT VALID LANDSCAPED 1 UNLESS SIGNED AND DATED PARK) JOB RIMER 00-022 J.76 A MET NUMBER 1OF I (C)2001 TRIAD ASSOCIATES PORTIONS SECTION 16, TOVVNSH|P23 N, R4NGE 5E, W.M. u K: CONVEYANCE CALCULATIONS - PHASE I Though the permanent storm drainage detention and water quality facilities for the Liberty Ridge project have been designed globally for the entire project site, the storm drainage conveyance systems will be designed specifically for each of this project's phases. As the project progresses, plans and supporting calculations for the systems needed by each phase will be submitted to the City for review. Conveyance calculations for Phase I of the Liberty Ridge project have been included in the following two sections of this report. However, calculations for the conveyance systems for the remaining phases will be submitted in the future as addendums to this report. In accordance with the King County Surface Water Design Manual,the conveyance systems were designed to provide no overtopping of the catch basins with the 100-year storm event. The hydraulic grade line calculations were performed using King County's Backwater Program version 5.30d. The flows used in the program were determined by using the previously calculated, developed 100- year flows for the entire Basin 1 and distributed to the actual conveyances based on the area contributing to each catch basin or pipe intake. Computations begin at the most downstream pipe and continue in an upward direction. The final pipe sizes were determined to contain the flow totally within the conveyance system without overtopping the grates. For pipe systems that are required to convey pond overflow the total emergency overflow from the pond for the 100-year event as used. The 100-year flows were determined for Basin#1 using Engenious System Inc.'s hydrology program Water Works. Hydrographs were developed using S.B.U.H. methodology with a King County Type I-A(User 1) 24-hour rainfall distribution. The areas of Basin #1 that are tributary to the conveyance system are summarized in the Pipe Sizing Exhibit presented at the end of this section. Separate S.C.S. curve numbers were used for the impervious and pervious portions of the basin. The resultant flows were distributed to each catch basin structure,based on the individual area tributary to each structure. Basin #1 is served by two separate conveyance systems which both discharge to the first wet pond cell of Pond A (cell 1). The West Conveyance System (referred to as "Model I") collects storm water from portions of Road A (Cedar Crest Parkway) and Road F, all of Roads B, C, and D, and from Edmonds Avenue N.E. The East Conveyance System (referred to as "Model 2") collects storm water from the remainder of Basin #1 along with the emergency overflow from Pond B. Please refer to the Pipe Sizing Exhibit—Mode!Names, located at the end of this section,for more detailed information on the two systems modeled. Some of areas in Basin#1 do not flow to the detention pond by way of the main piped system. A summary of the modeled areas is included below: STORM DRAINAGE REPORT FOR LIBERTY RIDGE—Page 23 Basin#1,Modeled Area Summary Area Size Acres Model 1 19. 4 Model 24.94 Not Conveyed 3.87 Not Conveyed 5.91 Total 54.26 The previous calculations, detailed in the Detention/Water Quality sections of this report, determined the total flow from this basin for the 100-year, developed condition to be 24.19 cfs. The developed flow, per acre of basin is determined by: 24.19/54.26=0.4455 cfs/acre This flow rate was applied to the areas shown in the Pipe Sizing Exhibit to determine the flow added at each catch basin and pipe intake location. The King County Backwater program requires the storm water flows to be entered as a ratio of the flow entering the location verses the flow already in the pipe system. This ratio is referred to as the"Q-ratio'for the pipe segment. A summary of the models used along with a list of the sub areas is included below: Model Area Summary Basin Sub basin Size Acres Comments Modell I-A 9.42 I-B 19.52 Includes 1-A Model 2 2-A 24.94 Includes All sub basins 2-B 0.11 Includes 19.01 cfs Pond B overflow 2-C 9.98 2-D 1.85 2-E 0.55 2-F 0.65 2-G 2.64 2-H 5.40 The models were run in a special order and the water surface at the connecting catch basin was used as the tailwater elevation of those models. The tailwater elevations of the ponds at the 100-year event were used for models flowing to ponds. The following is a summary of the tailwater elevations used: Model Tailwater Summar Basin Sub basin Tailwater Comments Elevation Model I I-A 241.60 100- ear water surface,Pond A 1-B 241.19 CB 5,Model 1-A,Pi e No. 2 Model 2 2-A 241.60 100- ear water surface, Pond A 2-B 243.48 CB 18, Model 2-A,Pipe No. 5 2-C 243.48 CB 18,Model 2-A,Pipe No. 5 2-D 243.89 CB 45,Model 2-A,Pipe No.6 2-E 244.56 CB 49, Model 2-A,Pipe No. 7 2-F 244.56 CB 49, Model 2-A, Pipe No. 7 2-G 245.99 CB 64, Model 2-A,Pipe No.9 2-H 249.36 CB 68, Model 2-A, Pipe No. 10 STORM DRAINAGE REPORT FOR LIBERTY RIDGE—Page 24 Included in the King County Backwater Output section in the Appendix is a detailed listing for each of the models including contributing area, percentage of basin flow and calculated Q-ratio for the catchments. Also included is the detailed King County Backwater output showing the flow along with the calculated free water surface. Pond C to Pond B The conveyance system was design per the standards used on the other pipe conveyances. The flow used was the total developed flow from Basin 2(19.01 cfs). No additional flow will enter this pipe system. The tailwater elevation used was the maximum 100-year design water surface of pond B, which is 246.00. The detailed backwater output is included in the King County Backwater Output section in the Appendix. STORM DRAINAGE REPORT FOR LIBERTY RIDGE—Page 25 TRIAD 11114 196 bL N nrkmd yj Imm-Im Tel 45jaLuo F.45m3m 800AM" —bf. a.rs Ano SCALE 1" =10• .... ....... 14 k(W Q Z 0.0 cc LU w LUr. CL T�1 _- _ y 19 0. O .8 35 LL 0. .55 .73 0.6 10 11 0.09 09 85 09 --6,0 0. 0. 4 O. 3 43 42 O. 4 c 24 J/ FkJlWT ENGUM I NO T COM 1 (5 91 A .. .. .... FRWNT LANDSCAPI 11K= DOI: KAM M&L- wz ————————————— .... ........ ................ ........... MODEL 1 .......... is V STAMP NDT VIM 4p UNUM SKM An DOM o JOB NUMBER 00-022 0 2wo TRIAD ASSQUATES1 Jan 7d 2001-2.40vm E:\PFOEc Ts\00022\dwgfdea i.dwg Ili \ e . Ii I r r :•...w....J � q.II �1 II 1 I \ I 21 I 1 11 is .. ...:.}:.,..... I J� +_ � �n '' 1• b / } w: o , e ' %, / I / e/• \ a '4 I III... \\\ \ t i• \ \ b i� $I 1°' us $'®' u a PIPE SIZING EXHIBIT - MODEL NAMES I PHASE I °o g� LIBERTY RIDGE N CITY OF RFNTOK WA&WGTON EMERGENCY OVERFLOW PIPE CONVEYANCE CALCULATIONS In accordance with the King County Surface Water Design Manual, the Emergency Overflow conveyance system is required to provide a minimum of six inches of freeboard within each catch basin for the 25-year, 24-hour design storm event. Additionally, while conveying the 100-year, 24-hour design storm event, overtopping of any of the catch basins is not allowed. As designed, the emergency overflow pipe system was sized to convey the 100-year, 24-hour design storm flows from both basins simultaneously. This was done to ensure that if both of these infiltration facilities were to fail, the flow could be adequately discharged off site to the natural downstream discharge point. For this analysis, hydrographs were developed using S.B.U.H. methodology, just as in the previous sections of this report. The hydrographs were created for the tributary areas of each basin separately, as summarized in the Summary of Areas Used In Storm Drainage Calculations table presented earlier in this report and as shown on the Pipe Sizing Exhibit located in the back of this section. The King County Backwater program was used following the same procedures used to check the adequacy of the primary conveyance system. Pond A to existing SDMH 1 The conveyance pipe that is the outfall for Pond A has been sized (conservatively) to convey the entire developed flow from the site if all the infiltration systems fail onsite. This flow rate would be 43.2 cfs. See the end of this section for the detailed sizing of this outfall. All calculated flows have been detailed in previous sections of this report. The Emergency Overflow Pipe system was designed with two scenarios. The first scenarios assumed that all of the developed 100-year emergency overflow water would be conveyed to Pond"A"and that the flow would leave the pond and enter the existing pipe system as where shown on the plans. A backwater analysis was done assuming 43.2 cfs of flow leaving Pond "A". The results for this scenario are included in the King County Backwater Output section in the Appendix. The second scenario assumed that Pond"C" was overflowing to the existing pipe at 100-year rate where it is designed to enter the exiting pipe at Existing Manhole 5. The remainder of the flow enters the existing pipe system as it would as overflow from Pond "A". This scenario is also included in the King County Backwater Output section in the Appendix. All calculated flows have been previously discussed and documented in this report. STORM DRAINAGE REPORT FOR LIBERTY RIDGE—Page 28 .................._.. ............. "`_"._ \ '\ J• \ X.'` \ M-\ : xy:rv:•<'4rr_:.:.;,-rewwv�,•rca^x.+ .._ .rci ! ' h !xr \ ! A¢^l�f \ `'\ R _.VY.: s s^ ':'�j:•+:• \ f. -i\ 1 ` at'f}'/y+✓"•''fv. a�n4-bq U d—p 4ahkao— avrCS:.^::;X<:;.`•''•i::..a \ \. ..,j, i , f J':i ,f. \\\ �\ `i i`Y \. Y x r,.x�,�6✓ � s*.Yt ILI!l�i�i Mf�4 lk I�lir ..a'.=44'z•«.T. :3.t''< rL:C,U:,......' \ _y'' j 1 : / j{ .f3a. `\ - "S MYJN 1�[�fiJR ..:SOX ,:.� \ \\�\...... . � t tr:' \r i�' •• # s��..�a�w .srr�... ' f ) .\`r'. �.�; -:_..:..}....c_::c.n.:-.:':... -;'^:'•..,... N -+ - jr h \ ,lam../lF. '\ � .` S,v .: w?:.. r` rv�-.. � fY.�l.� F \ ✓'',, ,`.S H ,..... .ice •' r- ♦\. r r! a'. \4;r 4}.". s." „'ap o.,""'+s°c'\,wun'• ! f 'lr` '>' ", `,c»,:,..,\\ "CIO... L�„ ♦r !h\�y rh \ \• \ >'\`r ~ C� ' \. O FL \. \ /- ` •' °:a' or -\ �„j`'' r'L d e.-.,,� \ w ;�n•• ,`\- \ r !� \_ ` l ,�• r �•--.? Po Ar E% '\ jj��yy�� �y�/�R '\.. dip i - '� � \ }i�:`.\_ r' .� r*,r�'".`•. .�. -"? '' .. ye ; ♦ r, -✓•.' \ J ' ,� !! t \R � R-\\• �� "•; f r R`'yR':+, -'f� �1 fix'}\ ♦ y!!-,,.�'s'!' �+ �I `-'...'...•$;. .•...._ / `\yt`'�'Y °'���C. '.\"\\ �.R f`: f4 -\ Xf?� ,b r..rM1` .h\• �. .......... SCALE 7" =100 3.. it'°% R\.,3�� fr R\ ..,\ \ ` \ \\,f .1�"a "C`.a�' \ 9 \ 2 i •i .."._-......... `4s. \ ,w.ftr ,.ik\ �`h \ " .t ' �...._.___•- s"i_:' _ Y, .a..:.c\.,,,1 \f !!\ t \ram \\ f \ : ' , �•,�,a j?`,'': !r f / fr ['••�, } �^. �xi !�o /tr '\•r/i' i�R i�°'�.;,.� f f ! �.,..r.,:.r,.,.. \ '\. z 'k f � h'R r. .�- \�'� ,\� so r \. .r VA' i •y �;\\.! R '' - .1.4b" �•. 'i C'P,`•. ^., >.:..,_.. f x!r Q ` \ \ %: '.r R a ..._.._ ....__.w- POND B " : :24. . . ...._._. .___ter..r ! 7r .• f>':r<�Fr { x '�•\ h`t�'\ .:� rr :�f. --d' f}y ..x. ^arf ;';•+. '.` ' ":�`•if 1 4. \. •7 � 'T•r ; rr f : �- i` :5 ;�: ..r r: ;-�.:. ..,,-ts;. �.\+..- r• ws ff. ,i- ,{.� :f Z 33. x' \ ^ !' rr 3• f' ..k v .<•. , •+ ..l r \%y' i i t ''xa f' '.:`r>:},' .�. r>,q',+ "w.-. ;}_ ,r �r z fv r !r ; Y ' •i �'. ..•.• ;t : , •= '' .:v t�`<' F Rolf/.,, .. $...> Sri:• r�;f }: tty to z I rf .'c t•? ,�y f:• 1 :r�. .vy,...�,,,.xN J r ? , +`r. t • , r r r..... rr , R, w ,.... 24. {)�--- �9'`c/s /4.R21! 19 f 24.f91 ? " �� OVERFLOW FROM-POND IAI MINUS POND I. 0 VFRFLOW- _ r .W 6 c.,. ..�.... w ... ..._ ......_.._ .. qq w... , TAXWATER ELEV 223.00 ? R y .::x.,::�, r� �•`ate,.. `'�. , , ;- 00-02i. 4 Q 2000 110JW A950QA EMERGENCY OVERFLOW STRUCTURES Emergency overflow structures will be provided in all three ponds per figure 4.4.4E of the 1990 • K.C.S.W.D.M. They were each designed as a 48" Type-II catch basin with an open top protected by a debris barrier. The structures were sized using the standards of the 1990 K.C.S.W.D.M,specifically Figure 4.4.7 J,which specifies the following weir equation for this purpose: QRISER=9.739DH3a The equation was solved for the head `H' over the pipe in feet,using the 100-year peak rate of flow`Q' that is tributary to the pond, and the diameter `D' of the catch basin. The values for the variables for each pond and the corresponding solution are summarized below. Pond A Q100=43.20 cfs(Pond A tributary Basin#1 flow plus entire Basin#2 flow as overflow from Pond B) D=4.00 feet H= 1.07 feet With the rim of the emergency overflow structure set at 243.10, the pond will reach a peak surface of 244.17 in order to convey the 100-year peak flow of both basins, which is lower than the lowest adjacent berm elevation of 244.46 in the alley along the north side of Pond A. Therefore, a 48-inch diameter overflow structure will be adequate to convey the flows tributary to Pond A in an emergency. Pond B • Qloo= 19.01 cfs(Entire Basin#2 flow assumed to be tributary to Pond B due to a failure at Pond C) D=4.00 feet H=0.62 feet With the rim of the emergency overflow structure set at 246.00, the pond will reach a peak surface of 246.62 in order to convey the 100-year peak flow of Basin#2,which is lower than the lowest adjacent catch basins in Road A, which have rim elevations of 246.79. Therefore, a 48-inch diameter overflow structure will be adequate to convey the flows tributary to Pond B in an emergency. Pond C Q100= 19.01 cfs(Entire Basin#2 flow) D=4.00 feet H=0.62 feet With the rim of the emergency overflow structure set at 251.50, the pond will reach a peak surface of 252.12 in order to convey the I00-year peak flow of Basin#2,which is lower than the lowest adjacent berm elevation of 254.00 along the north side of Pond C. Therefore, a 48-inch diameter overflow structure will be adequate to convey the flows tributary to Pond B in an emergency. • STORM DRAINAGE REPORT FOR LIBERTY RIDGE—Page 30 EROSION CONTROL Though the permanent storm drainage detention and water quality facilities for the Liberty Ridge project have been designed globally for the entire project site, temporary erosion and sedimentation control facilities will be designed specifically for each of this project's phases. As the project progresses,plans and supporting calculations for the systems needed by each phase will be submitted to the City for review. Therefore,no calculations for these facilities are included in this report. STORM DRAINAGE REPORT FOR LIBERTY RIDGE—Page 31 APPENDIX i STORM DRAINAGE REPORT FOR LIBERTY RIDGE sS'f�/ _ J •• ` h�� �1 b +1 ri1 4 '' s• 5..4'h ! y.d 7� '" '" + •a. �w K �`" v`�,5 P fA^�''`rt+ �. ..t 1/r �1P\ ti° f / � �.:1- Za...:+� _...i' [[ � a 1.�o-n ',w� vc'�'y:a � � J. 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LC�• rl ,'y1 \ _ _ ®Q� KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TABLE 3.5.211 SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS in 1982) Runoff curve numbers for selected agricultural, suburban and urban land use for Type 1A rainfall distribution, 24-hour storm duration. :HYDROLOGIC VE NUMBERS BY SOIL GROUP LAND USE DESCRIPTION A B C D Cultivated land(1): winter condition 86 91 94 95 Mountain open areas: low growing brush and grasslands 74 82 89 92 Meadow or pasture: 65 78 85 89 Wood or forest land: undisturbed or older second growth 42 64 76 81 Wood or forest land: young second growth or brush 55 72 81 86 Orchard: with cover crop 81 88 92 94 Open spaces, lawns, parks, golf courses, cemeteries, landscaping. good condition: grass cover on 75% or more of the area O 80 86 90 fair condition: grass cover on 50% to 75% of the area 77 85 90 92 Gravel roads and parking lots 76 85 89 91 Dirt roads and parking lots 72 82 87 89 Impervious surfaces, pavement, roofs, etc. 98 98 98 98 Open water bodies: lakes, wetlands, ponds, etc. 0 100 100 100 Single Family Residential (2) Dwelling Unit/Gross Acre % Impervious (3) 1.0 DU/GA 15 Separate curve number 1.5 DU/GA 20 shall be selected 2.0 DU/GA 25 for pervious and 2.5 DU/GA 30 impervious portion 3.0 DU/GA 34 of the site or basin 3.5 DU/GA 38 4.0 DU/GA 42 4.5 DU/GA 46 5.0 DU/GA 48 5.5 DU/GA 50 6.0 DU/GA 52 6.5 DU/GA 54 7.0 DU/GA 56 Planned unit developments, % impervious condominiums, apartments, must be computed commercial business and industrial areas. (1) For a more detailed description of agricultural land use curve numbers refer to National Engineering Handbook, Section 4, Hydrology, Chapter 9, August 1972. (2) Assumes roof and driveway runoff is directed into street/storm system. (3) The remaining pervious areas (lawn) are considered to be in good condition for these curve numbers. 3.5.2-3 11/92 awl ME TA w ! ram_ PA • /rig �r _ ail m c���A ►a� it I ON NO ® mom 1 � . .,. r NOW- M- ONE ED TAP ,I� r A� ���`r�i �i�i��a • t� W13,1)" • ���I�Yl, �� ��,.� � \first ►MR� —• �i �- "CAPP uffiomi ISM, 6 \ q ram' '��.•,;. �:v� .�,, `� � , AN 'g:kMIN Alin I AIM Ii/��'rl�� � HYDROGRAPH SUMMARY HYD HYDROGRAPH PEAK TIME VOLUME AREA NUM DESCRIPTION [CFS] [Min] [CF] [Ac] 1 TOTAL SITE-EXISTING CONDITIONS-2 YR. 1.479 1440 65,378 92.61 2 TOTAL SITE-EXISTING CONDITIONS- 10 YR. 4.446 490 193,541 92.61 3 TOTAL SITE-EXISTING CONDITIONS- 100 YR. 15.877 480 383,978 92.61 4 BASIN I -DEVELOPED CONDITIONS-2 YR. 9.572 480 175,026 54.26 5 BASIN 1 -DEVELOPED CONDITIONS- 10 YR. 15.458 480 294,520 54.26 6 BASIN i -DEVELOPED CONDITIONS- 100 YR. 24.187 480 443,323 54.26 7 BASIN 1 -DEVELOPED CONDITIONS-WATER QUALITY 2.560 480 41,113 54.26 8 BASIN 1 -E. SLOPE BYPASS-2 YR. 0.061 1440 2,732 3.87 9 BASIN 1 -E. SLOPE BYPASS- 10 YR. 0.157 760 8,088 3.87 10 BASIN 1 -E. SLOPE BYPASS- 100 YR. 0.491 490 16,046 3.87 11 BASIN 1 -DEPRESSION BYPASS-2 YR. 0.706 470 9,468 1.47 12 BASIN 1 -DEPRESSION BYPASS- 10 YR. 1.049 470 14,240 1.47 13 BASIN 1 -DEPRESSION BYPASS- 100 YR. 1.427 470 19,559 1.47 14 BASIN 1 -SUM OF BYPASS AREAS-2 YR. 0.706 470 12,200 5.34 15 BASIN 1 -SUM OF BYPASS AREAS- 10 YR. 1.134 480 22,328 5.34 16 BASIN 1 -SUM OF BYPASS AREAS- 100 YR. 1.861 480 35,604 5.34 7 17 BASIN 2-DEVELOPED CONDITIONS-2 YR. 7.505 480 122,065 37.08 18 BASIN 2-DEVELOPED CONDITIONS- 10 YR. 12.204 480 204,522 37.08 19 BASIN 2-DEVELOPED CONDITIONS- 100 YR. 19.010 480 306,879 37.08 20 BASIN 2-DEVELOPED CONDITIONS-WATER QUALITY 2.026 480 28,835 37.08 21 POND C-TOTAL INFILTRATION&OUTFLOW-2 YR. 1.167 1020 122,065 37.08 22 POND C-TOTAL INFILTRATION&OUTFLOW- 10 YR. 1.574 1460 196,674 37.08 23 POND C-TOTAL INFILTRATION&OUTFLOW- 100 YR. 1.950 1460 265,878 37.08 24 POND C DISCHARGE CONVEYED TO POND B-2 YR. 0.359 1020 20,438 0.00 25 POND C DISCHARGE CONVEYED TO POND B- 10 YR. 0.633 1460 57,362 0.00 26 POND C DISCHARGE CONVEYED TO POND B- 100 YR. 0.858 1460 102,990 0.00 27 POND B-TOTAL INFILTRATION&OUTFLOW-2 YR. 0.265 1560 20,438 0.00 28 POND B-TOTAL INFILTRATION&OUTFLOW- 10 YR. 0.409 2050 50,751 0.00 29 POND B-TOTAL INFILTRATION&OUTFLOW- 100 YR. 0.551 2470 68,350 0.00 30 POND A-TOTAL INFILTRATION&OUTFLOW-2 YR. 2.905 570 175,026 54.26 31 POND A-TOTAL INFILTRATION&OUTFLOW- 10 YR. 3.218 920 294,520 54.26 32 POND A-TOTAL INFILTRATION&OUTFLOW- 100 YR. 3.622 1450 443,323 54.26 WATER WORKS OUTPUT FOR LIBERTY RIDGE-Page 6 STAGE STORAGE TABLE CUSTOM STORAGE ID No, PONDA Description: POND A STAGE STORAGE STORAGE [FT [CF] [Ac-FT] 235.60 0 0.0000 236.00 12086 0.2775 236.50 28541 0.6552 237.00 44995 1.0329 237.50 61450 1.4107 238.00 77904 1.7884 238.50 94670 2.1733 239.00 111436 2.5582 239.50 145970 3.3510 240.00 184947 4.2458 240.50 214130 4.9157 241.00 243312 5.5857 241.50 272495 6.2556 241.60 278331 6.3896 CUSTOM STORAGE ID No. PONDB Description:POND B STAGE STORAGE STORAGE [FT] [CF] [Ac-FT] 240.00 0 0.0000 240.50 2806 0.0644 241.00 5613 0.1288 241.50 8419 0.1933 242.00 11225 0.2577 242.50 15502 0.3559 243.00 19779 0.4541 243.50 24055 0.5522 244.00 28332 0.6504 244.50 33564 0.7705 245.00 38796 0.8906 245.50 44027 1.0107 WATER WORKS OUTPUT FOR LIBERTY RIDGE-Page 7 STAGE STORAGE TABLE CUSTOM STORAGE ID No. PONDC Description:POND C STAGE STORAGE STORAGE [FT] [CF] [Ac-FT] 243.60 0 0.0000 244.00 5023 0.1153 244.50 12300 0.2824 245.00 19577 0.4494 245.50 26854 0.6165 246.00 34131 0.7835 246.50 42506 0.9758 247.00 59370 1.3630 247.50 78357 1.7988 248.00 97343 2.2347 248.50 120046 2.7559 249.00 142749 3.2771 249.50 165452 3.7983 250.00 188155 4.3194 250.50 214270 4.9190 251.00 240384 5.5185 WATER WORKS OUTPUT FOR LIBERTY RIDGE-Page 8 STAGE DISCHARGE TABLE RISER DISCHARGE ID No. AMER Description: POND A OVERFLOW RISER Riser Diameter(in): 24.00 elev: 241.60 ft Weir Coefficient...: 3.782 height: 242.00 ft Orif Coefficient...: 9.739 increm: 0.10 ft STAGE DISCHARGE [FT] [CFS] 241.60 0.0000 242.00 4.9276 RISER DISCHARGE ID No.BOVER Description: POND B OVERFLOW RISER Riser Diameter(in): 24.00 elev: 245.50 ft Weir Coefficient...: 3.782 height: 246.00 ft Orif Coefficient...: 9.739 increm: 0.10 ft STAGE DISCHARGE [FT] [CFS] 245.50 0.0000 246.00 6.8865 RISER DISCHARGE ID No.COVER Description: POND C OVERFLOW RISER Riser Diameter(in): 24.00 elev: 251.00 ft Weir Coefficient...: 3.782 height: 252.00 ft Orif Coefficient...: 9.739 increm: 0.10 ft STAGE DISCHARGE [FT] [CFS] 251.00 0.0000 251.50 6.8865 252.00 15.128 WATER WORKS OUTPUT FOR LIBERTY RIDGE—Page 9 STAGE DISCHARGE TABLE MULTIPLE ORIFICE ID No.CORIF Description: DISCHARGE ORIFICE TO POND B Outlet Elev: 246.00 Elev: 244.00 ft Orifice Diameter: 4.0000 in. STAGE DISCHARGE [FT] [CFS] 246.00 0.0000 246.50 0.3070 247.00 0.4342 247.50 0.5318 248.00 0.6140 248.50 0.6865 249.00 0.7520 249.50 0.8123 250.00 0.8684 250.50 0.9211 251.00 0.9709 COMBINATION DISCHARGE ID No. COMBA Description: POND A COMBINATION DISCHARGE Structure: PONDA Structure: Structure: AOVER Structure: Structure: STAGE DISCHARGE [FT] [CFS] 235.60 2.7600 236.00 2.8400 236.50 2.9425 237.00 3.0450 237.50 3.1475 238.00 3.2500 238.50 3.3409 239.00 3.4318 239.50 3.5389 240.00 3.6500 240.50 3.7469 241.00 3.8438 241.50 3.9406 241.60 3.9600 WATER WORKS OUTPUT FOR LIBERTY RIDGE-Page 10 STAGE DISCHARGE TABLE COMBINATION DISCHARGE ID No. COMBB Description: POND B COMBINATION DISCHARGE Structure: PONDB Structure: Structure: BOVER Structure: Structure: STAGE DISCHARGE [FT] [CFS] 240.00 0.2000 240.50 0.2300 241.00 0.2600 241.50 0.2900 242.00 0.3200 242.50 0.3575 243.00 0.3950 243.50 0.4325 244.00 0.4700 244.50 0.5150 245.00 0.5600 245.50 0.6050 246.00 0.6500 COMBINATION DISCHARGE ID No, COMBC Description: POND C COMBINATION DISCHARGE Structure: PONDC Structure: Structure: CORIF Structure: Structure:COVER STAGE DISCHARGE [FT] [CFS] 243.60 0.5700 244.00 0.6000 244.50 0.6375 245.00 0.6750 245.50 0.7125 246.00 0.7500 246.50 1.0987 247.00 1.2713 247.50 1.4153 248.00 1.5440 248.50 1.6590 249.00 1.7670 249.50 1.8698 250.00 1.9684 250.50 2.0561 251.00 2.1409 WATER WORKS OUTPUT FOR LIBERTY RIDGE-Page 11 STAGE DISCHARGE TABLE DISCHARGE LIST ID No. PONDA Description: POND A INFILTRATION STAGE DISCHARGE [FT] [CFS] 235.60 2.7600 236.00 2.8400 236.50 2.9425 237.00 3.0450 237.50 3.1475 238.00 3.2500 238.50 3.3409 239.00 3.4318 239.50 3.5389 240.00 3.6500 240.50 3.7469 241.00 3.8438 241.50 3.9406 241.60 3.9600 DISCHARGE LIST ID No. PONDB Description: POND B INFILTRATION STAGE DISCHARGE [FT] [CFS] 240.00 0.2000 240.50 0.2300 241.00 0.2600 241.50 0.2900 242.00 0.3200 242.50 0.3575 243.00 0.3950 243.50 0.4325 244.00 0.4700 244.50 0.5150 245.00 0.5600 245.50 0.6050 246.00 0.6500 WATER WORKS OUTPUT FOR LIBERTY RIDGE-Page 12 Liberty Ridge Infiltration Calculations 0 Infiltration Pond A: Area -Infiltration Pond Only Area -Including Additional Infiltration Rate - (for calculation of infil.rate) Storage in Wetpond Cells Reduced by 2.0 F.S. Infiltration Rate Elev. (feet) (square feet) (square feet) (inches/hour) (feet/sec) Q(C.fs) 235.60 29,756 29,756 4.000 0.000093 2.76 236.00 30,674 30,674. 4.000 0.000093 2.84 238.00 35,144 35 1 4.000 0.000093 3.25 239.10 37,308 60,759 4.000 0.000093 3.45 240.00 39,409 65,369 4.000 0.000093 3.65 241.60 1 42,765 74,746J 4.000 0.000093 3.96 hY Infiltration Pond B: Infiltration Rate -Reduced Infiltration Rate Elev. (feet) Area (square feet) by 2.0 F.S.(inches/hour) (feet/sec) Q(Cfs) 240.00 4,283 2.000 0.000046 0.20 242.00 6,942 2.000 _0.000046 0.32 244.00 10,165 2.000 0.000046 1 0.47 245.50 13,030 2.000 1 0.000046 0.60 Infiltration Pond C: Area -Infiltration Pond Only Area -Including Additional Infiltration Rate - (for calculation of infil. rate) Storage in Wetpond Cells Reduced by 2.0 F.S. Infiltration Rate Elev. (feet) (square feet) (square feet) (inches/hour) (feet/sec) Q(CA) 243.60 12,259 12,259 2.000 0.000046 0.57 244.00 12,858 12,858 2.000 0.000046 0.60 246.00 16,250 16,250 2.000 0.000046 0.75 246.60 17,249 34,821 2.000 0.000046 _ 0.80 248.00 19,995 41,125 2.000 0.000046 0.93 250.00 23,696 49,687 2.000 0.000046 1.10 251.00 1 25,371 1 53,716 1 2.000 1 0.000046 1 1.17 STORM DRAINAGE REPORT FOR LIBERTY RIDGE, BASIN SUMMARY BASIN ID:Al NAME:2-YR EXISTING SBUH METHODOLOGY TOTAL AREA..: 92.61 Acres BASEFLOWS 0.00 cfs RAINFALL TYPE..: USER1 PERVIOUS AREA PRECIPITATION..: 2.00 inches AREA..: 92.61 Acres TIME INTERVAL..: 10.00 min CN..: 68.00 TIME OF CONC..: 14.89 min IMPERVIOUS AREA ABSTRACTION COEFF : 0.20 AREA..: 0.00 Acres CN..: 98.00 TcReach-Sheet L: 130.00 ns:0.1500 p2yr:2.00 s:0.3230 TcReach-Shallow L:350.00 ks:11.00 s:0.0410 TcReach-Channel L:1215.00 kc:17.00 s:0.0270 PEAK RATE: 1.48 cfs VOL: 1.50 Ac-ft TIME: 1440 min BASIN ID:A2 NAME: 10-YR EXISTING SBUH METHODOLOGY TOTAL AREA..: 92.61 Acres BASEFLOWS 0.00 cfs RAINFALL TYPE..: USERI PERVIOUS AREA PRECIPITATION..: 2.90 inches AREA..: 92.61 Acres TIME INTERVAL..: 10.00 min CN..: 68.00 TIME OF CONC..: 14.89 min IMPERVIOUS AREA ABSTRACTION COEFF : 0.20 AREA..: 0.00 Acres CN..: 98.00 PEAK RATE: 4.45 cfs VOL: 4.44 Ac-ft TIME: 490 min BASIN ID: A3 NAME: 100-YR EXISTING SBUH METHODOLOGY TOTAL AREA..: 92.61 Acres BASEFLOWS 0.00 cfs RAINFALL TYPE..: USER1 PERVIOUS AREA PRECIPITATION..: 3.90 inches AREA..: 92.61 Acres TIME INTERVAL..: 10.00 min CN..: 68.00 TIME OF CONC..: 14.89 min IMPERVIOUS AREA ABSTRACTION COEFF : 0.20 AREA..: 0.00 Acres CN..: 98.00 PEAK RATE: 15.88 cfs VOL: 8.81 Ac-ft TIME: 480 min WATER WORKS OUTPUT FOR LIBERTY RIDGE-Page 1 BASIN SUMMARY BASIN ID: B I NAME: BASIN 1 -2-YR DEVELOPED SBUH METHODOLOGY TOTAL AREA..: 54.26 Acres BASEFLOWS 0.00 cfs RAINFALL TYPE..: USER1 PERVIOUS AREA PRECIPITATION..: 2.00 inches AREA..: 30.42 Acres TIME INTERVAL..: 10.00 min CN..: 68.00 TIME OF CONC..: 17.86 min IMPERVIOUS AREA ABSTRACTION COEFF : 0.20 AREA..: 23.84 Acres CN..: 98.00 TcReach-Sheet L: 235.00 ns:0.1500 p2yr:2.00 s:0.0870 TcReach-Channel L:1650.00 kc:42.00 s:0.0240 PEAK RATE: 9.57 cfs VOL: 4.02 Ac-ft TIME: 480 min BASIN ID: B2 NAME:BASIN 1 - 10-YR DEVELOPED SBUH METHODOLOGY TOTAL AREA..: 54.26 Acres BASEFLOWS 0.00 cfs RAINFALL TYPE..: USER1 PERVIOUS AREA PRECIPITATION..: 2.90 inches AREA..: 30.42 Acres TIME INTERVAL..: 10.00 min CN..: 68.00 TIME OF CONC..: 17.86 min IMPERVIOUS AREA ABSTRACTION COEFF : 0.20 AREA..: 23.84 Acres CN..: 98.00 PEAK RATE: 15.46 cfs VOL: 6.76 Ac-ft TIME: 480 min SBASIN ID: B3 NAME: BASIN 1 - 100-YR DEVELOPED SBUH METHODOLOGY TOTAL AREA..: 54.26 Acres BASEFLOWS 0.00 cfs RAINFALL TYPE..: USER1 PERVIOUS AREA PRECIPITATION..: 3.90 inches AREA..: 30.42 Acres TIME INTERVAL..: 10.00 min CN..: 68.00 TIME OF CONC..: 17.86 min IMPERVIOUS AREA ABSTRACTION COEFF : 0.20 AREA..: 23.84 Acres CN..: 98.00 PEAK RATE: 24.19 cfs VOL: 10.18 Ac-ft TIME: 480 min BASIN ID: BWQ NAME: BASIN 1 -WATER QUALITY SBUH METHODOLOGY TOTAL AREA..: 54.26 Acres BASEFLOWS 0.00 cfs RAINFALL TYPE..: USER1 PERVIOUS AREA PRECIPITATION..: 0.67 inches AREA..: 30.42 Acres TIME INTERVAL..: 10.00 min CN..: 68.00 TIME OF CONC..: 17.86 min IMPERVIOUS AREA ABSTRACTION COEFF : 0.20 AREA..: 23.84 Acres CN..: 98.00 PEAK RATE: 2.56 cfs VOL: 0.94 Ac-ft TIME: 480 min WATER WORKS OUTPUT FOR LIBERTY RIDGE-Page 2 BASIN SUMMARY BASIN ID: C 1 NAME: BASIN 2-2-YR DEVELOPED SBUH METHODOLOGY TOTAL AREA..: 37.08 Acres BASEFLOWS 0.00 cfs RAINFALL TYPE..: USERI PERVIOUS AREA PRECIPITATION..: 2.00 inches AREA..: 20.36 Acres TIME INTERVAL..: 10.00 min CN..: 68.00 TIME OF CONC..: 10.74 min IMPERVIOUS AREA ABSTRACTION COEFF : 0.20 AREA..: 16.72 Acres CN..: 98.00 TcReach-Sheet L: 90.00 ns:0.1500 p2yr:2.00 s:0.2900 TcReach-Shallow L: 235.00 ks:11.00 s:0.0340 TcReach-Channel L:1830.00 kc:42.00 s:0.0220 PEAK RATE: 7.51 efs VOL: 2.80 Ac-ft TIME: 480 min BASIN ID: C2 NAME: BASIN 2- 10-YR DEVELOPED SBUH METHODOLOGY TOTAL AREA..: 37.08 Acres BASEFLOWS 0.00 cfs RAINFALL TYPE..: USERI PERVIOUS AREA PRECIPITATION..: 2.90 inches AREA..: 20.36 Acres TIME INTERVAL..: 10.00 min CN..: 68.00 TIME OF CONC..: 10.74 min IMPERVIOUS AREA ABSTRACTION COEFF : 0.20 AREA..: 16.72 Acres CN..: 98.00 PEAK RATE: 12.20 efs VOL: 4.70 Ac-ft TIME: 480 min BASIN ID: C3 NAME: BASIN 2- 100-YR DEVELOPED SBUH METHODOLOGY TOTAL AREA..: 37.08 Acres BASEFLOWS 0.00 cfs RAINFALL TYPE..: USERI PERVIOUS AREA PRECIPITATION..: 3.90 inches AREA..: 20.36 Acres TIME fNTERVAL..: 10.00 min CN..: 68.00 TIME OF CONC..: 10.74 min IMPERVIOUS AREA ABSTRACTION COEFF : 0.20 AREA..: 16.72 Acres CN..: 98.00 PEAK RATE: 19.01 cfs VOL: 7.04 Ac-ft TIME: 480 min BASIN ID: CWQ NAME: BASIN 2-WATER QUALITY SBUH METHODOLOGY TOTAL AREA..: 37.08 Acres BASEFLOWS 0.00 cfs RAINFALL TYPE..: USERI PERVIOUS AREA PRECIPITATION..: 0.67 inches AREA..: 20.36 Acres TIME INTERVAL..: 10.00 min CN..: 68.00 TIME OF CONC..: 10.74 min IMPERVIOUS AREA ABSTRACTION COEFF : 0.20 AREA..: 16.72 Acres CN..: 98.00 PEAK RATE: 2.03 cfs VOL: 0.66 Ac-ft TIME: 480 min WATER WORKS OUTPUT FOR LIBERTY RIDGE-Page 3 BASIN SUMMARY BASIN ID: D1 NAME: BASIN 1 -E. SLOPE BYPASS 2-YR SBUH METHODOLOGY TOTAL AREA..: 3.87 Acres BASEFLOWS 0.00 cfs RAINFALL TYPE..: USERI PERVIOUS AREA PRECIPITATION..: 2.00 inches AREA..: 3.87 Acres TIME INTERVAL..: 10.00 min CN..: 68.00 TIME OF CONC..: 30.44 min IMPERVIOUS AREA ABSTRACTION COEFF : 0.20 AREA..: 0.00 Acres CN..: 98.00 PEAK RATE: 0.06 cfs VOL: 0.06 Ac-ft TIME: 1440 min BASIN ID: D2 NAME: BASIN 1 -E. SLOPE BYPASS- 10 YR SBUH METHODOLOGY TOTAL AREA..: 3.87 Acres BASEFLOWS 0.00 cfs RAINFALL TYPE..: USERI PERVIOUS AREA PRECIPITATION..: 2.90 inches AREA..: 3.87 Acres TIME INTERVAL..: 10.00 min CN..: 68.00 TIME OF CONC..: 30.44 min IMPERVIOUS AREA ABSTRACTION COEFF : 0.20 AREA..: 0.00 Acres CN..: 98.00 PEAK RATE: 0.16 cfs VOL: 0.19 Ac-ft TIME: 760 min BASIN ID: D3 NAME: BASIN 1 -E. SLOPE BYPASS- 100 YR SBUH METHODOLOGY TOTAL AREA..: 3.87 Acres BASEFLOWS 0.00 cfs RAINFALL TYPE..: USERI PERVIOUS AREA PRECIPITATION..: 3.90 inches AREA..: 3.87 Acres TIME INTERVAL..: 10.00 min CN..: 68.00 TIME OF CONC..: 30.44 min IMPERVIOUS AREA ABSTRACTION COEFF : 0.20 AREA..: 0.00 Acres CN..: 98.00 PEAK RATE: 0.49 cfs VOL: 0.37 Ac-ft TIME: 490 min WATER WORKS OUTPUT FOR LIBERTY RIDGE-Page 4 BASIN SUMMARY BASIN ID: EI NAME: BASIN 1 -DEP. BYPASS-2-YR SBUH METHODOLOGY TOTAL AREA..: 1.47 Acres BASEFLOWS 0.00 cfs RAINFALL TYPE..: USERI PERVIOUS AREA PRECIPITATION..: 2.00 inches AREA..: 0.00 Acres TIME INTERVAL..: 10.00 min CN..: 68.00 TIME OF CONC..: 6.30 min IMPERVIOUS AREA ABSTRACTION COEFF : 0.20 AREA..: 1.47 Acres CN..: 98.00 PEAK RATE: 0.71 cfs VOL: 0.22 Ac-ft TIME: 470 min BASIN ID: E2 NAME: BASIN I -DEP. BYPASS- 10-YR SBUH METHODOLOGY TOTAL AREA..: 1.47 Acres BASEFLOWS 0.00 cfs RAINFALL TYPE..: USERI PERVIOUS AREA PRECIPITATION..: 2.90 inches AREA..: 0.00 Acres TIME INTERVAL..: 10.00 min CN..: 68.00 TIME OF CONC..: 6.30 min IMPERVIOUS AREA ABSTRACTION COEFF : 0.20 AREA..: 1.47 Acres CN..: 98.00 PEAK RATE: 1.05 cfs VOL: 0.33 Ac-ft TIME: 470 min BASIN ID: E3 NAME: BASIN I -DEP. BYPASS- 100-YR SBUH METHODOLOGY TOTAL AREA..: 1.47 Acres BASEFLOWS 0.00 cfs RAINFALL TYPE..: USERI PERVIOUS AREA PRECIPITATION..: 3.90 inches AREA..: 0.00 Acres TIME INTERVAL..: 10.00 min CN..: 68.00 TIME OF CONC..: 6.30 min IMPERVIOUS AREA ABSTRACTION COEFF : 0.20 AREA..: 1.47 Acres CN..: 98.00 PEAK RATE: 1.43 cfs VOL: 0.45 Ac-ft TIME: 470 min WATER WORKS OUTPUT FOR LIBERTY RIDGE-Page 5 STAGE DISCHARGE TABLE DISCHARGE LIST ID No.PONDC Description: POND C INFILTRATION STAGE DISCHARGE [FT] [CFS] 243.60 0.5700 244.00 0.6000 244.50 0.6375 245.00 0.6750 245.50 0.7125 246.00 0.7500 246.50 0.7917 Z`� 247.00 0.8371 247.50 0.8836 248.00 0.9300 -- - 248.50 0.9725 5� 249.00 1.0150 249.50 1.0575 250.00 1.1000 250.50 1.1350 251.00 1.1700 \sta r LEVEL POOL TABLE SUMMARY Description Inflow Storage Discharge P. Stage Volume Outflow P. Time [CFS] ID ID [FT] [CF] [CFS] [Min] POND C-2 YR 7.51 PONDC COMBC 246.69 47,434 1.167 1020 POND C- 10 YR 12,20 PONDC COMBC 248.13 103,170 1 1460 POND C- 100 YR 19.01, PONDC COMBC 249.91 183,972 1.95 1460 POND B-2 YR 0.36 PONDB COMBB 241.08 6,076 0.265 1560 POND B - 10 YR 0.63 PONDB COMBB 243.19 21,402 0.409 2050 POND B- 100 YR 0.86 ) POND B COMBB 244.90 37,776 0.551 2470 a. POND A-2 YR 9.57 PONDA COMBA _ 236.31 22,442 2.905 570 POND A- 10 YR 15.46 PONDA COMBA 237.84 72,729 3.218 920 POND A- 100 YR 24.19, PONDA COMBA 239.88 175,219 3.42 1450 WATER WORKS OUTPUT FOR LIBERTY RIDGE-Page 13 Sh -A Total Flow 8.71 100-year Basin Area % of Total Cumulative % Flow Q-ratio Comments 4 4.28 21.93% 21.93% 1.91 0.44 1-A 5 9.57 49.03% 70.95% 4.27 1.38 11 0.11 0.56% 71.52% 0.05 0.02 12 0.00 0.00% 71.52% 0.00 0.00 13 0.02 0.10% 71.62% 0.01 0.01 14 5.54 28.38% 100.00% 2.47 n/a Totals 19.52 100.00% 8.71 Basin 1-A Detail BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:d:\l-a.bwp Surcharge condition at intermediate junctions Tailwater Elevation:241.6 feet Discharge Range:8.71 to 8.71 Step of 1. [cfs] Overflow Elevation:246.98 feet Weir:NONE Upstream Velocity:0. feet/sec PIPE NO. 1: 82 LF - 2411CP @ 1.00% OUTLET: 235.60 INLET: 236.42 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 245.00 BEND: 45 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.44 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 8.71 5.45 241.87 * 0.012 1.06 0.83 6.00 6.00 5.29 5.45 1.52 PIPE NO. 2: 105 LF - 24"CP @ 2.15% OUTLET: 236.42 INLET: 238.68 INTYP: 5 JUNC NO. 2: OVERFLOW-EL: 245.02 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 1.38 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 6.05 3.51 242 .19 * 0.012 0.87 0.56 5.45 5.45 3 .26 3.51 1.38 PIPE NO. 3 : 121 LF - 12"CP @ 1.27% OUTLET: 239.68 INLET: 241.22 INTYP: 5 JUNC NO. 3 : OVERFLOW-EL: 246.19 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.02 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 2.54 1.59 242 .81 * 0.012 0.69 0.55 2 .51 2.51 1.50 1.59 0.94 PIPE NO. 4: 111 LF - 12"CP @ 0.50% OUTLET: 241.22 INLET: 241.77 INTYP: 5 JUNC NO. 4: OVERFLOW-EL: 248.66 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 2.49 1.79 243 .56 * 0.012 0.68 0.76 1.59 1.59 1.51 1.79 1.12 PIPE NO. 5: 110 LF - 1211CP @ 0.65% OUTLET: 241.77 INLET: 242.48 INTYP: 5 JUNC NO. 5: OVERFLOW-EL: 246.98 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.01 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 2.49 1.84 244.32 * 0.012 0.68 0.68 1.79 1.79 1.55 1.84 1.12 PIPE NO. 6: 31 LF - 1211CP @ 0.32% OUTLET: 242.48 INLET: 242.58 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 2 .47 2 .09 244.67 * 0.012 0.68 1.00 1.84 1.84 1.86 2.09 1.07 Basin 1-A Backwater Output O -B Total Flow 4.20 100-year Basin Area % of Total Cumulative% Flow 0-ratio Comments 6 0.58 6.16% 6.16% 0.26 0.01 1-A 7 0.24 2.55% 8.70% 0.11 0.01 8 0.00 0.00% 8.70% 0.00 0.01 9 8.60 91.30% 100.00% 3.83 2.90 Totals 9.42 100.00% 4.20 Basin 1-B Detail BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:d:\l-b.bwp Surcharge condition at intermediate junctions Tailwater Elevation:242 .19 feet Discharge Range:3.5 to 3.5 Step of 1. [cfs] Overflow Elevation:244.52 feet Weir:NONE Upstream Velocity:0. feet/sec PIPE NO. 1: 10 LF - 12"CP @ 0.50% OUTLET: 239.68 INLET: 239.73 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 245.03 BEND: 90 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.07 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 3.50 3.11 242.84 * 0.012 0.80 1.00 2 .51 2 .51 2.54 3.11 1.56 PIPE NO. 2: 31 LF - 1211CP @ 0.52% OUTLET: 239.73 INLET: 239.89 INTYP: 5 JUNC NO. 2 : OVERFLOW-EL: 245.03 BEND: 90 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.11 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 3.27 3 .66 243 .55 * 0.012 0.78 1.00 3 .11 3.11 3 .17 3.66 1.45 PIPE NO. 3: 25 LF - 1211CP @ 0.48% OUTLET: 239.89 INLET: 240.01 INTYP: 5 JUNC NO. 3 : OVERFLOW-EL: 245.10 BEND: 90 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 2.95 4.09 244.10 * 0.012 0.74 1.00 3 .66 3.66 3.69 4.09 1.30 PIPE NO. 4: 27 LF - 1211CP @ 0.52% OUTLET: 240.01 INLET: 240.15 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* **************** OVERFLOW ENCOUNTERED AT 2 .95 CFS DISCHARGE ***************** ************** ACTUAL OVERFLOW MAY OCCUR AT LESS THAN 2.95 CFS ************** 2.95 4.43 244.58 * 0.012 0.74 0.89 4.09 4.09 4.11 4.43 1.23 Basin 1-B Backwater Output *-A Total Flow 11.11 100-year Basin Area % of Total Cumulative% Flow Q-ratio Comments 15 0.35 1.40% 1.40% 0.16 0.01 16 0.34 1.36% 2.77% 0.15 0.01 17 0.18 0.72% 3.49% 0.08 0.01 18 10.09 40.46% 43.95% 4.45 2.90 2-B, 2-C, Pond Outfall 44 0.19 0.76% 44.71% 0.08 0.01 45 1.85 7.42% 52.13% 0.82 0.02 2-D 49 1.20 4.81% 56.94% 0.53 0.01 2-F, 2-E 62 0.54 2.17% 59.10% 0.24 0.02 63 0.22 0.88% 59.98% 0.10 0.29 64 2.64 10.59% 70.57% 1.18 0.75 2-G 68 5.40 21.65% 92.22% 2.41 0.05 2-H 69 0.10 0.40% 92.62% 0.04 0.25 70 0.42 1.68% 94.31% 0.19 0.30 71 0.47 1.88% 96.19% 0.21 0.46 73 0.40 1.60% 97.79% 0.18 0.79 75 0.55 2.21% 100.00% 0.25 n/a Totals 24.94 100.00% 11.11 Basin 2-A Detail BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:d:\2-a.bwp Surcharge condition at intermediate junctions Tailwater Elevation:241.6 feet Discharge Range:30.12 to 30.12 Step of 1. [cfs] Overflow Elevation:259.76 feet Weir:NONE Upstream Velocity:0. feet/sec PIPE NO. 1: 53 LF - 3611CP @ 0.49% OUTLET: 235.29 INLET: 235.55 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 243.79 BEND: 45 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.01 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 30.12 6.41 241.96 * 0.012 1.78 1.67 6.31 6.31 6.15 6.41 2 .52 PIPE NO. 2 : 87 LF - 3611CP @ 0.47% OUTLET: 235.55 INLET: 235.96 INTYP: 5 JUNC NO. 2 : OVERFLOW-EL: 247.45 BEND: 2 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.01 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 29.82 6.30 242.26 * 0.012 1.77 1.68 6.41 6.41 6.15 6.30 2 .41 PIPE NO. 3: 172 LF - 36"CP @ 0.50% OUTLET: 235.96 INLET: 236.82 INTYP: 5 JUNC NO. 3: OVERFLOW-EL: 246.29 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.01 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 29.53 5.89 242.71 * 0.012 1.77 1.64 6.30 6.30 5.74 5.89 2.39 PIPE NO. 4: 17 LF - 3611CP @ 0.53% OUTLET: 236.82 INLET: 236.91 INTYP: 5 JUNC NO. 4: OVERFLOW-EL: 245.71 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 2.90 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 29.23 6.22 243.13 * 0.012 1.76 1.60 5.89 5.89 5.83 6.22 2.63 PIPE NO. 5: 44 LF - 1811CP @ 4.52% OUTLET: 238.41 INLET: 240.40 INTYP: 5 JUNC NO. 5: OVERFLOW-EL: 246.12 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.01 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 7.50 3.08 243.48 * 0.012 1.07 0.58 4.72 4.72 2.93 3.08 1.43 PIPE NO. 6: 57 LF - 1811CP @ 0.49% OUTLET: 240.40 INLET: 240.68 INTYP: 5 JUNC NO. 6: OVERFLOW-EL: 246.97 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.02 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* Basin 2-A Backwater Output 7 .42 3.21 243 .89 * 0.012 1.06 1. 15 3 .08 3 .08 3 .05 3.21 1.46 PIPE NO. 7: 115 LF - 18"CP @ 0.50% OUTLET: 240.68 INLET: 241.25 INTYP: 5 JUNC NO. 7: OVERFLOW-EL: 248.16 BEND: 0 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0.10 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 7.28 3.31 244.56 * 0.012 1.05 1.13 3 .21 3 .21 3 .11 3 .31 1.49 PIPE NO. 8: 40 LF - 18"CP @ 6.93% OUTLET: 241.25 INLET: 244.02 INTYP: 5 JUNC NO. 8: OVERFLOW-EL: 248.68 BEND: 0 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0.02 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 6.61 1.32 245.34 * 0.012 1.00 0.48 3.31 3.31 1.00 ***** 1.32 PIPE NO. 9: 61 LF - 18"CP @ 1.51% OUTLET: 244.02 INLET: 244.94 INTYP: 5 JUNC NO. 9: OVERFLOW-EL: 249.73 BEND: 0 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0.29 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 6.49 1.05 245.99 * 0.012 0.99 0.72 1.32 1.32 0.99 ***** 1.05 PIPE NO.10: 115 LF - 12"CP @ 0.50% OUTLET: 245.44 INLET: 246.02 INTYP: 5 JUNC NO.10: OVERFLOW-EL: 251.16 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.75 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 5.03 3.34 249.36 * 0.012 0.92 1.00 0.55 0.92 2 .22 3 .34 2 .46 PIPE NO.11: 99 LF - 12"CP @ 1.55% OUTLET: 246.02 INLET: 247.55 INTYP: 5 JUNC NO.11: OVERFLOW-EL: 252 .65 BEND: 90 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0.05 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 2 .87 2 .74 250.29 * 0.012 0.73 0.56 3.34 3 .34 2 .36 2 .74 1.26 PIPE NO.12: 30 LF - 12"CP @ 2 .00% OUTLET: 247.55 INLET: 248.15 INTYP: 5 JUNC NO.12 : OVERFLOW-EL: 252.65 BEND: 90 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0.25 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 2.74 2 .64 250.79 * 0.012 0.71 0.51 2.74 2 .74 2 .30 2.64 1.21 PIPE NO.13: 200 LF - 12"CP @ 1.50% OUTLET: 248.15 INLET: 251.15 INTYP: 5 JUNC NO.13 : OVERFLOW-EL: 255.65 BEND: 0 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.30 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 2.19 0.92 252.07 * 0.012 0.64 0.48 2.64 2 .64 0.64 ***** 0.92 Basin 2-A Backwater Output PIPE NO.14: 168 LF - 12"CP @ 1.50% OUTLET: 251.15 INLET: 253 .67 INTYP: 5 JUNC NO.14: OVERFLOW-EL: 258.17 BEND: 5 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0.46 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 1.68 0.79 254.46 * 0.012 0.56 0.42 0.92 0.92 0.56 ***** 0.79 PIPE NO.15: 111 LF - 12"CP @ 1.50% OUTLET: 253 .67 INLET: 255.33 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 1.15 0.64 255.97 * 0.012 0.46 0.34 0.79 0.79 0.46 ***** 0.64 Basin 2-A Backwater Output ft-B Total Flow 19.12 100-year Basin Area % of Total Cumulative % Flow Q-ratio Comments 19 0.11 100.00% 100.00% 19.12 0.01 2-A 20 0.00 0.00% 100.00% 0.00 n/a Pond C Overflow (19.01 cfs) Totals 0.11 100.00% 19.12 i Basin 2-B Detail BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:d: \2-b.bwp Surcharge condition at intermediate junctions Tailwater Elevation:243.48 feet Discharge Range:19.12 to 19.12 Step of 1. [cfs] Overflow Elevation:248.08 feet Weir:NONE Upstream Velocity:0. feet/sec PIPE NO. 1: 18 LF - 2411CP @ 0.50% OUTLET: 237 .91 INLET: 238.00 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 245.62 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.01 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 19.12 5.90 243.90 * 0.012 1.58 2 .00 5.57 5.57 5.59 5.90 2 .26 PIPE NO. 2: 113 LF - 24"CP @ 0.50% OUTLET: 238.00 INLET: 238.57 INTYP: 1 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 18.93 7.08 245.65 * 0.012 1.57 2 .00 5.90 5.90 6.01 7.08 3.08 Basin 2-B Backwater Output *-c Total Flow 4.45 100-year Basin Area % of Total Cumulative% Flow Q-ratio Comments 22 0.55 5.51% 5.51% 0.25 0.06 24 0.59 5.91% 11.42% 0.26 0.06 26 0.53 5.31% 16.73% 0.24 0.06 28 0.83 8.32% 25.05% 0.37 0.10 29 1.04 10.42% 35.47% 0.46 0.14 31 1.81 18.14% 53.61% 0.81 0.29 33 1.71 17.13% 70.74% 0.76 0.36 35 0.92 9.22% 79.96% 0.41 0.31 37 0.00 0.00% 79.96% 0.00 0.00 38 0.10 1.00% 80.96% 0.04 0.04 39 0.35 3.51% 84.47% 0.16 0.18 41 0.40 4.01% 88.48% 0.18 0.24 42 1.15 11.52% 100.00% 0.51 n/a Totals 9.98 100.00% 4.45 Basin 2-C Detail 2.98 1.13 260.38 * 0.012 0.75 0.49 1.21 1.21 0.75 ***** 1.13 PIPE NO. 7: 180 LF - 12"CP @ 3 .04% OUTLET: 259.25 INLET: 264.72 INTYP: 5 JUNC NO. 7: OVERFLOW-EL: 268.74 BEND: 5 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.36 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 2.31 0.95 265.67 * 0.012 0.66 0.41 1.13 1.13 0.66 ***** 0.95 PIPE NO. 8: 132 LF - 1211CP @ 3.05% OUTLET: 264.72 INLET: 268.74 INTYP: 5 JUNC NO. 8: OVERFLOW-EL: 273.17 BEND: 5 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.31 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 1.70 0.78 269.52 * 0.012 0.56 0.35 0.95 0.95 0.56 ***** 0.78 PIPE NO. 9: 115 LF - 12"CP @ 1.97% OUTLET: 268.74 INLET: 271.00 INTYP: 5 JUNC NO. 9: OVERFLOW-EL: 275.42 BEND: 5 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 1.30 0.64 271.64 * 0.012 0.49 0.34 0.78 0.78 0.49 ***** 0.64 PIPE NO.10: 20 LF - 12"CP @ 1.00% OUTLET: 271.00 INLET: 271.20 INTYP: 5 JUNC NO.10: OVERFLOW-EL: 275.42 BEND: 5 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.04 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 1.30 0.65 271.85 * 0.012 0.49 0.40 0.64 0.64 0.49 ***** 0.65 PIPE NO.11: 33 LF - 12"CP @ 1.00% OUTLET: 271.20 INLET: 271.53 INTYP: 5 JUNC NO.11: OVERFLOW-EL: 275.63 BEND: 90 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0.18 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 1.25 0.69 272 .22 * 0.012 0.48 0.40 0.65 0.65 0.48 ***** 0.69 PIPE NO.12: 95 LF - 12"CP @ 6.36% OUTLET: 271.53 INLET: 277.57 INTYP: 5 JUNC NO.12: OVERFLOW-EL: 282 .07 BEND: 5 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.24 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 1.06 0.57 278.14 * 0. 012 0.44 0.23 0.69 0.69 0.44 ***** 0.57 PIPE NO.13 : 104 LF - 12"CP @ 9.35% OUTLET: 277.57 INLET: 287 .29 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 0 ******************************************************************************* 0.85 0.50 287 .79 0.012 0.39 0. 19 0.57 0.57 0.39 ***** 0. 50 Basin 2-C Backwater Outaut 0 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:D:\2-C.bwp Surcharge condition at intermediate junctions Tailwater Elevation:243.48 feet Discharge Range:4.45 to 4.45 Step of 1. [cfs] Overflow Elevation:291.72 feet Weir:NONE Upstream Velocity:0. feet/sec PIPE NO. 1: 50 LF - 1211CP @ 1.00% OUTLET: 238.41 INLET: 238.91 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 246.41 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.06 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 4.45 5.57 244.48 * 0.012 0.89 1.00 5.07 5.07 5.23 5.57 1.53 PIPE NO. 2: 180 LF - 12"CP @ 1.00% OUTLET: 238.91 INLET: 240.71 INTYP: 5 JUNC NO. 2: OVERFLOW-EL: 249.12 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.06 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 4.20 6.20 246.91 * 0.012 0.87 1.00 5.57 5.57 5.90 6.20 1.43 PIPE NO. 3 : 171 LF - 1211CP @ 1.96% OUTLET: 244.69 INLET: 248.04 INTYP: 5 JUNC NO. 3 : OVERFLOW-EL: 252.47 BEND: 0 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.06 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 3.96 1.34 249.38 * 0.012 0.85 0.64 2.22 2 .22 0.85 ***** 1.34 PIPE NO. 4: 82 LF - 1211CP @ 2.46% OUTLET: 248.04 INLET: 250.06 INTYP: 5 JUNC NO. 4: OVERFLOW-EL: 254.39 BEND: 5 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0.10 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 3 .74 1.30 251.36 * 0.012 0.83 0.57 1.34 1.34 0.83 ***** 1.30 PIPE NO. 5: 180 LF - 12"CP @ 2 .44% OUTLET: 250.06 INLET: 254.46 INTYP: 5 JUNC NO. 5: OVERFLOW-EL: 258.89 BEND: 5 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.14 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 3.40 1.21 255.67 * 0.012 0.79 0.54 1.30 1.30 0.79 ***** 1.21 PIPE NO. 6: 180 LF - 12"CP @ 2.66% OUTLET: 254 .46 INLET: 259.25 INTYP: 5 JUNC NO. 6: OVERFLOW-EL: 263 .90 BEND: 5 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.29 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* Basin 2-C Backwater Output W-D Total Flow 0.82 100-year Basin Area % of Total Cumulative% Flow 0-ratio Comments 46 0.63 34.05% 34.05% 0.28 0.34 2-A 47 0.80 43.24% 77.30% 0.35 0.67 47 0.42 22.70% 100.00% 0.19 n/a Totals 1.85 100.00% 0.82 Basin 2-D Detail BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:d: \2-d.bwp Surcharge condition at intermediate junctions Tailwater Elevation:243.89 feet Discharge Range:0.82 to 0.82 Step of 1. [cfs] Overflow Elevation:253.03 feet Weir:NONE Upstream Velocity:0. feet/sec PIPE NO. 1: 35 LF - 1211CP @ 9.20% OUTLET: 241.18 INLET: 244.40 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 247.85 BEND: 45 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.34 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.82 0.48 244.88 * 0.012 0.38 0.18 2 .71 2.71 0.38 ***** 0.48 PIPE NO. 2: 142 LF - 12"CP @ 1.50% OUTLET: 244.40 INLET: 246.53 INTYP: 5 JUNC NO. 2 : OVERFLOW-EL: 250.03 BEND: 0 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0.67 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.61 0.44 246.97 * 0.012 0.33 0.25 0.48 0.48 0.33 ***** 0.44 PIPE NO. 3 : 200 LF - 12"CP @ 1.50% OUTLET: 246.53 INLET: 249.53 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.37 0.33 249.86 * 0.012 0.25 0.19 0.44 0.44 0.25 ***** 0.33 Basin 2-D Backwater Output 4k-E Total Flow 0.24 100-year Basin Area % of Total Cumulative% Flow Q-ratio Comments 59 0.20 36.36% 36.36% 0.09 0.34 2-A 60 0.20 36.36% 72.73% 0.09 0.67 62 0.15 27.27% 100.00% 0.07 n/a Totals 0.55 100.00% 0.24 Basin 2-E Detail BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:D:\2-E.bwp Surcharge condition at intermediate junctions Tailwater Elevation:244.56 feet Discharge Range:0.24 to 0.24 Step of 1. [cfs] Overflow Elevation:254.83 feet Weir:NONE Upstream Velocity:0. feet/sec PIPE NO. 1: 44 LF - 1211CP @ 6.02% OUTLET: 241.75 INLET: 244.40 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 248.83 BEND: 0 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.38 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.24 0.24 244.64 * 0.012 0.21 0.11 2.81 2.81 0.21 ***** 0.24 PIPE NO. 2: 200 LF - 1211CP @ 1.50% OUTLET: 244.40 INLET: 247.40 INTYP: 5 JUNC NO. 2: OVERFLOW-EL: 251.83 BEND: 0 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.60 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.17 0.22 247.62 * 0.012 0.18 0.14 0.24 0.24 0.18 ***** 0.22 PIPE NO. 3: 200 LF - 1211CP @ 1.50% OUTLET: 247.40 INLET: 250.40 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.11 0. 17 250.57 * 0.012 0.14 0.11 0.22 0.22 0.14 ***** 0.17 Basin 2-E Backwater Output 6-F Total Flow 0.29 100-year Basin Area % of Total Cumulative % Flow Q-ratio Comments 50 0.25 38.46% 38.46% 0.11 0.38 2-A 52 0.13 20.00% 58.46% 0.06 0.67 54 0.27 41.54% 100.00% 0.12 n/a Totals 0.65 100.00% 0.29 Basin 2-F Detail . BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:D:\2-F.bwp Surcharge condition at intermediate junctions Tailwater Elevation:244.56 feet Discharge Range:0.29 to 0.29 Step of 1. [cfs) Overflow Elevation:246.79 feet Weir:NONE Upstream Velocity:0. feet/sec PIPE NO. 1: 54 LF - 1211CP @ 0.50% OUTLET: 241.75 INLET: 242.02 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 247.59 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.38 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.29 2.55 244.57 * 0.012 0.23 0.23 2.81 2 .81 2 .55 2.55 0.30 PIPE NO. 2: 77 LF - 1211CP @ 0.49% OUTLET: 242.02 INLET: 242 .40 INTYP: 5 JUNC NO. 2: OVERFLOW-EL: 248.95 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.67 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.21 2.18 244.58 * 0.012 0.19 0.19 2.55 2 .55 2.18 2 .18 0.25 PIPE NO. 3 : 138 LF - 1211CP @ 0.50% OUTLET: 242.40 INLET: 243.09 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.13 1.50 244.59 * 0.012 0.15 0.15 2.18 2.18 1.50 1.50 0.19 Basin 2-F Backwater Output 4-G Total Flow 1.18 100-year Basin Area % of Total Cumulative% Flow Q-ratio Comments 64 0.61 23.11% 23.11% 0.27 0.23 2-A 65 0.80 30.30% 53.41% 0.36 0.40 66 0.51 19.32% 72.73% 0.23 0.43 67 0.72 27.27% 100.00% 0.32 n/a Totals 2.64 100.00% 1.18 Basin 2-G Detail BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:d:\2-g.bwp Surcharge condition at intermediate junctions Tailwater Elevation:245.99 feet Discharge Range:1.18 to 1.18 Step of 1. [cfs) Overflow Elevation:258.07 feet Weir:NONE Upstream Velocity:0. feet/sec PIPE NO. 1: 35 LF - 12"CP @ 4.89% OUTLET: 245.44 INLET: 247.15 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 250.65 BEND: 45 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.23 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 1.18 0.62 247 .77 * 0.012 0.46 0.26 0.55 0.55 0.46 ***** 0.62 PIPE NO. 2: 137 LF - 12"CP @ 1.69% OUTLET: 247.15 INLET: 249.46 INTYP: 5 JUNC NO. 2: OVERFLOW-EL: 252.96 BEND: 0 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.40 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.96 0.56 250.02 * 0.012 0.42 0.30 0.62 0.62 0.42 ***** 0.56 PIPE NO. 3 : 200 LF - 12"CP @ 1.50% OUTLET: 249.46 INLET: 252 .46 INTYP: 5 JUNC NO. 3 : OVERFLOW-EL: 255.96 BEND: 0 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.43 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.69 0.47 252 .93 * 0.012 0.35 0.26 0.56 0.56 0.35 ***** 0.47 PIPE NO. 4: 140 LF - 1211CP @ 1.51% OUTLET: 252 .46 INLET: 254.57 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.48 0.39 254.96 * 0.012 0.29 0.22 0.47 0.47 0.29 ***** 0.39 Basin 2-G Backwater Output 6-H Total Flow 2.39 100-year Basin Area % of Total Cumulative% Flow Q-ratio Comments 77 0.66 12.22% 12.22% 0.29 0.23 2-A 80 0.08 1.48% 13.70% 0.04 0.40 81 4.66 86.30% 100.00% 2.06 n/a 2.14+ 2.38 + 0.14 =4.66 Totals 5.40 100.00% 2.39 Basin 2-H Detail BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:d:\2-h.bwp Surcharge condition at intermediate junctions Tailwater Elevation:249.36 feet Discharge Range:2.39 to 2.39 Step of 1. [cfs] Overflow Elevation:250.99 feet Weir:NONE Upstream Velocity:0. feet/sec PIPE NO. 1: 47 LF - 1211CP @ 0.51% OUTLET: 246.02 INLET: 246.26 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 250.69 BEND: 0 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.12 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 2.39 3.40 249.66 * 0.012 0.67 0.72 3 .34 3 .34 3.29 3 .40 0.94 PIPE NO. 2: 113 LF - 1211CP @ 0.50% OUTLET: 246.26 INLET: 246.82 INTYP: 5 JUNC NO. 2: OVERFLOW-EL: 250.99 BEND: 0 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0.02 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 2.13 3 .26 250.08 * 0.012 0.63 0.67 3.40 3 .40 3 .19 3 .26 0.85 PIPE NO. 3 : 31 LF - 1211CP @ 2 .00% OUTLET: 246.82 INLET: 247.44 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 2.09 2.90 250.34 * 0.012 0.62 0.43 3 .26 3 .26 2.73 2.90 0.94 i Basin 2-H Backwater Output 0 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:D: \C-B.bwp Surcharge condition at intermediate junctions Tailwater Elevation:246. feet Discharge Range:19.01 to 19.01 Step of 1. [cfs] Overflow Elevation:252 . feet Weir:NONE Upstream Velocity:0. feet/sec PIPE NO. 1: 97 LF - 2411CP @ 2.09% OUTLET: 240.00 INLET: 242.03 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 249.57 BEND: 45 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 19.01 5.07 247.10 * 0.012 1.57 1.05 6.00 6.00 4.56 5.07 2.43 PIPE NO. 2: 163 LF - 24"CP @ 1.00% OUTLET: 242.03 INLET: 243.66 INTYP: 5 JUNC NO. 2 : OVERFLOW-EL: 252 .03 BEND: 5 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 19.01 4.72 248.38 * 0.012 1.57 1.33 5.07 5.07 4.42 4.72 2.24 PIPE NO. 3: 108 LF - 24"CP @ 0.96% OUTLET: 243 .66 INLET: 244.70 INTYP: 5 JUNC NO. 3 : OVERFLOW-EL: 253.69 BEND: 45 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 19.01 4.85 249.55 * 0.012 1.57 1.35 4.72 4.72 4.34 4.85 2.44 PIPE NO. 4: 85 LF - 2411CP @ 0.51% OUTLET: 244.70 INLET: 245.13 INTYP: 5 JUNC NO. 4: OVERFLOW-EL: 252.00 BEND: 5 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 19.01 5.23 250.36 * 0.012 1.57 2.00 4.85 4.85 4.93 5.23 2 .24 PIPE NO. 5: 53 LF - 2411CP @ 0.32% OUTLET: 245.13 INLET: 245.30 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 19.01 6.24 251.54 * 0.012 1.57 2 .00 5.23 5.23 5.38 6.24 2.79 Pond "B" to Pond "C" Backwater Output BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:d:\ex-a.bwp Surcharge condition at intermediate junctions Tailwater Elevation:223. feet Discharge Range:43.2 to 43 .2 Step of 1. [cfs] Overflow Elevation:243. feet Weir:NONE Upstream Velocity:0. feet/sec PIPE NO. 1: 157 LF - 30"CP @ 0.36% OUTLET: 219.60 INLET: 220.16 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 243.71 BEND: 45 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 43.20 5.40 225.56 * 0.012 2.20 2.50 3.40 3 .40 4.32 5.40 4.02 PIPE NO. 2 : 186 LF - 3011CP @ 0.47% OUTLET: 220.16 INLET: 221.04 INTYP: 5 JUNC NO. 2: OVERFLOW-EL: 247.89 BEND: 10 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 43.20 8.05 229.09 * 0.012 2.20 2.50 5.40 5.40 6.27 8.05 4.72 PIPE NO. 3 : 153 LF - 30"CP @ 1.00% OUTLET: 231.01 INLET: 232.54 INTYP: 5 JUNC NO. 3 : OVERFLOW-EL: 244.80 BEND: 45 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 43 .20 4.01 236.55 * 0.012 2.20 1.99 0.00 1.99 2.20 ***** 4.01 PIPE NO. 4: 132 LF - 30"CP @ 1.00% OUTLET: 232.54 INLET: 233 .86 INTYP: 5 JUNC NO. 4: OVERFLOW-EL: 243.10 BEND: 45 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 43 .20 5.01 238.87 * 0.012 2.20 1.99 4.01 4.01 3 .94 5.01 4.01 PIPE NO. 5: 144 LF - 3011CP @ 1.00% OUTLET: 233.86 INLET: 235.30 INTYP: 5 JUNC NO. 5: OVERFLOW-EL: 244.10 BEND: 45 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 43.20 6.01 241.31 * 0.012 2.20 1.99 5.01 5.01 4.94 6.01 4.01 PIPE NO. 6: 30 LF - 3011CP @ 1.00% OUTLET: 235.30 INLET: 235.60 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 43.20 7.81 243.41 * 0.012 2 .20 1 . 99 6.01 6.01 6.00 7 .81 4.75 Overflow Pond "A" to Ex. SDMH 1 -Backwater Output BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:d:\ex-ex5.bwp Surcharge condition at intermediate junctions Tailwater Elevation:223. feet Discharge Range:43.2 to 43.2 Step of 1. (cfs] Overflow Elevation:251.81 feet Weir:NONE Upstream Velocity:0. feet/sec PIPE NO. 1: 157 LF - 30"CP @ 0.36% OUTLET: 219.60 INLET: 220.16 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 243.71 BEND: 45 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 43 .20 5.40 225.56 * 0.012 2.20 2 .50 3 .40 3.40 4.32 5.40 4.02 PIPE NO. 2: 186 LF - 30"CP @ 0.47% OUTLET: 220.16 INLET: 221.04 INTYP: 5 JUNC NO. 2: OVERFLOW-EL: 247.89 BEND: 10 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.56 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 43 .20 7.79 228.83 * 0.012 2.20 2 .50 5.40 5.40 6.27 7.79 4.46 PIPE NO. 3: 202 LF - 30"CP @ 1.25% OUTLET: 221.04 INLET: 223.57 INTYP: 5 JUNC NO. 3: OVERFLOW-EL: 242.39 BEND: 5 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 27.69 6.31 229.88 * 0.012 1.80 1.34 7 .79 7.79 6.05 6.31 2 .45 PIPE NO. 4: 85 LF - 3011CP @ 5.02% OUTLET: 225.12 INLET: 229.39 INTYP: 5 JUNC NO. 4: OVERFLOW-EL: 242.40 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 27.69 1.80 231.19 * 0.012 1.80 0.91 4.76 4.76 1.80 ***** 1.70 PIPE NO. 5: 369 LF - 2411CP @ 1.40% OUTLET: 229.94 INLET: 235.10 INTYP: 5 JUNC NO. 5: OVERFLOW-EL: 246.01 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 27.69 3 .23 238.33 * 0.012 1.83 1.57 1.25 1.57 1.83 ***** 3 .23 PIPE NO. 6: 521 LF - 24"CP @ 1.10% OUTLET: 235.10 INLET: 240.81 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 27.69 5.99 246.80 * 0.012 1.83 2 .00 3.23 3.23 4.18 5.99 4.42 Capacity Check, Ex. SDMH 5 to Ex. Pond - Backwater Output Supplement No. 1 Geotechnical Report Special Study Proposed "Liberty Ridge" Residential Subdivision September 8, 2000 For Liberty Ridge, L.L.C. G e o E o g i o e e r s File No. 8296-001-00-1140 its -4 Geo a,Engineers September 8, 2000 Consulting Engineers Liberty Ridge L.L.C. and Geoscientists c/o Stoneway Concrete Offices in Washington, 1915 Maple Valley Highway Renton,Washington 98055 Oregon,and Alaska Attention: Don Merlino and Gary Merlino,Managers Supplement No. 1 Geotechnical Report Special Study Proposed"Liberty Ridge"Residential Subdivision File No. 8296-001-00 SUPPLEMENT NO. 1 PROPOSED MODIFICATIONS REGARDING "PROTECTED SLOPES" INTRODUCTION This letter is Supplement No. 1 to our geotechnical special study report referenced above. This letter addresses proposed modifications to the "Protected Slope" requirements described in Renton Municipal Code (RMC) 4-11-190. We have prepared this letter in response to your request to augment our report dated September 7, 2000. The discussion in this supplement relies on the descriptions, analyses and figures presented in our report dated September 7, 2000. Slopes that are 40 percent or steeper currently exist along most of the proposed development area perimeter. The perimeter slopes typically range between 30 feet and 60 feet in height. However, the perimeter slope that forms the south bluff area slope is higher, ranging from 185 feet to as much as 260 feet. In addition, a number of localized slopes that are 40 percent or steeper are scattered throughout the interior of the proposed development area. Steep slopes within the proposed development interior are rarely more than about 20 feet in height and most of them are lower. All of these slopes were created, or modified, by the mining of this property that occurred between about 1960 and 1985. Where these 40 percent or steeper slopes are more than 15 vertical feet in height, they are classified under Renton Municipal Code (RMC) 4-11-190 as "Protected Slopes." As explained more fully below, some of the proposed lot development would intrude into some portions of the Protected Slopes on the property. Although RMC 4-3-050J.5.a ordinarily prohibits development on Protected Slopes, you have requested that we evaluate if and how the intrusions contemplated by the Liberty Ridge preliminary plat and preliminary grading plan qualify for "Exception through Modification'under RMC 4-3-050J.5.b.2. GeoEngineers,Inc. 1101 Fawcett Ave..Suite 200 Tacoma,WA 98402 Telephone(253)383-4940 Fax(253)383-�923 www.geoengineers.com - Printed on reCyded paper_ Liberty Ridge L.L.C. September 8, 2000 Page 2 MODIFICATION CRITERIA In RMC 4-9-250D.2, the City of Renton Development Regulations provide the following modification decision criteria: Whenever there are practical difficulties involved in carrying out the provisions of this Title, the Department Administrator may grant modifications for individual cases provided he/she shall first find that a specific reason makes the strict letter of this Code impractical, and that the modification is in conformity with the intent and purpose of this Code, and that such modification: a. Will meet the objectives and safety, function, appearance, environmental protection and maintainability intended by the Code requirements, based upon sound engineering judgment; and b. Will not be injurious to other property(s)in the vicinity;and c. Conform to the intent and purpose of the code; and d. Can be shown to be justified and required for the use and situation intended, and e. Will not create adverse impacts to the property(ies) in the vicinity. We note that the purposes of Renton's geologic hazard regulations are stated in RMC 4-3- 050A.4 as follows: a. Minimize damage due to landslide, subsidence or erosion through control of development; and, b. Protect the public against avoidable losses due to maintenance and replacement of public facilities, property damage, subsidy cost of public mitigation of avoidable impacts, and costs for public emergency rescue and relief operations; and, c. Reduce the risks to the City and its citizens from development occurring on unstable slopes; and, d. Control erosion and sediment run-off from development. PROPOSED MODIFICATIONS REMOVAL OF MOUNDS PRODUCED BY MINING Top of the South Bluff Modifications concerning the south bluff involve the top portion of the "Protected Slope," located immediately to the rear of proposed Lots 345 through 357. Previous mining operations in that area left a mound of material along the top of the bluff. The mound, considered to be the upper portion of that Protected Slope, varies in height from a few feet to approximately 30 feet. (see Figure 2 of our September 7,2000 report.) The Liberty Ridge preliminary grading plan calls for that mound to be excavated to match the adjacent development area grades. The intrusion into the Protected Slope area will extend horizontally from 0 feet to a maximum of about 25 feet; the maximum intrusion will occur in the vicinity of proposed Lot 355. G e o E n g i n e e r s File No. 8296-001-00-1140 Liberty Ridge L.L.C. September 8,2000 Page 3 North Edge of the East Property Leg Proposed slope reconfiguration on the north edge of the east leg of the property involves the Protected Slope directly to the rear of proposed Lots 255 through 271. As in the case of the south bluff area,previous mining operations created a mound of material, most of which falls within the technical definition of a Protected Slope. Mining occurred both north and south of this property boundary. This mound varies in height and is approximately 35 feet high at its highest point. The Liberty Ridge preliminary grading plan calls for the portion of the mound on the south side of the boundary to be removed so that relatively level lots can be created right up to the boundary line. We understand that negotiations are underway with King County to also re-grade the portion of the mound on the north side of the boundary, which will result in a reconfigured mound on the County Maintenance Shops property having 2H to IV side slopes. Analysis The proposed reconfiguration of these mounds meets all of the criteria of RMC 4-9-250D.2. Reconfiguration of these mounds in accordance with the design and construction recommendations of our report dated September 7,2000 will result in the following benefits: • It will reduce the vertical extent of these sections of Protected Slope, thereby improving long-term slope stability and facilitating erosion control. The changes will benefit adjacent private owners and the public by enhancing safety, protecting the environment and improving maintainability as to the remaining Protected Slopes. 0 • The aesthetics of the top of the south bluff will be enhanced by the elimination of the irregular-shaped mound currently left there and the creation of a more uniform, manicured appearance. • The aesthetics of the north edge of the east property extension will be enhanced by the proposed reconfiguration of the mound in that area with one of a more uniform, neat appearance planned just north of the common boundary within the abutting King County property. • Excavation of the south mound is necessary in order to provide proposed Lots 345 through 357 with a reasonable building pad depth consistent with the building setback recommendations set forth in our September 7 report. Note that the existing sanitary sewer installed by the City during the 1990s runs generally parallel with the edge of the bluff and constrains building pad depth along the front of many of those lots. • Reconfiguration of the mound along the north edge of the site's east leg is justified by(a)the above-described safety benefits due to the planned reduction in the height of the mound, and (b) the fact that the reconfigured mound will have flatter(211:1V) side slopes than the slope now existing along the boundary. • The only reason the north mound was created in the first place is that the sequence of the mining and the ownership of the properties on either side of the common boundary was different. The owners of the property on each side of the common boundary mined their lands to slope away from the common boundary line so as not to encroach upon the other 6 e o E n g i n e e r s File No. 8296-001-00-1140 Liberty Ridge L.L.C. September 8,2000 Page 4 owner's property. Had these abutting parcels been under common ownership, the material that now comprises the mound would have been removed as part of the original mining. • The proposed reconfiguration will eliminate the existing steep slope within proposed Lots 255 through 271. Doing so is required in order to provide each of these lots with a buildable home site. TOE OF SLOPE EXCAVATIONS AND RETAINING WALL CONSTRUCTION East Edge of the North Property Leg Proposed slope reconfiguration along the east edge of the north property leg involves the base of the Protected Slope located immediately to the rear of proposed Lots 67, 70-78, 91-94, and 98-100. The Liberty Ridge preliminary grading plan calls for excavation at the toe of the slope and the construction of various segments of retaining wall. The plan calls for a horizontal intrusion into the Protected Slope of approximately 30 feet at Lot 67 and a horizontal intrusion varying between 0 and 25 feet in the other affected proposed lots. Southwest Property Margin Proposed slope reconfiguration at the southwest margin of the property involves the base of the Protected Slope located immediately to the rear of proposed Lots 374 to 379. The Liberty Ridge preliminary grading plan calls for the excavation of the toe of the slope in this area and the construction of a retaining wall running from Lots 376 to 379 at the base of the excavated portion of the slope. The plan calls for a horizontal intrusion into the Protected Slope that varies between 0 and 12 feet. Internal Portion of the Site Proposed reconfiguration of Protected Slopes internal to the site involves the base of the Protected slope that currently touches proposed Lots 160 and 164 and surrounds Tract R. The Liberty Ridge preliminary grading plan calls for"sliver cuts" on the lower portion of Tract R as well as excavation of the toe of the slope and the construction of a retaining wall along the eastern edges of the effected lots which lie west of Tract R. The plan calls for a horizontal intrusion into the Protected Slope that varies between 20 feet (where the intrusion occurs at proposed Lot 164) and approximately 35 feet(where the intrusion occurs at proposed Lot 160). Analysis The proposed slope reconfiguration as described above meets the objectives and the criteria of RMC 4-9-250D.2 as previously listed in this letter. All of the Protected Slopes as noted above that will be the subject of additional excavation and retaining wall construction are slopes that were created by the past mining activity. All of these slopes are stable in their present configuration. Provided that the proposed excavation and retaining wall construction is accomplished in accordance with the recommendations in our September 7, 2000 report, it is our G e o E ❑ g i n e e r s File No. 8296-001-00-1140 Liberty Ridge L.L.C. September 8, 2000 Page 5 opinion that the referenced criteria stipulated in RMC 4-9-250D.2 will be satisfied and that stability of the existing slopes will not be compromised. BACK OF LOT FILLING WITHIN MINED SLOPES Lots 131 to 139 Proposed slope reconfiguration involves the upper portion of the Protected Slope that is located immediately to the rear of proposed interior Lots 131 to 139. The Liberty Ridge preliminary grading plan calls for (a) the construction of a retaining wall on the Protected Slope to the rear of the affected lots,and(b) backfill of the retaining wall in that portion of the Protected Slope within the affected proposed lots. The plan calls for a horizontal intrusion into the Protected Slope that varies between 10 and 25 feet. Analysis The proposed slope reconfiguration as described above meets the objectives and the criteria of RMC 4-9-250D.2 as previously listed in this letter. All of the Protected Slopes as noted above that will be the subject of fill and retaining wall construction are slopes created by the past mining activity. All of these slopes are stable in their present configuration. Provided that the proposed fill and retaining wall construction is accomplished in accordance with the recommendations in our September 7, 2000 report, it is our opinion that the referenced criteria stipulated in RMC 4-9-250D.2 will be satisfied and that stability of the existing slopes will not be compromised. OTHER CUTTING AND FILLING PROPOSED WITHIN THE SITE'S MINED SLOPES There are three other site locations for which regrading of Protected Slopes has been proposed. They are as follows: Northwest Development Area Regrading of the Protected Slope is proposed in portions of Lots 2 through 20, at Lot 28 and at the adjacent roads and open space tracts. The Liberty Ridge preliminary grading plan calls for a final slope in that area varying between approximately 2 percent and 3 percent. Central West Margin Area The proposal contemplates regrading of the Protected Slope that runs north to south along the rear of proposed Lots 139 to 158 and eventually crosses proposed Road N. The Liberty Ridge preliminary grading plan calls for a final slope no steeper than 2H:1V. South Central Development Area Regrading of the Protected Slope that runs southeast to northwest along the rear of Lots 423 to 429 and across Lot 408 is proposed. The Liberty Ridge preliminary grading plan calls for the construction of a retaining wall to be located along the rear line of Lots 423 to 425 and a G e o E n g i n e e r s File No. 8296-001-00-1140 Liberty Ridge L.L.C. September 8,2000 Page 6 recontoured slope across the remaining indicated area with the regraded slope to be 2H:IV, or flatter. Analysis The proposed slope reconfiguration as described above meets the objectives and the criteria of RMC 4-9-250D.2 as previously listed in this letter. All of the Protected Slopes as noted above that will be the subject of additional excavation and retaining wall construction are slopes that were created by the past mining activity. All of these slopes are stable in their present configuration. Provided that the proposed excavation and retaining wall construction is accomplished in accordance with the recommendations in our September 7, 2000 report, it is our opinion that the referenced criteria stipulated in RMC 4-9-250D.2 will be satisfied and that stability of the existing slopes will not be compromised. LIMITATIONS We have prepared this report for use by Liberty Ridge L.L.C. and other members of the project team and consideration by the City of Renton. The conclusions and recommendations in our report to Liberty Ridge, L.L.C. dated September 7, 2000 are incorporated in this report by reference and should be applied in their entirety. The comments and conclusions in this report may be provided to prospective contractors for bidding or estimating purposes; but our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. If there are any changes in the grades, location,configuration or type of construction planned, the conclusions and recommendations presented in this report might not be fully applicable. If such changes are made, we should be given the opportunity to review our conclusions and recommendations and to provide written modification or verification, as appropriate. When the design is finalized, we recommend that GeoEngineers be engaged to review those portions of the plans and specifications that relate to geotechnical considerations to check that our recommendations have been interpreted and implemented as intended. There are possible variations in subsurface conditions between the locations of the explorations and some variations also occur over time. Some contingency for unanticipated conditions should be included in the project budget and schedule. We recommend that sufficient monitoring, testing and consultation be provided by our firm during construction to: (a) confirm that the conditions encountered are consistent with those assumed; (b) provide recommendations for design changes should the conditions revealed during the work differ from those anticipated; and (c) to evaluate whether or not earthwork and foundation installation activities comply with the contract plans and specifications. Our scope of work does not include services related to construction safety precautions and our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures,except as specifically described in our report for consideration in design. G e o E n g i n e e r s File No. 8296-001-00-1140 Liberty Ridge L.L.C. September 8, 2000 Page 7 Within the limitation of scope, schedule, and budget, our services have been accomplished in accordance with generally accepted practices in this area at this time. No warranty or other conditions, express or implied, should be understood. Yours very truly, GeoEngineers,Inc. 4 Gary W. Henderson,PE. .a Principal Ex p 42 Jon W. Koloski Principal GWRJWK:wd:vc P:\OOTtnats\82960010OSuppNo.l.doc Two copies submitted Copyright®2000 by GeoEngineers,Inc. All rights reserved G e o E n g i n e e r s File No. 8296-001-00-1140 Geotechnical Report Special Study Proposed "Liberty Ridge Residential Subdivision Development Renton, Washington September 7, 2000 For Liberty Ridge L.L.C. G e o E n g i n e e r s File No-8296-001-00-1140\0090700 ��ii Geo 1 Engineers September ?. 2000 Liberty Ridge L.L.C. c/o Stoneway Concrete 1915 Maple Valley Highway Renton, Washington 98055 Attention: Don Merlino and Gary Merlino We are pleased to submit 14 copies of our Geotechnical Report, Special Study, Proposed "Liberty Ridge" Residential Subdivision Development, Renton, Washington. Our services were conducted in general accordance with the scope described in our confirming agreement dated June 2,2000. We appreciate the opportunity to be of service to you on this project. Please contact us if you have any questions regarding our findings and report. Respectfully submitted, GeoEngineers, Inc. Jon W. Koloski Principal EAH:JWK:wdJa P:\00\fi n a1 s\829600100R.d oc File No. 8296-001-00 GeoEngineers,Inc Silo 64,h,1, nue\F.. Redmond.AV..A 9805? Telephone(4-15)861-6000 Fax(-15)861-6oSo «tip wgeoengineers.com CONTENTS Page No. INTRODUCTION..........................................................................................................._.............1 SURFACECONDITIONS............................................................................................................2 GENERAL 2 ON-SITE UTILITIES 2 TOPOGRAPHY 3 VEGETATION 3 GEOLOGICHAZARDS...............................................................................................................4 GENERAL 4 RESPONSES TO CITY OF RENTON REPORT PREPARATION/CONTENT REQUIREMENT CATEGORIES ............................................................................................................................5 1. Characterization of geology. 5 GENERAL GEOLOGIC CONDITIONS 5 SOIL CONDITIONS 7 SURFACE WATER CONDITIONS 7 GROUND WATER CONDITIONS 8 2. Description and depiction of all natural and man-made features within 150 feet of the site boundary. 8 3. identification of any areas that have previously been disturbed or degraded by human activity or natural processes. 8 MINING HISTORY 8 NATURAL PROCESSES 9 4. Characterization of ground water conditions including the presence of any public or private wells within one-quarter mile of the site. 9 GROUND WATER CONDITIONS 9 WELLS 9 5. Site evaluation review of available information regarding the site. 10 6. Surface reconnaissance of the site and adjacent areas. 11 7. Subsurface exploration of soils and hydrologic conditions. 11 8. Slope Stability Analysis 11 9. Principles of erosion control in proposal design 12 10. Evaluation of site response and liquefaction potential relative to the proposed development 13 11. Sufficient subsurface exploration to provide a site coefficient (S) for use in the Uniform Building Code to the satisfaction of the Building Official. 13 12. Calculation of tilts and strains, and determination of appropriate design values for the building site. 14 13. Review of available geologic hazard maps. . . 14 14. Inspection, review and documentation of any possible mine openings . . . 14 15. Utilization of test pits to investigatio ncoal mine waste dumps and other shallow hazards 14 16. Analysis of proposed clearing, grading and construction activities. . . 15 17. Proposed mitigation measures . . . 15 G e o E n g i n e e r s I File No.8296-001-00-1140\0090700 CONTENTS (continued) Page No. CONCLUSIONS AND RECOMMENDATIONS ..........................................................................16 GENERAL 16 EARTHWORK 16 Stripping 16 STRUCTURAL FILL 17 SUITABILITY OF ON-SITE MATERIALS AS FILL 17 SETBACKS 18 Fill Setback 18 Building Setbacks 18 Slopes near the Base of the Power Transmission Line Tower and Related Building Setbacks 19 CUT SLOPES AT THE TOP OF THE SOUTH BLUFF 19 TEMPORARY AND PERMANENT CUT AND FILL SLOPES 19 BUILDING FOUNDATIONS 20 PAVEMENT 21 RETAINING WALLS 21 UNDERGROUND UTILITIES 21 Shoring 21 Ball 22 CONSTRUCTION OBSERVATIONS 22 RISK STATEMENT 22 LIMITATIONS ...........................................................................................................................22 FIGURES Figure No. VICINITY MAP 1 SITE PLAN 2 OVERLAY RMC LANDSLIDE HAZARD MAP ON ACTUAL TOPOGRAPHY 3 OVERLAY RMC EROSION HAZARD MAP ON ACTUAL TOPOGRAPHY 4 RMC SEISMIC HAZARD AREAS OVERLAY 5 ROCKERY DETAIL 6 ROCKERY CONSTRUCTION GUIDE 7 APPENDIX A EXPLORATION LOGS G e o E ❑ g i ❑ e e r s 11 File No.8296-001-00-1140\0090700 GEOTECHNICAL REPORT SPECIAL STUDY PROPOSED "LIBERTY RIDGE" RESIDENTIAL SUBDIVISION DEVELOPMENT RENTON, WASHINGTON FOR LIBERTY RIDGE L.L.C. INTRODUCTION This report was prepared for Liberty Ridge L.L.C. and presents the results of our geotechnica) consultation services for the proposed Liberty Ridge single-family residential subdivision development in Renton, Washington. The subject properly is located north of Renton-Maple Valley Road (SR169), south of NE ) /4"' Street and east of Edmonds Avenue In Renton, Washington as shown on the Vicinity Map, Figure 1. This report is intended to satisfy the requirements of City of Renton Title 1V, Chapter 8 and of City of Renton Ordinance No. 4835 as a geotechnica) "Special Study" for critical areas. A critical area study is required for the proposed development on the subject property because portions of the property are categorized as geologically hazardous areas (erosion, seismic, and landslide hazard areas) under applicable Renton ordinances. We have prepared a separate supplemental report to support requests for various "modifications" pursuant to Renton regulations to qualify for exceptions to prohibitions on developing portions of the property within certain of these critical areas. Our understanding of the project is based on numerous discussions and meetings with the project design team, which includes Triad Associates, the project engineers; Halinen Law Offices, P.S., Liberty Ridge L.L.C.'s attorney; and Ringel & Associates, P.A., the project surveyors. Preliminary project details have also been discussed with City of Renton officials (Jennifer Henning and Neil Warts, P.E. of the City's Development Services Division) during a meeting with them and design team members on May 2, 2000. We have also been provided copies of preliminary plat drawings by Triad Associates and survey drawings by Ringel & Associates. The drawings and maps include information compiled from others and information developed specifically for this project. Based on the information provided to us, we understand that the proposed Liberty Ridge subdivision development will be constructed within the approximately 90-acre, R-10-zoned upper portion of the subject property. Overall the subject property encompasses about 108 acres and is the site of a former gravel pit. The proposed development will consist of 436 residential lots and related infrastructure. The construction is planned in as many as seven phases. We also understand that Liberty Ridge L_L.C. intends to secure the preliminary plat approval and will sell or exchange its interest in the subject property in phases over time. The construction will be arranged by the subsequent owners. We understand that site development will include grading activities for the building lots, roadways and utilities and for construction of retaining walls and residential buildings. We also understand that the City of Renton has installed certain sanitary sewer lines through the subject G e o E n g i n e e r s I File No.8296-001-00-1140\090700 property during the 1990s. The property and existing site features are depicted on the Site Plan, Figure 2. SURFACE CONDITIONS GENERAL The project site is located above and north of the Cedar River Valley, as shown in Figure 1. The Liberty Ridge property consists of 108 acres, most of which is situated within a former gravel pit. This pit site was mined over several decades by numerous operators. A bluff created by past mining, together with a south-facing native slope, separate the valley floor from the proposed development area. The top of this bluff will essentially be the southern border of the proposed residential lots, but the south boundary of the Liberty Ridge property is generally near the base of the south-facing slope. The subject property is roughly L—shaped; one leg is oriented north-south, and the other leg is oriented east-west. The property geometry and proposed development layout are shown on the Site Plan, Figure 2. The existing Maplewood Division 1 residential community is located on the valley floor southeast of the proposed development. An area of undeveloped property separates the Liberty Ridge property and the Maplewood Division 1. SR169 is located on the valley floor south of Maplewood Division l and the southwestern portion of the Liberty Ridge property. This road was widened in 1971/72,resulting in excavation of discontinuous precipitous cut slopes along the base of portions of the bluff slope abutting the property. The Mount Olivet Cemetery is located • west of the northern leg of the subject property. The La Colina residential subdivision, which was constructed in 1999 and early 2000, is located west of the "outer elbow" of the subject property and south of Mount Olivet Cemetery. Both the Maplewood residential community and the cemetery are more than 40 years old. NE 3`d/4th Street forms the north boundary of the property. A King County transfer station and a King County maintenance shop are located northeast of the property. A mini-storage facility is planned for the undeveloped site south of NE 3`d/4 h Street and east of the Liberty Ridge north leg extension. Undeveloped King County property lies to the east of the eastern leg of the Liberty Ridge property. The approximate locations of these adjacent off-site features are depicted in Figure 2. ON-SITE UTILITIES Two powerline transmission easements cross the Liberty Ridge property. One is 200 feet wide and extends roughly north to south along the western side of the property. The other is 150 feet wide and crosses diagonally generally through the center of the site from near the southwest corner, extending northeast. We understand that the City of Renton has installed a sanitary sewer line that runs east-rest parallel to, and about 100 feet north of, the crest of the bluff along the east half of the Liberty Ridge property. This sewer line is intersected by another sewer line that runs roughly north-south through the middle of the site and is connected via a directional-drilled pipeline beneath the bluff to the trunk sewer located near SR169. The approximate locations of these existing on-site utilities are shown in Figure 2. G e o E n g i n e e r s 2 File No.8296-001-00-1140\090700 TOPOGRAPHY The Liberty Ridge project area generally declines in elevation from north to south. The overall relief is about 265 feet. ranging from the highest point of about Elevation 330 feet (City of Renton datum)near the northeast property corner to about Elevation 85 along the south boundary. SR169 is at about Elevation 65 feet on the Cedar River valley floor. Tile site topography is indicated in Figure 2. The topographic data supplied to us, together with our direct observations, indicates that mining of the site created a series of relatively flat excavated benches separated by excavated slopes. Cut slopes descend from the original upland surface to the previously mined pit floor around the west, north and east edges of the proposed development area of the property. These slopes are inclined at about 1H:1V (horizontal to vertical) to 2.5H:1V. The pit floor generally slopes gently down to the northwest. The south margin of the pit floor extends to a bluff that forms the south edge of the proposed development area. Some small soil stockpiles remain on the pit floor from the mining activities. Also on the pit floor are some stormwater detention ponds. The average slope across the pit floor ranges from about 2 to 7 percent. The bluff at the south edge of the pit floor was also excavated in connection with the past mining. Prior to mining, the west portion of the bluff was immediately adjacent to SR169, but now the crest of the bluff in that area is about 400 feet further north. The upper portion of the mined bluff slope is inclined at about 0.5H:1 V. The lower portion of the bluff slope and the native slope to the east are inclined at about 2H or 2.5H:IV. Along the very top edge of roughly the east half of the south slope is a mound of soil material that remains from the mining period. The mound height varies from a few feet to 30 feet above the proposed development surface. VEGETATION Vegetation at the Liberty Ridge property varies, depending on topography and previous land uses. The original upland and mined areas are generally vegetated with grass, brush and scattered small deciduous trees. Areas of denser vegetation consisting of heavy underbrush and scattered larger trees occur along the margins of the mined area. Vegetation is generally well established along the entire bluff and southern native slope, except the near-surface excavated bluff slope face is generally devoid of vegetation. Where the south slope has not been altered by mining, the vegetation consists of native deciduous and coniferous trees, most of which are quite large. The conifers are commonly about 2-foot-diameter at breast height (dbh). The larger deciduous trees are typically maples and alders that are at least 2 feet dbh. Smaller maples and alders are scattered throughout the slope. Ground cover consists of low brush and blackberry vines. We understand that a tree survey has been completed and that some trees are planned to be removed in the vicinity of Lot 97, Lots 272 and 273 and adjacent open space, Lots 345 and 346, and Lots 350 through 356. In general, the conifer tree trunks on the south slope are erect and straight, which is indicative of stable ground conditions during the life of the trees_ A few trees exhibit modest "butt bow," a distortion of the tree trunk that demonstrates slight movement of surficial soils, as is expected on G e o E n g i n e e r s 3 File No.8296-001-00-1140\090700 steep slopes. The deciduous trees are commonly leaning, but do not exhibit chaotic disorientation that would imply unstable slope conditions. GEOLOGIC HAZARDS GENERAL Some of the southern portion of the Liberty Ridge property is identified by the Cite- of Renton as a Critical Area because it contains steep slopes and landslide and erosion hazards as shown on the Renton Municipal Code hazards maps in Ordinance 4835 and as classified in subsections B.2 through B.7 of the same ordinance. These City of Renton hazard maps are dated March 16. 2000. City of Renton Geologic hazard regulations apply to all nonexempt activities on sites containing, occurring or within 50 feet of, critical areas. GeoEngineers provided consultation to the City of Renton in the early 1990s relative to developing the criteria and maps for geologically hazardous areas. Therefore, we had access to AutoCAD files of these hazard maps. We compared our files with the maps in Ordinance 4835 to make sure they were still viable. No differences between our files and the published maps were noted. We superimposed each of the hazard maps over the Liberty Ridge preliminary site plan to determine where the published hazard areas occur on the property. The overlays for landslide, erosion, and seismic hazards are shown in Figures 3 through 5. From these overlays one can clearly see that the some of the City of Renton hazard areas no longer exist for the existing site conditions. Also depicted in Figures 3 and 4 is our interpretation of the actual areas where landslide hazards (Figure 3) and erosion hazards (Figure 4) exist on the Liberty Ridge property, based on the criteria set forth in the RMC (Renton Municipal Code). RMC 4-11-190 classifies "Protected Slopes" as being greater than 15 feet high. However, we have used a 10-foot high criteria in our analysis of actual landslide hazard and erosion hazard areas. Our interpretation of the actual landslide hazard and erosion hazard areas is also depicted in Figures 3 and 4. G e o E n g i n e e r s 4 File No. 8296-001-00-1140\090700 RESPONSES TO CITY OF RENTON REPORT PREPARATION/CONTENT REQUIREMENT CATEGORIES i. Characterization of geology. GENERAL GEOLOGIC CONDITIONS Geologic conditions at the Liberty Ridge propert- were evaluated by reviewing published and unpublished information (i.e., both in-house and outside reports) and by application of our experience in the project area. The previous subsurface explorations and the soil exposures along the cut slopes and the bluff face provide for a good general understanding of the local geologic history. Logs of the explorations reviewed are presented in Appendix A. Subsurface conditions are described in the Subsurface Soil Conditions section below. The property is located at the southern margin of a broad glacial outwash plain that overlies preglacial bedrock hill-valley terrain. The geologic materials in and near the project area include Tertiary bedrock, and overlying Pleistocene glacial and interglacial soils. The modern Cedar River valley was eroded after the last glacial ice disappeared from this area. The alluvium that underlies the valley floor is relatively recent. The Tertiary bedrock includes Eocene and/or Oligocene sedimentary rocks consisting of interbedded sandstone and siltstone and some volcanics with scattered coal seams. The bedrock is structurally deformed by folding and faulting, this structural deformation likely occurred tens of millions of years ago. Soils in the area generally consist of fine to coarse- grained recessional and advance outwash over older pre-Vashon glacial and inter-glacial deposits. These deposits have been modified by weathering and erosion since the last glaciation. A surficial layer of topsoil has formed over the native soil deposits. Several episodes of regional glaciation have occurred in the Puget Sound basin. The ice advances were separated by periods in which climatic conditions were similar to modern-day conditions. Each ice advance was accompanied by deposition and erosion, both directly by the ice and by streams that discharge from the advancing and retreating ice front. The glaciers reached a maximum thickness of several thousand feet in this area and each ice advance thoroughly consolidated the previous glacial and interglacial sediments. At the Liberty Ridge property, at least two glacial episodes are evident from the exposed soils and in various explorations. The most recent advance is called the Vashon glaciation; this glacial ice disappeared from this area about 13,500 years ago. The Vashon glacier, post- glacial erosion and deposition, and recent mining are responsible for the dominant features of the present topography of the property. The bluff and native slope along the south edge of the development area are formed primarily in pre-Vashon deposits consisting of very dense interbedded gravelly sand and sandy silt. The proposed development area of the property and the surrounding upland surface are directly underlain by loose to dense sand and gravel outwash deposited by streams flowing from the melting Vashon ice. It is this outwash material that was previously mined from the upland area of the property. G e o E n g i n e e r s 5 File No 8296-001-00-1140\090700 NATURAL PROCESSES Active slope retreat processes include only surficial mechanisms at the Liberty Ridge property. These occur as soil creep in the forested areas and as thin surficial soil falls, debris avalanches and direct rainfall erosion in devegetated. oversteepened locations. We have observed no evidence of deep-seated block or slump failures on the property. 4. Characterization of ground water conditions including the presence of any public or private wells within one-quarter mile of the site. GROUND WATER CONDITIONS We observed water seepage in low points and in the topographic basin located in the northwest portion of the property. The water seepage appears to originate from a perched sandy silt lens within the hillside slope. Seepage and surface water flow is collected in a drop-structure located near the center of the basin and discharged to the pond/drainage channel located in the northwest corner of the property. We observed no significant ground water seepage on the bluff face and none is reported in previous studies, although we have observed some seepage outside the development area. The test pit and boring log information show that the top of the low-permeable soils typically occurs at lower elevations in the upland area than those that are exposed in the bluff face. This suggests that the dominant ground water flow direction is northward, away from the bluff, and explains why there is little emergence of seepage along the bluff face. Ground water flow patterns have both vertical and horizontal components. The primary vertical component of flow is downward percolation through the recessional outwash and till, where present, and into the advance outwash aquifer. Some portion of the ground water likely infiltrates through the underlying silty sediments and to deeper pre-Vashon or bedrock aquifer systems. The recharge to the overall aquifer system is by direct precipitation and infiltration over the entire upland area. Under existing conditions, precipitation that falls on the property rapidly infiltrates into the granular soils and recharges the aquifer systems. The horizontal ground water flow pattern is controlled by less permeable or confining zones within and/or below the aquifer, the direction of dip or slope of the confining surfaces, hydraulic head, and both the regional and local topography. As previously discussed, the projected surface slope of the glaciofluvial/interglacial sediments appears to be to the northwest. Infiltrated water or ground water in this area would flo",to the northwest, at least locally. WELLS We have reviewed records from the Department of Ecology for all wells within 1/4 mile of the site. The records indicate that 13 wells have been installed, of which 10 have since been abandoned. The remaining 3 wells monitor water levels or vapors. G e o E n g i n e e r s 9 File No.8296-001-00-1140\090700 From our records, we know that additional monitoring wells exist within Maplewood Division 1 located southeast of the project site. 5. Site evaluation review of available information regarding the site. GeoEngineers and others previously completed geologic, geotechnical and hydrogeologic studies for the project site and adjacent areas. Some of these previous evaluations included subsurface explorations. The relevant data from these studies was used in preparation of this report. Our evaluation of existing site conditions and future bluff stability is based on analysis of current and past conditions. Past conditions include geologic history of the property and changes resulting from previous mining and adjacent land development activities. Future conditions are those that will result from the proposed development and from natural processes. As part of our previous and current work concerning the property, we reviewed aerial photographs of the property taken in 1936, 1946, 1960, 1968, 1974, 1977, 1985 and 1999. These photographs illustrate changes in vegetation and bluff conditions together with changes in regional land use. Conditions along the subject bluff were also compared on topographic maps dated 1962 and recent site surveys prepared by surveyors for La Pianta Limited Partnership and by Ringel and Associates. Geologic maps of the area have been compiled by various agencies and consultants. These maps help to (1) define the character and description of geologic units, (2) correlate surface exposure with regional stratigraphy, and (3) define the physical properties of specific soil units. The maps are included within the references cited below. Our analysis of bluff stability includes constructing several cross sections, which are in turn examined using XSTABL computer analyses and involving the soil and geologic properties described above. This report summarizes our observations and conclusions; the details of our analyses are maintained in our files. A review of the following available literature was completed as a part of this study. The results of this literature review, as pertinent to this study, are included where appropriate herein. GeoEngineers, Inc., February 6, 1981, Report of Consultation, Edwards Pit Hydrology, Renton, Washington, for M.A. Segale, Inc. GeoEngineers, Inc., April 16, 1986, Supplemental Report, Edwards Pit Hydrology and Reclamation, Renton, Washington, for Metro Sand and Gravel, Inc. GeoEngineers, Inc., 1992, DRAFT Report and Maps re: Critical Areas for City of Renton. GeoEngineers, Inc., March 7, 1994, Report Geotechnical Services, Top of Slope Setback, Proposed Manufactured Home Park, Renton, Washington, for M.A. Segale Inc., and AnMarCo. G e o E n g i n e e r s 10 He No.8296-001-00-1 140\090700 GeoEngineers, Inc., October 24, 1994, Report, Hydrogeologic and Geotechnical Services, Proposed Residential Development, Renton, Washington, for M.A. Segale, Inc. GeoEngineers, Inc., April 5, 1995, Report Addendum, Hydrogeologic and Geotechnical Services, Infiltration Ponds/Slope Stability Impacts, Cedar Crest Manufactured Home Community,Renton, Washington, for M.A. Segale Inc. GeoEngineers, Inc., June 27, 1996, Report. Geologic and Geotechnical Services,. La Colina Residential Development. Renton, Washington, for AnMarCo. GeoEngineers, Inc., March 4, 1999, Report, Geotechnical Consultation, Cedar Crest Manufactured Home Community, Renton, Washington, for Segale Business Park. Golder Associates, Inc., January 11, 1988. Report to Centron, Preliminary Hydrogeologic- Geotechnical study, McMahon property, Renton, Washington. Golder Associates, Inc., October 19, 1993. Report to RH2 Engineering, P.S., Geotechnical Engineering Study for East Renton Interceptor, City of Renton, Washington. King County, Washington, 1990, Sensitive Areas Map Folio. Koloski, J.W., Schwarz, S.D., and Tubbs, D.W., 1989. "Geotechnical Properties of Geologic Materials"in Engineering Geology in Washington, Vol. 1. Mullineaux, D.R., 1965, Geologic Map of the Renton Quadrangle, King County, Washington: U.S. Geological Survey map GQ-405: scale 1:24,000. U.S. Geological Survey, 1949, photorevised 1968 and 1973, Renton Quadrangle, topographic quadrangle map: scale 1:24,000. Walker and Associates, Inc., Aerial photographs of the site for the years 1936, 1946, 1960, 1968, 1974, 1977, 1985 and 1999. 6. Surface reconnaissance of the site and adjacent areas. Please refer to the Surface Conditions section, which be-ins on page 2, above, for details. 7. Subsurface exploration of soils and hydrologic conditions. Please refer to the Soil Conditions subsection (page 7) in Category 1, which begins on page 5; and refer to Category 4 on page 9. 8. Slope Stability Analysis. In general, the native soils at the property consist of medium dense to dense recessional outwash overlying very dense glacially consolidated sediments and bedrock. All of these materials appear to be stable in their existing condition. The undisturbed glacially consolidated soils at the site have high strengths and are generally stable at 3/4H:1 V slopes and flatter. Most of the recessional outwash within the project site was removed by past mining. Recessional outwash remains in the excavated slopes that surround the northern G e o E n g i n e e r s II File No.8296-001-00-1140\090700 12. Calculation of tilts and strains, and determination of appropriate design values for the building site. Table 18 of RMC 4-8-120.D indicates that this category is required only for coal mine hazards. Coal mine hazards do not exist at or near the propertN. Therefore, this category does not apply. Furthermore, this category could apply to seismic hazard areas (although not marked in Table 18 to be addressed) but since a seismic hazard does not exist in or near the proposed development portion of the property this category does not apply. 13. Review of available geologic hazard maps, mine maps, mine hazard maps, and air photographs to identify any subsidence features or mine hazards including, but not limited to, surface depressions, sinkholes, mine shafts, mine entries, coal mine waste dumps, and any indication of combustion in underground workings or coal mine waste dumps that are present on or within on hundred feet (100) of the property. Table 18 of RMC 4-8-120.D indicates that this category is required only for coal mine hazards. We have reviewed the applicable maps and publications. We find that coal mine hazards do not exist at or near the property_ Therefore, this category does not apply. 14. Inspection, review and documentation of any possible mine openings and potential trough subsidence, and any known hazards previously documented or identified. Table 18 of RMC 4-8-120.D indicates that this category is required only for coal mine hazards. Coal mine hazards do not exist at or near the property. Therefore, this category does not apply. 15. Utilization of test pits to investigate coal mine waste dumps and other shallow hazards such as slope entry portals and shaft collar areas (with drilling required for coal mine workings or other hazards that cannot be adequately investigated by surface investigations). Table 18 of RMC 4-8-120.D indicates that this category is required only for coal mine hazards. Coal mine hazards do not exist at or near the property. Therefore, this category does not apply. G e o E n g i n e e r s 14 File No.8296-001-00-1 140\090700 16. Analysis of proposed clearing, grading and construction activities including construction scheduling (including analysis of potential direct and indirect on-site and off-site impacts from the proposed development). In our opinion, the proposed development may be satisfactorily constructed as planned and will not adversely impact the property or adjacent properties. It is our opinion that the risk of slope instability of the south bluff or other native or excavated slopes during and after construction is low provided that the recommendations provided in this report are implemented. It is also our opinion that the proposed modifications to the site will not endanger the environment, the City of Renton, neighboring people and properties, or the owner's person or property provided that our recommendations are appropriately implemented. Grading limitations are discussed in the Conclusions and Recommendations section of this report under the heading "Earthwork." 17. Proposed mitigation measures (such as any special construction techniques, monitoring or inspection programs, erosion or sedimentation programs during and after construction, surface water management controls, buffers, remediation, stabilization, etc.) Please refer to Category 9, which begins on page 12, and to the following Conclusions and Recommendations section. G e o E n g i n e e r s 15 File No.8296-001-00-1140\090700 GENERAL CONCLUSIONS AND RECOMMENDATIONS Based on our data review, it is our opinion that the Liberty Ridge property is suitable for the proposed development. Slopes located on the property are presently stable relative to deep-seated failure and the risk of' unstable slopes will not be increased by the proposed development provided our recommendations are incorporated into the development plans. Development of the propem, roads and residential structures will be located in the flatter upland and excavated benches on a portion of the property. The existing areas of erosion and surficial raveling and sloughing that occur on the bluff are the result of natural processes. These natural processes can be managed through proper design, construction and maintenance so as to avoid negative impact to the project. Recommendations to control these natural processes are included in Category 9,which begins on page 12. Grading is required to reach the proposed design grades of the property. The sand and gravel soils observed at the property and adjacent properties are suitable for use as structural fill. Much of the native on-site soil consists of sand that will be workable under a wide range of weather conditions. Silty soils encountered locally are moisture sensitive and will be difficult to compact during wet weather conditions, as noted below. Fill setbacks from the top of the bluff are provided below in the Setbacks subsection of this report. The proposed structures can be satisfactorily supported on medium dense to dense native soils or on adequately compacted structural fill_ Building setbacks from the top and toe of slopes and slope setbacks from the existing transmission line towers are provided below in the Setbacks subsection of this report. We recommend that all surface water from roofs, driveways and other impervious surfaces be tightlined into a stormwater drainage system for the planned development. Pertinent conclusions and geotechnical recommendations regarding the design and construction of the proposed development are presented below. EARTHWORK Stripping Virtually the entire proposed development site has been previously cleared and graded incidental to surface-mining operations. Much of that portion of the property has revegetated with native grasses, weeds, brush and trees. The areas that require grading should be stripped and cleared of deleterious matter including debris, forest duff, and organic-laden soils. Based on our review, we estimate that stripping on the order of 2 or 4 inches or less will likely be necessary to remove the root zone and surficial soils containing organics in the vegetated areas of the property. Man_v areas will require less stripping, but areas with deeper, unsuitable organics should be expected in the vicinity of man-made water/silt control structures created incidental to mining and local areas of topsoil stockpiling. Stripping depths of up to 1 to 2 feet are likely in these areas. Excavations for tree stump removal should be backfilled with structural fill compacted to the densities described in the Structural Fill G e o E n g i n e e r s 16 File No. 8296-001-00-1140\090700 subsection below. In fill areas, we recommend that existing trees be removed by overturning so that a majority of the roots are removed. The organic-laden strippings can be stockpiled on-site and later used for landscaping purposes. Materials that cannot be used for landscaping should be removed from the property. If the clearing operations cause excessive disturbance. additional stripping depths may be necessary. Disturbance to a greater depth should be expected if site preparation work is done during periods of wet weather. Areas with stockpiles of uncompacted fill may exist on-site. These stockpiled materials should be excavated and recompacted as part of site preparation operations if they occur in areas of general grading. Following stripping and prior to placement of fill, the exposed subgrade areas should be compacted to a firm and unyielding surface. We recommend that the exposed subgrade conditions be evaluated after stripping is completed and prior to placement of structural fill. The exposed subgrade soil should be proofrolled with heavy rubber-tired equipment during dry weather or probed with a '/z-inch diameter rod during wet weather conditions. Any soft, loose or otherwise unsuitable areas delineated during proof-rolling or probing should be recompacted, if practical, or overexcavated and replaced with structural fill, based on the recommendations of our representative. STRUCTURAL FILL All fill material used to achieve design grades for buildings, roadways, retaining walls and other structural applications should be placed as structural fill. The structural fill should be placed in horizontal lifts of appropriate thickness to allow adequate and uniform compaction of each lift. All structural fill should be compacted to at least 95 percent of MDD (maximum dry density) as determined in accordance with ASTM D-1557. The appropriate lift thickness will depend on the fill characteristics and compaction equipment used. Typically, lift thicknesses should be no greater than 12 inches in loose thickness. Each lift should be uniformly compacted to the recommended density before placing additional lifts of fill. Landscaping areas not located on or adjacent to slopes, structures or other areas that rely on fill integrity can be placed to a reduced degree of compaction. We recommend that any area targeted for reduced compaction be specifically evaluated by a qualified geotechnical professional. SUITABILITY OF ON-SITE MATERIALS AS FILL 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 the No. 200 sieve) increases, soil becomes increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult to achieve. During wet weather, we recommend that structural fill consist of well-graded sand and gravel with less than 5 percent passing the No. 200 sieve based on the dry weight fraction passing the 3/4-inch sieve. Such G e o E n g i n e e r s 17 File No.8296-001-00-1140\090700 fill should be free of rock fragments larger than 6-inches and any debris or organic material. Particle sizes larger than 3 inches should be excluded from the top I foot of fill. The moisture content of the fill material should be adjusted as necessary for proper compaction. During dry weather construction, any nonorganic on-site soil may be considered for use as structural fill, provided it meets the criteria described above in the Structural Fill subsection and can be compacted as recommended. If the material is over the optimum moisture content when excavated, it will be necessary to aerate or dry the soil prior to placement as structural fill. Most of the granular soils (sand and gravel) observed at the property contain less than 10 percent fines (material passing the No. 200 sieve) and can be used as structural fill except during wet weather. This material is comparable to commercial `'pit run" sand and gravel. "Cleaner" material, with less than 5 percent fines, is also available on-site, and will be suitable as structural fill during wet weather conditions. SETBACKS Fill Setback Fill material placed above and near steep slopes requires special geotechnical consideration. We recommend a minimum setback of 10 feet from the top of slopes greater than 10 feet in vertical height and steeper than 4H-.3V. The fill should be placed on a leveled bench or keyway that extends below the surficial loose material, into the native undisturbed soil. Specific earthwork recommendations for constructed slopes are provided in the Earthwork subsection of this report. Building Setbacks The City of Renton ordinarily restricts building on slopes of 40 percent or greater, and ordinarily requires setbacks for buildings near slopes that are 40 percent or greater. In regard to the portions of the Liberty Ridge property where proposed home sites are located near the top of slope, the following building setbacks from the top-of-slope are recommended based upon the indicated steepness of slope and ground condition: • Slopes at 1 H:1 V or steeper 40 feet • Slopes between 1 H:1 V and 1.5H:1 V 25 feet in native ground • Slopes between 1.5H:1 V and 2HA V 15 feet in native ground and compacted fill • Slopes between 2H:1 V and 3H:1 V 6 feet in native ground and compacted fill G e o E n g i n e e r s 18 File No 8296-001-00-1140\090700 Where the proposed home sites are located near the base of slope, the building setback from the base of slope can be reduced by providing a catchment wall to stop and catch any material which might slough off of the slope. Maintenance of the catchment should be anticipated. The catchment should be a minimum of 4 feet high. The recommended building setbacks from base of slope are as follows: • Slopes steeper than 1.5H:1 V 20 feet Or with catchment use 8 feet minimum • Slopes between 1.51-1:1 V and 2H:1 V 12 feet Or with catchment use 8 feet minimum • Slopes at 2H: IV, or flatter 6 feet We recommend that all catchment systems be designed by a geotechnical engineer and that each catchment system location be specific to site conditions and intended performance. Slopes near the Base of the Power Transmission Line Tower and Related Building Setbacks We recommend that the top of excavated slopes be no less than a horizontal distance of 15 feet from the base of any power transmission line tower. Unretained permanent slopes near these towers should be cut no steeper than I.5H:IV. The building setback from the toe of such slopes should be as specified above. A retaining wall can be used at the toe of the slope, but it should be located outside a plane sloping down at 1H:1 V from the base of the power pole(or tower) foundation. CUT SLOPES AT THE TOP OF THE SOUTH BLUFF We understand that excavation is planned along a portion of the top of the south bluff slope, generally along the south edge of proposed Lots 345 through 357. In this area, a mound of soil ranging in height from a few vertical feet to about 30 vertical feet was created not mined away by previous mining activity. If possible, this excavation should be made with excavators operating from above the plateau side of the cut areas rather than from the bluff face side of those areas. We recommend that the cuts at the top of the bluff be sloped to drain away from the top of the bluff and that any disturbed areas along the bluff be hydroseeded as soon as practical. We also recommend that these cut slopes be covered with an erosion control gnat, such as jute, in conjunction with hydroseeding. TEMPORARY AND PERMANENT CUT AND FILL SLOPES Temporary cut slopes may be necessary during grading operations. As a general guide, temporary slopes of 1.5H:1 V or flatter may be used for temporary cuts in the upper sand and gravel materials and in the upper 3 to 5 feet of the glacially consolidated soils that are weathered to a loose/medium dense condition. Temporary slopes of 1 H:1 V or flatter may be cut in the unweathered dense to very dense sands and gravels or till. These guidelines assume that all surface loads are kept at a minimum distance of at least one-half the height of the cut G e o F n g i n e e r s 19 File No.8296-001-00-1140\090700 away from the top of the slope and that significant seepage is not present on the slope face. Flatter cut slopes will be necessary if seepage is encountered, or in unusually loose or soft native soils or fill. We recommend a maximum inclination of 2H:1 V for permanent cut and fill slopes. NA'here the recommended slope angles are not feasible. catchment or retaining structures are recommended. We recommend that all new cut and fill slopes, all existing cut and fill slopes that are unvegetated, and all disturbed slope areas be hydroseeded as soon as practical. We also recommend that slopes with medium dense granular soils be covered with an erosion mat, such as jute, prior to hydroseeding. The erosion mat should be relatively open weave with about I-inch openings. Fill placed on slopes that are steeper than 5H:1V must be "keyed" into the undisturbed native soils by cutting a series of horizontal benches. The benches should be 1.5 times the width of equipment used for grading and a maximum of 3 feet in height. Suitable material excavated for the bench may be placed as structural fill in the bench area. Where fill material is placed adjacent to the bluff crest, a minimum 10-foot setback from the edge of the bluff to the toe of the fill is recommended. The fill should be placed on a leveled bench or keyway that extends below the surficial loose material, into the native undisturbed soil. We recommend that the keyway be excavated a minimum of 3 feet into the undisturbed native soils near the toe of the fill slope. The key should be a minimum of 10 feet in width and extend the full length of the fill along the bluff. The setback and keyway recommendations are based on the assumption that the fill slope adjacent to the bluff is no higher than 15 feet. If higher fill slopes are planned, we should first be contacted because it may be necessary to modify these recommendations to accommodate the higher fill configurations. Because of the history of the property, it is possible that some of the soils at the current grades near the top of the bluff consist of old fill or disturbed soil material. Therefore, we recommend that a properly qualified geotechnical professional be present full-time during this grading operation to evaluate conditions and provide consultation as necessary. Compaction of fill in the keyway or anywhere else within 25 feet of the top-of-bluff must be accomplished by a means that does not reduce native soil integrity. We recommend that vibratory compaction not be used in this zone. Subsurface drainage may be required in seepage areas, if encountered. Surface drainage should be directed away from all slope faces. Some raveling may occur with time. BUILDING FOUNDATIONS The proposed residential buildings should be supported on spread footings bearing on dense native soil or on structural fill compacted to at least 95 percent of the MDD. The foundations may be designed using an allowable soil bearing pressure of 2,000 psf(pounds per square foot) for combined dead and IonD term live loads, exclusive of the weight of the footing and any overlying backfill. This value may be increased by one-third for transient G e o E n g i n e e r s 20 File No.8296-001-00-1 140\090700 loads such as those induced by seismic events or wind loadings. We recommend a minimum width of 2 feet for isolated footings and 16 inches for continuous wall footings. We estimate that settlement of footings designed and constructed as recommended will be less than I%2 inch, with differential settlement between comparably loaded footings of 1/2 inch or less. Settlement will primarily occur as loads are applied. Disturbance of the foundation subgrade during construction could result in larger settlement than predicted. PAVEMENT Pavement subgrade should be prepared in accordance with the previously described stripping and structural fill recommendations. Paved areas must be prepared to a uniform unyielding condition prior to paving as determined b,, proofrolling and/or probing. We anticipate that traffic at the development will consist of passenger cars and occasional highway-legal trucks after construction of the project is completed. During construction, numerous heavy vehicles are likely to dominate the traffic. For postconstruction conditions, we recommend that the pavement be installed relative to the City of Renton specifications, or at a minimum consist of a 3-inch thickness of Class B asphalt concrete (AC) over a minimum 6-inch thickness of compacted crushed rock base course. The crushed base should meet the requirements of Section 9-039(3) in the 1998 Washington State Department of Transportation Specifications for Road, Bridge and Municipal Construction. The Class B asphalt concrete should meet the specifications of Sections 5-04 and 9-03.8 of the same document. The crushed surfacing base course should be compacted to at least 95 percent of the MDD. For roads intended to be utilized by construction traffic, we recommend consulting with our staff to determine materials and procedural specifications. RETAINING WALLS In general, retaining walls can consist of concrete block, reinforced earth (keystone), rockeries, conventional concrete walls, or other types. Guidelines for rockeries are set forth in Figures 6 and 7. We recommend that rockeries be no more than 8 feet high under any conditions and that the maximum height be reduced to 5 feet or lower if the rockery is constructed to support a fill embankment. Recommendations for design of other types of retaining walls can be provided at your request. For planning purposes, stepped walls can be used when the steps are separated by a distance measured face-to-face equal to the height of the lower step of the wall or rockery. UNDERGROUND UTILITIES Shoring Temporary excavations will be required for the installation of utilities. Conventional excavation equipment can be used. Trenches can be excavated with near vertical sides to depths of about 4 feet maximum where the soils are dense enough to be self-supporting. If soft or loose zones of soil are encountered or if localized seepage or sloughing is encountered, it may be necessary to slope the sides of the trenches. Trenches greater than G e o E n g i n e e r s 21 File No.8296-001-00-1140\090700 4 feet deep must have their sides inclined 1 H:IV. or flatter, or the trenches must be shored. 0 We anticipate that trench boxes will be adequate to support trench sidewalls if excavations deeper than 4 feet are required. It is the excavation contractor's responsibility to see that all current OSHA/WISHA regulations are complied with. Backfill Trench backfill for the base of utility trenches and around pipes should be in general accordance with City of Renton standards. The material should be free of debris, organic matter and other deleterious materials. Trench backfill, placement, and compaction for the remainder of the trench should follow the guidelines set forth above in the Structural Fill subsection. CONSTRUCTION OBSERVATIONS We recommend that sufficient monitoring, testing and consultation be provided by our firm during construction to confirm that the conditions encountered are consistent with those indicated by the explorations and to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated. A representative from GeoEngineers should be present to observe and evaluate the following construction activities: • Stripping and grading activities. • Exposure and preparation of subgrades prior to fill placement. • Fill placement and compaction activities. • Construction of foundations for buildings and retaining walls. • Subgrade construction for roadways, curb and gutters, and sidewalks. • Underground utility installations and backfill and compaction activities. • Retaining wall installations, and backfill and compaction activities(if needed). • Checking that erosion control measures are implemented and functioning. RISK STATEMENT We have set forth a number of recommendations for the proposed development in this report. These recommendations should be incorporated in the construction documents. It is our opinion that the risk of slope instability during and after construction is low provided that the recommendations provided in this report are carried out during construction. It is also our opinion that the proposed modifications to the property will not endanger the environment, the City of Renton, neighboring people and properties, or the owner's person or property provided that our recommendations are implemented appropriately. LIMITATIONS We have prepared this report for use by Liberty Ridge L.L.C. and other members of the project team and consideration by the City of Renton. The conclusions and recommendations in this report should be applied in their entirety. The data and report may be provided to prospective G e o E n g i n e e r s 22 File No.8296-001-00-1140\090700 contractors for bidding or estimating purposes; but our report, conclusions and interpretations 0 should not be construed as a warranty of the subsurface conditions. If there are an),changes in the grades, location, configuration or type of construction planned, the conclusions and recommendations presented in this report might not be fully applicable. If such changes are made, we should be given the opportunity to review our conclusions and recommendations and to provide written modification or verification, as appropriate. When the design is finalized, we recommend that GeoEngineers be engaged to review those portions of the plans and specifications that relate to geotechnical considerations to check that our recommendations have been interpreted and implemented as intended. There are possible variations in subsurface conditions between the locations of the explorations and variations also occur over time. Some contingency for unanticipated conditions should be included in the project budget and schedule. We recommend that sufficient monitoring, testing and consultation be provided by our firm during construction to confirm that the conditions encountered are consistent with those assumed; to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated; and to evaluate whether or not earthwork and foundation installation activities comply with the contract plans and specifications. Our scope of work does not include services related to construction safety precautions and our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. Within the limitation of scope, schedule and budget, our services have been accomplished in accordance with generally accepted practices in this area at this time. No warranty or other conditions, express or implied, should be understood. � a► G e o E n .- i n e e r s 23 File No.8296-001-00-1140\090700 We appreciate the opportunity to be of continued service to you. Please call if you have questions regarding this report. Respectfully submitted. GeoEngineers, Inc. Elizab�h A. Hill, Geologist t2M �9 Gary W. Henderson,P.E. d� l�giz �� Principal NAL St' Jon W. Koloski Principal EHA:GWH:JWK:wd P:\00\fina1s\8296001 OOR.doc G e o E n g i n e e r s 24 File No.8296-0014)0-1140\090700 EAH:HLA 8296-001—00 08 14 00 _ _. ,yam •wEvMli'1AY= S 'MS` 3M � �., t 0q' to u 411 ii .`.'" ETT".`! ' ''; N AV N ro..s i1 type:{•{ t ran 8 T r 3f � z S ox�� i, N� MILLIAM r 4P 1, N o 7i "" rlfI`a s AY AV N C s y s " w E 3 7 _ M c s 5- 0 � ` a 3 9M S NOSN38 MAIN L AV p a �y " ' • ■H EE Av a C➢ c C � PELIV� Ay N � S EEOAR AV r S � !F CEDAR �AV S�� � PAR rt )444 AV n V SE _ S H y 5 GRANT AY S' ..300. ;�3 t 8 64RD AY /`��1�!`J/\l��1� N�. 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S r '� �S 6 •TAE:QM Pt N r a (D > to JS oQ191 -- ��is7 ` �' '" \c D ti i s YL sE n c/Jf I fJ�9 't�v J� S r N u ON AY SE `a TAC1 AV NE (/l 00991 -`1�1x0• Pl sE I r .,,; �, UNION -AV 7 NE 8 m ASNON 1 J$Jd ON2Cl �° X Y� ` J�1_IIM :fli I N A. htPl �y � r* F�SE 500 Q n T min c O [JerN r SE '.sl'b'D"_�r— '--- ''�'ArSC I r T •t to .Js OR 1 H- o / 2 ;n : �. I AV SE e 3• Ul o• ik�,;a U ~ �'' I ,e �' (l Ar NE) A a• /. � _:•�` \\ I 'fir �Mn'f� .rlw^� IN At 0 —Z�"" j `t nA^/� °'/ ��; ` } I /�J \ �N I --h...1-138iH 1 } A SE 138TH AV SE 4VW of Tl, \\\\ 2 1 MAX. Rockery Face Batter Rock Between 1 H:SV and 1 H:6V 0,0 00 0 . o0 \// o\o o %\/* \ \ o_ o �1 j o o 0 0 0 0 V) 0 \ �0°�°` E 10 .000 . , xE QOO�Q of o , 00 3/4 to 4—Inch Crushed Rock with Majority About 1 1/2 �, a O a t °0 $ Inch. Place and Tamp as / 0O OOO I u_ Each Level of Rock is Placed, O.o 0. .:'o C a)LO Minimum Width 18—Inch / 00 T 0. c. > \ O O 0 Cut Temporary o Ooo. • O oC. Final Ground Slope as Required o0. Surface \\ `goo o 0 p.o / 2 Q o�\boo \j\\/� 1 MAX. oWoven Geotextile 0 4" Dia PVC Drainpipe Slight Incline Toward Slope � Concrete Footing, Crushed Rock, Dense 0 Native Soil, or Structural Fill Compacted w o to at least 95% of the Maximum Dry Density o per ASTM D 1557, with Lowest Bottom of Rocks N Founded at Least 18 Inches Below Finished Grade Co Q () ROCKERY DETAIL N NO SCALE W 41%. ROCKERY DETAIL GeoEngineers FIGURE Li w ROCKERY CONSTRUCTION GUIDE 1. The individual constructing the rockery should be an experienced and skillful craftsman in rockery construction. 2. Rock must be sound unweathered ledge rock from a established source that has demonstrated that it produces suitable rock. Tne rock shall be free of fractures, clay seams and evidence of weathering. 3. The contractor should use sufficient space so that he can select among a number of rocks for each space in the rockery to be filled. Rocks which have shapes which do not match the spaces offered by the previous course of rock should be rejected. Rock must be angular, tabular, or semi—rectangular shaped; any rocks of basically rounded form shall not be used. 4. Rock sizes must be arranged with the larger boulders used in the lower courses of the rockery. Rock size categories are 'typically: Two—man — minimum 300 pounds, 13 inches least dimension. Three—man — minimum 1,000 pounds, 16 inches least dimension. Four—man — minimum 1,500 pounds, 18 least dimension. Five—man — minimum 2,200 pounds, 24 inches least dimension. 5. The first course of rocks must be placed on firm unyielding soil. There must be full contact between the rock and soil which may require shaping of the ground surface or slamming or dropping the rocks into place so that the soil foundation conforms to the rock face bearing on it. As an alternative, it is satisfactory to use lean concrete in which to seat the first course of rocks or to use 3/4—inch minus crushed rock into which the foundation rocks are seated. The bottom of the first course of rock should be a minimum of 18 inches below the lowest adjacent grade. 6. The rockery face shall slope toward the bank being protected at no steeper than 1 (horizontal) to 6 (vertical), but not flatter than 1 H to 5V. 7. The rocks should be placed so that there are no continuous joint planes in the vertical or lateral direction. Each rock must bear solidly on two or more rocks below it and so there is no sign of instability such as "rocking" or "tipping" of individual boulders. The rocks should fit so no open spaces or voids larger than 6 inches exist. Rocks should be placed so that there is some bearing between flat rock faces, rather than on points. Horizontal or nearly horizontal joints should slope downward into the material protected (away from the rockery face). 8. Spalls should be used behind the rockery rocks to block spaces and, where necessary, to wedge between rocks and to lock them together. This should also serve to prevent washing of backfill material through the rockery. 9. Backfill between the rockery and the adjacent soil face should be a minimum of 18 inches wide and 00 consist of washed and screened crushed rock ranging from 3/4—inch minimum to 4—inch maximum gradation with the majority about 1 1/2 inches. The backfill zone must be filled and thoroughly tamped as each course of rock is placed. CID 0 10. A woven geotextile should be placed between structural fill and the native soil and rockery faces. This should prevent piping of backfill and native sediment through the rockery. 11. Surface drainage above the rockery should be diverted or collected and carried in closed conduits to a point below the rockery. 0 12. A 4—inch diameter perforated drainpipe shall be installed near the base of the backfill zone. The o pipe shall consist of heavy wall solid PVC or ABS material, or rigid corrugated PE material, such as L- ADS N-12 (or equal). Flexible tubing shall not be used. The drainpipe shall slope to a collector pipe o to discharge the water. to m 13. This is intended as a guide only. The design and construction of the rockery should remain the 00 responsibility of the rockery builder. Rockeries protecting fill, with steep sloping surfaces above or below them, with multiple steps, with foundations or other loads affecting them, protecting sandy or v gravelly soils, with seepage or wet conditions, or that are more than 8 feet high all represent special situations and require consultations or advice from qualified experts. 0 Rockery construction is an art and depends largely on the skill of the builder. Although rockeries offer M some lateral restraint, it is largely indeterminate and they are not normally intended to provide co significant lateral support. Even when the foundation and retained material are satisfactory and the rockery materials and construction are satisfactory, there is some risk of movement or failure. g `� ROCKERY CONSTRUCTION GUIDE Geo Engineers E FIGURE 7 UJ s APPENDIX A G e o E n g i n e e r s File No.8296-001-00-1140\0090700 DEPTH BELOW SOIL GROUP LOG OF TEST PIT GROUND SURFACE CLASSIFICATION (FEET) SYMBOL DESCRIPTION TEST PIT 1 0.0-9.5 SP Brown fine to medium sand with a trace of silt and occasional gravel(medium dense to dense,moist to wet) Test pit completed at a depth of 9.5 feet on 09/19/94 Moderate ground water seepage observed at approximately 8.0 feet Severe caving observed Disturbed soil sample obtained at a depth of approximately 4.0 feet TEST PIT 2 0.0-6.5 SP Brown fine to medium sand with a trace of silt(medium dense to dense, moist to wet) Lenses of fine sand with silt(a 6.0 feet Test pit completed at a depth of 6.5 feet on 09/19/94 Moderate ground water seepage observed at approximately 6.0 feet Severe caving observed TEST PIT 3 0.0-7.0 SP Brown sandy fine gravel with a trace of silt(medium dense to dense,moist) i 7.0- 10.0 SP Brown fine to medium sand with a trace of silt(dense to very dense,moist) Test pit completed at a depth of 10.0 feet on 09/19/94 No ground water seepage observed Moderate to severe caving observed Disturbed soil sample obtained at a depth of approximately 2.0 feet THE DEPTHS ON THE TEST PIT LOGS,ALTHOUGH SHOWN TO 0.1 FOOT,ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. -l-SAW LOG OF TEST PIT Geo rEngineers LOG OF TEST PIT DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL DESCRIPTION i TEST PIT 4 0.0-2.0 SP Dark brown fine to coarse sand with a trace of silt and occasional gravel(medium dense,moist) 2.0-4.5 GP Dark brown sandy gravel with a trace of silt(medium dense to dense,moist) 4.5- 12.0 SP Dark brown fine to medium sand with a trace of silt(dense to very dense,wet) Test pit completed at a depth of 12.0 feet on 09/19/94 Slight ground water seepage observed at approximately 4.0 feet Severs caving observed Disturbed soil sample obtained at a depth of approximately 3.0 feet TEST PIT 5 0.0- 14.0 SP Brown fine to medium sand with a trace of silt(medium dense to very dense,moist) Test pit completed at a depth of 14.0 feet on 09/19/94 No ground water seepage observed Severe caving observed i TES)PIT 6 j 0.0- 15.5 SP Brown fine to medium sand with a trace of silt and occasional gravel(medium dense to very dense,moist to wet) Test pit completed at a depth of 15.5 feet on 09/19/94 Slight ground water seepage observed at approximately 5.5 and 11.0 feet Severe caving observed THE DEPTHS ON THE TEST PIT LOGS,ALTHOUGH SHOWN TO 0.1 FOOT,ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. LOG OF TEST PIT Geo��Engineers I i LOG OF TEST PIT DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL DESCRIPTION I TEST PIT 7 i i 0.0-3.0 SP-SM Brown gravelly fine to medium sand with silt(medium dense,moist) t 3.0-6.5 SP Brown fine to medium sand with a trace of silt(dense,moist) 6.5-8.0 SM Gray silty fine sand(dense to very dense,wet) 8.0- 18.5 SP Gray fine sand with a trace of silt(dense to very dense,wet) Test pit completed at a depth of 18.5 feet on 09/19/94 Slight ground water seepage observed at approximately 2.0 and 8.0 feet Severe caving observed t t TEST PIT 8 0.0-2.0 SP Brown fine to medium sand with gravel and a trace of silt(medium dense,moist) 2.0-7.0 SP Dark gray fine to medium sand with a dace of silt and occasional gravel(dense to very dense,moist to wet) 7.0- 11.0 SP Brown fine to medium sand with a trace of silt(very dense,moist to wet) 11.0- 13.0 SM Tan silty fine sand(very dense,moist) i 13.0- 16.0 ML Bluish gray silt with clay(hard,moist) t Test pit completed at a depth of 16.0 feet on 09/19/94 Very slight ground water seepage observed at approximately 2.0 and 11.0 feet Moderate caving observed i Disturbed soil sample obtained at a depth of approximately 8.0 feet THE DEPTHS ON THE TEST PIT LOGS,ALTHOUGH SHOWN TO 0.1 FOOT,ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. LOG OF TEST PIT G e o Engineers LOG OF TEST PIT DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL DESCRIPTION TEST PIT 9 0.0-3.0 GM Brown gravel with sand and silt(very dense,moist) 3.0- 16.0 SP Brown fine to medium sand with a trace of silt(very dense,moist) 16.0- 17.5 SM Tan silty fine sand(very dense,moist) 17.5-20.0 SM Brown silty sand with gravel(very dense,moist)(cemented) Test pit completed at a depth of 20.0 feet on 09/19/94 No ground water seepage observed Minor caving observed TEST PIT 10 0.0- 1.0 SM Gray silty sand with gravel(very dense,moist) 1.0- 19.0 SP Brown fine to medium sand with a trace of silt(very dense,moist) Test pit completed at a depth of 19.0 feet on 09/19/94 No ground water seepage observed • J Minor caving observed TEST PIT 11 t - 0.0-2.5 SP-SM Dark brown fine to coarse sand with silt and gravel(dense,moist) 2.5-6.0 SP Light brown fine to medium sand with a trace of silt(medium dense to dense,moist) 6.0-9.5 SP-SM Gray fine to medium sand with silt(medium dense,moist) 2 foot layer of hay and rotted wood 9.5- 14.0 SP Brown fine to medium sand with a trace of silt and occasional gravel (medium dense,moist) 14.0- 16.5 SP Grades to medium sand(medium dense to dense,wet) Test pit completed at a depth of 16.5 feet on 10/17/94 Ground water seepage observed at a depth of 14.0 feet Caving at and below seepage Disturbed soil sample obtained at a depth of 5.5 feet THE DEPTHS ON THE TEST PIT LOGS,ALTHOUGH SHOWN TO 0.1 FOOT,ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. gyp• LOG OF TEST PIT Geo S�Engineers LOG OF TEST PIT DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL DESCRIPTION I TEST Prr 12 I 0.0-2.7 SP Brown fine to medium sand with gravel and a trace of silt(medium dense to dense, moist) 2.7-3.5 SP Brown gravelly fate to coarse sand(dense,moist) 3.5-4.5 SP-SM Darts brown fine to medium sand with silt and gravel(dense,moist) 4.5-6.0 GP Brown sandy gravel(dense,moist) 6.0-9.0 SP Brown gravelly fine to medium sand(dense,moist) 9.0- 10.5 SP SM Gray fine to medium sand with silt partings(dense,moist) 10.5- 15.0 SP-Rd Brown fine to medium sand with gravel and silt partings(dense,moist) Test pit completed at a depth of 15.0 feet on 10/17/94 Ground water seepage observed at 14.0 feet i Caving observed at 14.0 feet Disturbed soil samples obtained at depths of 2.0.3.0 and 13.5 feet TEST PIT 13 0.0- 1.5 GP-GM Brown sandy gravel with silt(medium dense,moist) J 1.5-3.5 SP Brown medium sand with gravel and a trace of silt(dense,moist) 3.5-4.5 GP-GM Darts brown gravel with silt and sand(dense,moist) 4.5-7.0 SP-SM Light brown fine to medium sand with silt and occasional gravel(dense,moist) 1 7.0-12.5 SP Gray fine to medium sand with a trace of silt(dense,moist) 3-foot layer of organic material and tree parts I 12.5- 13.0 SM Gray fine silty sand(dense,moist) 13.0- 16.0 SP-SM Brown fine to medium sand with silt(dense,moist) Test pit completed at a depth of 16.0 feet on 10/17/94 No ground water seepage observed No caving observed Disturbed soil samples obtained at depths of 4.0,and 5.0 feet THE DEPTHS ON THE TEST PIT LOGS,ALTHOUGH SHOWN TO 0.1 FOOT,ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TESL'PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. LOG OF TEST PIT Geo 1�Engineers LOG OF TEST PIT DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL DESCRIPTION TEST PIT 14 i 0.0- 1.5 GP Brown sandy gravel with a trace of silt(medium dense,moist) 1.5-5.0 SP Brown fine to medium sand with a trace of silt and occasional gravel(dense,moist) 5.0- 15.0 SP-SM Gray fine to medium sand with silt(dense,moist) Increasing particle size and decreasing silt content with depth Grades to wet Test pit completed at a depth of 15.0 feet on 10/17/94 Ground water seepage observed at 14.0 feet Caving observed at 14.0 feet Disturbed soil sample obtained at a depth of 3.5 feet TEST PTr 15 0.0-2.0 SP Light brown fine to medium sand with a trace of silt and occasional gravel(medium dense,moist) 2.0-8.0 GP Brown sandy gravel(medium dense to dense,moist) Grades to gravel with a trace of sand(medium dense to dense,wet) Test pa completed at a depth of 8.0 feet on 10/17/94 Ground water seepage observed at 4.5 feet,with a significant flow at 6.0 feet Severe caving observed Disturbed soil sample obtained at a depth of 5.0 feet TEST PIT 16 0.0-2.0 SP-SM Brown gravelly fine to medium sand with silt(medium dense,moist) 2.0-9.5 GP Gray sandy gravel(medium dense to dense,moist) Grades to wet Test pit completed at a depth of 9.5 feet on 10/17/94 Ground water seepage observed at 8.0 feet Severe caving observed THE DEPTHS ON THE TEST PIT LOGS,ALTHOUGH SHOWN TO 0.1 FOOT,ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. �i LOG OF TEST PIT Geo�vp Engineers LOG OF TEST PIT DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL DESCRIPTION i TEST PIT 17 0.0-2.5 GP Brown sandy gravel with a trace of silt(medium dense,moist) 2.5-5.5 GP Gray sandy gravel(medium dense to densc,moist) 5.5 -8.5 GP Brown gravel with sand and a trace of silt(medium dense to dense,wet) Test pit completed at a depth of 8.5 feet on 10/17/94 Ground water seepage observed at 8.0 feet Caving observed at 3.0 feet TEST PIT 18 0.0-6.0 SP Light brown fine to medium sand with occasional gravel and a trace of silt(medium dense,moist) i Grades to medium dense to dense,wet) Grades to wet Test pit completed at a depth of 12.0 feet on 10/17/94 Ground water seepage observed at 6.0 feet Caving observed at 5.0 feet 3 TEST PIT 19 0.0-3.0 GP Brown gravel with sand and a trace of silt(medium dense,moist) 3.0-8.0 SP Brown fine to medium sand with a trace of silt and occasional gravel (medium dense,moist to wet) Test pit completed at a depth of 8.0 feet on 10/17/94 Ground water seepage observed at 6.0 feet Severe caving observed THE DEPTHS ON THE TEST PIT LOGS,ALTHOUGH SHOWN TO 0.1 FOOT,ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PTT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. LOG OF TEST PIT G e o 1r Engineers LOG OF TEST PIT DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL DESCRIPTION TFS F PIT 20 0.0- 1.0 GP Dark brown sandy gravel with a trace of silt(medium dense,moist) 1.0-7.0 SP Brown fore to medium sand with occasional gravel and a trace of silt (medium dense,moist to wet) Test pit completed at a depth of 7.0 feet on 10/17/94 Ground water seepage observed at 6.0 feet Severe caving observed TEST PIT 21 0.0-3.0 SP Brown fine to medium sand with occasional gravel and cobbles and a trace of silt (dense to medium dense,moist) 3.0-7.0 ML Gray silt with clay and a trace of sand(very stiff,moist) 7.0- 10.0 ML Gray sandy silt(very stiff, moist) Test pit completed at a depth of 10.0 feet on 10/17/94 No ground water seepage observed No caving observed THE DEPTHS ON THE TEST PIT LOGS,ALTHOUGH SHOWN TO 0.1 FOOT,ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. its LOG OF TEST PIT Geo Apo Engineers Figure RECORD OF BOREHOLE 1 { _ Page 1 of 3 �• LOCATION: See Figure DATUM: MSL; DATE:1113187 - 11/5/87 AMPLER HAMMER WEIGHT: 140 L8..DROP 30 IN. r, BORING METHOD: HOLLOW STEM AUGER SOIL PROFILE SAMPLES Standard Penetration Test F 'N' Blows per toot co < ¢ CIDu' 10 20 30 40 J 111 M PIE70t1ETcR LEVN DESCRIPTION o } a Water Content, percent INSTALLATION DEPTH In Z F O us i m m o Steel Monument Wp Wn WL Casing 273 01 1 0 Compact, brown, gravelly, fine SP to medium SAND, trace silt Cement 270.5 _ \ 2.5 Very dense. brown, fine SAND SP little to some silt, trace SM 8 gravel 1 18 268.0 38 5.0 Dense, brown, fine to medium SP 2 1 � SAND, trace silt with occasion- SM 10 al iron staining and thin 33 layers (1/4-1/8") of very 18 dense, brown, silty, fine SAND, 3 35 trace to little clay (SM) 41 becoming very dense at 7.0 ft. 14 10 4 24 34 34 . 5 50 5" � 21 15 a 6 50 AL 5" L V 7 28 50 5" j 2 0 Bentonite Slurry 23 8 50 5" 25 little to some gravel coarser SAND 50 g 4" AL I30 I 10 6" JL REMARKS: Groundwater encountered at a depth of 48.5 feet,' Standard Penetration Test Water level in piezometer at a depth of 52.4 feet on 11-11-87. VERTICAL SCALE CENTRON 1 1 N. TO 5 FT. �� CiO�Qf JOB*873-1161 Figure RECORD OF BOREHOLE 1 Page 2 of 3 LOCATION: See Figure DATUM:MSL DATE: 1113/87-Il/5/87 PLER HAMMER WEIGHT: 140 LB..DROP 30 IN. BORING METH00: HnLLOW STEM AUGER SOIL PROFILE SAMPLES Standard Penetration TesI -N" Blows per toot m ►- < ! Cr o U_ 70 20 30 40 w w — PIE2DMETER �LEVN L m a 3 INSTALLATION 00 DESCAI PTIOfr y d Water Content, percent 3EPTH m ti- O w j Wp Wn WL -37.5 3 �J I __3.5 Very dense, brown, fine to SP medium SAND, trace silt, trace Bentonitc Slurry gravel 29 11 50 6' '32.5 40 0-5 Very dense, brown-grey, fine to SP medium to coarse SAND, trace silt, little to some gravel 50 12 6 227.5 45 5.5 Very dense. brown-grey, fine to SP medium SAND, trace silt 30 13 50 5' 50 50.3 Very dense, grey-brown, gravelly, SP fine to medium to coarse SAND, 11-11-87 trace silt 14 5 4' A,52.k 55 29 15 50 4' - 12.5 60 D.5 Very dense, grey-brown, medium SP Silica Sand to coarse SAND and fine gravel, _ trace silt 11 16 50 6' 65 q Slotted Zone " 17 50 A L ' — 3' - — - REMARKS: m Standard Penetration Test VERTICAL SCAL E: C {� CENTRON 1 IN. TO 5 FT. �� JOB* 873-1161 Figure RECORD OF BOREHOLE 7 page 3 of 3 DATUM: MSL OAT E:11/3/87-11/5187 LOCATION: See Figure BORING METH00= HOLLOW PLER HAMMER WEIGHT: 1-40 LB-.DROP 30 IN. STEM AUGER SOIL PROFILE SA LES Standard Penetration Test -N' Slows per toot a) Cn w ro 10 20 30 40 PIEZOMETER :LEVN V LU INSTALLATION DESCRI PTION y 3 a water Content, percent 7EPTH ►- O ui U z m 0 WL (n wp Wn c02.( ___ _ __ — Slotted Zone 71.0 Very dense, grey-brown, fine GP GRAVEL, little to some coarse to 17 medium sand, trace silt 18 50 - 5" Silica Sand 75 12 Cuttings 19 17 94.0 50 ,79.0 Bottom of hole at 79.0' 6- 80 I 85 I so i 95 100 RE►AARKS_ M Standard Penetration Test CENTRON VERTICAL SCALE: 1 1N. TO S FT_ CsOf JOB* 873-1161 Figure RECORD OF BOREHOLE 2 Page t of 1 LOCATION: See Figure DATUM:USL DATE: 10/29/87 PLEA HA1.t1+1ER wE1GHT_ 140 L8..DA0P 30 IN. BORING 1.tETHOO: HOLLOW STEM AUGER SOIL PROFILE SAMPLES Standard Penetration Teat A, 'N" Blows per loot m ►- m m m U- 10 20 30 40 J w LU m = PtEZO►aETER LEVN DESCRIPTION U } a~ Water Content, percent INSTALLATION EPTH m 0 ul Z m Steel Monument WP Wn wt Casing ?9.5 0 �� Compact, brown, medium to coarse Sp I Cement SAND and gravel, trace sill Bentonite Slurr - - - 35 dense 1 23 18 11-11-$7 --.4 - - --- 14 5 compact 2 12 12 n. 24 3 15 A L[0.0 13 i,5 Dense,Grown,,Tine—to medium Sp 13 10 3�4 S9If Q�tLd sit�———— .5- Dense, brown, gravelly, coar'le Sp 4 15 N SAND with interlayers of dense, IGP 132 brown, fine to medium SAND, Il - trace silt and dense, brown, 10 sandy GRAVEL 5 13 .�:� Silica Sand `. 21 12 15 - 6 16 _ 39 17 _ 7 13 _ 18 20— Slotted Zone 18 06.0 ---_ — 8 20 3.5 Very dense, brown, fine to SP 50 medium SAND, trace silt 3- - 25 12 Cavings 9 d0 00.5 50 9.0 Bottom of hole at 29.0 5' 30 1 R EM A R K S- Groundwater encountered at a depth of 4.5 feet. � Standard Penetration Test Hater level in piezonteter at a depth oflri.4 feeton 11-11-87. VERTICAL SCALE Go4df CENTRON 1 IN. TO 5 FT. � J08I873-1181 Figure RECORD OF BOREHOLE 3 Page 1 of 3 LOCATION- So* Figure DAT UM. MSL DATE: 10/29/87-1113/87 PLEA HAh1MER WEIGHT: 140 LB..DROP 30 IN_ BORING METHOD-. HOLLOW STEM AUGER SOIL PROFILE SAMPLES Standard Penetration Teat A� 'N- Blows per toot m �- a) Q m U- 10 20 30 40 w w T PIEZOMETER 'LEVN DESCRIPTION U mT ►- INSTALLATION Lz-:— Q a EPTH U � Water Content, percent m � ~ w Steel Monument © p m Wp Wn WL Casing 00.0 0 \`�l Dense, brown, gravelly, fine to SP Cement I ' medium SAND, trace silt to a dense brown, medium to coarse SAND, race gravel 45 I 32 19 10 $ 2 17 A 21 10 j. 3 17 21 14 10 Ilk 4 16 17 1 1 5 17 21 a. 12 1-5 — - 6 18 A 15 10 � _ 7 16 '�' N 18 20 15 8 22 28 --- -- 25 very dense Benetonite Slurry 18 9 32 40 69.5 F30 30.5 Dense, brown, fine to medium SP SAND, trace silt 15 10 16 19 REMARKS: Goundxater encountered at depths of 51, 56. and 16 feet_ m Standard Penetration Test Water level in piezometer at a depth of 73-3 feet on 11-11-87. VERTICAL SCALE GoWe;Aimo CENTRON 1 IN. TO 5 FT. �0 J080873-1181 Figure RECORD OF BOREHOLE 3 Page 2 of 3 ATION: See Figure DATUM:MSL DATE.-10129/87-1113187 PLER HAMMER WEIGHT: 140 LB..DflOP 30 IN. BORING METHOD: HOLLOW STEM AUGER SOIL PROFILE SAMPLES Standard Penetration Test JL "N- Blows per foot m LL 10 20 30 40 J U U m �_ PIEZOMETER LEVN DESCRIPTION V m a ►- INSTALLATION DEPTH r O a Water Content, percent U U Z m O U) Wp Wn WL 3 very dense 22 11 24 '1;0 5 32 '-5 Alternating layers of compact, ML 40 brown, silty, clayey, fine SAND SH and compact, blue-grey, clayey SILT 4 12 S Bentonite Slurry ( 1 5 4.5 45 .5 Alternating layers of very dense SP brown, silty fine SAND, trace SM clay and very dense, brown, fine 0 to medium SAND, trace silt 22 13 50 6" _ 50 24 14 50 6' 55 50 15 5. 60 7.5 ,_.5 Very dense, grey, silty fine SH 50 AL SAND,trace to little clay with 16I _ 4' occasional gravel (Till) 65 17 50 0 3' Silica Sand REMARKS: 0] Standard Penetration Test. VERTICAL SCALE: ,u— _ CENTRON 7 1N. TO 5 FT. �� CsOef JOB# 873-1161 Figure -RECORD OF BOREHOLE 3 Page 3 of 3 DATUM: MSL DATE: 10/29/87-1113187 LOCATION: See Figure MPLER HAMMER WEIGHT: 1l0 LB..DAOP 30 IN. BORING METHOD: HOLLOW STEM AUGER SOIL PROFILE SAMPLES Standard Penetration Test L -N- Blows per toot ,o `l 10 20 30 40 J w w _ PIEZO►AETER ELEVN DESCRIPTION U ® F INSTALLAT!ON DEPTH r O r_ Water Content. percent m �- w i � Z m n U) Wp Wn WL D v is 40 73.3 75 '24.0 __ _________ EEEFEr �76.0 Yery dense, brown, silty, fine to medium SAND (SP) and very dense, brown-grey sandy SILT, 50 trace clay (ML) 19 6' 220=0 -------- --- — 80 - 80.0 Very dense, grey, fine to medium SAND (SP) Silica Sand — — ——— —— —— 32 = Very dense, brown, silty, fine 20 50 SAND, trace clay (SM) 5" 30 Z. 21 40 41 90 209.0 ______71 __— Slotted Zone- 9-1 _ - .0 Very dense, grey, silty fine SAND (SM) 30 22 42 - 50 5. 95 204.5 �95.5 Very dense, grey, clayey SILT, '- trace fine sand (ML) with occasional laminae of grey fine 30 SAND (SP) 23 23 - 201.0 47 99.0 Bottom of hole at 99.0' i00 REMARKS: m Standard Penetration Test VERTICAL SCALE Gok3w CENTRON 1 1N. TO 5 FT. �D JOB/ 873-1161 RECORD OF BOREHOLE 4 Figure Pape 1 of 1 LOCATION: See Figure DATUM: MSL DATE 10/28/87 OAAMPLER HAMMER WEIGHT: 140 LB-,DROP 30 IN. BORING METHOD: HOLLOW STEM AUGER SOIL PROFILE SAMPLES Standard Penetration Teat -N- Blows per foot m +- � Q m LL 10 20 30 40 w — - PIEZOME T ER ELEVN cn OESCRI PTION U m (L INSTALLATION DEPTH r O a Water Content. percent m F . � w c� Z co Steel Monument D Wp Wn WL Casing 231.0 0 �� Loose, brown, fine to medium SAN SP 31.0 trace silt and trace gravel Cement Compact, brown, fine SAND. SP 4 trace silt 10 Bentonite S]urr I 3 5 2 3 5.0 7 Ten—se 9 L 3 13 17 9 10 u 4 15 _ 19 N very dense 15 5 20 32 dense 5 15 - 6 21 11 Very dense, tan, clayey SILT ML 13 212.5 7 15 - 118.5 Dense, brown, fine to medium SP 50 SAND, trace silt 5° 2 0 Slotted Zone 15 = 25 8 50 5" 205.5 ____ 2 5 Silica Sand .' ' 25.5 Blue-grey, silty-CLAY, little CH fine sand -'_ �203.5 27.5 Bottom of hole at 27.5' 30 I REMARKS: Groundwater encountered at a depth of b. ,feet,_. Standard Penetration lest Water level in piezometer at a depth of"`5.0 `eet on 11-11-87. VERTICAL SCALE: CENTRON 1 IN. TO 5 FT. �� Goidef Associates JOB 18 7 3-116 1 Figure RECORD OF BOREHOLE 5 Page 1 Of 3 LOCATION: Sae Figure DATUM: MSL DATE-11/5187-1116/87 AMPLER HAMMER WEIGHT_ 140 LB-.DROP 30 IN_ BORING METHOD: HOLLOW STEM AUGER SOIL PROFILE SAMPLES Standard Penetration Test 00 � t 'N' BIOw3 per foot m 'L 10 20 30 40 J w w m _ PIEZOMETER ELEVN DESCRIPTION v M r INSTALLATION DEPTH D >- O Water Content, percent U Z m Wp Wn WL 231.0 0 0 Compact, brown, fine SAND, SP trace silt dense 10 very dense 15 - 20 20 1 25 36 205.5 25 25.5 Alternating layers of very dense SP grey, silty fine SAND, trace SM clay, trace gravel, very dense, 21 blue-grey, silty fine SAND, 2 34 little clay and very dense, 46 brown, fine SAND, trace silt 30 32 3 50 6" EMARKS' Standara Penetration Test VERTICAL SCALE: GoidCENTRON 1 1N. TO 5 FT_ �� f � JOBE873-1161 Figure t RECORD OF BOREHOLE 5 p Page 2 0( 3 LOCATION: See Figure DATUM:MSL DATE:11/5/87-11/6/87 0MPLER HAMMER WEIGHT: 140 L8.,DROP 30 IN_ BORING METHOD: HOLLOW - STEM AUGER SOIL PROFILE SAMPLES Standard Penetration Teat 'N' Blows per foot m co Q m LL 10 20 30 40 < w PIEZOMETER m ELEV N DESCRIPTION U } 3 INSTALLATION a Water Content, percent DEPTH w O w rn U Z Wp Wn WL 195.5 3 �35.5 Very dense, dark grey-brown SP fine to medium SAND, trace silt with occasional laminae of iron stained fine SAND 4 50 I 3' 40 I 5 50 6' 45 30 6 50 4' 50 178.5 _____ _ __ �52.5 ternating layers of very dense SP 50 Al 7 grey, silty,fine SAND, trace to SM 2' little clay, very dense, brown, silty, fine SAND, and very 5 5 dense, brown, fine SAND, trace silt 20 8 25 40 60 21 9 31 I 41 65 10 10 25 45 REMARKS: m Standard Penetration Test VERTICAL SCALE: o CENTRON GO�Cief AS80Ci8teS 1 IN. TO 5 FT. JOB# 373-1161 Figure RECORD OF BOREHOLE 5 Pape 3 of 3 LOCATION: See Figure DATUTA: MSL DATE.11/5/8T-11/6/87 MPLER HAMMER WEIGHT. 140 LB..DflOP 30 IN. BORING METHOD: HOLLOW STEM AUGER SOIL PROFILE SAMPLES Standard Penetration Teat `, 'N' BI ow3 per toot a r» m w 10 20 30 40 J uw w _ PIEZOMETER ELEV N DESCRI PTION U Cm IL INSTALLATION DEPTH m 1 } O a W ater Content, percent � � w U Z m O an W p Wn W L 25 11 50 4" 155.5 75 75.5 Very dense, grey, fine SAND SM and SILT, trace clay 17 12 50 6" 80 20 13 50 5" 85 30 14 50 jL 5" 140.5 90 90.5 Yery dense, grey SILT, little SM sand, little clay (ML) 30 137.5 15 50 93.5 Bottom of hole at 93.5' 6' 95 100 REMARKS: Standard Penetration Test VERTICAL SCALE GoWer aaEOC CENTRON 1 1N. TO 5 FT. �Q @3 JO8# 873-1161 RECORD OF BOREHOLE 6 Figure Page 1 of t LOCATION: Sae Figure DATUM: MSL DATE: 11/6/67 AMPLER HAMMER WEIGHT: 140 LB-DROP 30 IN. BORING METHOD: H)LL')W STEM AUGER SOIL PROFILE SAMPLES Standard Penetration Test a) -N- Blows per toot Cr m LL 10 20 30 40 ELEVN -+ m a in i PIEZOMETER DESCRI PTION v INSTALLATION DEPTH m C a Water Content, percent v Z m S*eel Monument D Wp Wn WL 231.0 rasing 0 Compact, brown, fine SAND, SP 0 �;, ement trace silt , a , Bentcnite Slurry a Silica Sand G:.. 5 11-11-87 -2 5.0 dense 10 Slotted Zone very dense 20 - 206.0 25 25.0 Bottom of hole at 25.0' 30 REMARKS: Water level in piezometer at a depth of 5.0 feet on 11-11-87. Standard Penetration Test VERTICAL SCALE CENTRON 1 l N. TO S FT. � ��Associates JOBi873-1161 -- - ��. . __•c:,.tv AOkiy< NJiiLk: E-: SHOE - -- --�- ---- - -------------- 1 0;: . CH2M HILL ' ----- --- SOIL BORING LOG : PROJECT: CEITRCN R04D 9LIGH1'•zN; LOCATION. SESALE PIT 1 EL_V'AT:0N: Est. —?44 DRILLW CCN'RRCTOF: DC;1 KEN,IER DRILiI1"u ' R:LLIVG METHOD � EOUIPMENT: Cf:E 75 - MUD RC A--FY TER LEVEL W DATE: NOT REC RDED START:V--------------- FINISH: 2-23-68 LOGGER: E.M.BITEt -------------------------------------------------------------------------- ' STD. SOIL DESCRIPTION 'S COMMENTS 1 ------------------: PEN. :---- ' , : DEPTH � � TYPE ; ^n TEST � �Y �-----------------------------' PE 1 SOIL NAX COLOR MOISTURE :M L: DEPTH OF CASING, BELOW :INTERVAL, AN 1 E ,---------; CONTENT AELATR DENSITY OR :B 01 DRILLING RATE, DRILLING :SURFACE :NUMBER : C : 6'-6'-6-: CONSISTiNCY SOIL STRUCTURE :0 6: FLUID LOSS TEST AND ;(FT) (FT) :(FT).' (N) MINERALOGY,�USCS GROUP SYMEAL :L INSTRUMENTATION ' 1 1 1 ' rown, : es no le oca a an t e slii htly moist, fine to medium grained :surface of a sand flow. - -� , 1 . , 5.0 ; ; 'Gravel at 4 feet. —� 1 1 ( S1 : .8 : B-11-13 : POORLY GRADED SAND brown moist to Met, (24) % medium to fine grained, wish occasional6.5 : ; — 1' to 1-1I2' sinus gravel (SP). ' 1 , 1 :Gravel at 8 feet. ' 10 10.0 1 1 1 , ' t 1 ' t : S2 % .B : 19-18-18. Saee as — ' above, except very fine grained 1 (-6) : with trace of fines in tip of spoon (SP), ' 11.5 15 , S3 :1.2 16-15-12: SILTY SAND, brown, moist to Met, hard : :Lakebed deposit with ' (27) : with approxiaately 151 fines and ' 1 � 1 loccasional dropstores. —; ' occasional gravel (SM) with thin16.5 ; 1 interlayyers of elastic SILT, brown, moist (I:N to ML), 1 I 1 1 ( 1 20.0 20 ' S4 :1.3 : 20-35-441 --' 1 1 (79) : SILT, with aperoximately 10% very fine ; ' sand, gray-brewr. with mottling, moist to --� Ci.S : : : : Met, hard (ML). 1 1 O 1 25 , :Pitcher Saepler at 25 Sake as above (ML'. ' ' 1 1 !feet. • 1 1 1 1 --, 21.5Qo 1 , i ' 1 - -------------------------------------------------------------- ---- ;PRO„ECT NU„BER: S2 - -------J-----_-- ' .�46.4.AG BORING NUMBER: B-1 SHEET: 2 OF: ----- CH2M Hlll ; _—__ SOIL BORING LOG ---------------------- -----____--------'--'------------------- PROJECT: CENTROM ROAD ALIGNMENT LOCATION: SESALE PIT ---- —--------------- -----------; ELEVATION: Est. `244 DRILLING CONTRACTOR: DON KENIIER DRILLING DRILLING METHOD AND EQUIPMENT: CME 75 - MUD ROTARY HATER LEVEL AND DATE: NOT REAhDED START: 2-22-88 FINISH: 2-23-BB LOGGER: 9.y.NITE------------------------ ----------------------------- -- --- -------------- ------------------------------------; ' SACPLE STD. ; SOIL DESCRIPTION 'S COMMEN TS -------_------------------------'Y '----------------------------' DEPTH ; TYPE ; R ; TEST ; SOIL NAME COLOR, MOISTURE ;M L: DEPTH OF CASING, 1 BELOW ;INTERVAL; AND E ;—=------; v�_ �- � CONTENT, �ELATIVE DENSITY OR ,B 0, DRILLING RATE DRILLG ;,SURFACE , ,NUMBER , C b b b , CONSISTENCY SOIL STRUCTURE '0 6; FLUID LOSS, HST AND*' ; (FT) (FT) (FT).' (N) MINERALOGY,�L(SCS GROUP SYKB6L ;L ; INSTRUMENTATION 1 U ' -30.0 Sb (4bly ' SILT, gray, Met, hard ). 31.5 1 1 35.0 — 1 S7 :1.0 1 13-31-32: Sate as above (ML). --1 3b.5 ; 1 40.0 40 —� , —, 1 58 10.9 ; 12-22-26; Same-as above Mith thin (One sand grain (49) 1 thick) fine sand partings (ML). ' 45.0 1 45 - 1 PT9 'I.S 48.0 — ; S1G ;1.3 1 18-28-43: Same as above, except tip has coarse ; ISaapler Met. ; (71) silty non-plastic silt or very fine silty ' SG - 49.5 ; sand (ML) or (81S). ; , , 55.0 ; -- 1 55 --s - 1 S11 �1.5 25-40-48� SILTY SAND/SANDY SILT, gran, wet, hard tc ; ;Occasianal discic:G it , ' (88) , very dense, very fine poorly graded sand ; ;saaple 511. - --; P.( or SM - 56.5 bG , CH211 HILL ; SOIL BORING LOG ' ------------------------------------------- PROJECT: CENTRCA' ROAD ALIGNMENT LOCATION: SEGALE PIT - -; ELEVATION: Est. `244 DRILLING CONTRACTOR: DON KENNER DRILLING DRILLING METHOD AND EGU1PvENT: CIE K - nUD ROTARY WATER LEVEL AID DA'E: KOT RECORD;" START: 2-22-89 - FINISH: 2-23-89 L56GER: b.M.NITEK ------------ ----------—------------------------------------ -------------------------' ------------------------ SAMFLE ; STD. SOIL DESCRIPTION ;S CO;+METS 1--------------------- FE1:. :-------------------------------------------;Y ;----- ----------------' DEPTH TYPE R TEST SOIL NAME, COLOR;, MOISTURE :M L; DEPTH OF CASING, EELOIi I19TER'VAL: At:D : E '---------; CONTENT RELATIVE DENSITY OR ;9 0; DRILLING RATE, DRILLIHc SURFACE I 'NUMBER ; r ;_6'-b'-b'; CONSISTLNCY, SCIL STRUCTURE IO 6; FLUID LOSS TEST Atli, ;(FT) (FT) �(FT)1 (N) MINERALOGY, USCS GROUP SYMB6L :L INSTRUMENNTION!60 ; I , 1 6U.0 I2 6- 5ILTY SAND to SANDY SILT, ggray, wet, (52) very dense to hard (SM to ML). '1 1 - b1.5 ; I 65.0 65 i , S13 :0.8 ; 7-9-15 Same as above (SM to ML) with occasional ; ;Switching over to Dates t 1 (24) subrounded gravel and layers up to :Moore sampler at 65 feet. approximately 2' thick of POORLY GRADED 6b.5 ; SAND, gray, wet, dense, medium grained , - 1 ; (SP). 1 ' 70.0 1 - 1 70 --1 ' S14 '1.0 Sane as above (SM to ML) with poorily ' (32, uraded sand and one 1/4' thick lens of _ ELASTIC SILT or LEAN CLAY, gray, moist, ; 71.5 hard (MH to CL). ; ' ' 1 1 75.0 75 I � 1 t t , S15 -'1.0 ; 9-27-Y Same as above (SI'! to ML). (62) - . --/ 7L.5 1• i 1 t ' 1 7 PT:b :1.5 1 ; Same as above (SM to ML) - May have acre ' 1 � 1 sandy gores which washed cut of pitcher ;Upoer .5' aaeaars to 52 -- tUbE or lower£,'', re=overt'. ; :slough. -- 85 ' 1 I T 1 1 t 1 1 1 1 1 1 t 1 t 1 1 -- i ------------------------------------------ --- ---- ' SOIL BORING LOG EC i: �£l;Tfi01�^OA_ --------`rr�T_:::: S G��t F---------------- PRO_- 1 :IA-F ' OIr _uvi' '• : `4_ 7t _ L, ' � T,��: ,li'. Jf;:t_�•�IJ AND W- 4-. __ rta �tC.- C: a1. ---------- �i lL_C�Gic J a5'_ ----- ----- -- _- - .w TYPE -ES, B£LC� I---ERVAL' , 1 ..Ic C'JLC 1�' i S i URE ------------------------ ��c ;•'" E .---------: COtiTEt;T RE_ATit'E DEIiSIlY Ot; -�y ' DEnlri_O: CnS:Nc. 1 'SURD^�_ + :NU`FER ; r S"-b'-�"; CONSiSTt'1lCY SOIL STRUCTURE, 0' DRILL:NG RATE, t;Fi:;_: i (F+) Mi.$RALGuY,,USC£ GROUP SYflE01 70 S� FLUID ;W AN: I IN TRUMEX T121*1 51� =•v s/'�f-J.ii Gilh� 'N ,ln ayEfS a S-00 or change .e lel__r.light bromalgray ac;st ;brcKn. _ i1.5 :e'y der-se (SF}(t,ay have enoug� silt to - -lassify as (SM-Sp , 95.0 1 --, 516 ;1.5 ' 3;-:4-22! SILTY SAND with layers of SILT, gray, , ret, very dense fine to sediva grainEc� ib.5 sand, orangE to�tling in sRall area o, - 1 ; :ON.2r part of sarpler (SM to K!. ; 1 , It, E edded FC•Cfi:7 SF,rQEf SAND, ara t ?F, dense, eed:uQ y^rainal sand ('F;Y;,i`_h ;ray, NE h'-rj, no aot t 1 qt -- - I 1 i ;harder dr_1iin� at t ; IfeeL. I � 1 S nr. POOfi_'Y GF.4DEG SAND, gray, eo:s} ver• �, . J"S?, fine to aediva grained ia.-, (SPj, r ;Dra•�-lny �Ud in id7�IE - ' t , ba' S[+). 1 1 1 I + 1 ' I , 1 1 , 1 ` t 5.0 --' :� , {iE_, c fir J. ., -_ 6 1 :"a contain sv5= -vErl' iliE io ----_--___ �FROJECI NI;!;BER: S — ' ___--__—_-_ -------------------------------- _ BORING NUMBER: A-1 SHEET: 5 OF: CH2.�! EILL SOIL BORING L06 ----------------------------- ' FRG;IECT: CENTRON nOAD ALIGNMENT C ""---`-'--"-"'------ LO..ATICN: SE6AiE FiT ---"'" ELEVATiO:: Est. `244 DRTLLING CONTRACTOR: DON KENNER DRILLING 'DRILLING METHOD AND EQU'FMENT: CME ]5 - MUD ROTARY WATER LEVEL AND DATE: NOT RECORDED START: 2-,-63 FINISH: 2-23-58 LOGGER: B-M-WITEY ----------------------—------------ ^- ---------------------------- ------------------------------------- STD. SOIL DESCRIFTIGN ----"""� ' S�IIPLE ; , ------ =-------- FEN. ;------------------------------ ,S , COMMENTS DEPTH ; TYPE ; R. ; --;Y ;-------------------------- BELOWTESTMOISTURE,INTERVAL, 6hC E ,-------, , CONTENT 4ELATIVi DENSITY OR B 0, DRILLING RATE, DRILLING ;SURFACE ; ;NUMBER ; C ; b'-6'-b'; CONSISTiXCY SOIL STRUCTURE (FT) (FT) ' +0 6, FLUID LOSS TEST AND ; '(FT),' (N) MINERALOGY, USCS GROUP SYMB6L :L ; INSTRUMENTATION + . 125.0 1 , 125 -1 i ; I ; S22 ;0.6 ; 34-60/6'; SILTY SAND to SILT ra wet dense t —' hard, very fine grained sand (�M to ML). 130 135.0 I'd'5 , PT23; '1.0 ; ; SILT, gray, vet, hard (ML) 141 ' 45 ;Installed obEervatior - ;well, flushed haIE wit•": ;clean MatEr. ; ' ;-2 foot screen fro; _Fr --; S24 ;0.4 ; 50!5" c'C++OF:L'.' BRADLD S4'T+, gray, wet; dense; 'toraveifep'. a }_ 14E.: g Aacze. z E(.1 aEdiU2 grained fS:1, ; ;feet. ' EN SGIL QGFik: �' 14�. 'feeraanite sea: t: ?J.` --. FEE' ,feet, + - ; :Cutting: to ground - •surfsce. _ BORING NUMBER: P-2 ---------------------------------- CrA HILL j SHEET: 1 Of: 1 -----___ ' SOIL BORING LOG PROJECT: CENTRON ROAD? ALIGNI;ENT — -'- ____________ --��------------ ' LOCATION: SEGALE PIT --------- i ; DRILLIi�N: Est. `2g0 DRILLING CONTRACTOR: DON KENI:ER DRILLING I DRILLIN_ .'IETyOQ A0 EOJIPMENT: CME 7: - MUD ROTARY ATER LFVFL Al;) DATE: NOT RECORDED START: 2-24-66 c ------- ----_-----_------ FINISH: ----- LOGGER: F.M.-- ' -NOT RECORDED ---- SAMPLE ; STD. ------ -- '- -------------------------' �______— _—____�� SOIL DESCRIPTION COMMENTS DEPTH PEN. ;----- --------------------- .S . ' ; TYPE ; R ; � - ---------------:Y ;--- 'TES, SOIL NA;;E, COLOR MOISTURE ----- BELON ;INTERVAL: AND E ;---___-__' :M L; DEPTH OF CASING_--__-_- ;SURFACE ; 'NUMBER ; C b■_6•_E.� CONTENT RELATIV� DENSITY OR ;B D; ' CONSISTENCY SOIL STRUCTURE DRILLING RATE, DRILLING i (FT) ; (FT) I '(FT),' (N) 1 MINERALOGY,,USCS GROUP SYMBbL ;0 G; FLUID LOSS TEST AND :L INSTRUMENTATION ' and 1 grave y using ; .circulation - thickened :cqd, still losing t • — .circulation. 5.0 ; 5 —; S1 1 .2 45-48-32; POORLY GRADED GRAVEL Gray to brown/gray ; (80) met, very dense, 1/2''to 3/4 angular rocl —: 6,5 ; (likely broken by drilling) IGp). S2 .4 ' 17-34 ; Same as above, except gravel up to :S2 stopped b short. 11.0 : 1-1/1 . Sample contains some bentonite -' ' mud (GP). Spoon going down at b ' angle etween rocks. ; • .would bend if continued. Had to abandon hole, too ; crooked, will try at new --; ' .location. Drill rod bent. ' 15 20 �. 25 , ; --------- --------------------- _ __ ;FRCJE;T NUGPEs': S'4615.8G i """"--- ---------- BORIt16 NUMBER: 6-2E SHEET: 1 CF: 7 ; CH2r.HILL l --` SOIL BORING LOG ~----------------------------------- --- J PROJECT: CEKTRON ROAD ALIGNMENT LOCATION: SEGALE PIT ------------- J ELEVATIO`1: Est. `2;2 DRILLING CONTRACTOR; DON KENNER DRILLING DFILLINE METHOD ANC EOUIPMEA'T: CME 7- - CUD ROTARY : WATER LEVEL AND DATE: NOT RECORDE1 START: 2-24-88 FINISH: 2-24-88 LOGGER: B.:",.11ITEK ' ,---------------------SAMPLE ------' ---------—--------— ' STD. ; - SOIL DESCRIPTION ' COMMENTS ; DEPTH ; ; TYPE ; R ; TEST SOIL NAME COLOR, MOISTURE :M'L: DEPTH OF CASING 'BELOW ;INTERVAL; AND ; E ' ;---------; CONTENT AELATIVE DENSITY OR :8 0; DRILLING RATE I)RILLIfi: ' ;SURFACE ; 1N011ER ; C : 61-6"-6": CONSISTENCY, SOIL STRUCTURE, :0 0: FLUIQ LOSS HST AND (�) (FT) :(FT),' (N) MINERALOGY, USCS GROUP SYMBOL 1L : INSTRUMENTATION ' :Fee of —or—in g og or , ' :B-2 for descriptions of — __; ; Isaagles above 15 feet. ; 1-4tlocation for test --; : :boring B-2. ' I -Drove casino to 10 --' ` ;feet. Hit cliy at ' I la proximately 9 feet. 5 ~; ; ill try Dames 1 Moore ; ,sampler to see if it will --: ' Ifit through casing ' — : -Drilled to 15 feet then —; :saitpled. ; 10 15.0 — 15 ' ~ 7 S1 :1.5 1-4-3 Top 4% SILTY SAND to SANDY SILT, gray, :Sample S1 taken with ' 16.5 : (7) . wet, medium firm (SM to ML). : :Dames Moore sasrler. - ' Bottes 14': LEAN CLAY, gray, wet, medium : fin (CL). ' ' Y, : 17.0 ST2 ;2.: , 19.0 :Material seems to fire up —: -_7 ; : ; : :at bottom of Shelby tcbe : push. J : : S3 :1.5 4-4-7 ; LEAN to FAT CLAY, brown, wet, stiff (CL20 ; : :S3 taken with SFT 2" to 3" layer in center of sample: : :sampler. i 20.5 ; SANDY CLAY brm l Net, approxioately 201 medius to line grained'sand (CL). :Hit gravels at 2-_ feEt. : 2!.0 ' S4 :0.3 42-47- ; POORLY GRADED GRAVELLY SAND, brown, 60/5' acist, very dense, mayy he we=thered till, approximatel 201 to 25X einls gravel, , fe:k in sadr.e bfoken, Iltipiy larger !QC`I. ;resent (Sa), , ' _ --------------------- .;fuvcL: hl.i�C�: J�i�a't.74 ' ' SHEET: 2 DF: 1 =_� BORING NUMBER: B-2B _ ----- a2r HILT SOIL BORING L06 ------ ------------------------------------------ ___ _ PROJECT: IENTRON ROAD ALIGNMENT - ---�-- ------------------- iL=9ATION; Est. `26� LOCATION: SE6P.LE PI1 -----"; DRILLINS METHOD AND EQJIPhEIT: C; _E 75 `MUD ROTARY CONTRACTOR: DON KENNER DRILLING HATER LEVEL AND GATE: NOT RECORDED START: 2-24-66 F191SH: 2-24-88 LOGGER: B.fl.7�I?EK —_— —------------------------------ ------_�_—_ , SAI+PLE STD. : SCIL DESCRIPTION :S : C04MENTS :- ------------ PEN. -----—--------------—-------------------' '------BELOWDEPTH ; TYPE ; a TEST ; SOIL NA?1E COLOR MOISTURE 'N L' DEPTH OF CASING , :SURFACE ;INTERVAL; ANDMBE E ;------- CONTENT AELATIVt DENSITY OR 'B 0: DRILLING RATE, 6RILLINo ;SURFACE :NUMBER : C : b`-b`-b CONSISTENCY SOIL STRUCTURE f ' ' (FT) (FT) ; :(FT),' (N) : MINERALOGY �USCS GROUP SYN61- ;0 6; FLUID LOSS, TEST AND ; : 1 .L INSTRUMENTATION , grail rownt ' 1 ' 1 m0ist to moist, dense, fine grained sand 30.9 1 (Sp), : — , 1 : 35.0 35 f / y : Sb :0.4 : 60/6" : SANDY SILT to SILTY SAND, gray/brokn, 35. moist, hard to very dense, thinly layered _ ' 1 (ML to Sy). 1 'Gravels at 37 feet. --; 40 _-! 40.0 : :Sand at 39 feet: 1 , 1 , 1 ' S7 NF ' 0/6" : NO RECOVERY :Gravels at 43 feet. --: : 45.0 45 56 :0.3 ' 60/4' ; SILTY GRAVELS broxn, moist to vet, very - ' 45.3 , 1 dense, approximately 40I SILT, sub rounded grave:, larger gravel is broken, angular 1 1 • 1 ; 1 : 50.0 - 50 ; ' - 50.1`' NG RECOVERY. ;Saapler looks like i` is :bouncing on a rock - kill --_ --, : ;try Daees & Aoarr- :saapler. - 1 ry s,oK drilling, `oak ; :over an hour to drill 5 --: 1 , : ;foot interval froa 50 to : 55.0 : : :55 feet. -- 1 , 1 1 Si0 C.2 : bClS` ROCKS, to 3` diameter Mith 1' 55.4 recovery of crushed roc: in a matrix of ; silt, say tie slough.. 1 1 , 1 1 1 1 - ------- --------------------------- _ BCRINS NUMBER: A 2P SHEET: CH_e HILL OF: ' ----------�---------------- _—_ SOIL BORING LOG PROJECT: CENTRON ROAD ALIGNMENT LOCATION: SEGALE PAT �--�-- f EL=:'AT:ON: Est. `2J': --------------. .7P,ILLINB METHOD AN'D EOUIP.IENT: ChE 75 - MUDDRRiOTARYC uOIvTnACTOk: D04 Ki N;JEd DRILLING ' WATER LEVEL AND DATE: NOT FECORDEJ` START: 2-24-"08 ` FINISH: 2-24-88 LOGGER: E.M.WITEK ' SAMPLE ---------------------------------- ' STD. ; SOIL DESCRIPTION ----' ----- ---------- PEN. ;------------—--------------- JS ; COMMEN D DEPTH ; ; TYPE ; R 11 .EST ; -------------'Y '- - _______' i BELOq ;INTERVAL; AND E ;----_----' SOIL NAME, COLOR, MOISTURE :M.L; DEPTH OF CASING 1 �; CONTENT RELATIVE DENSITY OR :B 0; DRILLING RATE, DRILLINu (FT) :NUMBER C : 6 b b CONSISTENCY SOIL STRUCTURE :0 6; FLUID LOSS TEST AND (�) :(FT),' (N) MINERALOGY,lUSCS GROUP SYMB6L IL 1 INSTRUMENTATION604 ; drilling mud in sample (GP, Sh. , b5 r , i ;Drilling changed at 0.5 ; ' - feet. S12 :0.8 ; 47-60/5'; SILT, broxn in upper 3' to * gray ; -; —� 10.9 below, moist to Net, very hard jf1L), ; :Layered unit, lakebed — deposit. , 75.0 _ 75 + S13 '0.9 ; 33-60/5'; SILT with GRAVEL, gra Met, hard, 'AQ ears to be back in r yy p 75.4 approximately 101 to 202 a ravel, l' to 2' ;till. Small fractured —, large gravel. with 3" to 4' thick zones of : : —: saa l roundea+ gravel (ML). �(•lzane in sample S1,, , 1 — ; brown to gray in colcr, --; ::Slightly i0iit, alzos`- ; 1 ; + :looks brecciated. — , 80.0 3G -- -, !0 3 i 6015 5' SILTY SAND, gray, wet, very den 201 to ;1 ; - 80.5 , 3GS fines,'fine gra sined sand, wit ; t , occasional drops ones - till (SM). 1 + ' 85 - r - 1 ' 1 -----------------------------------------------------------------------— :PROJECT NUMBER: 524614.B0 ; c BORING NUMBER: B-2P SHEET: 4 OF: 7 -----' CHZ/ HILL ' -----------S-O--IL—BORING L—O_G - --------- --------------------------- PROdECT: CENTRON ROAD A' 13NNENT ----'--------------' ELEVATION: Est. `282 LOCATION. SE6ALE PIT DRILLING METHOD AND EQUIPMENT: CNE 75 - XUDDROTARY6 CONTRACTOR: DON KENNER DRILLING WATER LEVEL AND DATE: NOT RECORDED START: 2-24-56 FINI5H: 2-29-BB 1066ER: B.li.'aITEk ------------------------------------------- STD. SOIL DESCRIPTION ------ SAMPLE : S COMMENTS' -----------: PER. '------ • DEPTH TYPE : R. : TES; ; SOIL WAKE COLOR MOISTURE � ____ ~ ----- BELON :INTERVAL: AND ; E CONTENT AELATIVlz DENSITY OR 'B 0; GRILLING RATEH OF HSbR.LLIN6 :SURFACE : ;NUMBER ; C : b'-b'-b': CONSISTIzNCY SOIL STRUCTURE I (FT) (FT) : :(FT): (N)- MINERALOGY,'ilSCS GROUP SYMBaL :L G' INSIRUMENTATIONT AND 7 1 gray, macs o met, hard ;—;, ri a oa w er 1 --; 91.0 (� )' :something plugged puac, --; ,had to bring sample uF 93. : ; :early. 0 `L , ` S16 :1.3 : 25-45- ; SILT gray, moist to wet very hard with : ;Changed from till to a 1 60/5.5' ; thin lone sand grain thick) partin s of g : :massive silt deposit. --, 95 —' fine grained sand sppaced erratically ; , 94.5 1 throughout sample i 1 1 1 100.0 100 5I7 ;1.5 : 11-32-45: Same as above, except with silty sand ; layers up to 1- /2' thick (ML). 1 , I i 1 ' 1 , , 105 1 SIB 70.b 38-60/2': -- SANDY SIFT to SILT, gray, wet, very hard : :Still hitting rocks as xe llu. 1 1 (ML). : :drill down. 1 1 , 1 1 ! 1 4b:4.F-------------;----EUEiIt�� �DrSE�;;: =fir--------- .-- ---------- CH2n HI LL - SOIL BORING LOG ---------------�-------------------- -- ----------------------------------PRCuECT: CENTRO RCAD ALIGN?IEA'T LOCATION: SEGALE FIT ELEVATION: Est. `2S2 DRI'LIPS CONTRACTOR: D DRILLING METHOD ANC EOU'PMENT: CME 75 - MUD ROTARY N KEyNEn ORIL_Iti5 WATER LEVEL-AND DATE: l;Gi kEC^uFDEC _- START:_ 2_24-88--_- -- FINISH: 2-29-a8 LOGGER: b.M.I2ITf'; ----- -------------------- SAMPLE ; STD. SOIL DESCRIPTION ;S ; CO!:!!E'1T5 ----- -------------' PER. -------------------------------------------'Y _____' DE?TH TYPE ; R ; TEST ; SOIL NAME, COLOR MOISTURE ;M L1 DEPTH OF CASING,BELOW ;INTERVAL; AND ; E ;-------; CONTEXT RELAT R DENSITY OR ' ;SURFACE 1 1N;ICBER ; C 6'-6'-b': CONSISTENCY SOIL STRUCTURE �B 0� DRILLING RATE, DRIL�Iti; ; ` ' MINERALOGY �USCS GROUP SYMBaL +0 61 FLUID LOSS, TEoi A11% ; (F1) (FT} �(,T)� (N) 11- 1 INSTRUMENTATION - � -blLl 60/6' � ' gray' met, very ar , wl sand ; ; 1 1 partings, massive, with Occasional rounded gravel (ML). 1 --i 121.5 1 1 + 1 1 I I 1 1 1 1 1 1 I 1 1 130.0 1 —, 1 ; S20 11.5 ; 19-33- 1 Sate as above (ML). 1 ; 601b' 1 I 1 ! 1-5 -- 1 1 1 1 140.0 1 1 S21 :0.5 ' 28-60/5'1 Sane as above (ML). 1 140.9 , 1 1 V 5 I 1 1 - + I 150 -- , , ; SHEET: 6 OF: - C1_M PILL SOIL BORING LOG ; ----------------------------------------------------------------------- PROJECT: CENTRGN ROAD ALIGNMENT LOCATION: SEGALE PIT ELEVATION: Est. `282 DRILLING CONTRACTOR: DON KENNER DRILLING DR;LLINS METHOD ATEDUIP�,E�T: CME 75 --rUD ROTARY ; STATER LEVEL AND DATE: NOT nECGEDED START: 2-24-86 FINISH: 2-23-88 LOGGER: B.M.WITEK --------------- ----------------- —------------------------------------------------ SAMFLE STD. : SOIL DESCRIPTION 'S ; COMMENTS' ---------------- PEN. :—----------------------------------------:Y :---- , DEPTH TYPE ; R ; TEST SC:L NAME. COLOR MOISTURE :M L: DEPTH OF CASIN3, BELOW ;INTERVAL; AND ; E ;---------: CONTENT AELATIVt DENSITY OR :B 0: DRILLING RATE, DRILLi"i :SURFACE ; ;NUMBER ; C 1b'-b'-b': CONSISTiNCY, SOIL STRUCTURE :0 6: FLUID LOSS, TEST AND , (FT) (FT) :(FT): (N) MINERALOGY, USCS GROUP SYMBbL :L : INSTRUMENTATION ' U.V JS22 IV.! 1 = 7- v; SILT- -gray we , very ar , wl sand partings, OasSlve, wl h Occasional 1 gravel (ML). - 151.5 1 1 • 1 1 , , 1 , :Drilling started to , :harden up at 153 feet. ; 155 1 1 , 1 1 1 -1 1 1 ' 1 , • S23 :0.8 ; 44-60/b': SILT, as above with faint trace of ; bedding in sandier layers (ML). Silty —: 161.0 : sane in tip, gray, wet, very dense (SN). ' 1 , 1 I , : i65 1 I 1 1 1 : A . 1 170.0 170 -'- SIL1. SAND, fray, wet, very dense, 201 : 1 : S24 6015.5- to 3014 fine:, very fine grained sand — 110.5 (SM). : .After weekend :iffic��it --: : : to cet reds down. 1 : :-Hole full of water, hat :to redrill portions of --: :hole. :1 . 1 : 1 175.4 1 -- : 115 --' Sa;e as above (SM). ` S25 :0.3 : 47-64/3.! -- �' : 175.E 1 1 1 -- 1 1 ; ' lLV 1 1 - l 1 i 1 _� --------- _ p -----------------------------_--------------------------------------------------------- SOIL BORING LOG 71 uLL . (,E•;'14U1- dC.i h:_4t/.E.l �Jir.H1:7 K; C Fi • " :-W 'S-• �� L _ V�.•-�ail_• JCOtI�__�r• ,n,, _ ' 7..1-L Ia� .�^l1u rh. Ld-_Ij•1C'+ a_•� cud �iE?4n7 -- -----`- --'----IF-E_ -- -;L_Ci^-------------------'-^------------------------------------------______ J�=r,1 1--8c �:?1:STD: _'S-?� 1 r�r.._t,, „�. i `F'L_ ;T" SC,:- DE SC :P:G;i 'S ; ±rah`-------------- . :_-______-_ -___ - O-•__ C -- 1______ - F? .•� .cS- SG.� Y.�11E, i0-S8 MOsSTL'I;E M DEPTH �f ;,5�ri_. 6cL0. ;i9iEfi'1" ; M;:C E CnfiTEIIT, f,E-pTV1; DE?1SIiY 0, :B 0 DR:i' :frC kETE� :CFI'_--i :51R=A:'E 41wU;_$-S '. V-V-b'; :Oasis irf SCIL STRUCTURE, ' (fTi (FT; �;FT;: (N; MINERALOS:,�USES GROUP SYMBO 70 5� fLL�1D _C7S. "SST -__ •'`��,u ::_c «.. b-net ..t' , 9raY, we[f very nar ,ti:l.t± eccas: a; very fine grained sand n;, M.1 :Installed abser;atil:, :well. 185.0 : : ; : ;aud. --. 185 — :-installed 2 fay± scres- ; 1 ; aT =^) ZQ_.Sl;l�o1 .IT Grd' wet hard ML' 1 �ffCC iOJ to iE5 feat, -- �', , ( ,. :-Gravel pac}et ,hoie a,— : :sealed witY 2 fact 1FS.S ' ENT 59iL BORiY6 AT 25.6 FEET. :bVtonitE 'layer. 1 , 1 , S , 1 1 1 1 , l • 1 , , t , f ! 1 ( • 1 f f t 1 ' , 1 1 f , 1 1 1 ' 1 Geotechnical Summary of Drainage System - - Construction Monitoring at the Site of the Proposed "Liberty Ridge" Subdivision (Former "Cedar Crest' Site Renton, Washington July 11,2000 i For Liberty Ridge L.L.C. G e o E n g i n e e r s File No. 0389-008-00 GeoW�Engineers July 11, 2000 Consulting Engineers and Geoscientists Liberty Ridge L.L.C. Offices in Washington, c/o Stoneway Concrete 1915 Maple Valley Highway Oregon,and Alaska Renton,Washington 98055 Attention: Mr.Don Merlino,Manager Geotechnical Summary of Drainage System Construction Monitoring at the Site of the Proposed "Liberty Ridge"Subdivision (Former"Cedar Crest"Site) Renton,Washington File No: 0389-008-00 INTRODUCTION This report summarizes the results of our site observations during La Pianta Limited Partnership's construction of a drainage system at the above-referenced site between about the first of April through August of 1997. The site, which was formerly a gravel pit, was at that time planned for development of what was then called the "Cedar Crest Manufactured Home Community". We understand that the site is now intended for development of a single-family residential subdivision that you are calling "Liberty Ridge". The site is located in Renton, Washington north of the Maple Valley Highway (State Route 169), south of NE 3`d/NF4th Street and east of Edmonds Avenue. Explanation of Our Involvement Our involvement during the above-mentioned period of 1997 was to monitor construction of the on-site drainage systems and review compaction testing done by Construction Testing Laboratories, Inc. of Tacoma. The drainage system construction was materially finished in June of 1997 with earthwork and minor drainage continuing through the summer. Summary of the Drainage System Elements The drainage system constructed in 1997 includes these two major elements: (1) Retention/Infiltration ponds A, B, and C along with associated wet ponds, and (2) a gravel infiltration blanket extending from Pond A northward to an area that has a gravel subsurface (this GeoEngineers,Inc. 1101 Fawcett Ave..Suite 200 Tacoma,WA 98402 Telephone(253)383-4940 Fax(253)383A923 www.geoengineers.com b %µ Pnstted,dn tecyded paper. Liberty Ridge L.L.C. July 11,2000 Page 2 area is where much of the site's pre-development runoff infiltrates). A temporary pond (sometimes called Pond D) was also constructed. The location of the infiltration blanket is depicted on Exhibit A, attached, prepared by Triad Associates and entitled "Infiltration Blanket Location, Liberty Ridge", dated 4/11/00. The general locations of Ponds A, B, C, and D are depicted on Exhibit B,attached,prepared by Triad Associates. DISCUSSION OF THE DRAINAGE SYSTEM ELEMENTS Ponds B and C were initially excavated to provide temporary detention and sedimentation but were intentionally not completed to final grade during 1997. The plan was to complete these ponds after the development's streets were paved and yard areas were seeded to control erosion. When these ponds are eventually excavated to final grade, any sediment in the ponds should be removed and the infiltration characteristics of the ponds thereby restored. These ponds are intended to function as infiltration ponds for the development. It should be noted that sediment will reduce the rate of percolation. As a consequence, maintenance of these ponds will be needed in order to maintain design percolation rates. During gravel mining operations a permeable zone of gravel was encountered north of Pond A. This material is a sandy gravel. This gravel zone is where much of the previous runoff from the site naturally infiltrated. To take advantage of this gravel zone, a connecting gravel infiltration blanket has been constructed from the north edge of Pond A approximately 750 feet north to connect it to the gravel zone. The gravel infiltration blanket is 4 feet thick and is constructed with washed and processed pea gravel. It was covered with geotextile fabric and then site fill was placed over the fabric. Invert elevations at both the north and south ends are 228.0 feet. The invert in the center is at elevation 227.5 feet. To date, the gravel infiltration blanket has not been constructed under Pond A, but such construction is contemplated as part of the completion of the development. The blanket currently ends at the north edge of Pond A and is protected by a filter berm of washed concrete sand. The top of the infiltration blanket is at approximately elevation 232 feet. We understand that when grading is completed the ground surface over the blanket will range between approximately elevation 246 feet and 256 feet, providing at least 14 feet of fill over it. The infiltration blanket will be under streets and private lots and will have houses constructed over it. The blanket is conservatively designed and penetrations will not compromise its function. Utility lines could be placed within or under it. However, it is important that the geotextile between the pea gravel and overlying fill, as well as the continuity of the pea gravel, be maintained. Therefore, special review of designs that penetrate into the blanket should be required. It will be necessary to extend the infiltration blanket under infiltration Pond A in order to permit large flow of water into the blanket. As Pond A and the blanket are presently constructed, the area of flow into the blanket is limited to the end area of the blanket that intersects with Pond A. After the blanket is extended under Pond A (at the same thickness as the existing portion of G e o E n g i n e e r s File No. 0389-008-00-3130 Liberty Ridge L.L.C. July 11,2000 Page 3 the blanket), the new portion of the blanket should be covered with nonwoven geotextile and a minimum of 18 inches of washed concrete sand or similar material. Note that the infiltration rate from Pond A is limited by the percolation rate through the material over the geotextile. For washed concrete sand, a design rate of 8 inches per hour is recommended over the base area of the pond. We have also reviewed the design percolation rate for Ponds B and C. Providing that they are cleaned out down to native soil, the previously recommended rates of 4 inches per hour are recommended for design. Based on our observations and review, fill material was placed and compacted to more than the 90 percent of the maximum determined in accordance with ASTM D-1557 test procedures. Copies of the compaction tests along with our field reports are attached. . �/ We trust that the foregoing meets your present needs. Should you have any questions or need additional information, please call. Very truly yours, GeoEngineers, Inc. I 7/i/ao o � xAL$ Q Gary W. enderson &goPrincipal Gwx:vc Document ID: 0389008Summ.doc Attachments • Exhibit A,Plan View of Infiltration Blanket • Exhibit B,Map of the general locations of Ponds A,B,C, and D • Construction Testing Laboratories Field Reports • GeoEngineers Field Notes G e o E n g i n e e r s File No. 0389-008-00-3130 EXHIBIT A -PLAN VIEW OF INFILTRATION BLANKET r • �N \`�\ 1 'i:�"'"::\\�.. \ \ \!' ,};Stiff} }itt• ,\� • w Y ?I;.i '+\�� ,. t;t;l {jiff `' t t ,• :.:_';••\+\ it{{ss1�t, ttitt .., ' +,,�,�,titt+�i} / l Now 00 it I ';; ,, ,,t 1,�,1'• �. .i} ttti:i{, .•� �: , dry ��t j. �.t I :1,ttS4'i}i:}' • ?S'. to ^ attpt "� ! Y 111i{�: ✓� .� ?i i 1}tt�+}ttti,{' .rt` lTj r y +,t�tt+ ' �.. +! i ��121'•i'it � +�►��e17'' �� Zr+ ,I , t rr } t 1,1.E ! ' .' t }.� ,.�.. ? lJft{7}t�•f� Sk mitt: a .�,x' �,�►. Y `��, � f i��\ !'••- .�i.+. + f dart•,•` t ', ' ,�'i+� .ram•'�.•�,�,� r Y� ,'ti (tic ik� i Q. `•t �.4-% ` I Va NO. 3?4i}7}?7.i;•�,. 1! t «tip62 ` t.,tIt tr. it I'1 +tF . � `. 4�' elfit i l:}ii';t{ ti,�. ` � ;(^;�+.•,-.M �,^��,`' .\ ,.tit;; :rl tti�l' "1 � , jt lit 'tit I ,I..f, `,,: ,\\\ , `'\\+t _. :.at.•• Q mar { i'+{itti'ii' l I '.�.�'t�� •• ~"` \�'`\1;2++ +`1�it �y.�21i � •„ �•/ (/� a E 4t:`tiit i' } ) `Ji' 1 , ..t \ `.\. '1+tt} t1i .! �. , i� .{� 13 0 i Rt � Rt Z is EiEi�{7{ :'�� ++; }}�}�t}1 .CIt:'. � is `4:i;it�Pti I•. 'ii i' /}fit?i ;ii�?i{i ts? in Q C;�;�' 1: ,`t:j t{,gi`+�.• f :;s '�tJ{i �1rfr �.:c.��^ , It \ > 13 t't4:i,t i 1 J!!I 1 t i ti ,;rfJr f;'j1; Carr ,��:�✓v Z Q 0 �1 ? it'titt}� t+'I�. t 4�1 tt/ tj,�: �. ,�y � /,/,,t� f1: t+t'•r' _.�'��•t%�, � ,• a O 2 �� r Q f '1� y �� Q ii:}t'4}t�}}E.,� •i �,,!/./f� .�,, :,;, :.;:;;E /r;rt��}•:^����' .i;\ •` `_- � � N � p ,i,'{til�i�� I �.�+t��'•tt�}t}j t \•i`s::'tirk"t'���^� r�� / ,`\ � p a Q yts l { � .il,`�;l'?t t tt.}{{}{ ''/%, •\•�;�i•!2' is `C�'�,!//� �� �,,. •.tl•f� p ,i{,}ti41 \ : .:�.Z7. .\� i' "•.+F. a > )t f� %n t`l`; t ;}t? p O a p {:i�ti'} lttt ' t i0;1itt;}+'itli .\ -, �:4;., /' �m / / !t {ii•tj• Sit ' +it{t ;t .1{;;i, y ,' •..,\ `;'• :; 2 > :� t Rl a p C ! ti i 'i 11rr 4{j tl,t ;;+; i+t}1y it t `�•,'\.\ . `,,`•. / :>//� yJ � � �Vr }}}iit�E; 1,�'•�..tlk t, l't�'{ti{t!ti l .,.\, \\ ` \/..'.�/.':•� ( \ rr��..,, ••71'lt i�))ti'i'ti',�t}'{•a''t .tl `\�\ �' ��AO`^/% //: 3` r \ �1 © 4 i'}'} `{ �` I I�7'Si'l?}if{.{ i'i;il� tj � \ +�• ` �/ � (?1 Z � ON t �`t7�E;Ejt. ''..I i+itti{144li�ii�t�tltl•; ti'•li ti �Q r � \\\;``}��:/.��1 � Q p \� `� � Z o {c;} �`• I I }}� {"{ i' 1't,llilit (/� ` f/ OD i < \1tl'}.•1•ti�'ti;l tl`\, 0 A ,. , ,7,{+l ,;,; 1. , .` a � D ,i:a,.tE� I ii it.•l'l}'•tE', ilttil' .,;�t.•, '\ tili{•t}t;••..'•L; �y mi ?1•,i tl?:,. � 9 l't l},.til�.`\' \'.'.\ \��\ \.\ i�`!: i ,1• / NV INFILTRATION BLANKET LOCATION t ie e EXHIBIT A 7 LIBERTY RIDGE CITY OF RENTON, WASHINGTON EXHIBIT B MAP OF THE GENERAL LOCATIONS OF PONDS A, B, C, AND D Peak ' \ �� \\ 101111111 _0 k a rn Z it Ilk V lilt, \• �Illlll�lr�llll�l O Hill I111l11/ UZI di��,iilliill(,Irl'� 141lililllt, O O Z to\\'IIli,flflllil,lljl O W ,II14ly�llylllllI ,, c) r- Z —& -10 U, y � O O \ All, A It Z \ \ O Z / Illlll�lpl'll II \\\, ;' // \\ \\ \I r1 it 111 k,,�r\\\114\ l,, IPIIIIOIIIIjIr ZI d�J ' II I g41�11�IQ� Z Q I //, n �ivalll ol�fl1I. 1 G \� �.•r /di i\: \ � � \\\ 1 '1'1 rl� hit + \\�lglln ut IIII, R / /// JI . \ \f I \\\\\� \�\ \ 1 III - \ l "it I IVY 'till Pill, I \ I I��� llllll \i 0 � �c"t \`\ �\\\\ 1 \ \ ' \ '` �w� \/ � c\ I �^�. �►a=���/j 1 //4 - �\\O �C Y I \ N� A`---- �, tc ao \\� �\O\\1 I I 1 \ \ \. '� Cl lIN lllll ` \�\ �� it\\\ \\\ \ y \\\\\l ' 1 \ \ Ilui 11 I,�\.R_- 1 it it , \ \� `� �\ I \\\\\\ II IpNrd\ \ �\ - I' , �Ilu\\� �4£ I l qk�-- ilt ull r 11 \ \\ ,�/ / n I 7J V�rfr r DTI � l r I �N� �A11111i;IJ I 1 1 1 I 1 I I I I I I I I I I I I I I I I I 1 1 \ I I I I I I I I I 1 O N O , O O D D to to O n D �1 U1 _ NO. DARK REMION BY CK EXISTING STORM DRAINAGE POND LOCATIONS E _ c EXHIBIT B § s a LIBERTY RIDGE j_f ill i o r o y N CITY OF RENTON, WASHINGTON ` y ootxme ooxxev sncxr �N/oo euxm r ; CONSTRUCTION TESTING LABORATORIES FIELD REPORTS REPORT MAY 0 1 1997 ritl CONSTRUCTION TESTING LABORATORIES, INC. 41 "c 10111 South Tacoma Way, Suite D-7,Tacoma,WA 98499 Telephone (206) 588-0805 : ,.... o. ..::......_._:.........:...:... Facsimile 206 588-0928 'FIE � � ,5; Pages 1 0 1 Client: M.A.Segale, Inc. Date of Inspection: April 28th,1997 .................... Project: Cedar Crest Development Permit No.: N/A P.O. No.: N/A Address:3rd Avenue East, Renton Job No.: 1150 Contract No. N/A Contractor: Client Report No.: 08 Project No.: T-0682 ..<n:--•-•-+x.:oxuc<a:«.c-:-:--� s ,a3iss......,:::'i '-:•<:nz,;•.�,•�,.«..M•'.;:;.uc<:.x<`:.;•:v-"` •-a:w:.,ro of .y'•;"•avi;'`-: m"`':<a;:'s'::>a a ,x;:::t-��:?s;:•.•:�.K:�:.r.-•. •�::r:.�1.0..•�::..:�:...,:•k:..r,.es.�<'•.�:.xr.-> >a;.:.x:..: -.. e.:.. - ...k.C< . .<...a,.�:. -'�<•.M?:-- .:�`�,:.>x..-.«n: :..3 1 arrived on the jobsite to perform special inspection and/or field testing, for today's scheduled in-place density testing. Upon my arrival, l met with the client project superintendent. All fills have standing H2O and the soil is over optimum moisture. Therefore, no density tests were performed. Geo Enginwrs MAY 12 IN7 iirq - -- J -------------- Weather: SHOWERS Inspector: D.SMITH/fmd - —-- - ------— --- FIELD.FTW Reviewed By: ' 2 CONSTRUCTION TESTING LABORATORIES, INC. ISSU7-D 10111 South Tacoma Way, Suite D-7,Tacoma,WA 98499 Telephone (206) 588-0805 Facsimile (206) 588-0928 FL f15 �. it Page....1 ..... .. . •. .•- "• ••••iMw.�•ww�Mnnti�w.irwwwim� ••�' vwiNtinMr�n.."'.wwww: Client: M.A. Segalejnc. Date of Inspection_ May 7th,1997 ..................................--------------------...- _...._ ... _ _ Project: Cedar Crest Development Permit No.: u_ _ N/A P.O.No.: N/A Address: 3rd Avenue East, Renton Job No.: 1150 Contract No. N/A Contractor: Client Report No.: 09 Project No.: T-0682 /Y1M'+Y/+.4/K3:1 .__....:JY...—_MtM'—__'-• .. .�_•.r90Y.�t._.� _� f 1 ... y,.'AO rt wuu��`• _..._—.......... .:.—. :+"'.-::.i;:i<.x�::�.:t>s.:si�u>/•.'-Y. -,aea'�-.`�i �4u..:/'° +ca�e�G�-•• �.�o. .. ._ .�°?40: _ '"'..:s,»�..-4.:..•:•• ..,..:.ea:t. c:�;nh;e;•�: a�c>•a:r.•:..;.:.•;-:2 I arrived on the jobsite to perform special inspection and/or field testing, for today's scheduled soils in-place density testing. The contractor was working north of MH#14. This area is approximately 3.5 4'below grade. As requested, 6 each in-place density tests were performed in this area and recorded over 95.0%, as per attached copy of in-place density tests report. Also, 1 each in-place density test was performed next to MH#3. This test was recorded over 95.0%, as per attached copy of in-place density test report. CHeo Engineers MAY 15 M7 ------------ ----- --- ------------------- - 60°F� 92:00 HRS. Inspector: Y� Weather. FAIR p - - --- --- ------------- cc: GaryHenderson GeoTech Engineer) - .....-..---.8-_-...........---_-- --... -------------------------- FIELD.FTW- FlLENAME: 682. � --­ Reviewed By: �-_,- �yl_j CONSTRUCTION TESTING LABORATORIES, INC. ISSUED ................:....•...::..:.h.:.:.,•h.•..:..:.:.rA�...,..v:...�....:.rw::...�.....,v...::....:.:.:..::.:.r�:....,.:.:,.:.,.,.vh..,K:.:h,:.,..::M�..�:h,..N....h.::.:.rr...v:.:,:.rr.,•..u:.,.::�,.r.,..,:....:...:.:.,•:r..:.:.::...:.:.,.:.vrr..,w.:M.....:.N:..�.,.��.µ... ....�...�,�..�.�r:.���.K.r,.w...�wr�.�..,.:.Y�....N�.r�.�.vrr:rr�..,,�..�..�.�..a,.�.�..�.,�,.ri 10111 South Tacoma Way, Suite D-7, Tacoma, WA 98499 Tel. No. 0 05/Fax No (206) 588-0928 IN . .LA CE. REP ' .:.' ...ii::�v::::::::.::. .........::::•Y::i.i:i�i'•i::v:4ii::vi:.ti:L:4:Li'r'•r::'.:::^Yiii:4.i.i:i'.......�..:.' V VJ.v,.v\.W1}h1\.V�h...... .h.V.V.•1h:\uro • ......,...v.•.r: ::. ...::...::.:...::.::.::::. ...::::.::..::::::..... }.......,.v.'vk.t\'V}h'•h:P.'V.V.VNN...v:...:•:.:':.:::::::::J:•:•}Y}h'•J}?}}hV:VVY}}hyggySiiV.••••••••••.••••••••.•..•••••.•..•:::•::•:•i:�:::•Y:Y:iii::•i'•'rYY:ii:•Y:•YiY:�iii::•ii:.YJiii::i�.}:.iYi::•:'•::�:::•i:ti{•ii:�::�iJ:<•ii'r:•i:•:�:�:3 CLIENT: M.A. Segale, Inc. DATE: May 7th,1997 ................................................................................................................................................................................... ....................................................................................................PAGE: I OF 1............... ................. PROJECT: Cedar Crest Development PROJECT NO.: T-0682 REPORT NO.: 09 ...............I................... PERMIT NO.: N/A JOB NO.: N/A ADDRESS 3rd & Edmonds, Renton CONTRACT: N/A P.O.No.: N/A _.................._._....._....._............_..,,......................_..............................�.,_.._... .... ........_.......m_..-....�_,.._...................................... CONTRACTOR:Client TECHNICIAN: G.CARLSON/fmd _.............................. .......... _.... IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAXIMUM DENSITY TEST METHOD: ASTM D-1557 Rat, ....................... } • !��• ......:........ .... ,:::.::tiryY};+f• \ ��v .c•, m �x .d3:K%T.'$h F...'•a vV•v 4.TK:.i:.... . �:...::. ...... .............. ........... ............... ...... ........ � .v.,{'':%T:4}�.i�P.J...�:..•5+4..,•Y:•:i... ......... ,':':,T.r... ,l,V•.`?i�..0•...v .V'A. .......... .'..t ..,...: .. ...:. .............:.::::::::..::�::....;...... •::..:• .. �;:.;..:. :.:.: ,:�::.::... :.ont'�:�.�%r.....::..::�::.:,.:`t..•:::>..):::.v•. Ott•FAS �;t,::�Y?o,%F�>.. ...�.�.i�caim:.:q......;....,..............� � . .. ......:...::::.....:::::.::. ... ....... :•::::... .. `s. r �.;'.,.,.. .W��s a..3:..: :r�•.Y.:..a....�..,Y,:.•'.'`\,k•`.,^E3:`•4?A•.. ,.n,•X:•, R:::..:. '.:»>::>;:>:>:.::: :.:;<.. ..PEA?.. ...:.. ITEM : ..... ..........LAB:: . ....... .::::: ...:.::.::::TEST . > : ;>. >: .: ::< •<:<::,.;< '.;:;:: ;> ;;: .,LAg:;::.: ::........... ... . ........�1R1�....... . ........ ... IVT GtrNT ELEVA No. : No. J_ .ARC':.:.:. 01 33 -2.'................ Road fill approx. 100 south of MH#13 P-1 124.0 109.0 13.8 110.9 - 17.0 98.3 95.0% ............................. ............................... ............ ............... , APPROX. 200'NORTH OF MH#14 .............:................. .......................................... 02 34 -3.5' 50' West of road center line P-1 117.0 107.0 9.3 110.9 17.0 96.5 95.0% _....................._.....w..._.............__w._......................._......................... .............. ....................................................._....._. _._ . _...... ..__...... ._.........._._._._._. ....._......_.,._...............__. -.w_.._........._.... _.....,........... .... 03 35 3.5' 75' West or road center line 116.0 105.5 9.9 95.0it ............a >. ............... APPROX.250'NORTH OFMH#14............... �........ .......... _............ ..>... ...... ... .. ... ................... 04 a 36 -4' 100' West of road center line P-1 118.0 105.5 11.8 110.9 17.0 95.0 95.0% 2...............�................._ -3' 75' West of road center line 05 37 110.0 12.3 o� ....... to to....... _............. ......._............ .............. .. ........ .. 123 5 ............. ........... .. ...._._.......................... 99.2 • ..... of 06. .?.....38..... ................."4�................. .200' West of road center line 124.5 �...109.25... ......_.14..0 ...... ....................,,..__._._.._.�._...._...,,_.._........ ..._98............ ..... :� 3 ........................:.................... .5 07... .....39................. -3.'................ 200' West of road center line 120.0 107.0 12.1 96.5 ............................................................................................................................... .................................................................................................... ........ .......... ...................... .. . ............... ...... .... ... ...........................................,............. ............ ...........................f ....................... ............-.._...... ............... .................. .. :.: . .,.::.:. :�.::.:: v>.r,r>.,. :.,.:.,..�.k,.r:}:,...,..:�.�..<,:,....}:...w,..:.}>r..,h:.:.,:..�.h�w�.r>J.>,n.:.�:•..�.�.,..:..#.,,...,w.�.,�mhn�J.t:n.�..:�.<.,.�•.,.n.$r�,N...>�.,.,:w:�.�.<..��.>r...:..:..x.�..�r,:...h.�v..�wh.�J.Y� .� .}.><.�. .� . .� REMARKS: ......................................................................................................................................................................................................................................................................................................... ............................................................................................................................................................................................................................................. .......................................................... :.... .009......................................................................................................................................................................................................................REVIEWED BY:. DENSffYFTW FILENAME 0.T0682 CONSTRUCTION TESTING LABORATORIES, INC. c 10111 South Tacoma Way,Suite D-7,Tacoma,WA 98499 Telephone (206) 588-0805 Facsimile (206) 588-0928 . . Page 1 of 1... :... Client: M:A. Segale,lnc:_-_-...................-.......... .....-... - - Date of Inspection: Ma ............. --------------- Project: Cedar Crest Development Permit No.: N/A P.O. No.: N/A_ Address: 3rd Avenue East, Renton Job No.: 1150 ._�._------------_—.—__._._Contract No. N/A Contractor: Client Report No.: 10 Project No.: T-0682 ..h r...+�!N+... .' ..YAJT:xnv.!!!^}}i-::p+w i!!-:M.:�i.;4'i-'�:!!!^:!!i! •:!N<!�m<!f:9tr:!!{!5!4'.�y'1.:.Kti•:S!.`:»v^:!!!SK �/Y!!^ Y^:M::!^!•}vl.: .!!!pC:C. .•!n•:•'!i�-... �.!tt!..h:rw!^.tt:\•.v,•.`.�:-:!{{x!!!:':�':an-�..�«.:,aa;.t#�,�"''•."'"^ <««�. <.rr•.:. ��..-...a,..�x.�•..��4.<...��t;r.:::y._�..�,..;�,�Zc_,r�..�,a$.''S.�t c?a<ea.<« ..•.a: x '.•a�<'a'�'�'•>"":>3u.:« n.a:....o...�h.u....«..-i I arrived on the jobsite to perform special inspection and/or field testing, for today's scheduled soils in-place density testing. As requested, 6 each in-place density tests were performed (using ASTM D-1557) on the compacted borrow fill placed throughout the project. Density tests performed at random locations. All density tests performed exceeded the 90.0% of the maximum density requirement, as per attached copy of in-place density tests report. Weather CLEAR - ----- - Inspector. ....................----- ------ — D MITH/f d -- cc: Gary Henderson (GeoTech Engineer) --------------------- FIELD.Fr FILE NAME: F-T0681.010 Reviewed By: CONSTRUCTION TESTING LABORATORIES, INC. ........ .... .:. :.:. .:.. .:::::.�::::w.h.:...,..,.M,::.........v..:,.f�:•:.�::h..M.vv.Y..:.f.,,:.x�.N.vf.:.vx�....�.�....:..,�.��.,.w:.:�.x�,.w.,..:..�.f:,�.kh..�.r,::.:.,....,.Nff::..x..:.h..�.....,.ff::ff�•.��.N.:.,,.�:,�ff..�..�.�,..�...�.,...M.�„ ,.f,... �.. ..�..��..�.,.ff,�w. ..�,,.�,..,M:}�.A•.K 10111 South Tacoma Way, Suite D-7, Tacoma, WA 98499 .:.,,. a...::: ..... ,:,:. .:<.: .. ..:.N ^ewr.,,v+v�,ra,�w».w>rm,.u.d>n.}.wx«wh.uu�.•.,w .:; ... ,,..n„ - 'x�.•,.x.�,�.,�,,:v..x•�. ..��Tel No No. (206) 588 (206) 588 08051 Fax 0928 IN-PLACE DENSITY 7701 f�EPORT7. Y.....V..}},Y}»,v,hv:Yfvf.}.,......viN.V.}hX•A}.h11VNS.WPT%•1}h\`N}.W:4X..\'.AO:•iVrn\}}•:WY:f}:h.}Nhh•.yYWh hf••h hf}:}:P}}hV.\•}}hP}h:Cw .•.•....... :;:::•....i.i:::.................:.......:..:..�::..:: I • } •YYh`TrN•NN%•}:.NVfV}}0•}h'U�3?�\'W>:�\V}+.'•.,A1W>•VF%4V1V'Y.W¢P}%•M'VY.VVi,'•N}}}?Ph•,r, �����MMNA..V.� ..........:......:.:::.:::::::::. CLIENT: M.A. Segale, Inc. DATE: May 12th,1997 PAGE: 1 OF 1 .................................................................................................................................................................... ...................................................:............................................. ............... ................. PROJECT: Cedar Crest Development PROJECT NO.: T-0682 REPORT NO.: 10 ................................................................................•......................................•.......................................................... ................................................................................. ................................. PERMIT NO.: N/A JOB NO.: . ADDRESS: 3rd & Edmonds, Renton CONTRACT: N/A P.O.No.: N/A _................. _.........................._._.....w_...._..,..........._... ..... ........_ _... _........._...__M ........w............... CONTRACTOR:Client TECHNICIAN: D.SMI TH/fmd ....................................................................................................................................................................... ._.................,.........._.._...................................................._.................._......................................... IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAXIMUM DENSITY TEST METHOD: ASTM D-1557 ................ \R '�C`d'x}'r'R•i�A:,h,1,'{.Sf Y�,'•Y,,:}1 �;YJhaST�'i'+..fQ •YS'. Yn,vi •>iR...<•..F,},2iti `V .• :' : Alt > �o���3'hh \?•:\ :.:;£3.>":.:.n f h.?.v.:.n:,........ � _,::. :.,.... ..... _.. .. __ .: .:.__ . f... ... ., ..:r�°,SF.:�`.x,,:?�.?3„t?x�r,'�?6. .,' }i?�".�R�f�•3;�'•+<y?°•,;, :.:�c;,x:;:Nc.;sr;:�sis:�.:a'::':ie;:':' :=:6:�....�..�..�;. I'ER ITEM TEST F FIELa DENSITY: 1.A8 CIIRUE P 12 Gt�M t.RB ; } »k-. h .f 1 . } ,. t � .. .;: .; ... �..:i:. .,. ... :,. .::;::. :;;> EL,E•VATION >. L:OC TrOnr NO. �. NO. ;> >: ;. _ :: .. OFiY.WT.i O'PTIMEIM Nt1:<: :::>:<> WET r .. .:: :.:... :. . ... R, .::.::: .. :. .. ::::::::::::::.:.::::::..::::::::::::::::::.::.:::::::.:..:. . . . ::.:.:...}..:::::::..:::::::.::::::....: :. ...:.:...... . .:.:::.::.. ..: :..... ...:....:.w,Yh�:i.,«•.i.:}h+: :s.,a.::.,bu:t.:,.:e<r.}>:a>..}>}.>a}}..aax..:e:.oawx..}wwm.}}:.r.s•ruaox..wh.:i.on• i.....:wxe>}r�:..:,.}�+rx<w�w.mx•}:Ya}xvhxe•i}rrf}ur....x•...:wwry rf AREA SOUTH OF CB#15 k........ ... ... . ............................................... . .....�.......................................................................................................................... .................................................. ...................... .......................... ............................ .................... ...................... 01 40 40 West, 30 north of SE corner P-3 118.1 110.4 7.0 110.9 17.0 99.5 90.0% ......................................................................................................................................................... ..........................................................._......... 02 41 40' West, 60'north of NE corner 115.0 107.5 7.0 96.9 " ........ .... ....................._......I........... ... . ................. I.............. ._....................................-............_..»Ρ..._...............v_._....... ....._... __.....M ..... .......... _. ....................._......................_........ ..._. 03 42 40 West, 20 south of NW corner 114.8 106.9 7.4 96.4 s. ..... .................I........................................ ........................................................._......................................................................... ................................................. .............._....... ..................-...... .....-..................... ................._.. ...... .............. AREA NORTH OF MH#1 ............................................................................................................................................................................................ ..................................................................... ..................................................�............................. ...............I.... ...................... . 04 43 -3' 20'North of MH 40' west 114.5 103.1 ......1.... 1.1......................1......1.....0.......... 10.9 17.0 93.0 90.0 }............... ......................................................... . . . . ........................................................................................................................ ........................... ................_..... .............. ................. ....................... r 05 44 -3' 30'North, 20'east of MH 114.1 102.4 11.4 I 92.3 ........_......................_........... ......... .... ............_......_..... 06 45 3 25'North, 80'east of MH 114.4 102.9 11.2 92.8 t , ................. ................................... ... .: .............. tz .............. .......................................................................................................................................................... .................. .......................... ......................t........................... ........................... ..................... ...................... ...............�... �........................ j .. .............. ...................... .................. .................. ........................... ..................... ....................... ............... ................. .. f YY • 1 .. ::. -..•::•:... ...... -ff::..:,x : ..::::.vf. -:::.}r.:.::.•r...f}.s.a.,w.»of.we.•rf}wr+waww:w.•ww•xf:,.,..:}:xr..fvww:w.,:..:a.Ffn..x•.v. ......:.:.v}r:v:............ ..a, }'.:..:..f.:xw:wruw.e•.w:vhwYxwaa rvhwxwxaw»a .rxm».•.sxxwnwv.xv-x>::.f.afar REMARKS: "Approximately 3'above existing grade. .............................................................................................................................................................................................................................................................................................................................,/.. ................................... .......... ..... . ............... ............. . .................................................................................................................. ..... . ... . . ................................................................... ......... . .... ................ ......... .. '................................... � . .. ( � < DENSITY.FTW NAME: o-T06B?.OfO REVIEWED BY. ..............!........ I t&__1 %_1 4 . , Mf'J 2 1 1997 CONSTRUCTION TESTING LABORATORIES, INC. ISSUED 10111 South Tacoma Way,Suite D-7,Tacoma,WA 98499 Telephone (206) 588-0805 Facsimile (206) 588-0928 ............. ............ ...... ........ .............. ... . . ..........-I........... ..................... ................... . ............. . ..........-........... ......................... ............ N.S. ........... X.: -:1: ...... .......... ............................ .................................... . ...... ..................................I..................... .. - . ....... ---------...........-.......... . ....... ............................ ... ......%...'...". ..... ......... ...... ............... ........... Client: M.A. Segale,Inc. Date of Inspection: May 15th,1997 -----------------------------------------------------------­-­--­---­-------.................... ..........­­­­................ Project: Cedar Crest Development Permit No.: NIA - —----------_---------------_--------- P.O. No.: NIA Address: 3rd Avenue East, Renton Job No.: 1150 —Contract No. NIA Contractor: Client Report No.: 11 Project No.: T-068.2— / arrived on the jobsite to perform special inspection and/or field testing, for today's scheduled in-place density testing. As requested, 7 each in-place density tests were performed on the compacted borrow fill placed throughout the project. All density tests performed exceeded the 90.0% of the maximum density requirement, as per attached copy of in-place density tests report. All fills appeared firm and dry. Weather-- CLEAR Inspector. D.SMITHlfmd--------------------- cc: Gay Henderson (GeoTech Engineer) ------ .... Reviewed By: FIELD.FTW- FILENAME: F-TMZ011 REPORT CON RUCTION TESTING LABORATORIES, INC. MAY 2 1 199 .... ,........,..,,,......,, ............ ......:..:........:....:....,.........h....:..,..,..,,:..:.w.:::N.,...,..:..,.r.�,:w...:.,:........:..............,.,.......,...,...:.....,.......:...:.w.:.....:.�.:h,:.,.:..A:vM::w..:w..:.:r.:.�.,..:,�K:: ..... .. ..... . ... . •�,::..w�.,,.w:.,.::.,.::�:::.:.. w.w.w.wrr:. . •.. rr •... w� ...v,.h..v...Mv�..:.�:.:. 011I South Tacoma Wa , tL�E f,' Tacoma, WA 98499 :.....: .,.,: ...: . .:. .:. ....... .:.w„w. �.... rr. ,�w�, ..,..-:�r�•h���:�;�.,�:�u Tel. el No. (206) 588-0805/Fax No. (206) 588-0928 IN-PLACE D EIVSITY TEST REf�O ; • . •......':: ........: , ......::: '...::w. ::....a.: v` w...,,..sw.w..:.:.,..v..•rvwv.'w.•wassr tt vrrvwws.orvwa.'•xvwar:isas.sfFrk'vrr.dx�.•'aaic,�Aiivit:u'v:d»:•o�vvsiSs.•:<,�::r:•rriw»»ovv<..:'�. .:.i CLIENT: M.A. Segale, Inc. DATE: May 15th,1997 PAGE: 1 OF 1 ............................................................................................................................................ PROJECT: Cedar Crest Development PROJECT NO.: T-0682 REPOR NO T .: 11 ..................................................................................................... ................................................................................. ...........................I....... PERMIT NO.: N/A JOB NO.: N/A ................................................... ... .. ADDRESS: 3rd & Edmonds, Renton CONTRACT: N/A P.o.No.: N/A _...............-......... . ._....... ..... .......... _._.........__........M._.....-.........._..................._......... _...v........._......................_.................. CONTRACTOR:Client TECHNICIAN: D.SMITH/fmd ............................................................................................ ..........................._........................................................................................_................................ IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAXIMUM DENSITY TEST METHOD: ASTM D-1557\. . ,v.,\..::Y::: .... ................................. • :.:�:..\1::n,m.F.,`, •>,.:L.v:'i {.. '.':T�'ii.\`i•'o r.::.,urti, ..G..... :.�.. ::. ..:.: .... ..�,.ik`:. ..�.�::i; ...n r>. ,C',�'.�..r>.,wr�3' .X+rv. va,•.,r,..Y'...x.,iY''"•:Y.^.}e:;F:zr:)::.:..:...;.».n:-• ... .......:.nt:.w:v or}<. 'i :::Y::;v;::•.:. '..:..i v,..nin�b r.G:Yh'i•;•' } Fk.Y T4.•.^w,•w$)vr.•T •:if:{�F'f•-:i �:�•.,.•Sr`+59,av:?w:"•' ........♦ i.. ...:....:.....•:.. :..;;.:. .....:..:...:.. :..?:•: - :..:^.:::•..'>.:•'..:::,ii.n...:,.........x.:.. S:•R;:•:' ,'p.,:,:krY4.v/n• a. :i:3 4 .............................. . : 'i'..: ...y:....y. ....: .....:;•i:':yi.i:4'lt:ii'v.;` ^/ItI�.;::4 Y FE > I TEM „ TEST t.AB >; :;.LAB.>Ct, R ! :<•:':::;::.:::::... .: F. a m°'e'° .:.::: ELEVA .v••.•• :.vrv'•h w...SG?;»w:U:.•..rR;�.,.r,�I:�'NO. NO. A N k;T v:.. L B5' ;1�_�Y',;:•:W;;;:;.T::: :�::.;P•.;•: :: :..::;•:'M:•::•::•::..M;•::;•:.:';:.::.:...: is:':::::::::: ;ij:::.,i..'.::}::;4j:•j:•;.::::::?.:: AREA SOUTH OF MH#15 ' :.................................::....................................... ................................................................................................................ i 01 46 f +3' ** 150 south of MH#15 & 20 east P-3 114.0 i 106.4 7.4 110.9 i 17.0 95.7 90.0 ...............k....... .. .......... .......................................................................................,..................;f...........................' .............. ....................... 02 47 175'south of MH#15 & 50'east 115.5 107.4 7.5 I 96.8 ..._........._..._............................ _.......... .. ..................... ......... ..... ........................._.._.... . . 03 48 # 200'south of MH#15 & 10' west 116.4 I 105.9 9.9 95.5 .........f...................................... ............................................................................................................. ............... ....................... 210 south of MH#15 & 50 westto of .....�.�4.9...........106.�.... .......8..3...... . 95.7 < NE CORNER OF PROJECT SITE {...............j.................:vv....................................... ................................................................................................................................ ..........»..................................................................... ......................«.. ............................ ................................................ 05 50 # +4' ** 50'south & 10'east of NE MH * P-2 123.9 114.1 8.6 125.0 11.2 91.3 90.0 z _................................. ............ ............. ........................ ................................. .....-.._....................... ..._._.._.._....w._..... .._...._.w.�._.....__. .-....-.__.....__..,....._.._. ........ .... ._...... ....................._... 06 51 150'south & 20'east of NE MH * 124.1 C 115.0 7.9 92.0 " ......................................................................................................................................................................................................................................._........ ._................................................................................................. ....................... 07 ......52 ".................. .300'south &• 10'west of NE MH * 124.5 + 114.7 8.5 ! 91.8It } ................ .............. .................. ............... i : > REMARKS: "on existing bank at NE corner of project along Edmond Street..............................................................................................................................................................................................CONFC Q� ""Appnxomate elevation above native subgrade. � . ........................................................................................................................................................................................................................................................................................................................................................... ................................................................................................................................................................................................................................................................................................ . DENSITY.FTW/FRM FILENAME D-T0662.011 REVIEWED BY: ...... .... ,,,„ M AY 2 9 1997 CONSTRUCTION TESTING LABORATORIES, INC. iSSUED 10111 South Tacoma Way,Suite D-7,Tacoma,WA 98499 Telephone (206) 588-0805 Facsimile(206) 588-0928 F1ELf3 INSPC Page. 1 of 1 Client: M.A. Segale,Inc. Date of Inspection: May 20th, 1997 --------- - ---- ...............................------------------------................. ......... Project: Cedar Crest Development Permit No.: N/A ------------------------------ -------------- --------- --... .-------------------.............-------- - ----------- P.O. No.: N/A Address: 3rd Avenue East, Renton Job No.: 1150 .........................................------ - --- .......---------------------------------------------------- ------------- .....---.......-----------------------------------..-----_..._. Contract No. N/A ..................... . ...................................................................................................... .........................................--------................ .... Contractor: Client Report No.: 12 Project No.: T-0682 ------------........................ ------------------------------------------------------------------------------- ............................ ----->-:�.JY.??,:.•.::::n..r:?:-y-.::«•:?r:;:::v:.:.;.y,;.:??J:??1^:K?ti?•\•:CiY.??Y:YN..«???Y.?M,,: ::::.�... �.......... ...:• .:......:......... ..IA:QYMw?vCd.??IX^:Y.??.1.VlYM:TYf.?T:W?AY.!JY.Y.C!?{?:•>.v.?Y.Cff.?#::!.r.:W..�f.?'.?:!?}T.!9Cy?m{��•w: + uim�•a:av:,L:::F:,?v'?.;?' .Y.v? to MT'i Y?.K .. .ry l arrived on the jobsite to perform special inspection and/or field testing, for today's scheduled in-place density testing on the compacted borrow fill placed throughout the project. As requested, 11 each in-place density tests at random locations for the above areas around MH#15 and MH#16. All density tests performed is exceeded the 90.0% of the maximum density requirement, as per attached copy of in-place density tests report. Qeo Enc'neers Weather CLOUDY Inspector: SMITH/tmd ........_. - .- .... .... _ cc Gary Henderson (GeoTech Engineer) I \h _.. ... .. . .. ----- F.Er.D FT. FILENAME F-T0682012 Reviewed By: BORA MAY 2 9 1� CONS RUCTION TESTING LATORIES, INC. ISSUE® ..,..,�.,.,.,.....�.,.�,.k,:�,...,...,..:....,r�,...,v....:......,..w.,.�::.Y.,,�.,,,,,,.�:.,Mh,,..,..Mn„h�.,., N...,,.,......,:..,...........................�..�,.........:...::.:., h,.....,,hN.,,... 10111 South Tacoma Way, Suite D-7, Tacoma, WA 98499 Tel. No. (206) 588-0805/Fax No. (206) 588-0928 '•.'i�Vx•.Y VV,Y•+iN.!x. Y. XKK .'. .:.n..:... '..::'.. .... ..:. .. .v... .,.: ..,, ... ,,i. .: ::::.::is.:::ii i:.:�i:. ..:':...::.:.:.:::.:!iVV.gf}.ti:W.�'iw.tiK•%V.V;WV.4.V:+v",yv':xµyS IN- A CE D ENS1'TY T>��T REPbRT .................. CLIENT: M.A....Segale,..Inc.:..................................................................................................................................... DATE: May 20th,1997..........................: PAGE: 1 OF 1 PROJECT: Cedar Crest Development PROJECT NO.: T-0682 REPORT NO.: 12 .......................................................................................................... .................... PERMIT NO.: N/A........................................................................JOB NO.: N/A ADDRESS: 3rd 81 Edmonds, Renton CONTRACT: N/A P.O.No.: N/A _..._............................. ....................... .........................,..... ............................ .._.............. CONTRACTOR:Client TECHNICIAN. D.SMITH/fmd ...................................................................................................... ........................................................................................................................................................ IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAXIMUM DENSITY TEST METHOD: ASTM D-1557 +. 1.. ..;}• i:,•.{r';e. ,:,.,..:,...•,'.'•,.r,/}.,. •.'•::•.:}wi°:{:k:>`,:`,t�+.,+?.•}S.••:•'.'Sy`3.vi�,`..,'µ�C''�,':v ,,�,,• PER- PER- GSM- ITEM TEST 3 FIELD DENSITY LAB Cl/Rl/,E LAB .Cf r M O NT NO ELEVATIOry r > LOCATION ::. ,, �3 . •,w.'w kavwwawwaaow.'o,:w.:w.::>..:v::::w.:..x:.•...:.:::.t;::.v::.•;;::.x..n.a.r;.:.x..p...x. ov:•x awixa'w"w:i.ca.w...xa.',...:.: N0 .; ua,Kva..was.• : ........ w•��w�e"vangw ; <: .t 01 54 7' 60'north of MH#15 P 2 124.4 ` 113.1 10.0 125.0 11.2 90.5 90.0% .. .. .. ... ...................................�... ................. ...........................'s.............................................. ..........................;............................ ............................................ r 1 �. i q.....02.... ....55..... .........................................20'.north,..20 east of MH#15 .' 128.0 113.3 13.0 90.6 . 03 46 120'north of MH#15 ,,........ ,,......... ,o......... .I...._ ...... . ... 126.3 114.3 10.5 91.4 ... ......... _.......... ........_............_ _. 04 47 150'north, 20' west of MH#15 �, 126.2 115.6.. 9.2 .... ..................to..................... .........92.5...... .................,............ R............... ........ ...... ......................................................................p...................; 05 48 20'north, 30'east of MH#15 s 126.8 117. 1 8.3 93.7 ........................................................................................................................................................................................... ...................::.................................................. ..................................................................................................... ....................... 06 49 50'north, 10'east of MH#15 ' 427. 1 114.4 11.1............... ................. ....................................... ....................................................................................................................................v................................................... o, o, 91.5 z 07 50 100'north, 25'east of MH#15 %` 124.1 113.4 9.4 90.7 "_............................. ........................ . . . .. 08 51 40'south 20' ., �. ........ ... ...... .............. ._.......... _................_......._.. .. ..........to, ........... ................ .. . ...... ..............._._......_ .................. ...; east of MH#15 122.9 112.6 9.1 ........ .................................................................... ..................... .............................................................90...... .... ............. ......... . 09 52 100'south, 30'east of MH#15 126.0 115.1 9.5 " 92.1 > a ...........................y.............................................. ..........................',............................ ............................................ 10 53 100'south 50' west of MH#15 125.7 116.4 8.0 of .............................. ........................................................................................................................................................ .................. ........................ .......... ... 10'south 100' west of MH#15 126.4 115.9 9.1 92.7. ........... ... .... ..................... .R�i�i REMARKS: *Approximate depth below finishgr ade. ...................................................................................................................................................................................................................................................................................................................................................................... ......................................................................................... ........................................................................................................................................................................................................ 1h1..... 1I DENSITY,FTW"M FILENAME: D•T0682.012 REVIEWED BY: •I••+•••4 ............................... REPORT CONSTRUCTION TESTING LABORATORIES, INC. ", 0 3 1997 i M 10111 South Tacoma Way,Suite D- ,�Tacom`aZ98499 Telephone (206) 588-0805 Facsimile(206) 588-0928 :..:.::::...: ... ..........:... ...:...:.:............::... ::.......... Client: M.A. Segale,lnC........................................................................................ Date oflnspection: May 23rd,1997 _.... .....................................--................. Project: Cedar Crest Development Permit No.: N/A .......................•--......------_.............-----------------------.......-----------..................----------'-..... ...................................................................... P.O.No.: N/A Address: 3rd Avenue East, Renton Job No.: 1150 -----------------------------------------------------------------_.----------._....................---------------....--- --..............._....._.............................................. Contract No. N/A ........................ Contractor: Client Report No.: 13 . ................................. Project No.: T-0682 --................................................................................----- --- ............................ .,..::.::1:;:::�:.....:,:)34`::�,-�i:y'"<e��°:::i{:i-=.:...:�..'<fq•;,4•r"�+�,t,r;::tr;-•`•x.,� :<n.« ;;xa...;;r�:c. sr-irrro.:•-:..�.;.;�.v w• ...-.sue:.1:+b.° -s<-.fS:.�.;,s..�,�'-,x'�a,�r o;r< < r �a�•.ptsaxx>,p�s x��•w.:a:• 1 arrived on the jobsite to perform special inspection and/or field testing, for today's scheduled soils in-place density testing on the compacted borrow fill placed throughout the project. As requested, 9 each in-place density tests were performed at random locations on the compacted fill in the areas of MH#15 and MH#16. All density tests performed met or exceeded the 90.0% of the maximum density requirement, as per attached copy of in-place density tests report. Ceo Engineers J U N 0 5 1997 Weather, SHOWERS Inspector: .SMITH/fmd _......................................................................... ...................................... cc: Gary Henderson (GeoTech Engineer) .......................... FrEw.nw - Fu.E NAME: F-TV682.01J ... Reviewed By: 9 REPORT CONSTRUCTION TESTING LABORATORIES, INC. JUN 0 3 1997 .....n...,.,!.r..!...,......,.................�r..x,..nr:n::r.n.:.!f.r.�r......:...�...:...!..,..v......:....,....!,•..,.,:...n...:.,..n.,.,f....,....•.f.�.....:...:..,.,n..:....,.........,....,.....f.......f...r........•..nf.r.,.....v::.:.:.,.v..�o;:r.. :.� �{�. :.�f.v:.:�v 11 South Tacom 3gfe D-7, Tacoma, WA 98499 n:;•n :!..n •.•:ti•AW. ,•XW.C•%•MVW.vA i,.:ti.: . ,•.•.'i•.•..: :.:., Tel. No. (206) 588 08 5 ax No (206) 588 0928 . :..;i':S1i:.1::i:..'::F:>;;:•Jx•.ac„w,+we.wx+wKKKvf.»n+rr;Kw.x,.uw�a?xa•;u•svrn.. r._v w.r IN-P LACE SIT EST DENY T REPORT ; ..:..::.:..:.::..:.:::::::.::.::............ V'JAKFVTMKWh�gM'NY.W}J>)Y:•i:titiVH:•ijij:V::Y::liv>i CLIENT: M,A. Segale, InC. y DATE: May 23rd,1997. .PAGE: � OF .. ... ......... .........•............................................ . ..... ..... ......... PROJECT: Cedar Crest Development PROJECT NO.: T-0682. REPORT NO.: 13 ........................................................................................... ...,............................................................................. ................................... PERMIT NO.: N/A JOB NO.: N/A ADDRESS 3rd 8 Edmonds, Renton CONTRACT: N/A P.O.No.: N/A ...................................... .......:.......................:..........._.............................. ................:.... ...........:... CONTRACTOR:Client TECHNICIAN: D.SMITH/fmd ............................................................................................. ......................................,................................................................................................................. IN-PLACE DENSITY TEST METHOD ASTM D-2922 MAXIMUM DENSITY TEST METHOD: ASTM D-1557 ................ �'�''...... .... ..:: r?'F..:... .....::: ... :... ;.: ..;.•:s:x,.?t.,os.:•s:a:. .:w7naxa s: .axe• .N�:. �•:J: o ;:,: :...... �'�,, ;.}:}..� .�:...:Y:?R:!..�'x: ti�sx};s�tg}�•ae +�Yt��`;t,ox}!:63':•°i•'}�...•. }''?f�;?f`��.`••�}%:Y'�'#'Y .'3:k;�• 2 :. ��R� � PER <COM �f ITEM TEST ; t. LAB FIELD ©ENSIT'Y AS TEST GL1R1! ELEVATION , <: >; ::.;CfV:�::>::::>:;::. ....;::;•; N LOCATION CURVE,,; LB TUFT ►1 '1MtlM: `:>! NO. T NO. 1PR]'WT. Q. No � : w,�;r U :° < .� >::><::::::>: s RERE '-' .•n.r. :j}...Y.•... .:::...,v:Y.•}.V.•.Y•.KKKKW:4.:Xo::ii% <K'V.'V::YYiOP.':).r'%VYfnKK•X : xJ Y.•Y:•TYi.^i'ri::.:.::'::. .....�: �•;,".' t ti L .... •ppNOP4yyXMNMV�.•'0:�:i:.: MH#15 k ; • }NM?}ptN • k....... 01 65 - 3 ' 50'south, 10' west P-2 125.1 112.9 10.8 125.0 11.2 90.3 90.0% f .................................................................... ......................x............•..............�............................. . 02 66 100'south, 30' west 126.4 113.5 11.4 90.8' it ..............._....... ....._........ _ . ... ;. ..............................._.....:....v._..............,.............. ..... 03 67 100'south, 100' west Y " 128.0 113.9 12.4 " 91.1.... ..:........".._.......... ................. ....................................... ................................................................................................................. .............................................. ...................... ............................ 50'south 75' west ��.......... ' 91.7 _.....04.... 68 " 126.1 114.E 10.0 ....................................... .............. ............................f............ 05 69 10'north 20'west 127.0 114.4 11.0 91.5 ...............'.................i........................................ ....................................................................................................................................'..........................r...................... ....................... ...........................}............................ ..................... ....................... 06 70 5 25 north, 75 west 128.8 113.4 13.6 90.7 ....07.........71.......................................... ..100'north, 25'wesf............................................... .. 129. 1 116.7 10.6 ; .. 93.4 .... :..........,...................................................................... ......................:............................ ............... .............. ............. ........ ........................•,...................................•....................................................... ...•................ .................... ..........................3............................. .................. .. - 3 20,east 4 P 92.7 90.0 . .. 08 72 k -2 1284 1159 ; 108 1250 112;...............`..................k....................................... ............................................................,.................,...........q..............................................:....................... .......................................................................•............................ ................... ......... ........; r 09 73 25'south, 15' west 129.5 117.0 10.7 93.6 . •:..::. ..:,:.:,. \.,Kti n:K,•.....•n„J:•::, .w:r:};wr:f.•%•r.,•.,\•.•rYrr .,..::}::r.•.w.+w:rwKy nJJ:tip.VKKnwJ:.:;:r: •' •::.:::.. n:...•::ti .�....•.:. :.:....r.}:S:<YYu.•.r.,!.;..y..,,!..V.ti•:v.vu.:i•.vwK•.iK•MV.•.w,Y.1,.,KFi,vr:.w+'.•:H}}.,:...nti4:s•:{•% 6""N'F0 REMARKS: ...............................................................................•...............................................................................................................................................................................................................•..........•......... . .......................................................................................•..................................................................................................................•.............................................................................................�_) ..........................•.......................... � .......:L.................................................................................................................. ..... ....... D11)rY.FTW.FRM aE NAME: D-T0662.0f� ............ REVIEWED BY: ...... b ,,.... .......................... JUN 4 3 1997 CONSTRUCTION TESTING LABORATORIES, INC.ISSUED 4 10111 South Tacoma Way, Suite D-7,Tacoma,WA 98499 Telephone(206) 588-0805 Facsimile(206)588-0928 .:....:::::.. ....:.. ......::... Client: M.A. Segale,lnc. Date of Inspection: May 28th,1997 ---...................-..............................._....................------•--------............................ .......------'--------.... Project: Cedar Crest Development Permit No.: N/A ----------------------------------_....------'•----........_..................-------------"------......------------ ...................................................................... P.O. No.: N/A Address: 3rd Avenue East, Renton Job No.: 1150 Contract No. N/A -------------------------....................................--------------------------------------------------------------------- .................................................................... Contractor: Client Report No.: 14 Project No.: T-0682 ......................'..............................-----......_.-----._......_-------------------------'--..... ---------------. ....I....-................. ..'.'<i$:u s...�....s`�"'•.�c�e5`'i:�:`ra`�:•.bi•}•:��i;#o-a1�:s�• .y+rT- .:�.. .:'rrtc`;r• '•;:-y.{x :wr..srs>2a•5+'a'r.` .S: J-::.�,�4'. :�ivG:�o::r..�S. r.4'f:' .:S..yiSirR:i:ar:-:..:�d`? v �✓.!4'�..ik....s,V�2�i�:ills•.w:.;:-...macaS�...��y'-�•".a..:u..Y�i..e,-�-�'�•:.. .s...as>a'�+ •ii5i<,�a•..� '`'f"�. i:•!.•:,e:........-...-... l arrived on the jobsite to perform special inspection and/or field testing, for today's scheduled in-place density testing. As requested, 9 each in-place density tests were performed at the SE area (approximately T below the finish grade) and NE area (finish grade), as per attached copy of in-place density tests report. Weather: CLOUDY Inspector. .HONG/fmd _..... .._.. .... -- - .......... .... cc: Gary Henderson (GeoTech Engineer) F7ELo.FTw FILE NAME: F-TO682.011 r _...........__.... ........ '--.._ ...R-OS/291-........97......T-0Y.........l9/..97�. -' ' -- - -- -.... y Reviewed B �r - / 9 0 REPORT CONSTRUCTION TESTING LABORATORIES, INC. "' 0 31997 .... . . .. .. .. v.v.�..:....:......v.,,..,:,.v............:.:.:�.,,,...:..,,...::r:.,..,..,..,..,.....,.�,:,,•.�:.,,,,,,.A,:.:.,,..,.:...:n..:.A„•:.K,,,,.r..:...,v.:.„„��,��..�v.,,,�.�.,:..,v.,,w:,,, .. ������ ,,..,�...��.N.,.,,,K..v.,,���.•.,.,,��.,.J:....v�:.., 10111 South TacoWay, uite D-7, Tacoma, WA 98499 Tel No (206) 588-0805/Fax No. (206) 588.0.,,9h.2.v8 IN-PLAC� DENSITY : ;, � .�:.::.;..:.:::.............:.:...::..::....v:>� ,.:::v..v ..u....i� W.,v,vn+iri�k .,•.....:.. ..n.,vv nti .v.v.vv.Y.,,.vA••4r.'vhivT v�4vVA'vhVT.tiV.•iH)X.i�.'tiT.:..:' ...................................... ...:::.:::•.• CLIENT: M.A. Segale, Inc. DATE: May 28fh. . ............................................................................................................................................... ........y..............1997 PAGE: 1 OF 1 PROJECT: Cedar Crest Development PROJECT NO.: T-0682 REPORT NO.: 14 ....................................I...................... ................................................................................. ................................... .................................................................................................. PERMIT NO.: N/A JOB NO.: N/A ..................................................................................... ................................................ ADDRESS: 3rd & Edmonds, Renton CONTRACT: N/A P.O.No.: N/A .......... .. .. .. .._..........._....._....._...,.......,... ..........._.,.._..... CONTRACTOR:Client TECHNICIAN: S.HONG/fmd.......................................................................................................... ........................................................................................................................................................ IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAXIMUM DENSITY TEST METHOD: ASTM D-1557 ................ ?•c y h 2 nER FAR GOM� ITEM TEST ' : LAB ` IEL.f'? DEItISITY_: L.AS r CENT CENT I'AGT ELEVATION LOCATION f CUF7VE L8S CUFT ARYWTPTIMt1M : { NO. NO. € lNa1ST- C1M �NO. pRY � SE AREA .....................................................................................................;............................ .....................:......................... 01 74 - 7'F G 40'from east, 150'from north P-3 123.2 ..?0.2 11.8 110.9 17.0 99.4 90.0% .....................................I........................ ............................................................................................................. ...................................................................... . 02 75 80'from east, 250'from north .............. ,........ 1190 � 1050 134 _... ._.. __. .,.._.._..._......_...._.......... ...,,94., 03 76 60'from east, 350'from north 129.0 106.2 21.5 95.8 ................... ...........................,..............................................'...........................,............................. ................. ........................... 04 77 20'from east, 450'from north 126.5 108.4 16.7 " 97.7 ..... ......................................................................................................................................................... ..............................................f....................... .......................;.............................j.................................................. ....................... NE AREA ' ............... ................. ....................................... .................................................................................................................................... ..........................t....................... ...................... ..........................;............................ ............................................ 05 78 F G 120'from east, 250'from north P-2 129.8 121.2 7.1 125.0 11.2 97.0 90.0% ................ ......_.............._...._.. ............;............................................................. ..................... . .... 06 79 80'from east, 100'from north 130.6 123.2 6.1 i " 98,6 ...................................................................................... ..................................................................... ...........I....................................;.................................................. ....................... ....07.... .....80..... 180'from east, 120'from north 132.2 126. 1 4.8 100+ " ..................................... .................................................................................................................................... ...........................>...................... ...................... ..........................;............................ ............................................ 08 81 220'from east, 300'from north 126.8 120.0 5.7 ? 96.0 ..... .......................................................................................................................................................... ...................................................................... .................................................................................. .......................9 09 82 150'from east, 350'from north 130,9 121.8 7.5 97.4 _. .. ... . _.. . ............ ;... : . ,.,.:.:,.Jh.: ... . - REMARKS: ...... ................................ .................................................................................................................................................................................................................................................................................................................... ELEV.CODE: FG = Footing Grade - .... ........................................................................................................................................................................................................................................................... .. ...................................................... ti 1 ............................................................................................................................................................................................................................................................ _ .. ... .. .. ........ . . ......................... 0FNk1TY.FTW1FRM 'AME: 0•T0682.014 (05/29/97) REVIEWED BY J U N 0 3 1997 CONSTRUCTION TESTING LABORATORIES, INC.ISSUEC1 0 10111 South Tacoma Way, Suite D-7,Tacoma,WA 98499 Telephone (206) 588-0805 Facsimile(206) 588-0928 Client: M_A_-Segale,Inc_ - ....__...... Date of Inspection: May 28th, 1997N _.--------------------------------_. ......................................................... Project: Cedar Crest Development Permit No.: N/A ......- __.............--..-_._.......----._.....---....._... .............................................................-......... P.O.No.: N/A Address: 3rd Avenue East, Renton Job No.: 1150 Contract No. NIA Contractor: Client Report No.: 14 Project No.: T-0682 - -- -- -- _ 1 arrived on the jobsite to perform special inspection and/or field testing, for today's scheduled in-place density testing. As requested, 9 each in-place density tests were performed at the SE area (approximately 7' below the finish grade) and NE area (finish grade), as per attached copy of in-place density tests report. Weather. CLOUDY Inspector. .HONG/fmd ........ -... P cc: Gary Henderson (GeoTech Engineer) -- _. FrELD F2W - FXE NAME: F.TV6d2 n11(R-0srtwa7/T-0S/2A D7) Reviewed By: REPORT' CONS UCTION TESTING LABORATORIES INC. JUN 0 31997 10111 South Taco is ayED- , Suite D-7, Tacoma, WA 98499 Tel No. (206) 588-0805/Fax No. (206) 588-0926 . ...:.::..:.. .::.... .. ...:.::.:::::. MA .........:.....::..�.�:.'.�::::::::::::...�:.':::::.�::::::........:.:::::.�::::::...... 'i::..:...............:..::::::::::.:�:::::.;:::::::•::v:�i::.�:::i;:.,:::::�::::::i.�::':};w:::i::•:.�::::::.i:.}ri::::::::::::::::::::r::::,:.:.::::::•.�::::::::::�:.:.:..:::::.:�:::::::4:•:;.;�.w::v::::::::::Jr:•%:;:�;.::i�i:::::� ........... \h�VVr.�N1YMINMV.NM.,,C•:9.wV. ... ,....:..:.:.....:....:...�:.:�:.::�::::::.�::...:�::::.�::::•::::.:•..:.�:::::::::::::::::....:::::::.�:::::::::::::.;:::•.�::::::.::�::::::::::•::.�:::::.:�:::::::..,:::::::::::.�::.:�:.�:::::.:.�.�::VSJ�vn:\Vie\'W.'VaY%M9a'V.SNW.Va`w\Yf.` •.. ••••.••::••••••.••.:•:::::::::::::n�:y::::iiii:iY?is�i'•iiiii}ii:0}wi::•i}ii:3}}?>i>}>:.isi•ii'::is i:•iiiii:•iii:•i:9:iii::v:ii::•:::•iii:i•:}::{r:.i:.}';::•:i4:.i}:}: cLIENr: M.A. Se ale,..lnc. ............. ........ DATE: May 28th,1997 PAGE: 1 OF 1 ..........................................................:.......................................................................... PROJECT: Cedar Crest Development ................................................................................................. ................................................................................................................................................................... PROJECT NO.: T-0682 REPORT NO.: 14 .............. ................................................................................. ................................... ................................................... PERMIT NO.: N/A JOB NO.: N/A ADDRESS: 3rd & Edmonds, Renton N/A......................................................................... .... ................ CONTRACT. P.O.No.: N/A CONTRACTOR:Client .......................................•................•.•................................................................. TECHNICIAN: S.HONG/fmd IN-PLACE-DENSITY TEST METHOD: ASTM D-2922 ...................................................................................................... ...... ..• MAXIMUM DENSITY TEST METHOD: A STM D-1557 .................... l >PER ::>;;:......F.aELa:: Na. .. ..... ........ ...LO ;:: >:':. ....... . ......• .. :::.::: ;::::.:.:;::<.;:.::.:•:�>::::_:::;;•::.:.;:::;;:;.:::.. T PACT<;; sT . ...........: .....................:::::::::::.:�::::.:: <..;::.;•<.::.:;:.;::;:: ;:..; ;:.:.:<.;:':::.�.::::::.::::.:::.;.;:.::::.::: ::::::::>.:::7'.:: ..:RED?.;.;.:::: 'cwan.,,xwnw:oxa..:..xeo:,aova x: ...................:............................... .... .. E AREA .... ... .. ................ .. ............................ .................................................................................... 40 from east 150 from north P-3 1 74 ;........................ .................. .... ....02..................... ..............��F G 123.2 110.2 �.�:.8... 110.9.... :......... 75 ��.......................................................... . .......... 80'from east, 250'from north 119.0 105.0 13.4 94.7 03 , .._.._.._ . _ _.....w._......._.........� _ ._.... ......... ...76.. ....................I.............. 60. from east,. 350 from north.......... 129.0 106.2 21.5 ., 95.8... �...,......... 04 77 .............. .........................;...................... 20'from east, 450'from north 126 5 ................ ....................................... 108.4 16.7 ..................................:..........1....................... ...................... 9 7.7 05.... ................. ..............F..G.............. NE AREA :.................................................. ...................... . ................................................................... 120'from east, 250'from north_ . .............. ... 129.8 «. .......................... .. .............._..... > ........ . ..........�_.. . _5... 11.2 /... 121 2 7.1 12 .0 97.0 ••.•••90.0 79 . ...... __. ......_ 80 from east 100 from north 130.6 ' 123.2 6.1 �........................................................................... . 07 80 ............ .......................................... .......... 180'from east, 120'from north 132.2 126.1 4.8 .... 98.6 .. . .. .. .. ........................... .......................................................................... ........................ ......................... 100+ 08 81 220'from east 300 from north Z I... ....................0;................. 126.8 120.0 5.7 ��....... ................................. . .. ....... ..... . 09 8 :....................... ........................ ...................... .... 96.0 150'from east, 350 from north 130.9 121.8 7.5 97.4 REMARKS: .................................. .............................................................................. ELEV.CODE: FG = Footing Grade :Ns:rr.FTWiFRM ................D-706d?.014....OS/29/.................................................................................................................Y ....................................................................................................................... ...................`.�........................... v4wiREVIEWED BY REPORT J U N 0 5 1997 CONSTRUCTION TESTING LABORATORIES, INC. ISSUED 11 10111 South Tacoma Way,Suite D-7,Tacoma,WA 98499 Telephone(206) 588-0805 Facsimile 206) 588-0928 e; o Client: M.A. Segale,lnc. Date of Inspection: June 2nd,1997 Project: Cedar Crest Development Permit No.: N/A P.O. No.: N/A Address: 3rd Avenue East, Renton Job No.: 1150 --..---- __...... Contract No. N/A ...............................-"-".......................... ... Contractor: Client �•�• - - Report No.: 15 Project No.: T-0682 :::::.............. n :r K..r::i:33Y.....-3:•:R:i::::-.n.. .:::. :.:.r....:..:...v v< ....................... ±.'-. v±r r:.. '-- rr-":{.;� -.:>..:.,1...:vl. .s,^F1.v..{{.i3Y•.v::3:•vx 3:i^::K::.::A:... kx":.. ±.G v:3 K •:?S'wr ti.•cv { ?n,w.rS. .:.s_.::••.. .i ...... - ..- ;as.. v .:ti!io- ia...-{`•o.K ..,.>.w u`? < o ::3,'-^3 �f rx r<: ::.:....... ... I arrived on the jobsite to perform special inspection and/or field testing, for today's scheduled soils in-place density testing. However, density testing was cancelled due to the area was wet. We will be notified the next schedule date by the contractor. Geo.Engineers J U N 0 6 1997 Weather: FAIRS Ins ector. S HONGI d ._.............. P cc....: .ary- -Henderson. . (GeoTech Engineer) .. _... -" - - ..-.. - FrEzo.r7•r+ FILE NAM E: F-rosa2.oss(aa r- Reviewed By: REPORT CONSTRUCTION TESTING LABORATORIES, INC. JUN 1 2 1997, t 10111 South Tacoma Way,Suite D-7,Tacoma,WA 98499 Telephone (206) 588-0805 T6-3 Facsimile (206) 588-0928 FIE�.D-: client: M.A. Segale,lnc. Date of Inspection: June 6th, 1997 .............. ------.... - ------------....--------.....----.--------.......------ Project: Cedar Crest Development Permit No.: N/A .................................................................................................................................. ..........................--.....................................----- P.O.No.: N/A Address: 3rd Avenue East, Renton .lob No.: 1150 Contract No. N/A -------------------------------------------------------------_ _.......................................................... -----------------------------------................................. .. Contractor: Client Report No.: 16 Project No.: T-0682 ................. .....................---......---...........-----------....._.------.................._....------. ..........---- ................--....... I arrived on the jobsite to perform special inspection and/or field testing, for today's scheduled in-place density testing. I performed 6 each in-place density tests on various elevations of fill at the South and North areas of MH 14, as per attached copy of in-place density test report. I picked-up a soil sample (silty clay material from the West bank) for moisture relation curve. Q00 r N16 Weather. Cloudy Inspector. S. H.on9i.s 9 .............................................. .......-------...- --------............._-...------................. -------------.... ..... .. - -.......... . . .... rrfLD.nW M7 NAME: F•TO682 Reviewed By: J U N 1 2 1997 10 CONSTRUCTION TESTING LABORATORIES, INC. ISSUED ....�.�..w.�r�.��.rv..,..r.r,...M...�...�.�.v.X.�X�...,^w.�v..w.w......�...h....rw.r�.,v....X.,w.�.�vX.�.�,~�w��.......vh...�.v.�..Xn..Aw�.,.w..v.,.�.r�.�..,K...r.X.v..��.X.�..r..�....w.�h�..�..M.� waw.r..r, 10111 South Tacoma Way, Suite D-7, Tacoma, WA 98499 Tel. No. (206) 588-0805/Fax No. (206) 588-0928 N pLA cE DENSI r� TES r...REr�OR.r .:.:.::.: ..::. :: ...:.... •.�.\".•�� ........•.'CJi\'WiT `W,M.n},Y...,XA\h•N.•.V�.Wn•.\.tiwY/.WN\VAO?>.W�V.RVi'h ....... �Y'Fr:VW�hViiV.XtiX�kVRY>ThVJ�R1M•V�.•.V:•\V4M\M.•.•..••••• V.v.\\H,:VJTV.M,AV.\VA\,AN�.v.NVr�i.\\1�` CLIENT: M.A. Segale, Inc. DATE. June 6th.......................................................................... ............1997 PAGE: 1 OF 1 .................................................................................................................................................................................... ......................... ... ................. PROJECT: Cedar Crest Development PROJECT NO.: T-0682 REPORT NO.: 16 .................................................................................................................................................................................. ................................................................................. ................I............ ...... PERMIT NO.: N/A JOB NO.: N/A .................................................................................................................................................................................... ..................................................................................... ................................................. ADDRESS: 3rd 8 Edmonds, Renton CONTRACT: N/A P.O.No.: N/A __..w..._...w.............. .._._.......__....._...v._._......._ ............................................................................................................. _...__..... .. g_...9_...................__.........................._........................ _...�_ �__..................._.......... CONTRACTOR:Client TECHNICIAN: S. Hon /s ........................................................................................................................ ........................................................................................................................................................ IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAXIMUM DENSITY TEST METHOD: ASTM D-1557 ................................................................................................................ WWW .: ': . .............................................. ..::. .. ......%:;:;:;:y5:::;;:;:::: :;::..is•.: ::%Y:::S>:%:i'::::i::'<"<';y:?. �: .-. .. $:j Y;:::y::!:;:'::"r?:; .� ..: :,;v:j y..:.�•�. ::..::.:..::..:::..::::. :.:... #� } .:::•.;::. :.. ;.:. ..: :. Ell G .M..:.:.. ITE ::<:: :::>::: <::: : . . :LAe :;,>:: ..: cNr.;.. :. ........ G�Nr... ;Pr .... L.00A;TION'! GURVE<;; .;:LBS. D1 Y:WT.:.v MUM ELEVATION :.::.::. :::...:. ... CUl". N4. NO ::;:::: . .::. ..:.:.:::..::.:..,:.,. .. .... :. M4IST� CaM.. .;° . NO.. WET DRY;>. .:.: :;<; #!GI~ WATER;:/. dd: URE;:»::::>:::>::: PACT REt? ...' VnfN'WPpfOf 'VY�h+AVNwV.N.\KV%rVOi'%MK'fO.• .. .. ..... ... ....'HOJYNWNOJO'NiO»%�%(O:Vw�trrYY:K•%.W..:4:vY:+wtivVX:Sh.W'�t::Yw:X:%:)YYYY}Y%G\L4?:•4Y}1jY.•Y:::{iYi:M6�:H5V:C•:�+:i+iV`'VWYVt�i:WGC�C�C•WH'' •tVWC:iwX:Y'iivY%IX' At South area of MH#14 . ¢............................ ...... ................. ....................................... .................................................................................................................................... ........................ `....................... ................... . .. 1 83 -6'F.G. 80'from South, 100'from West P-4 122.0 111.7 9.5 115.8 15.7 96.5 90 ................................................................... ..............................................:....................... .... 2 84 -8'F.G. 100'from South 200'from West 132.0 ' 117.8 12.1 115.8 15.7 101.7 " ._........_............_... ...... ........... ........ ..... ....... 3 85 -5'F.G. 200'from South, 50'from West 124.5 112.2 11.0 115.8 15.7 96.9 4 86 -5'F.G. 240'from South 80'from West P-2 134.5 122.5 9.8 125.0 11.8 98.0 " .............................. ................................................................I........................................................................................ ................... ..........................,....................... ...................... ............................................................................. ......................? At North area of MH #14 '• 5 87 -8'F.G. 150'from South, 50'from East P-2 136.0 124.9 8.9 125.0 11.2 99.9 90% ......... ....................................._..._...__. _.__._.......,_.................... i ; 6 88 -10'F.G. 300'from South, 100'from East 133.5 122.7 8.8 125.0 11.2 98.2 ...... .......•........................... .....................................................................................•...................... .......I...... ...........•......... .i.................... .. ..;.. f i s ............... ................. ....................................... .................................................................................................................................... .......................... .............................................. ....................................................... ..................... ....................... ................................. ..................................................................................•................................•..•................................ .............. ................................................... .................. ...................... ................... UK- _ t ..... �....,,<,.�...:.�.:<w,..YXY>..,..XX...: ..:..:..XX...,.,...:.:.......;.Y.�:X.H:,.,X...Y,,.wX.,-.Y...Y..•..:IX..wx... .. ;... .. .... .... «. ,•....,....r.•,,,, \a:.,..:.,..., „YY. .Y:....Y..:...,:..:.,...Y:.Y......x ..Y.... .�.,>.:k Y. ......•.:,:w:ww.:v.w>�r�..W.:.,,wX...,:->:ti.......::,... ,:.. , REMARKS: F.G. = Finish Grade ........................................•.................•...........................................................................................•...................................................................................................................................................................................................... .............................................................................................•............................................................................................................................................................................................. .... . ............................... ......................... ....... ...............................................................................................................� ...........•••....................................................................... ...........1.�,� OENSITY.FTW..FRM FAME, 0•T06iit.01E REVIEWED BY: ......... .................. ........... REPORT JUN 1 2 1997 ,,CONSTRUCTION TESTING LABORATORIES, INC. ISSUED 10 111 South Tacoma Way,Suite D-7,Tacoma,WA 98499 Telephone(206) 588-0805 km Facsimile (206) 588-0928 .. . . . . .... . CLIENT: M.A. Segale, Inc. June 6th,1997 ----................_.................................................--..--_-_......................-----...---_.- DATE SAMPLED: ..._... PROJECT: Credar Crest Development T-0682 ............................................................_...._.........._.......................................... PROJECT NO.:---------- ADDRESS: 3rd Avenue & Edmonds Avenue, Renton REPORT NO.: -_......._-1_6.-._-•- ----- -----------_...----- -- --- - ----—-- -------- --- CONTRACTOR: Client PROCTOR NO.: P-4 LAB# 7-356 FIELD DATA: SOURCE OF MATERIAL: At the south area of MH#14.....approximately 5'below FG LOCATION SAMPLED: Native.....West Bank err:%e`?.:�:. �4r,.L'¢;`--fG`.'x:Cp�rxrr.�y/�jlyr"'.�o..,,.�. %<""ro%':/ran.;A�r..awr..a.-::ri+•:..• r ::•:r•::;r.{{{{;.v::{•::ca:{..>:.>: :itr•'y;°Syp�::c.f1;:1!.�`ri:`:�;�:=:-'L?':S.:i.•:..:-:a•�:�::/rx:•{.>r-::�-::::�f:':.::%:{x•:.1::::::�::::::;::tS�::.::::»:�:•;•:::.<:. ..rn -/. :•..:::::::::::.:_v::: f •::::::::r...:....:.:..... .r....:..........................:..��� \J� �.:tip`':�.F?':'��:�. i::iii:N.iiY.•:<{.:p>'lrii:{{{:/.N.:.�•v:Y..::{.i:{.�{{:i.<?i::!:'�ii:-iiiii:l:ii...ri'isJiiiiiii:•iiiiii::.::�::}•.:::-{vi:•i'-::�:::3ii::<::•: LABORATORY DATA: v........... .......,..................a.:::.{.:::::::.-:::._::.::...::.::::::::::::.a.::: ....w.v.:v.!�w>nawarnwvavicaww:no.:.woa.s.anccw.ao r�' MAXIMUM DENSITY DRY: 115.8 PCF OPTIMUM MOISTURE: 15.7$ <: SOIL TYPE & COLOR: ---- --- - - ............. ---........--- "- ------- ... .... '"- -'-- DARK BROWN SILTY, CLAY ..............'-----------_ - ...- '----------------•----•----..... -------- - - ...........- ----'- ---------- -... - - .----'"- -" .' ...---- MIN - and MINOR GRAVEL - - - ... ... ....... ....'- '-- ...... --'.................. .... TEST SPECIFICATION: ASTM D-1557(C) :< «: -_ .._._.. ..__... ___ CYLINDER: 6 HAMMER: 10 ha LBS. :. _ - DROPS: 18 i<•::� LAYERS: BLOWS/LAYER 56 £,a~ - " . ffl I ------..... n 116 MOISTURE%: N/A : - - --'--' ........- ---------------..--.------_------._................................ .•?`lra'v . _ _- - - V.- ..-.......-....--....._._............_..............._....._............_....... , r 114 TECHNICIAN: DELLIOTT } ..............................I...-- -' SAMPLED BY: S.HONG (CTL) �: ._ ..._. .. --•-.... ......- . -- - ._..._ DELIVERED BY: -.. —- - - - - - - _ - - -'-' -- ------- ---- ---- REMARKS: + 3/4" = 5% '¢<> 112 :r ..- - ------- --- -- - .... ................................................................................... .. ............. ..........­.­--------I............-A.............. .s110 - _....._._....... _.. - ... ............ .... .. ....._. .... .-.._._-._........... ............_._........................................ •'-. ... .. .... . --- '- - ..... ................... ................. . - -'--....TO-....-- -- '- ' ..... .............. //- 10 12 14 16 18 _... . PROCTOR.FTW/FRM/0�-1i-D6 P-T0682./tE'P •��• ��� ' REPORT J d L 0 11997 CONSTRUCTION TESTING LABORATORIES, IN&S ien WA 98499 act 10111 South Tacoma Way, Suite D-7, Tacoma, Kc_ Telephone(206) 588-0805 Facsimile (206) 588-0928 Client: M:A: Segale, InC. Date of Inspection: June 25th,1997 .....-' --------------------------------------------- - Project: C-edar--Crest Development......---..-----..... ---------------------- --- -- P.O. No.: N/A Address:3rd Aenue & Edmonds Avenue Job No.: N/A - ..... ................................................... Contract No. N/A Contractor: Client _ Report No.: 18 Project No.: T-0682 . -'----------.............................- - w ; • r.� •�""�M^Y<S•�-. <. .r.n..t.��s•;:.4:rL::n,.-,;:::b;,'�:ax-,�ei��'w�M''C�;w�•�vY�^..w-'i.�e�e:.-'r �..•t•�:�a� 'v�=ex`n'°:x."�ti,:°±.'�:::ief•�t:•'.Pika?ab•ar��-r,.,<yb:iv:2�h:+�i'+°•ww�•�.•0<•�'ey.•'.�'�'.�i;ih'e;'��c�.:��<:�........... ........ I arrived on the jobsite to perform special inspection and/or field testing, for today's scheduled soils in-place density testing. Upon my arrival, 10 each in-place density tests performed on file placed north of retention pond and east and south of MH#15. All density tests report performed met/conform the jobsite specifications, as per attached copy of in-place density tests report. Q190 0 Weather.- PARTLY CLOUDY - R.ROWDEN/fm... .... Inspector: d ..... ..... -- ......_....... ----- F-LD 17v-rite mAw: T-0682.018 R 4)6-28-97 T-06-27-97 Reviewed By: LO Rcr- JHI JUN 2 7 199 0--' CONSTRUCTION TESTING LABORATORIES INC ..::...................v:.�.::...........x....n.....,.:n....:......n.:.n,.::..n.:x::..:...:.vv.n.M.x..v....n....:.x.v....:.....:.:v..n..n:...v.:.:...:::�...:,..:..::x.,.x. .n.,.:v:..n:::: � . issuEQ . ... 10111 South Tacoma Way, Suite D-7, Tacoma, WA 98499 Tel. No. (206) 588-0805/Fax No. (206) 588-0928 ...n ..vy..'s:cvnw. •w.::w.:i':.>:'.:..::.:.:'.:.;:..:::..>:.:::.::.'.•.. yuw.*wnw...wvaw.v»:v..wa:..w�: wrx• w{:•rycsw> - .w:w:w IN-P LA ,. ,,E�I�I�ITY TiE'..r�'.T.R'`EP : ' ..... ..::.::........:.::::....:.. .. v.xay. x. CLI ENT:ENT: M.A. Segale, Inc. ............................ DATE: June 25th,1997 PAGE: 1 OF 1 ............... ................. .........PROJECT. Cedar Crest Development PROJECT NO.: T-0682 REPORT NO.: 18 . ................................................ ................................................................................. ................................... PERMIT NO.: N/A JOB NO.: NIA ...... ... ...... .................................................................................... ................................................. ADDRESS: 3rd Avenue & Edmonds Avenue CONTRACT:N/A P.O.No.: N/A _......._......................... .....................................................,..,.,....................................,.............,........ _...,_......__.._..._........................... ._. ..........................._.,................_..... CONTRACTOR: Client TECHNICIAN: R.ROWDEN/fmd.......................................................................................................... ........................................................................................................................................................ IN PLACE DENSITY TEST METHOD: ,- ASTM D-.2922. :.Y;..::...:..... ....... M DENSITY TEST ST : z- 1> �7... ............................... . ...... . ..':,>...:.Y: ;..t.;.*..:..::.....;.LABCTEM TES LR / '. � CENT' : ELEVATI�7N>':;' ::... :<.: »:L:iC►Cr4.TIN : ::::,:. : ::.:::. .. ...::. GURVE. i . :......:::.: ... .......:.:. ...:.:.:,::,. . ,... .....: :...:. ::...::..:....:...:.. .... . ::.. ...ET.:.::........DRY........ .. .: ...:#LGF...:.:..;:, W <: Y:.. 01 106 - 6' 20'north of retention pond P-1 137.6 125.2 9.9 137.2 7.1 91.3 90.0% ............... .................... .......................................................... ................................... 02 107 30'NE of retention pond ...... 36.8 123..8.. 10..5... ...........�.............�r.......... 0.2.. ,,...... . ........... ................... ................................................................................................ u...................................................... ..................s....................... .................. ! ....................... .............. ...... ...... 03 108 90'east of MH#15 138. 1 126.6 9.0 " 92.3 .................... ,......... ...... .. ...._.....I ...................................,.__ ................._ ....... ._............... ............--_.,........._...... 04 109 200'east of MH#15 136.4 123.9 10.1 90.3 ...................................... ................................................................................................................ ...................L.................................................. ...................... ....................................................... ............................................ 1 05 110 300'east 15'south of MH#15 138.5 124.4 11.3 90.7 " ............ .................... ........................................................................................... .:..................................................................... ............................................................................................................................ f 06 111 - 7' 200'east, 80'south of MH#15 1 137.0 124.0 10.4 90.4 ......................................................................... ....................................................... ............................................ 07 112 9' 300'east, 220'south of MH#15 i -� .... ' 139.0 127.9 8.7 93.2 _...................._.......... . . . _............ ......... .:............ .............. ............................ ........................................................._........................... ......._...._..._.__.. .__._._......_.......... ............ .................... ....................................................... . . .. 08 113 - 6' 80'south 220'south of MH#15 N 137.7 125.5 9.7 91.5 ....................... ..................................................:.................................................. ....................... 09 114 - 9' 200'south, 220'south of MH#15 136.9 124.3 10.1 ! 90.6 " ... ...............""*,........................ ................................................................................................................. 5,,...........................}.. 10 115 - 5' 25'north, 220'south of MH#15 off.......... ,,...... 138.8 126.7 9.5 92.3 .. ......... N F .. { .. nrv.a>x:n.wkv.•n•»vx x•.vwc w: :: ...::n.. -::::v.. ..:x::.v:: .nvv.::: ::.v:.tiv:n vwxw:c:vvv...:vvv.nvxanwx:w.•x :.v.astiv. :.x.:.:v. .....xn. .....:.>x «.:v.:.> v.w.::r. '::.n:..Y.>n x•. :•.v>: :.xo-.vxvwx•>n<.sw'xww.....warm: REMARKS: ................................................................................................................................................................................................................................................................................................................................... ............................................................................................................................................................................................................................................................................ ............................................................ .................................................................................................................................................................................................................................................................................................. . ..... .L.......... ...................................... lil•.vvirl'.l''7'w r8m r?Lg NANF,: D-T0682,018 If- 06-26-97 1'• 06-26-97 REVIEWED BY: .. ,,,, ,,,,,,,,,,,,,,,,,,,,,,,,,•, I IL-1 V 1 1 I JUL 0 8 1997 CONSTRUCTION TESTING LABORATORIES, INC. ISSUE ` 10111 South Tacoma Way,Suite D-7,Tacoma,WA 98499 Telephone(206) 588-0805 Facsimile(206) 588-0928 . C �0ra ; � Page 1 of 1 Client: M.A: Segale, In.c Date of June 27th, 1997 - .... ..................- .... ................................... ..................................................._. Project: Cedar Crest Development Permit No.: N/A .................................................-------..........--------........................................................ ......................--------------..........__ P.O. No.: N/A __._.. .__.- _._.. ......... __- _.__ __ Address:3rd Aenue & Edmonds Avenue Job No.: N/A ---------------------------------------------------------------------------------------------------------------------------------- ................................................... ------ Contract No. N/A ......................................................................------.........................-----.................. .................................... Contractor: Client Report No.: 19 Project No.: T-0682 ...................................................................................................... .............. ................ � }.:�.; �v y y:.::.Y/.! s.:... ...:�t:r FTi.+r,'3..r.•sri'f.... .;�r c<� �`f.,•:t .�St:�1'.#t.�* :.>: .t�£'S ft•.•>.;:f f` J?c::> t ......... �h'•., `t� .. . ?f I arrived on the jobsite to perform special inspection and/or field testing, for today's scheduled in-place density testing. As requested, 9 each in-place density tests were performed on fill (approximately l' below finish grade) at the south area of detention pond, as per attached copy of in-place density tests report. Geo Engineers JUL 10 M? File --_- ---- Weather. CLOUDY Inspector: S.HONG/fmd _.................................................................---....... -----............................... ..............._.......... y ,u FlELO.F7N -Flrr NAB' T-0682.pJ9 R 46-30-97 T al7-Q Reviewed By:y• __., REruRT s � s CONSTRUCTION TESTING LABORATORIES, INC. J UL 0 1 1997 10111......,.....,......,.,.n....,...:...:.........,.........,.,.:.....,,,n,..v...,...v...,.....,...............,.,.....,..n.....,....n.,...,.,.,.,.,n.................................,...,...,.......,.,.,.........,.,..,....,.........,...........,.,........... .rn...\., n,..;..:.. •.,,WA,.::98499 South Tacoma i K7 n-7 Tacoma Tel. No. (206) 588-0805/Fax No. (206) 588-0928 .. .. ........................ ... ...............:.:.,,w;:;::vn•::n:,,•:,.•,vn::v:.,,•:•::::e:::.v.,•n•.v.:h..,,•xx.,•n•. v.•.,,v, :.vn,,:w ,\w:MN:h,. r,•,yKr!:\\y, NN,,,Mvnt?uv.K\ „•Y . IN-PLACE DENSITY TEST REP�CCRT .-�� ...i:n..W.K'V.�.nv.KK n. ..n.ti ^.n4}.•M`N.•nNu.N,MhWtv,\•.,\Hn�,vN:.}.hv}.:,,X14N:Kh\•.\'1K'h*N.\`i}.x,K\n„v:xv.Kh.Y.." v.,.x.,,�\V.1v`.v 4':...::,,,:vv` ......... �, :.:.:. .... .:.• .......-: .n.nu..v.. � ,::. ..,. ..�.".. ......�:�. ,.a.K,�:v:n.Vn4..v.4nn M9 v ...:.K.. .. .....::::. CLIENT: M.A. Segale, Inc. DATE: June 27th,1997 PAGE: 1 OF 1 ............ ...... . ................................... ....... ....... ............................................................................. ....... .......... ......I....... ................. PROJECT: Cedar Crest Development..................................................................................................... PROJECT NO.:...T-0.682..........................................................REPORT NO.:..............1.9.............. PERMIT NO.: N/A JOB NO.: N/A .............................................................................................................. ..... .............. .................................................................................... ..................................I.............. ADDRESS: 3rd Avenue & Edmonds Avenue CONTRACT:N/A P.O.No.: N/A CONTRACTOR: Client TECHNICIAN: S.HONG/fmd ....................................................................................................... _ _ _ _ ....................................................................................................................................................... IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAXIMUM DENSITY TEST METHOD: ASTM D-1557 ................................ .................................... . . I'Ef� PAR COM FIELD DENSITY LAB CtIlR1�E 1TEM's TEST < LAB CENT GENT PACT No NO. ELEVATION LOCATION CURVES ' LBS CU FT MaIST DRYWT �7>�1'IMUM CE�IN NO.. - WET DRY :: #�GF. VYATER °toREQ ti <: { ; C �:,: �.,s, :, , ,K x v .�✓AwfKw.,.,.:c, 'aV}SO\xi6i6}NRKKKnw SOUTH AREA OF DETENTION POND n 01 116 r - 1'of F G 50'from north, 150'from west P-1 139.7 i 125.6 11.2 1 137.2 7.1 91.5 90.0% ............ ..............................................................................................................................................................................;:..................................................................... ............................................,................................ .................. ....................... 02 117 100' from north, 160'from west Y 137.7 124.7 10.4 90 9 . ll I /I 11 of 90.4 11 03 r 118 150 from north, 180 from west s 139.7 124.0 12.6 - �................ ....................................... .......�.......................... .............................................. .......................... ............................� ................................................................... 04 119 80'from north, 220'from west 136.8 123.5 10.8 90.0 " .............>....................,................................................................... .....................,:...........................:..............................................x...........................:................................................ .................. a.. ` # k 137.3 128.0 7.3 # // 93.3 " ;.,05 f 120 160...from north, 250...from west....... .......................... ...............................................t........................... ............................ ........................................... s................... ..... 06 f 121 60' from north, 250'from west i 135.6 124.5 8.9 90.7 07 < 122 ll t 100' from north, 350'from west 136..5.... 126..0.. 8:.3..... ...................... ..91.9 t........ ... { ............... ........ .......... ............................................ ......... . .... s . .. .. 08 123 140'from north, 400' from west 133.5 124.5 7.2 p 90.7 ...........................i.........��....................... ...... ..........:........................................... ..................................... Y .. .........#............ 137.2 126.6...:.. 8.4 92.3 09 124 20' from north, 400' from west �' I► ll ;:................... ................... .; ................................................................................ ...................f..................... ..�•.... .. .. :............::................... ...................................................................... .. ; �.�.. � y {; f 5 REMARKS: ........ ...... .......... .................... .. ....._...__....... ..................................................._..__............................................................ ................................................................................................................................... ........................................................................................................................................................................................................................................................................................................ ...................I............I......I....... .. ................................................................................................7 . .............................................................................................................................. .................................t . 1`, REVIEWED BY: ....... ... ..........I................... nl:�a7lr.i In /N�� �ir.+�L.- D-706B2.019 ft• 06-.90-.97 7'- 06-30-97 �y REPOH I J U L 0 8 1997 CONSTRUCTION TESTING LABORATORIES, INC. ISSUED ac 10111 South Tacoma Way, Suite D-7, Tacoma,WA 98499 i=-Illy Telephone (206) 588-0805 Facsimile (206) 588-0928 FIE D ������P.............................. R>��� T Page 1 .of 1 Client: M.A. Segale, Inc. Date of Inspection: July 1st, 1997 _............. --- .. .....- ..._.....................----. -_--- ............................. ..---------- .----..................._..................._... Project: Cedar Crest Development Permit No.: N/A ..................................................................._.....--- -................................ ------ --- -- -------------------............................................... P.O. No.: N/A Address:3rd Aenue & Edmonds Avenue Job No.: N/A ............................_. --------------------------------------------- ---- ................................. -----------.-------------------------------.........-- ............. Contract No. N/A ............. ................. - ..............._.......------------...----------------- .._...--......_....... ...--.................................................................. Contractor: Client Report No.: 20 Project No.: T-0682 -----------------------------------...........................-------------. ------. - .......... ------....- .-. ,:.,�:.<r..�.,,vaf}b ,/�cr.,r.L•:. xLL.auFL-,c• hT'3•k:::, w.n�„4+r<L<iJXxa�bc.�.v,4r•�::xv%vtt,ox.:n..-.a..Ltcsot:.wflnw.o'xo,a+�iRu,.a.:f.}.TJ%r-<aa\jil.L•:wa%ur�E}:hcctfiw::v ,x::c,`w.c.�.�S:$+�-L�i:::%:?:�:: ! arrived on the jobsite to perform special inspection and/or field testing, for today's scheduled in-place density testing. 1 performed 8 each in-place density tests on fill at the Northeast area of power pole and at the bottom grade of pond at Northeast from power pole as per . attached copy of in-place density test report. Weather: Cloudy _..._...._. ...... Inspector: S. Hong/sg_.. FrELD FTw -FiLE wawa T-002010 R-7-83-97 T-7-07--97 Reviewed By: uu - • .CP'vi t I JUL 0 8 0 CONSTRUCTION TESTING LABORATORIES, INC. ISSUED 101I I South Tacoma Way, Suite D-7, Tacoma, WA 98499 Tel. No. (206) 588-0805/Fax No. (206) 588-0928 :::,.. .:. . ,., . ::.. .. ,.... ::. :.. ..:. n.>..M... :..: :..,.. ....... ,.::.. ..... .... �. �.,�,.,}... .,X., :..�}�.:,. mow.,•. �, IN-PLACE DENSITY TEST REPORT ......:::.... .:. ......... . ... ......... ...n... ..,...:... ......,:X ......... .. ....... ......... ... .::: ......,: .n,.v.1.M'nn\V.V.}}X.•iJf}%•j."N.}:Xv.•XhRXnfv.:t.•fX wv.M,•%tihV.VA4XV:•Y.4''.V.v:�hv.:4\fX'J:V.VAVJ.'V%>.'>.'V:VrV.'v."Ti'V.'W}YVTIV.V.�>:VINV�'�TIiCXti,\: CLIENT: M.A. Segale,. InC:. ............................... DATE: July lst,1997 PAGE: 1 OF 1 ............... ........................................................... .............. ................. PROJECT: Cedar Crest Development PROJECT NO.: T-0682 REPORT NO.: 20 ................................................................................................................................................................................. ................................................................................. ................................. PERMIT NO.: N/A JOB NO.: N/A ................................................................................................................................................................... ..................................................................................... ..........................................I...... ADDRESS: 3rd Avenue 8 Edmonds Avenue CONTRACT:N/A P.O.No.: N/A CONTRACTOR: Client TECHNICIAN: S.HONG/fmd ........................................................................................................... .. ............................................... . ........................................................................................................................................................ IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAXIMUM DENSITY TEST METHOD: ASTM D-1557 M#�7�i3"�*,a�. a..<'�:3aa�7�#9�:��e Y•a. ° ;:: .::P�R:;::::;<>::.:::: ...... ::: ITEM TEST LAB FIELD DENSITY L 48:Gtow CENT.- No,, GENT PACT :$ ELEVATION LOCATION CURVE LBS. CU FT DRYWT 2 OPTIMUM a No. MCJ15T� coM r NO. WET DRY' UF ::: # : tWA?'ER l PAGT.. ..R k ... ..: ,... ....... .............. ....... .....:....... .a. •}rrw...... ..... ...... .. ..... :n�awwwxa .rr'S?• ze<.•vc+i}i:4s•2xv.Coxcrn•>.ww.xyw:;a�wvn•. < ...,v... w ..,axCwovar::'uviw oxtiocvn�.v } NE AREA OF POWER POLES :...........:..............................................................d ..............................................................................................................4...................% ................ ...................... .. • .. •y...........................}.......................u.. .. .. .. ..<..... ................. 1 200'East from road 200'north from pole # P-1 137.7 125.9 9.4 137.2 T. 91.8 90.0/ 01 : 125 - 6'FG p c ...... .. ....... ........... ........ ....... ....... ............................................................................. :................................................. ..................................................:............................. : 02 126 5 F G 300 East from road,300 north from pole 1..36.1 123.8 9.9 90.2 ; .................... ... 03 : 127 - 8 F G 30' West from road, 100'NE from pole v 1 138 1 124.5 10.9 90.8 ...............#.......................... .............................................. .......................... ..............................................................I....................... ...04.. ......128...... 11'F G 60' West from pond, 50'NE from pole.................." 137.4.... 124..0• 11.2 90.4 " ............. ................... 05 : 129 9' F G 60'East from road, 120'north from pole 136 .1 1256 84 91.5a NE POND FROM POWER POLE 06 130 B..G s NW corner of pond P 1 14..4.3 ... 132.9 8 6 137 2 7.1 96.9 90.0% . ......... ......... .. ........ ......... r 07 131 1,Center of pond...................................................................... 139.8 128.5 8.8 .. 93.6 3 .....................................................:..................:.............................. ,. ..................:::.......................... .............................................. .............;...........;..............I,............ ................................�;......... .. ' 08 132 SE corner of road ;; 143.9 132.8 8.4 96.8 t............ ....................................................................................................................................................................................................................................................... ................. ...................... ......... ... ..£.. _...... .. .. ..................{ i 9 ON . ORMS REMARKS: ...................................................................................................................................................................................................................................................................................................................................................................... ELEV.CODE: B G = Bottom Grade, F G = Finish Grade ......................................................................................................................................................... ................................................................................................................................. nt ....... ' .. ��'�rr.rrn r✓ix» .k �yr, D-T06B2.020 Ir- 07-0.?-97 r- 0�-03-9� �� REVIEWED BY: ..... .... '.,' ... .............................. REPORT J U L 1 4 1997 CONSTRUCTION TESTING LABORATORIES, INC. ISSUED urn aC6 10111 South Tacoma Way, Suite D 7, Tacoma,WA 98499 Telephone (206) 588-0805 Facsimile (206) 588-0928 Client: M.A_ Sega1.e, In.. Date of Inspection: July 7th, 1997 . ....-- - _........ - ........-............................-- Project: Cedar Crest Development Permit No.: N/A ....-.............--------..._....-----------------.....---------.....-.-----------------..................----------------- ..............................-................................... ... P.O.No.: N/A Address:3rd Avenue & Edmonds Avenue Job No.: N/A Contract No. N/A ----------------------------------------. ----------------- ........---------...---------------------------..... - ......................-...................... .............. Contractor: Client Repont No.: 21 Project No.: T-0682 _.......---...................... .. .__.. ; ---- - - .. .....-------- ..------.I......----...... I arrived on the jobsite to perform special inspection and/or field testing, for today`s scheduled in-place density testing on the compacted borrow fill placed throughout the project. As requested, 91 each in-place density tests were peformed at random locations. All density tests performed exceeded 90.0% of the maximum density tests requirement, as per attached copy of in-place density tests report. Q6)® !6" /s Weather. _...... CLOUDY Inspector: D SMlTH/fmd ....._.......-.-_.... ... ---------......- -........................ . .......... .....................------_ FIEIO. FTw -r-rrr N&w F-T0682.021 R 07-08-97 T.o7-/19-97 Reviewed By: JUL 1 4 190 CONSTRUCTION TESTING LABORATORIES, INC. ISSUED �. xv.x..v.........xr.:.....x:.:.:.............xr.:.:..:x:...:•r...:xx:.:xr::.vv::.K.r<x:..v::::.:..:.•:.:.:::x:•:x.:rr:xvx.:.:v.::...wxv�.x..:.xvx.�x..w.:vNx.N::�wxx:..:r.�.x.�r:x.:r...r...�V...x..rNx.:.�..�.r�....wx...�x.�xxv..N.vx.xx... 10111 South Tacoma Way, Suite D-7, Tacoma, WA 9849! Tel. No. (206) 588-0805/Fax No. (206) 588-092i • .. ...:.. ...•a;n...... �::::• ,: :V'v.rT•Y.C' '\51 A N.•.•%i.[w .w:[• N4.MH.+M {y5 • IN-PLACE DENSITY TEST REPORT • :..:.:..�. ':::.:•':... .............................::.v.r: '..v.::r.v.:.w:•:•.,,•:w:rw>.aw.wv.:w.:v..r:rnwrxrrrw:•wrwr�wrsrarrr»:wr>rrrrwrr>rrr.'avxvw>+.anv..:rivvri,+ .,:...:: CLIENT: M.A. Segale, Inc. DATE: Jul 7th,1997 PAGE: 1 OF 1 .......................................................................................................... ................................................................................................... PROJECT: Cedar Crest Development PROJECT NO.: T-0682 REPORT NO.: 21................•................................................................................... ................................................................................. ................................. PERMIT NO.: N/A JOB NO.: N/A ......................................... ADDRESS: 3rd Avenue & Edmonds Avenue CONTRACT:N/A P.O.No.: N/A _.._.........................................................._.........,.......__.._. _.....__..._.......................................... CONTRACTOR: Client TECHNICIAN: D.SMI TH/fmd .................................................................................................. ....................................................................................................................................................... IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAXIMUM DENSITY TEST METHOD: ASTM D-1557 M P- ....... -':::.; :.: ... .......:.. .. .. ....... .................< .....e.... ...... .$��?%D• .,�,.; ;5.• vjC .:.. sa:3Y.� •ffip4•.. ..K�.. .. .... n. ....:.2�... .fir....... ....v..x::r �i•!K:Sq•.�'.•`.•.•.�:•i.�:�,.':�•�l::,n.::.�.'.�'.v:::.:•..:.... ...7GNr5,q '.•:jj:•: .. :;�,.. ::->:.;y:n'vi:.i:;'.•:.:::i::.:::�:�i.'::•i'•:i:S��:... :...::. ; .; ::. :: .. .. q�L 4 w, ' :''::ii'�ii:..:.:>vj.i..?:'':'.:::•};:,::''i'iiiii::• ..: ii: ..::::. -� � :: PERK FIFLt - <:::>:><:'<:: G4lN TAM fiEST LA8 DENSITY L A8.�GURVE v � C 1VT SENT PAG7' ELEVATh0N LtATION a Nty NQ. CURVE LBS CU FT DRYWT.a t7PTIMUM e M�7151` NO. WET DRYS #!0'F. 3 WATER % 01V1 :.. 1 PACT.: Rt>' :.. � .r.>r.,r :rr: ..�.:�x. .w.r.rr�..�'.�,..oxx.rx.rxxxwr• �..�x. �• BORROW FILL ........... ..................... ....................................... ..................................................................................•................................................. ..........................I...................... ....................... .......................... ........................................... .01 ... .....133..... . "..��... Test #1 ..................... ....P-1...........135:3...........123:7... .......9•.4....... ......137.2......4..........7.. ...............90.2.... ..90.0%. ..................................................................................... 02 134 Test #2 135.4 125.4 8.0 i 91.4 " _.........v....................._........ . ............................................................................w._................................................................................................. ................_...... ...,.._..................................r...._.....,............_............. ._.....v..,......,................................._.- ........_.._w:_ _._..._,.........................-............- --......._........................ . r 03 135 Test #3 136. 1 127.5 6.8 " 92.9 ..................of.................. .....................................•...............•......................................................................... ..........................a.................... .................. ...................... ............. . 04 136 Test #4 .. 134.1 124.2... 8.2 .. ............ .. . .. .. .. ........... .................... ......................................................................................................................................................... ........��...................................:....................... .................. .............. i 90.5 05 137 Test #5 139.7 132.1 5.8 96.3 ..... ....................................... ............................................................................................................ ................. ...........................,................... ...................... t ........................ 06 138 Test #6 .. ,. to........ 140 4 130 8 7.3 96.3 07 139 Test #7 140.5 129.4 8.6 i 95.3 " .................... ...................................................................... ..................................................!.................................................. ...................... 08 140 Test #8 139. 1 128.6 8.2 94.3 "....... ..................... ........................................ . ......................................................................................................................��........................................................... .................... .. 09 141 Test #9 142.0 131.1 8.3 ... 95.6 10 142 Test #10 of 141 8 131,9 8.3 96.1 ..... . . 11 143 Test #11 ., x ,. ,L.. 5 ..... . 1401 129.E 8.3 94. .w'aw.vxn.•n.vxx:•:•:s•:ctv:rsnr.x•:v:a<.wx x.rrrxw.v.•x.wx v..w::.:. •:.:....x ♦:<:::v.o::- ra:nv::n: ::,:.:::..r:.vvx•..x.:r..::u'.::•x•tvww.vw :xuwrnr.+NmrwV:.wvrvwW'rx�vv.'.VAtlCCtt+r::'w•tiv:Svw � otw r•r:•r . ....w.n:w.rtic<r x: :.<:+r.'::: .Ar ...r..::: � D��AA cc REMARKS: "Approximate depth below subgrade C.D.NF.OIII�t!a7 ................................................................•......................................................•..........................................................•.................................................................................................................. .. .......................................................... ni:,vcnrcrn rx.,i S N,�: D-T06B2.021 ►r- 07-08-97 T- 07-08-97 REVIEWED BY: -._ �; ............................... TC-t--z-S vr\ -7 --7 -q 7 REPORT J U L 1 4 1997 ISSUED ---- --- LocA"Cr cL 7c ���T�►J6 CL G Q �, � �LI Vfl 1 J U L 1 6 1997 CONSTRUCTION TESTING LABORATORIES, INC. ISSUED YYIt\ aA 10111 South Tacoma Way, Suite D-7, Tacoma,WA 98499 '-•µ' Telephone(206) 588-0805 Facsimile 206 588-0928 F� `.. Client: M.A. Segale, Inc. Date of Inspection: July IO................. ... ....... ................. Project: Cedar Crest Development Permit No.: N/A ..............................................------........----------------- .........._.........---•--............---- ----------------------....-...-...-........................ ....- P.O.No.: N/A Address:3rd Aenue & Edmonds Avenue, Renton Job No.: N/A Contract No. N/A - ---- - .......----- -...... -- -------------------.........----.....-........------------ -------------- - .................... ......----.......................---....-. Contractor: Client Report No.: 22 Project No.: T-0682 --...........----------_-_----.........--------_------------- -.---------------...--.........-...-. _ --- ........................... tt •>+. ',� �2 r a 2t�,>"�>'>a,.,C"'y:.. i m-A:..ar. iron,. :r •..m•, �^rw.... o> a n »rc:. r5o nv.�.�- a��s+•�^sM� .- - .. �»ia.-..x. '•:>'ru.,.�,e' ..4"�'".t�2.-tn�; �wc..eem�"".Yn'dc'�:wwuv�-0w.�i'"'' ' v""or'.�'ro°"�e�..�w.`�"'�'n.''.}�;.>a�.'r.�2'°.. ..,=Ssr�i7?��a c;'s. .,.;;:: l arrived on the jobsite to perform special inspection and/or field testing, for today's scheduled in-place density testing. Upon my arrival, 7 each in-place density tests were performed on retention "A" area. All density tests performed met jobsite specifications, as per 0 attached copy of in-place density tests report. Gee Engineers J U L 18 1997 !^g - ----_ ---E Weather: PARTLY CLOU - ------------------------..... ...-...-----...................._. --- ..... .... - ..... - ---------...._.-.... ...... - - "1 FreLD.f7w -rzr��,F-T-0682.021 R 417-11-97 T 417-I4-97 Reviewed By: ! 0 REPORT* CONSTRUCTION TESTING LABORATORIES, INC. JUL 1 61997 .,.......,•.,v.,.,,,,,,r,,..,.,.r.,,r.,,�„r..,,�r.,,.,Ar.,,,..,,,..,,�,nx,,,..,..,r.......................r.,,.,....,,,,r..,,.,.......,.,.,.,r..,..,.............r......r..,.:.r....wv...•.vM,K,,,r...,..:.,,.,....,,.�.,.,,....,.....:A.,,..,..,,.vr.,w.,,,,•10111 South Tacoma Way,• acoma, WA�98499 Tel. No. (206) 588-0805/Fax No. (206) 588-0928 : : .: : N PLACEaENITY TESTREPORT . . .:.: :..:::::.:.::.:.:::..::::.::.:::.:.::.:..:.......:...::.. . r..,.,;r:•..:,�..w.v�vsv.,..w...ww.wv..vwaw.wawavSki�rv>a.::tivav3.<iv..+i.`vyvi5lvi.•va�irvv>rigvyc•�:\siNivir\voaioa�o-v�wvY�citi::. v.� rW.1•?wV,\1V.MV.\V�Vh\1\1W,VNN:V.\•h\V>)r � V:4�„A',A'hWNiV>.'iNJH\,W:M•:V)VlX1\WGV.\WriW:\Ch`.W>.,V>.rr V ,.vr..,A ,n•.n.tii ..,.,n.... ' CLIENT: M.A. Segale, Inc. DATE: July 10th,1997 PAGE: 1 OF 1 .......................................................................................................................................................................... ................................................................................................... ............... ................. PROJECT: Cedar Crest Development PROJECT NO.: T-0682 REPORT NO.: 22 .................................................................................................................................................................................. ................................................................................. ................................... PERMIT NO.: N/A JOB NO.: N/A .................................................................................................................................................................................... .... ................................................. ADDRESS: 3rd Avenue 8 Edmonds Avenue CONTRACT:N/A P.O.No.: N/A .. . CONTRACTOR: Client TECHNICIAN: R.ROWDEN/fmd ....................................................................................................................................................................... .....................................................................................................................................I.................. IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAXIMUM DENSITY TEST METHOD: ASTM D-1557 ...................................................�....................................,.. R PAR ........0 ;` FIELD DENS�7Y LASJR:Y :: f+A�CT ELEVAT/ON:. LOCAT/Old G:URV. ; yes FT::: :: DRY WT +C�I '1M`tIM p No. NO. _ McsIS.T.::. ::::.:::::. .. .. ................ ;:> .d.............:. >:>:.;::.::.:;;:C l�7 DR .... . ;:..' ... .:::::.::.:..::::::...::::.. :.. :.:.:.:.. :..: .:................:.:..:...::.... ... :. ::: R .:;..: .:..... :.;:.::.;' :.:::::. .. ::.. RETENTION POND "A" W i ........... ............................................................. .................................................................................................................................... ..........................a.........................................................................+............................ ..................... ....................... 01 144 - 3' 9'North, 24'East of CB#2A P-4 118.4 ; 106.9 10.7 115.8 1 15.7 92.3 90.0% .................... ........................................ ................................................................................................................ ...................................................................... ...................... ......................................................... .................... ...................... 02 145 36' West, of CB#2A 118.3 108.4 9.1 93.6 " ... ... ............_...,.... ...v.................._.................... ............................................._................ .............. ....................... _...._.. ._.. _... ._ _._._.._ ._.._ �....._........... _.........m_. _. _.............._.... 03 146 of 35' West, 35' Soufh of CB#2A of116.9........... 106.1 10.2 91.6 " 04 147 65' South of CB#2A 117.9 107.7 9.4 93.0 ........... .................... ........................................ ................................................................................................................ .................. ................................................... ...................... ...........................:.........................................I.......i .................. 05 148 15' Wesf 100' South of CB#2A 118.8 `•. 107.3 10.7 92.7 " ........... ..................... ....................................... ................................................................................................................................... ......................................................................... ..........................,............................ ..................... . . ....................... 06 149 150' South of CB#2A 119.3 108.4 10.0 93.6 " ................... _...._....._,_... ...._.........,-.._... _...-................ ..........._-.__ . __. 07 150 160' South, 20'East of CB#2A 119.5 1 107.8 11.2 { OF 93.1 " ............ .................... ......................................................................................................................................................... .................................I.................................... ...................... .....................................................................I....... .........I............. i I ........... .................... . ................................... 4 O NF ' it S .:.tir:,n�,< ro�cvx,<.x,.•.n<•x :tr..x.rrv:vaaxwrrw.vr.,.:,..vvxat.,.wv..xa.,\.rrr..oraaroxwvrrxvrrr..vao-xvr.<aTxaxr.•.a+w.aw.wrw.,•rrn,.:r.•nrrr.•r.v.:.r..rrwa.rr .r..>.x r.wr:rw:,+•..•r/.•,•,•.<w.n„r:r.�.wm,..b:w>rxv:•rxa.orvw•.<,Kwx,.r..w,.vrr � r,.v.a:..:.:. xw.cwNcw�vsA+.N: REMARKS: ...................................................................................................................................................................................................................................................................................................................................................................... ................................................................................................................................. ............. .. ... .......................................................................................................................................... :............... ................................ >.,.. ns.vcirr.�rn'i'e.0 � ;NMI: D-T0687.012 R 07-II-97 r- 07-14-97 - REVIEWED BY. �' REPORT J U L 1 7 1997 CONSTRUCTION TESTING LABORATORIES, INC. ISS aril 10111 South Tacoma Way, Suite D-7,Tacoma,WA 98499 cam. Telephone (206) 588-0805 Facsimile 2061588-0928 1. . Ems;: `::: .::.:.:::.:.::-::.::::.:.::.::.:.:-:.:.:::,:::::::::.:::-::::::::.:::: '.. .:::. T.Client: M.A. Segale, Inc. Date of Inspection:—July 15th,-1997 .............---------------....._...__...----------------------__...-.------....------------....._._ Project: Cedar Crest Development Permit No.: N/A P.O.No.: N/A Address:3rd Avenue & Edmonds Avenue Job No.: N/A --------------..........................-................._- - -......._.. Contract No. N/A Contractor: Client Report No.: 23 Project No.: T-0682 .... arrived on the jobsite to perform special inspection and/or held testing, for today's scheduled in-place density testing. As requested, 6 each in-place density tests were performed at area between power pole and MH#15, as per attached copy of in-place density tests report. Gee Engineers JUL 2 '� r �------- -------i- --- Weather: CLOUDY Inspector: S.HONG/fmd ------- -- . 7..--------.. .. --- .......................................................-....._._. ----- ---.----..._._....--- -._._-._... IEI,D.nw -rzu rw w: T-0682.023 R�►7-16-97 T-o7-16-97 Reviewed By: F . 0 HfPQHT CONSTRUCTION TESTING LABORATORIES, INC. J U 1 7 19� .. .. ... �.h��w�...:......�::,,�:...,.-�.::v�:r�.,,.�.�..h.�......rr.,:.�::.�.r.:.rh.��.�....:..M.wvh...�.:.::�.,�.:M:.:..:wv.,.ww.:.•:.v:::..•.:.:..::.:..:.:.:.:..:w:.:.:w:r..•.�::..::.:,:.:...:.v:.:..:::.:.�.:...,::.:.:...v.:�.....,.....Yr.:vw::�.�.wri.:.�.��..v...v.Y.�:.µ..:.M,:....:v�.:r:.w��.���..,+�.�.:..n...v::.�.w.. .�.:.v...�..w.:.v...: 10111 South Tacoma Way, Suite D-7, Tacoma, WA 98499 rr .w,..-.. .�x� x� x T eL:N.� 588-0 �p805/Fax No (20688 0 926 IN-P LACE ? W,Vx•\\,VRVJ,��NA'•\\'MVNuwX¢h.W.V.WNHNNC:,4R'VJW.:�W�NM1�' VCAW}r.1�J.:.\:yr:.49.e'•::::J - :•:4'<;;::'•i:•iy;.;.� ... •::::•:is ii::•::::• :....:..: .:.:.v.ovoo.ow.ow.ars.,•»:rra�:xrinww+.wrr.R.wr�o. v»R6Aow�vax�.y,'.wvyoAORw�poww�•.w...::>:>o-i>:>:r3;>:: ��$rwx+i CLIENT: M.A:...Segale,..Inc...................................................................................................................................... DATE:...July....15th,199 7 PAGE: 1 OF 1 ....................................................... ............... ....... PROJECT: Cedar Crest Development PROJECT NO.: T-0682 REPORT NO.: 23 .............................................................................................................. ................................................................................. .........I......................... PERMIT NO.: N/A JOB NO.: N/A ..................................................................................... ................................................ ADDRESS: 3rd Avenue & Edmonds Avenue CONTRACT:N/A P.O.No.: N/A ..................................................................................................�................................................................... ....._......._w ...._-_. ..... _ __._._... ....w...._... _._......_..__.-._- CONTRACTOR: Client TECHNICIAN: S.HONG/fmd . . ............................................................................................ ........................................................................................................................................................ IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAXIMUM DENSITY TEST METHOD: ASTM D-1557 ..................... .................................. �.e}:�a3...:.<.,w...:.•>�...Vic.: ::. .:�:......:, �?***:. t.•'° f..tC ...�.:.... FIELD, DEN :..;...... ::..;.: l"EM SST 1.�48 , � ELEVATION; LOCATION cuRVE. " .: Nd NO >; L85'.: : : ;,: ....:...::;:;. : . . CARE.:: :::.:::............ ..:..... .:::::::.:. . . 7. ;�.;:;, .�.r..r::.k. .�.....�:;;.�:o:o:x:::.:�rx.w.arsxttwrxarx, .roco.•mrrxaooax .».�:<� NE AREA OF POWER POLE i .... ................. ................................... ........................................................................................................... .............. .......................;................... ....................... ..........................,............................ .................. 01 151 - l' Subgrade 70'East from MH#15 P-1 140.3 129.1 8.7...... ........1...3...7.2' 7.1 94.1 90.0% .. .. ...................... ............... ........................................................................................................... ........... ........... 02 152 50'South from MH#15 142.3 ; 130.7 8.9 95.3 ................._........._......... ....__....._................................................................... ........................... ..................................w...............w...._.._- ._.. . ._�....M_... _..... .... ..w..... __..__.v. ..-.. _._... ... .._.__.. ;..� _ _.. .......... 03 153 150' SE from MH#15 P-4 126.9 113.3 11.2 115.8 15.7 97.8 " ........... ..................... ....................................... ....................................................................................................-.................�....... ..........................¢...................... ....................... ....................... ' ............ 04 154 250' SE from MH#15 128.6 116.1 10.8 ' " p+ „........................................................................................ ..............................................i....................... ...................... ......................................................... .....�........ .................. POND C ..�....................... ................................ .... ............................... .................................................................................................................................... ....................... ...... 05 155 1'Subgrade 50'NE from comer P-4 127.4 ' 114.2 11.6 115.8 15.7 98.6 90.0% ..... ... ..... .. ............... . .......... ..... ... ........................_........ ... ...........__...._.... ......__...... _......._... _...._..__._. ._...w ... . .......M...._.__.................. ................ 06 156 120' West from comer P-1 141.8 , 130.8 8.4 7.1 95.3 " ........................ .............. .......................i ............. ................. .......................i. ....................... ................... ................. ........................ .......................... ................ .................. i , ...... ............................................................ ............................................................................................................ .............. .........I........... ................. .................. .......................;........................dD+NF . RAC ..:.:.:-:..:..:rxw.r:,•rxar;•x:w.:ra:oxx,ovx...rwo.:ww.- •r::::wwrawrwxow.avr.•r.,c::.x:..a......:..-::. w rrwrrrmrwrrw.•rrowx•.r:o::.. w..w.:.::. :v...�,.v: ..:w..:.w rr.rn'ax.vr....:.ow..rr:.xmvxx•.on....uavw..x:w�.::,r.ornxx vxx x•<rx•:.wrwrx.orrxwwwxlowcow�w::wwwNx:'�w ".....r,xr.w .. .., REMARKS: ................................................................................................................................................................................................................................................................................................................................................................... ................................................................................................................................................................................................................................................................................................................................................................. ................................................................................................................................... ,,,r ........ f '.......................... «I, ..................................... nr.•.�i,•,rr.,�,,,�F�R.,, �"� tv�ux: D-T068?.023 R- 07-16-97 T- 07-16-97 . REVIEWED BY. ..... ..... .��: JUL 2 4 1997 CONSTRUCTION TESTING LABORATORIES, INC. ISSUED YIJ�\ 10111 South Tacoma Way, Suite D-7,Tacoma,WA 98499 .K Telephone (206) 588-0805 ........ . . .. .. .... Facsimile28 ::..:.. Client: M.A. Segale, Inc. Date of Inspection: July 17th,1997 ............-----------..................................... --------------------------------------.................... ....---......------............................. .. Project: Cedar Crest Development Permit No.: N/A ----------------......................................_.-........_........................................................--- .......................................... ------- P.O.No.: N/A Address:3rd Avenue & Edmonds Avenue Job No.: N/A Contract No. N/A ......................................._.......---------------------------...................................................... .................................................................. Contractor: Client Report No.: 24 Project No.: T-0682 ............................................................................_._........------------............ ................ I........................... vn:v riv'.uA, :�i}:!:f.!;Y.4v!n; x.?�wMYN.^.:iv lF :M:f•.'^?:.. J%!OY/OYI.fi"S�?K�K'�S'Q..T!<:}'.K{t5'-'Y.v-'Y/•4WtOY.W.Mw. ^^K!.':•v...M?K^'��•.i^:ni!�:i•�4j??:F?:N:i•::i•?i}:• ...•. ..ie:..+.vew, ey?.F-n&•••• ••• s-•e4taxM'.�tt' M �aV - 1 arrived on the jobsite to perform special inspection and/or field testing, for today's scheduled in-place density testing. As requested, 7 each in-place density tests were performed on fill at the NW area of 3 cell ponds (west), as per attached copy of in-place density tests report. Weather: FAIR Inspector: D.SMI TH/fmd - .............. -........_.. ..--._......................------.................................................... ----...._.._----... ..' -............ -- ... ... ..... ......_......._.._..-....._........... .. .. .�l7-I' _................7-11-97 -............ Reviewed By: t-re�E-rr+ -Frr�Na,�:F-T06R2.I12d R N-97 T-0 /� . .-.... -r . . 1 JUL 2 21997 CONS RUCTION TESTING LABORATORIES, ISSUED INC. _ ...............v�.\.h.....vvA�.....�.�...�....�..�..x.�..:�...�.....�...........w.:.......:Av.....................::...�.::::::.....v......:......M.....,........�.............................................w:.h......h......�.........�.:..,.........v..:.. ..�..N ..�..�.. .....�..w......v. 10111 South Tacoma Way, Suite D-7, Tacoma, WA 98499 TeL No. (206) 588-0805/Fax No. (206) 588-0928 IN PLACE LLNS/TY TEST EPORT ; :: : }::: ' R N•.\\V,\\\\V.Yt\\\YNV�\.1JTVA\N\vh.+.WJ,W.VtNV.JCx.\M\ ...A...W1 nn,..A v......v.�vh •.:....\.v>..rn.n.... .: ............::..v.n.+:.... ..tN+:::....,..n..:..... ....�..........vhM.V.YJ:N.v.'M1\W.'•h\'uV.•J:gYT•TJ:Vvn1 Y.v1J.V:PCn\WGW.�Y.h'VJh\JN>Y>iVtlV'Y.VSVih\\V.t\NN%:h>jh4ViY.'•:Y'.V.K1'iVS%).\VJ:V>JiW�\�'PVM'•AV.\V.) CLIENT: M.A. Segale, Inc. DATE: July 17th, 1997 PAGE: 1 OF 1 .................................................................................................................................................................................... ..............................................,..................................................... .......I....... ................. PROJECT: Cedar Crest Development PROJECT NO.: T-0682 REPORT NO.: 24 .................................................................................................................................................................................. ................................................................................. ................................... PERMIT NO.: N/A JOB NO.: N/A ......................................................................................................................................................................... .................................................................................... ................................................. ADDRESS: 3rd Avenue & Edmonds Avenue CONTRACT:N/A P.O.No.: N/A ...._......-.......... CONTRACTOR: Client TECHNICIAN: S.HONG/fmd ....................................................................................................................................................................... .............................................................................................................................._...........I............ IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAXIMUM DENSITY TEST METHOD: ASTM D-1557 ....................................................................................................................... ............................................................................................... ......_ ..: FtELD.DENSiTY ABC CA t . : .>< .: : : ..... ..,. e\\w vw+ iRY:i:•_:: .M of fvIoSoo.eTw,:a:. . »: Y.: : : A.>J:Y.:T i { w•w NW AREA OF 3 CELL WET PONDS ........... ..................... ......................I................ .................. /................... ..........................�........................ ................. ...................... ........................ ................ ................. 01 .157 - 2'Subgrade 60'North from pond P-2 128.4 i 119.3 ..T...6.. 125.0 11.2 95.4 90.0% .... .................... .................................................................................................................................................. ..........................:....................... .I.. .. ..... ............. ...... ................... . . ................ 02 158 150'NE from pond 127.6 125.0 7.8 94.6 ...........-.... ........................................................... .......�..._......w....__........ __._........__......-,..........._......... 03 159 - 1'Subgrade 120' South from MH#19 g�g} P-3 112.5 108.3 3.9 110.9 i 17.0 97.7W .........I. ..................... .... ............... ..............................................................................................................g—.........I...... ...........................y.............................................. ..........................t............................ ............................................ 04 160 50' South from MH#19 333 113.3 ; 105.1 7.8 94.8 ........... .................... ......................................................................................................................................................... ...................................................................... ...................... .................................................... ............... ................. 05 161 " 80' SE from MH#19 " 108.3 103.5 4.6 " 1 " 93.3 " ......... ..................... ....................................... . ............................................................................................................ ................... ...........................t.................. ................ ....... ....... ................. E 9 05.8 4.8 95.4 06 62 r 100 East from M1-1#19 110. 1 1 Sub grade 9 07 163 70' SW from MH#18 112.3 10 7.0 5.0 96.5 if ..... ................ ................................... .................................................................. .............I.........I................................... ......................... ....................... ................. ....................... .......................... ......... ................ .................................. ............................................................................................................ .............. ...................... .................. .................. ................................................ .................. ................. .. .......................... ........................... _............._,. i : Mw REMARKS: ...................................................................................................................................................................................................................................................................................................................................................................... ...................................................................................................................................................................................................................................................................................................................................................................... F nANNITP.FTIi rR.0 �: �N.ua.•: D-T0682.01I R- 07-28-97 T- 07-18-97 REVIEWED BY: .......... ................................... HtVUHI JUL 2 8 1997 CONSTRUCTION TESTING LABORATORIES, INC. ISSUED Gc 10111 South Tacoma Way,Suite D-7, Tacoma,WA 98499 Telephone(206) 588-0805 ;::.::.:..:.. .........::. ::. ::; Facsimile 206 588-0928 ... .. .. ... . Pac, 1 of 1 Client: M.A. Segale, Inc. Date of Inspection: July 21st,1997 ------------------------------------------------------------------------------------------------------------------------------------ ----- ..._................................... .... . Project: Cedar Crest Development Permit No.: N/A --------------------------------------------------------------------------------------_.................---------------....--- -----------.......-----------.....--------.................... ..... P.O. No.: N/A Address:3rd Avenue & Edmonds Avenue Job No.: N/A Contract No. N/A .........................................................................................................................------ ......-........ ..............---------------- ....... Contractor: Client Report No.: 25 Project No.: T-0682 ---------------------------------------------------------------------------------.......--------.......... ------------... _.............._.....__.. �'::•:•`•r::i^^:F�^.';:�;ti.a::CrFRr:. . •aS:.:'�:',';!p� .<_<sa,{.rp:: .,uor. ,w�,v -t, -a t.'•'�.'`+a;?�:L:•w>`<.^•.���:,x::•ti:'.�x�2"t�i"::`2�:i=::ir:� .a�.. ...t..Rt.$..aC/..:S.SQSItt<et:...et�.tvG:.,..tatm[E` .5�••.�� ! ��LF t..efnfiF�i tryiaf`�Lc+lve�`�%�� :�tiu.L�a.........{......,, I arrived on the jobsite to perform special inspection and/or field testing, for today's scheduled soils in-place density testing. As requested, 8 each in-place density tests were performed on fill, between MH#13 and 14, as per attached copy of in-place density tests report. 5 'd ineers J U L 3 0 1997 --- ----"-------- " __---�= -- Weather: CLOUDY- - �-- �-- Inspector: S1.H�O�NG,/�fm d .................................__..............-------......._......------...-- -. ...... - _.._.... ....... ---------. ....... ......._. . -.-.- --. . . . .. . -.- Fr�.�.-Fri�: F-Tn682n25 R-07-22-97..........-7 -I-7--2-3---9-7 ..................... Reviewed By: JUL 2 8 1997* CON RUCTION xTESTING LABO A TORIES, INC. _ ISSUED 10111 South Tacoma Way, Suite D-7, Tacoma, WAY9849. ......: %vryw.KYe yv,N•Y.Ks nf%W.Kvtp'p:KKY:iHvap n:v.:... ......::> nv!XVWN:v NYiKvfiK'KKKKKW.•R•N:xVi', � y el No (206) 588 0805/Fax No (2 6) 588-092, IN�PLA CE aNS1TY TEST: . E R FORT - ....nv:\.vAW�N.Vi>VY}V:V.W.'•YiN.'WA•.�NW.Wf..M.+v ..: ... �. .,.. ..............'Tf : ...i..♦:M•:.W.Y:YhKV:fh••YNN:Y;•:.v^f.�v..y• �. ... ....................... .::::::::�:��'��':••M1••.:•• ♦•••.••• f�....:.J..vf:lv.K•:vv\•:t:fri•...M1 Ttt i.4..Kf.•n'.4fAv:<tivv....YTvv:•nvvv:•kWn•/i\vl`fv4TOti•:V\\WA'•Avl Yv<1••hW.:ktiKNV:V.W%A•%ti<vVYlN.•N{4:vNKVY> CLIENT: M.A. Segale, Inc. DATE: July OF 21st,1997 PAGE: 1 1 ........... .................................................................................... ............... ............... PROJECT: Cedar Crest Development PROJECT NO.: T 0682 REPORT NO.: 25 ........ .................................. PERMIT NO.: N/A JOB NO.: N/A ......................................................................................•.. .....................................................................................P O ....................I....I...................... ADDRESS: 3rd Avenue & Edmonds Avenue CONTRACT:N/A .No.. N/A _......................................................._.........._......................................_...................................................................,.................. ............_..............................._..................................._........w.....� _.._ _.............._.,,............................................ CONTRACTOR: Client TECHNICIAN: S.HONG/fmd ........................................................................... ....................................................................................................................................................... IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAXIMUM DENSITY TEST METHOD: ASTM D-1557 ............................................................................ ..:.. : : :.^:..:...i:;:ii::iii:.;::>:••:::::.:;::;::,;:::;'<''x;:!:::"::�i:::Y:.:'C::':.:ii:.:::i:x:;3;y;2::;;::+'ii.<' :: i'..':::::.: .. ..�.: ,:;;.. �/� �c. w�..Ar.� ly: L.00tTIC�N... c No Nt7 :... .:.. :' URIIE ;LBS :< CU!".T... .. .. :.;:: . P: . U _ ... ...#J.C�.......WATER. g.....:' ' .. :. . ...... •:vnlK4..K:Y%KM xx V.4'i}A.O v 'X�:i��:�i$Sii:::`iiiiii}::•:i::;:y•T%NNKryY.KNM4VKY' Kw. :.. .:v..,.:: ...v, .::: .'¢':'. '. .............. ................... .....:.... ..•i:is i:;•i:4;•:4iiiiiiii:•:..............:::::::::. � v.�:�:::::::::::�:;..::::ti•::::ii::.:::vti•:: XK<•:4...\hWL.4•ivnv[vK:K..K•TV:•:K•'Y.K4nV::.:9i.•%YVKKKf.}•h'Kv��tK,tiK•.::::::•::.::::.:aK4.:.v:�:K::ti{:;VY✓y: •W6tl:tlOtK1M5KYVMOT .................... ...................... MH #13 €................................. ....................................... ....................................................................................................................................t.......................... ....................... 01 164 Sub grade 80'North P-4 1 123.8 110.5 12.0 115.8 15.7 95.4 90.0% ............ .................... ......................................................................................................................................................... ..................:,............... ................................ .. 02 165 " 1� .. 60'NW � ................. ..........��........ ...........��......... ..90..1.. .................... ..........._.. ........ 1185 1044 145 40 NE " 03 166 124.0 105.0 18.1 " 90.7 of MH #14 ; Y....... .................. ........................................ ............................................................................................................ .................. ...........................:....................... . 04 167 - 1' 80' South P-4 126.8 108.8 16.5 115.8.... .......15..7........1 94.0 90.0% ................................ ....................................... ...................................................................................................................................N................................................. ................. ........................ ................ .. 05 168 50'South 28.3 109.5 17.3 94.6 1 : s \ MH #13 s • ...........................................: 06 169 250'East P-4 # 116.8 140.5 11.8 115.8 15.7 90.2 90.0 .. ...................... ......................... ......................................................................................................................................................................................... ..........................r........................ ............................ ........0..........z......0............. MH #14 a 09 170 - 1' 300' SE P 4 124 0 106 0 17.0 115.8 15.7 91.5 90.0% ... 10 171 1' 350'East� � � 125.3 107.1 17.0 ......•... .... 92.5. _.... :K.M1 -'v........- ..m f:.,:..vvf:a.fvK•.:, .v.:vw�.:.f ":f:fv.:.. ...•::.................................n. .' .•':.v.::f - :.:.K.•:.vv.•.•.vv:•:.:tiM:v. }.Y.v:Y:f:Kvv.K•.•n fNJ:v:WYff%K•R.vvv:0.•:•. ::.:K:.:..YNn:vX:}:ro.•fi:: fT.:Y:vv✓:"v f..::.tiv."'fvW:f.v.•. -.Yx:v.K.:::.: •• REMARKS: ^ ; ............................ ..........#..._........................................... ...................................................................................................................................................................................................................................................................................................... .. �.................................. /1£A:1'/77'.rm,i'fim � �-�;AME: 0•T0682.025 R• 07.22.97 T• 07.23.97 A REVIEWED BY: '` REPORT JUL 3 0 1997 CONSTRUCTION TESTING LABORATORIES, INC. ISSUED wt—:11C' 10111 South Tacoma Way,Suite D-7, Tacoma,WA 98499 I Telephone (206) 588-0805 Facsimile (206) 588-0928 Client: M.A. Segale, Inc. - Date of Inspection: July 23rd,1997 ......................................................-- ----..................- Project: Cedar Crest Development _ - Permit No.: N/A P.O.No.: N/A .............. Address: 3rd Avenue & Edmonds Avenue .lob No.: N/A Contract No. N/A .............-----------------'-------'--'----------------.......------"--'---'----'----------------------------...------.... ........-.................-................................... ..... Contractor: Client Report No.: 26 Project No.: T-0682 -..._.. ---........................._ ._�. -- - -— -..__......._ _ _-- _. ------------------- X::'{:r�:S.'• :"+:? :..^:viCdr.�::, <i'<'�}:fry: "::rS�#' X•+•• :,;i;.xr..:. i'd•:b=".m`" ,�i%<:s`� ":'y'-.^� .�.. ry. '' i...- . c•'s..;..,..�?'c.;:s<c":...<G#...��3ixY�.: �ss aL_.?:C c.z�u;�..c�...�°aw?'s�?c�s :�' z'�-.. Sw.N.rrx :tsy;�x�--;i•G•%•.�a$-'sargt f> .<-:% I arrived on the jobsite to perform special inspection and/or field testing, for today's scheduled soils in-place density testing. As requested, 9 each in-place density tests were performed on fill at the area between MH # 13 and 14, and north and east area of NE 3 cell ponds, as per attached copy of in-place density tests report. Foneers �. --- 1 _ -- -4-- _ -- rryy ---- --- -----r ..1 Weather: FAIR Inspector: - S.HONG/fmd --------------------- -- ------------- _..............._..- ----.----- -- - RELO.Frw- RLE NAME: F-TO 682.026 R--0]-25-9] T- 0]-28-9] Reviewed By: 0 9 R5POHI' CONSTRUCTION TESTING LABORATORIES, INC. J U L 2 8 1997 ......w�:,�.......v.�w........v~.x...:.........:..M...:.....v..�.:...�..:,........�.........................w:...nr.v:.wx..::...�.�...:.:..,:..:v.....,.v...,.,...,..,..,.......:..:.:.,.:..:.v.....V.:..:.r.,r...�......��.:,a��.�.�...w: ....w......�........r��K�.�.�.� �..µ..,..�....,�.....�...... ..a..�,.�..:h..wn... 10111 South Tacoma Way, Suite D-7, Tacoma, WA 9849� Tel. No. (206) 588-0805/Fax No. (206) 588-0926 : ..:::: .�?►�',�'.�"•�' .TAT' .,�` . : . _..> : ';> . :.:.;....:;...::::: . ...�::::::., .;: CLIENT. M.A. Sega/e, InC. DATE: .IUI 23rd 1997 PAGE: 1 OF 2 PROJECT. Cedar Cf@St D@VelOpnlCnt PRO.IECTNO.: T ...................................... -0682 REPORTNO.: 26 ................................................................................. ................................... PERMIT NO.: N/A JOB NO.: N/A ................................................. ADDRESS: Avenue & Edmonds Avenue coNTR4cr. N/A P.O.No.: N/A CONTRACTOR: Client TECHNICIAN: S.HONG/fmd IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAXIMUM DENSITY TEST METHOD: ASTM D-1557 ....................................................................................................................... ::. :''C�. :�i'�'ii i':':i�i�:1 '.� :;':i:::';.: ::`•;.`<>?:`i�i;i� �: i? ?.: �:`:..::i:;y�:2?.'.<C%, iGi::.0 r<%ti..::.`:i;i: :::.: ,i'c?:i::i�'��'. ::.. >;;:.. `ii i:>.:i`.�:i:iii`::i:r':. : :: ,.`. :i..,,,,;y...:. ..,1 '.i .... . ..• .::: .�Lj ZE TEST ;:., . >' ;.>;,.:'.;:... ..: <, >, �L:�:X3•. ... .. ........ ...... .:.:CAB�'CFI�Y.� .: : : .:, trrcr LO� 1: No� TION C T1': :.:;:.ii ::::i•i}:i::.:. i.:..::;:i'i::.i'.:'•ii<•iii;{:}i.}: .i. ...'.iii:4::•.i:: '::•i:•.:i:•:•i'vii}:ii:i'r::j:{:iii:ii» :".:: .. ...:':'is ii.: :..:....., ...i::'?i.:e.iii:• .:��I : "v::::.:::...:...........................:...�.�::::.:.. :::::::.. .. ...::::'.:i .. .'..:.:is i:::.:.:..::::::::'iiii::':'.::.�::•:y::w.. . ...:i:.:.:•:::.::::•::.: '' .:•.:..'v•::•::::•::v:::'.. '•. ..... ............................... :. ........ ...... .... ...... .... .. ... ....... :':. ::.:.......... .::is:':.'�. .'.:::�:::.:::•:i:.::'. is ,ry.` ..::: .. ••:::.::.•.�: ...... .. ..:v.:.�:::n:�:.::;..:•.:..............:...:::::::•:•: .. .. �M.. ..:::. .: .:'...:':;:;'::':::,::r''.::i.i•::.:. .::.:is i:::::::iii:«:v:::.'i::i::i'::ii::::i:i:i::::::'::ii:i::::::::::v:: ::!iiii::i:;:ii::; :•,:':::•:::i }:.. :::::�::... ... :::::::':::.:.�:::::::::::::}:.�i.i':::::.:::.�:::•::::.:�::n�::;::::i::•y:•i::::n�::::::::::.:ii:.::::::.�:�::.�::is ii:::.:�::::::•::::::.�::::::::.�::•: .i:: ::::•i::i::i:i;::':ii:':::::.:.::::ii:viiiiiisti:ii::::':::::isi•is:'isi:•:i:::•:ii:•iv:ij.•ii::::{::ice::'::.::: .�.: %h+KOS%P%•i%a,PxfWVV•S, ..:...:•:::::::::..........v..... �S:F'.::.:. W WhW%KKC•t%+N.MXNiW61p�V.p.p.pG61.%Wn•y[./..:.:. BETWEEN MH#13 & #14 01 172 Subgrade 20'NW from MH#13 P-4 122.0 108.8 12.1 115.8 ! 15.7 94.0 90.0% .... .... ....................................................................... .. ...............................................:....................... .......... . 02 173 80'North from MH #13 ��......................._::............ ............._.. ,,....... __._..._.... ................_..... . ........ .... �.29...�....... ......116 3w. __. 0..... ..._..._._. ...._...........�L_._....._...__.........__._. „100+ ' 03 174 150'East from MH#13 120.8 ` 110.0 9.8 95.0 ................................... ............................................... ..a...................... .. ............ .......................... .. ............. .. .................. 50' South from MH#14 126.6 107.2 18,1 '� it ..............................................:....................... .............I..... 05 176 200'SE from MH#14 112.5 105.7 6.4 r......... .r......... ....... ........... ............................................................. .......................................................................................................... .......................... ..................... ...................... NE AREA OF THE NE POND _..._......_.......... . ........................_�_..... ......................................_......... .. . . .............. ... .. _�......_........... _. .w.. _. (3 CELL POND ...................................................................................................................... ....................................................................... ... .......... ...j... 06 177.. Subgrade...... .20�.East from pond...........................................................`....P-4 122.2 106.4 14.8 ...... 115.8.. ........15.7............... ....91.9.. ..... ...90.0% .. .. ... ... .. ........... 07 178 100'East from pond 133.4... 1.1.8:.s.. 12.5.. : ...........i.............,,.......... 0+.. ,,...... .. ........... .................... ........................................ ............................................................................................................. ....... ......... ........................... 08 179 " 50'North from pond _ 124.5 107.2 16.1 92.6 " ............. 09 180 15O'North from pond 126 6 109 6 ?5 5 94 7 V REMARKS: k N.P.M.S ......................................................................................................................................................................................................................................... .......................................................... ...........................................................................................I.................. .:........................................................................................................................................ .. .. ;gin .... DENSITY FTW/FRM `i"''"NAME' D-1'0682.026 R- 07-25.97 T- 07.25-97 REVIEWED BY: ......... N �y,l REPORT J U L 3 0 1997 CONSTRUCTION TESTING LABORATORIES, INC. IRRI lFn M 10111 South Tacoma Way, Suite D-7, Tacoma,WA 98499 Telephone (206) 588-0805 Facsimile (206) 588-0928 Client: M.A. Segale, Inc. Date of Inspection: July 25th,1997 ................................................................._......._............................__..........._...---•--..... . _.......------.........-----...................... . Project: Cedar Crest Development Permit No.: N/A P.O.No.: N/A Address: 3rd Avenue & Edmonds Avenue .lob No.: N/A Contract No. N/A .............. .---------.....--.....-- Contractor: Client Report No.: 27 Project No.: T-0682 ----••-•-• _ - —.�.____--_ __ _...- -. aC?�3n"2F?�a� lr�c�iEf..��oway'"s uCc�(•�r'i.?• c<c, ��i: �::. I arrived on the jobsite to perform special inspection and/or field testing, for today's scheduled soils in-place density testing. As requested, 8 each in-place density tests were performed on fill at the south area of power poles, as per attached copy of in-place density tests report. Weather: FAIR Inspector: S.HONG/fmd ....... ....................._.....................................-................................................------ ------------------_.`-�-h - FIELD.FTW- FILE NAME: F-TO682.027 R-07-28-97 .. T- 07-29-97 Reviewed Bv: nr-toUH I 0 CON JUL 3 0,R UCTION TESTING LABORATORIES, INC. u ..••. .• . . .. . ... ... ....... ... . .. .... ..:�•.•,:.•:............:..:..:.:•.�..:.........:w:.::..�::.�.w..:v.w..r<::::::.:.�:..�::::::.:.:,:.::�::::.:::::::.�.::.�:::.:::::::.�:.•.�:.::�::::.•::::..:.:..:.:::,•::::..:.:...•.••v....:v:.�. ..��.H:�..,n.����..•w.�w.vM.�r.�...,. [..�.,w ��M �.� 10111 South Tacoma Way, Suite D- , Tacoma, WA 9849: Tel, No. (206) 588-0805/Fax No. (206) 588-0921 y v:� y., .y%r, %:.,,wy yv.}>.•. uY..a....r...,. ::. .. ..:,.:. .w•x•. %...vy <•.w. ..: «i. Il`�T;;PLA► DENSITY .TET.REPD:RT . ...:.. ::..'..a.w%}.vt:}.wa...v.S.:w:w a.>:,..w..::}.w x••.•.wu.v::, •••:. ...:.;:>.:w•.:fi:•:•%a•;vnr}:+,v..rvxw.rrt}:rrr:>.v:wv,w+xwo.n..�:.� '.::::::::::rrr>:n•:r..xv.aa::wwn.+swvx:,rwrrr»rrr%w+YYr.•ravvrr%wn•.•.wrx•,w.wvwrxr}ww.w.wrrrGrrtwn}r%w:• .':•`: CLIENT: M.A. Segale, Inc. DATE: July 25th,1997 OF ................................................................................................................. .................................... ................................................................................................PAGE: ............... 1........ PROJECT: Cedar Crest Development PROJECT NO.: T-6682 REPORT NO.: 27........................................................•............................................................................................................... .........1..................................................................... .................................. PERMIT NO.: N/A ! JOB NO.: N/A ...................................................•...........................................•......................................................,. ..............r.....................I.......................... ............................................... ADDRESS: 3rd Avenue & Edmonds Avenue CONTRACT:N/A P.O.No.: N/A . ........................................w....,_.._........,.................................................._._.._._ �.._,__ . ..w. .._..r...,....._........_... CONTRACTOR: Client TECHNICIAN: S.HONG/fmd ...................................•..................................,..•....................,........................................................................ ........................................................................................................................................ IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAXIMUM DENSITY TEST METHOD:ASTM D-1557 :Y:ti'V:'•Y1 :AS'i�•': 1tw •%•:wKtii•5•I ' : ....... '.' .. :.: .•.y',i::::.;{Y; ;..,::...i:: �.`>{4r;ri;tii•i �: W.::;:>':'::::•. 4�::. FIELD DENSTT ' ... .. i0a V.r>>::::>::::; :........ :r:: Eri TEST : .:LAB <..::, : ELEV' . > U No. No. t cc� v . � s � w�r. t� �cmM a ..,:.:..>:.\v..nw�v�'•IN VNtvM%W Y•T>Y>.�':r:vK:\W%VC%PVpPYOtVWtNiJP Mv:V•T%•%•FaK•>Nttt4N:.v..n•. '�:::::�:.VViYi�V.'O .Y.v. '-::... .H�:......5.•, 'V.r..v:A>:v'•..:v(:.:�(ti•::..ti..r,.;:.:.::v..v. .:....�:: : :' }N v�YN}Y}Y%•Y%q}:• V6:WYK •• ...••..•.•.•• .'jypiy .;•..;; SOUTH AREA OF POWER POLES ..................................................................•...... ..................................................................................,..................................................II................................................... ................. ...................... .................... 01 181 - 14' SG 120' NE of MH #10 P-2 125.4 117.3 6.9 125.0 11.2 93.8 90.0% ............ .............I.................. .................................................................................................................................... ...................§................................................. .. .................... 02 182 70' North of MH #10 133.0 124.0 7.3 ~" 99.2 " ........................... ......... ........ ....... ...... .. ...........I...................... . ...... . ........... ............-... ............-........... ........... ... __...__.,.. _. ._. _.. .. w_ .--. _...................-._._... ... g '; i 03 183 - 16' SG 60' South of MH #10 " " 125.3 117.7 6.5 � 94.2 " 13 12 " 04 184 150' SW of MH #10 3.5 2.9 8.6 # 98.3 " ............ •............................................................. .............................................................................................................:.......... ........... ..... ......... ......... ......... .......I..,,.....I.... ........".. 05 185 - 14'SG 60' SW of MH #12 k 125.5 114.8 9.3 91.3 � l• ........... ..................... .........•............................. ........................,...........................•...•........................................................;,...................`...................•...... ...•................... i ........................ .................... 06 186 40' NW of MH #12 127.4 118.8 7..2..... " 95.0 " _. ........ ........ . .......... ....... .......... ........ _...._..-....................._.............. .......................... _._ _._..._......_... .. -...........,......V... ...._.....-w......... w i 07 187 50' SE of MH #11 P-4 126.4 109.4 15.5 116.8 15.7 94.5 " ...................t�...........................:.................•..... .................. ..................... ....................... ................ .................... 08 188 150' South of MH #11..................................................... ........ .....128.2...... ....1.1.1.:5... 15.0.... ��......... ..........��........... 96.4 IS . .. ..... .. ... .. .......... ................................................ ...................^. �.. _ s .............._. .... ..z..._. .._._..-... ...,................-_........._.. ... . ........ .... � . Y.•}:•:v >:�:vvs.5•M1w':.<:v::v ::::r:.•:. ::::v:rn:::v: .'%.:..:.' .v':.v:::vv.•:•:.:•;vv.•.::•}r;'.r::.,W%A::w•.vn:•rr%:•:[•. .::::.:::.. .:::..•..:.. ...':.�..: ':::...v'.v� 'v....:.:: ;4.>.v:fA•:%W4wviw•%V:•%•wtv%•.Vr%KW}%:•Y.WT.•%5v'•:w�Mw:,vYAW:•%•YN.wvvv}.'viv'W%5•:wO:tivrh.•%w' lCWKVPTWW:V.Cw REMARKS: ......................................................... .................................................................................................................................................................................................................................................................................................. ELEV•CODE: SG = Subgrade ............................................................................................................................................................................................................................................................................................................................................................. • ................................................................................................................................................................. ...........•............•.....•...........................•.....•........................•......................•...••.•....... .. ��t'lh• ......................•.•...... 4" REVIEWED BY: . DENSITY.FTwrFRM '��aME: D-T0682.027 R• 07.28.97 T• 07.29-97 �' ,,,,,• ,,,•„„ , ' ;, ,,,,,,,,,,,,,•.,..••..,•.••....• REPORT AUG 0 4 1997 CONSTRUCTION TESTING LABORATORIES, INC. ISSUED 49 aa. 10111 South Tacoma Way,Suite D-7, Tacoma,WA 98499 Telephone (206) 588-0805 Facsimile (206) 588-0928 . Client: M.A. Segale, Inc. Date of Inspection: July 29th,1997 ...................................... Project: Cedar Crest Development Permit No.: N/A P.O.No.: N/A Address: 3rd Avenue & Edmonds Avenue .lob No.: N/A Contract No. N/A ----- -- ------------"-- - - ---- -- - -----------------.............................. - -- Contractor: Client Report No.: 28 Project No.: T-0682 wx:"4w-% - ., � MYY;"}�- -: �KCJ.LQ•:IX^:^:•:�'I.K:.?N.::V.�:�l. .�t4:^^r�^':WxNM-vtf�M--cv�':wS•3ee+n�A�v.+6: n����i%!:. OM.�J.3���w;.}:ice=r'.�i- i'vn;�{iA�gi��_-: L v tw'lQ.�i-.x� i:•�i:t�i wk-x..�f.••-2ia:.•..i-l�"x-w�4 aw.;:drau.:..;:ic..-rue%xra.':S-c '�.�--"s:"sc"n;:y:�: ... .� .. h..'».a .eufo-..<.x •:..-..:. ... I arrived on the jobsite to perform special inspection and/or field testing, for today's scheduled soils in-place density testing. As requested, 9 each in-place density tests were performed on fill at the south slope and road around MH #11, as per attached copy of in-place density tests report. Weather: CLOUDY Inspector: S.HONG/fmd ------------------------------------------------- - ...-"------------------------- ---------- FIELD-FTW. RLENAME: F-TO682-028 R-07-30-97 .r- 07-31-97 Reviewed By: s AU 0 0 4 1997 CON TRUCTION TESTING LABORATORIES, INC. ISSUED .h.Ft.t.tn•v.V.vv.,n..nt........n..vnwxfnM M•F.MV.nMF,.x.MVX.n.vhJF.•F•.hn.n..n.•.FF..•....t.t.•FM...n.F•.FF..F.n.F...F.F.t.t..n..F...fnh.t,•...,M.th..F.v....•tM•..t FMFM1•Mt.tM.......J..•F..v.XFM•IM•FWXxFMtw.vJMvnMtVMvhMthwJFtt,v.MW.w.vtMy��fFtMNtMMrw.V+h••Mtvv thVFtvM•J.MVntvx/nM•.W.h•.tvm • .. •,•. .•.•err•.• nnhvnv.•. 10111 South Tacoma Way, Suite D-7, Tacoma, WA 9849 TeL No. (206) 588-0805/Fax No. (206) 588-092 ,�..:�: SI.T;:: Y:TEST REP�RTINSPLA a u Jowxwxuea:•Jwxw•fsM1arwaY:w,axwwyaaxa;. ,w✓wwrrov,YwV.•ca.x� > : . . :.' .: :'::. .:. : .::..:...:":.:.:.::;::.:::.::::.::.:::..::::.�::::.::::.:::.::�•.:•.::::�>::.::.:: . :.:. : . .: . . :: ..:... .:.:.. ... ..,..v.•....,,.ev.,.vYJ.,r..w „X.F;.�a.JF:ivw+wvi�wssr»orvY.w:: h•J•xxF•.Y.x.h�ioV.YJi.1..V.,V.Wx .n..n.: '. •.•. .• h :'�... .: ...�. ::..:v:v:::::::.wv.::•... .. CLIENT: M.A. S@gal@, V••...v..J.v.h+aF JT.Ynt.v.:WY\•.1 YYnanhYM1 Inc. DATE: July 29th,1997 PAGE: 1 OF 1 ....•.. ....................................................•. ..................................................................................................,. PROJECT: Cedar Crest Development PROJECT NO.: T-0682 REPORT NO.: 28 ................................. PERMIT NO.: N/A JOB NO.: N/A ............. ............•........................................................................ . .............................................. ADDRESS: r Avenue & Edmonds Avenue CONTRACT:N/A P.O.Nc►.. N/A _....._........-....................._...................._......._..........-...._........._�.............................................,................................................................................. _...... .....,.............v................................................,_.......... _.........._.._.._....-.........._CONTRACTOR: .........- Client TECHNICIAN: S.HONG/fmd IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAXIMUM DENSITY TEST METHOD:ASTM D-1557 FIELD : ENT ' _l :>:: N'I:;;. •.ate.::::; :;....;..::.. . .......... ::>: L BS. ::: :::: r�► r r:::c� 7r : Na xo :.: . ;>:��►1ST:.:.:.�::...:.::..::«�;:>::::�:>::..:>;> ;.... .:.. . ..: aawxNwv.wa+NaYwvwYnan a.at•YYMfk%VYFa. .... :.::::.:..:..:::::::::•::::..� •o.w•rYYaY.w>.Yr.aY.:aaww�.Y.oxrJso-rcntawx•Yct+;x rJari::':.: ":,:. ..;:�..:..�r::a;F T.rI.:a::i:sa;a::•:. .. .i:<ar•:s SOUTH SLOPE •.......... ..................... ....................................... .•..................................................................................................................................................................s...................... ...................... ...................... ........................... ............. 01 189 -14' FG 20' from south 80' from west P-1 135.4 127.1 fi.5 137.2 7.1 92.6 90.0% ....,...... ........•................ i .................. ................ ..................... ................... ..................•...................................................................................................................................... ...I............... .. .. .. .. .. . 02 190 30' from south, 60' from west " �� �� .,.,...,•r, ................ ....................... 134.5 125.2 7.4 91.3 03 191 -20' FG 20' from south 150' from east :. P-2 _..._._ 11 r.w... .................... ........._20...F 126.5 115.0 10:0 125.0 ' 11.2 92.0 04 192 G 40' from south, 100 from east ., ......128.7... 121.9 5.6 of......... .• 1.. 97.6 ........... .................... .•.........................•................................................................................................................I........I.. ................ .............................................. ..................... ......I........... ........ BY MH#10 & 11@ POND AREA (APPROX. ELEV. 242') i .. .. .. ....... ..... .. .... . ......... . . _........__........ . _......_._...__..... _._._....._........ ............. -.. _...__.�_..... ...... 05 193 -1' FG 50' NE of MH#10 P-1 135.7 124.3 9.2 137.2 7.1 90.6 90.0% .......... .................... ...............................••.......:............................................................................... .............. 4...... k... .. .. ....................... 06 194 �. .� 100' NE of MH#10 13fi 9 126.2 8.5 ��........� 1... i.. 92.0 ... 07 195 150' S E of M H#11 138.7 128.9 7.6 i;......... ........... .................... ..................•................., ............................................................................................................. ........ ..........................:...•...................1 `•• 08 t 196 30' East of MH#11 p .......................................:�.......... .�......... ........ ..... . . . ..._..................... 137 8 �.25...6:.. . 9.791.5 . 09 197 �� 120' NE of MH#11 � �. 136.8 , ...... ......._............. . ..........�.m�._ __..._..mx.,...._.. _._.,......... ._.._._........ • 125.0 91.1 � :na:M.:.h F Ftah.w M Ft:x F,::.:.xawYY�.:M Jxa..a...F f... .....t....,..J..,.n•..n...Y.,•F i ..J.t,t.a.MMtY.aYFa Jxn:,aMW - .. ......•. '.. .........., FJ F tM Y:VYJYYM1aYYF REMARKS: ... ....... ..... . ....................... .......... ........ ............................... ........................••..•...•.....•.......... i\ S ELEV.CODE: FG = Finish Grade `.............................. �v�r.c.O.p . .:h.F•:a < I....................•........................................................................................................................................................................................,...............................................................,...................................................... .............................................................................................................................................................. DENSITY.FTW/FRM ,4AME: 0-T0682.028 R- 07.30-97 T• 07-30.97 REVIEWED BY: .... .. .... . ........................••,,...... REPORT -CONSTRUCTION TESTING LABORATORIES, INeG 0 5 1997 ISSUED 4� 10 111 South Tacoma Way,Suite D-7,Tacoma,WA 98499 9 Telephone(206) 588-0805 ------------------ Facsimile(206) 588-0928 ............. ................. ........ ............................. ......... ........... .......... . ............ ................. ............... ... ......... . . ... ..... . . . ............................. . ............ ................ ....... . ... ...... ............ ... ................................ .............. ........... Client: M.A. Segale, Inc. Date of Inspection: July 31st,1997 ......I.................................................................­­_............................------- ............................................... Project: cedar Crest Development Permit No.: N/A ---­------------ ...........------.......... .......................... P.O.No.: N/A Address: 3rd Avenue & Edmonds Avenue Job No.: N/A ——---------------------------_ Contract No. N/A ­....................................­­____.................. ------­-------------­--------------_----------- Contractor: Client Report No.: 29 Project No.: T-0682 ......................... I arrived on the jobsite to perform special inspection and/or field testing, for today's scheduled soils in-place density testing. As requested, 8 each in-place density tests were performed on fill at the south slope and west side of pond (MH#10 thru 12), as per attached copy of in-place density tests report. Weather: CLOUDY Inspector: S-' G/fTd -------- ------------------------------------------------------------- ..........-------------- ------------- ­�......--------------------------------------------------_-----------......------------------------------------ FIELD.FTW- FILE NAME: F-T0682.029 R-08-01-97 T- 08-01-97 Reviewed BV: REP "i" CON R UCTION TESTING LAB ORA TORIES, INC. 0 1997 South Tacoma Way Suite - ma WA 9849 Tel. No. (206) 588-0805/Fax No. (206) 588-092 - �...>.., ... IN 7 E, D.�NS.IT�.' TEST R.�.�URT »w:w�wwq,4vrS}...w}.�::r}re;•}} ..r.•.•..a';. ;.; '.:;:.: : ..... � �..;;>::•., :�.:�:.. ... .:oi:L }.}....::: •. '` r�wgswvw»xv}}:w:.wa+}rrw•}}r;v;,: " ..�. •. . CLIENT: M.A-, Segale, Inc. DATE: July 31 st ...0 y................1997 PAGE: �....... OF 1 . .......................................................... ............... PROJECT: edar Crest Development PROJECT NO.: T-0682 REPORT NO.: 29 ... ................................. PERMIT NO.: N/A JOB NO.: N/A ..................................................................................... ............................................... ADDRESS: rd Avenue & Edmonds Avenue CONTRACT:N/A P.O.Nu.. N/A _...__........_............................................................................................................................................................. ».............. _.,.................,,......_................,.._......._.,.._......�.. ,.._ ._. .. w... _ . CONTRACTOR: Client TECHNICIAN: S.HONG/fmd IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAXIMUM DENSITY TEST METHOD:ASTM D-1557 :. ................................................... r'••:::r.::;:•. ::>.':,:•E:.. :... 4::: :.....::...:.....: :......:... :.. �+ ;.;::r::>::>::<:>::;>r:,iis ;:i's;.:>;:;•ii::�:i:::rii:iE:::i:<..:.:'::i:i::::;.::.:.:...:.:::i:�'�>::':;;;..:.;:>:.::.:.'. EN TEST .. FIELD DEN�TI .. ;;......... :r;.; ...... �.��::.. :.. ...:' .. ::. .: CANT '..;::.SENT.. ..P.,A, DAY W1`::i> 'x'T1 :1M IST .>... 6 . ...... ... :, ....... :: : � '�:'..ii:::'4:Lv;.:.:.y:•...:':i::::i..i'v:'i:.•i.:'.. �'�� Y•i.�:i.»n}>.vV.;• 'iwgwown.w ;�tla:'[ViVaVtw)Poo>+ipn00TYHx.VN) ......:.. .. :.. ...:.,., .::.Y:.. � ':::::::K .;: :..:. ..:...::::...:::::.:."•:i.iv::v:.::•.•:::.:::..:. p .tl0.W00•r0)OTMVWPIO.%4l•A'OP}}.V}}>N}YY:YA.hVOp4P%•WNnt4.Q•%q' \::nr..•..':'�..:.•.X.vA/.v..}.hJ::•.:}:.vF...v:w.•.O}w•}T fNhgTi:•�\'t•} }}i:�YiV Jf..••• .• .••• .. : SOUTH SLOPE ........... ..................... ....................................... ............................................................................................................:...........•..... .......................................................................... .......................... 01 198 - 25' F G 50' from west, 20' from south P-4 g 127.6 113,8 12.1 115.8 15.7 98.3 90.0% :.............................. ......... . ,.. ........................ .......................................................•.............. ..................... .................... 02 199 100' from west 6' from south 130.0 119.5 ( 8.8 , s 100+ " . ..... _. ... ........................... ............. .........._...................... 03 200 120 from east, 50 from south 126.9 111.3 14.0 " .,96,.1_.. ��-....w..... ............... ..... WEST SIDE OF POND (MH #10 #12) ......................................".................................. ............................................................,...................•..I........................ - 2 F G 10 west of MH #10 P-2 130.8 117.5 11.3 125.0 11.2 94.0 90.0% ...................... ................................................................................................................:................... ...........................:................... 05 202 80' SW of MH #10 130.E 115.9 12.8.. of.......... ............... ..........,.._......... ......................................._..........................................................................._....................._.................................................. .... ..... ... .. .. . 92.7 ................,:......................._..........._........................-._............ 200' north of MH #10 132.6 118.5 1.1.9 .................................. ...................................................................................................a................•... .......... .......... 07 204 10' east of MH #11 .. of......... .8 128.4 119.1 7.8 95.3........... ................... ............................................... ......... . 08 205 60' NW of MH #11 ,� 121.9 8.6..... 11.......... 1328 iof��..:...............................................•.....................................................................................................:...........,...............:....................... ...................... ...........................' 97.5 ,..r}.� .:N:. . .� h :w:•: ,�..w�: :wrn h.<,,:..v..: r ,rh, ., w. � �n> r }� ... <. �xh,�A.,..�A<M .. �.,::� �r . .. .:..� �n• :v...n } }. }} REMARKS: ..............................•.....•.................................................................................................................................................................................................................................................I.........I....... ELEV.CODE: FG = Finish Grade ..................................................................................•........................................•................................................................................................................................................................................................... ............................................................................................................................................................................................................................................................................................ . . OENSITY.FTWI RM vAME: 0•TO682.029 R- 08-01.97 T- 08-01.97 REVIEWED BY: .. ,,, REPORT Aim 13 10 CONSTRUCTION TESTING LABORATORIES, INC. ISSUED 0 10111 South Tacoma Way, Suite D-7, Tacoma,WA 98499 Telephone (206) 588-0805 Facsimile (206) 588-0928 1 1 Client: M.A. Segale, Inc. -- -Date of Inspection: A@_; s;t 5th,1997 Project: Cedar Crest Development — — �perm;t No.: N/A ------ P.O.No.: N/A Address: 3rd & Edmonds Avenue, Renton Job No.: N/A.______ Contract No. N/A Contractor: Client Report No.: 30 Project No.: T-0682 .-----_--------------- I arrived on the jobsite to perform special inspection and/or field testing, for today's scheduled soils in-place density testing. As requested, 7 each in-place density tests were performed on fill at areas between south slope and MH #1, as per attached copy of in-place density tests report. 411615 S Weather FAIR Inspector: q NONG/fmd - . ---- - --- -- - - .......................------- ...----------------__. - - -...........- -- -- -- - -- �`�- ------------- ----------------------- FIELD.FTw- FILE NAME F-T0682.030 R-08-06-97 "j'- 08_07-97 Reviewed By: CONSTRUCTION TESTING LABORATORIES, INC. AU U 8 1997 .. ...M. ..• �..:........rv..n::...N:..:..:...:.....::::..�..�.K:...:.hv.:�....:.::.::v.:.:::.�..�..•:�....�:..v.�....:�.vw.�..,~�:::...w..�...��..w:.�.�,.rrx�.�.�:..���.�.t�•� ,.. ,rv:.�::�:::.::::::.:.......v.�•.:.�::.:.�x�..�. 10111 South Tacoma Way, Suite D-7, Tacoma, WA 9849 v:..: Tel. No (206) 588-0805/Fax No. (206)588-092 w i- M ' ► _ JE.NS�'�`Y 'T'.� RT .. :....'.::..:. . \VA\\\kT.\V.}hVR.\V\\\\'M•ia}a:TT\\�1VN:\VnM:\, "�. .:.. �.,:'� :.i; .'.:.::'•iii:'... . .. .. ... ..::•. •.::::ti:::::'•:�::::.::'•:;:i:;:'•: ........�:.�..\\'M•}.}..N•JN:•k:tiW\riV:'VYh�>%•<V}NV........ ........: :::: .. .........:::.......:::•:::::.,:i'•::::•:•:.::':..::•i:•i:•i::•::i:•i::::::':i::••:i: ........ '. .. CLIENT: M.A. Segale. Inc................................................r...........................r................................................................... DATE: August 5th,1997 PAGE: 1 OF 1 PROJECT: Cedar Crest Development PROJECT NO.: T-0682 REPORT NO.: 30 .......I........................... PERMIT NO.: N/A JOB NO.: N/A ......................r..•...........•........•............•......................... ADDRESS: rd Avenue & Edmonds Avenue CONTRACT:N/A P.O.No.: __.........-._.....................I........._.._........................... ..... .......................................... N/A ...........................-_.... ..... ...r�....._ .-_........._..... ..._. ._. m CONTRACTOR: Client TECHNICIAN: S.HONG/fmd IN PLACE DENSITY TEST METHOD: ASTM D-2922 ....•r-•r•-rr-rr•••rr-•••••-rrr.•--r•rrrrr•-•••rr-r••r.....••rrr•rr•rr•r••r•..r•r•rrrr•............................................................... .. 6 i....J } N9j p.•2�.,.• Y.r t• . MMETHOD: 557R ;....:..........::<� :. �,; � EST� TEST Y�4D 'It.D DNrt' ' .A> G : CEN'X` '::...:..:;::;.; No ' NO. �I;vATlftl LOCATIONuRi , $� ;: '..::•>'!:}:.;:;t:;•.�.y:....:':':::is W��. . . BETWEENMH #1 & SOUTH SLOPE�..7� FG.......... ................................•............................................................................... i 01 206 20' from North, 100 from East ......... ...................... ? ........................ ................ .................... . ...................................rr..........r............................................................. P-4 127.4 107.6 18.4 115.8 1 .. 15.7 92.9 90.0% _...207_.._ ................ .......��.........................._6' from....N.o.rth,....1..50' from East ........... .1,27,.-................�... 70' South from MH #1 .8 104.6 22.2 ... ......•.....•....•................. .r..................................•............. 90.3.... 04 209 20' from South, 60' from West 123.0 ! 104.7 17.5 " 90.4 " ...r.. ...l.............��............. ........................................... .05 210 20' West from MH #9 124.0 105.7 17.4... o,......... 3 ............... ..............................•........ . .....•...........••r••.....................rrrr.........................•............... ,.....r............. I 91.3 " STORM LINE TRENCH ........... . .........._..._.....-........_...._ ...._....__._...... 06 211 - 8' FG 6' East from MH #1A .................._...... ....................-._.-._ -._........_._.................. ........................... ...,..........�...._. ..........................•.r•r•...................................................................... 9 P-2 132.6 122.1 8.6 126.0 � 11.2 97.7 95.0% .. ....................... . t........��......... 131 9 r� - 7' FG 40' East from MH #1A .................. ..................... ................r...... ................ .................... 119.5 10.4 " >..........•.....• .....................I...... .................... ........................ ...... .....I.......... ........................................................................•................................................................................ ........................... ....r.•........... . ....................... 6ONFIRMS. REMARKS: ........................................ ......................................................................................................................................................................................... ELEV.CODE: FG = Finish Grade . ..................................................................rr......................................... ..... ................................................................ ........................ U................................................................................................................................... . DENSITY.FTW/FRM .TAME: D-T0682.030 R- 08.06-87 T- OM7.97 ;` '. ................................... � .: REVIEWED BY:.................. MtFJQRT AUG 1 3' 1997 CONSTRUCTION TESTING LABORATORIES, INC. ISSUED wa 10111 South Tacoma Way, Suite D-7,Tacoma,WA 98499 •• Telephone(206) 588-0805 "A" REPORT Facsimile(206) 588-0928 Client: M.A. Segale, Inc. Date of Inspection: August 6th,1997 -------------------------------......_._.--- ...._......------ Project: Cedar Crest Development Permit No.: NIA P.O. No.: N/A Address: 3rd & Edmonds Avenue, Renton .lob No.: N/A Contract No. N/A ....._----------- --- - —--------.--_----------_. _. .........---. ......-----'---'--'--------------------------- Contractor: Client_ _ _ __ _ Report No.: 31 Project No.: T-0682 '?`..ih-'�-)t::'::%..:^w.,r :.�.. ,.gam ^a'�:�iYti {i''�i]X - - --.H.Ltt• _V-Y'....�.�__--y: •-_ .{ { .-__J3..- S.r:�.y:._.y ....................... _�. ,�, . ::..{..�-a:•4'K.�'4{-re�3.k�av-�..a,.,E2ir1-0��''.^�-"s1'.�??x:.«XrS'-'�aa{"'t�:c�" «.�fi�f:"�¢s'b�6�k�'.,�'��.'is"r'>4Cv0.:ak:-- `r.. :�?z.�„"'{� ,.{{x.e�.. ...{'-r`�f",..:'/•-:' !' . .... I arrived on the jobsite to perform special inspection and/or field testing, for today's scheduled soils in-place density testing. As requested, 4 each in-place density tests were performed at various depth of the fill for storm drainage trench, as per attached copy of in-place density tests report. Weather CLOUDY Inspector: S.HONG/fmd ----- ------------ -------------------------- -------------- -------------------------------' - - --------------..... .------ --..._..-------- .......... ---------------------- FIELD FTW- FILE NAME: F-TO682A.031 R-08-07-97 T-08-08-97 Reviewed By: AUG 13 1997 CONSTRUCTION TESTING LABORATORIES, INC. issuEd "A" REPORT 10111 South Tacoma Way, Suite D-7, Tacoma, WA 9849 Tel. No. (206) 588-0805/Fax No. (206) 588-092 IN DENSITY TEST I�EPQRT ::.: .. ..v.a:X.n::}.[•::q:f.:.C...:V..wV'•nY.WY}.W.wY.q.•Y ..:.::.:�.:vi:It:�::.•: ::•..�:: CLIENT: M.A. Segale, Inc.. DATE: August 6th,1997 PAGE: 1 OF 1 ....... .................................................................................................... PROJECT: Cedar Crest Development PROJECT NO.: T-0682 REPORT NO.: 31 ................................................................................ .......................,......................................................... ............I.................... . PERMIT NO.: N/A JOB NO.: N/A ..................................................................................... ............................................... ADDRESS: 3rd & Edmonds Avenue, Renton ..........I.,........ ._................ .. ...... .. . ........ ..... ...... .. CONTRACT:N/A P.O.No.: N/A...... CONTRACTOR: Client TECHNICIAN: S.HONG/fmd IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAXIMUM DENSITY TEST METHOD:ASTM D-1557 . , > ;� > yeei n mx e xNti.may EVj FT LAB FIELII DENSImY pIi PEI7 GAS » qq CANT ,;•<. ELE� Nb. NO. CUR1 G I T3S "1t t7►IST;' DRY. ? ' `. t� vY.,h I:�fC1i'•F::.'i:i:iiiii;.YT.;FY brgi;:: i;i. .. .. . .::... ....... .. ...:.:::.. 'w.:Y.gagYwawwa>;wvrow.ww � :: .... :•:�.v..;>:�.,..:...;:... .:s'�.: �!. STORM LINE TRENCH ;....................... . ............................................ . 101 213 6' F G 50' East from CB #2 P-2 129.5 ' 118.8 9.0 125.0 11.2 95.0 95.0%' .............................................................................................................................................. .......,.,................................ ...................... . ........................... ..................... ...................... • 02 214 - 5' F G 110' East from CB #2 " .._.......... ................-.... ` ..._.._.......v. 131 5 121.2 8.5 97.0 03 215 100' West from CB #4 .o ___ . _ w_.w........ _. _ .....�� _... 128.7 i 119.6 7.6 " 95.7 ........ ......132.3,.......................... . ................. ..........of. 04 216 - 3' F G 6' West from CB #2 �� 22.6 8.0 98.1 .... .... ................................................. ..... ..... ................... ............................... ................. ................... > w. _... _. ...._. . -------- _..,..... ... ........ w.... .............._ . ... ...................................................................... ............................................. .....:.............................. ...... ................. ....................................... ................................................................................................ ......... .............• ....................... ................... 1 ..................,...... . ............. ................ ....•....... .................................. ............................................•....,........................•................................. ........... ......................... ................. ............................ ... .. .. ... .... .................... ........... N. : • : FIRMS ....................4_ ............__............ .tiY:w:%•:vrYr%.Y'rw:gY:a.wVwY:•.N.Ka'v:•riY(�gittiV%YN.Y:+.Yi%Wr. ...�.NM:WN.•:YYYYr.•.•Y:%wYr:riW:q%•%K•Y}%•NV:Fq:gw.YYx�mv:•r%..ttv?.•:5q%... r.::.r:•.q:W:..•..Vr %. '-.•.W.YnW.V:ti.ggttc<SYI:s.}:'Mgwv:Y.Y.gti.9�%q%•i\V:•%" W.C6YJi»:Y».WwgY>Iw•IJnY:w wYx ti:�ii�W' REMARKS: ........•..............................•.............................................,...............................,......•...............................................................................................................•........................................,..................,................................................ ............................................................................................................•.............................................. ...,.'........................................................,.....................,.,....,....................................... .. ................................. ......... .... . DENSITY.FTWIFRM GAME: D-T0682A.031 R- 08.07.97 T- 08.11.97 REVIEWED BY: ., :1. ............................. RcrUHT AUG 13 1997 CONSTRUCTION TESTING LABORATORIES, INC. ISSUED 10111 South Tacoma Way,Suite D-7,Tacoma,WA 98499 Telephone(206)588-0805 "B" REPORT Facsimile(206)588-0928 Client: M.A. Segale, Inc. Date of Inspection: August 6th,1997 ---------------- .. Project: Cedar Crest Development _ Permit No.: N/A P.O.No.: _N/A Address: 3rd & Edmonds Avenue, Renton w Job No.: N/A� Contract No. N/A - -------------------------------------------- -----------..-..-----------------— _ ................ .----------------------- --...-------------------------.....................-------- - Contractor: Client Report No.: 31 Project No.: T-0682 -- -- - -- - -------------,--y —...----.......— - —-- - __........ ::✓u:K'.*r.'�r......c�`ru<'�it.�,£a.a'w ac%cin^isc�."r.%avisa"."iw'•'�a�""•'.'tY.�ezoa""=a�:4��0:waw:�'" Sc"u"�os"rz :-.-"ter,-.-'�'w�i�'i�"" ,"ae�r.�eri " .x"'"•".?'.^"�ccx.�o%.C.�m:"""'"as.�c�,e°"�.t=.5'£�<Ca;✓�t` ..5'.Y t.;i,''> I arrived on the jobsite to perform special inspection and/or field testing, for today's scheduled soils in-place density testing. As requested, 6 each in-place density tests were performed on fill between south slope and MH #9, as per attached copy of in-place density tests report. 0 Weather: CLOUDY Inspector: S.HONG/fmd ---..._......................... ............----------------------------..------------- - . -------------------------. ...... - ------------------------------------------------------- FIELD FTW- FILE NAME: F-TO682B.031 R-08-07-97 T- 08-08-97 Reviewed By: . I&—% . . AUG 13 M9` i CONS RUCTION TESTING LABORATORIES, INC. ISSUED .,...,.,.�.,,.,..,,,,�.A,.M�.�N�w,,.:�.,,.nAr`��v.�..,,,,.�...,,,...,.•,h,.,.w>.,.�.v.:...,.....�.:,,.µ..w�.,�w.w�,.,�,,.....:,...�.�.........a...v.......,..,....,.:•..............:..::a.........,.:�.M...�,w�.,::.�.�. 10111 South Tacoma Way, Suite D-7, Tacoma, WA 9849 "B" REPORT e o. (206) 588-0805/Fax No. (206) 588-092 .::: :;: :..:::; ,;:>:: ;;; }Y.WX',VgN;K,VGK,,\WY.\K,y. <;::>:>::..:::::<>•<:;:.. :..' �..;:.:•::::.'.':;;.:': ..:. .:..:.::..::.:.::.::.::.: ;:;:.;':,:VGC IN PLACE-ARE 15ITY TEST REPO RT CLIENT: M.A. Segale, Inc. DATE: Au gust 6th ..........g ,1997 PAGE: .. OF 1 PROJECT: Cedar Crest Development PROJECT NO.: T-0682 REPORT NO.: 31 .............. . . .. ..........................................................................................I................ ................................................................................. ............................... PERMIT NO.: N/A JOB NO.: N/A .......... ..................................... ADDRESS: 3rd & Edmonds Avenue, Renton CONTRACT:N/A P.O.Nu.: N/A ................. •.._._..........•............................._..............:....................... ............................................................._....,. _........._........._.........,.w.........,.........,.............._......._................__.. ,...._ CONTRACTOR: Client TECHNICIAN: S.HONG/fmd ........................................................................................................ ...................................................................................................................................................... IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAXIMUM DENSITY TEST METHOD:ASTM D-1557 ........................................................................... ......................... I+i TEST; LAI3 d ;; CENT' �:.:' •.':.::<:>�:::::»:::•«�,::::;:•.:.::.>;Y:<:<•<:<:;. CkN't' I'AGT LEATrr LOCATION too, No. CUR1�1:� L�� orr ter. ",.'V:.\ .,::...inV N.VT..,V{.:.K•.%VV%P1VgW}iPk1V14KKW$>."v�.�•,'4Y>.4V4\'V .,v•.: NO Vh\\\\Wn\•]WGVTM+»..>...a.>.::.wXVSK•W?HOVhFVY.NP.WVKK h.., •.,n. '>.....:..\} ,..:ia:.�:.. :.. BETWEEN MH #9 & SOUTH SLOPE ................... ....................................... . ............................................................................................................. .................. 01 217 - 2' F G 30' from south, 110. from east P-2 - 132.7 123.2 7.7 125.0 11.2 98.6 90.0%D ....................... ..................................................:.................................................. ...................... 02 218 10' from south, 200' from east " u......, _....•....-....... _......_............. . ....._ _._._..._... ......... ..._..........- ................_........... _ _......_... 134 2 122.7 9.4 98.2 03 219 20' from south, 350' from east 126.E 118.4 6.9 I 94.7 "...................................... .................................................................................................................................... I ..........................y ................ .............. 04 220 50' from south, 200' from west 125.9 115.2 9.3 i " ...................................................... ........................E....................... ................... ........................,............................. ...92.2.. ...I................ 05 221 80' from south, 80' from west..0...6... 131.3 121.5 8.1 i 97.2 ".......•. ....................................... ...........•.....................................................................•.................................................. ...................... 7....... ;.. t.. .. .. om south 150' from west 130.5 120.0 8.8 " 96.0 i i .................... ....................................... ...............................................................................................................:................... ...........................r.............................................. ..........................; ........................ .................... ........... ................,.... •................................... ..................................................•..........................••............................. .............. ........................ ... .. Dn� .... .........._.... ........ ............ ...._.. _.. _...• ....... 0� {�11�1A t w. �:,:.Y:w..K,. +..wKK..\ 'a..Y:•:..xw.'KK.,.:K.w:wa,•}µ.... r}:w:w:wY:•.,..w..w}YYYY,.w:,,..wr.Y»Ywx•rnwoY•w:a,�:,w:wYa;,,,K.}.ww,x.Y.:K:,...,.a,•Y:,..YY.o-.,,�rYYxo:,wKv.,.K,,,,:K.:,..:.,•n.::K.:w..:xYYa}:.Y:.wYYa ..nY.or..w,...>a.,•}}aab .� .'.,,.aaY:«.xK,«o:•aco,�YY REMARKS: ...................................................................................................................................................................................................................................................................................................................................................................... -.................................................................................................................................................................................................................................................................................................................................................................... :... ................................................................................................................................................... ......................................................................................................:....................... �,I. ................................... DENSITV.FTWrFRM {VAME: D•T0682B.031 R• 08'07-97 T- 0e.11-97 ; ? REVIEWED BY: ..���I!�.�; '... �. REPORT AUG 13 1997 . .CONSTRUCTION TESTING LABORATORIES, INC. ISSUED 10111 South Tacoma Way, Suite D-7,Tacoma,WA 98499 '•` Telephone(206)588-0805 "A" REPORT Facsimile(206)588-0928 7777777-.. F{1 .. >. Client: M.A. Segale, Inc. Date of Inspection: August 7th,1997 _ --- - - - ..._---_ ...._.... -- -_­ .............................................. Project: Cedar Crest Development Permit No.: N/A ---------- P.O.No.: N/A Address: 3rd & Edmonds Avenue Renton Job No.: N/A Contract No. N/A --- _ ._... - ----— -- - ------------- ---------- -- ------------------------------------------ Contractor: Cllent Report No.: 32 Project No.: T-0682 ------........-- - -- -- --- -— - - -- —- :,��:?=.:;::..::?wfiz"c#,'-?+t?bv>:::�<�'..Y::ubca+�'x':�a:;k3e:<�'<�iS' "'§�''aH^'<-t3�-':�c-�-�«'" 5."''sc3 :e'�is4;,=�,�z�'i�*:cc:<%psi'^:�,��c^K'�&.xcc �-.^-.,'?sA�.aa'&X-Z.�'�-�"���"...��.�de,'•��yv??�^,;..- '^,:�.',•-? I arrived on the jobsite to perform special inspection and/or field testing, for today's scheduled soils in-place density testing. As requested, 4 each in-place density tests were performed at various depth of fill for the storm drainage trench, as per attached copy of in-place density tests report. Weather. CLOUDY Inspector: S.HONG/fmd -------- ------------_----- -------------------------------------- RELD.FTW- RLE NAME: F-TO682A-032 R-0$-08-97 'r- 0$-1 -9] Reviewed By: r`sCrVl'1 r CO ?TRUCTION TESTING AUG 13 1990 LAB TORIES, INC. _ _ _ ISSUED h.,................•..:W�:..,..:W..W».W.W..:.:•.::•:.::•:.::..•::...::.:::.::.:,:..:•..::. :,.::.......:...:,::.:.::::..::.....•,.:.....:•..:..k�..:.,.::.:W.:. WWnN,wWwW W W :.WN.. 10111 South TacomaNµ W y Suite 0-7, Tacoma,fWAN984; "A" Re Ort Trench Tel. No. (206) 588-0805/Fax No. (206) 588-09: TEST R PORT ::::::;<::.:,. ...... w.:.' ....: ........>..n...::{':•:•:•i>:4J:i{4::J.:4:•i:i::l:�}}s::.;%�:i::;::•:;:�ji:i�:•i:•`:'+!is i:�::�:i'i:�:�::%:i CLIENT: M.A. Segale, Inc. DATE: August 7th,1997 ..................................................................................................................................... PAGE: 1 OF ................................................ PROJECT: Cedar Crest Development ............................................•.............,......,........................•........ ...........•..................................................................................................................................................................... PROJECT NO.: T-0682 REPORT NO.: 32 ....................................•..•........•................................ . ................................ ..........................................I...................... ................................................................................................. PERMIT NO.: N/A JOB NO.: ADDRESS: 3rd & Edmonds Avenue, Renton ..........•�•••..... _........_... CONTRACT:N/A P.O.No.: N/A CONTRACTOR: Client _...._............................................-.._........._� . TECHNICIAN: S.HONG/fmd IN-PLACE DENSITY TEST METHOD: ASTM D-2922 .............•................................................................................ M DENSITY TEST METHOD:ASTM D-1557 WOO"" .. >*?x`• .>i�' •"�r�ra.cc�r c ,sq�;J;�:;�,r,,;xs,•.,+>`�4x�>k,�9,"•:�� x EST'' F`IEb DENSITY' `' x,,LAB � a'>'�'!�'W'•.M»OCG .J ,M�x,K.,, ;SENT ELEVATION LOCATION >:. Xu , }y kw.\\\aw ouaavn\+ey3w.rawwvw .... > .: :::•...::::.' :. ..; ..;: .:::;•' ...: ...... :.:.: y `�:w4:::`:\•::::;::;.:;;Vi}}}wN':m:WX»V»»J>:Wl•:tV::9.................�..;.:.. ,':::,:.::::�::J:�::::::.:::�}:.:i::.::::::i:::::::::i:C:\:!.i::::::::.�::::.::::::::::::::::::::::::.::::.:::.::.:..:.�.f, •%:�+�h'�VYPoi'%.VLYN:•:W::'�,•�rwW»WV'%WYN' >%w'+ .......................:::::.�::.�::::•::::::::•:•j;nv::. CB #4 } ... .............. .......................>.........•..........•. .............................. .. ....... Top Grade �........................ 223 100 West P-2 ................ .. .. . ........... ............. ........................ ....... ........ ......... f 119.4 10.1 125.0 .. .....................................:...............•....... . 02 224 - 4' F G 300 East :........... ................... ._......................M.................. .. 134.5 123.9 8.6 .. 11.2 95.5 95 0% 99.1 03 225 200 East <, _.w_........ _...-.. _..M._._._........ .................. 138.9 ! 127.9 8.6 .,.......................................•........................................................................ . ��........ ...........................i... 50' East 132.5 ; 123.3 7.5go ................... ......... ............•......•...................•..................................,...........,........................................ ........................�.................. .�.... .•........•.. .................. .. fi �....................... . ... ................ E..................•..................... ......................•................. ................... r .. ... ............. ...•... .... . .w '•> :W:Vv:•%KW:W:V:W%•>%\wW»:CVXn'\•:h•}:•.V:K<•A•N:V:NW.:'WTVwo\•:tiW:•};tiW::MJTw'gW. • �.•SVh»:W%•:w'•}ri:\•K•N.F:4•K.W:,'•:<.%:'WJ:6W%•ntilW:•>J>.tiW}:•:WJ}:W:.:•::F tiyA::'•}:Gti.W:W:V:Vw•:�5•A.Y:V:•%•:•%W:W>:•:[•!W:•}:5.:titiW:wti.W:•::WWn.:W::w\•%:w. • ' ....vri•}:V>I.Wiv:tiWvttW>:Wri<W:W:W:�WY:vN..'w<•.REMARKS: ELEV.CODE: FG = Finish Grade ...................................•....................................(...�.......,............................................... DENSITY.FTW:FRM '.NAME:. ..D-TO682A.032 ••R♦- 08-07.97. ..T•-..08.11 ..................................................... •I..... ................................... :. s7.•...•............................................� ..,...•............•..•....,....•...........••.....•..................... REVIEWED BY: .. 1."!9�i/ _ RtrvR� AUG j3 CONSTRUCTION TESTING LABORATORIES, INC. - ISSUF a.c 10111 South Tacoma Way, Suite D-7,Tacoma,WA 98499 Telephone(206) 588-0805 "B" REPORT Facsimile (206) 588-0928 ;:;;:: .......;::...::... ...: Client: M.A. Segale, Inc. Date of Inspection: August 7th,1997 - - --------..-........--------------..................... Project: Cedar Crest Development -- -- Permit No.• N/A P.O.No.: N/A Address: 3rd & Edmonds Avenue, Renton Job No.: N/A Contract No. N/A .................. ----------_-.---------......_.....---------------...._..------------------....-------- ............................................................ ...... Contractor: Client Report No.: 32 Project No.: T-0682 -—— -- -- --------------- - - -- - -- - - - - ....................... 'xoc�-`�?L�3r. aeaw4".�. �"""s.-3zs�.?.s�.mx�['teavo,�2a's'3�'a��a�u%�.-'°'-�C-m caz�-ro:«�;7= cyv���a�a2;r-.-�co,";.ca�'�:2';�.:.�-"a"'�`ce-yc:�ax�':r:%?>. �<K�:;;�'.";.•;.%a's»i;, I arrived on the jobsite to perform special inspection and/or field testing, for today's scheduled soils in-place density testing. As requested, 5 each in-place density tests were performed on fill at the NE area of CB# 5, as per attached copy of in-place density tests report. Weather: CLOUDY Inspector: S.HONG/fmd FlELD.FTN FILE NAME F TO68ZB-03Z R-0$-08-97 T- pg-i 1-s7 Reviewed Bv: �G 3 1997 CONSTRUCTION TESTING LABORATORIES, INC. A ww.v, ..whhww:.,,.,�w\,w:.\.v.,...................:.,.,. 1 ! ED 10111 South Tacoma Way, Suite D-7, Tacoma, WA 9 .. . ....... .. .. . . ................... ....::::.�::..::,.,�,.::,::•::...,,.:.w....w:.:�•.•...,..,..:..v.�.,•.v.,..,:.w:h•:.w.:.,<x:,•�..,hw• 849 .,:....v....,,,,,. •.ww�„w.,v..,wM,.�,,..v:..,..�.:.w�..,.,..,M..�...w,�,,.,.�.�,�www,w..�.,,.w R Tel. No. (206) 588 0805/Fax No. (206) 588-092+ :. F v.Vxnw\aw.\w.<•.,•.•:v v..,\::. .,.,�v::•AM.\:,,.,\,P:. Y�R': TSTY TESTR� ... ::::::�'.: ..;:.'.:::::::i::i::Y'r:L:::::i'::i:::.:i•,.:.i::.'' :.:.:KCtCNvfN:VA\tiY:iv'A YYh.K-,•Y.,,,<:O .:.:.. .............. .........�..:•..:............... ............:.wV.....- ...,.,.:.. ......:..: vv.....:: .... ::is V' ::.vN.v.,v.4.k\\V,V}:•.V,1•Yi .... CLIENT: M.A. Segale, Inc. DATE: August 7th,1997 ................................................................................................................................................................................. ............................................I......................................................PAGE: 1. OF 1 PROJECT: Cedar Crest Development PROJECT NO.: T-0682 REPORT NO.: 32 .................................. PERMIT NO.: N/A JOB NO.: N/A ........................................................................................................................... ................................................................................... ................................................ ADDRESS: rd & Edmonds Avenue Renton CONTRACT:N/A P.O.Nc►.. N/A .._....................................-..........-......._..........__....__................� .........................:............w........................................................ ................................ .... .......__.._.. . ................. ...u...__....._.......��w_.. CONTRACTOR: Client TECHNICIAN: S.HONG/fmd IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAXIMUM DENSITY TEST METHOD:ASTM D-1557 w, .•:4k•5Y4,ry ..:.. . '.:.:: P M'iiiii:i 4:::.:::v: ;.:..: ::..:v::':: .•:...:::'..: 'i:y{�/':•■�',�x{..j..:.;.....aC. •�\ .::'�'.i:.:::::::::..::.::L•::i.:'..::. : : :...: ... . :. .:::• ELI� bEtYSIT :::::�<'+r>.!:;;>:,;;::•.;' :;: . o r�oLl�r LC�l` ct xts:. ..... r� .,:.:::;;.:: ►IY.CVT : ..::.:. .... ..::... Nw\X,K<Q'•Mt9:•xKV.W%JC..YYnit•xti4fvY:SVT,AU}Y ....\4YTXF;I�q}JyYpyp}p� NORTHEAST AREA OF CB #5 ..................... ...................................... .. ...............................................I.................. ........ ......... .................. ........... 01 227 - 7 FG 50 East P-2 127.0 114.7 10.7 126.0 11.2 91.8 90.0% ............................................................ ............................................................................................................. ........��............................................................ 02 , 228 11 150' East ...........i......................... X .... . .... ......... ............ ................. .. . 129 9 .. �.......1..1..`5... 4...... 12.6 i �. .._.... 1 92.3 03 229 200' Northeast - 127.0 1 113.2 12.2 1 90 6.... "--•..... .. ................ .....................................I................ .... .....�...................... t............................ . 04 230 40' South from pond 124.0 ` 113.8 8..9... �1......... �. .......... to.......... ................. .......................................................................................... . i 91.0 ..................... . . �jIINLLA'A0 B. ET 05 231 80' North from pond 130.2 1 ...115.5.. 9.5 11.......... ................... ...................................................................................................I........ .............. ........................................... .................. .............................................._.. ...92.4 • •as............ � ..................... ................... E3.. .¢. .............. ...�........................ ......................... ...............>:.......... j.......... .................. ............................ ...................:.............................................................................. ' .... .... . E oMi : : :i::::J: '�n:•:<•:wu '..,:v:,.w":Y,,.n•,.w Y/.w•:v:•.ev<w•avn �.w,,..•;rv::v::;,•:,w.vv:aw,n:wv.•::,' .Vi,::::Yn \:v.;ti lv. -n.,::::.- :.:.,.n.'- ;,v:�✓.'.w•+.w•:S.oY>.,•ri•: :,:.,v.<mvT•xvvwW\JauiS '.:,':::.:,.::.�..:.•T,SW/NAvt'xtitv'•:k•:•:w•„N:w�bpRV:•Avw:.v:<Kww:?YixrM•.4Ynwvt<•Y.WvwY:v:•:.o».w,*evA REMARKS. ....................................... ................. ............................................................................................................................................................................................................................................................................................. ELEV.CODE: FG = Finish Grade .. ........................................................................................................................................................................................................................................................................ .......................................................... ..........................................................................................I............. 4. REVIEWED BY: DENSITv.FTW1FRM 4 TAME: 0-70682B 032 R. 08.08 N . T• 08.11•g7 ....... ............................... tw.... REPORT aim 1 4 M7 CONSTRUCTION TESTING LABORATORIES, INC. ISSUED Y �a 10111 South Tacoma Way,Suite D-7,Tacoma,WA 98499 '-• ' Telephone (206) 588-0805 "A" REPORT Facsimile6 588-0928 Client: M.A. Segale, Inc. Date of Inspection: August 8th,1997 ----- -- _- - --- - - ---------...._....---...----................. Project: Credar Crest Development Permit No.: N/A P.O.No.: N/A Address: 3rd & Edmonds Avenue, Renton Job No.: N/A Contract No. R N/A _......_ -- ------_-... ---_ . --------------------------........-........................ Contractor: Client Report No.: 33 Project No.: T-0682A ----- --...............__...... :>.:<:r.+ix:va pY.'ar;, rtmmx:»r-x �ma��s�ecozaerar ��hq��� yMoco�o�?•�c�o^wX"ci•`xen, '�--�r.�00�X.'-°�`4�^�::-�'�-''-'02^`a•;-' -•r.•V...�iw>• w,wnxr. I arrived on the jobsite to perform special inspection and/or field testing, for today's scheduled soils in-place density testing. As requested, 10 each in-place density tests were performed at various elevation trench, as per attached copy of in-place density tests report. 4110 Weather . ... - - - -- - FAIR - Inspector: S.HONG/fmd ... --------------............ FIELD-FW. FILE NAME: F-TO682A.033 R-0$-1 1-97 T- 0$-12-97 Reviewed By: Hrpol CONSTRUCTION TESTING LABORATORIES, INC. ,..•.•,.,.,...,..,,.,,,.,,,..,,,,,,wr.,.,wr,.,..,,,,,,,,,w.,.»,,,v..,:.,,,.,..,.,,,,,r„h,,,,,,,,,,,,,,,,,,,,,,.,,w.,,,,..,.v.,,�,,,,......,...,.,,........,.,....,,.........,...,.,.v.h,.....:.,.,,:.,.v..•,..,.,,...,,,.h.,x.,..w:...vxx� 10111 South Tacoma Way^S 'te DT�acoma, WA 98495 "A" REPORT Tel. No. (206) 588-0805/Fax No. (206) 588-0924 EPSRT IN-PLACE ::. .. .......... k'4 v.\\M,m,tivv.VS.x\Vww}.1 •n.•.Vn„v.:� ,.v..,:�. ......vu: .......:: ...v...:: ..,.*Y..Y.v., .v.•nV.,vY:,YV.v.VYY.V.:iiA . ....... . . .. ...: ... . .:::.::::.: :: CLIENT: M.A. Segale, Inc. DATE: August 8th,1997 PAGE: 1 OF 1 .............. .............................................................:...................................... ............... ............. PROJECT: Cedar Crest Development PROJECT NO.• T-0682-A REPORT NO.: 33 .................................................. .................................................................................................................. ........-........................................................................ ...............-.................. PERMIT NO.: N/A JOB NO.: N/A ....•....................•....•......•......................................................................................................................................I....... ....•.............................•.........•........................................ ................................................ ADDRESS: 3rd & Edmonds Avenue, Renton CONTRACT:N/A P.O.No.: N/A _. ...................................._........-_................._..,_...._.,..............,.................:...................................,.............-......................................... _...._... _,. _w__• _ _....................................... _. CONTRACTOR: Client TECHNICIAN: S.HONG/fmd .......................................................................................................................•.......................................•....... ..........................................................................-........................................................................_.. IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAXIMUM DENSITY TEST METHOD:ASTM D-1557 ...................................................................... : ,,. ��•°.,',�XvCx$.J Y..: M�",f`s'$Ott?n�'Lfi:,�s�•�v.•.•:'r++'�t�$�'6�T,'!s,;.e,.x$'�:�`' •„�°`S''.+ .n•.:Yb '£a`"�3'+.,:�.•�, w�Y`. .>. ,.. (TEN rEsr :. LAB M. >: NO. A LfJA ' ccx� ...::..:.:: :: ;.... <rl4 WET ...::>:.L►1Y ...... :::..; ;.::.;:;:.: ....... ....__... :... :.....:::...... .. . ............. , . ..;;::;. i STORM LINE TRENCH ............I..... ............. ................. ...................................................................................... ............... ..........................4...................... ................. ...................... ' .........-.............. 01 232 - 3' F G 50' west of CB #5 P-2 131.7 1121.0 8.8 125.0 11.2 96.8 95.0% 02 233 4' F G 30' south of CB #5 ....... ......,�..... ...................•.. .........•......... .................. ..........�......... ...........�.......... ................ .........�.........• .. _. ..... __......._..__. w._.._........_....... _....... .. .... 134.4 122 7 9.5 98.2 ......... ... ............. ........ .. ..._ ..... .,.._. ._.............. ............... 03 234 - 2' F G 120' west of CB #5 135.0 123.0 9.8 98.4 _ ................... ..................... s .................. .................. ................... t 04 235 - 1' F G 250' west of CB #5 i .,••138.3 126.8 ......9.1 .•100+ 05 236 F G 150' east of CB #4 128.3 118.7 8.1 96.0 ... ..................... ....................................... .................................................................................................................................... ........................... ............................ ..................... ...................... I I ......... <................. ............................................ ....I............. ...............i......................... ............... ..................... ...........•......................... a................ .................. ........................e...........,................ .........I..... .......R................ ....... .................................................. ...........................................................................•................................ .............. ...................... .................. ................. ......................... ..... ................ _....... .......,... ,..__........ ...... ' �0�lF. �,.:::.. YY..YYY:wYx .w.,.xv :.�.,,YYAY::a.���:v� :.:.:�:,, :..:,.YY:�.v �.. ,w.a:.. vY,:r�Y..,.�� .: .,...�.: ,.::.Y,�w�„,�.YY.<.Y�:.�Y.,<,w,�V,. ,� ,Yw,•.�w,:�� REMARKS: . .,�.. :.. r, ............................................................................................................................................................................................................................................................................................. ELEV.CODE: FG = Finish Grade ..............................................................................................................................................................................................................................................................................................................................,..................I.................... .................................................•..................................................................................................•.....;,-., ............................•..................................................................................... ............ ..... ........ .. DENSRY.FTIN:FRM M9: D-TO682A 033 R- 08-11.97 T- 06-12.97 ``- REVIEWED BY: ... ���...-'� .................................. ""VV1aI AUG 1 4 1997 CONSTRUCTION TESTING LABORATORIES, INC. ISSUED 49 4 ac 10111 South Tacoma Way,Suite D-7,Tacoma,WA 98499 '-� Telephone (206) 588-0805 REPORT F i it 206 588-0928 ... :. ..:;.;. :: Client: M.A. Segale, Inc. Date of Inspection: August 8th,1997 .-._. - - -------- -.._-----...................... Project: Credar Crest Development Permit No.: N/A P.O.No.: N/A Address: 3rd & Edmonds Avenue, Renton Job No.: N/Amm Contract No. N/A �.__ - __._ �_._.....- ------- - - - - - ------------------ ------------- --- Contractor: Client Report No.: 33 Project No.: T-0682B —-- --- I arrived on the jobsite to perform special inspection and/or field testing, for today's scheduled soils in-place density testing. As requested, 5 each in-place density tests were performed on fill at the west side of MH #7 and #8, as per attached copy of in-place density tests report. ............ Weather FAIR Inspector: J.nONG/fold --------------------------------------- ----------------------------------------------------------------------- ---------- Reviewed By: J, FIELD.FTW- FILE NAME F-T06828:033 R-08-11-97 T- 08-12-97 'Yk IL r— _. . 1 AUG 13 1997 CONSTRUCTION TESTING LABORATORIES, INC. issvED �\ h� r��:k. .rr.:nhNh.\:..w..\.::..:..:..•:::::,:•:..:::.•..:N�\.h..:h..rr.;..\..:...:..:.rr:...::...:....n.:.K.�rr.V:.:.µ rrx .� :.�\...-- .�w.rr.�_m.. ...�: rr. . .�. �N 10119 South Tacoma Way, Suite D-7, Tacoma, WA 984$ "B" REPORT Tel. No. (206) 588-0805/Fax No. (206) 588-09; .. :. '•%•.h'!F% M•IFVxKVVhWxSt\0. 1[!Y:VF%Y{•rti•%M%!.;KWt 5 �tiSWYVX�IYS W.•N.•W. : :tiv .:N •x!x•T.y!W,.<V>.V•4W:RVAN;IiWYiOYYN:V'.R•X4:..... :..iV%SVMtVtO:Ob%VYKH'M%:VITV/NxW%•T4CVYx•x T. ■■**■'' .. .. IN .DINS 'Y.T PORT ... .. . <VYV�NTWJONYN}:'V CLIENT: M.A. V.\:•.•....•.•..�.\\\ v.V:YNnV.:\..v.x.VN.VYYN:•YN:aJN>.4•JNi\�Vtiis3:•Y:H.V.K.•T.JpgyyNy)N}yv:YxtlYi+YY}Yil•Yh\4W.1WN.VIVYTYYpjyy>:VLV]iv}Yy .:.:::..:.. ..............Segale,..InC:.....................,................................... ..`.....4........v..�,............................. .........+..:.rr.DATE:...August 8th,1997 PAGE: 1. OF 1 .. .................................................... ............... PROJECT: Cedar Crest Development PROJECT NO.: T-0682-B REPORT NO.: 33 ...... .......................................................................................................... .......................•...................,..................................... ................................ PERMIT NO.: N/A JOB NO.: N/A ................................................................................................................................................. ..........................................................................I.......... ............................................. ADDRESS: 3rd & Edmonds Avenue!..Renton CONTRACT:N/A P.O.No.: N/A _._...........__......_............._.� ,... .._............ ..: ................................ ......................_....... ...._.................._.._,.................,..............................._............................................................................. _...._..............__ . .. _...... ........, ._,.�.., . v_........ ............... .M.. , ..,.._. CONTRACTOR: Client TECHNICIAN: S:HONG/fmd ............................................................. ................................_...........-.............................................................. IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAXIMUM DENSITY TEST METHOD:ASTM D-1557 7°�za n c 1'Y'. ...... , $ :. �E '.TEST- :: :� ;:; :::,LAt3 :.,! '�2 LD DEN .................. : ...... '"'CEN'I� i ... .. ;:.�yy}.�)+'►�.. NO No. ��i<��,�rdN I?OCA CATION:: NO VVET b1Y M #f Ci+ V1rA' ' a pAT R ► Q , I......... WE.STS.IDE.OF...M..H.#7...a.n.d..#8 ..................,........... . ... ....... .. ....... ...... ............................... ..........................s........................... ................ ................. 01 237 - T F G 50' west of MH #6 P-4 127.0 i 111.6 13.8 115.8 ! 16 7 96.4 90.0% ........... .................... ......................................................................................................................................................... I..................,. ...................... , .................. .................. ................ ................. 02 238 - 5' F G 150' SW of MH #7 1 124.7 109.0 14.4 94.1 " ...,..... ..................................—................,...................................... ....................................................... .............................. i 03 239 30' west of MH #7 126.5 110.7 14.3 95.6 " ........... ............................................................. .................................................................................................................................... ..........._.............t...................... ....................... ..........................t.,........... .. 04 240 - 8' F G 150' N E of MH #7 124.8 1 110.6 12.8 95.5 " .................. .......................................................................................................................... ..I....................... .......I.......... ........................(.................................................. . ................. ............................... ..................:......................... .. .. ... .. 05 241 - 4' FG 40' SW of MH #8 of 124.3 ; 108.7 14.3 " " 93.9 " ................ ..... . ,ry .................. .........................................................................................................................................................�................... ................................................. ...................................................i................... .............. .............................I......... ..........................!....................... _................. _....... _..................... ....10-NF11i.*R--W .w....................... .. � b$y�.•::" J:::..v.tlq •;.zv\v.x ::•:n\X•:\.Vw\•a:..\.xa.wvt .:::•.:::.:.. ::...1::.' '.:..v::..:':.,'v.o:.w:h\ ::a.v xv>.V .:...::•:: .:.>:v.•.. n.-:::::\ ':.:::...x5•YYY:rr.:V.n....n::w.•:.':.r.:x•s:vV.VYN:iri•.vw:\V>Y:v*::XV.•x+x:<vox•>x•>:dN:.:V:\\v\\✓n'•:4TVYx•:NnM.tN}iPMCV:vki:V:•::V:VJ:YV:::ti..:•N.v.V:.+n•::::v..C4Y�•.'fxceYitPWV%W REMARKS: ............................................................................................................................................................................:........................................................................................................... ELEV.CODE: FG = Finish Grade ...................................................................................................................................................................................................................................................•................................................. ......................................................... ..................................... .................................................................................................................... .............................................................................................................•.................. DENSITY,FTYO,FRM ', NAME: 0-TO682B O33 R- 08.11.97 T- 08-12-97 REVIEWED BY: i �1iSt: REPORT AUG 14 1997 -- .CONSTRUCTION TESTING LABORATORIES, INC. ISSUED •1Q ' 10111 South Tacoma Way, Suite D-7,Tacoma,WA 98499 "A" REPORT Telephone(206)588-0805 928 Client: M.A. Segele, Inc.. Date of Inspection: August 11,1997 - ------ -- - _ ----- Project: Credar Crest Development Permit No.: N/A P.O.No.: N/A Address: 3rd & Edmonds Avenue, Renton Job No.: N/A Contract No. N/A __.___-_--------- - -- ----- ---------.....-...-..............-.................. Contractor: Client Report No.: 34 Project No.: T-0682A .--------------------- - ��ra. �x--.-"�°c�•w�°""-�.u«°C.°`.�ogaa::'°ano�..o'er."a.""'°roe'' .�'.._..- :: -:..- .. wxeaoaow;ecMawxev::Fe::ca'r°: °•.w.a��:-�r�m"" 'wc°c�e�o�.� n�"°°"'�'-`'�°G�.�«":?<i:'.t<JO=s=°r."-:::z..;:..:..:; I arrived on the jobsite to perform special inspection and/or field testing, for today's scheduled soils in-place density testing. As requested, 5 each in-place density tests were performed on storm line trench between CB#4 and CB#5, as per attached copy of in-place density tests report. Weather: FAIR Inspector: S.HONG/fmd -------------------------------------------1-----------------.-------------- - ..........------------. -. ---------- ----------- -------- - - -----------.-_----------------- --------------------------------------------------- -- t- � FlELD.F-rw- FILE NAME: F-TO682A.034 R-08-12-97 T- 08-13-97 Reviewed By: �4�n 9 0 REPOF9 CONSTRUCTION TESTING LABORATORIES, INC. AUG 1 3 1997 , • ......,v.r....:...•.M4h:.xn.�x..�.....,.,:...wf...,Ax,V...�.w...�..,.x:fA:.�,....,.x........,.x�...x��..�..:v...:..:..x,..::................:............:.....,:...,....:.riwK::......w�.�...,:wh::•..:.,.��.h>.v.f.,��.w>:xµ �x�. 10111 South Tacoma Way, B- � aY coma, WAM9849S "A" REPORT Ter. No. (206) 588-0805/Fax No. (206)588-0926 ..x..� -„�,.w.}.>...-„�.>x, ......�.-.>«�.,.x�.y�•Y.,N•,.xK,.x. x.,.:.rt: .,..x:..n:,.x .Y.��..., :.�,. TNMPLA'C DEISTTY TEST:REPRT :::<: :>:r::«............... ... .... :>:.:':: W.MWNAV.'•xn..:.n•..}>WxwNhM1W.VxVxlvJfxVN4•xWVx'VJIvxV:.:A::::, :.n.nVn:rh .... :iYnyY:YYNVVJYJ}VN}YH:Y.:).,V}Yi.•>JY.v.Vx\V}NY.M11V. ..••.••••••••••:'••••••••••••:�:::::•:�:::::•••••••••.. p•.:••::::••.::•�:?>:V. CLIENT: M.A. Segale, Inc. DATE: August 11th,1997 PAGE: 1 OF 1 .•....... .................................................................................................... ............... ................. PROJECT: Cedar Crest Development PROJECT NO.: T-0682 REPORT NO.: 34 ............................................................................................................................................................................ ................................................................................. ................................... PERMIT NO.: N/A JOB NO.: N/A ........•.•.........................................................................................................................................................I............... ..................................................................................... .............•.................................. ADDRESS: 3rd & Edmonds Avenue, Renton CONTRACT:N/A P.O.No.: N/A _........ .............. .. ..........................................................,...................................................................................... .......................... ...._........... ..... ............_...._._.........,.........,w.�..___.._. _ w.._.. ......_..w..,....,.w,..,............ ....... CONTRACTOR: Client TECHNICIAN: S.HONG/fmd .................................................................................................................................................. IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAXIMUM DENSITY TEST METHOD:ASTM D-1557 ..F .................................................. :F. •l'v'• ..ii�vn�....................... M. .... ......�.r.C.�...."�:L� ,9.>, .�n, ...�. .:....,q'fi.....v::^:;::;:.?xv:'r�:>+i'vsi'�+:v::::.: . ,4^Y .i•'!'•t�!nN.•. M. EI,D;DENSTT;1{ A E TEST LAI3 ., w O. NO ELEUATIdN T�C) ATT( N CC�Rv LDS CU t l (113T DR Xi :1W rro � T I J.eiiweiwxu•riw:aa::o�. STORM LINE TRENCH BEWTEEN ' I ........•.................................................... ........................................... .......... CB #4and CB #5 I ............... .........................................................................................................................................................:............I......0................................................. 01 242 F G 200' east of CB #4 P-2 140.3 132.2 6.1 125.0 11.2 100+ 95.0% .. ........_..._ ................_....... ..........._............ ...._....v.... ...._.. _ _..__ __.._. _.. ...... ...... ...�.. ...... ..... ...A. 02 243 250' east of CB #4 132.9 ` 123.8 7.4 ; 99.1 " ........... ..................... ....................................... ..............................................................................................................,........��....................................;................... ................. .........��......... ��... . ............ ... .. 03 244 130' west of CB #5 . 131.8 121.5 97.2 " ................................. ................................................................................................................................................................I............ .................................................. . 04 245 70' west of CB #5 126.7 ; 118.7 6.7.... 96.0.. .�.......... £.................... ...........................I.......... ..................... ............................................................................ .........................,.................•...... .................. 4............................ ................. k 05 246 60' south of CB #5 130.2 119.6 8.9 ..................... 95.6 ...... .............. ......................... .................. ......................... ..I................. . .. ..... . ............................... ..................... ......................................................................................... ................... ....................................................................... ........................¢... .........................I. ......................................................... ............�.................... ..................................... .............................................................................................................. .................. .................. ... ............ },J .. ...... �. .... .... } .. ............. ......... : CONFOR G � xMs k • .:,•:.. ...xc•::,x::.v.v.v.v.•�•..•.:::••.:•:::.:nv,v '.:v::.}::::::;,:.v::xv:. xxsv::v: :.:.:>f}a:w.:saavn•r...:Y:.v.•.•••:Y.v:v:: .:....:::: ::.•..:::. :.,::.:Y::::.:f.,•:.,v:.« ::::nu.v:<:•.v:x:,w.,.,..x:varu:e>..:}..Y,a..:.•r::a.:.n.x...,...xv.s:w..u....x•.v:.<an•x.'.,rvas:+ixx.F.xw:vwx.xwx:ww>T.•wvv....xv.:vw.a.Y:v:,.vxwwwcwawwwx REMARKS: ...... ............. ................................................................................................................................................................................................................................................................................................................................... ELEV.CODE: FG = Finish Grade ........................................................................................................................................................................................................................................................................................................ ........................................................... ......................................................................................................................................................... ............................................................................................................................... ...... ..... .................................. REVIEWED BY: OEaSiTv.F7wrFpM AME: 0•10682A 034 R- 08 12.97 T• 08.12.97 ........ ..... .•. ��' .................................. rIMMir11 AUG 14 W7 CONSTRUCTION TESTING LABORATORIES, INC. ISSUED 49 WIA 10111 South Tacoma Way, Suite D-7,Tacoma,WA 98499 "B" REPORT Telephone(206) 588-0805 Facsimile 206 588-0928 I VS Client: M.A. Segale, Inc. -Date of Inspection: August 11,1997 -- - ---...— -- -- ... _ ------.................................---------- Project: Credar Crest Development Permit No.: N/A P.O.No.: N/A Address: 3rd & Edmonds Avenue Renton Job No.: N/A Contract No. N/A ...........-----..............................- -•-------------------------------------- •...----............. Contractor: Client Report No.: 34 Project No.: T-0682B -- --- ----- --- —_ —.-------- _ --_ --------- .. :i�;`�.a-• ?s�ii.�2�0?0�'- ^' "" -• ...���"c8.�i&i.�io.'"SEai�>EaS�aa>%.Zsu .a '::3 I arrived on the jobsite to perform special inspection and/or field testing, for today's scheduled soils in-place density testing. As requested, 6 each in-place density tests were performed on the fill between MH #9 and 3 cell ponds, as per attached copy of in-place density tests report. Weather: FAIR Inspector: S.HONG/fmd - - ---------------- ---------- ------- --------------- ------- ------------------------ --------------__--------------------------------------------------__ -... RELD.FTW- FILE NAME: F-TO682B.034 R-08-12-97 T- 08-13-97 Reviewed By: pl►G 1 3 19� CONSTRUCTION TESTING LABORATORIES, INC. ISSUED .......,....•,•..:N:x,•�.:...,.:::...x.x.....,.::::.....•:.,..,.J.,�....•.,:..x.::.,.::.:.,::•..�.Y.�:..,..,.:•,,.::.,:.:.,:�.�•.,,.xM..xwx,v�::�:,.::.•x.::N.,.�:.:::::...::....:::.:.:::::::::..x.•::•::.v::.•::.,..:.::::.�::::.::::.:,•.,,•.....,...:..,:...::••:.,,..x„•:.,,.:.....x..M..•x•n,:�x,.,...v.x.�..�....w::: 10111 South Tacoma Way, Suite D-7, Tacoma, WA 984! "B" REPORT Tel. No. (206) 588-0805/Fax No. (206) 588-09,' ,,. +x5p�iv.• 4W, (.,+xG4 rw:•rw v.vs<s INPLACE DENSITY TES T REPORT :::::.:::::: .•.\..\a Mnn.V...\.>X.W.\Wr,VR1.\4V}A•J.':J: .,J:...,.V.,wx..J::wA n•.,.Tv.v,,.J.�.:, ... - .. •. .� .... ......................... .. .. .........:::..:::v:::..... v..J..v.< �" ..:::•.:i'."..:....: :. \v.,.,�V.,n.:n :,,.J.•.:�.a:.w:xtiY�hwti\OYiV�WO}A�HVYilAVfA .:::..::::•...::::ii::rii:'i::i:'r::::ti':i:::::.'..:.?::::. CLIENT: M.A. Segale, Inc. DATE: August 11th ........I.g ,1997 PAGE: 1 OF 1 ......................................................................................................................................... ...................................................................................... ............... ............ PROJECT: Cedar Crest Development PROJECT NO.: T-0682 REPORT NO.: 34 .................................................................................•...............•...•.. .......................................•........................................ ............................... PERMIT NO.: N/A JOB NO.: N/A ..........................................•....................•.................... ......................... ADDRESS: 3rd & Edmonds Avenue Renton CONTRACT:N/A P.O.No.. N/A .............,........................._..........................................................z.......................,................................ CONTRACTOR: Client TECHNICIAN: S.HONG/fmd ........................................................................................................................................... IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAXIMUM DENSITY TEST METHOD:ASTM D-1557 ..........•........................................... ..........................................:......... r• x^r:.•.... :...+�5•:�":•<: +* R"S;t•�}}"7titii,F,'v".°.'xCfjSC i FIELTJ:;DENSITY E ;TEST:; �EIt CDM CENT: : ... :>:.:.::; ,. qq .. k'A.CT r xwxxs>.vxxvearxvohw•» :... .. .. ..:.................. ... :.....:.... .. ,;.,.,.;:::::>::�:,:;:.::.:............................... .....x,00aiaw.o.a.nxxw:w:.a xKw .. „................. ..... • .i•%,Sx\,::.:..5....nn,..•»n.,J:,.n.f..n.. .,,...:.::f.V.vv.•.,•.•N:•W4:•:v>T•'•'•v .•. KK•w•Y.,Ly:Y - A. x+e.' BETWEEN MH#9 and #3 CELL POND ......................................................................... .............................................I.................................................................. ........................ I 01 247 F G 120' NW of MH #9 P-4 124.6 109.9 13.3 115.8 15.7 94.9 90.0%0 ...................................................................... ..........•.........................•........................................................................,...........................•..................,..............•........ .................. ... 02 248 50' North of MH #9 123.6 110.1 12.3 95.1 " I.... ..................u......._...................... ..................._................;......,...............................•............. ..................,.. .... .-..-.................. 03 249 80' North of MH #9 124.3 1110.2 12.8 ' " of ..................... 1. ......125.6.....1...............6...... .. ��.. 150' NEofMH #9 i 12.6 ' 96.4 of 05 251 200' East of MH #9 126.8 112.2 13.0 "..................... .................. ..............................................................................................................�.................. ....................... . �� 250' NE of MH 39 � �....................... ...................... ........................ ................ 06 252 .� ��....... ............ �.. 9 .9 124 9 111 6 11.9 • 96.4 • i ............................................................................................................................................................................. ............................................ ..I....................... ..................... ................... ..... ..................... ....................................... ................................................................................................................................... ....................... ................... ................... ......................... ..... ........... ... ....................................... ..............•................................................................................................. .............. ...................... ' ...........•...... ... ....................... F fir! • • ..... ............... .<................................ ..... ' ON R . . S .,\,.:x:,. *ri,t•.v:•:. •:,:v:.,', ,,,•:,,:::w',•:vnvNw.v.' .w.:,..n: ::.J.av».:w.,vw✓:.,wx:x:•ssva.vxv%•:vw.vKsswJxw v.xJ:,<::', ::.:..:••; :.nx•:::.•. :-:":..:: �..::,:v:.tiv.v.a•:V..wvwf:•}:Yv%•i:MVW%[�:vx.. :x•:w:W.O:W. ' •Nx.:•/.Yntix •x•F•NMV:Vx•:SVAW/xiNNI%Gi:t�SYWVp REMARKS: ELEV.CODE: FG = Finish Grade.....•......................................................•.........................................•.......................•.......................................................•..................•........•.•..................................I...,................. ..................................................................................................•..................................................................................................................................................................................................................... .................................................................•.................................................................•................. .............. .... ..... ...... OENSiTV.FTWiFRM I NAME: 0-T0682B.034 R• 08.12.97 T- 09.12.97 REVIEWED BY: .. "' iy✓ �—' ... .................................. AUG 1 4 1997 . ISSUED CONSTRUCTION TESTING LABORATORIES, INC. �h oc 10111 South Tacoma Way, Suite D-7,Tacoma,WA 98499 Telephone(206) 588-0805 "B" REPORT F imil 206 588-0928 1 Client: M.A. Segale, Inc. Date of Inspection: August 12, 1997 N„ Pro.iect: Credar Crest Development Permit No.: N/A -------------- - P.O.No.: N/A Address: 3rd & Edmonds Avenue, Renton Job No.: N/A Contract No. NA/ ..---------------------------------..._ ------- —-----------------___........................ - - --------- Contractor: Client Report No.: 35 Project No.: T-0682 I arrived on the jobsite to perform special inspection and/or field testing, for today's scheduled soils in-place density testing. I performed 6 each in-place density tests on fill at the West area of MH#6 thru #8 as per attached copy of in-place density test report. 9 Y , >.�,..........o.:.��..w..A,.....-....s....�..,�..�.�.....�...�.....R.....�...:....�,cw:a.w„wnow..,...a,.»..aa..woaoa�......�+«.a.-.ow...�w...aw«.ww,:�......w> - :r,�.,�w�a.�o...,<„<..a..,,.,.-:,....-..:,,,�...... .:..:....:.- Wedther: Fair Inspector: S.HONG/sg -------- --------------------.--_----. .--------------------------------- -------------------------------------- -- ---------------------_-------------------------------------------- -- FIELD.F-W- FILE NAME: F-TO682b.035 R-8-13-97 T- 8-13-97 Reviewed By: 9 111=1 -.'A I CON SIR UCTION TESTING LABORA TORIES, INC. A ::::::.,.�,.�•�,....�..�..�M..w,..,,.:�,:,...v,..���.,..�.�.....�.�,,.�M..:^.h�..:.....v.:•..::.•::.::.,,..,..,.....:.w.....�.v.:,..w.. .:::.:::::.:::.:::::::::::::::..::..,,:::�::::.�.:.�.�..�.:::.::,.... ...... ............... ..... ..NN.,�......m�,�:.x.�.k�..,�.A.�.N�w�.,w. .N . 10111 South Tacoma D-7, Tacoma, WA 9849 "B" REPORT Tel. No. (206) 586-0805/Fax No. (206) 588-092 �.. .. ..,.. .,�•:. ..AA.. :.}. ,...4A,. A,1�...,.A P RT IN P�.�ACE �E�VS�TV TEST:RE 0 : . ....... :::: . :,•....A}A•.,¢W:T 1NiNWA.OMM•AiHVXVVA .....:....... ..... .AV:WY A,A..:Y.•}:>}�.,�v:AVNiN}N�:....}.> :.ti.. ,..,. �•;::... ..;.:: �,:;;;.� ::. .... ':.::... .:::. .::.:ti:,WAA.�,AV}AW.,A•J.VS.VWNT}Pr'V.'•'.•Yi}J.VYhtiV90TrY1� `i.'V. �'VPXM^ CLIENT: M.A. Segale, Inc. DATE: August 12th,1997 PAGE: 1 OF 1 .................................................................................................................................................................................... ................................................................................................ PROJECT: Cedar Crest Development PROJECT NO.: T-0682-B REPORT NO.: 35 .................................................................................................................................................................................. ................................................................................. ................................. PERMIT NO.: N/A JOB NO.: N/A .............................. ..................................................................................... .............................................. ADDRESS: 3rd & Edmonds Avenue, Renton CONTRACT:N/A P.O.No.: N/A _..........,................_....._.._..._.............._.................................... ........................................................ CONTRACTOR: Client TECHNICIAN: S.HONG/fmd ...................... .........................................................................................._............................................ ......... IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAXIMUM DENSITY TEST METHOD:ASTIVI D-1557 .................................................................................................... . . . :.:. . :.. n � ^ >a. :.::. ..:..:.:............ . x iht aam i LAB ..,. ,...}• ,,,, tEN'1<' CT rNa, a+rc ELEVATION LOCATION CURVE 1►�CJ)(�T �►�� Cl1�'Y��CtM �a y7�y g•J.J1 ;y} e. '(: JJl\. .:.,:it t'i i;i'a'('%:i.•aa::::i If'1.�.ii"t`.:a?''�`aKi: R 1N > . NO. ;> .... . :::: ..:::..;:>;;;:::.: THE WEST AREA OF MH #5 THRU 8 ' ...... ................ ................................... ............................................................................................................ ........... . ......�.................... ........................ _..... 01 255 - T F G 80' North from MH #6 P-4 127.8 ! 112.4 13.7 115.8 15.7 97.1 90.0% ........... .................... ........................................ ................................................................................................................ ............................I................. ... .................. ....................... .................................................. . 02 256 - 4' F G 100' NW from MH #6 126.7 113.6 11.5 98.1 " _... .._ .... ............... v........_..... . . ................ _...w..._.....__. _..... _.._ ..... .............._............... _..._..._............._.. __...__._.._. _.... ......�., 03 257 - T F G 30' South from MH #7 125.6 112.0 12.1 96.7 " 04 258 - T F G 60' North from MH #7 " 126.0 113.0 11.5 " ! " 97.6 " ........... . ...... ............ ........................ ................................................................................................................ —..;.................................................. .......................:..........................;............................... .. ................. 05 259 F G 80' North from MH #8 125.7 i 108.4 16.0 i 93.6 " ... . .................... ................................................................................................................. ..................:..............I......................................................... ........................ ............................ . .. .............._. 06 260 - 2' F G 40' West from MH #8 126.8 1 1111.2 14.0 ( 96.0 1. r.._. ....... .................w....................._................. ................................................._............................... ........... ......_......_......_........... .................w.......�.....__;..�._.....w.v.._............... .. v. ........... .................... .................................................................................................................... ............... ..................... ' .................. ......... i.......................... ....... ..... ................ .................................. ............................................................................................................ ......... . ..s. .. .. I b d v'o I : .... .............. ........ _.._M..... _..... _ .. . R > t .�..,,...:.,.:�..A���A..,.���......Y�.�.�.�..�.A�.:�.�,.�.�».,.,..,. REMARKS. .......................................................... ................. ................................................................................................................................................................................................................................................................................... ,ELEV:CODE:..FG = Fini.. sh Grade... ..................................................rtOutirg;....._ .......................................................................................................................................... ....................................................................................................................................F;.. - ....V....1.*....:y ................_._................................................................................ DENSRY.FTW/FRM (41 'I NAME: D•T06828 035 R• 08.13.97 T• 09.15-97 REVIEWED BY: Aug 1 9 1997 _CONSTRUCTION TESTING LABORATORIES, INC. ISSUED 10111 South Tacoma Way,Suite D-7, Tacoma,WA 98499 Telephone(206) 588-0805 "A" REPORT Facsimile(206) 588-0928 f: 1 Client: M.A. Segale, Inc. Date of Inspection: August 13 1997 Project: redar Crest Develo ment ........... —-- - -P—------- ----- —--Permit No.. N/A - -- P.O. No.: N/A Address:-3rd & Edmonds Avenue, Renton .---Job Job No.: N/A --- —--------- — . . ._........ Contract No. NA/ -- - -------------------------------------- Contractor: Client _`-- ---- Report No.: 36 Project No.• T-0682 -,- -. ='a'->Cif-i� z.•'?filf"s�d' -3,04.�' '�d"'a"Y33,�iB��4;"Yn:"sfi{#�-a"+�4�'8:"6aa4f�:,o.C�° 'cE>$cl".�"�t M%fi6k'�r.?�r��.s. '7! a r' arrived on the jobsite to perform special inspection and/or field testing, for today's scheduled soils in-place density testing. I performed 4 each in-place density tests on trench (15" O) storm line between CB #A to CB #C at various depths as per attached copy if in-place density test report. Weather: Fair Inspector: S HO S ----- ------------------------- -------------------------- - FIELD.FTW- FILE NAME: F-TO682-036 R-8-14-97 T-8_15-97 Reviewed By: 0 REPORT ,C-0- AfTRUCTION TESTING LABORATORIES INC. AUG 19 W7 "A" REPORT 10111 South Tacom D-7, Tacoma, WA"984 Te/ No (206) 566-0605/Fax No. (206) 566-09. ACE: ENS1711'' PCJR T77 >;>::;:•;:.;:..;•:;:::::.:::::::::::.;::;•:::>::•:•:••::r:.:;::e> ::: <.:::;`.•:k:::::::2`:::.>••2:;.`•::••sf:.5>:�s:;k::.Y;a:o-:a::2::CLIENT: M.A. Se ale, Inc. ... .....,�..:....:>::.:.::.:.:.:.:.:..::::.::.:: "........9"•""•"'•••'"••• ••• DATE: August 13th,1997 PAGE: 1 of 1 PROJECT: Cedar Crest Development ................................................................................................ ................................................................... PROJECT NO.: T-0682-A REPORT NO.: 36 ............................... ....................I............................. PERMIT NO.: N/A JOB NO.: N/A ADDRESS: 3rd & Edmonds Avenue ..........................................................., Renton ............................................. _.............•......... _.. . ......... ........... CO NTRACT:RACT: A P.O.No.: N/A CONTRACTOR: Client __. .................................................. ..............._..................................................................................................................................................... TECHNICIAN: S.HONG/fmd IN-PLACE DENSITY TEST METHOD ASTM D-2922 ........ •• .. MAXIMUM DENSITY TEST METHOD:ASTM D-1557 E TEST .AB FIEF Y<'ER» CDm� NO. U. ELEVATION IIJJCATON CyY`� CENX' EACx t1RYS< "z< M D T D )~ V4rATEIi°/6 �a �IiST 1]R.� 15" STORM LINE CB#A to CB#C i i . .... ....................................... .................................................................................................................................... . 01.. 261 - 2' FG 30' SEofCB #A �...................... ................ ............... ,. .. ....................................... ............................. ......... 134.3 122.3 9.8 02 262 P-2..... ........... ............ ........ 20' N W of C B #A ......,.....% .. .. ...... 11 125.0 11.2 97.8 95.0 _....... ........._............................ 135.4 ............ .................... .................. 03 40' SE of CB #B 128.3 119.9 7 0 ,,..,.__w_. __,...._. " ..................... ...................�.................. ,� �° .2 ..................................................................................................... ........... .......................... ..04... .....264 25' West of CB #B 125.0 i....119..3... 4_.7.... 5.. of......... ............................................................................................................. of .................................................. .............. ....... ................... >...... ..... _. ......_ ,......_,... _......,..........,. ......,...,,... _........ !._ .......................................... +............................ .................... ..................... .. ............ ........ .,..... i ., . . . ..................... ................. ..... Go ORM ................ .•................... ..................... ...........,......_............. ................ i „ REMARKS: .............................................................................................. LEV.CODE: FG = Finish Grade OENb11Y.FTWrFRM .TAME:......:.T................................................................................................................................ ,.�;...............................................................................................................................................i6 . . ................................ . .. ... ... .. �� .. 0 0682A 038 R• 08.14.g? T T. 08.15.9i `: fi """ REVIEWED BY: / .. REPORT CONSTRUCTION TESTING LABORATORIES, INC. AUG 2 5 W7 ISR[IED 10 111 South Tacoma Way, Suite D-7,Tacoma,WA 98499 Telephone (206) 588-0805 Facsimile (206) 588-0928 ................................. ............ .. ME..L."'D NSPEC.I.i.. ........... .......... ...... . .............. .. ........ .. ......... ............. .......... - ----- Client: M.A. Segale, Inc. Date of Inspection: August 19th,1997 ..........__­.............. ............................................. Project: Cedar Crest Development Permit No.: N/A P.O.No.: N/A Address: 3rd Avenue & Edmonds Avenue, Renton Job No.: N/A ....................... Contract No. N/A ......................................................... Contractor: Client Report No.: 38 Project No.: T-0682 --------­-­---­----------- ............................ I arrived on the jobsite to perform special inspection and/or field testing, for today's scheduled soils in-place density testing. As requested, 10 each in-place density tests were performed on fill at the east side MH #5 and # 6, and upper level of the west of MH # 6 thru # 9, as per attached copy of in-place density tests report. C7 41 All/. Weather: FAIR In.4pector: S.HONG/fmd .......... -- ---------------------- ---------------------------------------------­----- -------------- ---- --------------------_ RELDFTW- RL E NAME: F-TO682 Reviewed Bv: -038 R-08-21-97 T- 08-22-97 I-itt'vri� AU6 2 2 CONSTRUCTION TESTING LABORATORIES, INC. ISSUED 10111 South Tacoma Way, Suite D-7,Tacoma,WA 98499 w� Telephone(206) 588-0805 Facsimile 206j,•588 A0928 FIELD I P'E+ -T-1 R P"( Rfi )Page tad Client: ------------------....................._..._................................. .................- -----------.................... ...---.......- --------- -- Project: Cedar Crest Development Permit No.: N/A - .. .....--- .... . ....... ............ ----------.................................................. ..................-------..............---........................ P.O. No.: N/A Address: 3rd Avenue& Edmonds Avenue, Renton Job No.: N/A ..........----------------------.....................................................------------------------------- ...............---------------------..................... Contract No. N/A __..._.............................................I.................................._....------.------------------- .....................................-...------ ....._- _.. . Contractor: Client Report No.: 37 Project No.: T-0682 -----.....----------------............ ... ...............I............ .......----------------......------ -------------- ....................... ..... -.>:.:.. .3:�i:1M^.v>T.!J.S• .%•�:v ..-"-v/ t: .,.:.... ::SMC4:A•:...... y jji.%-Y.<........�.\''iL ...n .. .i•'� .:l4iN�J riuf4•i..:.::�:C. ... .. .. ..>.. \ .nY...'iK?:.. •�9. ,,: ... xv+ »,> ?±2 " .. `�f ............)�" :>.. x^�:... -. S .4 'S%i•%ia.Y'.n.�.i:x':d aJQ4.'b�`S I arrived on the jobsite to perform special inspection and/or field testing, for today's scheduled soils in-place density testing. As requested, 9 each in-place density tests were performed on fill at the upper and lower levels at the west side of manholes, as per attached copy of in-place density tests report. err AUG ? 6 1997 WC 1-1 r: FAIR. Inspector: S.HONG/find _. ..... _.._ - 'l FIELD.FW- FILE NAME: F-T0682.037 R-08-18-97 T- 08-20-97 Reviewed B�: s 0 r{tNv 21997ti I AUG2 CONSTRUCTION TESTING LABORATORIES, INC. G �F ......,,............,.���k..,.....,h.........�....,r....,..w..,..,,r.......�...x.,....��,...x.,.,....w�..v.,vh,..�....v.:.r...,w....................,............,.vvv...:....v......:..,......,.r.,�..,vh,.:.�..hv..K�.....,v.��.�..v�,�.�....�...M,..�w.�.v�,w .��.�.�.�.�.... 10111 South Tacoma Way, Suite 0-7, Tacoma, WA 9845 .. r,...� ....\v,\ .,.\<.\.. w.\•.<.� n.,,.\..•: n,.,•: rwurw.cwa»:ww»�..,e.<,.•...a•.avw,rar...•..,a. :..; ......,... a.A'.y' •x .iavqua v..'x v�:•w-.«vrxvv:.�..}yr!pwwrara>. TO No. (206) 588-0805/Fax No. (206) 588-09"d IN-PLACE DENSITY TESTREPORT :. 1 777:777M:..:::::.::EE ::......... .......\\\:.�:•n\ ♦\.\\<N�\ .\av::T\\A,h\\YVVw t:N•N\•A TYVAY:N � .:.. .... ... .... :.:•: .. .:::.::::.:..::.::::�ri:ti:ihji:.:•.nv.v.VAhyi:\\x..\n-%.•..MY...\1\vQ\vv,.. .. .•.Al.:..�,n:..NJ.V::NA'MYV:V.4V>:Vf:•5\'V.'WJJA ....... ..... .. ......:::.:::::::::v:::.'. CLIENT: M.A. Seg.ale, Inc. 1 ��..... D-'T August 15th,1997.......................................................... OF ........ ... PAGE: 1 PROJECT: Cedar Crest Developoment s ��0 ..PW ECT NO.: T-0682 T NO.: 37 ................................................................................................................... . . ............... .. .................................................................................REPOR ................................. _ N/A �' .PERMIT NO.: N/A JOB NO.. ADDRESS: 3rd & Edmonds Avenue, Renton -_," O N .................... ....... ... . ... .... : o. CONTRACT: N/A CONTRACTOR. Client TECHNICIAN: S.HONG/fmd IN-PLACE DENSITY TEST METHOD: ASTM D-2922 F .......................................................:..... ........... MAXIMUM DENSITY TEST METHOD: ASTM L1557(D) .. .. .• .__ .. .. ..•.. '�:y .�..E:L:r:Fs .t.Z.. ;: >;:. `: :;."'.w>.,;:xxH.,S'•";...:m.^v,�c,�ti.:.+{��s.:.• ...ra. :�..�c•�s. - ..,.... ... ....:'.''E"�4f > �.: '�4"�iSi.,:..�:,;,.'•..'t`"2'.',°,, 'a�'77'��.....•2,:¢v".^h�'`•�'�r4�"�t.a:.;F`�Si'SY�.$ .�.'.,+.,#�' �#iFX:�C3�$33?L ,�:$+7£.• NIE;LD DE111 I�IaR LAB CtJR PERK FIB .TEST y � �LAi3 t�< �.,..,�.�� •;.:::»>:::>::::,. �EN'I' �!.�, :::; ELFW TIO, LOCATION cuRV,� �, N0. NO. IZY NO UVET 71hYXX UPPER LEVEL OF THE WEST i.......... ......................... .................. ........................ ............................ ................ SIDE OF MH #5 thru #9 .............................................................................................................................................................................. ..............................................!....................... .. .. 1 ....................... ................ .................. 01 271 - 5' F G 150'south from north 40'west from bank P- 4 130.0 118.4 9.8 115.8 15.7 100+ 90.0% ....... ......_...................._...... ........._........_....._..,....,..................................................................................�.._..._....._�............c......v....................-............................................... ........:......._...........................................�... 02.. 272 - 4' F G 250'south from north, 60'west from bank 127.8 1~13.0 13.1 _..._M._.. -...._��._...... '.........:................................................................. ...........................'y97.6.................. . . 03 273 - 3' F G 400'south from north 80 west from bank 128.5 115.5 11.3 "........... . ...... ..........I. ......................................................................................................................................... ..................:. 04 274 80' north from south, 10'west from bank 126.7 113.8 11.3 98.3 ".............. ....................................... ................................................................................................................................... ...........................�................... ...................... _..._............. LOWER LEVEL OF THE WEST MH __......._.._....._.... ................_....... _..................... . .................................................._................I..................................................................................................................................................................................................... 05 275 F G 200' NW from MH # 6 r .............. ..... �._...____..__..�.,._..__..-..w....__...m...��.....-. .._._.__..o._.. P- 4 : 125.0 ; 114.8 8.9 116.8 t 15.7 99.1 90.0/o ....... .................... ................................. ............................................................................................................. ....... ......... ....................... ..... . 06 276, to 50' West from MH #7 of ..........i................... .................. .........��...........;... ,� ......... .......��........ 129.8 115.7 12.2 99.9 ............ ......................I.................... .................. .................... 07 277 it110' SW from MH #8 ! 126.8 113.1 12:1 97.7 I.......... ........................ 08 278 60' West from MH #8 ........... ... .......... ........... 128 1 ! 114 12 3 98.5 09 279 60' West from by MH #9 " 128.0 113.6 10.0 98.1 " "o""MURM'S REMARKS: .................................................................................................................................................................................................................................................................................................................................................................... DENSITV.FTwiFRM f�xAME:....D-T0682 037 R• 08.18.97 T• 08.19.97 .............. ......... ..........,............................,.......... ............................................................................................................................�` .......�''•t° ..... ............. REVIEWED BY: ........ jj CON RUCTION TESTING LAB AU6 2 5 f997 TORTES, INC. ISSUED .......................n.,...,.............,....:...:.....r.n.......:n....,,.......................n........•......,....,....n........ .. ................................................r.,...:...r.......................: ...:xxxx�,fxxwyxxx ................................................................��.....,.,.,...............�.......•..�................,.......................................................................�.............,....,.....,,.....�.......::.:.:.:v.vv.vn:v.v.:.••rnv.•r.v.,••v.v• nw.vrw.•n•n:•rvwrrow.,rl.v.v.•rx:.w.•nnvrr✓xnv:n.•.•.:v 10111 South Tacoma Way, Suite D-7, Tacoma, WA 9845 •!`� Tel N 88-0805 o. (206) 5 /Fax No. (206) 568-09,'c IN-PLACE DENSITY TEST REPORT :::::; v.� .•aw wrwwx2waNaia:wfrxii�.w;:n ..: _ ..:.:..::•:.::.:.>:;.:::..:.:Hriricwvtiwwrrvga.4x xrv»n�.w4Hw>»uw�w>uadi..» CLIENT: M.A. Segale Inc. qo1 TE: August 19th 1997 PAGE: 1 OF 2 �........................ ....... . . ................................................... .. .. '\ 1 ...................I.......... ..................................................... ........... PROJECT: Cedar Crest Developoment ���Z.� �PR'�JECT NO.: T-0682..............•...•...... REPORT NO R .: 38 PERMIT NO.: N/A JOB NO.: N/A ................................•.....,.................,.........,........................:..........:. ............................,....................................................... ADDRESS: 3rd & Edmonds Avenue Renton CONTRACT: N/A P.O.No.: N/A. ....... ..... ........ . _..........._......... CONTRACTOR Client TECHNICIAN: S.HONG :;,....,....................................... ...........................................................................,............................................................... IN PLACE DENSITY TEST METHOD ASTM D 2922 MAXIMUM DENSITY TEST METHOD:ASTM D-1557 >vs4{?F3 wi• d:Y`v$''w''•y.°.•r3°:'s '+A!g3,'i"aet.K3S.il7tFq'. .S,"zur•. •R.s ! K .C.. .... t9' AaRu w:rSs :..... .................................... f �• ::; : ' i' ::�....<��'::':'ii:::;':i•i.:;;i::: i4;�:::'•<"<:f�:^: :%i;i::isicis2:::i'.•'•it:i:ii:i?:;:;?:::<:::?i:i;i<:r:::i::i:i:i::i;.; i>•:;•::.;�»;:::i'::Y; .:::.'..;.;..3<;• �� '..::. ..:::::•i::•.:''.' i.:.: y::is�: :p::i•i:•i:J1;•$}::^)?iiii:::::::::i::i.::i:::; :.. :.. :i '..:is � ;< FIELD;D �'CEI� TEST; "LAB .... .... .,�.. x..�,�.,•.,;;:;:::;:.;::>.»>::<;�Et�1'L`..::::: :::.:..'...::<:;.:.::;:.;:;;;;:;:; .:.;.. .:..:CANT;: :::;> A�, N � ; 'L,OCA7"I�I� . ;' > cURt.E� r.,z3� <�; ;::;•::;..:;,<.:..,>.>:.:>..: .:<:. .> ':.:: h0. NO. .: .< G' 1~"C' Y3trY:C `ii`.i>iJt�T1VrJM '.;>;:.::.;:.:.:>: S•.v\�:xJv.'W.S•%R:..4.n., ♦ :n..... ..n ...-..... '.-:.:\•..... :::, ..,.:. :�., :::�: ....:.�1.�•� �n....};�:r}..}rl,v...•?:<:\•Y.•.V.'•Yi4i4:VTXp:•iM OXNSv'4i q�V:4yty. EAST SIDE OF MH #5 and #6 ........................:.............. . 01 280 - 4 F G 120 East from MH #6 ......„ P- 4 129.1 119.5 8.0 115.8 15.7 100+ 90.0% x 02 281 100' East from MH #6 120.5 108.E 11.0 t " 93.8 t ... . .. 03 282 ,200' East from MH #6 I .......I... f 1226 1116 99 96.4 :........... ...... ;...............:.........o..............:..... ...................4........................ .....................•.. ................ 04 283 160' East from MH #5 ........26:7..........�....3:8.... 11.7 .. t ., .. 98.3 05 284 80' East from MH #5 ........,�........, .................. .........,�......... ..........;�.......... ................ .......��....... ........................4...... ..................................I.. 99.0 .... ............................................ . . . ............................ ................... .....127..5...... .........4.6...: . 11.3 f.. ............. .... . UPPER LEVEL OF THE WEST .........................._..... . ...................... _.... .......... _.._.. _...._......._..._... ..... ...................I ........................................ .......I.... MH #6thruMH #9 :..................... 06 285 - 1' FIG :.6' West from bank 100' from south P-4 128.3 114.2 12.3 115.8 16.7 98.6 90.0% ......... ..................... .................. .....................................................................................................................•........................... .. 07 286 - 2' F G 40' West from bank, 150' from south 128.5 117.8 9.1 0+ 10 60' West from bank, 200' from north 126.3 112.5 12.3 • • 97. • : I •.: -..:.: �.•:.. ,-....n.::.q.1.v.:........,,�v::..,v.:•.:ra... n•*:...� '.:..w.<, :•:1.:...4:4:v:v:4nr..nxr .4. 4:.,..ar,.:,vxor.v,...:::.n,•:..:.:.:,.:r -':.:.n�,•::.. :nr.:•r..x,.:..:.,ara•.4.•:•..>..x:...:,.•1v.:4.'n«...:v:.,4:nan•.��s.,w�.�.xv::4:4n...:wrawx•.<:..x:.•.Ownrvck4s��•x•:a•„.w.4wo-xx•a� REMARKS: ...................................... ............ ..............................................................................................................................................................................................................•.......................................................................... ELEV.CODE: F G = Finish Grade .......................................................................................................................................................................................................................................................................................................................................................... DEN SIT Y.FTWIFRM FILE NAME: ....D•T069Zn Q39............R• 0'•1.1.(J'.,........T....(?8•:t.9, REVIEWED BY. ..........................................................�`...........................................................•.................•..... �.�,`�\\,' ..�.., ............................. .•,�../. .� •...................•...... . � AUG 2 71997 CONSTRUCTION TESTING LABORATORIES, INC. ISSUED T0l l South Tacoma Way, Suite D-7, Tacoma, WA 98499 e! No. 206 588-0805 µ ax No. (206) 588 09V IN-PLACE DENSITY TE ST REPORT ..dd._: . ,. ....:>:.:::::.::.:::.::a..:: :'.:'::::::: ,: ::::>: CLIENT: M.A. Segale, Inc. �� ATE: August 21 st,1997 PAGE: 2 OF 2.............................................................. ........................................................ �................, PROJECT: Cedar Crest Development :. �,. ...................................................................................................REPORT NO.: 39 PROJECT NO T-0682 ......................................................................................................... ...... ..�. ........,;.� , . PERMIT NO. •N/A.................................... ................................JOB NO. .......N/A.................. <..............�....,................... ..................................................................................... ................................................. ADDRESS: 3rd & Edmonds Avenue Renton CONTRACT: N/A P.O.No.: N/A CONTRACTOR: Client TECHNICIAN: S.HONG/fmd .................................................................................................................... g..................,........................ ..................................................... ................................................................................................... IN-PLACE DENSITY TEST METHOD. ASTM D-2922 MAXIMUM DENSITY TEST METHOD: D-1557 .......................................................... ... :. . ,��r,,. ..,;..::::::..::;::.:;>:;t;...;:;;..<:a: Win..... . �. ..�. .. �. ...�<.�,:.:::.� �.:.::.:::::::::...:.:: . .. �;��3:�:�V.��N>p. ...E.,.f�.K..V�� %V{•.Mf���AnX�Ai• {�q%6 JL (. !n.ti .t ... ..".. .,.�....\ ..,.<::. .Y.:.n.. .t..F.:.... ..... . "f'ri' "+`i'YO;•sF,..,,.,,•:%,}>:,,:4%is J:, iJ:U:•XOW'.O:VY>'R'a:.�:h :}i:•Y:i•'P.HP:•>•y.�. f( FIELD D NSTI`Y PI:R� LA$ ty R CDC» xTEri TEST LAB ,�. yam.. t ;. _ :. �E�'>i'::,>:::>::»>;;>:::;::;>::><::::;<,:::>:<:•.:;::>:�<.:»::. F Y ELEYATXON:i L,O A CAI` CURVE B ' NO., ht0. :: .. L� . 4M . ' <> IIY K! ;.tJt�!'`X'Z1VZl1vl CY) _. .Nb. .. >: E't" .1,�;�t'.Y ... .........:...:. :....#1R:.:. :.:,... .: .....;:. :. .:.; .. ;:.: :.,:.::.. .:: ........•.. ......� ;.,.; :....:.: �,�,;..:- .. ;.:::::.';>:is.:.. >:..•.:;::.i::.:;:t:::.:;>: ;:: :..:::.:.... .::.�.... .:..:.�:......: �...::...:..::::. ..:..:...: f.:::..:. ,h\VlP%eYA[ .�:.,w�t,M.avgc»naPY%•%•M.•MJaN ... ..... N. ..Y '' w»N.bANVV:v%,90YNm;+.,V%:.;•.nY.v.•.•::.N.0.\h+.[ohv::::::x..ti.v. :0..::1%.;•.'. �i,.ni... "J �YH..v+%NN'�tN>YF<V '4%Oi.NXSW.VCOiO:O.V.+/oOnVpOM10.0. oN.'O.e:.: Fs}}.v,�p�VWOJVTI.}W0.04%OYOMIU•N!.. 09 298 Finish Grade 150 from north, 40 from bank P- 2 141.0 i 126.4 11.6 125.0 ! 11.2 100+ ............................I..... 90 0% 10 299 80' from north, 80' from bank 135.4 122.4 10.6 ; 98.0 " ............ ..............................................:....................... ...................... ........................................................ ..................... ....................... _......,......._ .................... _.:...._.,.............._ ....,.._.........,..................................................................,,..............................................I ........ __. .. _ _...�.... _...k- ....._.__ _ .......�... ......j... .. ............................ ....,...,,...,..,.. I S ....... ............... ................................... ................................................................................................................ .............. .......................y................... .................. ........................ .. ................. ................ .................. a$$a..................................................................... .............................................................................. ................... .................. ................ ..................................... ............................................................................................................... ................ ..........................` .................. .................. .......................j.......................... ................ ................. ............. .....,..........,...,.....,....,............................................................................. ..............................,........................................................................................ ......... _....,..,... ...... ....... .....I.............. ....................................... ............:....................................................................................................> .................................................. ...................... ............. .......... ................................... ................................................................................................ ...t................... .................. ........................ ......................... ................. ...... .................................. ..............................................................,......................... .......... :.. i.........................::: ...... .... I I S REMARKS: ................................................................................................................................................................................................................................................................................................................................................................ ELEV.CODE: F G = Finish Grade .....................................................................................................................................................................................................................................................................................................nN.- ....................................................... DENSITY.FTWiFRM FIV .E;....D-T0682B.039...........R- 08-22-97..............................T- 06.25•9:...................................................... ................................................................................REV/EWEDBY: ... . .I. .•........................ HFI CON 'RUC770N TESTIN(�I` L&3 OX4 7-10RIES, INC. JUN G%j*8 10111 South Tacoma Way, Sui rzDma, WA 9849� Tel. No. (206) 588-0805/Fax No. (206) 588-0M kk�� R� )�Y"` NS S rlwwwwMam t �.t�rcT MAS Resources, Inc. v ,t'Pt(3 � [l�141>C,E�°ikf> Ma 29th 1998 :. ;;,>; , >'``:`' > Y l Gh�.. 1 2 Ceder Crest �'2bJlt�`I Nc ,; T-0682 X2 ;<?C #';CI �s 41 xItRMI fl, X. N/A '. Cl:t? 1#r N/A AD ARElSS 3rd & Edmonds Avenue, Renton c(�r�Tt��r,�: N/A T,t�.,� N/A cpro(t C c�R Client irCt xr nti S.HONG/fmd I1v PLAC'O. HNS1["t'YI ASTM D-2922 INSJl7lX'.»l.��" ASTM D-1557(D) rrr,n T>�sr ,r�X3 FIELD DENsn`XCJ(TR�E rTR, C'bt- r� ry r ct�r�ar r �r ,O_ NO., E;z i;vn'z c� r LOCATJON � � �,B c��1 4 . a��tt�Y>M ,`(?. X 172X; tR '�' WA X : "Io l'h�T Rk C1� STORM LINE ON EDMOND AVENUE ................ ...........I................I..._................................................................................ ............. ........................................................................ ....................................................... ........................................... 01 300 Subgrade 15' west from CB#4 P- 1 136.6 130.5 4.7 137.2 7.1 95.1 95.0% ...... ......... ....I... ..1..... .. ........ . ........ .... . .. ....................................... .................................................................................................... ...................... 02 301 20' south from CB#5 144.45 133.5 8.2 97.3 " 03 302 30' north from CB#3.............. .............. _ 138..7...........1.,30..6............6..2....... ..........,,.......... ...........f............. .....95.2........................... 04 303 " 75' north from CB#2 " 138.4 1 31.4 5.3 " " 95.8 " .................................................................................................... . ............................ .................................................................................................... ...................... 05 304 " 10' east from CB#6 " 136.0 130.0 4.6 " " 94.8 * " ..................................................... ..........................................-............................. .......................... ............................ ..............I............................ WATER LINE ON EDMOND AVENUE 9.................. .. ......... ........................................................................ ... .... .. ...... .. ......................................... ...................... ...................................................... ..................... ................. 1 ..... 06 305 Sub rade I Station 37+00 P- 1 138.4 131. 5.9 137.2 7.1 95.6 95.0% 07 306 Station 35+00 145.0 133.9 8.3 . " 97.6 " .............................. ..................................................... ......................I.................... 08 307 " Station 33+00 to143.3 132.4 8.2 " If96.5 to....... . ............ . ....... .... ...... ........................ ,.. .................... ............................................................... ...................... 09 308 (( - 2 SG Station 31+00 139.8 131.0 6.7 ' to " 95.5 ofL....... _ _ ........... ......... ELEV.CODE: SG = Subgrade I oft DENSITY MV FRM REF FILE:ic:',) 0682.den / (a:\) 0682041.den 13 - 06-01-98 T - 06••01-98 �l�',����',`���',�� �j�,,;__ W__ L#3 ORA7 10111 South Tacoma Way, Suite qf�� , WA 98495 Tel. No. 206 588-0805�J 910. 6 588-092t IN—PLACE C►E T TE � � MMUMMUNNOW"MM (�L1LN MAS Resources, Inc. Uhi>r (3�'LAtilr ; `a'tUN:_May 29th,1998 ti ' 2 if #t ' 2 Rf3I'�; Cedar Crest >:.. R.:x:.. :rc)11.C ::: :: T-0682 >r L�tc)+<: 41 ' Kl1S 'fl.; N/A 1u.#�; N/A nnt)R>v8 : 3rd & Edmonds Avenue, Renton N/A :`. . N/A :.O ;; . ;:' � e!'Ytt"T q1t,. Client i nt t ' CEIMNSX � t;r�' 8S' ML '�I+�ri ASTM D-292211r6 b1 ASTM D-1557(D) PI'3� I'I'`#t+ 047141« F�CL DCNSITY Crrv� A C;k.u.B No, No. LOCATION �rIRVE i1 Moisl JJGtY Ol 'Ilt1Mt Cr�tYi qQ 10 309 Subgrade Station 29+00 P- 1 141.6 131.9 7.4 137.2 7.1 96.1 95.0% ................................................................................................................ ................... . .................. .............................................. ...................... ......6.1 11 310 - 1' SG Station 27+00 139.3 130.9 6.4 95.4 " .............. .........�.........................................I................ ..... 6.... 12 311 Subgrade Station 24+00 140.8 132.1 6.6 " " 96.3 ".. .. ................................................................................................................... ......................................................................... .......................... ............................ ........................................... ........... . ....�. ..................................................................... .................. . ................. ..................................................................... ........................................................................................... _I __ . .. , . .......................................... ...... ...........aoFs NOT WIAF rzr,�lnazl:�. ELEV.CODE: SG = Subgrade nEH51Tr FTW FRM REP FILE: ir:` 0682.den /(a:\) 0682041 h.den R - 06-01-98 T - 06-01-9£3 . • - l a GeoEncgineers OCT 3 0 W8 CONST9UC3rfdFW TESTING LABORATORIES, INC. ISSUED Ij _ ___El____ __ _ 10111 South Tacoma Way,Suite D-7,Tacoma,WA 98499 --._-------------- Telephone 1253)588-0805 Facsimile :.................'^... "v""' •v'imY_vv{' ek iil::iC:-r.:='.•=:irT\•4T• v\:\'•n{_A_JJS-T\'•\_11r'-ML\r:{{-0A. riJ.: -\- U..\ 'v\\-\M-1\ .,Y_..-.:..,-.:,.,-.-.,;.,:.\x:.w..>:• ..,k+>>rs:{y>:aau.. .> iMI ti. _ \ ..iGivc:Yaa'.. .r.?;t• 'x?�`• :h.'->:: :;dY:`ax{-:a>:'{;{.{a:rrix-taw••:,•-:o9-i-A<:-- : -•..-.,,....,a.. •o:»X= ~-::.au-. ..,. •.a ao-�� .. -'{ee2:: Fil: :, .�.->• x-:`.:;;<: -• YY ]] ................,.......-.........?.....-.../.:><>�-.r>,.>.......,.....ir:��'-�,...-,.;,k _',-.,x,.-:atiT{;•:':::?Liyv.,,a�Aiiiiir>4x?a��0.� -..''».... y-�-+..... a.,a.'• •:::0:4ry�{t{j \C C'tECnt M.A. Se ale,4nc. ':3ute4f ,,'.:.Y Oct. 27thJ998 9 � : ;: Pr�� e�E Cedar Crest Development t=e >` N/A a P > sIf o N/A > > T` _ ,:. N/A d..dress :: 3rd & Edmond Avenue, Rentonaiifux, N/A . :.:... C.�ntr�e€ Client R 'rca 45 T-0682 arrivd on the jobsite to. perform special inspection and field testing for A.C. in-place density testing. Inspection and testing performed as follows: Contractor placed approximately 600 tons of Class "A/B" A.C. for wear course - left and right lanes (stations 23+50 to 36+50). I checked initial rolling pattern and provided numerous in-place density tests (using Troxler 3430), as per attached copy of in-place density tests report. OVERCAST '")t�s JHROSS/fmd lifeat �c �Ce>ns�a3` BYi raecaFrw�atwREP 1 1 0682.f1d a: 0682045 f1a R 10-27-98 `�` 10-�8-! N/A -� REPORT 0 C T 3 0 1998 CONSTRUCTION TESTING LABORATORIES, INC. ISSUED 91 a 10111 South Tacoma Way, Suite D-7,Tacoma,WA 98499 Telephone (253)588-0805 :r•..< ,r„:� „cx .;?w . ,»M vv :y N:?v .: ....^MO, .�. _ Facsimile ;�- (253)588-Q928 ..::cc..a_sa{)?f;^x.:i,_::.c.,�... aJ�;3w;c�+�mv;•'ijl '�n?o.;u2;a.+.•....._ .... •.R2.sa.�.4Z.�HG�}K�. '....._ .::?bR.: :.:..,,v-Q•,A:'•:-•.-.:'.:'.:i,'...,.::...,:.::..::.-:.:>i_a:--»';.��:,.i.s-.':.:::--�?,?..-:'---::_:-�::--. -,,.•:,.--{or::...��-r.._w:. ...............�. - `�>:_\<^S:�.L.���j'2>,�..!40.\�:\1K,%�.,.,CC:•4::'-'<ic_ _w.r4'YC�`y'�\„YS�•�`;{'OM'-�. .p.",,<�•.'?�Q.-��.".fia•:..'._:.�p'(::w-'>m!.F;V_S:(•?� k�.^. 0 rb:Y t» f':r.�'r�•?:.:::::_0:::::ti�iii:.:>::�AA::.?'?i':i>:'y�:iti<v�i:C����.vY•v�'iii� pit M.A.Segale, Inc. ON Oct. 27th,1998 Cedar Crest Development kx� �--• � N/A trs+��i ' dscc 3rd & Edmond Street Renton .. . N/A `: Tr N/A < 0iiirEvr Client >; e'`":,"`':► 45 € ro' cf': vw> T-0682 DYNAPAC CAT. CAT. 3 TON CC-501 10 TON FINISH N/A 2" 290°1F 13 TON DDV DDV ROLLER SPLAC>✓i€} :fi AI1t T1141P. .............. ..::.:....................::. 600 5` hr..v. \ ::: IF' SSS ' 4 VIB. 3 VIB. FINISH N/A Vitt €<: 1e1E.117► ........ .................... 1 STATIC 2 STATIC ONLY 354ATTEMPi< 290°F 225'F 180'F Rti 225°F 195°F TO FINISH N/A NONE ............................. .............................. i11MUiD ' C 'L& 41i1 ASTM D-2041 tUtvtAlulVsr 153.5 _..... #� ,.TROXLER 3430 431Et1E #3 3: {3R. -0- fief :4;;+.. .:r '•v :.. :.: .' :. > ?9i}>' r". ...v^ �.. .:h?-.. :�i:r. >:•:{:ri•Y?:t � J-.v.'lj;:>�:•,t'E'�tllt.. ..TEST. r...,.......: ... :.. :=:. .... ................. .fvt........... h. ... ... ..:.h.. n.:. ....... :..... F,. �z y............:.................. OMP:' :-.,.. .... ..... ....... ....................................x......!v.f.. .......\...N....:...:..:.tr :. .. ...._....::::::::..,.......... ...n vx:.v;..n• ..U,'3`a:Q> .... ...... ..............................,..................................:.•.:•.. -.................._..............._.....................,.....:' ...........5::..$ri:v :...... STATIONS 23+50 TO 36+50 - LEFT LANE 01 23 Wear Course Station 24+50 142.0 -0- 92.5 ............... - �-.................. --•----------•-..............._..... —---- ------....---....................................................-..........._..._...... ------------- ------- ---------------•- --...... -............ 02 24 ofStation 26+50 141.3 -0- 92.0 ....................................... ...............................-------- -------------.......- --- -........................................................-.............---...... ------........ .._............._..... ................... 03 25 Station 28+00 142.5 -0- 92.8 ................ ...................... ............ ...................._..... -----......--------- ----- - - - .._............_... --..._....._.. - 04 26 Station 30+00 141.9 -0- 92.4 _._.._.. ..._. .._......._ _ ._.._ .�.._._ ___._.._.__._.____._..........__....._..._...__._._ . _ 05 27 Station 34+00 141.8 -0- 92.4 STATIONS 23+50 TO 36+50 - RIGHT LANE ........ ........... ................................................ ....................................................................................................................__...... ................................................................... 06 28 Wear Course Station 35+00 140.9 -0- 91.8 ........................................ .... ------ .--------•---------..._-....-----......... _..---------------------------------------------- -..... .......... ............... ..... 07 29 Station 32+50 142.6 -0- 92.9 08 30 Station 30+00 142.2 -0- 92.6 ............. ----------------------------..----------------....----.. .---------- --------- ----- -- - - - _ -...... ......... . 09 31 Station 28+25 143.9 -0- 93.7 ............. --------------------- -----.....--........................... ..................................- — --- -......-..............- ._...--------....._--•-...... ........ . . 10 32 Station 25+00 1 142.E 1 -0- 92.9 0 .. F r Q H RO ss fi11 9 .0 o Rice �I� ° C>`�'. �. / ..r:::,............ ...................................................... . e 0682.nuc/(a:\)0682045.nuc <; ;' 10-27-98 T 10-28-98 € \� N/A LfrAR.FRU Ji'TUYXREPi: :: '::?'' - i GEOLNGINEdRS I`IELD NOTES GeoEngineers Inc. FIELD REPORT File No. 1101 Fawcett Ave., Suite 200 J C11 — 0 6 9 Tacoma, WA 98402 Project: Date: ////9 Tel: (206) 383-4940 Y Fax: (206) 383-4923 Owner: /' a/S� At Report No. repared by: / , ' L ation: �a Arrival Time: Page:/ [mot/ of Purpose of Visit: Weather: Depart.Time: Permit No. ,t15 eau �� v a✓ 77I e/ /0 A,' d�rJ 71v -IPA" �, o �rir,✓�P� a 1 /N M4<'4 l ltrr 5 Cl l �?► / v 3. �v �5 4ti / 13 or This report presents opinions formed as a result of our observation of activities relating to geotechnical engineering. We rely on the contractor to comply rth the plans'and specifications throughout the duration of the project irrespective of the presence of our representative.Our work does not include supervision irection of th ua ork of the contractor,his employees or agents.Our firm will not be responsible for job or site safety on this project. / Wribution: chments: 5e-r1&&f)n'Vk) Signed: c,t�Cf1r'-NTAJ GeoEngineers Inc. FIELD REPORT File No. 1101 Fawcett Ave., Suite 200 '_60 Tacoma, WA 98402 Project: a n Date: Z;=,? Tel: (206) 383-4940 c Fax: (206) 383-4923 Owner{ �'}vs f��r Report No. 2 &epared by: Locat' n: /(1 Arrival Time: Page: e'J tv� � of Purpose of Visit: Weather Depart.Time: Permit No. / vvfc o _ ." OL e�Y( ,AyncJ 5 CX ao a'�er M&477 D a Te M 'e tUk -SCzloo�.rJ �ivs, T ✓if 161 Vira rarr(7 / U tt cr�� 7i� pry w This report presents opinions formed as a result of our observation of activities relating to geotechnical engineering. We rely on the tractor to comply with he plans and specifications throughout the duration of the project irrespective of the presence of our representative.Our work does not include supervision or re ion of the act I o of the contractor,his employees or agents.Our firm will not be responsible for job or site safety on this project. lchments: tribution: Signed: - PA) / File No. GeoEngineers Inc. FIELD REPORT /I r �� 1101 Fawcett Ave., Suite 200 Tacoma, WA 98402 Projectt� lj _ Date: 7 Tel: (206) 383-4940 YY C Y ' Fax: (206) 383-4923 Owner: f [ReportN 3 2x epared by: f Location•' Arrival Time: Page: i of Purpose of Visit: ) , qlt� -� Weather. Depart.Time: Permit No. . �r ONE r: h4) e-->7 o r ur- ZVOf7 5 t� No,J Wowo �Ghnr f If s .tom j c jJ9�ll i n �wp r� , This report presents opinions formed as a result of our observation of activities relating to geotechnical engineering. We rely on a contractor to corp(Ay with the plans and speci ications throughout the duration of the project irrespective of the presence of our representative.Our work does not include supervisio or direction of th ual work of the contractor,his employees or agents.Our firm will not be responsible for job or site safety on this project. 0tchments: ribution: j Signed: ,^ GeoEngineers Inc. FIELD REPORT File No. a -�0 1101 Fawcett Ave., Suite 200 Tacoma,WA 98402 Project Ci- Date: 7 7 Tel: (206) 383-4940 7 Fax: (206) 383-4923 Owner: Report No. epared by: Location. �� Arrival Time: Page: of Purpose of Visit: Weather: Depart.Time: Permit No. EL 5 r0•c�Ti/� /� f6� Piv G7� S/hamAV 5 (71W �-v rqifv �IA.) .v of i-,", n/ S n/D a ab'7. Wi r � r N ,� h� h��� �� 51 This report presents opinions formed as a result of our observation of activities relating to geotechnical engineering. We rely on the ntrador to comply with the plans and specifications throughout the duration of the project irrespective of the presence of our representative.Our work does not include supervision o di -ion of the I rk of the contractor,his employees or agents.Our firm will not be responsible for job or she safety on this project. _ chments: tribution: SP,�a.�E Signed: GeoEngineers Inc. FIELD REPORT File No. 1101 Fawcett Ave., Suite 200 Tacoma, WA 98402 Project�� � Date: 7 Tel: (206) 38;-4940 Fax: (206) 3834923 Owner: /_ Report No. pared by: = -- Locatio Arrival Time: Page• of Purpose ofVisit- J Weather: Depart.Time: Permit No. S/tao/Yl — I'zt�� (t iG I t°cl1� rm SUn/,v ,vcted J'h"'-77= 4iQv /w,�7- e i a,, d ir GV" /�1Cic1 Q m c,xj O 7"D Clet / Sly t u b S�� c•e / / 1 1� �aI d( A& 4_ Za or �d flv5� P 5 v � /Yvti S 4ur�P � �` CtJ ✓ / This report presents opinions formed as a result of our observation of activities relating to geotechnical engineering. We rely o e contractor to y with the plans and specifications throughout the duration of the project irrespective of the presence of our representative.Our work does not include supervsio direction of t at work of the contractor,his employees or agents.Our firm will not be responsible for job or site safety on this project. chments: ribution: Signed: GeoEngineers Inc. FIELD REPORT File No. 1101 Fawcett Ave., Suite 200 Tacoma, WA 98402 Project: ) Date: 7- G Tel: (206) 383-4940 [� Fax: (206) 383-4923 Owner: Report No. 14 epared by: Location: Arrival Time: Page: ZL&L w;r I / of Purpose of Visit: V Weather: Depart.Time: Permit No. r IU f 17JI It A.) SlVr- IF l; This report presents opinions formed as a result of our observation of activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and specifications throughout the duration of the project irrespective of the presence of our representative.Our work does not include supervision or di cl of th all work of the contractor,his employees or agents.Our firm will not be responsible for job or site safety on this project. chments: tribution: Signed: GeoEngineers Inc. FIELD REPORT File No. 1101 Fawcett Ave., Suite 200 --6 G Tacoma, WA 98402 Project: Date: . y �7 Tel: (206) 383-4940 Fax: (206) 383-4923 Owner: Report No. l epared by: Locati Arrival Time: Page'/ of Purpose of Visit: Weather: Depart.Time: Permit No. C- owd N /N / ,U l This report presents opinions formed as a result of our observation of activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and specifications throughout the duration of the project irrespective of the presence of our representative.Our work does not include supervision or direction of the actual work of the contractor,his employees or agents.Our firm will not be responsible for job or site safety on this project. chments: tribution: Signed: GeoEngineers Inc. FIELD REPORT File No. 1101 Fawcett Ave., Suite 200 / "G 0 Tacoma, WA 98402 Project: �yDate: Tel: (206) 383-4940CY(lar Fax: (206) 383-4923 Owner: �� / Report No. epared by:Affi- Locat' n: f Arrival Time: Page: of Purpose of Visit: Weather: Depart.Time: Permit No. br rI � rY� ?'fi CfW f 7r liv. This report presents opinions formed as a result of our observation of activities relating to geotechnical engineering. We rely on I a ntractor to comply with the plans and specifications throughout the duration of the project irrespective of the presence of our representative.Our work does not include supervision r erection of-thp 46tual work of the contractor,his employees or agents.Our firm will not be responsible for job or site safety on this project. tchments: ribution: Signed: .ZG�* GeoEngineers Inc. FIELD REPORT File No. 1101 Fawcett Ave., Suite 200 '-�9 / —��/ Tacoma,WA 98402 Project: r ` Date:PClt G /0 �7 Tel: (206) 383-4940 Fax: (206) 383-4923 Owner: S ! Report No. G� epare Location• �-�LF Arrival Time: Page: / of Purpose of Visit: Weather: Depart.Time: Permit No. ✓ (/, / W A04MsIAAI GU o 5771 This report presents opinions formed as a result of our observation of activities relating to geotechnical engineering. We rely o e contract r to comply with the plans and specifications throughout the duration of the project irrespective of the presence of our representative.Our work does not include supervisio o direction f the actual work of the contractor,his employees or agents.Our firm will not be responsible for job or site safety on this project. at chments: ribution: Signed: -- its. Geo %Engineers April 6, 1995 Geotechnical, Geoenvironmental and Geologic Services M.A. Segale, Inc. Manufactured/Modular Home Community Post Office Box 88050 Tukwila, Washington 98138 Attention: Mr. Dana Warren Report Addendum Hydrogeologic& Geotechnical Services Infiltration Ponds/Slope Stability Impacts Cedar Crest Manufactured Home Community Renton, Washington File No. 0291-006-T03 INTRODUCTION AND SCOPE This report addendum presents the results of our evaluation of potential slope stability impacts from the on-site stormwater retention/infiltration system proposed for the Cedar Crest development. This addendum is a part of our Hydrogeologic & Geotechnical report for the project dated October 24, 1995. The proposed Cedar Crest manufactured home community will be situated within the Segale gravel mine site. The site consists of approximately 133 acres and is located north of the Maple Valley Road (State Route 169) and south of northeast 3rd Street in Renton, Washington. The site location is shown on the Site Plan/Vicinity Map, Figure 1. SITE CONDITIONS SURFACE CONDITIONS The site is located on the south margin of an upland area north of the Cedar River valley. The south margin of the site consists of a bluff that forms the north wall of the Cedar River valley. The site has been surface-mined for sand and gravel. Topography at the site generally consists of steep cut slopes along the north, east and west margins of the mine area and flat to gently rolling surfaces within the mine. The cut slopes at the margins of the surface-mine area generally range from 2H to 1 V (50 percent) to 11h to 1 (75 percent). A natural slope extends down to the Cedar River valley on the south property margin. GeoEngineers,Inc. 6240 Tacoma Mall Blvd.,Suite 318 Tacoma,WA 98409 Telephone(206)471-0379 Fax(206)4710521 Printod nn rary Jcd naner M.A. Segale April 6, 1995 Page 2 The southern slopes are generally inclined at about 80 to 130 percent with localized near-vertical areas. The existing ground surface of the surface-mine area drains to the north-northwest. The extreme southern slope drains to the south. Construction of three retention ponds is proposed for on-site stormwater infiltration. The ponds will be located in the central portion of the development, at the base of the eastern and western pit walls as shown on Figure 1. There are no downward slopes in the vicinity of the ponds. SUBSURFACE CONDITIONS Geologic/soils conditions at the site are discussed in detail in our previous report. Soils at the site generally consist of fine to coarse-grained recessional and Vashon advance glacial outwash over older pre-Vashon glacial and inter-glacial deposits, and Tertiary bedrock (Eocene and/or Oligocene sedimentary rocks). Most of the recessional outwash has been removed from the pit area, exposing the advance outwash soils. The advance outwash generally consists of dense to very dense fine to medium sand with a variable gravel content and a trace of silt. Localized lenses of silty sand, sandy silt and clayey silt occur within the advance sediments. The Vashon advance sands typically have a moderate permeability. STORMWATER INFILTRATION The results of our previous study indicated that infiltration of storm water is feasible at the site and will, in effect, maintain the existing recharge of the ground water system. The granular soils in the site area are relatively permeable and we expect moderate to rapid downward percolation in the pond areas. Based on our previous study, the direction of ground water flow in the site area is west and northwest. Infiltration and dissipation rates for the soils in the proposed pond areas are discussed in our previous report. We understand that an infiltration blanket will be constructed north of the western pond to increase dissipation rates in accordance with our recommendations. The blanket will be constructed in the area shown on Figure 1. CONCLUSIONS AND RECOMMENDATIONS We conclude that infiltration of stormwater from the three proposed retention ponds will have no potential impact on slope stability at the site based on the following: • Ground water flows to the west/northwest from the infiltration facilities. • There are no downward slopes in the vicinity of the ponds; the pit walls adjacent to the ponds extend upward and will not be affected by the infiltration of stormwater. G e o E n g i n e e r s File No.0291-006-T03 M.A. Segale April 6, 1995 Page 3 • The southern slope extending downward from the site is at least 1000 feet south of the proposed retention ponds. The slope is upgradient from the ponds with respect to ground water flow and will not likely be impacted by the proposed infiltration. Ground water levels will be at or below historic levels in the slope areas. O ► We appreciate the opportunity to work with you on this project. Please contact us if you have any questions. E Yours very truly, H1� F WAS 4' w !mac GeoEn ineers, Inc. �("IS79 tip' Gary W. Henderson �SSIGNAL V1 Principal EXPIRES aD j�v SLF:GWH:vc Document ID:0291006R.ADD Five copies submitted G e o E n g i n e e r s File No.0291-006-T03 Report Hydrogeologic & Geotechnical Services Proposed Residential Development Renton, Washington October 24, 1994 For M.A. Segale, Inc. Manufactured/Modular Home Community G e o E n g i n e e r s File No.0291-006-T03 s. GeA Engineers October 24, 1994 Geotechnical, Geoenvironmental and Geologic Services M.A. Segale, Inc. Manufactured/Modular Home Community Post Office Box 88050 Tukwila, Washington 98138 Attention: Mr. Dana Warren Report Hydrogeologic & Geotechnical Services Cedar Crest Manufactured Home Community Renton, Washington File No. 0291-006-T03 INTRODUCTION This report presents the results of our geotechnical engineering services for your proposed Cedar Crest manufactured home community to be situated within the Segale gravel mine site. The site consists of approximately 133 acres and is located north of the Maple Valley Road(State Route 169) and south of northeast 3rd Street in Renton, Washington. The site location is shown on the Site Plan/Vicinity Map, Figure 1. Our understanding of the proposed project is based on discussions with you, our site visits and our review of the documents provided. We understand that the site will be developed as a MHC (manufactured home community) with approximately 400 manufactured homes. We also understand that streets and utilities, including sanitary sewer, will be constructed in accordance with the City of Renton design specifications. We understand that stormwater will be infiltrated on-site using roadway collection, treatment and infiltration systems. The proposed roadway, treatment and infiltration systems will be located within the transmission line right-of-way and in the east and west portions of the center of the site. For the purposes of clarity, the infiltration areas have been labeled A, B, and C on the attached site plan. We further understand that the grades in the proposed infiltration areas will be raised between 5 to 15 feet. • GeoEngineets,Inc. 624o Tacoma Mall Blvd.,Suite 318 Tacoma,WA 98409 Telephone(206)471-0379 Fax(206)471-0521 M.A. Segale, Inc. October 24, 1994 Page 2 SCOPE The purpose of our services is to evaluate the subsurface conditions at the site as a basis for developing geotechnical design criteria and recommendations for the proposed development of the site, including infiltration of the on-site storm water runoff. Specifically, our scope of services includes the following: 1. Review the available geologic and hydrologic data relevant to the site. 2. Conduct a geologic reconnaissance of the site area. 3. Evaluate the subsurface conditions at the site by monitoring the excavation of test pits. 4. Obtain soil samples at the proposed locations of the infiltration ponds, as appropriate. 5. Conduct laboratory tests on select soil samples with respect to storm water infiltration. 6. Provide our opinion with regard to the feasibility of infiltrating storm water runoff at the proposed locations. This will include infiltration rates for the soils, as appropriate. 7. Provide geotechnical recommendations for the proposed earthwork at the site. This will include criteria for structural fill and compaction, foundation design, cut and fill slopes, retaining and subgrade walls, utility trench backfill and roadway subgrade. DOCUMENT REVIEW • In addition to the available soil, geologic and hydrologic data for the site area, we reviewed hydrologic-geotechnical information prepared by Golder Associates, Inc. (GAI). SITE CONDITIONS SURFACE CONDITIONS The site is located on the south margin of an upland area north of the Cedar River valley. The south margin of the site consists of a bluff that forms the north wall of the Cedar River valley. The site has been surface-mined for sand and gravel. Topography at the site generally consists of steep cut slopes along the north, east and west margins of the mine area and flat to gently rolling surfaces within the mine. The cut slopes at the margins of the surface-mine area generally range from 2H to IV (50 percent) to 1'fi to 1 (75 percent). A natural slope extends down to the Cedar River valley on the south property margin. Slopes in this area are generally 80 to 130 percent with localized near-vertical areas. The existing ground surface of the surface-mine area drains to the north-northwest. The extreme southern slope drains to the south. Elevations in the upland area generally range from about 210 to 330 feet at the top of the bluff to between 230 and 300 feet in the central and north portions of the site. Vegetation at the site varies according to topography. The surface-mined upland areas are generally sparsely vegetated with grass, brush and occasional alder trees. Areas of denser vegetation consisting of heavy underbrush and scattered trees occur along the margins of the G e o E n g i n e e r s File No.0291-006-T03 M.A. Segale, Inc. October 24, 1994 Page 3 surface-mine area. Vegetation is well established along the south portion of the property, except for localized areas of steep slopes. Surface water was observed near the center of the site in storm water/silt control structures at the time of our site investigation. The water appears to be perched on a thin accumulation of fine soil. Flow from this area is to the west and north via an excavated ditch. The outflow is directed to a topographic basin located in the northwest portion of the site. Water seepage was observed in the topographic basin located in the northwest portion of the site. The water seepage appears to originate from a perched sandy silt lens within the hillside slope. The ground water seepage and surface water flow is collected in a drop-structure located near the center of the basin and discharged to the pond/drainage channel located in the northwest corner of the site. Based on our previous work at the site and our recent site reconnaissance, no significant ground water seepage was observed on the bluff face located at the south margin of the site. GEOLOGIC CONDITIONS General geologic conditions at the site were evaluated by reviewing published and nonpublished (in-house and outside reports) information, our geologic reconnaissance and excavating 21 test pits at the approximate locations shown on the site plan. Logs of our field explorations and laboratory results are presented in Figures 3 through 14. Subsurface conditions are described in detail in the Subsurface Conditions section of this report. The site is located on the southern margin of the Coalfield Drift Upland, a broad glacial outwash plain. Soils at the site generally consist of fine to coarse-grained recessional and advance glacial outwash over older pre-Vashon glacial and inter-glacial deposits, and Tertiary bedrock (Eocene and/or Oligocene sedimentary rocks). These deposits have been modified by weathering and erosion since the last glaciation and a surficial layer of topsoil has formed over the native soil deposits. The recessional outwash at the site is characterized as discontinuous layers of unconsolidated loose to medium dense sand and gravel deposited by meltwater from the retreating glacier(Vashon stade of the Fraser glaciation). Based on the geometry of the recessional deposits in the site area, the sands and gravel deposits in this area were likely deposited in/adjacent to a glacial outwash channel. Recessional deposits at the site contain only minor amounts of silt and have a moderate to high permeability. Within the pit, most of the recessional material has been removed. However, it remains in the pit walls and in areas adjacent to the pit. Glacial till, commonly referred to as "hard pan," consists of very dense silty sand with variable amounts of gravel, cobbles and boulders. The till is deposited at the base of the glacial ice as it over-rides the underlying sediments. Till typically has a low permeability. Glacial till is reported to occur along the east and west margins of the site and covers most of the upland G e o E n g i n e e r s File No.0291-006-T03 M.A. Segale, Inc. October 24, 1994 Page 4 area to the north. It is likely that the outwash stream eroded or removed the Vashon till in the site area. Within the site area, Vashon advance outwash underlies the recessional deposits. The advance outwash generally consists of dense to very dense fine to medium sand with a variable gravel content and a trace of silt. Localized lenses of silty sand, sandy silt and clayey silt occur within the advance sediments. The Vashon advance sands typically have a moderate permeability. Variations in fines/gravel content and density may result in perched or concentrated ground water conditions. Glaciofluvial/interglacial silty sand, sandy silt and clayey silt underlies the Vashon advance sediments. These sediments were over-ridden by the glacier and are generally in a very dense condition. They typically have a low permeability. Older glacial sediments and Tertiary bedrock material are exposed along the lower elevations of the southern bluff, where the Cedar River bisected the upland area after the last glacial ice retreat from the area. Undifferentiated pre-Vashon glacial and interglacial deposits were observed along most of the southern bluff slope. These soils generally consist of older glacial outwash and till, and interbedded silt, silty sand and fine sand. These older soils are glacially consolidated and have a very low permeability. Based on our review of the available boring data at the site and the elevations of the older soil exposures in the bluff, the surface of these soils appears to slope to the north-northwest. SLOPE STABILITY In general, the native soils at the site consist of medium dense to dense recessional outwash over very dense glacially consolidated pre-Vashon sediments and bedrock. These materials are generally stable relative to deep-seated failure and appear to be stable in their existing condition. The undisturbed glacially consolidated soils at the site have very high strengths and are stable at very steep (3/a to 1 and steeper) slopes. We previously evaluated the slope stability of the south bluff area. The results of our evaluation are presented in our March 7, 1994 report. No evidence of deep-seated slope failure was observed. Weathering, erosion, and the resulting surficial sloughing and shallow landsliding are natural processes that affect steep slope areas. Instability of this nature is confined to the upper weathered or disturbed zone which has lower strength. Significant weathering typically occurs in the upper 2 to 3 feet and is the result of oxidation, root penetration, wet/dry cycles, and freeze/thaw cycles. Erosion in steep slope areas can be reduced and/or managed through proper design and construction of the development. This may include proper drainage control and/or retention/catchment systems. Erosion control recommendations for the slope areas are provided in the Setbacks, and Erosion and Sediment Control sections of this report. G e o E n g i n e e r s File No.0291-006-T03 M.A. Segale, Inc. October 24, 1994 Page 5 SUBSURFACE CONDITIONS Subsurface conditions at the site were explored by excavating 21 track-hoe test pits, reviewing 6 borehole logs and pump test data, and reviewing 13 water well logs from Ecology files. Our test pits were excavated to depths of 6 to 20 feet below the existing ground surface. The locations of the test pits were selected based on the site map provided, which showed the planned location of the infiltration systems. The explorations were located in the field by pacing from existing features. The approximate locations of the test pits are shown on the Site Plan/Vicinity Map, Figure 1. The test pits were monitored by a representative from our firm. Soils encountered were examined and classified, and soil samples were obtained from immediately below the proposed pond bottom elevations. Soils encountered in the explorations were classified in general accordance with ASTM D-2488, the Standard Practice for the Classification of Soils (Visual- Manual Procedure). A description of this soil classification system is given in Figure 2. Logs of the explorations are included as Figures 3 through 11. Soil samples obtained at the planned pond-bottom elevation were tested to determine their gradation. The gradation curves are presented as Figures 11 through 14. In addition to our subsurface explorations, we reviewed the data from 6 test borings completed at the site in 1988. The borings ranged in depth from 25 feet to 99 feet below the ground surface. Monitoring wells were constructed in borings 1,2 3, 4 and 6. A pump test performed on well 6 with well 4 used as an observation well. An extraction slug test was conducted in well 2. The soils in the site area consist of Vashon recessional glacial outwash, erosional remnants of Vashon glacial till and Vashon advance outwash which overly older interglacial and glacial soils and Tertiary bedrock. The soils encountered in the explorations located in the old surface-mine bottom consist primarily of medium dense to dense Vashon advance sand with a variable silt content and localized variations in the gravel content. Localized and discontinuous lenses of silt and silty sand were frequently encountered in the test pits. The lenses ranged from a few inches to a foot or more in thickness. Ground water was typically perched on the lenses. Sandy fine gravel with a trace of silt was encountered in test pit 3 from the ground surface to a depth of about 7 feet where it is underlain by sand with a trace of silt. Sandy fine gravel and gravel with a trace of sand was encountered in test pits 15 through 17 to the full depths of the test pits, 8, 91/2, and 81h feet, respectively. Significant ground water flow was observed in the gravel units at depths of about 6 to 8 feet. Older interglacial soils were encountered in the test pits in the central portion of the site. In test pits 8 and 9, partially cemented silty fine sand over hard silt with clay were encountered below the advance sands. The silty sand was encountered at depths of 11 and 16 feet, G e o E n g i n e e r s File No.0291-006-T03 M.A. Segale, Inc. October 24, 1994 Page 6 respectively. In test pit 21, very stiff silt with clay was encountered at a depth of about 3 feet and extended to 7 feet where it is underlain by very stiff sandy silt. Ground water seepage was encountered in most of the test pits. The seepage ranged from very slight to significant. The small zones of perched ground water seepage on silty lenses was generally slight to moderate. The ground water seepage in the gravel units was significant. We understand that static water level in the monitoring wells located near the center of the site(4 and 5) was at 3 feet and 5 feet below the ground surface, respectively, on November 11, 1988. The borings encountered approximately 75 feet of Vashon advance sands. Below the advance sands, glaciofluvial and interglacial silty sand, silt and clayey silt were encountered, borings 3 and 5. Borings 4 and 5, drilled near the central portion of the site, encountered lenses of silty sand, sandy silt and clay at 181h and 251h feet, respectively. These silty units likely correlate with the silty units encountered in test pits 7, 8, 9 and 21. Ground water levels measured in the monitoring wells in November of 1987 were within several feet of the ground surface. Ground Water Systems There are records for 13 existing water wells located within 1 mile of the site. Data from these water wells, observed ground water seepage and our review of the GAI data constitute the basis for describing the characteristics of the aquifer system for the site area. There appears to be at least two distinct ground water (aquifer) systems within the project area. The Vashon advance outwash unconfined aquifer and a deeper pre-Vashon aquifer. Water wells in the area typically remove water from the deeper pre-Vashon confined aquifer. Several City of Renton wells are located about 1 mile southwest of the site and withdraw water from the deeper pre-Vashon confined aquifer. In addition, several wells located south of the site in the Cedar River Valley remove water from the shallow alluvial sediments. Providing that at least 50 percent of the surface water is recharge on site, it is our opinion that there will be no decrease in water available for withdrawal at the several wells and shallow water system. The Vashon advance aquifer in the site area consists of stratified sand and gravelly sand deposited during the southward advance of glacial ice. These deposits are interbedded with localized relatively low-permeability zones of silt and clay. This aquifer is a source of water for a surface water system (spring) located west of the site. This aquifer is largely unconfined (an unsaturated zone exists between the base of the overlying till, where present, and the water level within the aquifer). The thickness of the saturated zone is influenced by the relief of the surface of the underlying older deposits and by horizontal and vertical variations in permeability. These permeability variations are related to zones of soil containing variable amounts of silt and clay or significant changes in density. G e o E n g i n e e r s File No.0291-006-T03 M.A. Segale, Inc. October 24, 1994 Page 7 We understand that a private water system, for irrigation purposes only, is located west of the northwest corner of the site. The water system is situated within the natural drainage channel that leaves the site and is fed, at least partially, by spring flow. The water system is reported to have a water rights claim for 250 gpm (gallons per minute). Ground Water Flow Patterns Ground water flow patterns have both vertical and horizontal components. In the site area, the primary vertical component of flow is downward percolation through the recessional outwash and till, where present, and into the advance outwash aquifer. Some portion of the water likely infiltrates through the underlying silty sediments and to deeper pre-Vashon aquifer systems. The horizontal ground water flow pattern in the site area is controlled by less permeable or confining zones within and/or below the aquifer, the direction of dip or slope of the confining surfaces, hydraulic head, and both the regional and local topography. As previously discussed, the projected surface slope of the glaciofluvial/interglacial sediments appears to be to the northwest. Infiltrated water or ground water in this area would, therefore, flow to the northwest, at least locally. This is also supported by the lack of evidence of significant ground water seepage occurring on this portion of the bluff face. Based on our geologic reconnaissance and our review of the well logs in the site area, the ground water flow direction for the Vashon advance outwash aquifer at the site is to the west. The hydraulic gradient, or slope on the ground water surface, at the site is reported to be on the order of 0.01 to west. Ground Water Recharge The recharge to the overall aquifer system is by direct precipitation and infiltration over the entire upland area. Under existing conditions,precipitation that falls on the site rapidly infiltrates into the granular soils and recharges the aquifer systems. As the site is developed, potential changes in the surface coverage could modify the infiltration patterns at the site. The proposed development plans include infiltration of the storm water runoff from impervious surfaces at the site through designed infiltration system. Although local changes in the infiltration pattern and shallow ground water flow may occur, no net change in the overall ground water recharge or flow direction is expected as a result of the proposed site development. Water collected from the roadways will be treated in accordance with regulation requirements and then infiltrated through designed systems. CONCLUSIONS AND RECOMMENDATIONS 0 Based on our data review, site reconnaissance and subsurface explorations, it our opinion that the site is suitable for the proposed development. No changes in ground water recharge or flow direction at the site are expected as a result of the proposed development. Precipitation that G e o E n g i n e e r s File No.0291-006-T03 M.A. Segale, Inc. October 24, 1994 Page 8 currentlyfalls on the site infiltrates rapidly into the granular soils that cover most of the it p y g site. As the site is developed, the amount of impervious surface area at the site will increase. Storm water runoff from these areas will be collected and diverted to designed infiltration systems that will maintain the current infiltration levels at the site. The amount of water infiltrated at the site will not change significantly, however, the infiltration area or pattern will change. Although this may affect the local shallow ground water flow patterns, no significant adverse impact is expected. Currently, a base flow of ground water is collected in a topographic basin located in the northwest portion of the site, and conveyed off-site. To maintain the existing site water balance, this discharge must be maintained. The proposed infiltration systems will provide adequate recharge to maintain the water balance in the area and maintain the downstream 250 gpm spring flow. Slopes located on the site are stable relative to deep seated failure and will not be affected by the proposed development provided our recommendations are incorporated into the development plans. The areas of erosion and surficial ravelling and sloughing that occur at the site are the result of natural processes. The proposed structures can be satisfactorily supported on medium dense to dense native soils or on adequately compacted structural fill in conformance with the manufactures' guidelines. Building setbacks from the top and toe of slopes and slope setbacks from existing transmission line towers are provided in the Setbacks section of this report. The sand and gravel soils encountered at the site are suitable for use as structural fill. Silty soils encountered locally are moisture sensitive and will be difficult to compact during wet weather conditions. Pertinent conclusions and geotechnical recommendations regarding the design and construction of the proposed development are presented below. STORMWATER INFILTRATION/GROUND WATER RECHARGE In our opinion, infiltration of storm water is feasible at the site and will, in effect, maintain the existing recharge of the ground water system. The advance outwash granular soils should have adequate permeability to infiltrate storm water from the site, provided adequate design, construction and maintenance practices are used. Storm water runoff collected from the drive and roadway areas will be infiltrated after treatment in accordance with current regulatory requirements. Three infiltration ponds(A, B and C) will be constructed in the central and west portions of the site. The locations of the ponds are shown on the Figure 1. Current plans include raising grades in the portion of the site proposed for storm water infiltration. To provide additional filtration of the roadway storm water, we recommend that the G e o E n g i n e e r s File No.0291-006-T03 M.A. Segale, Inc. October 24, 1994 Page 9 fill consist of a granular soil material laced as a filter blanket. Typically this consists of medium S p yp y ed um to coarse grain sand. Specific grain-size design criteria will be provided at your request. Storage capacity of the soils and possible ground water mounding during wet weather conditions may have an impact on the final design of the pond infiltration systems. We recommend that a select fill material, gravel, be used to provide additional storage capacity above the existing water table and enhance infiltration of the storm water. Storm water infiltration rates for site soils were calculated based on the grain-size distribution of select soil samples and their corresponding soil textures. The U.S. Department of Agriculture Textural Triangle provided in the Stormwater Management Manual for the Puget Sound Basin, published in February 1992, was used to determine the soil textures and the infiltration rate. Representative soil samples were collected at the elevations of the proposed infiltration pond bottoms below the filter. The theoretical stormwater infiltration rates for the soil samples analyzed is about 8 inches per hour. This rate of infiltration would occur until the underlying soil is saturated and the water table is mounded above the bottom of the pond. When the top of the mound is above the bottom of the pond, the effective infiltration rate is equivalent to the dissipation rate of the mound. Important factors affecting the dissipation are the size and shape . of the infiltration area, depth to the water table, and other factors. For percolation area B, we calculate a dissipation rate of 4 to 6 inches per hour. Based on this, a design percolation rate of 4 inches per hour is recommended. The dissipation rate for area C is calculated to be 4 inches per hour, and a percolation rate of 4 inches per hour is recommended. For area A, the dissipation rate is calculated to be approximately 2 to 21h inches per hour. In order to increase the effective rate to 4 inches per hour, we recommend the construction of a gravel infiltration blanket that extends north of the infiltration pond. The area of the infiltration blanket should be approximately the same as the bottom area of the ponds (76,800 sq. ft.) to provide an effective percolation rate of 4 inches per hour in the pond. We recommend the gravel blanket be 4 feet thick and approximately 100 feet wide. The base of the gravel should be at the same level as the bottom of the filter blanket. Extending the gravel blanket north of pond A to the region where gravel was encountered will significantly increase percolation and provide a margin of safety. A schematic section is provided as Figure 15. Storm water should be treated in accordance with current regulations prior to infiltration. We understand that wet ponds will be used for treatment of the stormwater runoff. Suspended solids could eventually clog the soil and reduce the infiltration rate if allowed to enter the ponds during construction. Because of the potential for clogging, temporary storage and handling of surface water ponds should be done until after construction is complete and the site is paved and landscaped. Periodic sweeping of the paved areas will help extend the life of the infiltration system. G e o E n g i n e e r s File No.0291-006-M3 M.A. Segale, Inc. October 24, 1994 Page 10 Infiltration of the storm water at the site will match existing recharge conditions at the site and maintain recharge to the down-gradient water supply system. No adverse impact to the existing water system is expected. The existing collection and discharge of ground water in the west portion of the site will be maintained by the proposed storm water collection and infiltration systems. SLOPE STABILITY Based on our field observations, data review, subsurface explorations and experience, we conclude that the slopes at the site are stable relative to deep-seated failure. No changes in slope stability are expected as a result of the proposed development. Sloped areas of I1h to 1 or steeper are currently experiencing erosion and surficial ravelling and sloughing. If measures recommended in this report are implemented, these natural processes can be expected to be retarded and sloped areas stabilized/protected as a result. SETBACKS The City of Renton restricts building on slopes of 40 percent or greater. The building setbacks from the top of slope along the south bluff which we previously provided(ranging from 25 to 40 feet from the top of the bluff) can likely be reduced based on your final grading plan and foundation designs. In other areas of the site where were structures or roadways are proposed near the toes of slopes, we recommend that catchment systems/wall be constructed using Ecology blocks or comparable materials, or that structures be set back a minimum of 8 feet. For planning purposes we recommend a setback of 15 feet from the foundation/pole of existing transmission lines to the top of 11h to 1 cut slopes. Erosion control measures should be provided to minimize any potential erosion and surficial ravelling. If the slopes are 11h:I or less, we believe the potential for erosion is minimal. EARTHWORK Site Preparation Most of the site area was previously cleared and graded incidental to surface-mining operations. Remaining vegetated or revegetated areas to be graded should be cleared of deleterious matter including debris and organic materials. Graded areas should be stripped of any forest duff and organic-laden soils. Based on our site observations, we estimate that stripping on the order of 2 or 4 inches will likely be necessary to remove the root zone and surficial soils containing organics in the vegetated areas of the site. Areas with deeper, unsuitable organics should be expected in the vicinity of man-made water/silt control structures created incidental to mining. Stripping depths of up to 1 foot are likely in these areas. G e o E n g i n e e r s File No.0291-006-T03 M.A. Segale, Inc. October 24, 1994 Page 11 If the clearing operations cause excessive disturbance, additional stripping depths may be necessary. Disturbance to a greater depth should be expected if site preparation work is done during periods of wet weather. The organic-laden strippings can be stockpiled on-site and later used for landscaping purposes. Materials which cannot be used for landscaping should be removed from the project site. Following stripping and prior to placement of fill, the exposed subgrade areas should be compacted to a firm and unyielding surface. In fill areas, we recommend that trees be removed by overturning so that a majority of the roots are removed. Excavations for tree stump removal should be backfilled with structural fill compacted to the densities described in the Structural Fill section. We recommend that the exposed subgrade conditions be evaluated after removal of vegetation and topsoil stripping is completed and prior to placement of structural fill. The exposed subgrade soil should be proofrolled with heavy rubber-tired equipment during dry weather or probed with a 1/2-inch-diameter steel rod during wet weather. Silty surficial soils in the vicinity of the drainage swale should not be proofrolled if they contain excessive moisture. Any soft, loose or otherwise unsuitable areas delineated during proofrolling or probing should be recompacted, if practical, or overexcavated and replaced with structural fill, based on the recommendations of our site representative. Structural Fill All new fill material used to achieve design grades within the building and roadway areas should be placed as structural fill. The structural fill should be placed in horizontal lifts of appropriate thickness to allow adequate and uniform compaction of each lift. Fill placed in the building and pavement areas should be compacted to at least 95 percent of MDD (maximum dry density as determined in accordance with ASTM D-1557). The appropriate lift thickness will depend on the fill characteristics and compaction equipment used. 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 increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult to achieve. During wet weather, we recommend use of well-graded sand and gravel with less than 5 percent passing the No. 200 sieve based on that fraction passing the 3/4-inch sieve. Material placed for structural fill should be free of debris, organic matter, trash and cobbles greater than 6 inches in diameter. Particle sizes larger than 3 inches should be excluded from the top 1 foot of fill. The moisture content of the fill material should be adjusted as necessary for proper compaction. G e o E n g i n e e r s He No.0291-006-n3 M.A. Segale, Inc. October 24, 1994 Page 12 Suitability of On-Site Materials as Fill During dry weather construction, any nonorganic on-site soil may be considered for use as structural fill, provided it meets the criteria described above in the structural fill section and can be compacted as recommended. If the material is over-optimum moisture content when excavated, it will be necessary to aerate or dry the soil prior to placement as structural fill. In general, the granular soils (sand and gravel) observed in our test pits and encountered in the borings with less than 10 percent fines (material passing the No. 200 sieve) may be used as structural fill. This material is comparable to commercial "pit run" sand and gravel. "Cleaner" material, less than 5 percent fines, will be suitable as structural fill during wet weather conditions. Most of the site soils will likely meet this criteria. CUT AND FILL SLOPES Temporary cut slopes may be necessary during grading operations. As a general guide, temporary slopes of 11h to 1 (horizontal to vertical) or flatter may be used for temporary cuts in the upper 3 to 5 feet of the glacially consolidated soils that are weathered to a loose/medium dense condition. Temporary slopes of 1 to 1 or flatter may be used in the unweathered dense to very dense sands and gravels or till. These guidelines assume that all surface loads are kept at a minimum distance of at least one half the depth of the cut away from the top of the slope and that significant seepage is not present on the slope face. Although no significant seepage is expected, flatter cut slopes will be necessary if encountered. We recommend a maximum of 11h to 1 for permanent cut slopes and 2 to 1 for permanent fill slopes. Where the recommended slopes are not feasible, catchment or retaining structures are recommended. In addition, we recommend that new cut slopes of 1'/2 to 1 be covered with jute mat and hydroseeded. Fill placed on slopes that are steeper than 5 to 1 should be "keyed" into the undisturbed native soils by cutting a series of horizontal benches. The benches should be 1'/2 times the width of equipment used for grading and a maximum of 3 feet in height. Subsurface drainage may be required in seepage areas, if encountered. Surface drainage should be directed away from all slope faces. Some minor raveling may occur with time. All new and existing slopes should be seeded as soon as practical to facilitate the development of a protective vegetative cover or otherwise protected. BUILDING FOUNDATIONS The proposed manufactured/modular homes should be supported in accordance with the manufactures' recommendations. Spread footings will likely provide adequate support for the proposed structures. Footings which bear on dense native soil or on structural fill compacted to at least 95 percent of the MDD can be designed using an allowable soil bearing pressure of 2,000 psf for combined dead and long-term live loads, exclusive of the weight of the footing and G e o E n g i n e e r s File No. 0291-006-T03 M.A. Segale, Inc. October 24, 1994 Page 13 any overlying backfill. This value may be increased by one-third for transient loads such as those induced by seismic events or wind loadings. We recommend a minimum width of 2 feet for isolated footings and 16 inches for continuous wall footings. We expect that specific requirements for stabilizing the manufactured home units will be required. Based on the type of system used, specific geotechnical criteria can be provided for the various systems. We estimate that settlements of footings designed and constructed as recommended will be less than 1/2 inch, with differential settlements between comparably loaded footings of 1/2 inch or less. Settlements will occur essentially as loads are applied. Disturbance of the foundation subgrade during construction could result in larger settlements than predicted. LIMITATIONS We have prepared this report for M.A. Segale, Inc., the property owner,.and their agents for use in the design of geotechnical parameters and storm water infiltration systems for this project. Our conclusions and recommendations are based on widely spaced explorations and subsurface conditions between the explorations may vary from those reported. Subsurface conditions should be monitored during construction to evaluate the consistency of soil type and grain size. It may be necessary to modify the design of the stormwater infiltration systems if soil conditions differ from those encountered in the test pits. Our report, conclusions and interpreta- tions should not be construed as a warranty of the subsurface conditions. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in this area at the time this report was prepared. No warranty, express or implied, should be understood. � O ► G e o E n g i n e e r s He No.0291-006-T03 M.A. Segale, Inc. October 24, 1994 Page 14 We appreciate the opportunity to be of service to Segale Business Park. Please call if you have questions regarding this report. Yours very truly, HE O� W�hd � GeoEngineers, Inc. o z y19 � y w /1297 Brad . Big sta F �GISTE4��ti�'� Engi eering Geol ist SSj�NAL ECG EXPIRES jr6 �(� Gary . 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Doses •__" ° �a MIZI ` \ SOIL CLASSIFICATION SYSTEM GROUP MAJOR DIVISIONS SYMBOL GROUP NAME GRAVEL CLEAN GW WELL-GRADED GRAVEL,FINE TO COARSE GRAVEL COARSE GRAVEL GRAINED GP POORLY-GRADED GRAVEL SOILS More Than 50% of Coarse Fraction GRAVEL GM SILTY GRAVEL Retained WITH FINES on No. 4 Sieve GC CLAYEY GRAVEL More Than 50% Retained on SAND CLEAN SAND SW WELL-GRADED SAND, FINE TO COARSE SAND No. 200 Sieve SP POORLY-GRADED SAND More Than 50% of Coarse Fraction SAND SM SILTY SAND Passes WITH FINES No. 4 Sieve SC CLAYEY SAND FINE SILT AND CLAY ML SILT GRAINED INORGANIC SOILS CL CLAY Liquid Limit Less Than 50 ORGANIC OL ORGANIC SILT, ORGANIC CLAY More Than 50% SILT AND CLAY MH SILT OF HIGH PLASTICITY, ELASTIC SILT Passes INORGANIC 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 Dry- Absence of moisture, dusty, dry to the touch in 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 Geo l�Engineers FIGURE 2 LOG OF TEST PIT DEPTH BELOW' SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL DESCRIPTION TEST PIT 1 0.0-9.5 SP Brown fine to medium sand with a trace of silt and occasional gravel(medium dense to dense,moist to wet) Test pit completed at a depth of 9.5 feet on 09/19/94 Moderate ground water seepage observed at approximately 8.0 feet Severe caving observed Disturbed soil sample obtained at a depth of approximately 4.0 feet TEST PIT 2 0.0-6.5 SP Brown fine to medium sand with a trace of silt(medium dense to dense,moist to wet) Lenses of fine sand with silt @ 6.0 feet Test pit completed at a depth of 6.5 feet on 09/19/94 Moderate ground water seepage observed at approximately 6.0 feet Severe caving observed TEST PIT 3 0.0-7.0 SP Brown sandy fine gravel with a trace of silt(medium dense to dense,moist) 7.0- 10.0 SP Brown fine to medium sand with a trace of silt(dense to very dense,moist) Test pit completed at a depth of 10.0 feet on 09/19/94 No ground water seepage observed Moderate to severe caving observed Disturbed soil sample obtained at a depth of approximately 2.0 feet THE DEPTHS ON THE TEST PIT LOGS,ALTHOUGH SHOWN TO 0.1 FOOT,ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. Its. LOG OF TEST PIT Geo IN --0 veers FIGURE 3 DEPTH BELOW SOIL GROUP LOG OF TEST PIT GROUND SURFACE CLASSIFICATION (FEET) SYMBOL DESCRIPTION TEST PIT 4 0.0-2.0 SP Dark brown fine to coarse sand with a trace of silt and occasional gravel(medium dense,moist) 2.0-4.5 GP Dark brown sandy gravel with a trace of silt(medium dense to dense,moist) 4.5- 12.0 SP Dark brown fine to medium sand with a trace of silt(dense to very dense,wet) Test pit completed at a depth of 12.0 feet on 09/19/94 Slight ground water seepage observed at approximately 4.0 feet Severe caving observed Disturbed soil sample obtained at a depth of approximately 3.0 feet TEST PIT 5 0.0- 14.0 SP Brown fine to medium sand with a trace of silt(medium dense to very dense,moist) Test pit completed at a depth of 14.0 feet on 09/19/94 No ground water seepage observed Severe caving observed TEST PIT 6 0.0- 15.5 SP Brown fine to medium sand with a trace of silt and occasional gravel(medium dense to very dense,moist to wet) Test pit completed at a depth of 15.5 feet on 09/19/94 Slight ground water seepage observed at approximately 5.5 and 11.0 feet Severe caving observed THE DEPTHS ON THE TEST PIT LOGS,ALTHOUGH SHOWN TO 0.1 FOOT,ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. LOG OF TEST PIT Geo M�Engineers FIGURE 4 DEPTH BELOW SOIL GROUP LOG OF TEST PIT GROUND SURFACE CLASSIFICATION (FEET) SYMBOL DESCRIPTION TEST PIT 7 0.0-3.0 SP-SM Brown gravelly fine to medium sand with silt(medium dense,moist) 3.0-6.5 SP Brown fine to medium sand with a trace of silt(dense,moist) 6.5-8.0 SM Gray silty fine sand(dense to very dense,wet) 8.0- 18.5 SP Gray fine sand with a trace of silt(dense to very dense,wet) Test pit completed at a depth of 18.5 feet on 09/19/94 Slight ground water seepage observed at approximately 2.0 and 8.0 feet Severe caving observed TEST PIT 8 0.0-2.0 SP Brown fine to medium sand with gravel and a trace of silt(medium dense,moist) 2.0-7.0 SP Dark gray fine to medium sand with a trace of silt and occasional gravel(dense to very dense,moist to wet) 7.0- 11.0 SP Brown fine to medium sand with a trace of silt(very dense,moist to wet) 11.0- 13.0 SM Tan silty fine sand(very dense,moist) 13.0- 16.0 ML Bluish gray silt with clay(hard,moist) Test pit completed at a depth of 16.0 feet on 09/19/94 Very slight ground water seepage observed at approximately 2.0 and 11.0 feet Moderate caving observed Disturbed soil sample obtained at a depth of approximately 8.0 feet THE DEPTHS ON THE TEST PIT LOGS,ALTHOUGH SHOWN TO 0,1 FOOT,ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. its. LOG OF TEST PIT G e o Enty gineers FIGURE 5 LOG OF TEST PIT DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL DESCRIPTION TEST PIT 9 0.0-3.0 GM Brown gravel with sand and silt(very dense,moist) 3.0- 16.0 SP Brown fine to medium sand with a trace of silt(very dense,moist) 16.0- 17.5 SM Tan silty fine sand(very dense,moist) 17.5-20.0 SM Brown silty sand with gravel(very dense,moist)(cemented) Test pit completed at a depth of 20.0 feet on 09/19/94 No ground water seepage observed Minor caving observed TEST PIT 10 0.0- 1.0 SM Gray silty sand with gravel(very dense,moist) 1.0- 19.0 SP Brown fine to medium sand with a trace of silt(very dense,moist) Test pit completed at a depth of 19.0 feet on 09/19/94 No ground water seepage observed Minor caving observed TEST PIT 11 0.0-2.5 SP-SM Dark brown fine to coarse sand with silt and gravel(dense,moist) 2.5-6.0 SP Light brown fine to medium sand with a trace of silt(medium dense to dense,moist) 6.0-9.5 SP-SM Gray fine to medium sand with silt(medium dense,moist) 2 foot layer of hay and rotted wood 9.5- 14.0 SP Brown fine to medium sand with a trace of silt and occasional gravel (medium dense,moist) 14.0- 16.5 SP Grades to medium sand(medium dense to dense,wet) Test pit completed at a depth of 16.5 feet on 10/17/94 Ground water seepage observed at a depth of 14.0 feet Caving at and below seepage Disturbed soil sample obtained at a depth of 5.5 feet THE DEPTHS ON THE TEST PIT LOGS,ALTHOUGH SHOWN TO 0,1 FOOT,ARE BASED ON AN AVERAGE OF • MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. �v LOG OF TEST PIT Geoff Engineers FIGURE 6 DEPTH BELOW SOIL GROUP LOG OF TEST PIT GROUND SURFACE CLASSIFICATION (FEET) SYMBOL DESCRIPTION TEST PIT 12 0.0-2.7 SP Brown fine to medium sand with gravel and a trace of silt(medium dense to dense, moist) 2.7-3.5 SP Brown gravelly fine to coarse sand(dense,moist) 3.5-4.5 SP-SM Dark brown fine to medium sand with silt and gravel(dense,moist) 4.5-6.0 GP Brown sandy gravel(dense,moist) 6.0-9.0 SP Brown gravelly fine to medium sand(dense,moist) 9.0- 10.5 SP-SM Gray fine to medium sand with silt partings(dense,moist) 10.5- 15.0 SP-SM Brown fine to medium sand with gravel and silt partings(dense,moist) Test pit completed at a depth of 15.0 feet on 10/17/94 Ground water seepage observed at 14.0 feet Caving observed at 14.0 feet Disturbed soil samples obtained at depths of 2.0,3,0 and 13.5 feet TEST PIT 13 0.0- 1.5 GP-GM Brown sandy gravel with silt(medium dense,moist) 1.5-3.5 SP Brown medium sand with gravel and a trace of silt(dense,moist) 3.5-4.5 GP-GM Dark brown gravel with silt and sand(dense,moist) 4.5-7.0 SP-SM Light brown fine to medium sand with silt and occasional gravel(dense,moist) 7.0- 12.5 SP Gray fine to medium sand with a trace of silt(dense,moist) 3-foot layer of organic material and tree parts 12.5- 13.0 SM Gray fine silty sand(dense,moist) 13.0- 16.0 SP-SM Brown fine to medium sand with silt(dense,moist) Test pit completed at a depth of 16.0 feet on 10/17/94 No ground water seepage observed No caving observed Disturbed soil samples obtained at depths of 4.0,and 5.0 feet THE DEPTHS ON THE TEST PIT LOGS,ALTHOUGH SHOWN TO 0,1 FOOT,ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. �gil. LOG OF TEST PIT Geo�r Engineers FIGURE 7 DEPTH BELOW SOIL GROUP LOG OF TEST PIT GROUND SURFACE CLASSIFICATION (FEET) SYMBOL DESCRIPTION TEST PIT 14 0.0- 1.5 GP Brown sandy gravel with a trace of silt(medium dense,moist) 1.5-5.0 SP Brown fine to medium sand with a trace of silt and occasional gravel(dense,moist) 5.0- 15.0 SP-SM Gray fine to medium sand with silt(dense,moist) Increasing particle size and decreasing silt content with depth Grades to wet Test pit completed at a depth of 15.0 feet on 10/17/94 Ground water seepage observed at 14.0 feet Caving observed at 14.0 feet Disturbed soil sample obtained at a depth of 3.5 feet TEST PIT 15 0.0-2.0 SP Light brown fine to medium sand with a trace of silt and occasional gravel(medium dense,moist) 2.0-8.0 GP Brown sandy gravel(medium dense to dense,moist) Grades to gravel with a trace of sand(medium dense to dense,wet) Test pit completed at a depth of 8.0 feet on 10/17/94 Ground water seepage observed at 4.5 feet,with a significant flow at 6.0 feet Severe caving observed Disturbed soil sample obtained at a depth of 5.0 feet TEST PIT 16 0.0-2.0 SP-SM Brown gravelly fine to medium sand with silt(medium dense,moist) 2.0-9.5 GP Gray sandy gravel(medium dense to dense,moist) Grades to wet Test pit completed at a depth of 9.5 feet on 10/17/94 Ground water seepage observed at 8.0 feet Severe caving observed THE DEPTHS ON THE TEST PIT LOGS,ALTHOUGH SHOWN TO 0,1 FOOT,ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. Geo opgyp. LOG OF TEST PIT Engineers FIGURE 8 LOG OF TEST PIT DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL DESCRIPTION TEST PIT 17 0.0-2.5 GP Brown sandy gravel with a trace of silt(medium dense,moist) 2.5-5.5 GP Gray sandy gravel(medium dense to dense,moist) 5.5-8.5 GP Brown gravel with sand and a trace of silt(medium dense to dense,wet) Test pit completed at a depth of 8.5 feet on 10/17/94 Ground water seepage observed at 8.0 feet Caving observed at 3.0 feet TEST PIT 18 0.0-6.0 SP Light brown fine to medium sand with occasional gravel and a trace of silt(medium dense,moist) Grades to medium dense to dense,wet) Grades to wet Test pit completed at a depth of 12.0 feet on 10/17/94 Ground water seepage observed at 6.0 feet Caving observed at 5.0 feet TEST PIT 19 0.0-3.0 GP Brown gravel with sand and a trace of silt(medium dense,moist) 3.0-8.0 SP Brown fine to medium sand with a trace of silt and occasional gravel (medium dense,moist to wet) Test pit completed at a depth of 8.0 feet on 10/17/94 Ground water seepage observed at 6.0 feet Severe caving observed THE DEPTHS ON THE TEST PIT LOGS,ALTHOUGH SHOWN TO 0.1 FOOT,ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. I` LOG OF TEST PIT G e o\\o Engineers FIGURE 9 DEPTH BELOW SOIL GROUP LOG OF TEST PIT GROUND SURFACE CLASSIFICATION (FEET) SYMBOL DESCRIPTION TEST PIT 20 0.0- 1.0 GP Dark brown sandy gravel with a trace of silt(medium dense,moist) 1.0-7.0 SP Brown fine to medium sand with occasional gravel and a trace of silt (medium dense,moist to wet) Test pit completed at a depth of 7.0 feet on 10/17/94 Ground water seepage observed at 6.0 feet Severe caving observed TESL'PIT 21 0.0-3.0 SP Brown fine to medium sand with occasional gravel and cobbles and a trace of silt (dense to medium dense,moist) 3.0-7.0 ML Gray silt with clay and a trace of sand(very stiff,moist) 7.0- 10.0 ML Gray sandy silt(very stiff,moist) Test pit completed at a depth of 10.0 feet on 10/17/94 No ground water seepage observed No caving observed THE DEPTHS ON THE TEST PIT LOGS,ALTHOUGH SHOWN TO 0.1 FOOT,ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. IM LOG OF TEST PIT Geoff Engineers FIGURE 10 0291-006-To:GWH:vc 09/29/94 9 0 U.S.STANDARD SIEVE SIZE S. 1.5' 3/41/2'3/8' #4 #10 #20 #40 #60 #100 #200 ^ 100 �.�1 J ;......>..E................<....................t............;....................<.: ..... .. ........ ... ........ ... ........ 90 - ........................................................ ........ _ _ _ - - - - - - 80 Nil Off ;.: ...;.. t............. .:. .......................: .. ........ .. .........:..:...:........�... ...;... ;...;..;.. ..}........... ...?.. ..................... . ......�...�............ ..... 70 Go ... ........ ... ........ ... . ........_ _ _ _ ........ _ _ _ ........ _ - - - - ........ .. .............................s..�.•....... ... ............. .. ........ ►� _ co 50 .. c < r ..... ..... .. ............ .... .................... r.................<.....................F......... .... .........7................... ..................................;...r..s....t.....}.......5.............. a ... ............ n — — — _ ........ w 40 - - .................._............ ... ............. ........ .. ........ ... ........ ... ........ c� `. . ..'....`.....'•........ ........ i. .. .. �.�...<.a..a........... �. ...<...<....�.....�.. w 's .f.i..t..q..t....}.....}.....................n.l.t..;..;...;....:....w.......t.............w.j.;..j..;...;...w....;........;.............;.q.;..;..;...:...;.....;. .....j.............j....;.w.w..w...;.....j.......... ...j.;.w.;..t...;....;.....;.......;............. 20 _ _ _ ........ _ ........ ... ........ .. ........ .. ..... .....s.......<.............i.'s. ......<.........'s.................... ........i....:............<.............. ........ ........ ........ ............................ ... ........ .. ........ .. ........ ... ........ ... ........ n 0 0 1.000 100 10 1 0.1 0.01 0.001 -D-1 GRAIN SIZE IN MILUMEfERS 6 O c Z M C COBBLES GRAVEL SAND SILT OR CLAY COARSE FINE COARSE MEDIUM FINE .i rn N SYMBOL IXN PLORA SAMPLE UMBER DEPTH(FEET) SOIL DESCRIPTION • TP-1 4.0 Fine to medium sand with a trace of silt and occasional gravel 0291-00&-T*:GWH:vc 09/29/94 U.S.STANDARD SIEVE SIZE 3- 1.5' 3/4"1/2'3/8' #4 #10 #20 #40 #60 #100 #200 100 .......... I............. ..................... 90 ............ ..................... ..................................... .......................... ............................................ ..................... ........... ..................... .................. ................................... ............................. ................................... ........... ..................... .........I............ ............. ............ ............ .................... .......... .... 80 — : : : : : - . .. . . . . ............... ....... ............. ...... ..................... ............................... .............. .................... ........ ........... ..................... ........... ..................... 70 .................... .....................a........... ........... ....................... ................... .................... ................ ............... ....................... 0 .................... ............. ..... .............;........ .............................. ................. ............. ...................... ............ ........................... ............. ........... ............. .................................... .......... ..................................... >m .............. .................... ............. ....... ............. ....... ............. ............. 6 50 .......I.............. .......................... .........F ........................... ...................... ....... ............. .................... .............................. ...... .................................. ........................ ....... .................... ................................ .................................... 40 ...................... ................ ...................... ......................... .................. ................................... ....................... ..................................... ui CC . ....... .. .. . .. . ........ .. ......... .......j............. ... ... .. ................ ... ... ... ... .. ....................................11I.T.1... .................... CL 30 .............. t......................... ....... ............. .......5............. ................ ......................... .................. ......... ....... ............. ................... ........................... .............................. .....................- ..............................- 20 ....... .................... ... ................................. ........................... ........ ..................... ....................................... ........................... ............ ................................. ....... ............. ....... ............... ... ......................... 10 ....................... .................... ...........i ............. ..................... ...................... ..................... ... ........................... ...................... .................... ....... .................. L..;............................... ....................LJ .............0 0 1,000 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS C Z m 0 RAVEL SAND m COBBLES SILT OR CLAY C COARSE FlNE JCOARSEF MEDIUM I —F1NE :33 rn EXPLORATION SAMPLE Cl) SYMBOL NUMBER DEPTH(FEE-0 SOIL DESCRIPTION 0 TP-4 3.0 Sandy gravel with a trace of silt 0291-Oor>-T*:G' WH:vc 09/29/94 U.S.STANDARD SIEVE SIZE 31 1.5' 3/4*1/2'3/8" #4 #10 #20 #40 #60 #100 #200 1()0 ............. .......... ............. ......... .................... 90 ................... .......... ......................... ............................ ............................. ..................... ............. ....................... .......... ....... ............ ...................................... ........................... ........................................ .................................. ............ ..................... 80 ............. ...................................... ........... ................... ................................... ....................... ............................... VIP .............. ............. ...................... ..................... 1............. .................... 70 .................... ............. ...... ....... .......................... ...... ............. ......... ..................... .............. ............. ....... ............. ........................................ .......... . ... ... ....... ................................................................... ................................. .... .................................... .....................v.,.............. ...................... .......... ............. ....... ............... ....... ............. .................... ............. CO 50 ......................... .......................................... ...................... ............ .................................... vJ ............ ................. .................. ....... ............................. ......... .................................... ....... ............. ................................... 40 ......:.................... .............................. ........................... ..................... ..................... ....... ..................... W ............... .................... ........... ............. ........................... ....... ............. LU 30 ................ .................... ............. ............. ....... ............. ..................... ..................... ............. .......... ..................... ............................. ........... .......... ......... ............... .................................... 20 .......:............. ..................................... ........- ............................ .. . . . . . ... .. ............ ........ ..................... ........ ...................... ....... ............ ............................. .............. ............. .............................................. ...................... 10 .........................i-i-i-i .................... .............................. . .......... .........I.............!T.?.!..!...1.... .................... ....................... ..................... ........ ... ........ ....... ......... ............. ...................... 0 > 0 1,000 100 10 1 0.1 0.01 0.001 -n > 4 GRAIN SIZE IN MILLIMETERS O 0 C Z M I GRAVEL SAND M 0 COBBLES I -1-FINE SILT OR CLAY C I COARSE I FINE 1COARSE1 MEDIUM M Cl) SYMBOL EXPLORATION SAMPLE NUMBER DEPTH(FEET) SOIL DESCRIPTION 0 TP-8 8.0 Brown fine to medium sand with a trace of silt ; 4 } i 1 POND r. 4� StY•.hfvM1i,�:::•:.;:. `v ::i?::>::;�::;i+ia '',\a,`\+ .a q. ' _ ::^+t��_:n�i:`-`v: ,tan9`•:j' ?'�:t::£�`.`::: vet \%'cJ::. (' 2. Grav I Infiltration Blan et - ..::�`w4 ' '• .�""'� �"'`" .�r :.................. ............ ...... •r.....fnf.- >,./..i c:.•:.::..r.?v:;•:::<:q<.k;.a:a,..:.........' f 'Sq psi<: ...a,... .......a...,..a.....v.. t .,tea :. Et ..a.::..taa..at ,......a......,, .....a....4..............n...., ^C.:.\ a.:::..\.a..\,. , ..w:Y.v}.,a.....,P......�:.aa.:ra..\....\..... .vv.:.....a.h.`\.a.......:...,...;.4.a.v. 4 :.a>t,.... to `b .,..:\....a.. \.......... ,\, :..v..v....,4v .. v.a:::•4'.,:}:.v,.•.^P. : t n\\\ a„ v:v2: .:i'':v.v;..:;:��:�iiO�:::ii;i:�;.v;« `:h\\... x.\,. n....:..... „ ?.. v rn C2 o_ 0 0 0 0 0 rn N O O U S NOT TO SCALE rn N O SCHEMATIC SECTION OF W Ge0 En i n e e r s GRAVEL INFILTRATION BLANKET a m %\0 FIGURE 15 a m PRELIMINARY GEOTECHNICAL REPORT McMAHON PROPERTY ROAD ALIGNMENT Prepared For CENTRON This report was prepared under the supervision of a registered professional engineer t� I P. S; Cc�La y r b -o 1T706 y � ? ; r 4� r CH2M HILL s9......�:•��� iMay 1 988 ) S� NAI E� SEA24614.B0 seOS6604/001/1 CONTENTS Page Introduction 1 Project Description 1 Site Description 1 Site Geology 2 Field Exploration 3 Subsurface Conditions 4 Results of Laboratory Testing 6 Stability Analyses 6 Cut Slope 6 Fill Slope 7 Discussion 8 Additional Recommended Geotechnical Exploration and Analyses 10 References 10 Appendix A. Results of Laboratory Testing Appendix B. Logs of Test Borings .17 O ` 0i Ci 1-17 � M seOS6604/003/1 l TABLES Page 1 Water Level Readings 5 2 Direct Shear Test Results for Lacustrine Silt 7 FIGURES 1 Geologic Map At end 2a Schematic Geologic Profile, Station 13+00 At end 2b Schematic Geologic Profile, Station 16+00 At end 2c Schematic Geologic Profile, Station 25+00 At end 2d Schematic Geologic Profile, Section Between Borings At end 3 Static Condition, Cut Slope Stability, Slope Configuration At end 4 Static Condition, Cut Slope Stability, Analysis Results At end 5 Static Condition, Fill Slope Stability, Slope Configuration and Analysis Results At end seOS6604/003/2 INTRODUCTION The purpose of the geotechnical exploration program is to provide a preliminary assessment of existing site conditions with respect to stratigraphy, groundwater conditions, soil conditions , and geotechnical parameters and to obtain sub- surface samples for laboratory testing to provide a better understanding of existing conditions for the proposed road alignment. The scope of work for the geotechnical exploration includes : o Site reconnaissance and mapping o Field subsurface exploration o Laboratory testing of selected samples o Geotechnical analysis and preparation of this report PROJECT DESCRIPTION The proposed road is approximately 2, 200 feet in length and will connect the McMahon property with the Maple Valley Highway, providing major access to the developing area of southeast Renton, north of the Maple Valley Highway. The road is proposed to be a four-lane road with a fifth lane for left turns where required. Initial development will likely be a two- to three-lane section. Because of the steep grade of the existing slope, the pro- posed road grade will vary from 8 . 5 to 12 percent. Eleva- tion gain along the road is approximately 200 feet. The proposed road alignment is primarily in cut. SITE DESCRIPTION The property at the upslope end of the McMahon road align- ment will connect to an area where, in the past, sand and gravel have been mined. It appears the resource is near the end of its commercial life, as most of the desirable mate- rial has been removed. The proposed road alignment traverses a very steep area. Existing slopes range from near-vertical cuts near the top of slope and flatten to about 29 to 35 degrees in the middle and bottom of the slope. The vegetation consists primarily of blackberry, ferns , alders, occasional firs and cedars, and horsetails where the ground is wet at the surface. Many seOS6604/002/1 1 springs and wet areas were noted during the field reconnais- sance and are shown in Figure 1 . The previous owner dammed a spring area to provide a water source for livestock and maintained a one-lane gravel road up the hillside in the approximate location of the proposed road. A ditch on the upslope side of the road was used to divert water from the roadway. This road fell into disuse and is now only a trail. Parts of the old road have been lost as a result of slope movements. Areas at the top of the slope facing the Maple Valley High- way have been modified as a result of quarry operations. At one time, sand and gravel were removed from the southern portion of the pit by cutting a notch in the top of the hillslope and dumping the material down the slope for load- ing out at the base. Significant erosion has occurred along portions of the old roadway particularly near its lower end. The soil is ex- tremely erodable and has resulted in the construction of containment dikes , ponds , and other stabilization measures . It is our understanding that significant cleanup operations were required to remove soil that was deposited on the Maple Valley Highway. This occurrence resulted from the uncon- trolled release of impounded water within the pit area through the previously described notch cut at the top of the slope. SITE GEOLOGY Figure 1 is a geologic map of the site showing field obser- vation site slide zones and seeps. Geologic mapping was restricted to the slope and surrounding area accessible along the existing trail. Because much of the exposed ma- terial appears to have been displaced by landslides, it is speculative to map the soil deposits from these exposures. Material types present in slope exposures along the trail were primarily fine grained. Geologic cross sections are shown in Figures 2a through 2d to illustrate schematically subsurface conditions near the slope surface. The hillside is capped by a 5- to 20-foot layer of sandy gravel. The sand gravel is underlain by glacial till from location A to B, as shown in Figure 1 . The till consists of silt to sandy silt with localized pods or thin layers of clay. Approximately 20 to 40 percent of the till consisted of sub- rounded gravel about 4 inch minus in size. Water seeps were present in the till layer. Underlying the till from loca- tion B to C is massive to thinly bedded silt to a very fine sand, a glaciolacustrine deposit. From locations C to D, seOS6604/002/2 2 there appears to be a highly distorted outwash unit con- sisting of weakly cemented sand and gravel. Further to the west from location E, till is present in the hillside above the road alignment to an approximate elevation of 200 feet. Sand was present above the till in this area. Seeps were noticeable at the contact of the till and sand. The area below the top of the till was consistently wet. Evidence of fairly recent slope movement is found along the proposed road alignment and in the cut face of the quarry along the base of the hill. The evidence includes tension cracks , hummocky topography, bowed tree trunks, and dead trees that have been cut off at the roots by slope movement. The lateral and vertical extent of the slides are unknown at this time, but they may be 10 to 30 feet thick. The slides appear to be translated blocks of the fine- grained soils and flows of the overlying sandier materials . In a publication on slope stability in central King County (Miller, 1973) , the slope where the proposed road is located is classified as potentially unstable and prone to movement. The area to the south of the initial portion of the proposed road alignment has been mapped as manmade fill. East and north of the area below the proposed road alignment as shown in Figure 1 is a large wet area that has been mapped as col- luvium or old landslide debris (Mullineaux, 1965) . The geology of the gravel pit above and north of the road alignment has been mapped by Golder Associates (1987) . The material being mined consists of outwash sand and gravel. The gravel overlies the sand and is weakly cemented and stands near vertical in cuts. The underlying sand is fine grained. The outwash is underlain by a glaciolacustrine unit consisting of thinly bedded silt with minor fine sand and occasional rounded gravel. Till has been mapped further to the east outside the active mining area and, as previously mentioned, was also encountered along the hillside trail in this area. FIELD EXPLORATION The field exploration was conducted in two phases. The first phase consisted of a 1-day geologic mapping effort of the materials exposed in cuts that could be reached from the existing trail that traversed the slope. The geologic map- ping was conducted on January 22, 1988. The second phase of the field exploration consisted of two test borings conducted from February 22 to 29, 1988 . The test borings were drilled by Kenner Drilling, Inc. , of Sher- wood, Oregon, with a CME-75 mud rotary rig and ranged in depth from 150 to 185 feet. Disturbed samples were obtained seOS6604/002/3 3 using two types of split-spoon samplers. From the ground surface to depths of about 60 feet, standard penetration tests were performed with a 2-inch-O.D. split-spoon sampler driven with a 140-pound hammer falling 30 inches. For depths in excess of 60 feet or in materials with a high per- centage of gravel, a 3-inch-I.D. split-spoon sampler driven with a 300-pound hammer falling 30 inches was used to take the samples. Undisturbed samples were obtained using two methods. In softer materials, undisturbed samples were ob- tained in 3-inch-diameter, 30-inch-long steel tubes that are pushed 24 inches into the soil in one continuous stroke with the hydraulic head of the drill rig. In harder materials, undisturbed samples were obtained with a Pitcher sampler, which consists of a 3-inch-diameter, 36-inch-long steel tube- that is connected to a rotating outer barrel and bit that advances to obtain the sample. Samples were visually clas- sified in the field according to the Unified Soil Classifi- cation System by CH2M HILL geotechnical personnel. Field boring logs were revised as necessary based on the results of laboratory testing. SUBSURFACE CONDITIONS The description of subsurface conditions is based on a field exploration program that includes two test borings shown on Figure 1 combined with observations from the geologic map- ping. Figure 2d is an interpretation of subsurface condi- tions between test borings B-1 and B-2. Test boring B-1 is located south of the existing gravel pit at an approximate elevation of 244 feet. The test boring was located in hummocky topography, possibly caused by the movement of saturated sand. The area has revegetated, but movement may still be occurring at a slow rate, as the alders growing in the sand appear to be dying. Test boring B-1 was drilled at a surface elevation of 244 feet to a depth of 150 feet. Two units were present in the test boring. The upper 15 feet is medium- to fine- grained poorly graded sand, brown, moist to wet, with occa- sional 1-1/2-inch-minus gravel. The sand is medium dense to dense and appears to be an outwash deposit. Underlying the sand is more than 135 feet of silt to sandy silt that is gray, wet, and hard with fine sand partings and varies from thinly laminated to massive. The silt is a glaciolacustrine deposit. The second test boring was drilled east of test boring B-1 at elevation 282 . Five subsurface units were encountered. The upper 9 feet consisted of poorly graded gravel and con- sisted of 1-1/2-inch-minus broken and angular rock that was wet and very dense on the basis of blow counts. However, it seOS6604/002/4 4 is unlikely material blow counts are a true indication of density as the sampler was bouncing on large gravel and the gravels appeared to collapse as the hole progressed. Test boring B-2 was relocated four times before successfully pen- etrating the gravels . Below the gravel is 14 feet of firm to stiff, lean to fat clay with interbedded lenses of sandy silt and sandy clay. The third unit is 57 feet of till con- sisting of sand, gravelly sand, and silty gravel. The till is gray-brown, moist to wet, and very dense. The upper 10 feet is weathered. The fourth unit is 24 feet of till interbedded with silt. The fifth unit is more than 90 feet of silt. The silt is gray, moist to wet, hard, with occasional thin silty-fine sand layers up to 1-1/2 inches thick. Ten-foot intervals of the -silt unit in borings B-1 and B-2 were gravel packed and sealed top and bottom to measure water pressure within the silt. Water level readings are presented in Table 1 . Table 1 WATER LEVEL READINGS Water Level Elevation Test Depth Elevation Gravel Pack Boring Date (feet) (feet) (feet) B-1 3-08-88 131 . 3a - 163 . 4 to 94. 0 3-14-88 135. 4 108. 6 B-2 3-08-88 172 . 3 109. 7 Approx. 172 to 97 3-14-88 174. 4 106. 7 a Water level probe stuck at a depth of 131. 3 ft with no water level recorded. These water levels, the apparently saturated soil samples, and the surface seeps at higher elevations than the test hole water levels suggest the presence of a series of perched groundwater zones beneath the slope. seOS6604/002/5 5 RESULTS OF LABORATORY TESTING Laboratory testing was performed on selected soil samples to classify the subsurface units and to evaluate their engi- neering properties. Laboratory tests include natural mois- ture content, hydrometer grain-size analyses, and direct shear tests. The laboratory testing was performed in accor- dance with applicable ASTM standards. The results of nat- ural moisture contents are presented in Table A-1 in the appendix. Grain-size analysis curves and plots of the direct shear tests are also presented in the appendix. Strength data from the direct shear tests were developed for use in the stability analysis. The hydrometer testing con- firms that the glaciolacustrine unit is mainly silt with 10 to 23 percent clay and 3 to 4 percent sand. Moisture contents were performed on selected samples from the test borings. Based on our knowledge of similar mate- rials in this area, it appears that the samples tested are at or above optimum moisture content for compaction. STABILITY ANALYSES Stability analyses were performed for the proposed two hori- zontal (H) : 1 vertical (V) cut and fill slopes for the new roadway. The analyses were performed for the static loading case and for two seismic cases using "pseudo-static" anal- yses. All the analyses were performed using the computer program PCSTABL5. The slope geometries , material properties, and groundwater level assumptions for the analyses are shown in Figure 3 for cut slopes and Figure 5 for fill slopes. The analyses for the proposed cut and fill slopes are described below. Cut Slope Figure 3 shows the proposed 2H: 1V cut slope at Station 16+00 near boring B-1. Boring B-1 indicates that the lacustrine silt and sandy silt deposits comprise the majority of the slope material at this location. The results of the the direct shear tests performed on samples of the silt are listed in Table 2. For the cut slope stability analyses , an effective stress cohesion intercepts ranging from zero to 600 pounds per square foot was used. seOS6604/002/6 6 Table 2 DIRECT SHEAR TEST RESULTS FOR LACUSTRINE SILT Effective Peak Strength Parameters Friction Cohesive Depth Angle Intercept Boring Sample (feet) . USCSa (degrees) (psf) B1 PT16 83 ML 36 300 B2B S26 180 ML 29 600 aUnified Soil Classification System. Three trial piezometric surfaces labelled A, B, and C in Figure 3 were used in multiple runs of the stability anal- yses to bracket the probable range of water pressures acting on the cut slopes . The results of the stability analyses are summarized in Fig- ure 4. A factor of safety (ratio of resisting forces to mobilizing forces) of at least 1 . 5 is customary for the static case (earthquake acceleration = 0 . 0g) for design of new construction. As shown in Figure 4, a safety factor of 1 . 5 only occurs for a low groundwater level (piezometric surface A) and only when the cohesion intercept is at least 500 pounds per square foot. The risk of slope failure in- creases with higher groundwater levels , decreasing cohesion, or both. A seismic analysis of the same slope was performed assuming the soil response to ground shaking resulted in an undrained condition. In the absence of laboratory data, an undrained shear strength of the silt of 3 , 000 psf was assumed. The analyses determines the yield acceleration of the embank- ment, or the acceleration at which the safety factor is 1. 0. The yield acceleration is estimated to be 0. 07 g. Because recommended design acceleration values for embankments are commonly 0 . 12 to 0. 15 g, this estimate suggests a higher- than-average risk of earthquake damage on this slope. Labo- ratory testing is required to adequately define this risk. Fill Slope Figure 5 shows a proposed 2H: 1V fill slope at Station 24+00, which is at the location of a mapped active landslide. Based on our reconnaissance, the depth of movement probably is about 30 feet below the slope surface, as shown in Figure 5. seOS6604/002/7 7 Figure 5 shows boring B-2 soils and groundwater level infor- mation and an estimated landslide failure surface. A stability analysis shows a factor of safety of 1. 0, confirm- ing the geometry and soil properties. Stability analyses for the proposed 2H: 1V fill slope were performed using the same existing slope conditions with the addition of fill. A safety factor of 1.52 resulted for the static case. This safety factor is ordinarily considered adequate for new construction without seismic loading. DISCUSSION The stability analyses should be considered preliminary be- cause the soil conditions are complex, the soils information limited, and conditions are not yet well understood. Addi- tional borings with instrumentation (piezometers, slope inclinometer casings) and additional laboratory tests are necessary to perform a complete investigation for the pro- posed road construction. The preliminary stability analyses indicate that the pro- posed 2H: 1V cut slopes provide adequate safety factors under static conditions only if the piezometeic _water levels in the slope are _relati_v_elm,1.ow, andthe_slope_soi,ls. exhibit � some cohesive strength. There is a good chance that these favorable conditions are present but additional investiga- tion is required to verify this opinion. For design seismic^ conditions , some slope yielding and deformation are expected. More data are required to develop a specific prediction of slope movement. The preliminary stability analyses also indicate that the proposed 2H: 1V fill slopes provide adequate safety factors for static conditions . However, this conclusion depends on an assumed depth to the failure surface. The actual depth should be determined by the recommended additional work for final design. As with the cut slope, for design seismic conditions the fill slope can be expected to experience some permanent deformation. Drainage of water is extremely important in order to reduce the potential instability of slopes, provide a more economic design, and reduce the maintenance and erosion of soil caused by surface water on the slopes. Measures that can be taken to reduce the amount of surface infiltration on the slope and at the top of the hill will reduce the magnitude of this problem; however, they will not eliminate the prob- lem. Drainage blankets, trenches, and collection piping will be required to reduce the problems associated with areas of spring fed seepage exiting on the slopes. Con- trolling the piezometric water surface within the hillslope will reduce the potential of sliding and instability. seOS6604/002/8 8 Approximately 80 percent of the contact between fill and natural soils should have a drainage system comprised of chimney drains and collection pipes. The chimney collection drains will require use of very clean sand or gravel or the use of artificial drainage fabrics. The excavated soils will not meet these requirements ti _ }'���✓ V l t An additional concern is the erodible nature of the silt encountered in the test borings and present in the slide material noted in the geologic reconnaissance. Because of the long cuts anticipated in this material, immediate pro- tection of the exposed slope will be required. The protec- tive measures may include jute mat coverings and seeding of all exposed cut slopes. Benches may be required along the slopes at slope distances 100 to 200 feet to divert drainage and to allow equipment access for. maintenance such as clean- ing drainages, repairing eroded areas, placing drain mate- rials on slopes , installing piping, seeding of slopes, or other such purposes . Erosion control on the sideslopes should require use of such measures as ground mat cover and planting, benches , silt fences , gravel drains, collection pipes and ditches , or siltation ponds. The slopes will re- quire periodic maintenance and cleanup, especially until new vegetation becomes well established. The maintenance access should be sufficient to allow access for trucks and excava- tion equipment for cleanup of sloughed or eroded debris that collects at the base of the slopes . iThe final alignment should be selected to minimize long, thin cuts and fills that only remove the existing surface mat of vegetation. Removing the vegetation only aggravates the erosion problem and does little to improve the slope stability. Retaining walls may be of economic benefit in certain areas , if needed to limit the removal of natural vegetation. Construction sequencing must be performed to minimize sta- bility concerns. The excavation should begin at the top of the slope to maintain hillslope stability and to facilitate handling and disposal of excavated material. The construction of the proposed road will require a sub- stantial amount of excavation. A preliminary alignment has been chosen to limit the volume to 700,000 to 1 ,000,000 cubic yards of earth excavation. The excavation material is pre- dominantly fine grained and presently exists at or slightly above the optimum moisture content of the material for re- compaction. Because the material is so fine grained, it will be very water sensitive and difficult to work with dur- ing wet-weather periods; therefore, its suitability for use as fill material is very limited. The material can be placed and compacted to adequate densities if the natural moisture content at the time of placement is at or below the seOS6604/002/9 9 optimum moisture content. It may be uneconomical to obtain this moisture control. Disposal areas should be designated where compaction is not critical for placement of higher moisture content materials. ADDITIONAL RECOMMENDED GEOTECHNICAL EXPLORATION AND ANALYSES Prior to final design, additional field and laboratory test- ing must be completed to further define the subsurface soil and groundwater conditions. The field work should include enough test borings along the road centerline and above the roadway to have a final borehole spacing of 200 to 300 feet. The borings should be completed as piezometers and/or with slope inclinometer casings. The piezometers should better define the variation of groundwater levels within the slope along the road alignment. The slope inclinometer casings permit periodic monitoring of the slope movement. The depth of the slide surface of the major slide areas should be determined from this investigation. Soil samples obtained from the test borings should be tested to evaluate their engineering characteristics and strength parameters. With the data obtained from the 'additional field and laboratory work, additional stability analysis should be performed on the proposed road design configura- tion. This information should be summarized in a final geo- technical report incorporating an assessment of a design earthquake acceleration for the site and geotechnical design recommendations for construction. REFERENCES Miller, R.D. 1973. Map showing relative slope stability in part of west-central Ring County, Washington. U.S. Geologi- cal Survey, Miscellaneous Geologic Investigations Map I-852-A, Scale 1: 48 , 000 . Mullineaux, D.R. 1965. Geologic Map of the Renton Quad- rangle. U. S . Geological Survey Map GQ-405 . seOS6604/002/10 10 300 Outwash (Poorly Graded Sand) Massive Sliding F in This Unit ■ LL 2 0 0 ?— f' ?— Seeps Present at Till/Outwash Contact o Till and Locally Along Till Exposures ro m W 100 �? — _Man—made Fill ? ? 0 0 1 2 3 4 5 6 7 8 Distance x 100 Feet STATION 13 + 00 Scale: 1' = 80' H & V Notes: 1. See Figure 1 for location of geologic profile. 2. Refer to accompanying text for complete description of geologic units. 3. The depth and thickness of the subsurface strata Indicated on the geologic profiles were gel erallzed from and Interpolated between test borings and geologic outcrops. 1 Information on actual subsurface conditions exists only at the specific locations Indicated. Soil conditions and water levels at other locations may differ Irom Figure 2A conditions occuring at the boring locations. Also, the passage of time may result In a change in the conditions at these boring locations. SCHEMATIC GEOLOGIC PROFILE 300 Outwash B_1 (Poorly Graded Sand) m 200 Glaciolacustrine c Deposits (Silt) Out o � m i m w 100 3-14-88 Man-made Fill 0 0 1 2 3 4 5 6 7 Distance x 100 Feet STATION 16 + 00 Scale: 1' = 80' H & V See Figure 2A for Notes Accompanying this Figure. Figure 2B SCHEMATIC GEOLOGIC PROFILE I 300 B-2 Loose Gravel ? Lean to Fat Clay Till Interbedded Till ? —? 200 and Glaciolacustrine ? ?m d Deposits _ _LL C Glaciolacustrine Deposits 0 m a� w 100 3-14-88 ? ? �_ Cedar River Floodplain and —? Old Colluvium/Landslide Debris Wet Area 0 0 1 2 3 4 5 6 7 Distance x 100 Feet STATION 25 + 00 Scale: 1' = 80' H & V See Figure 2A for Notes Accompanying this Figure. Figure 2C r SCHEMATIC GEOLOGIC PROFILE 'T:IL�� 300 • Gravel B-2 1 B-1 ?—— Till ? Outwash 1 1 200 ? Interbedded Till and ?GI acustrine Deposits m aL LL C: Glaclolacustrine Deposits (Silt) 0 > w 100 3-14-88 3-14-88 0 0 1 2 3 4 5 8 7 8 9 Distance x 100 Feet SECTION BETWEEN BORINGS Scale: 1' - 80' H & V See Figure 2A for Notes Accompanying this Figure. Figure 2D SCHEMATIC GEOLOGIC PROFILE 3 00 - B-1 ProjeIsits) Trial Piezometric 50' Surfaces C Elev 210' 2 200 - --- B Elev 160' Elev (ft) I A Elev 110' 100- __-- (3-14-88) - Assumed Material Properties: 'y moist - 118 pcf, Y sat - 122 pcf, 0- 0 `- C 600 psf, 0 - 30° SECTION AT STA. 16 + 00 Scale : 1' = 100' H & V Notes: 1. This section used for stability analysis of the proposed 2N:1V cut slopes. Figure 3 2. See the log of boring 8-1 for a more complete STATIC CONDITION description of the materials & conditions encountered, CUT SLOPE STABILITY SLOPE CONFIGURATION It-1711 MIR 2 A B Factor of 1 C Safety r 0 500 1000 Cohesion Intercept (psf) Notes: 1. See Figure 3 for analysis assumptions. 2. The letters A, B & C refer to different trial piezometric surfaces shown on Figure 1. Figure 4 STATIC CONDITION CUT SLOPE STABLITY ANALYSIS RESULTS Case Safety Factor � moist 132 pct Existing Slope 1.00 1 Sat - 136 pcf Proposed Fill Slope 1.52 0 - 350 c - 0 B-2 Projected Existing Ground �_ 130* west Gravel Surface� // clay i Fill: 'Y moist - 128 pc} /� / TIII 0 - 330 i E.` Interbedded 200— / a --Till and Silt — N td Silt 2 � � 1 � Proposed Slope �.— -- �— Elev 100— / (3-14-88) "- (ft) Assumed Existing Assumed Failure Surface ' sat - 118 pci T Phreatic Surface gat 122 pci 0 - 300 0— C - 0 — SECTION AT STA. 24 + 00 Scale: 1' = 100' H & V Notes: 1. This section used for stability analysis of the proposed fill slope Figure 5 In an area with a mapped landslide. 2. See the log of boring B-2 for a more complete description of STATIC CONDITION the materials and conditions encountered. FILL SLOPE STABILITY — 3. The proposed fill slope stability analyses were performed using SLOPE CONFIGURATION only the failure surface assumed for the existing slope, & ANALYSIS RESULTS L►�TLTIIL►>f ' Appendix A RESULTS OF LABORATORY TESTING se6613/012/1 Table A RESULT OF MOISTURE CONTENTS Moisture Test Depth Content Boring Sample (feet) (percent) B-1 S1 5 . 0-6 .5 17 .3 S3 15 .0-16 .5 15 . 1 S4 20 .0-21.5 16 .2 PT5 25 . 0-27 .5 24 .0 S6 30 . 0-31 .5 22 .5 S8 40 .0-41 .5 21 .8 PT9 45.0-48 .0 23 . 0 S10 48 .0-49 .5 21 .7 S12 60 . 0-61 .5 22 . 7 S14 70 . 0-71.5 28 .2 S15 75 . 0-76 . 5 28 .0 PT16 80 . 0-83 .0 26 .1 S17 90 . 0-91 . 5 14 . 6 S19 100 . 0-101 .3 20 .0 S20 105 . 0-105 .9 11 . 6 S21 115 .0-116 .5 27 .0 S22 125. 0-126 . 0 26 . 1 PT23 135 . 0-138 18 . 9 S24 148 . 5-148 .9 21 . 4 B-2b S1 5 . 0-6 .5 5 .1 ST2 17.0-19 . 0 37 . 0 S3 19 . 0-20 .5 41 .0 S5 30 . 0-30 . 9 7 . 7 S6 35 . 0-35 .5 17 .9 S8 45 .0-45 .3 9 . 8 S10 55 . 0-55.4 5 .0 Sil 60 .0-60 . 9 12 .7 S12 70 . 0-70 .9 22 .4 S14 80 . 0-80 .5 12 . 1 PT15 90 . 0-91 .0 23 . 9 S16 93 . 0-94 . 5 25 .9 S17 100 .0-101 .5 24 . 3 S18 110 .0-110.7 22 . 1 S19 120 .0-121 .5 15 . 8 S20 130 . 0-131 .5 24 . 6 S21 140 . 0-140 .9 21 . 9 S22 150 . 0-151 . 5 25 . 6 S23 160 . 0-161 .0 25 .0 S24 170 . 0-170 . 5 21 .9 S25 175 .0-175 . 8 22 .0 S26 180 .0-180 .7 26 . 3 S27 185 . 0-185 .8 24 . 6 se6613/011/1 Relerence ASTM D;Ob. S•� •vS _ - - --- O ---- - - —--- - -- -- - - ---- X -- - - - -- — W - = - - - -- - - - X ---- -- - ---- Q --- ---- --- a t --- - -- - - - - Q - — -- - -- ---- LU - — -- - w H Z 0.5 - - -- - - - - Cn -- - - - - - - - -- -- - -- W NORMAL STRESS(psf x 1000) e•s TEST TYPE: Consolidated/Drained Controlled PHYSICAL TEST NO. -- --- — --- --- CONDITIONS A B C o l c•z Height(in) I. o0 e•4�S o•q I (- HORIZONTAL Water Content(`io) Z o•3 zb•3 26,,3 DEFORMATION (in.) Q 0,10 ~ Vold Ratio c. Gs3 c•ate- o,�S� _ - z Saturation w — _ Dry Density(pcf) to r `f e•I 4 q' I Z -. Time for 50% Q uj Consolidation (min) _ - -- w Time for 95% U o o m Consolidation(min.) cn O Void Ratio after LU Z m [Dry Density(pcf) U Water Content(%) Q _2 Void Ratio C.65 5 C'jo u- Saturation(%) p•i o.i o•3 Normal Stress(psf) I I}l,is 23e6 I- DEFORMATION (in.) �s�c•S HORIZONTAL Maximum Shear(psf) f221.o Iq`il.o ZSL-�•0 Time to Failure(min) Sample Source C,_ Classification m` GS?.-Fo (rZ r 1 1 Applied Geotechnology Inc. Direct Shear Test Report PLATE Geotecnnical Engineering Geology&Hydrogeology CHa i c-1_ DRAWN APPROVED DATE REVISED DATE ruaktioca -1(L� /f /fe Reference ASTM D 30K ;.o zS O - O O T x 7,0 O^ Q — O V/ - 2 c' W ,.S - --- —--- CnQ 11J — - - — --- -- ---- --- -- -- — -- --- --- --- L1J = -- - - --- -- cc z 0 5 -- --- — --- !A - -- - — ------ -- _. - - - -- Cc W �•5 - _ 0•5 I•o I.S T•o z.5 � S-a ;.S �{•o NORMAL STRESS(psf x 1000) all) TEST TYPE: Consolidated/Drained Controlled PHYSICAL TEST NO. CONDITIONS A g C HORIZONTAL Height (in) o.`igS o.r14S 0•q11S J Water Content (°/o) Z L.I Z ,i 2�. I DEFORMATION (in.) c.ro i= Void Ratio o•8 r S z Saturation (%) ql ro qo �49•L w Dry Density(pcf) 91,g qu I �iS•q Z Time for 50% Q W Consolidation (min) U o gC Lu Time for 95% (n 0 Consolidation(min.) co u- Void Ratio after Ui Z m Dry Density(pcf) U Q Water Content(%) '3 i .'S 3a I 32 0 El _z Void Ratio o. Boo p,}83 0,1&-L 6.10 o r o z o f Saturation (%) r os.5 L( Normal Stress(psf) 11�},} •z.S0- �sbc S HORIZONTAL Maximum Shear(psf) i 13y.o e o Zoo, o DEFORMATION {in.) Time to Failure(min) Sample Source 131 11, e3. o. C _ Classification Gs z•�o (t S' PLATE Applied Geotechnology Inc. Direct Shear Test Report Geotechnical Engineering Geology 8 Hydrogeology CIL- Y✓"�L L.L-/ DRAWN APPROVED D TE REVISED DATE Iy4�i� os� SRS 37T �tzx U.S.Standard Sieve Size(In.) U.S. Standard Sieve Numbers Hydrometer 3 11/2 3/A 3/8 4 8 16 30 40 50 100 200 Relerence ASTM D 422 i 90 80 70 LU 60 w 50 Z Z 40 w U w a 30 20 10 0 f ; 100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.001 GRAIN SIZE IN MILLIMETERS COARSE I FINE JCOARS MEDIUM FINE COBBLES GRAVEL SAND SILT OR CLAY Symbol Sample Source Classification - ? PT- is Applied Geotechnology Inc. Particle Size Analysis PLATE Geotechnical Engineering Geology&Hydrogeology C *"►41. 13yrAr� w;rFl- JOB NUMBER DRAWN R c DATE REVISED DATE U.S.Standard Sieve Size(in.) U.S. Standard Sieve Numbers Hydrometer 3 11/2 3/4 31a 4 8 16 3040 50 100 200 Reference ASTM D 422 100 - 90 - 80- jil : 70- 0 ILU 60 - ILLJ 50 - LL Z 40 - 0 cc LLj j. 30 - 20- 1 177 10- 0 - 100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.001 GRAIN SIZE IN MILLIMETERS COBBLES COARSE I FINE �OARSd MEDIUM I FINE SILT OR CLAY GRAVEL SAND Symbol Sample Source Classification 81 -1- 6-L� Applied Geotechnology Inc. Particle Size Analysis PLATE Geotechnical Engineering Geology&Hydrogeology CiiaM 01 LL/�004Arjf_ 1,).rrfj4.- JOB NUMBER DRAWN ATE RE 3 ATE 42 15 VISED DATE U / I Appendix B LOGS OF TEST BORINGS se6613/012/2 ----------------------------------------------------------------------------------------------------- --------- Bu=_y SOIL BORING LOG ------------------------------------------------------------------------------------------------------------------------- „�,G R";I. A L 1 LGr _TJ,., Mz'E PT- r .:! EE •.,v' D `� Mt ^ e +r r^I.T rr• PII^ � I , LO . - 1 l _ _ r L;r �ATcz L_+_� A`. ➢.`.'_: !iCl ^C-_.'.._3 a,,.RT. -_ 8c FINISH: 2- -5S LCH ---------------------------------------------------------------------------------------------------------------------- 1 - SA"%. S" S7IL DE:CRIR`?IDti �S CC,r,�c PE";. ;--------------------------------------------SY ------ ---------------------. ------------ DEP?N ; TYPE 1 n - TE=? SOIL NAME. CCLOR, MOISTURE iM L: DEPTH OF CA`-INN, BELO. (INTERVAL: AND f E ---- CONTcNT, RELATIVE DENSITY OR ;B 0: DRILLING RATE, DRta_TN5 ;SJRFACE ; 1NUMBER ; C 61-6'-6': CONSISTENCY, SOIL STRUCTURE, ;0 6: FLUID LOSS, TES? AN^ ; (FT) (FT) ! ;(FT): (N MINERALOGY, USCS GROUP SYMBOL lL l INSTRUMENTATIN SURFACE A_u - 'L' GRADED t brown, i—;Test no le ia.dLE� Cr: L.._ i slightly moist, fine to tedium grained !surface of a sand flu -- 1 (SP -- - ' 5.0 ; :6ravei at 4 feet. , 1 , 1 1 1 1 , ' ! POOKY GRADED SAND, brawn, moist to Met, f 1 mediui to fine grained, with occasional 1' to 1-1/2' minus gravel (SP). 7 --� 1 '6.5 iGravel a' 9 feet. + i 10.0 ! f .A ! 1q-18-ISSSS; S3C as above. except very fine graiae" c t" traca of flees in tip of spawn (Sr'). 1 , 1 1 S3 ii,2 16-15-12 SI_?Y SAND, brawn, moist to Met, hard i iLakEbes depc.it wit;'.! , with approxi ateiy 191 fines and i loccasic 21 dropston2s. '- oC_-aEicnal grIVE (SM) Wit" thin i --; 1:,5 ; ; ; interli ern Cf elastic Sil', brawn, moist r , 1 1 1 I 1 St ;1.J 1 20- ,;-:6: 1 1 1 �_ , , ley• t P• x: ts, a"i fine Si ., Alt:`: app�C,.,f�d._:y n� Y_. T .. sand, gray-br.wr, with mottlingg 9olst tC -; �1,5 wet; hard (M_). ; 1 25 1 1 PT5 �1 , ' 'Pitches - - 1 Sa-e as above ML!, i ifest. --. , r , ; ----------------------------------------------------------------------------------------------------- r n rr ;PRC.EC' AlU E'., ts.'�c ":U" E-'. F SFEE?. CK': HILL SOIL BORING LOG ------------------------------------------------------------------------------------------------------------------------' PR:"JE:T• CEpT31% ROr?^ ALIG':"cl' LOCATION: SE5"E PIT I IAT •11 1 ♦^,= ,. - - w t•I I,I• Cri n, ,I 4 I,1 � D . AA 1 C n.aJli S:. _T DF1 _t'1� i-� rT U.^.. DC!i lE�Y�I. 'liLLllll Dn:L I!� `E NC A!�? E3' IP1" - ?5 MU: P,0TAR. T I I •T� 1 � I r C nTi 'n q C .?.t�. _FIFE AND D�'�: .JC: RE 1FLc: Qz ? _ 6 FaN. n. ------------------------------------_---------------------------------------------------------------------------------- 1 ^ 1 D . C-nT ^I 1S 1 C011KE,I T. I S..MF`LE 5i,,. „OIL DES;,r..PTILy :.I 1 1,_ ---------------------1 PEN. ---------- '� '-------- PCB 1 ----------------------------------, 1 -------------------- DEPTH ; ; TYPE R 1 TES' ; SOIL NAME, COLOR, MOISTURE ;M L; DEPTH OF CASINGI I BELOW (INTERVAL! Ah0 { E -----! CONTENT, RELATIVE DE!iSITY OR lB 0: DRILLING RATE, DRILL:'+.= ISURFACE f WY ER C 6'-61-6 CONSISTENCY, SOIL STRUCTURE, l0 6: FLUID LOSS. TEST AiiJ (FT) ( (FT) ! (FT)E (N) 1 MINERALOGY, USCS GROUP SYMBOL :L 1 INSTRUMcNTATIOti 1 1 i '0 i 0.0 i SL i1.1 i '1. '_7 e L1, gray, we:, hard IL;. 1 1 I I 1 (46) F , - 1 I 11 1 1 1 1 1 35.0 ( 1 ! f ' 35 --( S7 11.0 13-31-3 Same as above (ML). f 1 I l - 36.5 ; f -- 1 1 1 1 1 1 1 1 1 1 1 1 1 7 1 1 1 1 1 40.t 40 --� - : ; SS !0.9 i 12':2_-L6: Same as above with thin (bile sand grain --: ; 1 (4E; thick) fine sand partings (ML). ; - 1 . 1 1 1 41.5 1 1 1 1 1 1 1 1 1 ! t f 1 • I 1 � 1 1 1 -- 1 1 1 1 1 1 1 I - 1 1 4C (1 1 1 I 1 I 45 - 1 -- 1 1 PT9 ;1.e • 48." � 1 1 1 1 , I 1 1 1 -- ! Same is above. except tip has Coarse ; 'Sigpler we_. (?1' ; silty ncn-nplasti silt or Very fine silty -- 50 -- 4a,5 ; -- 1 1 1 I 1 1 f I f 1 1 1 I 1 1 I 1 1 1 f 1 1 55.• 1 , 1 55 -- 1 1 1 1 1 S:1 ii 1.5 i 255-(4n-�4E Q i_TY SAyJ!S•,:iIrlw :I T, gr \, wet. hard }_c 'Occasional a.s__:i-g -. 7e') de'?52. 'v°"' �i"e p.^.r:Y grad2J sane i isa3i= 5:1. !ML 9r 5k1. I _I 5 I 1 -- - 1 -6.5 I I I I I 1 1 ; , 1 1 1 1 1 1 1 1 ------------------------------------------------------------------------------'---- CK!4 HILL | . SOlL BORING LOG � --------_—_---_----------------------------------- ------_—_------------________-_. | y8D ECT: �N��N 8�A� AL%G%�[y� LOCAT�0N/ ��uLE PlT | | [�E�A�l0N/ Eo�. ~2�� DRl�LlNG �U%TR�CTO�� 0UN KEHNE� 0�ILLlWG � DR{Li0; HE�H�J A�� ["Ciy�E47� CXE 7� - �� R2TARY ' WATER LEVEL A*0 NOT RECOG D START/ 3-22-98 FlH 2-23-RD LHGER: - � |-------------------------------------------------------------_—_--__—_-----____ -------------- � | � SAXPL[ / ST0. If SOlL 0E:CR'PTlON |S | 'C3��E�TS � | --------------------- PEN. |---------------------------------|Y |--------------____-� ) | | TyP[ | k | 7[�T | SO�L NXX[. CDLDR, HO�STURE |M L� 0V7H OF CASlNE.. � ) 8[LUK |WERY#L| AN: [ |-------| CONTENT, RELATIVE DENSITY OR U| DRILLING RA7E 0ElLLlS� � 'SURFACE | ;NUMD[R | C { 6"-6"-6"| CONSISTENCY, SOIL STRUCTURE, :0 G| FLUID LOSS, !S^ T � A�E � | (FT) | (F7) | /(FT)| (N) | MINERALOGY, USCS GROVF SYM8UL 1L | lNS78UH—TA7l-Y � { mo , | ov.Y / 512 /17 |7o-77-7;: biLlY SAND to SANDY --1 (5%> | very �nse b: hard N� bo'M[>.'' ' | � 65.0 | 65 | | | S 3 110.8 / 7-9-15 | Same as above (SM toML) with occasional | :Switching over to Dames & � | | (24> | xukroxodod gravel and layers up to | |Maore sampler at 65 feEt. --� / a0proxisately 21 thick of POORLY GRADED ' | SAND., gray, wet` dense, medium grained | | | | | | | | / | | 7C.V � 7� -- | | | S1� |1.V | 1V-2�-2E� Same as �bovp (SM to ML) with poor ly | | | pre:ed em, and one 1/4" �ick lea of � GL4S-lC SILT or LEZK CLAY` gray, mcist. hard (MH to C!->. | | 75.0 | 75 | | |' S15 9-�7-3� ' Samo as above |SM t ML o ) ' | | ' | --� 76.! | | | P?I6 |1.5 | | Szmp as above (SM tC ML) - Ma^ 4ave ss�v z�IeE washed md of nitcher | |Uaoer .5' o;o=-ars -o :e --� toze o, lowers: rw�or 'T. / | 83.0 | 85 | . . ------_-------_------------------------------------------------------------------------- ----------- -- SOIL BOR!NS LOG ------------------------------------------------------------------------------------------------------------------------- ------------------- ------------------------------------- ----n•----+----------------- ----- .----------------------_------_--------------'t ------------------------------ ,r:[ ���u - . r•�5rr r •It -. r;•+_rtnr i , • wr.t,- t =cc p�:^» tn,-�. .�. i wort • r_- l}.,n;: :Ir �F pAr•t= 1^�F,a_.y � t r 11cr , +- fir.: •�.. i Bt.L_T t:!•tt.^Frti- �•; L _-_--- ba,Elr- 11 -rtt 11' DENS" ��. t� Qr {7ilt�.raN6 Rr.lt, It IlT[ . f 1,1. r-' !- t e '-:�t ^�iQr u^Y TR 1"-. t It r� t T ^fir^ SUPF 4._ t �d.::b : 5 -5 t C�lt,,:S �,l4 , SSE S LCT :0 St FLUID t_CBS,.7E3: ..l. r _y t ��!, t :,r:, r t 4IN 1 MC +•p Mr.l tr r S , • sFt, ,-,1 t, ./: ;Tt; l;�:,EfiAt.CY, il 6nG�. SYtt_�- t_ t IN,.tkJHEIi'F,IC:. t � t 7t t YS.'v i Sii .5 :77 .,-K 6RALK JA v ii::.. .E. iyEr9 of e i 4 or Charge ii ?1aSt silt, light brown/gray, 4Ci:t! :brCNa. -_ Ver; delisa IS"(t.a`I have enou^yr. "silt tC :li'zify as (S�-F))• i i t t i t t • t s -- � t t t 0° f: t :_ V JAN� rt:t^ `3yer5 of SILT, C�:raj'y, - yc' re', very dense, fine to sediva grades f -- iind, Granj= sottling in Shall area of t 7�,i r i tciw part 7f iaF�lor (S to ?�1 ?. t i -- t t i r t t -- i r t =redA^1.: ��CF-,. ]�.C:�E�� a.�'.wT.u{ 17rei` i 11 o:j n' ac? � , aE:. ? y-ral:l-1 r t t t i _a '- ! If ee}. w, ; t -AC t ---- t pri c ;qI:S. SpIn. Rt flCi°' .er i :Dr-,:; !f i --. i:..:?t 'ire tCa 3e^ul_3 7ra1;;°Q said (St" ': lbac 54v- - c t t i t r -�-•• �._ t r=i) RFc park tM.'.. i s emu' _ S0 a 71 - r�rr -------------------------------------------------'------------------------- Ec";TN8 h�rl.?E;/ 8-1 ======= | SOIL BORING LOG | ---_-----------_-----_--------- -------_---------------'-----__-----------_----_---______ RO471� ALIGN"E�7 LD[ATlCH/ SE5A.�E P-,T � 0K�LLlNE CD"TRACT[;: DD�lj XENNER C�IiLIHD | D�TLL0G ME�H2[ A�D [QU�FME6T� CME 75 - MUD R�7AHY | 3A7E; LEV[L AND DATE, NOT RECD6DE� SrAR�/ 2-22-83 F�NlSH/ 2-23-SG LOGGER/ B.X.�I?EK | __ __ __ _ _ ____ ____ ____ _ __ _ ______ -- ---_-_- -_ --- -__--_--_ -_ -_— ----- ------------_ ----__- | | S�m.pLE | STD. � SOIL DESCRIPTION |S | CON�E6TS | � �-----------� PEN. |--------------------------------------------|Y |------------------� | 0EPTH | | TYPE | R | 7BT | SOIL NAME. COLOR, MOISTURE |M L| DEPTH OF CAS�N;. | � 8ELU" |lhTERVAL| AND 1 E �-------| CONTENT RELATIVE DENSITY OR 18 0; DRILLING RATE, 0RlL'lNG ' |SUKFACE | |NUMDER | C | 6`-6"-6": CONS IST�NCY` SOIL STRUCTURE, |0 G| 0 LOSS, TST AN� � ; (FT,' | (FT) | |(F7)| (N) | MINERALOGY, USCS GROUP SYMBOL :L | INSTRUMENTATION | | | 125.0 | | | | | | | | 125 1 i | | | S22 |O.8 | J4-6V8^| SI to SILT, U met, dense to | | | | -- hard, very fine grained sand (SM to ML). | --| | | | | | | | | | | | | 135.� � | | PT23 {1.1) | | SILT, gray, wet` hard (ML> | | | ) | | | | | | 14O --| | | | | | | | | | | | | | | | | | | | 145 chsene'ic' | |clen xaigr. | fc^n scr»Fn Trmr � | |tc 15;� f*��. � qray` wet. de:e. | ���svel �4E.� . ' . ����� gra��ed �eei. S�l- 4- !;:.c FE:7. ----------------------------------------------------------------------------------------------------- --------- r Jw.- c%,L1y o,} ; 6U,lur u�wp�r. c 'T. [, t --------- :FRO.,EC! 6 uDCR: Jr�0-. 1: !IU."PER: B-2 HE-.. 1 O. . CH2M 'ILL SOIL BORING L0S ------------------------------------------------------------------------------------------------------------------------' OR cT: CE':TRO11 ROAN ALIGN"ENT LOCATICy: SE"LE PAT' 1 Est `2a% CF''LLIN C�'I'nA�TR DCN KEVt1E:L1N ME?"JD A41 Eg'IV"ENT: C11E 7° - MUD RC"LEVEL AN' DATE: NOT RECORDED STAG': 2-24-89 FINIEH: 2-24-88 LOGSE B.M.IiIiE: ---------------------------------------------------------------------------------------------------------------------- 1 3A?1PLE ; STD. SOIL DESCRIPTION :S ; COMMENTS 1 ;---------------------; PEN. ;--------------------------------------------;Y ;----------------=------------' DEPTH ; ; TYPE ; R ; TES'.-4 SOIL NAME. COLGR, MOISTURE :M L: DEPTH OF CASING, BELC;: !INTERVAL! AtiD E 1---------; CONTENT, AELATIVE DENSITY OR 1B O: DRILLINS RATE, ORILLINS ,SUR=ACE ; ;NUMBER ; C ; b'-b'-b`; CONSISTENCY, SOIL STRUCTURE 10 G: FLUID LOSS, TEST Attu (FT) ; (FT) ; (FT): (M) ; MINERALOGY, t1SCS GROUP SYMFhI ?L ; INSTRUMENTATION 1 1 I t 1 , 1—:Hard � grave. y osina_ --� : ?circulation - thickened - I I 1 1 1 ;aud, still lasing ' 1 ;circulation. • 1 1 1 • 1 1 -- 1 -- r I 1 5.0 5 --1 i -- 1 1 1 ; S1 ; .2 1 45-48-32; POORLY GRADED GRAVEL, gray to brawn/gray, 1 ; (801, wet, very dense, 1/2"to 3/4' angular rock 1 ; (likely broken by drilling) (6P). ; 1 6.5 1 1 1 1 - 1 1 1 1 1 1 1 1 1 -- f 1 1 1 10 --1 1 1 -- : S2 - .4 ; 17--154 ; Sae as above, except gravel up to ; :S2 stopped 6' short. --�—, 1-1/2'. Saaple contains Some bent0nite ; ;Spoon geina down at --; sue, (GP). ; ;angle between. racks. 1 :would bend if continued. -- : !Had to abandon hcle, toc 1 ; :crocked, will try at new -- :lecation. Drill rod bent. '- I f I 1 1 1 1 1 1 ! 1 t 1 1 1 1 I 1 -- 1 1 1 1 1 t 1 -- 1 -- . 1 1 1 1 1 1 1 1 1 1 t 1 1 1 1 1 1 1 1 1 -- 1 1 I 1 1 1 1 -- i 1 1 1 1 1 1 1 1 1 1 1 l 1 1 -- t 1 1 1 1 1 { 1 t 1 1 1 1 1 I 1 1 1 1 1 1 -- f 1 1 r 1 1 1 1 1 t 1 1 1 1 I 1 �- 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 f 1 i f f ! 1 • 1 1 1 ! 1 1 1 I 1 t t t 1 1 3 1 t ! 1 1 I 1 1 1 I I 1 ! 1 1 i 1 1 1 , 1 I __________________________________________________________________________ CH2 SILL = | ===== | SOIL BORlNGLOS | -_-------------'-------------------------------------------------------------------------------------------------_------- PRC3: C[[7RCX ROAD LOC'T*UN/ SEGALE P7 lD� s �lLLNG CDN7RA�lE�A7 � E Ll0 8D� ��NER DKILNG 0RlLLING ME���D AHC EQU�P�EKT, ChE 75 - MUD RO?ARY ' | WATER LEY['� AND 0A-7E: NOT R�CD�DE� ST�RT�-2-24-�8 FIHlS6: 2-24-S8 LOGGER: D.1.U17E� � /-------------------------------------------------------------------------------'--| | | SAMPL� | STD. � �OlL 0[SCRlP7[ON is | CO9M�%7 S � | |-------------| PEIN. |------------------------------|Y |---_-----------| | DEPTH | | TYPE I R / TEST SOIL | NAM[J CULDR^ MOISTURE |M L| DEPTH OF CASl�G' BELOW |lNTER��| AND [ |------| CONTENT, Vt / DENSITY OR |D 8| lNG RAT_- ARILilN� � . |SURFACE | |NU�DER | C | 6`-6"-6"| CONSISTENCY,--IL STRUCTURE. |0 8| LUSS. ��S7 AHY | | (FT) | (;T) | ',(FT,;' (N) | MINERALOGY, USCS GROUP SYM8OL |L | INSTRUMENTATION | | | | | �--7�-�-- ------------- ---l-------| --| | |B_21 for dezri'tion.» o4 —| | | | | | | | |oamoles above 15 /es�. | |-4th location for �s� --| | | | ) | | | |horiogF-2. | | :-Drove casino to 10 --| | | | | | | | :feet. Hit clay a� | |appmximately 9 feet. --| |��D es � �orn | | 5 --� � | | | | :Sampler6z see if it will --| |bt th rc�o �casc. | | |-8r ll�� m 15 �e�t them --| sampled. | | 15 | � | S1 |1.5 1-4-3 Tor 4"/ SILTY SAND to SANDY SILT, gray, | :Sample S1 taken with | | . (7} wet medium firm (SH to NL)^ :Dames Moora sazzler. 8n�±m —| 14": LEAN CLAY/ gray, wet` vediuo | | | | | 1-1.0 ST2 |2.7 | | | | | :at bmttOE of Shelby b'�S | |PLsh. --� ^ | | | S3 |1.5 | 4-4-7 | LEAN tc FAT CLAY` brawn, wet` stiff (CL | | � (il) | tc CH'.. | |SJ Laken with EFT —� | 2" to 3" layer in center of sazi-le: | |sapler. / | --| 20.5 > SAN%Y CLAY. hrcw / wet, �p�niaately 201 | | --� me�iym to fine groine� sac� (CL>. | | ||Hi� gr�el� s� —� | | 2c.1 | | | | Sc |0.7 | 42-;7- POOR!Y GRArED GRAAV[LLY SAND/ brown` woist` very dense, gay he weithere till. | aFrcnnimatel 20% b 25� eicuo gs"*. | ' I6 4 | | � | ro�k in sac � b � �ik 2 } � . —. . p e ra �s` e y ar�or �� -- | T� _________________________________________________________________________ D�RI�0 ===== | SOIL BORING LOS ____________________________________ __________________________________________ | P9CDEC7 ENTRO% �[�D ALISW ��E;� LOCATION: SAL[ PIT Es,. ~2E� DRILLING 0011 K[HKER D-' INC ' � DR��LlNC UET�UJ ��J E�]lT-E�r/ ��E 75 - MeROTACY AN U ��7E� A. RECDRZE� STAPT� 2-24-SG F.NIS�: |----------------------------------------------------------------------------� S4IPL7 � S3. | SOIL DESCRIPTION 2 | C��ME]�S ' / �------------| PEh. |---------------------------|Y �-----------------' |YFE | 3 T[S7 | SOIL tWI[. COLOR, MOISTURE |M L| 0EPTPI OF CASN, � | BE [ '?."TER! --------- CONTEN� RELATIVE DENSITY OR G| DR%LLlMS RATE, ARl��lN5l� � E �� | |SUPFrE � |NUMDER > C | 6"-6~-6^| CONSISTENCY, SO |0 G| FLUID LOSS, TEST AND | | (;T> | (FT) | FT MlN[RALUGY` USCS GROUP SYMBOL |L | INSTRUMENTATION | | --- | — �is� � mds�` d��, fine ��� | | 30.9 | | | > (Sp). | | | | | | | | | | | J5.V 5 | 3 -- | | S6 |0 4 | SANDY SIT to S[LTY SAND, | | | mois` hard to ver dense, thinly layered (ML to SM>. | | | :Gravels at 37 feet. --� :Sand a' 79 fee;-. — | | 40.A | HC RE 3YEGv 40.5 / �—������ � /Grovp!s at 43 feef. —� | � bo.,v SI:7Y 'RAVE! brown, moist,to wet` very de—Se, approximatcly 44% SILT, subrounded grave', larger gravel is broken, angular | | | | | 5V.0 | | 50.1 cc N[ -,c_,-,OYERY. | |Samplo' 100.�s ;bouncing on o rcz' |try Danpt & Hocrz :-Very slow drili�� ! ^' :se- Hoot int*nal frcc |55 | � RDCK*:. 2" to J" diouete' with l" | --| 55.4 rpcove'/ af c�s:ed rock. in. a matrix of s�lt` sar be 512gh. ------------------------------------------------------------------------------------------------_------ _________ r }::iK{F ru^r HILL SOIL BORING LOG ------------------------------------------------------------------------------------------------------------------------' rr r7� al. j tD uE,' 1' TTn �f I; _ �� _ �E iR�. Rr A i� yl..!•� LC A h GEc�„E ?, _ _ i C`. 44 ON CC: %2 RCS INC •Ot,T G^TOR: DEN �zNI � Dr?"' TNC D L l . ��.A..l . . . f. ti� IIL+ _� . 1 ET i.n AND En-!!IFME rnE 7y tt^ RO T ARy 1 4:.;E=: LE'v=' AN' D..._. N7 ..E.UF:yE� S?9ns: ?-.»-oS FINTS 1-14-ac r IT .-------------------------------------------_-_----------------------------«-------------------------------------------- SA"FLE i 5T5. ; SOIL DESCk?PTIOy ;S ; Cr ;M=';? 1 1--------------------- FEN. :--------------------------------------------;Y ;---------------------------- DEFTH ; : TYPE ; R ; ?EST ; SOIL NAME. COLOR, MOISTUR_ :M L: DEPTH OF CASF4G, BELC. :INTERVAL; AND E :---------: CONTENT, RELATIVE DENSITY OR :B 0; DRILLING RATE. DR L! : :SURF n;E ; !NUMBER ; C : 6'-6'-6'; CONSISTENCY, SOIL STRUCTURE, :0 G; FLUID LOSS, TE=T AND : (Fi) : (F?) ; :(FT), (N) : MINERALOGY, USCS GROUP SYMBOL :L : INSTRUMENTr?IO'; 1 1 1 1 1 1 1 1 t I I ` I 1 1 1 1 I 6f-Ir-1 bl/.Y t J 1 IU.Z / JJ-6fI Nr! �JKEN GRAVEr anwe", 1-� 1 N: , dense, 1 I drilling ■ud in Satple (GP, Sh. -- 1 1 I 1 1 1 1 1 1 -- 1 1 1 1 1 1 7 1 1 t 1 1 1 1 1 1 1 -- 1 I 6 5 t 1 1 1 1 1 1 1 f 1 ! 1 1 1 1 ! I 1 1 I 1 I 1 ! 1 ! 1 1 1 1 1 ! 1 �- 1 1 ! t 1 1 I 1 I 1 1 1 1 I 1 I 70'.0 ; ; : ; ; ;Drillinq change.+ at 6=.1 : 1 ! ii: -- : ;feet. -- : S12 :0.S ; 47-60/`°: SILT, brom- in upper 3' to 4 ) ggray I below, ecis., t0 Met. very hard (I+'). ; :Layered unit, l2keheJ -- 70.9 ; ; ; :deposit. -- 1 1 i 1 1 1 1 1 1 1 ! 1 1 1 I I 1 1 t I 1 t I 1 1 1 1 1 1 1 I t I 1 ! 1 1 ! I - : 75.0 ; S13 ;0.9 : 33-601" SILT with GRAVEL, gray, wet, hard. : :Appears to be back ih ap roxiaat?ly 1GX t0 20:.gravel, 1' to 2" : :till. Soil', `rac.�,,rer -- : 75.9 Iarje gravel, with 3" t0 l' thick zones of ; :(7)zone In S25GIe S1:, Sanail rounded gravel (ML). ; :brown to gray is colcr, -- : ht1Y 9=:St, dl➢u:` : ;1,00?5 brecciated. --. 1 ! ! 1 I 1 - 1 6 1)15 5° S'TY SAtiD, gray, wet, very dens°, 20% tn. : fines, tine Qraln?d sand, wi:h QC-Is'onal drustcnes — till' (.ci?±). 1 1 t 1 1 1 1 1 1 t 1 t 1 1 1 I 1 ! 1 1 ! 1 f 1 1 ! 1 1 ! 1 t f 1 t 1 1 1 1 , 1 I f I 1 1 t t I 1 1 ! 1 t 1 f 1 1 i 1 1 ! 1 t 1 - / 1 1 ----------------------------------------------------------------------------------------------------- _______=_ :PRW1 ECT NUIIiER: S_4o4 S�: BORING NLMPER: B SHEET. 4 CK,FI'' L� 1 SOIL BORING LOG -----------------------------------------------------------------------------------------------------------------------' PR jrCT: CEN;RIN RGA' A' !aN _:JT LG_:..IPN.: SE"Al_E EL'VAi1ON: Est. "92 DRILLING CONTRACTOR: DON KENNNJE!: DRILLING DRILLING CE"MOD -'JD EUIP'EFJT: 'ME 75 „ ROT AIR" - MDRJ.AIR WATER LEVEL AND DATE: NOT RKSRDED START: 2-24-59 FINISH: 2-29-89 L066cn: B.M. :TES` ------------------------------------------------------------------------------------------------------------------------. SAN'PLE 1 STD. ; SOIL DESCRIPTION IS ( COMt'EN: ---------------------: PEN. '--------------------------------------------:Y ;-----------------------------' : DEPTH TYPE : R : TEST SOIL NAME, COLOR, MOISTURE :M L: DEPTH OF CASING, : BELOW !INTERVAL! A":8 : E :------- CONTENT, RELATIVE DENSITY OR :B C: DRILLING RATE, ORILLINc :SURFACE 1NuMSER : C : 65-6'-61: CONSISTENCY, SOIL STRUCTURE :0 6: FLUID LOSS, TEST AND ' : (FT) (FT) : :(FT): M, : MINERALOGY, USCS GROUP SYMB61. ;L : INSTRUMENTATION 0 90.0 iPT15 0 SANDY SILT, gray, moist to we.. haro i ri leC I footwhen! -- (M16 :something plugged puso, -- 91.0 i : :had to bring sample Up early. --; 93.0 : : ! S16 :1.3 E 25-45- SILT gray, moist to wet very hard with : :Changed frog till to a 15 " + i + bC, ,.5 , thin one sand grain thic : partings of ,massive silt deposit. fine grained sand spaced erratically 1 _1 C I + i t + 1 1 95 - 1 94.,, 1 I 1 throughout saxple (MI.). 1 1 i I 1 I 1 i -- 1 ' 100.0 1 1 I 1 1 1 1 1 1 1 1 : 100 '.v S17 5 ' 17-'ML"-45 i Same as above, except with silty sand ' 1 1 1 l 1 1 ' ' : ; layers up to 1-!/_" thick (ML). 1 1 1 1 I 101.5 : 1 i 1 1 1 1 1 I 1 1 1 -- --i 1 1 i I 1 1 1 1 1 i 1 1 1 1 1 1 1 1 { 1 1 1 1 1 -- --1 1 1 1 t 1 1 1 1 1405 f 1 I 1 1 1 1 I 1 1 t 1 1 1 1 1 I 1 1 1 + + -- 1 1 1 I I 1 1 1 I 1 1 1 I t 1 t + -- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 -- - -- 1 1 1 a1G.•. 1 , 1 .p , 1 1 I SIg ;0.,6 : , -6i,/2■� SAND" t= SILT, gray, Met very hard � :Still hittinc k- �- 1 L- i roc - _- - - 11U.i :drill down. -- 1 1 ( I -- 1 1 1 t I 1 -- 1 t 1 ! 1 t + + 1 1 1 1 1 1 1 1 f 1 1 1 I 1 1 i 1 1 1 1 / 1 I i • 1 1 I 1 1 + 1 i . �:'..------------------FBI - _-----------r�rr•;-z---------- ve Ch�! .•._ _____= SOIL BORING LOS ------------------------------------------------------------------------------------------------------------------------' • •^• •IMF p r.n LIG NEWT - nraT♦ T FR�_�ECT• CENTR;.,.• Cam. A _utl.:�;• LU�..,Ol: SE:iAL_ FI ELEVA'It�i: Es.. ca_ Dn.:LihS C�:,tT;,A�:Cn: D :• EI,:,:�. + 'T+I V * `1 /ln nll• H NT. 'ME -c 1 � T(�OV 1 DFat.l_ING ,E.Huu ALA Eu,_F.,E:; , • ;,, -rLC OIC_.1 -- 1 NA:Ei.. LEJEL AND DA. 'O' RE;.UFrEy 5 ItiF;. � �d-G� fiti. _ _5-�c La6SEf:: :+.M.� ------------------------------------------------------------------------- SA"FLE STID. SOIL DESCtIFTI"t: !S :---------------------' FEid. -'--------------------------------------------:Y :----------------------------- DEPTH : ' '' R TEST ! S�:L NA".E, COLOR, !10ISTJRE :y L: DEPTH OF CAEIN , BELOW :INTERVAL! AND E -------- CONTENT, RELATIVE DENSITY OR :B 0: DRILLING RATE. SURFACE : :NC`DER C 16'-6'-6'! CONSISTEN-Y, SOIL STRUCTURE, :0 6: FLUID LOSS, TEST a� : (FT) : (FT) : :(FT); (N) : MINERALOGY, USCS GROUP SYMEOL :L : INSTRUMENTAT10r41 I / 1 1 , 1 ' ' : 1 1LU.v i S:y il.V i LY — I SILT, gray, Mely very hard, with san 60/64 1 partings, massive, with Occasional, rounded : : gravel (ML)• -- 1 -- 1 1 1 1 I 1 1 1 1 I I 1 1 1 1 1 f 1 1 1 1 1 1 1 1 I I 1 I 1 ! 1 1 1 1 I 1 1 1 1 1 1 -- --1 1 / 1 .%ti.�• 1 1 ' i : i C��i :I.•Ci i i�-[ i Sase as abOVe (ML,'. I 1 1 1 60 i I 1 1 1 • 1 1 1 1 1 ' ' -_ 1 1 1 1 1 r 1 1 1 1 1 I I 1 _ . • : � 1 1 1 1 1 ! • -- 1 -- 1 1 l i J,!• 1 f ! 1 1 1 1 ^1 1 C •tti_ f:!Cet C,_ ill , +��.... �er,;E �35 d50VE �u�,. • 1 1 1 � ' ' 1 t , • 1 1 1 14J , . . 1 1 I t ' 1 1 ' ----------------------------------------------------------------------------------------------------- :PF.dE•.T N_`rr`... S144I4.E0 : Iti: :i(1 N M"E'; 17- B SHEET: 6 ru aI�L - SOIL BORING LOG --------------------- ------- --- --------------------------- -- ---- -------------------- ----------------------------------- 1 , CT T ,N fir' a Nkc.- _ 1OCAT 1 G4 C 1T 1 PRC�E�. CEN.r: RO:,. LiG:;:;r::. L��.!11 0 E��.._ F. ' EL=VATTCti: Est. `??? _ DRI°' I.NG QNI MCTCY: DON r'E411:" DR 'GI 1 ,l LL L n 1 1 •• r. 'r 1 '�11TPV n Tq 1 7A Y A"f,.• Es:, r11E1� ,,ME /,. MlD R,;•�RI 1 11�` t< T T ^ ~�.:^.E ,� - `-'7� nn 2n M. ITC. 4ATEf: LErL AND DATE: NO. EC- n STnr.i: -Gc FIN:SR: ? -Ea LOGGER: 8..1.M. '------------------------------------------------------------------------------------------------------------------- ' 'D. S�TL DESCFiPTION IQ E(,?lYCLC T� SI 1 SOT :-------------------- PEN --------------------------------------------:Y -------- DEF?H TYPE R : TEST SGII NAME. COLOR, MOISTURE :M L: DEPTH OF CASIV. , BELOW :INTERVAL: AN E --- CONTENT RELATIVE DENSITY OR :b 0: DRILLING RATE, SURFACE :NU!'EER C : b'-b"-b': CONSIST NCY, SOIL STRUCTURE, :0 6: FLUID LOSS, TEST AN (FT) : (FT) :(F?;! (N) : MINERALOGY, USCS 6ROL'F SYMBOL :L INSTRUMENTAtiil!� 1 1 1 1 1 1 1 I : 150 1 1 U.V' i S21 i0.7i -79- Y: SILI, gray, Me., very hard, with Sane partings, 9assive, with occasional : : -- 1 gravel (ML ). 1 —1 151.5 -- 1 1 1 1 t 1 1 I :Drilling Started tC -- : :harden OF at 193 fe=;. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 155 -- 1 - 1 1 ! 1 1 1 1 - 1 1 1 1 1 1 1 1 1 - { 1 1 ♦ . 1 1 1 1 45-60/6': S LT, as abo-.e Nlth faint trace of : -- L .eC:ii.� in San_ier layers (ML). Silty ' --' 16i.% : : : sanC ir, tip, gray, Net, very dense - 1 I 1 1 1 1 1 1 1 1 1 1 1 f 1 - 1 { 1 1 1 1 • 1 1 • l , - 1 -- 1 170.0 : 1 1 170 --' SI TV SMIDI, gray, Net, very dense, 20% : : -- • � -m v- by ,, to .:4w f ine=, very fine grainee Sa% 1 1 --: 17v. !S': : :After ae2L2:^:a :":_. - : :tc C2' rca_ !.ow7. :-HCi2 full, C4 Naler, -' : :to recril• pertiCns c� :hole. _ 1 175.. 1 1 1 1 : 4.75 -'' Sale as au't1'r'e 1,St'i1 i IvIJ 1 1 t ' 1 I 1 1 1 _- 1 { 1 ! 1 ! 1 t ; 1 1 ! , I ' 1 1 1 1 1 SOIL BORING LOS _s------------ - _ __-____-_---_.------_-__---_-_.__--_--_-_--__-______ �Jh.:.•t•i ___ r _ J. :f!'J LLIIY•!I!n J:�.i . . ..f_.. i7..:• r l.r- z\... nr ^.1• ':Trw r.•r 7t: _ 4..� (.r-jf'i • �1.._ �:� 'E'�1. :,: _ _�- _, � t::a 1 $�Tnt ^ram 1._ _ ..x_ n_ Z_�• wr .t.•= -.fin-7r i tt11M1 n..n. ., a .j._-_; IL3•-_,-_ .. .. .. _, �wt [`'.'...:.�i .7'�ri+. "^� aY: y•• . _. : �yC7Li.: . .•\_ .-------------------- -- 1 w-_----•1 �\ _---------.•--__..__- d' i-------------------------------------------- '_------------_--_------------ ��• wT y/Y ^A11. n• Inr { n U-.• , S�.L iTl•tIF., .•tli.J:l MUSTunc ::f I DU TA i,F r:•.: • AHrt r nn IT T"F .• T- 1 T 1 Bc:.;,• :Lnlir��::+: !f:\I. E 1- \.;:�iT.�e:. fi�-A;.di OEaSaf( 01: IB 06 DR:__aFG kA;_: •r i1sllw•-n to i �o o a p u TEX'' 1(+ t T' .�,SiSltllr. SCI STRUCTUFE. II 5I rll.A/ 1 /FT\ (FT' , .ii-Tit 4►1, 1 ?!I.';EF-ALnSYy Ifoi.S nnF SY'1F�: s 1. 1/ I i 1 {fr7/: n; u l rr MCC 1wi. t ` f t t� I 1 - • ab': i:•{•� .c iY. • G JY•z•. Ni�iT gray, wet Very urd W.ltn t ! - =:dS:u.:•dt. Veep `.Qe grained Sd:{a M)• � � -- i 1 1 1 hCit` vi I 18 .1 :_. 1 1 - 7 7 P a0( .-Tz- L 11 • 1 j •_ pcnec -- ; ;Seale{ oia_a _ `or-t. -- lE:.c ; E N1_ 31-:1 BORI'i4C AT 185.6 FE=.. ; ;56cl-ClAitS IZYer. t 1 1 i 1 1 1 — 1 1 1 I - i !Qc 1 - r 1 1 -- 1 1 1 I 1 1 1 - 1 -- 1 1 • I ' 1 i 1 • 1 1 t t I t ` . t • Golder Associates CONSULTING GEOTECHNICAL AND MINING ENGINEERS REPORT TO CENTRON PRELIMINARY HYDROGEOLOGIC-GEOTECHNICAL STUDY MCMAHON PROPERTY RENTON, WASHINGTON Distribution: 1 copy - Centron Bellevue, Washington 1 copy - Dodds Engineers, Inc. Bellevue, Washington 4 copies - Golder Associates, Inc. Redmond (Seattle) , Washington January 1988 873-1161 GOLDER ASSOCIATES,INC.-4104-148TH AVENUE N.E,REDMOND(SEATTLE),WASHINGTON 980.52,U.S-A.-TELEPHONE 1206)a83-0T77-TELEX 510600294,A OFFICES IN CANADA-UNITED STATES-UNITED KINGDOM -AUSTRAUA Golder Associates OCONSULTING GEOTECHNICAL AND MINING ENGINEERS January 11, 1988 Our ref: 873-1161 Centron 3025 112th Ave. N.E. , Suite 100 Bellevue, Washington 98009 ATTENTION: Colin Quinn RE: PRELIMINARY HYDROGEOLOGIC-GEOTECHNICAL STUDY MCMAHON PROPERTY RENTON, WASHINGTON Dear Colin: In accordance with your request we present herein the preliminary results of our hydrogeologic-geotechnical engineering study of the McMahon Property in Renton, Washington. The site is located as shown on the attached Vicinity Map, Figure 1. We have proceeded based on your November 1987 written authorization. The purpose of our study was to complete a preliminary assessment of: • the feasibility of the proposed groundwater retention/recharge system • the overall stability of the pit walls, bluff face • and foundation conditions for the proposed apartment buildings 1 . PROPOSED DEVELOPMENT It is our understanding the proposed development will generally consist of two or three story, wood frame, residential apartment buildings with accessory paved driveways and parking areas. Although building locations have not been selected, we have assumed the buildings will be located on the hillsides surrounding the pit. A series of ponds have been proposed as a storm water retention and groundwater recharge system in the base of the pit. In addition to the structures and the ponds, an access road is to be constructed from the site, down the bluff to the Maple Valley Highway. GOLDER ASSOCIATES.INC.•4104-148TH AVENUE N.E.REDMOND(SEATTLE).WASHINGTON 98052.U.S.A.•TELEPHONE(206)883-07T7•TELEX 5106002944 OFFICES IN CANADA.UNITED STATES•UNITED KINGDOM.AUSTRALIA January 11 , 1988 2 873-1161 2. SITE DESCRIPTION The site is an L-shaped 120-acre parcel located within the E 1/2, NW 1/4 and portions of the N 1/2, SW 1/4 of Section 16, T 23 N, R 5 E in Renton, Washington. The site is a former gravel pit operated by Segale Construction. It appears that large scale gravel mining has not occurred recently; however, stockpiled sand was being hauled off site on January 20, 1987. The property boundaries are formed by the following features: 1) On the west, Mt. Olive Cemetery. 2) On the south, the Maple Valley Highway and a series single family homes. 3) On the east, a King County transfer station and the King County Public Works shop. 4) On the north, a vacant lot which is currently being used as a dump for demolition debris. In general , the site consists of a central , north-south trending relatively level pit floor, where the gravel pit operation appears to have been concentrated. The base of the pit is flanked by steep slopes generally rising 40 to 70 feet above the gravel pit floor. The western portion of the site is a broad, relatively flat, upland containing several small borrow areas. The eastern portion of the site is similar to the western side, however, it is lower in elevation, appears to have been worked less and contains a series of sand and gravel dump piles. The southern portion of the property is dominated by a steeply sloping bluff face which slopes (approximately 25 degrees to near vertical ) towards the Cedar River, and the Maple Valley Highway. The bluff has an elevation drop of about 170 feet from the floor of the gravel pit to the Valley bottom. The steep bluff on the south portion of the property is generally heavily vegetated and supports a variety of horse tail grasses and ferns. These plants typically indicate water is at or near the surface during much of the year. However, no seepage was observed along the slope during July through December of 1987. The bluff also exhibits several small scars as a result of recent sloughing. The slope stability map of King County, by Miller (1973) , maps the slopes along Maple Valley as being unstable due to natural processes such as undercutting by the Cedar River and the sand and gravel mining activities of man. Further discussion of the stability of the bluff is presented in later sections of this report. rnlc9ar Oscnclaiac January 11, 1988 3 873-1161 The floor of the gravel pit is generally void of vegetation and contains numerous shallow ponds (less than five feet of depth) , shallow swampy areas and several ditches draining to the north. Access to the property can be made from the northwest and northeast by using existing dirt roads off of N.E. 3rd Street or from the south by an existing road off of the Maple Valley Highway. 3. FIELD EXPLORATION Our subsurface exploration program consisted of field reconnaissance of the site, a mapping of the surficial soils and groundwater seeps, and the completion of six hollow-stem auger borings. Our exploration was completed during the period of October 28 through November 18, 1987. 3.1 Borings The approximate locations of the borings completed for this study are presented on the Vicinity Map and Site Plan, Figure 1. The borings were located in the field by taping from existing site features. Borehole elevations were interpolated from the contours shown on the boundary and topographic map of the McMahon Properties provided by Dodds Engineers, Inc. , dated February 5, 1987. The locations and elevations should only be considered approximate. iThe borings consisted of advancing a four-inch inside diameter hollow- stem auger with a truck-mounted, Mobile 8-61 drill rig. During the drilling process, disturbed but representative samples were obtained at two and one half foot depth intervals for the first 19 feet, then at five foot intervals to a maximum depth of 99.0 feet. The borings were drilled under the full-time observation of a staff geotechnical engineer from our firm. Records of all the boreholes were kept in the field as the drilling took place. The borehole records were based on the drilling action and inspection of samples secured. The boring logs were later refined with the aid of laboratory test results. The various soil types encountered as well as the depths where the soil types or soil characteristics changed are indicated on the boring log. It should be noted that these changes may have been gradual , and if the changes occurred between sample intervals, the depth of the change was interpreted. Therefore, stratification lines shown on the records represent the approximate boundaries between soil types; actual transitions may be either more gradual or more severe. The soil and groundwater conditions are those recorded for the dates indicated, and may not necessarily represent those of other times or locations. Edited borehole logs are presented in the Appendix to this report. Golder Associates January 11 , 1988 4 873 116I 3.2 Soil Sampling Disturbed but representative samples were obtained at two and one half foot depth intervals for the first 19 feet, then at five foot depth intervals for the remainder of the boring. Samples were obtained by using the Standard Penetration Test (SPT) procedures in accordance with ASTM Specification D 1586 84. This test and sampling procedure consists of driving a standard two-inch outside diameter split-barrel sampler a distance of 18 inches into the soil with a 140-pound hammer dropping 30 inches in free fall . The number of blows required to drive each six inches of penetration is recorded, and the number of blows required to drive the sampler the final twelve inches is considered the standard penetration resistance (N) or blow count. The resistance, or N-value, provides a measure of the relative density of granular soils and the relative consistency of cohesive soils; these values are presented on the borehole records. Soil samples obtained from the split-barrel sampler were classified in the field and representative portions placed in airtight containers and returned to our laboratory for further examination and testing. For environmental screening purposes a representative sample was collected in the upper nine feet of the native materials encountered in Borings 1, 2, 3 and 4. All environmental screening samples were retained in specially prepared glass jars with Teflon lids supplied by the analytical testing laboratory. All the soil samples were kept chilled in the field or refrigerated in our laboratory. Samples were transferred within the recommended holding times to an analytical laboratory, (Analytical Technologies Inc.) in -accordance with the recommended procedures of: U.S. EPA. 1982d (Updated 1984) . Test Methods for Evaluating Solid Waste- Physical/Chemical Methods SW-846. Office of Solid Waste and Emergency Response. Washington, D.C. Sample documentation included Sample Integrity Data Sheets and Chain of Custody Forms and are presented in the Appendix to this report. 3.3 Monitoring Wells and Pump Test Groundwater monitoring wells were installed in Borings 1, 2, 3, 4, and 6, with a maximum depth of 95.0 feet. The well casing used in the monitoring wells is a two-inch diameter, schedule 40, PVC standpipe with flush threaded couplings. The well screen slot size is 20 thousandths of an inch. All of the standpipe was cleaned and packaged at the manufacturing plant. Silica sand was used to backfill around the well screen and a bentonite slurry was used as a seal . A locking steel monument was installed over each groundwater monitoring well . Diagrams of the well constructions are presented on the borehole records in the Appendix to this report. Golder Associates January 11, 1988 5 873-1161 The groundwater monitoring wells were developed on November 11 and 12, 1987, using a PVC bailer (one valve) for Wells 1 and 3, and a gasoline engine centrifugal pump for Wells 2, 4 and 6. The monitoring wells were pumped and bailed until the water was clear. A constant flow pump test was conducted on November 18, 1987, using a gasoline powered one-inch diameter two-stroke centrifugal pump. The drawdown of the water table was monitored using a Thor Data Logger in the pumped Well BH-6 and a Solinst water level indicator in the observation Well BH-4. An extraction slug test was conducted in Well BH-2 using the Thor Data Logger to monitor the head recovery after twenty seconds of pumping. The pump test results are presented graphically in the Appendix of this report and discussed in Section 6 of this report. 4. LABORATORY TESTING 4.1 Geotechnical Laboratory Testing The laboratory testing completed as part of this study consisted of determining the grain size distribution of the soils, from five to 29 feet in depth, in Borings 2 and 4. Grain size distributions were determined in accordance with ASTM D 422 63 and the results are presented in the Appendix to this report. 4.2 Environmental Contaminant Screening A limited water and soil contamination analysis was conducted to determine the baseline water quality and as a screening for possible contamination of surficial soils. The results of the laboratory chemical analysis will be presented in a separate report. 5. SUBSURFACE CONDITIONS 5.1 Soils In general , the soils encountered during our field reconnaissance and in our borings consisted of the following: • Recessional Outwash Compact to dense, brown, fine to medium SAND, trace silt Compact, brown, medium to coarse SAND and gravel Golder Associates January 11 , 1988 6 873-1161 • Lodgment Till Very dense, grey, silty, fine SAND, trace clay • Advance Outwash Very dense, brown, fine to medium SAND, trace silt Very dense, grey-brown, fine GRAVEL, little to some medium to coarse sand Very dense, grey, silty, fine SAND, trace clay, trace gravel • Glaciolacustrine Deposits Very dense, grey Clayey SILT, little fine sand • PreVashon Undifferentiated Glacial Deposits Very dense and hard deposits of older till , lacustrine deposits of silt and clay, and advance sands and gravels The site is located in the approximate E 1/2, NW 1/4 and portions of the N 1/2, SW 1/4 of Section 16, T 23 N, R 5 E and situated between the Cedar River Valley and N.E. 3rd Street to the north. The site is underlaid by deposits resulting from past glacial episodes. The most recent glaciation, the Vashon stade, deposited the majority of the sediments on the site. In general , the soils consist of recessional sand and gravel deposits overlying lodgement till . Beneath the till are dense advance deposits of sand and minor amounts of silt. Beneath the Vashon sediments are undifferentiated preVashon glacial deposits. The side slopes of the northern pit are composed primarily of recessional deposits consisting of compact to dense fine to coarse sand and fine to medium gravel . These deposits were encountered to an approximate elevation of 250 feet in the east slope of the existing northern pit and appear to thicken to the north and northwest. Beneath the recessional deposits is a layer of glacial till consisting of very dense, silty fine sand with little to some gravel . The till was encountered in BH-3 and observed along the base of the eastern slopes and southern portions of the pit. The till has either been eroded or dips steeply to the west and north in the northwest portion of the site. • Golder Associates January 11, 1988 7 873-1161 Boring BH-1 was drilled to an approximate elevation of 195 feet and did not encounter any till . Till was exposed in a drainage ditch constructed along the west side of the central pit area. The surface of the till in this area of the site is around elevation 240 feet. In the eastern side of the central pit area, the top of the till is situated at an approximate elevation of 280 feet. Although not yet confirmed, the till appears to be missing within the central pit area. Several exposures of till were observed in the southern slope facing the Cedar River drainage with the lowest observed outcrop at approximate elevation 190 feet. Located stratigraphically beneath the till and extending to an undetermined depth are Vashon advance sediments consisting of very dense fine to medium sand, fine gravel , and silty fine sand. These deposits are exposed in the floor of the northern pit area; the edges of the southern pit area and probably mantle the surface of the southern portions of the site. Borings BH-3 and BH-5 encountered hard clayey silt and silt at approximate elevations of 205 and 140 feet, respectively. These fine grain units were not penetrated by the respective borings, hence their total thickness could not be determined. As a result, it could not be ascertained whether these silt units represent thin beds within the coarser grain advance sediments or they are the top of a thicker more extensive proglacial lacustrine deposit. PreVashon undifferentiated deposits are exposed in the south facing slope forming the north side of the Cedar River drainage. This unit consists of very dense and hard deposits of older till , lacustrine deposits of silt and clay, and sand and gravel . Based on limited field data, these deposits appear to extend from the base of the slope to an elevation of around 200 feet. None of the exploratory borings penetrated the preVashon deposits. The spatial distribution of the unit, as mapped by Mullineaux (1965) , suggests these deposits may underlie most of the site. The preVashon deposits are competent and maintain near vertical slopes in places. Several slope failures were observed involving the loose organic topsoil and slope debris overlying the preVashon deposits (Figure 1) . These failures appear to have resulted from saturation of the loose organic layer. 5.2 Groundwater Our wells encountered what appears to be a regional groundwater aquifer with water levels approximately two to five feet below the floor of the pit. Our study was completed after a five month drought and these levels are expected to represent a seasonal lower extreme. The pond at the northeast side of the pit is in contact with the groundwater and its surface elevation is consistent with the water levels measured in the monitoring Wells BH-4 and BH-6. During our study, approximately six inches of rainfall was recorded and water levels in the wells were generally on the rise. During field reconnaissance of the site during January 1987, we observed that water levels had risen -to the point of causing shallow flooding of most of the pit floor. Reportedly sand and gravel borrow operations have been discontinued at the site as the excavation encountered the groundwater. Golder Associates January 11, 1988 8 873-1161 It appears the regional groundwater flow is to the west southwest with a local break to the south towards the Cedar River. The overall flow gradient is relatively flat with a value approximating .01 to the west southwest. The pump test 2con5ucted at BH-4 and BH-6 indicates a transmissivity of 2 x 10- cm /sec can be assigned to the aquifer in that area. The unconfined aquifer in the base of the pit generally consists of 25 feet of well sorted fine sand near BH-4, BH-5 and BH-6 which becomes coarser and more gravelly near BH-2. The grain size distribution curves are presented in the Appendix. The storm water retention and groundwater recharge system were assessed with data obtained from the pump test and slug test. A discussion of the results will follow in later sections of this report. 6. CONCLUSIONS 6.1 General Based on the results of our study, we believe the site can generally be developed as planned. Our preliminary assessment of the site hydrogeologic characteristics indicates it is feasible to use a groundwater recharge system to dispose of surface water runoff. However, several critical design parameters including the seasonally high groundwater level and the limitations on discharging to the creek are unknown at this phase. The final design-of the recharge system will require additional exploration and combined civil and hydrological engineering effort. The native soils encountered in our field mapping and exploration borings are generally compact to very dense glacially consolidated soils. The pit and southern bluff slopes in these materials are generally stable at relatively steep inclinations, except where the slope is mantled by loose colluvium. The glacially consolidated soils are adequate to support the proposed structures with shallow conventional isolated or continuous spread footings. These and other geotechnical related points are discussed in more detail in the following paragraphs. 6.2 Storm Water Retention/Recharge System The results of our subsurface exploration and field testing indicate a storm water retention and groundwater recharge system of ponds are technically feasible for this site. However, the feasibility of the storm water recharge system will depend strongly on the following parameters noted in the subsections below. Golder Associates January 11 , 1988 9 873-1161 6.2. 1 The Time of Concentration The time required for the runoff to enter the recharge system is critical to the feasibility of the recharge system. A project design with a high density of structures and pavements will promote rapid storm water runoff and require extremely large ponds to store the runoff unless special controls are included in the design. Practically speaking, we feel some special controls designed to slow runoff will be required to make the project work. These controls may include porous pavement, terraced landscaped areas with dense vegetation, indirect runoff paths and storage features such as upgrade non-recharge ponds or below grade tanks. 6.2.2 The Design Storm or Sequence of Storms The storm event or sequence of storm events is critical in the design of the proposed recharge system. The greater the intensity or duration of the storm used in design calculations, the greater the detention requirements. It is our understanding groundwater recharge systems for storm water disposal in King County are typically designed to store the runoff from a storm with a 25-year return interval and a duration of 24 hours. A 25-year return storm intensity estimated for this site is .13 inches per hour or 3.12 inches in 24 hours based on the "King County Storm Drainage Requirements and Guidelines" prepared from U.S. Weather Bureau Technical Paper #25, 1985. Assuming 70 percent of the site will be covered with structures and pavements and 30 percent of the site is landscaped, we estimate a total of approximately six million gallons of runoff will be produced from the property north of the bluff during a 25-year return storm event. A detention pond capable of storing this quantity of water is equivalent to approximately 19 acre-feet of storage or a pond approximately 3.2 acres by six feet deep. A design that accounts for a sequence of storms will require significantly greater storage capacity. A back to back sequence of two 10-year storms, for example, will require approximately a ten million gallon storage capacity or a pond approximately five acres by six feet deep. Pond capacity will likely require a greater capacity than the simple storage of the runoff from one or two storm events. Pond size will also be strongly influenced by the rate of water infiltration or recharge to the groundwater aquifer, as discussed in the following section. 6.2.3 Hydrogeologic Characteristics The hydrogeologic characteristics of the site pertinent to the design of the recharge system include the transmissivity of the *soils, the depth to groundwater, thickness of the aquifer, and the gradient of the watertable. Preliminary values for these parameters were obtained from Golder Associates January 11, 1988 10 873-1161 the well testing completed for this study. These parameters are used to estimate the rate the water in the recharge pond will enter the groundwater system, the zone of influence or mounding caused by the recharge ponds, and the size of the pond required to store the runoff during the recharging period. Preliminary estimates indicate that although the site has the advantage of soils that are relatively permeable, it also has the disadvantage of a shallow depth to groundwater and a low watertable gradient. As a result, the recharge rate will be relatively moderate. For preliminary planning purposes, we estimate a total pond area of ten to 15 acres may be required to allow recharging of the runoff from a 25- year storm event within an approximate period of a month and a half. This ten- to 15-acre pond is estimated with at least five feet of freeboard above the seasonally high groundwater. A more rapid rate of total recharge will require more pond area or greater heads within the pond to compensate for the decreasing rate of recharge as head decreases. 6.2.4 Pond Shape, Depth and Configuration The shape and configuration of the recharge ponds will effect the design of the system by influencing the aerial extent and depth of the groundwater mound around the recharge ponds. In general , smaller and • more linear shaped ponds with the same total area as the large pond will have smaller groundwater mounds. The smaller the mound the lower the risk of the mound rising to the surface and causing flooding or slope instability. As an example, a recharge system that consists of a series of separate small ponds or a long canal meandering through the development would be preferable to a large single pond or lake with the same total area. A deep pond built with high berms to maintain a high head for rapid recharge will tend to raise a significant mound in the groundwater and therefore require the surrounding grades to be raised appropriately to avoid flooding. For preliminary planning purposes, we suggest ponds be located at least 800 feet back from the top of the bluff. This setback, which must be reviewed after a second phase of exploration, is intended to minimize the effect of the pond mounding zone on the stability of the bluff. Ponds located too close to the bluff could increase groundwater levels, saturate the slo-P-77-717s, and potentTaTlyesta Tize t o stee s I o pes. 6.2.5 Site Grades The depth to groundwater is very shallow and the groundwater gradient is nearly flat on site. During the wetter winter months of the year, the groundwater levels on site are expected to be at or slightly above the existing pit floor grades (approximate Elevation 230) . Storm water detention ponds recharging to the groundwater are expected to create a Golder Associates January 11, 1988 11 873-1161 localized rise or mounding of the groundwater surface around the recharge pond. Significant filling of the pit floor will be required to prepare the site to accept the recharge. The filling will be required to raise grade sufficiently above the anticipated rise in groundwater to prevent flooding. As a preliminary estimate, we anticipate the grades in the pit floor must be raised as much as ten feet above the seasonal high groundwater levels to create sufficient pond freeboard for runoff storage for the recharge pond to function without flooding the surrounding areas. In general , the fill material used to raise grade in the pit floor should be relatively clean, highly permeable sand and gravel that will promote the recharge of the underlying aquifer. The materials available from the proposed road cut consist of relatively fine grained silts and silty sands that, in general, are not highly permeable. Materials obtained from other, higher portions of the site are coarser grained and are preferred as fill for the pit floor. 6.2.6 Major Storm Emergency Overflow A practical and well designed recharge system must have an emergency over flow option available during at least major storm events and possibly for controlled discharge during other periods. The stream on the west side of the pit and/or a new discharge system constructed to the Cedar River could serve this function if the water quality,- capacity. legal , and permitting requirements can be met, It is our understanding that the water rights of the stream exiting the McMahon Property are owned by Pacific Land Reclaimation, the operators of the Mt. Olivet Cemetery on the property's west side. The legal aspects and restrictions of the water rights on this stream should be carefully researched as they may have a significant influence on the design of a storm water detention system for the McMahon Property. In addition, most of the property is included within the City of Renton Water Department's "sensitive area" and the extreme southern portion of the property at the base of the bluff is within the "more sensitive area". These "sensitive areas" are within the City of Renton watershed and therefore development and the quality of discharge water tend to be regulated more strictly. 6.2.7 The Degree of Maintenance Reliability The recharge ponds will tend to collect fine grained material , leaves, sticks, and trash. These materials will reduce the hydraulic communication to the permeable sands and gravels of the aquifer. To prevent a significant reduction in the hydraulic recharge capacity of the ponds a regular program of pond maintenance will be required. If cleaning of the ponds is expected to be minimal or non-existent, a more conservatively designed (larger) pond is advised. Golder Associates January 11, 1988 12 873-1161 6.3 Stability of Bluff On the basis of our preliminary visual evaluation, the bluff along the properties southern half appears to be relatively stable in regards to massive or deep seated movements. However, some shallow debris slides and spalling and sloughing of the bluff face were observed. These slides generally involve the top three to five feet of loose surficial soil and vegetation. The sloughing and shallow slides should be expected to continue on the steeper slopes as the outer soil layers ravel and become saturated. The location of the most recent sloughing and slides are shown on Figure 2, Site Geology. A road cut through the bluff soils is technically feasible. However, significant earthwork and subsurface ra 1 nnage improvements should be anticipated in the slopes both above and below the road. For preliminary planning purposes, we suggest road cut slopes be no steeper than 2H:1V (Horizontal to Vertical) . The slopes could be steepened if some form of subsurface drainage improvement and erosion protection in addition to revegetation are installed. The erosion protection could include retaining walls, shotcrete, riprap, or minibenches. Subsurface drainage such as french drains or horizontal drains must be incorporated in the road in order to prevent unnecessary saturation and erosion of the loose surficial soils on the slopes. 6.4 Foundations Shallow conventional spread footings may be used throughout the site if they are founded in the compact to very dense, native sand and gravel . In general , the site soils are suitable to support conventional slab on grade floors. Framed floors may also be used if a vapor barrier is placed over any areas of bare soil and adequate venting is included in the crawlspace. The native sand and gravel is suitable for use as structural fill . We recommend that the sand and gravel be moisture conditioned to within two percent of the optimum moisture content if it is to be used as structural fill . This type of material can typically be placed and compacted in wet weather conditions. 7. RECOMMENDATIONS FOR DESIGN APPROACH We recommend the design of the recharge system use an integrated approach which balances all of the parameters listed above and optimizes the density and configuration of the development. The balancing involves trade offs such as: • Building and pavement configuration density will produce more runoff for the storm system than vegetated open space. Adequate runoff controls slow runoff and reduce the required pond storage capacity. Golder Associates January 11 , 1988 13 873-1161 • Controlled pond discharge to the creek or the Cedar River reduces the required capacity of the storage ponds. Using a smaller storm or shorter return interval in the design increases the risk of overwhelming the system and causing flooding. • The quality of the runoff water increases with longer detention times and pond size. • Frequent pond maintenance increases pond efficiency and reduces the required pond size. • Deeper ponds are more efficient at discharging the water to the aquifer, but they require the base of the pit to be filled to a greater elevation and they have a less appealing appearance at times of low water. 8. ADDITIONAL STUDIES Additional geotechnical and hydrogeological studies should be completed prior to beginning project final designs. We recommend the additional studies include: • Installation of additional wells to confirm aquifer dimensions. • A large scale 24 to 48 hour pump test-at another location of the site. • A survey of well elevations. s Continued monitoring of water levels in the creek and in the wells. • A detailed subsurface exploration of the bluff slopes and the locations of all the proposed structures. The exploration should be in the form of a series of backhoe excavated test pits and borings located along the top of the bluff, all along the alignment of the proposed road cut down the bluff, and at all the proposed pond and building locations. 9. USE OF THIS REPORT This report has been prepared exclusively for the use of Centron Corporation and their consultants for the specific application to this project. The exploration has been performed in general accordance with locally accepted geotechnical engineering practice to provide Golder Associates January 11, 1988 14 873-1161 preliminary information- for the area explored. We recommend additional geotechnical and hydrological studies be completed prior to beginning project final designs. Sincerely, GOLDER ASSOCIATES, INC/. Craig C. LaVielle Senior Engineer Oougi sJ. Morell Associate DJM/CCL/111/846 Attachments cc: Mr. Bruce Dodds - Dodds Engineers, Inc. (Bellevue, Washington) Golder Associates FIGURES i Golder Associates _....... .........._.. �- �_ 30 I1 - Qvr -- '`\~ � ,\`•, ••\ �� jIN�MN; 71� ,NNOly TALI Qvr t d' SITE 131-1-6 Qvi 0 2000 4000 r . �� -- -\_ SCALE IN FEET VICINITY MAP s �. _--_ _ Qvt — 28o aoo Qvr zo a -- - . QvaQvt 320. QPV Q v a PW .QIS 220 2ao �. ■ Lo�.. 180.: l/ql Qa Qa =j 3 r % ,f . . - .. 60 ;.- _ _ SITE PLAN LEGEND *BH—t Borehole Number and property Boundary Approximate Location __--_ Geologic Contact -= — Unpaved Road Oa - Alluvium ■ Powerline Tower �� Qis - Landslide Deposit Powerline Poles Qvr - Recessional Outwash Schematic Cross-Section Qvt - Glacial Till Creek Ova - Advance Outwash C`) Pond Qpv - Older Glacial Drift FIGUREI C� Truck Scale and Scale Houses VICINITY MAP, 0 400 Soo SCALE IN FEET OUTCROP MAP AND SITE PLAN CENTRON vla,IECTNo 873-1161 owc No 6399 cwE 1/8188 op-- SL -F-avEo RU Golder Associates i A' 71 Qvr Qvt Qva SI v _7 Qva iE vi t 2� ;E LEGEND Qa - Alluvium Qvr - Recessional Outwash Qvt - Glacial Till EI Qva - Advance Outwash c Qvl - Lacustrine Deposits Qpv - Older Giacial Drift Interpreted Geologic Contact v Water Table 2 Match Line FIGURE 2 SCHEMATIC CROSS-SECTIONS A-A', B-B' CENTRON ,�, Golder Associates APPENDIX Golder Associates RECORD OF BOREHOLE 1 Figure et of 3 LOCATION: Sao Figure DATUM: MSL DATE:11/3/87 - 11/5187 AMPLER HAMMER WEIGHT: 140 LB..DROP 30 IN. BORING METHOD: HOLLOW STEM AUGER SOIL PROFILE SAMPLES Standard Penetration Test C 'N' BI ows per foot 00 cc: m u" 10 20 30 40 ELEVN J w w = PIEZOMETER DEPTH DESCRIPTION V } d Water Content, percent INSTALLATION v> > O w J o Z m Steel Monument Wp Wn W L Casing 273 0 Compact, brown, gravelly, fine SP 0 " to medium SAND, trace silt Cement 270_5 __ \ 2.5 Very dense, brown, fine SAND. SP little to some silt, trace SM 8 gravel 1 18 \ 268.0 38 5 \ 5.0 Dense, brown, fine to medium Sp 2 1 �•'�- SAND, trace silt with occasion- SM 10 al iron staining and thin 33 layers (1/4-1/8") of very 18 dense, brown, silty, fine SAND, 3 35 trace to little clay (SM) 41 becoming very dense at 7.0 ft. 14 10 4 24 34 34 5 50 5" v 21 15 `L 6 50 AL 5" _0 U 28 7 50 5" 2 0 Bentonite Slurry 23 8 50 5" 25 little to some gravel coarser SAND 50 g 4" 30 SQ 10 6" REMARKS: Groundwater encountered at a depth of 48.5 feet. Standard Penetration Test Water level in piezometer at a depth of 52.4 feet on 11-11-87. VERTICAL SCALE: Gok*r AssOCiat@3 CENTRON 1 1N. TO 5 FT. JOBi873-1181 RECORD OF BOREHOLE 1 Failure Pape 2 of 3 LOCATION: See Figure DATUM:MSL 0ATE. 1113187-1115187 0 PLER HAMMER WEIGHT: 140 LB..DROP 30 IN. BORING METHOD: HOLLOW STEM AUGER SOIL PROFILE SAMPLES Standard Penetration Teat F 'N' Blows per foot < 10 20 30 40 ELEVN _ m w a; = PIEZOMETER DESCRIPTION U o_ 3 ►- INSTALLATION DEPTH >- 0 a Water Content, percent z m Wp Wn W L ?37.5 3 15.5 Yery dense, brown, fine to SP medium SAND, trace silt, trace Bentonite Slurry gravel 29 11 50 AL 6' '32.5 40 10.5 Very dense, brown-grey, fine to SP medium to coarse SAND, trace silt, little to some gravel 12 506' ?27.5 45 �5.5 Very dense, brown-grey, fine to SP medium SAND, trace silt 30 13 50 5" '22.7 50 0.3 Very dense, grey-brown, gravelly SP fine to medium to coarse SAND, trace silt 11-11-87 14 4' A,52.4 55 29 15 50 4' 12.5 60 0.5 Very dense, grey-brown, medium SP Silica Sand to coarse SAND and fine gravel, -- trace silt 11 16 50 AL 6' 65 4 Slotted Zone ' qE 50 _- 3' — REMARKS: m Standard Penetration lest VERTICAL SCALE: CENTRON t IN. TO 5 FT. 0CsOf .JOB* 873-1161 Figure RECORD OF BOREHOLE 1 Page 3 of 3 CATION: See Figure DATUM: MSL DATE:11/3/87-11/5/87 PLER HAMMER WEIGHT: 140 LB.,DROP 30 IN. BORING METHOD: HOLLOW STEM AUGER SOIL PROFILE SAMPLES Standard Penetration Test 'N Blows per toot m m o `- 10 20 30 40 w W = PIEZOMETER ELEVN DESCRIPTION U m a 3 INSTALLATION > a Water Content, percent DEPTH (a 5 F- O W U Z Co C3 y Wp Wn WL 202.0 __________ 71.0 Very dense, grey-brown, fine Gp Slotted Zo,e - GRAVEL, little to some coarse to 17 medium sand, trace silt 18 50 —_ 5. Silica Sand 7 5 .J ` : — 12 Cuttings 194.0 19 17 NOW! 79.0 Bottom of hole at 79.0' 50 6 $0 85 90 95 100 REMARKS: I t i Standard Penetration Test VERTICAL SCALE: GokieCENTRON 1 IN. TO 5 FT. �O {� J08I 873-1161 Figure RECORD OF BOREHOLE 2 Flqu FiguPage 1 of t LOCATION: See Figure DATUM: MSL DATE. 10/29/87 PLER HAMMER WEIGHT: 140 LB.,DROP 30 IN. BORING METHOD: HOLLOW STEM AUGER SOIL PROFILE SAMPLES Standard Penetration Test 'N' Blows per foot W cc co `L 10 20 30 40 :LEVN -1W w m = PIEZOMETER DESCRIPTION V m a INSTALLATION DEPTH y a Water Content, percent W :5 �- O w J 00 Z m Wp Wn W L Steel Monument Casing 129.5 O �� Compact, brown, medium to coarse Sp Cement SAND and gravel, trace silt Bentonite Slurr dense 35 •� 1 23 18 11-11-87 3.4 ——compact 14 5 2 12 12 a 24 3 15 �A, 20.0 13 5 Uense-Tr own rtne'to nedium SP 13 10 t�4 S9NQ�tr3c�Si1L_———— ).5 Dense, brown, gravelly, coarse Sp 4 15 SAND with interlayers of dense, GP 32 brown, fine to medium SAND, 10 trace silt-and dense, brown,sandy GRAVEL 5 13 * �Silica Sand—r; 21 12 15 6 16 39 17 7 13 = 18 —20— Slotted Zone )6.0 18 ___ _ __ ___ g 20 �.5 Very dense, brown, fine to SP 50 medium SAND, trace silt 3- 25 12 Cavings 0.5 g 40 50 1 .0 Bottom of hole at 29.0' 5' 30 REMARKS: Groundwater encountered at a depth of 4.5 feet. Standard Penetration Test Water level in piezometer at a depth of 3.4 feet on 11-11-87. VERTICAL SCALE GoidCENTRON 1 IN. TO 5 FT. �Gf J08I873-1181 RECORD OF BOREHOLE 3 Figure Pape t of 3 LOCATION: See Figure DATUM: MSL DATE: 10/29/87-11/3/87 PLER HAMMER WEIGHT: 140 LB.,DROP 30 IN. BORING METHOD. HOLLOW STEM AUGER SOIL PROFILE SAMPLES Standard Penetration Test 'N' Blows per foot U) a: to u. 10 20 30 40 ELEVN -j w � = PIEZOMETER DESCRI PTION U Co - INSTALLATION DEPTH a Water Content, percent J UJ z m 0 i Steel Monument Wp Wn WL Casing 300.0 O �� 0 Dense, brown, gravelly, fine to SP Cement medium SAND, trace silt to a dense brown, medium to coarse SAND, trace gravel 45 1 32 19 10 2 17 . 21 10 3 17 1► 21 14 10 4 16 17 5 17 � 21 a 12 15 6 1 18 a 15 7� L U I0 7 16 18 20 15 8 22 28 2 5 very dense Benetonite Slurry 18 9 32 40 59.5 30 30.5 Dense, brown, fine to medium SP SAND, trace silt 0 15 10 16 19 REMARKS: Goundwater encountered at depths of 51, 56, and 76 feet. Standard Penetration Test Water level in piezometer at a depth of 73.3 feet on 11-11-87. VERTICAL SCALE Ck)kssociatem CENTRON 1 1N. TO 5 FT. �0 �� J06�873-1181 ' re RECORD OF BOREHOLE 3 Figure Page 2 of 3 ATION: See Figure DATUM:MSL DATE:10/29/87-11/3/87 PLEB HAMMER WEIGHT. 140 LB..DROP 30 IN. BORING METHOD: HOLLOW STEM AUGER SOIL PROFILE SAMPLES Standard Penetration Test A 'N' Blows per foot co `n a co LL 10 20 30 40 ELEVN -<+ (n w = PIEZOMETER OESCRI PTION U r 37 a Water Content, percent INSTALLATION DEPTH y O w U Z Cn m O Wp Wn W L 3 very dense 22 11 24 '60.5 32 39.5 Alternating layers of compact, ML 4 0 brown, silty, clayey, fine SAND SM and compact, blue-grey, clayey SILT 4 12 5 Bentonite Slurry — 5 '54.5 45 5.5 Alternating layers of very dense SP brown, silty fine SAND, trace SM clay and very dense, brown, fine 22 to medium SAND, trace silt 13 50 6" 50 24 14 50 6" 55 15 50- 5" 60 37.5 — 2.5 Very dense, grey, silty, fine SM 16 50 SAND,trace to little clay with 4" occasional gravel (Till) 65 50 17 3' Silica Sand REMARKS: m Standard Penetration Test VERTICAL SCALE: id CENTRON (�o Goef A►�oaates 1 IN. TO 5 FT. JOS# 873-1161 RECORD OF BOREHOLE 3 Figure Page 3 of 3 LOCATION: See Figure DATUM: MSL DATE: 10/29/87-11/3187 MPLER HAMMER WEIGHT: 140 LS_.DROP 30 IN. BORING METHOD: HOLLOW STEM AUGER SOIL PROFILE SAMPLES Standard Penetration Teat f- 'N' BIow3 per foot < rt (o `_ 10 20 30 40 ELEVN -� m a- m = PIEZOMETER DESCRIPTION U a 3: ►- INSTALLATION DEPTH O as Water Content, percent W P Wn W L 18 50 4' 75 73.3 24.0 76.0 Very dense, brown, silty, fine to medium SAND (SP) and very dense, brown-grey sandy SILT, 50 trace clay (ML) I9 -- 6" 220.0 80.0 Very dense, grey, fine to 8 0 medium SAND (SP) Silica Sand - - --- - - -- - 32 Very dense, brown, silty, fine 20 50 SAND, trace clay (SM) 5" 85 - 30 21 40 - 41 90 204.0 __— Slatted Zone — SAND Very dense, grey, silty fine SAND (SM) ; 30 22 42 50 5" 204.5 9 5 95.5 Very dense, grey, clayey SILT trace fine sand (ML) with occasional laminae of grey fine 30 SAND (SP) 23 23 - 201.0 47 99.0 Bottom of hole at 99.04 t00 REMARKS: m Standard Penetration Test VERTICAL SCALE: Gok:kCENTRON i IN. TO 5 FT. �� f JOB# 373-1161 RECORD OF BOREHOLE 4 Figure Pape 1 of 1 LOCATION: See Figure DATUM: MSL DATE: 10/28/37 0 AMPLER HAMMER WEIGHT: 140 L8..DROP 30 IN. BORING METHOD: HOLLOW STEM AUGER SOIL PROFILE SAMPLES Standard Penetration Test 'N' Blows per toot � s m w 10 20 30 40 ELEVN -j `L w .n = PIEZOMETER DEPTH DES CRI PTION 0 } 3 a Water Content, percent INSTALLATION ao D 0 w J m z m n Steel Monument � Wp Wn W L Casing 231.0 �.r^- Loose, brown, fine to medium SAND, Sp 0 .0 — trace silt and trace gravel Cement 10 —————— —— —— Compact, brown, fine SAND, SP 4 trace silt 1 5 A 10 Bentonite Slurr I 3 5 11-11-87 2 3 7 5.0 dense 9 a 3 13 17 O g 10 - 4 15 19 N very dense 15 5 20 32 Tense — — 5 15 6 13 21 Very dense, tan, clayey SILT ML 13 212.5 7 18.5 Dense, brown, fine to medium SP 50 SAND, trace silt 5. 20- Slotted Zone 8 25 50 5" 205.5 ________ 2 5 Silica Sand 25.5 Blue-grey, silty,CLAY, little CH fine sand 03.5 27.5 Bottom of hole at 27.5' 30 REMARKS: Groundwater encountered at a depth of 6.0 feet. Standard Penetration Test Water level in piezometer at a depth of 5.0 feet on 11-11-87. VERTICAL SCALE: �0 { CENTRON � 1 IN. TO 5 FT. JOBI873-1181 RECORD OF BOREHOLE 5 Figure Pape t of 3 LOCATION: See Figure DATUM: MSL DATE:11/5/87-11/6/87 AMPLER HAMMER WEIGHT: 140 LB..DROP 30 IN. BORING METHOD: HOLLOW STEM AUGER SOIL PROFILE SAMPLES Standard Penetration Test 'N' Blows per toot co t a: m 10 20 30 40 ELEVN _j w a. co = PIEZOMETER DEPTH DESCRI PTION U } 3 t- INSTALLATION O w Water Content, percent U Z m p W p Wn W L 231.0 0 0 Compact, brown, fine SAND, SP trace silt 5 dense l0 very dense 15 20 20 1 25 36 205.5 ____ 25 2 .5 Alternating layers of very dense Sp grey, silty fine SAND, trace SM clay, trace gravel, very dense, 21 blue-grey, silty fine SAND, 2 34 little clay and very dense, 46 brown, fine SAND, trace silt 30 32 3 50 AL 6" REMARKS: Standara Penetration Test VERTICAL SCALE: �Q GoidQf Azwxiat@8 CENTRON 1 1N. TO 5 FT. J08f873-1161 Figure RECORD OF BOREHOLE 5 Page 2 of 3 LOCATION: See Figure DATUM:MSL DATE:11/5/87-11/6/87 MPLER HAMMER WEIGHT: 140 LB..DROP 30 IN. BORING METHOD: HOLLOW STEM AUGER SOIL PROFILE SAMPLES Standard Penetration Teat 'N' Blows per foot < m 10 20 30 40 ELEVN -j m w = PIEZOMETER DESCRI PTION U } 3 F- INSTALLATION DEPTH 0 a Water Content, percent U Z ui m n W p Wn W L 195.5 3 35.5 Very dense, dark grey-brown, Sp fine to medium SAND, trace silt with occasional laminae of iron stained fine SAND 4 50 3" 40 5 50 6% 45 30 6 50 4- 50 178.5 52.5 Alternating layers of very dense SP 50 grey, silty,fine SAND, trace to SM 7 2- little clay, very dense, brown, silty, fine SAND, and very 5 5 dense, brown, fine SAND, trace silt 20 8 25 40 60 21 9 31 41 65 10 10 25 45 REMARKS: m Standard Penetration Test VERTICAL SCALE: Goklef A mociates CENTRON 1 IN. TO 5 FT. JOB* 373-1161 RECORD OF BOREHOLE 5 Pago Page 3 of 3 LOCATION: So* Figure DATUM: MSL DATE;11/5/87-11/6/87 AMPLER HAMMER WEIGHT: 140 LB..DROP 30 IN. BORING METHOD: HOLLOW STEM AUGER SOIL PROFILE SAMPLES Standard Penetration Teat 'N' Blows per foot m Cr m U- 10 20 30 40 w w PIEZOMETER ELEVN DESCRIPTION U 2 � co _ 3 a Water Content, percent INSTALLATION DEPTH 00 U O U Z a3 0 D Wp Wn WL 25 11 50 4" 155.5 __ _ 75 75.5 Very dense, grey, fine SAND SM and SILT, trace clay 12 1 17 50 6" 80 20 13 50 5" 85 30 14 50 5" 140.5 90 90.5 Very dense, grey SILT, little SM sand, little clay (ML) 30 137.5 115 50 93.5 Bottom of hole at 93.5' 6" 95 100 0 REMARKS: m Standard Penetration Test VERTICAL SCALE: CsOf A3sOC; CENTRON 1 IN. TO 5 FT. �Q @3 JOB* 873-1161 RECORD OF BOREHOLE 6 FigurePage 1 of t LOCATION: See Figure DATUM: MSL DATE: 11/6/87 AMPLER HAMMER WEIGHT: 140 LB-DROP 30 IN. BORING METHOD: HOLLOW STEM AUGER SOIL PROFILE SAMPLES Standard Penetration Test m 'N' B1 ow3 per foot 00 m m U- 10 20 30 40 ELEVN -+ m wCL m i PIEZOMETER OESCRI PTION U >- � ►- INSTALLATION DEPTH Go 0 w Water Content, percent 1 0 Steel Monument 231.0 m � Wp Wn wL rasing O 0 Compact, brown, fine SAND, SP ement ' a C;; trace silt I Bentcnite Slurry Silica Sand 5 11-11-87 5.0 dense 10 Slotted Zone very dense 15 - 20 206.0 25 25.0 Bottom of hole at 25.0' 30 REMARKS: Water level in piezometer at a depth of 5.0 feet on 11-11-37. m Standard Penetration Test VERTICAL SCALE: �7� GoWefAssociatUm CENTRON 1 1N. TO 5 FT. (� JOB*873-1161 US Standard Sieve Sizes 3" 2" "3/4" 3/8" 4 10 20 40 60 100 200 " 100 90 1 o I I I I I I t t t I ZT � - T ,c 70 I I 1 I I 1 1 I 2' 6 0 I 1 1 f • Q)CO A 5 0 - -+ M D Z u 40 I ' i v C - 1 1 1 C/) N -n u30 } — -- m — _0 (DD 20 I I I I 1 I I ' W TJ 10 Y n CO - --1 0 O 100 10 1.0 0.1 0.01 0.001 o Z Grain Size in millimeters Cobbles Gravel Sand Fines � Coarse Fine Coarse Medium Fine Silt or Clay �16J oBoring No. Elev. or Depth Wn WL Wp I Description or Classification c� BH-4 Y8 22.5' - 24.0' • Brown, fine SAND, little coarse gravel , little silt (SP-SM) Brown, fine to coarse SAND and fine ravel , trace silt (SP) D BH-2 d5 12.5' - 14.0' � 9 BH-4 d2 5.0' - 6.5' ■ Brown, fine SAND, little silt (SP-SM) d. B11-2 89 21.5' - 29.0' ♦ Brown, fine SAND, little silt, trace gravel (SP-SM) c� 0 01 Pump on �❑ 0 —0.1 —0.3 —0.5 O a) a) 4 —0.7 U) c D o -0.9 3 C] ❑ —1.3 D —1.5 Pump off `1.7 ❑ D D D ❑ D ❑ -1.9 0.3 0.5 0.7 0.9 1.1 1.3 1.5 1.7 1.9 Log t (seconds) FIGURE BAIL TEST: 131-11-2 Drawdown (10 gpm) / Recovery CENTRON PHaeallo f373-1161-000 owa Ho 8205 o>Ie 1/11/88 oHAM4 PT APPROVED RU Golder Associates 0 -0 1 Pump on (7.6 gpm) -0.2 -0.3 ❑ a� -0.4 ❑ C -0.5 ❑ 0 C -0.6 ❑ ❑ ❑ -0.7 ❑❑M MU&M ❑ —0.8 ❑❑O �1 —0.9 _1 Note: BH-4 is 10 feet south of 131-1-6 Pump off —0.8 —0.4 0 0.4 0.8 1.2 1.6 2 2.4 Log t (minutes) FIGURE PUMP TEST: OBSERVATION WELL, 131-1-4 Drawdown / Recovery CENTRON PRoeeno 873-1161-000 wow 8206 o.re 1/11/88 oR-wN PT APPROVE[) RU Golder Associates 0 Pump on -0.5 -1 Q O -1.5 CJ -2 o p ro ❑ -2.5 C] -3 Q C1❑❑ l� -3.5 Pump off -4 -0.8 -0.4 0 0.4 0.8 1.2 1.6 2 2.4 2.8 Log t (minutes) FIGURE PUMP TEST: PUMPED WELL, 8N-6 Drawdown (7.6 gpm) / Recovery CENTRON PRa[c,No 873-1161-000 owallo 8207 DAlf 1/11/88 OHAWN PT •vvHOVfO RU Golder Associates • : E > :> .................. TQ :>` PE .ItllftEVAR�`;.�TflRtEAtACLl.t . 'I€ t ::.:::...: :..>::»::::::.:... . .... >:> ............ »:::<:.. :.::.:.:.. :.. :>:.........;::::>::>::::>.;:: ::::'::': EC} : ::..,::>.;:::;:::.;; ..<:::: :::::.: R.CREST ': :: : >:>::> :>:>:> ::: > ttNtJFAGTRE MtC}ULAR; Ht3ME CflItMUNIY T OUR JOB NO. 5149 OCTOBER 12, 1994 LP GNU REVISED NOVEMBER 4, 1994 (TMN) �Of W O 23975 S.- Prepared By: EXr FlEs 6-1* -9s BARGHAUSEN CONSULTING ENGINEERS, INC. 18215 72ND AVENUE SOUTH KENT, WASHINGTON 98032 (206) 251 -6222 mP¢GHa�s�2 o r° CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES Zs�� 1►�.�y • TABLE OF CONTENTS 1. TECHNICAL INFORMATION REPORT WORKSHEET AND PROJECT NARRATIVE 2. DESCRIPTION OF EXISTING AND PROPOSED ON-SITE DRAINAGE FEATURES 3. ANALYSIS OF CORE REQUIREMENT NOS. 1 THROUGH 5 FROM KING COUNTY SURFACE WATER MANUAL 4. ANALYSIS OF SPECIAL REQUIREMENTS FROM KING COUNTY SURFACE WATER MANUAL 5. PRELIMINARY RETENTION AND WET POND SIZING CALCULATIONS Page 1 of 2 King County Bullding and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET PROJECT ENGINEER AND DESCRIPTION Project Owner IZ-t4. '�� a'�e /h e_ _ _ Project Name Address P0• J!hW &805-0 Tu1trJ,/ce Location �75 —z o zoo Township Phone 5. Project Engineer r4,0—F!G'eL46 Re. Range Section /6 P7 Company Dee:S/,e --ow , ub9 Project Size /33 AC Address Phone /821/S 7 2/ 22z Upstream Drainage Basin Size ac. AC —G . PART 3 TYPE OF • OTHER ( y Subdivision DOF/G HPA Shoreline Management Short Subdivision 0 COE 404 Rockery Grading DOE Dam Safety Structural Vaults i F--1 Commercial FEMA Floodplain Other � 0 Other 0 COE Wetlands E-1 HPA PART 5 SITE • , DRAINAGE Community Drainage Basin [--I River E:1 Floodplain F--1 Stream _ E-1 Wetlands Critical Stream Reach Seeps/Springs i 0 Depressions/Swales 0 High Groundwater Table i a Lake 0 Groundwater Recharge I E:1 Steep Slopes _ _ 0 C.ther ! Lakeside/Erosion Hazard I SOILSPART 7 Soil Tyw Slopes Erosion Potential Erosive Velocities / [�I] Additional Sheets Attatched I�� Page 2 of 2 King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET. REFERENCE LIMITATION/SITE CONSTRAINT Ch.4-Downstream Analysis a a a 0 a _ 0 Additional Sheets Attatched PART 9 ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION FOLLOWING CONSTRUCTION Sedimentation Facilities Stabilize Exposed Surface ® Stabilized Construction Entrance Remove and Restore Temporary ESC Facilities [X' Perimeter Runoff Control [ Clean and Remove All Silt and Debris 0 Clearing and Grading Restrictions Ensure Operation of Permanent Facilities Cover Practices Flag Limits of NGPES Construction Sequence 0 Other Other Grass Lined Channel 0 Tank Vgj Infiltration Method of Analysis Pipe System 0 Vault Depression 5Z IJ14A Open Channel Energy Dissapator Flow Dispersal Compensation/Mitigation Dry Pond Wetland Waiver of Eliminated Site Storage ® Wet Pond 0 Stream Regional Detention Brief Description of System Operation S*r^ 4va7`Ci- as�JSo�i %f /11+417107611, i1 Facility Related Site Limitations 7" Additional Sheets Attatched Reference Facility Limitation PART 11 STRUCTURAL ANALYSIS PART 12 EASEMENTSfrRACTS (May reqUire special structural review) F-1 Drainage Easement Cast in Place Vault Other Access Easement F-1 Retaining Wall ED Native Growth Protection Easement E::] Rockery>4'High Tract Structural on Steep Slope Other I or a civil engineer under my supervision have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attatchments. To the best of my knowledge the information provided ` here is accurate" slpn.d D.r. 1/90 1. TECHNICAL INFORMATION REPORT WORKSHEET AND PROJECT NARRATIVE The proposed project is located on a 133-acre site in east Renton. While approximately 96 of the acres will be developed as a 400 site manufactured/modular home community, approximately 30 acres will remain native, and 7 acres located at the southwest corner of the site will be developed in the future as 20 single family homes in conjunction with the adjacent property to the west. Vehicular access will be via N.E. 3rd Street which runs along the northern boundary of the property. The site is a gravel pit which has been mined of most of the useful coarse gravel materials. The underlying foundation material is primarily sand which allows for good infiltration of surface water. Stormwater from the proposed paved surfaces and roofs will be controlled through the use of a series of retention/infiltration ponds. Stormwater will pass through three-cell wet ponds for water quality enhancement prior to discharge into the retention/infiltration ponds. Page 1 5149.002 [HPG/kr/sdcl 2. DESCRIPTION OF EXISTING AND PROPOSED ON-SITE DRAINAGE FEATURES There is a small upstream basin to the northeast of the proposed project site of approximately 17 acres. The stormwater from this site infiltrates into the ground. A majority of the stormwater from the project site also infiltrates into the ground. The remainder is conveyed, via manmade channels which were created during the previous gravel mining operation, to a water control structure. This structure is located approximately 500 feet south of the northwest corner of the site. Water from this structure flows through a 12-inch buried pipe to an open basin just outside the extreme northwest corner of the site. The water from this basin overflows into a 48-inch diameter corrugated metal pipe at roughly a 5 percent slope for a distance of approximately 113 feet. From that point, it discharges into a drainage channel traveling in a westerly direction. This drainage channel is extremely well defined, heavily vegetated, and the water travels approximately 300 feet where it discharges into an open pond approximately 100 feet by 50 feet. This pond is approximately 3 to 5 feet deep and is located along the south margin of N.E. 3rd Street, and east of Blaine Avenue N.E, near the entrance into the Mount Olivet Cemetery. From this pond, the water enters into a pipe system that runs along the southern margin of N.E. 3rd Street, and then travels westerly approximately 1,200 feet eventually discharging into a system near I-405. Along this course there are no noticeable erosion or flooding problems. The methodology in handling the developed stormwater from the pavement areas, as well as the roofs and yards, will utilize combination of wet ponds and retention/infiltration ponds. There are three facilities which are conceptually shown in the attached drainage map located within this drainage report. All of the surface water will be routed through a wet pond facility and then discharged directly into a retention/infiltration pond. Detailed subsurface soils investigation has been conducted, and the information has been incorporated in the design of the retention/infiltration ponds (see Geoengineers report, dated October 24, 1994). All of the pond facilities are designed in accordance with the King Page 2 5149.002 [HPG/kr/sdcl County Surface Water Design Manual. The infiltration ponds are sized to accommodate a 100-year storm event; in addition, an emergency overflow spillway is provided. One hundred percent (100%) of the stormwater is discharged via the infiltration ponds, and consequently, no storm related discharge is anticipated off site. The soils subsurface analysis shows that this water migrates to the west in the direction of the downstream system described above. If an emergency overflow ever occurs from the proposed system, the direction of the flow will also be to the west. Page 3 5149.002 [HPG/kr/sdc] 3. ANALYSIS OF CORE REQUIREMENT NOS. 1 THROUGH 5 FROM KING COUNTY SURFACE WATER MANUAL The following core requirements required by the King County Storm Water Manual will be met by the design of this system. These include the following: 1. Discharge at Natural Location. This project will discharge at its natural location via subsurface soils. The water quality enhancement/disposal facility utilizes biofiltration wet ponds and disposal by infiltration. This system will be designed by qualified hydrological and civil engineers. The system as designed will closely replicate the existing predevelopment conditions. 2. Off-Site Analysis. As stated in the project narrative, the downstream system from this project has been analyzed. In the event of any malfunction of the disposal facility, emergency overflow spillways will be designed in conformance with the King County manual and will discharge at the natural location. 3. Runoff Control. The retention/infiltration ponds and wet ponds sized for this project are in conformance with King County's manual. The preliminary calculations are enclosed within this report. 4. Conveyance System. All the conveyance systems to be constructed within this project will be designed in conformance with the King County Storm Manual. These will be designed to the 25-year storm event. A backwater pipe sizing analysis will be done as part of the final design for construction permits. Page 4 5149.002 [HPG/kr/sdc] 5. Erosion/Sedimentation Control Plan. A detailed erosion and sedimentation control plan is being submitted as part of the grading permit application. Page 5 5149.002 [HPG/kr/sdc] . 4. ANALYSIS OF SPECIAL REQUIREMENTS The final design of this project will be in detailed compliance with all of the special requirements. The special requirements which might apply to this project include the following: • Special Requirement No. 2, Compliance with Existing Master Drainage Plan • Special Requirement No. 5, Special Water Quality Controls • Special Requirement No. 12, Soils Analysis and Report The above-mentioned special requirements will be further analyzed, if necessary, during the final design for construction permits. Analysis of these items has already been commenced for use in the preliminary design of the drainage facilities. Page 6 5149.002 [HPG/kr/sdc] 5. PRELB11NARY RETENTION AND WET POND SIZING CALCULATIONS The enclosed are calculations used for the sizing of the retention/infiltration ponds and wet pond facilities for this project. The biofiltration wet ponds proposed for this project will be used in lieu of biofiltration swales to provide better water quality control. The calculations showing the methodology, sizing and exact volume required for each of the ponds are enclosed within this report. Page 7 5149.002 (HPG/kr/sdc] Storm Detention Calculations Segale Mobile Home Park BCE Job#5149 T. Nelson 10-4-94 NORTH BASIN (Pond 1) Total Basin Area = 51.25 ac. = 205 DU/51.25 ac. = 4.0 DU/ac. =42% impervious area Impervious Area = 21.53 ac Pervious Area =29.72 ac. Existing Conditions: 51.25 ac. @ CN 68 SOUTH BASIN (Pond 3A and 3B w/overflow to Pond 2) Total Basin Area = 45.0 ac. Mobile Home Area = 208 DU/38 ac. = 5.5 DU/ac. = 50% impervious area Impervious Area = 19.0 ac. Pervious Area = 19.0 ac. Future Development Area = 7.0 ac. @ 4.5 DU/ac. = 46% impervious area Impervious Area = 3.22 ac. Pervious Area = 3.78 ac. TOTALS Ex conditions: 45.0 ac @ CN 68 • Proposed conditions: 22.22 ac. C CN 98 22.78 ac. @ CN 68 POND DATA Infiltration Rate = 4 in/hr=0.00009259 ft/sec Pond Bottom Areas (so Discharge rate (ft/sec) 1 28,700 2.66 2B 3,250 0.30 3A+ 3B 12,826 1.19 WET POND DATA Pond Impervious Area (so Wet Pond Area Req'd (so (1.0% of Impervious Area) 1 952,657 9,527 3 967,903 9,679 IN w ! $sit �:k �• f� Q te k%V r►- � ^ so . a '��� ii KING COUNTY. WASHINGTON. SURFACE WATER DESIGN MANUAL FIGURE 3.5.1E 10-YEAR 24-HOUR ISOPLUVIALS - - - - - 2.1 - -:_� - - _ - -- - 22 24 25 _; - j _ 4 426 29 3.0 rRP - Y - -- --- -- 1 YEAR 24-HOUR PRECIPITATION ISOPLUVIALS OF 10-YEAR 24-HOUR TOTAL PRECIPITATION IN INCHES - nj� , .1 O 1 2 3 4 5 6 7 8 M 11 es 1: 300.000 3-5.1-I0 J 3�5 I - 40 rg rut OEM'Nib Ilk �'�_•,'''- f - .� � i Swami,j1`►JIM ,lit 'imam 7 WOW I KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL '1BLE 3.5.2B SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS i SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS in 1982) Runoff curve numbers for selected agricultural, suburban and urban land use for Type to rainfall distribution, 24-hour storm duration. CURVE NUMBERS BY. HYDROLOGIC SOIL GROUP LAND USE DESCRIPTION A 8 C D Cultivated land(t): winter condition 66 91 94 95 Mountain open areas: low growing brush and grasslands . 74 82 ', 89 92 Meadow or pasture: 65 78 85 89 Wood or forest land: undisturbed 42 64 76 81 Wood or forest land: young second growth or brush 55 72 81 86 Orchard: with cover crop 81 88 92 94 Open spaces, lawns, parks, golf courses, cemeteries, landscaping. good condition: grass cover on 75% or more of the area 80 86- 90 fair condition: grass cover on 50% C) to 75% of the area 77 85 90 92 Gravel roads and parking lots 76 85 89 91 Dirt roads and parking lots 72 82 87 89 Impervious surfaces, pavement, roofs, etc. r 98 198 98 98 Open water bodies: lakes,wetlands, ponds, etc. t 100 100 100 Single Family Residential (2) Dwelling Unit/Gross Acre % Impervious (3) 1.0 DU/GA 15 Separate curve number 1.5 DU/GA 20 shall be selected 2.0 DU/GA 25 for pervious and 2.5 DU/GA 30 impervious portion 3.0 DU/GA 34 of the site or basin 3.5 DU/GA 38 4.0 DU/GA 42 4.5 DU/GA 46 5.0 DU/GA 48 5.5 DU/GA 50 6.0 DU/GA 52 6.5 DU/GA 54 7.0 DU/GA 56 Planned unit developments, % impervious - condominiums, apartments, must be Computed commercial business and industrial areas. (1) For a more detailed description of agricultural land use curve numbers refer to National Engineering Handbook, Section 4, Hydrology, Chapter 9, August 1972. . (2) Assumes roof and driveway runoff is directed into street/storm system- (3) The remaining pervious areas (lawn) are considered to be in good condition for these curve numbers 3.5.2-3 1/90 • POND 1 • • 11/ 4/94 Barghausen Engineers page 1 SEGALE MOBILE HOME PARK INFILTRATION POND 1 BCE #5149 -------------- BASIN SUMMARY BASIN ID: lA NAME: 100YR POSTDEV. RUNOFF SBUH METHODOLOGY TOTAL AREA. . . . . . . : 51. 25 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 29 . 72 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 68 . 00 TIME OF CONC. . . . . : 7. 23 min IMPERVIOUS AREA ABSTRACTION COEFF: 0. 20 AREA. . : 21. 53 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 100. 00 ns: 0. 0110 p2yr: 2 . 00 s: 0. 0150 TcReach - Channel L: 1700. 00 kc:42 . 00 s: 0. 0150 PEAK RATE: 22 . 63 cfs VOL: 9.41 Ac-ft TIME: 480 min BASIN ID: 2A NAME: WET POND CALCULATION SBUH METHODOLOGY TOTAL AREA. . . . . . . : 51. 25 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPEIA PERVIOUS AREA PRECIPITATION. . . . : 0. 67 inches AREA. . : 29 . 72 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 68 . 00 TIME OF CONC. . . . . . 7 .23 min IMPERVIOUS AREA ABSTRACTION COEFF: 0. 20 AREA. . : 21. 53 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 100. 00 ns: 0. 0110 p2yr: 2 . 00 s: 0 . 0150 TcReach - Channel L: 1700 . 00 kc: 42 . 00 s: 0. 0150 PEAK RATE: 2 . 33 cfs VOL: 0 . 85 Ac-ft TIME: 480 min ll/ 4/94 Barghausen Engineers page 2 SEGALE MOBILE HOME PARK INFILTRATION POND 1 BCE 15149 ---------- HYDROGRAPH SUMMARY PEAK TIME VOLUME HYD RUNOFF OF OF Contrib NUM RATE PEAK HYDRO Area cfs min. cf-AcFt Acres 1 22 . 631 480 409686 cf 51.25 /00 1/,- P'1� 2 2 . 329 480 36909 cf 51. 25 WLt Pond C-)c- O`t'o-� 3 2 . 307 1150 36232 cf 0. 00 Over{)o j -4��'ro, Pond 2- 4 22 . 631 480 459744 cf 51. 25 Govv,61'/l H 13 5 2 . 660 270 457231 cf 51.25 i � I { I !I It� ! f I I 1 I 1 9 0 N N N N N N gbz ' �LZ o �� �� OE AN� N�+ 000 PV001 tnNN .4-4-4 fA W Vl o,)o �� 6 odL'S Z z� won 3 wn-7QA �-,Lc) +e3vd -7 3 I ## crN °d ry o►!ry-3-L 3Ct o.l . S rvo V7 n71�`7 Gil IS � '��1 �,csl?Y !]-- I?tv'211; Orvod roi-1_rv31?(-T ram. 1-4 -ai ICNO IA/ -a1 >'6a� ll/ 4/94 Barghausen Engineers page 3 SEGALE MOBILE HOME PARK INFILTRATION POND 1 BCE #5149 ---------- STAGE STORAGE TABLE CUSTOM STORAGE ID No. 1 Description: RETENTION POND STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- - -------------------- 32.00 0.0000 0.0000 34.80 89656 2.0582 37.60 252223 5.7902 40.40 420398 9.6510 32.20 6404 0.1470 35.00 96060 2.2052 37.80 264235 6.0660 40.60 432411 9.9268 32.40 12808 0.2940 35.20 108073 2.4810 38.00 276248 6.3418 40.80 444423 10.203 32.60 19212 0.4410 35.40 120085 2.7568 38.20 288261 6.6176 41.00 456436 10.478 32.80 25616 0.5881 35.60 132098 3.0325 38.40 300273 6.8933 41.20 468449 10.754 33.00 32020 0.7351 35.80 144110 3.3083 38.60 312286 7.1691 41.40 480461 11.030 33.20 38424 0.8821 36.00 156123 3.5841 38.80 324298 7.4449 41.60 492474 11.306 33.40 44828 1.0291 36.20 168135 3.8599 39.00 336311 7.7206 41.80 504486 11.581 33.60 51232 1.1761 36.40 180148 4.1356 39.20 348323 7.9964 42.00 516499 11.857 33.80 57636 1.3231 36.60 192160 4.4114 39.40 360336 8.2722 42.20 528511 12.133 34.00 64040 1.4702 36.80 204173 4.6872 39.60 372348 8.5479 42.40 540524 12.409 34.20 70444 1.6172 37.00 216185 4.9629 39.80 384361 8.8237 42.60 552536 12.684 34.40 76848 1.7642 37.20 228198 5.2387 40.00 396373 9.0995 42.80 564549 12.960 34.60 83252 1.9112 37.40 240210 5.5145 40.20 408386 9.3752 43.00 576561 13.236 ll/ 4/94 Barghausen Engineers page 4 SEGALE MOBILE HOME PARK INFILTRATION POND 1 BCE #5149 STAGE DISCHARGE TABLE DISCHARGE LIST ID No. 1 Description: INFILTRATION POND STAGE -DISCHARGE---> STAGE -DISCHARGE---> STAGE <--DISCHARGE---> STAGE -DISCHARGE---> (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- 32.00 2.6600 34.80 2.6600 37.60 2.6600 40.40 2.6600 32.10 2.6600 34.90 2.6600 37.70 2.6600 40.50 2.6600 32.20 2.6600 35.00 2.6600 37.80 2.6600 40.60 2.6600 32.30 2.6600 35.10 2.6600 37.90 2.6600 40.70 2.6600 32.40 2.6600 35.20 2.6600 38.00 2.6600 40.80 2.6600 32.50 2.6600 35.30 2.6600 38.10 2.6600 40.90 2.6600 32.60 2.6600 35.40 2.6600 38.20 2.6600 41.00 2.6600 32.70 2.6600 35.50 2.6600 38.30 2.6600 41.10 2.6600 32.80 2.6600 35.60 2.6600 38.40 2.6600 41.20 2.6600 32.90 2.6600 35.70 2.6600 38.50 2.6600 41.30 2.6600 33.00 2.6600 35.80 2.6600 38.60 2.6600 41.40 2.6600 33.10 2.6600 35.90 2.6600 38.70 2.6600 41.50 2.6600 0 33.20 2.6600 36.00 2.6600 38.80 2.6600 41.60 2.6600 33.30 2.6600 36.10 2.6600 38.90 2.6600 41.70 2.6600 33.40 2.6600 36.20 2.6600 39.00 2.6600 41.80 2.6600 33.50 2.6600 36.30 2.6600 39.10 2.6600 41.90 2.6600 33.60 2.6600 36.40 2.6600 39.20 2.6600 42.00 2.6600 33.70 2.6600 36.50 2.6600 39.30 2.6600 42.10 2.6600 33.80 2.6600 36.60 2.6600 39.40 2.6600 42.20 2.6600 33.90 2.6600 36.70 2.6600 39.50 2.6600 42.30 2.6600 34.00 2.6600 36.80 2.6600 39.60 2.6600 42.40 2.6600 34.10 2.6600 36.90 2.6600 39.70 2.6600 42.50 2.6600 34.20 2.6600 37.00 2.6600 39.80 2.6600 42.60 2.6600 34.30 2.6600 37.10 2.6600 39.90 2.6600 42.70 2.6600 34.40 2.6600 37.20 2.6600 40.00 2.6600 42.80 2.6600 34.50 2.6600 37.30 2.6600 40.10 2.6600 42.90 2.6600 34.60 2.6600 37.40 2.6600 40.20 2.6600 43.00 2.6600 34.70 2.6600 37.50 2.6600 40.30 2.6600 43.00 2.6600 ll/ 4/94 Barghausen Engineers page 5 SEGALE MOBILE HOME PARK INFILTRATION POND 1 BCE #5149 LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- < PEAK-> STORAGE <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- < STAGE> id VOL (cf) 100YR ROUTING ................ 3.34 22.63 1 1 37.46 5 243667 )�QAIZ N►Obr,L No„�r4�.` vie-T- PONp Isiz1.1 G 150 lc F 519� GA I- C V L-,4 716,AJ S gy p _ 7 _ g 4 9 O'j C-F (5 4. 19 1-ov;d ed ; C L /4 SEA (sr) ✓0 LVME: (Cr) NNN 3 2 10 230 W Wxxx N N Ncoo S N O O .-C1 N a aaa ei ev ev rrr �o I I I I� 1 l i r • POND 2 • • ll/ 4/94 Barghausen Engineers page 1 SEGALE MOBILE HOME PARK INFILTRATION POND 2 BCE JOB #5149 HYDROGRAPH SUMMARY PEAK TIME VOLUME HYD RUNOFF OF OF Contrib NUM RATE PEAK HYDRO Area cf s min. cf-AcFt Acres 1 3 . 500 800 110193 cf 0. 00 Over�� ���"`' Pa� 3A 2 2 . 607 1150 90052 cf 0. 00 /a o 3 0. 300 20 53820 cf 0. 00 4 2 . 307 1150 36232 cf 0. 00 �2, Set O�el��o .l �o Pool pET&AJ77ioN po"'D s12►NG %. /�1(��so.. SCE CALcvLAT ron/s D 2 voL_U " ��fl 39 3� oA 4� 278 W W W t /( J.(7 W W W � 44 VI N N 000 v1 O O H a_a_a AACr ev cr cr .a �i t • I I i t I � t 1 i )1 i 1 1 1 i i i i ll/ 4/94 Barghausen Engineers page 2 SEGALE MOBILE HOME PARK INFILTRATION POND 2 BCE JOB #5149 STAGE STORAGE TABLE CUSTOM STORAGE ID No. 1 Description: RETENTION POND STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- 38.00 0.0000 0.0000 39.60 13141 0.3017 41.20 26282 0.6033 42.80 39422 0.9050 38.20 1643 0.0377 39.80 14783 0.3394 41.40 27924 0.6411 43.00 41065 0.9427 38.40 3285 0.0754 40.00 16426 0.3771 41.60 29567 0.6788 43.20 42708 0.9804 38.60 4928 0.1131 40.20 18069 0.4148 41.80 31209 0.7165 43.40 44350 1.0181 38.80 6570 0.1508 40.40 19711 0.4525 42.00 32852 0.7542 43.60 45993 1.0558 39.00 8213 0.1885 40.60 21354 0.4902 42.20 34495 0.7919 43.80 47635 1.0936 39.20 9856 0.2263 40.80 22996 0.5279 42.40 36137 0.8296 44.00 49278 1.1313 39.40 11498 0.2640 41.00 24639 0.5656 42.60 37780 0.8673 ll/ 4/94 Barghausen Engineers page 3 SEGALE MOBILE HOME PARK INFILTRATION POND 2 BCE JOB #5149 STAGE DISCHARGE TABLE DISCHARGE LIST ID No. 1 Description: INFILTRATION POND 2 STAGE <--DISCHARGE---> STAGE -DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- 38.00 0.3000 39.80 0.3000 41.60 0.3000 43.40 0.3000 38.10 0.3000 39.90 0.3000 41.70 0.3000 43.50 0.3000 38.20 0.3000 40.00 0.3000 41.80 0.3000 43.60 0.3000 38.30 0.3000 40.10 0.3000 41.90 0.3000 43.70 0.3000 38.40 0.3000 40.20 0.3000 42.00 0.3000 43.80 0.3000 38.50 0.3000 40.30 0.3000 42.10 0.3000 43.90 0.3000 38.60 0.3000 40.40 0.3000 42.20 0.3000 44.00 0.3000 38.70 0.3000 40.50 0.3000 42.30 0.3000 44.10 0.3000 38.80 0.3000 40.60 0.3000 42.40 0.3000 44.20 0.3000 38.90 0.3000 40.70 0.3000 42.50 0.3000 44.30 0.3000 39.00 0.3000 40.80 0.3000 42.60 0.3000 44.40 0.3000 39.10 0.3000 40.90 0.3000 42.70 0.3000 44.50 0.3000 39.20 0.3000 41.00 0.3000 42.80 0.3000 44.60 0.3000 39.30 0.3000 41.10 0.3000 42.90 0.3000 44.70 0.3000 39.40 0.3000 41.20 0.3000 43.00 0.3000 44.80 0.3000 39.50 0.3000 41.30 0.3000 43.10 0.3000 44.90 0.3000 39.60 0.3000 41.40 0.3000 43.20 0.3000 45.00 0.3000 39.70 0.3000 41.50 0.3000 43.30 0.3000 45.00 0.3000 ll/ 4/94 Barghausen Engineers page 4 SEGALE MOBILE HOME PARK INFILTRATION POND 2 BCE JOB #5149 ---------- STAGE DISCHARGE TABLE RISER DISCHARGE ID No. 2 Description: RISER STRUCTURE Riser Diameter (in) : 18. 00 elev: 43 . 65 ft Weir Coefficient. . . : 3 .782 height: 45. 00 ft Orif Coefficient. . . : 9 .739 increm: 0. 10 ft STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE -DISCHARGE---> (ft) ---cfS-- ------- (ft) ---cfS-- (ft) ---cfS-- --------------------------------- 43.65 0.0000 44.00 3.0249 44.40 7.3694 44.80 9.1254 43.70 0.1633 44.10 4.4099 44.50 7.8454 44.90 9.5139 43.80 0.8487 44.20 5.9587 44.60 8.2940 45.00 9.8871 43.90 1.8261 44.30 6.8606 44.70 8.7196 45.00 9.8871 ll/ 4/94 Barghausen Engineers page 5 SEGALE MOBILE HOME PARK INFILTRATION POND 2 BCE JOB #5149 STAGE DISCHARGE TABLE COMBINATION DISCHARGE ID No. 3 Description: COMBINATION 1 AND 2 Structure: 1 Structure: Structure: 2 Structure: Structure: STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- 38.00 0.3000 39.30 0.3000 40.60 0.3000 41.90 0.3000 38.10 0.3000 39.40 0.3000 40.70 0.3000 42.00 0.3000 38.20 0.3000 39.50 0.3000 40.80 0.3000 42.10 0.3000 38.30 0.3000 39.60 0.3000 40.90 0.3000 42.20 0.3000 38.40 0.3000 39.70 0.3000 41.00 0.3000 42.30 0.3000 38.50 0.3000 39.80 0.3000 41.10 0.3000 42.40 0.3000 38.60 0.3000 39.90 0.3000 41.20 0.3000 42.50 0.3000 38.70 0.3000 40.00 0.3000 41.30 0.3000 42.60 0.3000 38.80 0.3000 40.10 0.3000 41.40 0.3000 42.70 0.3000 38.90 0.3000 40.20 0.3000 41.50 0.3000 42.80 0.3000 39.00 0.3000 40.30 0.3000 41.60 0.3000 42.90 0.3000 39.10 0.3000 40.40 0.3000 41.70 0.3000 43.00 0.3000 39.20 0.3000 40.50 0.3000 41.80 0.3000 45.00 0.3000 1-1/ 4/94 Barghausen Engineers page 6 SEGALE MOBILE HOME PARK INFILTRATION POND 2 BCE JOB #5149 LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> STORAGE <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id VOL (cf) 100YR ROUTING ................ 0.30 3.50 1 3 43.94 2 48786.23 M • POND 3A+3B • • 10/10/94 Barghausen Engineers page 1 SEGALE MOBILE HOME PARK INFILTRATION POND 3A AND 3B (SOUTH BASIN) BCE JOB #5149 BASIN SUMMARY BASIN ID: lA NAME: 100YR POSTDEV. RUNOFF (SOUTH) SBUH METHODOLOGY TOTAL AREA. . . . . . . : 45. 00 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPEIA PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 22 . 78 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 68 . 00 TIME OF CONC. . . . . : 7 . 63 min IMPERVIOUS AREA ABSTRACTION COEFF: 0. 20 AREA. . : 22 . 22 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 100. 00 ns: 0. 0110 p2yr: 2 . 00 s: 0. 0100 TcReach - Channel L: 2000. 00 kc: 42 . 00 s: 0. 0200 PEAK RATE: 21. 87 cfs VOL: 8 . 96 Ac-ft TIME: 480 min BASIN ID: 2A NAME: WET POND CALCULATION SBUH METHODOLOGY TOTAL AREA. . . . . . . : 45 . 00 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPEIA PERVIOUS AREA PRECIPITATION. . . . : 0. 67 inches AREA. . : 22 . 78 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 68 . 00 TIME OF CONC. . . . . . 7 . 63 min IMPERVIOUS AREA ABSTRACTION COEFF: 0. 20 AREA. . : 22 . 22 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 100 . 00 ns: 0. 0110 p2yr: 2 . 00 s: 0. 0100 TcReach - Channel L: 2000. 00 kc: 42 . 00 s: 0 . 0200 PEAK RATE: 2 . 41 cfs VOL: 0. 88 Ac-ft TIME: 480 min 10/10/94 Barghausen Engineers page 2 SEGALE MOBILE HOME PARK INFILTRATION POND 3A AND 3B (SOUTH BASIN) BCE JOB #5149 HYDROGRAPH SUMMARY PEAK TIME VOLUME HYD RUNOFF OF OF Contrib NUM RATE PEAK HYDRO Area cfs min. cf-AcFt Acres --------------------------------- 1 21. 871 480 390092 cf 45 . 00 JOO yr 2 2 . 408 480 38320 cf 45. 00 Wj 3 4 . 749 800 323679 cf 45 . 00 loo yr 4 1. 190 20 213486 cf 0 . 00 �hs � fraf�o� r�� Za 5 3 . 500 800 110193 cf 0. 00 ar Over-Flow -to DcJAIt, Ma Pf-rZ�T/av Pa,vD S►Z►AJ6 T. ^lLIS� •� 3c % # S/4`� CALCVL,4TIoAjS DeTENTIoIJ PDIVD It 3A + 3B EL AeEA (St VOLUME (f-F) VcL- 40 /z, 826 -13 17,78G 45, 18 __= 4 3 ( �Pa„a 3��2q 1 282-oo N 47 5�4� 9 � l 841 zoa aav r ci c4 N N N �a 6 ®F t I I i i i 1 i i 10/10/94 Barghausen Engineers page 3 SEGALE MOBILE HOME PARK INFILTRATION POND 3A AND 3B (SOUTH BASIN) BCE JOB J5149 STAGE STORAGE TABLE CUSTOM STORAGE ID No. 1 Description: INFILTRATION POND 3A + 3B STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- 40.00 0.0000 0.0000 41.80 27551 0.6325 43.60 66660 1.5303 45.40 128887 2.9588 40.20 3061 0.0703 42.00 30612 0.7028 43.80 73574 1.6890 45.60 135801 3.1176 40.40 6122 0.1406 42.20 33673 0.7730 44.00 80489 1.8478 45.80 142715 3.2763 40.60 9184 0.2108 42.40 36734 0.8433 44.20 87403 2.0065 46.00 149630 3.4350 40.80 12245 0.2811 42.60 39796 0.9136 44.40 94317 2.1652 46.20 156544 3.5937 41.00 15306 0.3514 42.80 42857 0.9839 44.60 101231 2.3239 46.40 163458 3.7525 41.20 18367 0.4217 43.00 45918 1.0541 44.80 108145 2.4827 46.60 170372 3.9112 41.40 21428 0.4919 43.20 52832 1.2129 45.00 115059 2.6414 46.80 177286 4.0699 41.60 24490 0.5622 43.40 59746 1.3716 45.20 121973 2.8001 47.00 184200 4.2287 10/10/94 Barghausen Engineers page 4 SEGALE MOBILE HOME PARK INFILTRATION POND 3A AND 3B (SOUTH BASIN) BCE JOB #5149 STAGE DISCHARGE TABLE DISCHARGE LIST ID No. 1 Description: INFILTRATION POND 3a + 3b STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE -DISCHARGE---> (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- 40.00 1.1900 42.10 1.1900 44.20 1.1900 46.30 1.1900 40.10 1.1900 42.20 1.1900 44.30 1.1900 46.40 1.1900 40.20 1.1900 42.30 1.1900 44.40 1.1900 46.50 1.1900 40.30 1.1900 42.40 1.1900 44.50 1.1900 46.60 1.1900 40.40 1.1900 42.50 1.1900 44.60 1.1900 46.70 1.1900 . 40.50 1.1900 42.60 1.1900 44.70 1.1900 46.80 1.1900 40.60 1.1900 42.70 1.1900 44.80 1.1900 46.90 1.1900 40.70 1.1900 42.80 1.1900 44.90 1.1900 47.00 1.1900 40.80 1.1900 42.90 1.1900 45.00 1.1900 47.10 1.1900 40.90 1.1900 43.00 1.1900 45.10 1.1900 47.20 1.1900 41.00 1.1900 43.10 1.1900 45.20 1.1900 47.30 1.1900 41.10 1.1900 43.20 1.1900 45.30 1.1900 47.40 1.1900 41.20 1.1900 43.30 1.1900 45.40 1.1900 47.50 1.1900 41.30 1.1900 43.40 1.1900 45.50 1.1900 47.60 1.1900 41.40 1.1900 43.50 1.1900 45.60 1.1900 47.70 1.1900 41.50 1.1900 43.60 1.1900 45.70 1.1900 47.80 1.1900 41.60 1.1900 43.70 1.1900 45.80 1.1900 47.90 1.1900 41.70 1.1900 43.80 1.1900 45.90 1.1900 48.00 1.1900 41.80 1.1900 43.90 1.1900 46.00 1.1900 48.00 1.1900 41.90 1.1900 44.00 1.1900 46.10 1.1900 42.00 1.1900 44.10 1.1900 46.20 1.1900 10/10/94 Barghausen Engineers page 5 SEGALE MOBILE HOME PARK INFILTRATION POND 3A AND 3B (SOUTH BASIN) BCE JOB #5149 STAGE DISCHARGE TABLE RISER DISCHARGE ID No. 2 Description: RISER OVERFLOW Riser Diameter (in) : 24 . 00 elev: 46 . 65 ft Weir Coefficient. . . : 3 . 782 height: 48 . 00 ft Orif Coefficient. . . : 9 . 739 increm: 0. 10 ft STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE < DISCHARGE---> (ft) ---cfS-- ------- (ft) ---cfS-- ------- (ft) ---cfS-- ------ (ft) ---cfs-- ---____ ------------------------- 46.65 0.0000 47.00 4.0332 47.40 12.651 47.80 16.223 46.70 0.2178 47.10 5.8798 47.50 13.947 47.90 16.914 46.80 1.1316 47.20 7.9449 47.60 14.745 48.00 17.577 46.90 2.4347 47.30 10.207 47.70 15.502 48.00 17.577 10/10/94 Barghausen Engineers page 6 SEGALE MOBILE HOME PARK INFILTRATION POND 3A AND 3B (SOUTH BASIN) BCE JOB #5149 --------------- STAGE DISCHARGE TABLE COMBINATION DISCHARGE ID No. 3 Description: COMBINATION 1 AND 2 Structure: 1 Structure: Structure: 2 Structure: Structure: STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfS-- ------ (ft) ---cfs-- -______ --------------------------------------- 40.00 1.1900 42.10 1.1900 44.20 1.1900 46.30 1.1900 40.10 1.1900 42.20 1.1900 44.30 1.1900 46.40 1.1900 40.20 1.1900 42.30 1.1900 44.40 1.1900 46.50 1.1900 40.30 1.1900 42.40 1.1900 44.50 1.1900 46.60 1.1900 40.40 1.1900 42.50 1.1900 44.60 1.1900 46.70 1.4078 40.50 1.1900 42.60 1.1900 44.70 1.1900 46.80 2.3216 40.60 1.1900 42.70 1.1900 44.80 1.1900 46.90 3.6247 40.70 1.1900 42.80 1.1900 44.90 1.1900 47.00 5.2232 40.80 1.1900 42.90 1.1900 45.00 1.1900 47.10 7.0698 40.90 1.1900 43.00 1.1900 45.10 1.1900 47.20 9.1349 41.00 1.1900 43.10 1.1900 45.20 1.1900 47.30 11.397 41.10 1.1900 43.20 1.1900 45.30 1.1900 47.40 13.841 41.20 1.1900 43.30 1.1900 45.40 1.1900 47.50 15.137 41.30 1.1900 43.40 1.1900 45.50 1.1900 47.60 15.935 41.40 1.1900 43.50 1.1900 45.60 1.1900 47.70 16.692 41.50 1.1900 43.60 1.1900 45.70 1.1900 47.80 17.413 41.60 1.1900 43.70 1.1900 45.80 1.1900 47.90 18.104 41.70 1.1900 43.80 1.1900 45.90 1.1900 48.00 18.767 41.80 1.1900 43.90 1.1900 46.00 1.1900 41.90 1.1900 44.00 1.1900 46.10 1.1900 42.00 1.1900 44.10 1.1900 46.20 1.1900 10/10/94 Barghausen Engineers page 7 SEGALE MOBILE HOME PARK INFILTRATION POND 3A AND 3B (SOUTH BASIN) BCE JOB #5149 LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> STORAGE <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- < STAGE> id VOL (cf) 100 YR ROUTING ............... 1.19 21.87 1 3 46.97 3 183174 WPT Pb"O S/Z)NC- 7; /te- f5-, , CAL COLA r,o.Js Jo -'7 - � 4 Po 11j a 41P �?A 4 3 E Vo IA � Q� td. = 38, .320 vo P/-,aV;dtd Is L A 2 EA (5�) v'o w/o c (G IA 0 V! 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WC elf Segale Manufactured Horne Subdivisinn t V,1A ISV:Wl I 10 A 1 A(IIA%.Ut �= � ��-� ll��l�llll��j,,�l�,l 1111111�,��'�I►I �I11��llll 1, %� � � `J A f . � 44 Velez fill) 'I ACIIA 09 lilt' Awn* pad rwiurnciuwuuh 0 pnva DOX91 DDTPa I OPlus Ogle, DD RZ ORA a ]7 OP%Qa p9xva DRXO;l OPTya taxes Dapa ENT BY: LAW OFFICES; 253 272 0876 4;DEC-21 -00 5:32PM; PAGE 3 425 430 7300 P.01/12 y DEC-21-2000 16:12 CITY (7F RENTON ruavi% raa routes rot i > To t Fri IOL coJoepc co. December 21,2000 PAone� Fax Fax REARING EXANUNER — �F REN70N REPORT AND RECOMMENDATION APPLICANT: Liberty Ridge Preliminary Plat Liberty Ridge LLC File No.: LUA00-123,PP,ECF LOCATION: South of NE 3rd/4th Street;East of Edinonds Avenue NE; North of Maple Valley Hwy St3MMARY OF REQUEST: Subdivide an approximately a 107.5-acre parcel into 436 lots intended for the eventual development of detached, single family residences. SUMMARY OF ACTION- Development Services Recommendation: Approve with conditions DEVELOPMENT SERVICES REPORT: The Development Services Report was received by the Examiner on November 23,2000. PUBLIC HEARING: After reviewing the Development Services Report,examining available information on file with the application, field checking the property and surrounding area; the Examiner conducted a public hearing on the subject as follows; hIINUTES The following minutes are a summary of the November 28, 2000 hearing. The legal record is recorded on tape. The hearing opened on Tuesday,November 28,at 4:15 am. in the Council Chambers on the seventh floor of the Renton City Hall. Parties wishing io testify were affirmed by the Examiner. The following exhibits were entered into the record: Exhibit No. 1: Yellow land use file,L A 0 Exhibit No, 2: Vicinity map 123,PP,ECF,containing the original application,proof of posting,proof of publication and other documentation pertinent to this request. Yltib o_ Pre unary Plot map xhibit No.4: Zonm map shrbit o.S: Preliminary plat—phasesof Eibibit No. : Alternate access to lots 97-30 development Exhibit No.7: Larger colored plat map ibit o.8: Aquifer protection zones zbi a Conceptualutilities and drainage --Exhibit o. 10: Table an text explaining ply impervious surface allotment =NT BY: LAVJ OFFICES; 253 272 9876 4;DEC-21 -00 b:32HM; rAUL 4 DEC-21-2000 16: 12 CITY OF RENTON 425 430 7300 P.02i12 Liberty Ridge LLC Liberty Ridge Preliminary Plat File No.: LUA-00.123,PP,ECF December 2000 Page 2 The hearing opened with a presentation of the staff report by Lesley Nishihim associate planner, Development Services, 1055 S. Grady Way, Renton,WA 98055. The applicant has proposed to divide a 107-acre site into 436 lots intended for the development of detached,single family homes. The site is located south of NE 3rd Street(also referred to as Cemetery Rd),east of the recently constructed Edmonds Ave, north of Maple Valley Highway. It is separated by a large portion of property that is zoned Resource Conservation. The zoning designation for the property is R-10 for the northern portion of the property,and Resource Conservation for the southern portion. The site is currently undeveloped, with the exception of various elements of a storm drainage system constructed in 1997 for the Cedar Crest Manufactured Home Park. To the north'of the site is residentially developed property,as well as multi-family zoned RM. To the east are King County maintenance shops with Iight industrial zoning. To the south is the undeveloped Resource Conservation portion of the property. South of that are some residentially developed properties and Maple Valley Highway. West of the site is the La Colina single family residential subdivision with R-8 zoning, as well as the Mt. Olivet Cemetery. The project went through SEPA Environmental Review and on October 31 the ERC issued a Determination of Non-Significance -Mitigated for the project. No appeals of the threshold determination were filed. Ms, Nishihira reviewed the ERC's mitigation measures. the project shall comply with recommendations contained within the geowchnical study,as well as Supplement No. I and Supplement No-2. The applicant shrill install temporary erosion control measures during the project's construction. Weekly reports on the status and condition of the erosion control plan shall be submitted, as well as certification of the proper removal of the erosion control facilities. Typical Traffic,Fire,and Parks Mitigation Fees will be imposed. Secondary access for each phase of the subdivision will be required prior to the recording of the final plat for that phase of the subdivision. Ms.Nishibira next reviewed the project's consistency with Preliminary Plat Criteria. The site is designated Residential Options on the Comprehensive Plan. The proposal complies with the policies established by the RO designation, including the establishment of minimum net densities of seven dwelling units per acre and the encouragement of development of detached single family housing. The project must also comply with the underlying zoning designation. After the deduction of public streets,totaling 14.6 acres,as well as critical areas totaling 30.7 acres(including the RC portion of the property) a net density of 7.0 dwelling units per acre would result for the overall plat. When that is broken down on a phase by phase basis,phase 1 is below the minimum density and would result in a density of 4.5 dwelling units per sore_ The other phases range from 7.7 to 1 I dwelling units per acre,which complies with the density range of the R-10 zone with the density bonus that is permitted. The development standards allow for the reviewing official to reduce the minimum density requirement in the event the applicant is able to demonstrate that minimum density cannot be achieved due to lot configuration, lack of access or physical constraints. The applicant has mentioned in his project narrative that phase 1 contains large portions of transmission line easements, steep slopes and stormwater ponds_ In consideration of these physical constraints,the applicant has requested reduction of the minimum density requirements for phase I only. Minimum lot size permitted in the R-10 zone is 3,000 squire feet. A minimum lot width of 30 feet for interior lots and 40 feet for corner lots is also required. Lot depth must be a minimum of 55 feet. The building standards required in the R-10 zone allow only one residential structure per lot- Building height is limited to 2 stories and 30 feet Each dwelling unit is required to provide two off-street parking stalls per unit. When alley access is available,parking access is required to be provided in the rear yard. A significant portion of the proposed lots are shown with alley access, and they comply with the required setbacks. As part of the rezone of the subject property under Ordinance#4865, a Development Agreement between the applicant and the City of Renton was recorded. This Development Agreement imposed four site-specific restrictions on the property. The proposal must also comply with the Subdivision Regulations. The proposed lots are at right angles to street 'NT V: LAW OFFICES; 253 272 9876 4;utC-21 -UU b::33FM; VAUL �/14 DEC-21-2000 16: 13 CITY OF RENTON 425 438 ?30e P,03i12 Liberty Ridge LLC Liberty Ridge Preliminary Plat File No.: LUA-00-123,PP,ECF December 2000 Page 3 lines, in compliance with this requirement. The majority of the lots would have direct frontage to a public street or road, with some to be accessed via alleys from the rear yards. Several lots do not have direct frontage,but access is adequately provided by private street easements(26 feet in width)or shared driveways easementslalleys (20 feet in width). All lots comply with arrangement and access requirements,with the exception of lots 298 through 302. The lots satisfy the minimum square footage dimension requirements of the R-10 zone. Pipestem lots(lots 91 and 164)comply with the minimum lot area requirement when excluding the pipestem portion. The plat plan also includes typical setback lines showing potential building envelopes for lots likely to have garage access from the front yard,as well as those to be accessed from an alley on the rear yard. The R.10 zone requires a front yard setback from right-of-way or private streets of 10 feet, and a setback of 20 feet for the attached garage. A i5-foot rear yard is required for primary structures. However, when an attached garage is accessed by an alley from the rear yard,a minimum setback of 3 feet is required,provided a back out distance of 24 feet is available. When considering the potential front and rear yards, as well as access points for each lot, the proposed lots appear to have sufficient building area for the development of suitable detached single family homes. Ms.Nisbihira pointed out the location of emergency access to lots 52, 53, 119, 120,277, 278,287, 288, 330,and 331 and explained that the Fire Department has indicated that all emergency access ways are acceptable. Primary access to the site would be provided by the southward extension of Edmonds Ave NE from NE 3rd St, which was recently constructed. The proposal includes the construction of an internal roadway system, including a major connection to Edmonds Ave approximately 400 feet south of NE 3rd/4th Street. A second roadway connection is proposed approximately 2,000 feet south of the first intersection. The projeces roadways appear to comply with the minimum requirements for public residential access streets and include required street improvements, such as curbs,gutters, sidewalks, street signs and street lights. A reduced sidewalk width from 6 feet to five feet, as well as reduced residential access street width to 42 feet was previously approved for the proposal. The plat includes three private street easements,all of which comply with the required 26 foot width requirement, which the exception of lots 298 through 302. The applicant will be required to either eliminate one of these lots, or provide an alternative means of access that complies with street standards. Access to a number of lots is provided by private alleys of 20 feet in width. Access to lots that do not have direct frontage to a public right-of-way and are accessed by an alley comply with code provisions regarding shared driveways. However, in order to ensure safe pedestrian access to these lots is provided, staff recommends the plat be revised to include sidewalk access through the open space tracts to lots 52, 53, 119, 120, 277, 278, 287, 288,330, and 331. The plat would be developed under 7 phases,with street improvements to be installed with each phase. As required by the ERC, secondary access for each phase must be provided prior to the recording of that phase of the subdivision. In response to this mitigation measure,the applicant has provided a revised plat plan proposing an emergency vehicle access for phase 3 through lot 380. This access way would be established by a temporary easement and is proposed at a minimum of 20 feet ion width with a crushed-rock surface_ The temporary casement would be eliminated,rendering lot 380 buildable,when completion of roadways under phase 4 establish permanent secondary access. The Fire Department has reviewed the revised plans and has found the proposed temporary access to be generally acceptable. Based on comments received from the Firs;Department, stsfFwill recommend as a condition of approval that a base layer ofa3phalt treated base(ATB)rather than gravel be used. The proposed subdivision is expected to generate additional traffic on the City's street system. In order to mitigate these impacts,the ERC has imposed a Traffic Mitigation Fee. Payment of the fee would be required prior to the recording of each phase of the plat. The site is an old commercial gravel pit that was mined over several decades. The pit has subsequently been filled to create a wide,flat area and is currently vegetated with grasses,shrubs and small deciduous trees. The project area generally declines in elevation from north to south- =NT BY: LA147 OFFICES, 20i 212 yeio 4JUtU_Z1 -UU 0:64r'1V1J raauc U/ 14 DEC-21-2800 16=13 CITY OF RENTON 425 430 7.50U t�.ti41Ie Liberty Ridge LLC Liberty Ridge Preliminary Plat File No.:LUA•00-I23,PP,ECF December 2000 Page 4 Based on information provided in the Geotecnnical Report submitted with the application,the mining created a series of relatively flat excavated benches,separated by excavated slopes. The proposal includes the use of retaining walls of 14 feet,23.5 feet,and 21 feet in height near lots 376 to 379,426 to 429,and 270 to 271. Based on recommendations contained in the Geotechnical Report,wall heights will be limited to eight feet. Offsite grading is proposed immediately north of the site's east leg. This has been authorized by the property owner,which is King County. A total of 198,000 cubic yams of cut and 292,000 cubic yards of fill are anticipated for the preparation of the site. Potential erosion impacts that could occur during project construction would be adequately mitigated by City Code requirements as well as SEPA Mitigation Measures. Under the Citys Critical Areas Code provisions. this property contains high erosion hazards,high and moderate landslide hazards and sensitive and protected steep slope areas. The ordinance requires developments within these geological areas to have geoteehnical studies and undergo independent secondary review. The independent review was completed and stated that the reports and plans submitted with the application appear to be complete and conform to the requirement of the Critical Areas Ordinance. The Geologic Hazards portion of the Critical Areas Ordinance prohibits development on protected slope areas,however the regulations allow for an exception to this prohibition when grading protected slopes created through mineral and natural resource recovery activities. Tire applicant has requested this exception and it was approved by the Administrator of the PBIPW Department on November 1.2000_ No appeals of the administrative decision were filed. For protected slope areas that are not disturbed, the regulations require the establishment of a Native Growth Protection area. The applicant appears to comply with this requirement as depicted by tracts W, X, Y and Z shown on the plat plan. The establishment of the tracts and maintenance responsibility requirements is recommended as a condition of approval for the preliminary plat. The proposal is consistent with the intent of both the Comprehensive Plan and Zoning Code and would not be out of character with the existing development in the area. Police and Fire Prevention staff indicate that sufficient resources exist to furnish services to the proposed development, subject to the condition that the applicant provide code required improvements and fees. The proposal includes numerous open space/recreation tracts disposed throughout the subdivision. The ERC has imposed a Parks Mitigation Fee on the project. The site is'located with the boundaries of the Renton School District_ The School District has indicated that student enrollment would increase by an estimated 192 students based on the plat. The nearby schools, including Highlands Elementary School,McKnight Middle School and Hazen High School would support the additional students. Based on the City's Critical Areas Maps, the site lies partially in Aquifer Protection Area-Zone 1 and Zone 2. Subject site was previously approved for the Cedar Crest Manufamred Home Park. As part of the infrastructure approved for that project,a storm drainage system was constructed during 1997 and remains in existence. The system includes three retention ponds,along with wet ponds,and a gravel infiltration blanket extending northward from the westerly most of these three ponds. The proposed drainage system has been designed to allow for infiltration of all stormwater generated on site. Due to the project's inclusion within Aquifer Protection Areas, a fill material source statement will be necessary prior to importing fill to the site There is an existing dead-end 12-inch diameter winter line in Edmonds Avenue. The site is also located in both the 435 and 565 water pressure zones. Water mains sized for domestic and fire services are required to be extended throughout the plat_ A loop connection into the La Colina plat is requi.rcd as indicated on the preliminary drawings. In addition, a second loop connection to NE 3rd Street may ultimately be required by the Utilities Division for the lengthy dead-end lines within the plat The East Renton Interzeptor crosses this property in an casement as designated by the centerline shown on the map. The proposed plat will be relocating a section of the pipe to conform to the proposed roadways and lot configuration. At the time of installation, manhole adjustment sections were provided to the owner for the eventual final fill for the site. ENT BY: LAW orricts; 25d 212 5_Iblo 4JUtU_e1 -UU 3:04r,1VI, rI iv DEC-21-2000 16= 14 CITY OF RENTON 425 430 7300 P,05i12 Liberty Ridge LLC Liberty Ridge Preliminary Plat File No.: LUA-00-123,PP,ECF December 2000 Page 5 Staff recommends approval of the project,subject to the following conditions: The proposed private access stroll to lots 299 through 302 shall be revised to comply with the maximum number of lots permitted to be served as established by the street standards. The plat be revised to include sidewalk access through the open space tracts for lots 52,53, 119, 120,277,279,237,288, 330 and 331. The temporary secondary access roadway shall be constructed with a base layer of ATB in order to insure trucks are adequately supported. in addition, a time frame indicating the anticipated completion date of the permanent secondary access should also be established. A homeowner's association shall be created concurrently with the recording of the final plat for each phase of the subdivision in order to establish maintenance responsibilities for native growth protection tracts,common open space area, as well as private roadway and private utility improvements. A note shall appear on the face of the final plat for each phase of the subdivision containing specific maintenance responsibility language in reference to the need of growth protection areas and shall be recorded as a covenant running with the land on the title of record. David Halinen, 10500 NE 8th St,Suite 1900,Bellevue, WA 98004, attorney representing the applicant explained the phasing of the project It is anticipated that the project will be built in five phases_ The first phase is anticipated to be completed by September of 2001,and the last phase should be completed by the end of 2004. Jeff Cox. Triad Associates, 11814 115th Ave NE,Kirkland, WA 98034 provided a planning presentation concerning the proposed development. Using a large,colored plat map,he reviewed the overall site plan, described major circulation points,phasing of the project, lot layout, lot sizes and orientation, distribution of open space and access routes for the project. iMr. Halinen explained that the reason for splitting the native growth protection tracts into each of the corresponding phases is that as the project is being developed,there will still be differing ownerships. Right now Liberty Ridge LLC owns a potion of the site. There is a multi-phased sale process where the current owner of the balance of the tracts is selling to Liberty Ridge LLC over a period of time. This was a way to protect the ownerships and proceed with the plat on a phase-by-phase basis. Dan Hi 1b Triad Associates, 11814 NE 115th Ave NE,Kirkland,WA 98034 commented on the water and sewer system for the project. The proposed sewer and water system will be a connection and an extension of the City's existing sewer and water System throughout the site. There are two Aquifer Protection Zones as relates to storm drainage on the site. Using the Conceptual Utilities and Drainage Plan, Mr.Hill explained the storm drailage system proposed for the site. Both of the drainage facilities proposed are designed to conform to the 4King County Surface Water Design Manual. Mr.All submitted a table and text that provides additional clarification of the total allowable 45.04 acres of impervious on the site.The table and text summarize what is estimated to be the allowable percentage impervious area for each of the lot types corresponding to the various lot widths. Gary Henderson, Geo Engineers,Inc., 1101 Fawcett Avenue, Suite 200,Tacoma, WA 98402 stated that the fill has been placed as a compacted, engineered fill. The fill has been compacted to 95%of the maximum density and is suitable for foundation support of the houses. A single story weighs a little less than one foot of dirt over the same area. A two-story house weighs approximately the same as a foot and a half to two feet of dirt over the same area_ The only question is what is under the footing where the load is concentrated for a depth of two or tttfee footing widths. After you get to that depth,the load is dissipated and averages out. Jog Koloski, Geo Engineers, Inc., 1 101 Fawcett Avenue, Suite 200, Tacoma, WA 98402 discussed the retaining walls planned for the project. Retaining walls were restricted to eight feet when the Geotechnical Report was written because it was unclear at that time exactly the configuration of the geometry of the retaining walls that are required_ While walls eight feet in height can be handled by general recommendations, it was felt that specific details would be appropriate for wills greater than that height- The design of the walls Will proceed A - /990K/•u& CO"-v"rYS4, Jr,4CdWAres DE.5`16., 414AIll,fl- /ls CL.t�r�F/EU w�7H sT,/FF� CKaVasA'KjTra1Ckt , "NT BY: LAW OFFICES; 253 212 98I6 4;utc-21 -w �:J�Drtvi; rHuc of i4 DEC-21-2900 16:15 CITY OF RENTON 425 430 7300 P.06i12 Liberty Ridge LLC Liberty Ridge Preliminary Plat File No.:LUA-00-I 23,PP,ECF December 2000 Page 6 specific to the conditions that are required when the dimensions are absolute. The hazard specific to the wall is a consideration to the design. If the hazard were for someone to fall off the wall,then it would need to have a fence for security reasons. The wall would need to be designed in such a way that the fence could he secured to it to prevent someone injuring himself in that manner. The other alternative is the hazard that is created by the collapse of a wall—either the loss of support for something above the wall,or the encroachment of property below the wall. The engineering design of the walls is specific to the cause of ha2wd. All of the walls would be located where they could be supported on the dedicated,buildable parts of the property. Kayren Kitt -qk, Development Services, 1055 S.Grady Way,Renton, WA 98055 discussed the second point of access. There is a second point of access. It is provided through the La Colina plat,which goes all the way over to Blaine. This is an approved secondary access through the Fire Department. They have since made sure it is open and available for that use. Regarding frontage on the street"leys are allowed. Residential alleys are allowed to be only 16 feet wide with 14 feet of pavement. At our suggestion,those alleys are shown on the plat as 20 feet wide, which also allowed for their 24 foot back out. The alleys are built on`17'configurations so that if the Fire or Police Department needed to get a vehicle though,they could. Emergency access will be primarily from the frontage streets, This has been approved by the Fire Department- The 20-foot alleys were a backup in case there were intervening fences in the event of an emergency in a backyard. The sidewalks across the frontages were at staffs recommendation to help delineate where the actual front yards end, as well as to allow pedestrian access. Regarding the retaining walls,the Building Department requires all retaining walls to have separate building permits,and they are reviewed for safety, location,and stability. They are also required to have special inspections by the licensed geothechnical engineer. Storm drainage meets City requirements. The infiltration ponds have been working very well. The Ezatoiner called for further testimony regarding this project. There was no one else wishing to speak, and no further comments from staff. The hearing closed at 10:55 a.m. FINDINGS,CONCLUSIONS A RECQMWJY AT10N Having reviewed the record in this matter, the Examiner now makes and enters the following: FU,;DINGS: I, The applicant, Liberty Ridge LLC,filed a request for approval of a 436-lot Preliminary Plat. 2. The yellow file containing the staff report,the State Environmental Policy Act(SEPA)documentation and other pertinent materials were entered into the record as Exhibit No. 1. 3. The Environmental Review Committee(ERC),the City's responsible official, issued a Determination of Non-Significance- Mitigated(DNS-M) for the subject proposal. 4. The subject proposal was reviewed by all departments with an interest in the matter. 5. The site is located southeast of the ►nterection of NE 3rd Street and fonds Avenue NE. The King County shop site is located east of the site. Mt. Olivet cemetery and the La Coiina plat are located west of the site. The Maple Valley Highway is south of the property, below the site's steep southern slopes. 6. The subject site was used extensively over the years as a gravel quarry. In 1995 a mobile home park was approved for the subject site. The applicant has abandoned that proposal. The Comprehensive Plan amendment and Zoning were coupled with a development agreement limiting development of ZNT BY: LAW OFFICES; 253 2t2 yb1b 4;UtG-21 -UU 0:00r10; rHu� yr i4 DEC-21-2008 16:15 CITY OF RENTON 425 430 7300 P.07112 Liberty Ridge LLC Liberty Ridge Preliminary Plat File No.: LUA-00-123,PP,ECF 0 December 2000 Pagc 7 impervious surfaces(not more than 50%),the mix of housing units(not more than 78 townhomes), number of units(436)and traffic(4,172 trips per day). 7_ The subject site is an L-shaped parcel. The western, north-south leg of the'7,"is approximately 3,000 feet long. The site varies from approximately 900 feet to 2,600 feet wide. The parcel proposed for development is approximately 107.5 acres in area. 8. The topography of the site is very complex as a result of the extensive quarrying efforts and the construction of storm drainage systems for the previously approved mobile home park. There are steeper areas and more level plateaus,as well as the natural slopes that drop down to the Cedar River (Maple Valley Highway) on the south. The subject site will be regarded as pact of development efforts. 9. Two power lines cross the property. One line runs north to south near the west margin of the site. The second tine transects the property on a diagonal that runs more or less across the intersection of the two legs of the L-shaped parcel. 10. The site is zoned R-10 (Residential,Multiple Options)and RC(Resource Conservation)_ 11_ The map element of the Comprehensive Plan designates the area proposed for the plat as suitable for the development of residential options, but does not mandate such development without consideration of other policies of the Plan. 12. The applicant proposes developing a plat containing detached single family Iots on the R-10 portion of the subject site. No development is proposed for the RC zoned portion of the site. The main access to the plat will be via Edmonds Avenue as it runs along the western edge of the plat. A secondary access would be via the La Colina plat which is located west of Edmonds. 13. The applicant proposes dcveloping 436 lots in 7 phases that would be built over five time periods_ The phases would be developed to provide a variety of housing sizes and to appropriately develop the infrastructure needed for access and utility extensions. Phase 1 would be located along the central portion of the western boundary of the subject site and contain 121 lots. Phase 2 would be located northeast of Phase I and would contain 40 lots. Phase 3 would be located at the southwest corner of the property and it would contain 41 lots. Phase 4 would be east of Phase 3 and contain 34 lots. Phase 5 would be located along NE 3rd Street at the main entrance to the plat. Phase 5 would contain 78 lots. Phase 6 would be located along the central area of the south boundary of the development and it would contain 78 lots. Phase 7,the final phase, would be located at the southeast corner of the plat_ It would contain 44 lots. 14. The applicant proposes creating lots that contain a range of sizes. The proposed lots would range in size from approximately 3,480 square fcet to approximately 14,418 square feet. The R•10 zone permits lots with a minimum size of 3,000 square feet. The minimum lot width and depth permitted in the zoae are 30 feet and 55 feet,respectively,with corner lots required to be 40 feet wide_ The applicant proposes a minimum lot width of 40 feet and a depth of 87 feet, respectively. I S. "ere are lot coverage(70%), irnpertneable surface(75%)standards and building height limitations that apply to R-10 development that will be reviewed when permits are requested for development. Similarly, yards and setbacks will require landscaping according to R-10 standards. "NT BY: LAW OFFICES; 253 212 98/b 4;utc-21 -uu n:,5erivi; rHoC 1UJ11+ DEC-21-2000 16:15 CITY OF RENTOh1 425 430 7300 P.08i12 ,Liberty Ridge LLC Liberty Ridge Preliminary Plat File No.: LUA•00-I23,PP,ECF December 2000 Page 8 16. As fully developed,the plat will have a density of 7.0 dwelling units per acre. Staff noted that the various phases have different density values. The fully developed plat does meet code requirements. The phasing might skew some of the density numbers until the entire plat is completed. If the entire plat were considered a shadow plat,it appears that as proposed,the plat meets code. Phase 1 with a density of approximately 4.5 would not meet code if the plat were not completed. The decision maker can vary the standards if conditions warrant it. 17. The applicant will be developing an extensive road system to serve the plat. There will be a main road, Edmonds entering from NE 3rd,and secondary access from the west side of the plat. Two roads will intercept Edmonds and provide the main access into the actual plat. Interior roadways will have a series of loops creating a series of differently sized interior blocks. There will be pipe stern access for two lots (Proposed Lots 91 and 164)as well as alley access and shared driveways over easements. The main entrance will be 58 feet wide,narrowing to 50 feet wide, The interior roadways will have reduced width of 42 feet. To provide two points of entry,each phase will be developed with a loop road except Phase 3. In phase 3, one lot will be used as a temporary crossover to allow a second point of access. Once the full roadway system is developed that lot would be available for development of a housing unit. 18. Access to Proposed Lots 298 to 302 originally did not meet code in so far as frontage on a public street and the number of lots accessed. The applicant provided a modified access arrangement that appears to meet code requirements. 919. The Fire Department has reviewed and approved all of the various access methods including alley access as the sole means of access to some homes. 20. In order to create building pads and a uniform roadway profile there will be substantial additional grading and filling required. There will be approximately 198,00 cubic yards cut and approximately 282,000 of fill. There will also be another 18,000 cubic yards offsite on King County property with their permission in order to safeguard and create stable edges. 21. The subject site is Iocated within Zones I and 2 of the City's Aquifer Protection areas. The presence of the aquifer recharge area dictates strict standards in what fill materials can be imported on the site. 22. The storm system has been approved by the City. It will be a multi-pond system that conveys water to the north portion of the subject site. The water is collected in three site and two rainage basins for treatment and conveyance. The site will be subject to the newer standards of th S King County Manual. 23. Since the site has been filled and will there will be additional fill added to the site, the Geotechnical report and information reviewed the suitability of the site for the proposed development- Density testing shows the site is suitable for single family foundations and homes, 24. The site is served by the City of Renton which will provide domestic water and sewer service. 25. The site is located within the Renton School District. The development is expected to generate approximately 192 school age children. The students would be spread across the grade spectrum and the school district reporud that they have the capacity for these new students. 26. Development of the subject site will generate approximately 4,137 new daily trips with approximately ten percent of those trips,approximately 400 trips,during peak hrnrrs. 13 - /790 K,NC. CoU-T-y SuRrAcE 41tTtR .PES16ti /7,fAWgc, 4s CZAIErfiFt7 wITN C/TY STAFF, (KAY1r6. &1TrJ?is&). ENT BY: LAW OFFICES; 253 272 98/b 4;ULU-21 -UU rHur iiriw DEC-21-2t308 16116 CITY OF RENTON 425 430 7300 P.09i12 Liberty Ridge LLC Liberty Ridge Preliminary Plat • File No.:LUA-00-I23,PP,ECF December 2000 Page 9 27. The geotechnical report did recomrncnd that any retaining walls consructed between grade differences be limited to 8 feet while the applicant has submitted plans for substantially taller retaining walls varying from 14 feet 23 feet. The question of securing the safety of drop-offs was also raised. 28. The steeper unaltered slopes would be protected by Native Growth Protection Areas. These areas are generally found along the margin of the site. The areas will be clearly marked to protect those slopes from erosion or intrusions. Steeper normally critical slopes that were altered or created by prior mining and quarrying were provided an exception by the Administrator and may be graded. 29. The applicant will be creating open space areas as well as the entry area. Much of the open space would be located under power lines or given over to storm water detention. 30. Staff recommended pedestrian links or sidewalks across open space areas for Lots 52,53, 119, 120,27 7, 278, 287, 288 and 330 and 331. These lots would otherwise be isolated with access solely through rear alleys or private roadways. CONCLUSIONS: 1. The proposed plat appears to serve the public use and interest.The plat provides additional housing opportunities in an area of the City well-scrved by urban services. 2. The proposed plat is just outside of downtown Renton. The proposed development of the this area will also permit infill in an area with services and avoid urban sprawl. There will be an impact on roads, particularly during the peak hours but these impacts Wert~anticipated when the Comprehensive Plan and Zoning for the site were adopted. Mitigation fees are intended to help offset some of theso impacts. The remaining infrastructure should be able to handle the additional development. Development of the additional tots will also increase the tux base of the City. 3. The proposal curates a range of lots with varying dimensions and yards. These lots will provide additional choices for new or relocating residents. The parcels are generally rectangular and meet the dimensional requirements of the R-10 Zone, 4. The lots are compatible with both the zoning and Comprehensive Plan and range from somewhat larger to substantially larger than the minimum requirod size. The relatively isolated location avoids any conflict with patterns of an established neighborhood, S. As proposed the entire plat will provide a density of approximately 7.0 units per acre. It would appear that Phase 1,would have a density of approximately 4.5 dwelling units per acre but this does not reduce the acreage tied up in power lines and steep slopes. If one were to consider this a shadow plat that includes all phases,the density appears appropriate for this phase alone. 6. It appears that access is appropriate given the size and shape of the parccl. The Fire Depaftrnent has approved the phasing and Individual access issues. The applicant will be providing secondary access to the entire site from the west and to phases by developing appropriate loop roads and connections as well as providing for a temporary passage using a future lot as an interim connector road_ If stub roads will be created that will eventually link other portions of the site, those roadways shall be signed to apprise future residents that through-streets wilt be created at that location. ENT BY: LAW «d elz anro 4,UCl.-e I -UU J.OrrIVI, . - (- DEC-21-2000 16:16 CITY OF RENTON 425 430 7300 P.10112 Liberty Ridge LLC Liberty Ridge Preliminary Pint File No.:LUA•00-123,PP,ECF • December 2000 Page 10 7. The development of the site over phases will help integrate the growing community into the City and avoid suddenly adding all of the impacts of population and traffic on the surrounding community. There is not doubt adding even 400 trips to the commute hours down NE 3rd to Sunset will be noticed. Again,these impacts were anticipated when the Comprehensive Plan was amended and the site zoned for R•10 uses. 8. The grading that occurs and the development will create a certain continuing level of turmoil over the life of the build out. The site or portions of it should not be left in raw stages. If grading or borrowing occur between phases,the applicant shall smoothly contour and hydro seed any disturbed areas. 9. A project this large and with its interrelated roadways might undergo some changes that should be reviewed and approved by the Fire Department to assure that all emergency access issues are satisfactory. 10. In conclusion,the proposed plat appears to meet standards. It will certainly alter the character of the area after many years of being used for quarrying operations. RECOMMENDATION: The City Council should approve the 436-lot plat subject to the following conditions: l. The applicant shall comply with the conditions imposed by the ERC. 2. The proposed private access street to lots 298 through 302 shall be revised to comply with the maximum number of lots permitted to be served as established by the City of Renton sweet standards, The plat Shall either eliminate one of these lots,or provide an alternative means of access that complies with code requirements prior to the recording of the final plat for the pertinent phase of the subdivision. 3. The plat shall be revised to include sidewalk access through the open space tracts for lots 52, 53, 119, 120, 277,278,288,330, and 331. The satisfaction of this requirement shall be subject to the review and approval of the Development Services Division prior to the recording of the final plat for each phase of the subdivision. 4. A homeowner's association shall be created concurrently with the retarding of the final plat for each phase of the subdivision in order to establish maintenance responsibilities for native growth protection casements/tracts, common open space areas, as well as private roadway and private utility improvements. The satisfaction of this requirement shall be subject to the review and approval of the Development Services Division prior to the recording of the final plat for each phase of the subdivision. S. The following note shall appear on the face of the final plat for each phase of the subdivision containing native growth protection areas and shall also be recorded as a covenant running with the land on the title of record for all affected lots on the title: "MAfNTENANCE RESPONSIBILITY: All owners of the lots created by or benefiting from this City action abutting or including a native growth protection easement(tract)are responsible for maintenance and protection of the casement (tract). Maintenance includes insuring that no alterations occur within the tract and that all vegetation remains undisturbed unless the express written authorization of the City has been received_" The satisfaction of this requirement shall be subject to the review and approval of the -NT BY: LAW OFFICES; 253 272 9876 4;DEC-21 -o0 5:38FM; rHut ioii4 DEC-21-2000 16:17 CITY OF RENTON 425 430 7300 P.11112 Liberty Ridge LLC Liberty Ridge Preliminary Plat File No.: LUA-00.123,PP,ECF December 2000 Page 11 Development Services Division prior to the recording of the final plat for each phase of the subdivision. 6. if stub roads will be created that will eventually link other portions of the site, those roadways shall be signed to apprise future residents that through-9trects will be created at that location. 7. The site or portions of it shall not be left in raw stages. If grading or borrowing occur between phases, the applicant shall smoothly contour and hydro seed any disturbed areas. 8. Any changes to the proposal or access roadways shall remain subject to review and approval by the Fire Department to assure that all emergency access issues are satisfactory. ORDERED THIS 21 st day of December 2000. FRED J. KAUFKPLN HEARING EXAVETNER TRANSMITTED THIS 21 st day of December,2000 to the parties of record: Lesley Nishihira David Holinen Ion Koloski 1055 S Grady Way 10500 NE 8th, Suite 1900 Geotech Engine&rs Renton, WA 98055 Bellevue, WA 99004 1 101 Fawcett Ave, Suite 200 Tacoma, WA 98402 Kayren Kittrick Don Hill 1055 S Grady Way Triad Associates Renton, WA 98055 11814115th Ave NE Kirkland,WA 98034 Jeff Cox Gary Henderson Triad Associates Geotech Engineers 11814 11 Sth Ave NE 1101 Fawcett Avc,Suite 200 Kirkland,WA 98034 Tacoma,WA 98402 TRANSMITTED THIS 21st day of December, 2000 to the following: Mayor Jesse Tanner Gregg Zimmerman,Plan/BldgfPW Admin. Members,Renton Planning Commission Neil Watts,Development Services Director Larry Rude, Fire Marshal Sue Carlson,Econ.Dev, Adrninistra2or Lawrence J. Warren,City Attorney Larry Meckling,Building Official Transportation Systems Division Jay Covington,Chief Administrative Officer Utilities System Division Councilperson Kathy Keolker-Wheelor South County Journal Betty Nokes,Economic Development Director ENI BY: LAW OFFICES; znd [iz zero oonm, FrUF_ I-t DEC-21-2000 16= 17 CITY OF RENTON 425 430 7300 P.1211& Liberty Ridge LLC Liberty Ridge Preliminary Plat File No.: LUA-00.123,PP,ECF Daeember 2000 Page 12 Pursuant to Title IV,Chapter 8, Section 10OGof the CitYs Code, req_!Rgt for recomideration must be riled in writ nit on or before 5:00 p.m., laymary d,2001. Any aggrieved person feeling that the decision of the Examiner is ambiguous or based on erroneous procedure,errors of law or fact,error in judgment, or the discovery of new evidence which could not be reasonably available at the prior hearing may make a written request for a review by the Examiner within fourteen(14)days from the date of the Examiner's decision. This request shall set forth the specific ambiguities or ermrs discovered by such appellant, and the Examiner may, after review of the record, take further action,as he deems proper. An appeal to the City Council is governed by Title IV,Chapter S, Section 110,which requires that such appeal be filed with the City Clerk,accompanying a filing fee of$75.00 and meeting other specified requirements. Copies of this ordinance are available for inspection or purchase in the Finance Department,fast floor of City Hall. If the Examiner's Recommendation or Decision contains the requirement for Restrictive Covenants,the executed Covenants will be reaoired Rrior to apprpval by City Council or An proc493in�of the f51c. You may contact this office for information on formatting covenants. The Appearance of Fairness Doctrine provides that no ex parse(private one-on-one)communications may occur concerning pending land use decisions. This means that parties to a land use decision may not communicate in private with any decision-maker concerning the proposal. Decision-makers in the land use process include both the Hearing Examiner and members of the City Council. All communications concerning the proposal must be made in public. This public communication permits all interested parties to know the contents of the communication and would allow them to openly rebut the evidence. Any violation of this doctrine would result in the invalidation of the request by the Court. The Doctrine applies not only to the initial public hearing but to all Requests for Reconsideration as well as Appeals to the City Council. TnTni ❑ �'� G U_ qs-r 0023 May 23, 1995 OFFICE OF THE HEARING EXAMINER CITY OF RENTON J09 REPORT AND DECISION APPLICANT: DANA WARREN, M. A. SEGALE, INC. CEDAR CREST MANUFACTURED HoNIE PARK File No.: LUA-95-023, CUN/MHP/ECF LOCATION: SE of the intersection of NE 3rd Street and Edmonds Avenue NE SUMMARY OF REQUEST: Applicant proposes development of a 402-unit manufactured home community. The development is on a site that was a former gravel mining operation. Development would occur in I V Eft-'i four phases, commencing in 1995. A Conditional Use Permit is requested to allow a parking area for up to 100 unoccupied recreational vehicles. A variance is requested to allow three-I foot side yard setback on each residential lot in the area of the attached site-built garage. To provide access, Edmonds Avenue NE will also be extended 500 feet to the south as a public street. SUMMARY OF ACTION: Development Services Recommendation: Approve with conditions. DEVELOPMENT SERVICES REPORT: The Development Services Report was received by the Examiner on April 19, 1995. PUBLIC HEARING: After reviewing the Development Services Report, examining available information on file with the application, field checking the property and surrounding area; the Examiner conducted a public hearing on the subject as follows: MINUTES The following minutes are a summary of the April 25, 1995 hearing. The legal record is recorded on tape. The hearing opened on Tuesday, April 25, 1995, at 9:02 a.m. in the Council Chambers on the second floor of the Renton Municipal Building. JAMES L. COLT, 102 Monterey Place NE, Renton, WA 98056, appearing for American Memorial Services at P.O. Box 1745, Bellevue, WA 98009, claimed that American Memorial did not receive the statutory or regulatory notice to property owners for the public hearing. He requested a continuance. After researching the issue raised by Mr. Colt, the Examiner determined that American Memorial Services received the appropriate and legal notification of the hearing and that City Code does not provide for any additional or special notification. DANA WARREN, M. A.SEGALE,IN-- CEDAR CREST MANUFACTURED HoNIE PARK File No.: LUA-95-023,CU/V/MHP/ECF May 23, 1995 Page 2 The parties wishing to testify were then affirmed by the Examiner and the following exhibits were entered into the record: Exhibit No. 1: Yellow file containing the original Exhibit No. 2: Site vicinity map. application, proof of posting, proof of publication and other documentation pertinent to this request. Exhibit No. 3: Neighborhood detail map. Exhibit No. 4: Site development concept. Exhibit No. 5: Site development drawing showing Exhibit No. 6: Generalized landscape plan of the construction phasing plan. overall site. Exhibit No. 7: Architect's rendering of a typical Exhibit No. 8: Architect's rendering of the streetscape. community center, its landscaping and the entrance to the development. Exhibit No. 9: Landscape plan showing typical Exhibit No. 10: Typical floor plan of a residential landscaping around residential units. unit. Exhibit No. 11: Drawing representing various yard Exhibit No. 12: Alternate site plan. setbacks. Exhibit No. 13: April 24, 1995 letter from Exhibit No. 14: November 19, 1982 letter from City AnMarCo to Dana Warren of M.A. Segale, Inc. of Renton Public Works to James Colt of Mt. Olivet Cemetery. Exhibit No. 15: Aerial photograph of site submitted Exhibit No. 16: Aerial photograph of site submitted by James Colt, dated 3/14/88. by James Colt, dated 2/13/90. Exhibit No. 17: Aerial photograph of site submitted Exhibit No. IS: May 20, 1982 letter from the by James Colt, dated 3/21/87. Department of Ecology to Ron Nelson of the City of Renton in regarding to a complaint filed by James Colt. The hearing opened with a presentation of the staff report by JENNIFER TOTH HENNING, Project Manager, Development Services, City of Renton, 200 Mill Avenue South, Renton, Washington 98055. The owner of the subject property is M.A. Segale, Inc. The zoning designation is Residential Manufactured Homes(RM-H) and Resource Conservation (RC). The Comprehensive Plan Land Use Designation is Residential Single Family and Residential Rural. The existing site use is an abandoned gravel mine, vacant and open space. To the north are multi-family residential uses, to the east is the King County Transfer Station, King County Shops and vacant land. To the south are vacant open space and single family residential uses. To the west are the Mt. Olivet Cemetery and vacant land. Access would be from NE 3rd Street and Edmonds Avenue NE. The site area is 133.29 acres. Public services consist of water from an existing 16-inch main in NE 3rd Street. Sewer is provided from a 24-inch interceptor that runs through the site. Surface water and stormwater service is DANA WARREN, M.A.SEGALE, IN,. CEDAR CREST MANUFACTURED HOME PARK File No.: LUA-95-023,CU/V/MHP/ECF May 23, 1995 • Page 4 Approximately 7.1 acres of the net site will be for recreation and open space. One of these acres is dedicated to a community center. The remaining recreation and open space area would be reserved as passive open space. There will also be a seating/viewing area developed along the southern point at the top of the bluff. A walking trail will be developed from the community center to the seating/viewing area. Lighting is proposed for each home that will illuminate the street. It will be controlled by sensors so that all lights are activated at dusk and turned off at sunrise each day. Lighting will be installed, maintained and replaced by site managers. Residents will not be able to remove the lighting. The applicant has provided a generalized landscape plan for the overall site. The sketches show a landscape treatment in the front yard area of each home site. The ERC has required additional landscape treatment on the site beyond that proposed by the applicant. This proposal also includes private patio areas and private yards for each unit. The Conditional Use Permit (CUP)for a 100 space parking/storage area for recreational vehicles is requested. The proposal complies with the standards of the RM-H zone. The standard is screened parking at a ratio of one parking space for every ten lots. Under this proposal, one parking space for every four lots will be provided. Setbacks will be twenty feet from the power line easement. There will be a six foot high fence and security lighting that will not exceed the 30 foot height limit. A variance is requested from the five foot side yard setback for the manufactured homes and any attached accessory units. The applicant requests a variance to allow a three foot minimum side-yard setback on one side of each lot, along the site-built attached garages so long as the length of the garage as measured along the side yard property line does not exceed twenty-five feet in lenZth. This variance request is consistent with variance • Tcriteria in that the subJect property his constrained by topography, irregular shape, in the presence of major electrical transmissions lines easements, and is located within the Aquifer Protection Area(Zones 1 and 2). Of the 133.29 gross acres on this site, there are 71.17 net acres. The net acreage includes steep slopes that preclude development on approximately 10 acres. This leaves approximately 45 percent of the site for development. The usable area is irregularly shaped due to topography and the presence of power line easements. In addition, the location of the site within Zones 1 and 2 of the APA restrict the way in which stormwater facilities are sited. The result of these constraints is that the lot layout is somewhat inefficient and the number of dwelling units per acre is reduced over what could be permitted. By allowing a variance for the reduced side yards on one side of each unit, the project would fall within the permitted density range. In addition, the variance will provide each unit with added privacy and space for individual landscape treatment. This makes a more desirable living space. In closing, Ms. Henning stated that staff recommends approval of the Cedar Crest Manufactured Home Park application with the condition that the applicant meet the Mitigation Measures imposed by the Environmental Review Committee. LAURIE PINARD, corporate counsel for M. A. Segale, Inc., PO Box 88050, Tukwila, WA 98138, noted that they will comply with the mitigation measures imposed by the ERC and City staff. Approval of the CUP will allow development of a parking area for recreational vehicles. She noted that market research shows that recreational vehicle parking is a desirable feature to senior citizens since they use their RVs often. The variance will allow for a more desirable outside living space that includes a private yard and patio. Ms. Pinard pointed out that residential lots will average 4,500 square feet, but some lots will be approximated 4,000 square feet. This is well above the 3,000 square feet minimum. The private yard of each home will be maintained by the resident and all other areas will be maintained by on-site staff. Blaine Avenue NE will only be a secondary • emergency access with a crash gate to limit access to the Fire Department and Police. The Codes, Covenants and Restrictions (CC&R's) will be completed before construction of the project. DANA WARREN, M.A.SEGALE, IN_ CEDAR CREST MANUFACTURED HoNIE PARK File No.: LUA-95-023,CU/V/MHP/ECF May 23, 1995 Page 3 provided by existing 12-inch and 16-inch storm lines in NE 3rd Street. Fire has sufficient resources to provide service. There are schools and parks in the area. The site is located within Zones I and 2 of the Aquifer Protection Area(APA). The project is to be constructed in four phases. The first phase consists of substantial site grading, installation of utilities, and development of Phase 1 homesites. Subsequent phases would occur in intervals of one to two years after the first phase is completed. Completion of the development may take up to ten years. The applicant is seeking approval to develop a 402-unit manufactured home park that will serve senior citizens. At least one resident of each home must be 55 years of age or older. No children may live in the development. Residents will purchase their home and lease the land. Under this proposal the portion of the site zoned Residential Manufactured Homes will be developed. The project will consist of manufactured homes with site- built two-car garages, a 4,500 square foot community center building, a 3,000 square foot landscape maintenance shelter, a 100-space recreational vehicle(RV) storage lot, recreational features, site utilities, and streets. Edmonds Avenue NE will be extended as a public street to provide access into the development. The development will feature a security gate at the entrance. All streets in the development will be private, 30-feet wide with 5-foot sidewalks on one side. The typical homesite averages 4,567 square feet. There will be no subdivision of the land for individual lots. The homes will be manufactured off-site and delivered in sections for assembly on each site. Two or three bedroom homes will be available, with attached site-built two-car garage. Approximately 750,000 cubic yards of soil will be graded to create level home sites. Seventy-five thousand (75,000)cubic yards of fill material will be imported and 675,000 cubic yards will be moved on the site. --- _ - ------ 0 Geotechnical engineers have recommended a 25-foot setback from the eastern half of the bank and a 40 foot setback from the westernTialf. Since the=sifeis-witfiin dries I and 2 of the Ci_ty_'s Aquifer Protection,Area (APA), stormwater must be collected and discharged in accordance with the Aquifer Protection Ordinance. Stormwater will be collected and piped to one^of three retention/infiltration ponds located in Zone 2 of the APA. One hundred percent of the stormwater collected on site would be discharged through infiltration. The Environmental Review Committee(ERC) issued a Determination of Non-Significance- Mitigated (DNS-M)for this proposal on March 27, 1995. Comments regarding water quality were received from METRO and comments regarding traffic were received from the Washington State Department of Transportation. The ERC required eight mitigation measures regarding site surface and slopes, cleanliness of imported fill materials, Traffic Mitigation Fee, street dedication, truck trips, parking regulations in the Codes, Covenants and Restrictions, slope stability impacts from release of water from infiltration ponds, and landscape treatment to avoid erosion and improve the aesthetic quality of the site. This proposal is consistent with the City's Mobile Home Park Plan criteria in regard to design and location and construction standards. The development will be built on approximately 61 acres, with access from NE 3rd Street via the Edmonds Avenue extension. Secondary emergency access will also be available from Blaine Avenue NE. Screening is proposed along the public streets. Extensive native vegetation and topography will limit views, providing a barrier along most of the boundaries. Typical lot depth is 85 feet, with a length of 55 feet. The total site is constrained by topography but care has been taken to optimize amenities such as view. Residential sites will include private garden areas. Density is approximately 5.65 dwelling units per acre. Setbacks as defined by the Residential Manufactured Home Zone are met with the exception of the required variance on the lot area that abuts the garage area. The two car garage on each site will have an apron in front that can provide additional parking space. Screened parking for RVs will be provided in an area along the 0 western side of the project site. Parking for RVs is proposed at a ratio of one RV per four residential lots. DANA WARREN,M.A.SEGALE,In.. CEDAR CREST MANUFACTURED HoNIE PARK File No.: LUA-95-023,CU/V/MHP/ECF May 23, 1995 Page 5 DANA WARREN, M.A. Segale, Inc., PO Box 88050, Tukwila, WA 98138, explained that after the site is graded water will be used to keep the top soil from being blown away. It will be applied with a truck or sprinklers. He noted that some vegetation will grow naturally when the soil is irrigated and they intend to have the graded areas as aesthetically pleasing as possible. NEIL WATTS, Plan Review Supervisor for the City of Renton, 200 Mill Avenue South, Renton, WA 98055, noted that one of the mitigation measures imposed by the ERC requires that additional landscaping be provided during all phases of the project as a means of avoiding erosion and improving the aesthetic quality of the site. DAVID HALINEN, 10500 NE 8th Street, Suite 1900, Bellevue, WA 98004, attorney for the general partnership of AnMarCo., explained that AnMarCo is the owner of the property to the west of the southerly portion of the subject site. The AnMarCo property also lays south of Mt. Olivet cemetery. He explained that AnMarCo has committed to providing secondary emergency access to the subject site from Blaine_ Avenue NE,.. He submitted a letter from AnMarCo documenting its commitment. Mr. Watts addressed street issues, explaining that access will be on Edmonds Avenue from the existing intersection at NE 3rd. They will dedicate a full right-of-way for a fully improved street. The applicant and City have agreed that pavement width, from NE 3rd to the approximate location of the community center will be 36 feet wide. The City's Transportation Division requested that the paved roadway continue further south at a width of 36 feet. However, the applicant has requested reduction of the pavement width to approximately 28 to 32 feet. The request is under consideration, as there is some justification, specifically topography and a lesser need for parking along that section of street. However, full right-of-way will be required along this area. The applicant has agreed to provide pedestrian facilities along the east side of the new right-of-way and eventually, as the property owned by AnMarCo is developed, the road will be extended into that plat. There will be two points of access from NE Edmonds into the project. Additionally, there will be second emergency access from the southerly end of NE Edmonds Avenue extended to Blaine Avenue NE. Sidewalks will be installed along NE 3rd. Sometime near the fourth phase of the project, improvements will be made to the intersection of Edmonds and NE 3rd. Sewer improvements are already being constructed. Water system improvements will also be required and each of the homes will be separately water-metered. In regard to recreational vehicle parking, Mr. Watts stated that staff had considered alternate locations for the RV parking site. However, there are fairly steep slopes and some roadways are at a 15%grade. Other possible RV parking areas would have been remote from Edmonds. He pointed out that the chosen site lies underneath power lines and is the best use of space. In addition, the Fire Department had concerns about trying to access a more remote parking site. In regard to site grading, considerable grading will be needed. The major work will consist of moving dirt around the site. The ERC imposed several conditions to deal with grading. Professional engineers will monitor grading for compliance with ERC conditions, to document volume, perform compaction tests, to test for conformance to the grading and mining ordinance provisions, and to discover site suitability for development. Drainage will be provided through infiltration so there will be no discharge to the existing storm drainage system in NE 3rd Street. Mr. Watts explained that the site is split between Aquifer Protection Zone I and 2 and each zone has different restrictions on how drainage is handled. Zone 1 restrictions do not allow infiltration and do not allow wetponds or water quality swales. The applicant proposed a system that collects all the water from 0 Zone 1 and directs the water north to APA Zone 2, which is well away from the steeper slopes above Maple DANA WARREN, M. A.SEGALE,IN,. CEDAR CREST MANUFACTURED HOME PARK File No.: LUA-95-023,CU/V/MHP/ECF May 23, 1995 Page 6 Valley Highway. The water then goes through a series of lined wetponds which prevent any untreated water from dispersing into the Aquifer. The water will then go through infiltration systems. Now appearing for Mt. Olivet Cemetery, JAMES L. COLT, 102 Monterey Place NE, Renton, WA 98056, asked a series of questions. Responding to Mr. Colt, Mr. Watts explained that streets and grading will be completed during the first phase. Mr. Warren explained that the development's entrance will be gated. They have not yet determined the time of day that gates would open and close. The intention is a point of security, possibly more perceived than actual, that restricts access particularly after daylight hours. Mr. Colt noted that Blaine Avenue NE is a dead end street and a significant amount of crime takes place at this location. He stated that the proposed new street will increase the opportunity for additional crime. In regard to grading, Mr. Colt asked what access road would be used for equipment. Mr. Watts explained that most equipment will stay on site. Mr. Warren stated that equipment would enter through the existing roadway and the extended Edmonds. Their second means of egress is to connect into the AnMarCo property and then to Blaine Avenue NE. They will not use the lower portion of Edmonds for access during the project and he believes that keeping the road private and adding a gate will limit access. Mr. Watts agreed, stating that the City should barricade the streets to limit access during development. In regard to discussion of the dedication of Edmonds, the Examiner stated that the City is requiring dedication of the entire length of Edmonds because it is on this site and is subject to this permit. Whether the road is developed or deferred is an issue that is not part of this hearing. The Examiner may require improvements as required by code and an applicant may receive a deferral of the improvements. Or, the Council can waive opening the road for a certain period of time. The road will be dedicated to the full length, including down to the RV parking lot. Construction standards will be determined. Normal requirements for a street are curbs, gutters, sidewalks, and street lighting. Mr. Colt questioned the street alignment that was chosen, stating that a different alignment would benefit the thousands of property owners at Mt. Olivet Cemetery. Mr. Watts explained that the topography of the chosen location will provide access to the future development. The City does not believe that the cemetery will be developed for anything other than what it is; however there is nothing in the chosen location that forecloses access to Mt. Olivet. The proposed road does not landlock Mt. Olivet's property. Mr. Colt stated that Mt. Olivet Cemetery had dedicated the roadway because it had no access to Blaine Avenue NE. Mr. Colt stated that the planned temporary access for equipment access is on a road constructed by ERADCO, American Memorial and Mt. Olivet. He asked if the applicant had any easements or agreements with the property owners. Ms. Pinard explained that the area would be used temporarily for construction purposes during Phase 1. The property itself belongs to Puget Power. M.A. Segale, Inc. has had an understanding with Puget Power for many years and has the right to cross the property. Mr. Colt stated that he has an easement from Puget Power for this area and a letter from the City of Renton that says he has exclusive rights to cross the property. Ms. Pinard commented that Puget Power advised M.A. Segale that they were not aware of any easements across their property that would restrict M.A. Segale from crossing. She noted that it does not seem possible that the City can restrict a person's right to use Puget Power's property, based on a letter. The Examiner asked if the applicant can achieve access to the site via the proposed Edmonds access. Mr. Watts stated that it is possible. Referring to the restrictions of APA Zone 1, Mr. Colt stated that Mt. Olivet has recorded water rights on the subject property, and the file on this application indicates there is no water on the site. Mr. Colt then introduced three aerial photographs dated 1987, 1988, and 1990, stating that he does not currently have a more recent photograph. Responding to Mr. Colt's comments, Mr. Watts explained that the site's water quality features DANA WARREN,M. A.SECALE,IN,— CEDAR CREST MANUFACTURED Ho�tE PARK File No.: LUA-95-023,CU/V/MHP/ECF May 23, 1995 Page 7 must be lined. Runoff from any street will run through a wetpond for treatment before it is discharged back to the Aquifer. On this site, there are lined wetponds and bioswales that will not allow infiltration. Then there is a series of detention ponds and infiltration ponds. There will be 100% recharge of site runoff. Ms. Pinard noted that their research on water rights turned up a June 1974 application for a water claim. They did not locate a confirmation of water rights. She understands Mr. Colt the right to use a specific number of gallons per minute for irrigation purposes. M.A. Segale gave consideration to this situation and treatment is provided in the project to protect the claimed water rights. Mr. Colt asked if installation of the stormwater filtration facilities will be accomplished prior to filling, grading and compaction of 750,000 cubic yards of fill material? What is the schedule that has been designed to protect the Aquifer? Noting that the staff report states that stormwater will be collected and placed into ponds, he asked if there are there provisions to prevent fertilizers, pesticides, oil runoff, and other things from entering the groundwater system? GARY HENDERSON, 6240 Tacoma Mall Boulevard, Suite 318, Tacoma, WA 98049, responded to Mr. Colt's questions on the water issues. He stated that site run-off water will flow through wetponds and treatment swales. This will purify the water and leave the impurities in the wetponds. The water would then flow to an infiltration system that recharges the water. Last September and October, his company performed field work and prepared a report. At that time there was water on the site and they have not ever represented that there is no water on site. Much of the rain that falls on site collects on the property and then discharges into a stream or perks into the ground. It then leaves the site through groundwater seepage. Some surface water also flows onto site from the higher areas. On this site, the developer has established criteria to keep all water flowing as it is now. There will be no reduction in the current flow of water from the site. In regard to compaction of fill material, a criteria has been established to avoid settlement and there will be compaction under recharge areas. Infiltration systems will have to be installed as the site is graded. They have recommended that temporary storage and percolation facilities be constructed during site development. Using permanent facilities would increase the risk of silt build-up problems in the permanent facilities. After construction is complete, water would be directed into permanent facilities. Mr. Henderson noted that a gravely sand has been specified for some areas that is permeable, even when compacted. Mr. Watts noted that all drainage provisions for the project will be in compliance with the King County Surface Water Manual, which includes providing drainage facilities as the project is constructed. Temporary facilities are needed because of sedimentation problems that develop from construction. Mr. Colt asked how will the Codes, Covenants and Restrictions (CCRs) impact the surrounding neighbors and property owners? The Examiner explained that CCRs specifically apply to the project and its residents. They do not effect the general public. Ms. Pinard noted that the CCRs are for the people living within the site. The CCR parking conditions apply only to this project. Responding to Mr. Colt's comments regarding the flow of stormwater from the site, Mr. Watts explained that the rate of flow cannot be changed. He noted that the rate of flow is not equivalent to the amount of flow. The rate of flow is fixed, the amount of flow can be changed by the amount of rain fall. The Examiner called for further testimony regarding this project. There was no one else wishing to speak, and no further comments from staff. The hearing closed at 12:28 p.m. DANA WARREN,M.A.SEGALE,IN... CEDAR CREST MANUFACTURED HOME PARK File No.: LUA-95-023,CU/V/MHP/ECF May 23, 1995 Page 8 FINDINGS, CONCLUSIONS & DECISION Having reviewed the record in this matter, the Examiner now makes and enters the following: FINDINGS: 1. The applicant, Dana Warren for M.A. Segale, Inc., filed requests for approval of a 402 unit mobile home park, a conditional use permit for recreational vehicle parking, and a variance from the side yard setbacks. 2. The yellow file containing the staff report, the State Environmental Policy Act(SEPA) documentation and other pertinent materials were entered into the record as Exhibit No. 1. 3. The Environmental Review Committee(ERC), the City's responsible official, issued a Determination of Non-Significance- Mitigated (DNS-M)for the subject proposal. The applicant has not yet strictly met some of the ERC's conditions. 4. The subject proposal was reviewed by all departments with an interest in the matter. 5. The site is located southeast of the intersection of NE 3rd Street and Edmonds Avenue NE. The King County shop site is located east of the site. Mt. Olivet cemetery is located west of the site. The Maple Valley Highway is south of the property, below the site's steep southern slopes. 6. The subject site was used extensively over the years as a gravel quarry. 7. The subject site is an L-shaped parcel. The western, north-south leg of the "L" is approximately 3,000 feet long. It varies from approximately 900 feet to 1,300 feet wide. The southern,east-west leg of the "L" (base) is approximately 2,600 feet long. This section is approximately 1,300 feet wide. The parcel is approximately 133.29 acres in area. 8. The topography of the site is very complex as a result of the extensive quarrying efforts that carved out deep pits while leaving steeper sidewalls, as well as the natural slopes that drop down to the Cedar River(Maple Valley Highway)on the south. The applicant proposes extensive regrading efforts to create level terraces for development while following very specific engineering standards to protect the various slopes. 9. Two power lines cross the property. One line runs north to south near the west margin of the site. The second line transects the property on a diagonal that runs more or less across the intersection of the two legs of the L-shaped parcel. 10. The site is zoned RM-H (Residential Manufactured Homes) and RC (Resource Conservation). 11. The map element of the Comprehensive Plan designates the area in which the subject site is located as suitable for the development of single family uses, but does not mandate such development without consideration of other policies of the Plan. 12. The applicant proposes developing a park for manufactured housing(mobile homes). The site would contain pads for 402 homes. In addition, there will be a community building and a separate parking lot for recreational vehicles. DANA WARREN, M. A.SECALE,IN%-. CEDAR CREST MANUFACTURED HOME PARK File No.: LUA-95-023,CU/V/MHP/ECF May 23, 1995 Page 9 13. The lots would be leased to purchasers. The homes will be manufactured off-site and will be privately owned. Common elements of the site including access roads, landscaping between parcels and along the frontage of internal roadways and in front yards will be installed and maintained by the applicant. The typical lot would be approximately 4,567 square feet in area. 14. The applicant anticipates that approximately 750,000 cubic yards of material will be graded on the site. Approximately 75,000 cubic yards of materials will be imported to the site. The remaining yardage will be redistributed to create level areas for future construction. The applicant will be required to observe a 25 foot setback from the eastern slopes and 40 feet on the western slopes. In addition, strict reporting will be required on the nature and source of fill materials to insure that they are suitably clean and appropriate. 15. The subject site straddles Zones I and 2 in the City's Aquifer Protection areas. The presence of the aquifer recharge area dictates strict standards in what fill materials can be imported on the site(see above) as well as the nature of types of uses and materials that can be stored on the site. In addition, because this is a recharge area, all stormwater that lands on the site will be treated and discharged into the soils by infiltration. 16. Water will be collected from the entire site and channeled to detention systems located in Zone 2. One detention system will be located under the powerlines that run diagonally through the center of the site. Another section of the system will be near the northeast corner of the site. Directly west of that system will be another system near the west boundary of the site. 17. The applicant proposes phasing the project over about ten(10)years. There will be four phases. Development will progress from the north to the south and then west to east. The development is divided almost equally in quarters. The community center and recreational vehicle parking component will accompany Phase 1. Phase 1 will include the necessary access road from NE 3rd, the new southern extension of Edmonds Avenue. If the western upright of the "L" were divided into thirds, Phase 1 would be the northern third of the "L." The Community Center will be located at the southwest corner of Phase 1. Phase 1 will contain 100 homes. 18. Phase 1 will also construct what will be the western access road. This roadway is necessary to create a loop roadway that will provide emergency access in the event Edmonds Avenue is blocked. All grading will occur with the development of Phase 1. 19. Phase 2 will begin approximately two years later. It will also contain 100 homes. It will be in the center of the "L's" upright. 20. Phase 3 will be located at the crook in the "L" at the southwest corner of the parcel. It will contain somewhat more than 100 homes. 21. The final phrase, Phase 4, will be at the eastern end of the base of the "L." This portion of the site is located south of the King County shop site and transfer station property. It will contain the remaining homes, approximately just under 100 homes. 22. Phases I and 2 are primarily single wide units while Phases 3 and 4 will contain a mix of single and double-wide units. Units will be developed at a rate of approximately 5 to 6 units per month. 23. The single units will vary in size from approximately 28 feet wide by between 42 and 66 feet long. The larger units will be approximately 41 feet wide. Each unit will have a two car garage. The units will be brought to the site in two or three sections. DANA WARREN, M.A.SECALE,IN, CEDAR CREST MANUFACTURED Ho\IE PARK File No.: LUA-95-023,CU/V/MHP/ECF May 23, 1995 Page 10 24. As noted there will be a community building in the northwest corner of the site. The building will be approximately 4,500 square feet. If the variance is approved there will be private open space on each lot. The powerline corridors and detention systems provide relief from the sprawling housing plots. 25. The applicant proposes developing a parking lot for 100 recreational vehicles. The proposed lot would be located west of the Phase 2 section of the property, along the western edge of the site. The parking would be developed under the powerline corridor. The proposed parking lot requires a Conditional Use Permit. 26. An approximately 3,000 square foot landscape maintenance building would be located at the southeast corner of the RV lot. 27. The site is served by the City of Renton which will provide domestic water and sewer service. 28. The site is located within the Renton School District. The development is intended to serve older residents and is not expected to generate a student population. 29. In addition to developing an approximately 500 foot long section of Edmonds Avenue, the applicant will provide an emergency access to the west to Blaine Avenue NE. That roadway provides primary access to Mt. Olivet Cemetery and the Monterey Terrace neighborhood. As proposed that access will be gated and reserved solely for access by emergency vehicles. There seems to be some confusion over what was required by the ERC as to what development standards apply to that portion of Edmonds south of the main entry gate regarding the amount of dedication and nature and timing of improvements. No permit for development shall be approved until an agreement is executed in writing regarding these issues. 30. Within the complex, all roads will be private. They will be 30 feet wide and 5 foot sidewalks will be provided on one side of these roads. There will be a security gate at the entrance to the complex. 31. The applicant has requested a variance to allow less than the required side yard. The applicant has proposed placing the garages along the side of the residential units. This would create an L-shaped building footprint. The main residence would form the upright of the "L" and the garage would form the lower leg of the "L." The garage would be setback only 3 feet from the property line whereas the code requires a 5 foot minimum setback. What this design does is permit the creation of an approximately 25 foot wide private yard in the crook of the "L." This design would provide an 8 foot separation between units for the 25 foot depth of the garage, but a 28 foot separation for the remaining lot depth. 32. The applicant claims that the loss of developable acreage due to the steep slopes and powerlines does not permit it to separate units as widely if it were required to provide the full five foot setback on each lot. The resulting design would move the garage to the front of each residence, creating a "flatcar" footprint. It would be less creative and while it would provide 10 feet of separation between units it would eliminate the private yard. 33. The lots range in size from approximately 55 feet wide to approximately 85 feet long. 34. The proposed density will be approximately 5.65 units per acre. DANA WARREN,M.A.SEGALE,IN,. CEDAR CREST MANUFACTURED HOME PARK File No.: LUA-95-023,CU/V/MHP/ECF May 23, 1995 Page 11 35. The proposed units will have a footprint that covers less than 50 percent of each lot. The RM-H Zone permits 50 percent lot coverage whereas the Mobile Home Park development standards provide for lot coverage of 40 percent. 36. Automated lighting systems with long-life bulbs will be installed and maintained by the applicant to provide on-site lighting. 37. The applicant will be grading the entire site, but development will be phased over approximately ten (10)years. This will leave exposed, raw looking slopes and open spaces. 38. The applicant's proposal is not anticipated to interfere with existing water rights. The proposed recharge system is intended to maintain the existing aquifer recharge. CONCLUSIONS: Mobile Home Park 1. The applicant for a mobile home park must demonstrate that it meets minimum standards and criteria (Section 4-11-5A)enumerated in part below: 4-1 1-5A1. Site: The minimum site shall be two (2)developable and usable acres. 4-1 1-5A2. Access: There shall be at least two (2) places of access of which at least one public access must be on a major or secondary street as defined by the City comprehensive arterial and street plan. 4-11-5A3. Screening: A solid wall or view-obscuring fence, hedge or equivalent barrier not less than five feet(5) in height shall be established and maintained around the entire periphery of the park except for openings for driveway and walkway purposes. 4-11-5A4. Permanent Dwelling: The only permanent dwelling allowed on the mobile home park shall be the single family dwelling of the owner or manager. 4-11-5A5. Lot Size: Each mobile home lot shall contain a minimum of three thousand (3,000) square feet, with the length of not less than seventy five feet(75') and the width not less than forty feet(40'). Each lot shall be laid out so as to optimize view, privacy and other amenities. 4-11-5A6. Density: There shall be not more than eight(8) lots per gross acre of the mobile home park. (Ord. 3746, 9-19-83) 4-11-5A7. Setbacks: Each lot shall be clearly defined and landscaped. Mobile homes together with any accessory structures, including patios, awnings and related devices shall be located a minimum of ten feet(10') from the front lot line; five feet(5') from side or rear lot lines; and ten feet(10')from another mobile home measured closer than twenty feet(20')to any public street or highway. It shall be illegal to allow or permit any mobile home to remain in the mobile home park unless a proper space is available for it. (Ord. 3902, 4-22-85) 4-11-5A8. Lot Coverage: No more than forty percent(40%) of any lot shall be covered by a mobile home and enclosed accessory structures. In addition accessory structures such as carport DANA WARREN, M.A.SECALE,IN,_ CEDAR CREST MANUFACTURED HoNIE PARK File No.: LUA-95-023,CU/V/MHP/ECF May 23, 1995 Page 12 canopies or patio covers having less than fifty percent(50%)perimeter wall enclosure shall not exceed twenty percent(20%) coverage of any lot. 4-1 1-5A9. On-Site Private Streets, Curbs and Sidewalks: Asphaltic or concrete streets and concrete curbings shall be provided to each lot. The minimum width of streets shall be thirty feet (30'). Concrete sidewalks of at least five feet (5') in width shall be placed along at least one side of each street or located in the back or side of each lot so that there is sidewalk access to all lots. 4-11-5A10. Parking: Each mobile home lot shall have a minimum of two(2) off-street automobile parking spaces. Mobile home parks shall provide screened parking for boats, campers, travel trailers and related devices on a ratio of one space per ten (10) lots, in a secluded portion of the park. 4-11-5A11. Recreation Area: A minimum often percent(10%)of the total area of the park shall be reserved and shall be used solely and exclusively for a playground-recreation area. 4-11-5Al2. Illumination: The Public Works Department shall approve a street lighting plan providing sufficient illumination between sunset and sunrise to illuminate adequately the roadways and walkways within a mobile home park. 4-11-5A13. Landscaping: Landscaping shall be provided on both the individual lots and the remainder of the mobile home park site according to individual lots and the remainder of the mobile home park site according to a landscape plan approved by the Hearing Examiner. 4-11-5A13a. Installation: A surety bond of not less than four hundred dollars ($400.00) per acre of the mobile home for a maximum of two (2) year period guaranteeing to the City the installation according to the approved landscape plan of walls, fences and landscaping required herein shall be posted prior to the issuance of any permits to construct the park. 4-11-5A14. Public Street Improvements: On or off-site public street improvements shall conform to the provisions and requirements of the subdivision ordinance, Title 9, Chapter 12. 4-11-5A15. Patio: A concrete patio on each mobile home lot of not less than one hundred twenty five(125)square feet with a minimum width of eight feet(8') shall be provided. 2. The site, at 133 acres, exceeds the minimum two(2)acres. The site is located adjacent to NE 3rd Street and Edmonds Avenue NE will be extended. Both streets provide the necessary access to a major or secondary street. 3. The topographic separation provided on much of the site makes the provision of a view-obscuring fence superfluous. There would not be much screening affect where severe slopes and the mandated setback already remove from view the interior of the complex. 4. The manufactured homes are not necessarily permanent homes as apparently envisioned by the code. The proposed dwellings are situated on leased lots thereby lacking any sense of permanency; as that term is usually employed. DANA WARREN, M.A.SEGALE,IN... CEDAR CREST MANUFACTURED HOME PARK File No.: LUA-95-023,CU/V/MHP/ECF May 23, 1995 . Page 13 5. The parcels all meet or exceed the dimensions required. The layout is appropriate (see variance below) given the proposed density of the complex. In addition, the overall density is 5.65 which meets the requirement that the complex not exceed 8 units per acre. 6. As noted, the applicant has requested a variance but meets the remaining setback distances. 7. The site meets the applicable lot coverage standards. As noted above, the site is governed by two standards and is entitled to meet the less rigid standard. 8. The applicant will be providing the required 30 foot wide internal street system and the required 5 foot wide sidewalk. 9. The provision of two-car garages for each unit meets the standard off-street parking requirements. In addition, the driveway can accommodate additional vehicles if necessary. The requisite recreational vehicle parking (see Conditional Use Permit below) in excess of the requirements will be provided in an appropriate area. 10. The applicant will be providing approximately 7.1 acres for recreation, including the approximately one (1) acre community center site. Staff apparently used net acreage due to the topographical limitations. Other than the community center, most of the recreational opportunities are walking trails and passive areas. 11. The Public Works Department has approved the lighting plan. 012. The applicant has submitted a landscape plan and the ERC required supplemental landscape treatment. In addition, as noted, there does not seem to be an adequate plan to treat the denuded areas of the site that will not be immediately developed. The phasing of development over ten years could leave vast amounts of acreage that will be subject to erosion by wind and water, large amounts of fugitive dust and a generally unsightly visage. Therefore, the applicant will have to hydroseed all portions of the site immediately after grading and all areas shall be mowed, watered and maintained on a regular basis. If any phase lags more than four years after the start of any prior phase, the applicant shall landscape with trees, shrubs and ornamental plantings those areas that are not developed as originally proposed. The applicant will have to post the necessary surety bonds prior to the issuance of any development permits. 13. The applicant has not completed the necessary plans nor received approval of its street improvement plans. The applicant shall develop Edmonds Avenue as required by the City. All plans shall be submitted and approved in writing before any permits for development are issued. 14. The appropriate private patio areas are provided by the proposed plans. 15. There are a number of construction related requirements that will have to be met but those are not necessarily land use provisions for review during this proceeding. The applicant shall be required to meet all construction standards. Conditional Use Permit for Recreational Vehicle Parking Lot 16. The applicant for a Conditional Use Permit must demonstrate that the use is in the public interest, will not impair the health, safety or welfare of the general public and is in compliance with the criteria found in Section 4-31-36 (C) which provides in part that: a. The proposal generally conforms with the Comprehensive Plan; DANA WARREN, M.A.SEGALE,IN,. CEDAR CREST MANUFACTURED HoNIE PARK File No.: LUA-95-023,CU/V/MHP/ECF May 23, 1995 Page 14 b. There is a general community need for the proposed use at the proposed location; C. There will be no undue impacts on adjacent property; d. The proposed use is compatible in scale with the adjacent residential uses, if any; e. Parking, unless otherwise permitted, will not occur in the required yards; f. Traffic and pedestrian circulation will be safe and adequate for the proposed project; g. Noise, light and glare will not cause an adverse affect on neighboring property; h. Landscaping shall be sufficient to buffer the use from rights-of-way and neighboring property where appropriate; and i. Adequate public services are available to serve the proposal. The requested conditional use appears justified and is approved. 17. The proposed RV parking area is required by Ordinance, although the size of the proposed lot does mandate conditional use review. The mobile home park it serves is in conformance with the Comprehensive Plan. The accessory parking lot is, therefore, appropriate. 18. The senior community that will occupy this development generally seem to use RV's. There is a demand to have the RV parking area conveniently located and appropriately screened. Market surveys demonstrate a need for a RV parking area in senior communities. The placement of the parking area is obviously tied to the overall complex. 19. There does not appear to be any more appropriate location for this lot. While it is separated from the residential complex it could affect the residential community proposed to its west. The applicant does propose screening to offset any visual impacts. 20. The low-rise nature of the vehicles that will be stored on the lot should blend with surrounding uses. There will be no appreciable impact on adjacent uses. 21. Other than the RV parking, there will be no additional parking, accessory uses or utility requirements. 22. The screening proposed will limit the spill of noise and light off the site to adjoining parcels. Variance from Side Yard Setback 23. Variances may be granted when the property generally satisfies all the conditions described in part below: a. The applicant suffers undue hardship caused by special circumstances such as: the size, shape, topography, or location where code enforcement would deprive the owner of rights and privileges enjoyed by others similarly situated; b. The granting of the variance would not materially harm either the public welfare or other property in the vicinity; DANA WARREN, M. A.SEGALE,INS_ CEDAR CREST MANUFACTURED HOME PARK File No.: LUA-95-023,CU/V/MHP/ECF May 23, 1995 Page 15 C. The approval will not constitute a special privilege inconsistent with the limitations on other property in the vicinity; and d. The variance is the minimum variance necessary to allow reasonable development of the subject site. The applicant's property appears ripe for the variance requested. 24. The main constraint on normal development of the site is that severe slopes have limited the developable portions of the site substantially. Given this limitation, the applicant has scaled back the number of units but provided for more open space between units. 25. In addition, the design and layout the applicant has proposed is more aesthetic. It provides more privacy, not less between units, and definitely more reasonable useable space. 26. The terrain separation as well as the substantial setbacks of development from the property line protect the adjoining property and the general welfare from any material harm. 27. The unique nature of the site would prevent other property from challenging the precedent setting nature of the granting of this variance. The site is quite unique and therefore, approval will not create an undue precedent. 28. The variance appears to be the minimum which will achieve the purpose of allowing reasonable development of the subject site. 29. In conclusion, the proposed use will create a unique housing complex that will provide additional housing choices to a particular segment of the community and it will do so in a fitting manner and style. DECISION: The Mobile Home Park, Conditional Use for Recreational Vehicle Parking Lot and Variance from Side Yard Setback are approved subject to the following conditions: 1. Applicant compliance with the conditions imposed by the ERC. 2. The applicant shall hydroseed all portions of the site immediately after grading and all areas shall be mowed, watered and maintained. If any phase lags more than four years after the start of any prior phase, the applicant shall landscape with trees, shrubs and ornamental plantings those areas which are not developed as originally proposed. 3. The applicant will have to post the necessary surety bonds for landscape installation and maintenance prior to the issuance of any development permits. 4. No permit for development shall be approved until an agreement is executed in writing regarding the installation, phasing and design criteria for Edmonds Avenue NE. The applicant shall develop DANA WARREN,M. A.SEGALE,INS.. CEDAR CREST MANUFACTURED Ho�IE PARK File No.: LUA-95-023,CU/V/MHP/ECF May 23, 1995 Page 16 Edmonds Avenue NE as required by the City. All plans shall be submitted and approved in writing before any permits for development are issued. 5. The applicant shall be required to meet all construction standards. 6. Pursuant to Section 4-11-513 1 "No grading, construction or similar activities, except the clearing of land, shall be permitted until the Hearing Examiner has given approval to the final plan." No work shall commence on the site until all conditions have been complied with by the applicant. ORDERED THIS 23rd day of May, 1995. FRED J. KA AN HEARING EXAMINER TRANSMITTED THIS 23rd day of May, 1995 to the parties of record: Hugh Caffman James L. Colt Steve Ercolini 3008 SE 5th Street 102 Monterey Place NE 3016 SE 5th Street Renton WA 98008 Renton WA 98056 Renton WA 98058 David Halmen Gary Henderson Jennifer Toth Henning 10500 NE 8th Street, #1900 6240 Tacoma Mall Blvd, #318 Project Manager Bellevue WA 98004 Tacoma WA 98049 City of Renton 200 Mill Avenue South Renton WA 98055 Lloyd Hoshide Lila Houser Thomas F. McMahon 833 Kirkland Avenue NE 57 Monterey Drive NE c/o Betts Patterson & Mines Renton WA 98056 Renton WA 98056 1215 4th Avenue, Suite 800 Seattle WA 98161 Mt. Olivet Cemetery Bruce Orff Mr. & Mrs. Richard Petterson c/o James L. Colt 2930 SE 5th Street T&E Investment PO Box 547 Renton WA 98058 1401 Lincoln Avenue NE Renton WA 98057-0547 Renton WA 98056 Ken Ponder Laurie Pinard Sunrise Land Corporation 2938 SE 5th Street M. A. Segale, Inc. PO Box 98638 Renton WA 98058 PO Box 88050 Seattle WA 98198 Tukwila WA 98138 DANA WARREN, M. A.SEGALE,IN.. CEDAR CREST MANUFACTURED HOME PARK File No.: LUA-95-023,CU/V/MHP/ECF May 23, 1995 Page 17 Dana Warren Neil Watts American Memorial Services M.A. Segale, Inc. Plan Review Supervisor P.O. Box 1745 PO Box 88050 City of Renton Bellevue, WA 98009 Tukwila WA 98138 200 Mill Avenue South Renton, WA 98055 TRANSMITTED THIS 23rd day of May, 1995 to the following: Mayor Earl Clymer Councilman Richard M. Stredicke Members, Renton Planning Commission Gregg Zimmerman, Plan/Bldg/PW Administrator Art Larson, Fire Marshal Jim Hanson, Development Services Manager Lawrence J. Warren, City Attorney Mike Kattermann, Technical Services Manager Transportation Systems Division James Chandler, Building Official Utilities System Division Jay Covington, Mayor's Executive Assistant Valley Daily News Pursuant to Title IV, Chapter 8, Section 15 of the City's Code, request for reconsideration must be filed in writing on or before 5:00 p.m.,June 6, 1995. Any aggrieved person feeling that the decision of the Examiner 0 is ambiguous or based on erroneous procedure, errors of law or fact, error in judgment, or the discovery of new evidence which could not be reasonably available at the prior hearing may make a written request for a review by the Examiner within fourteen (14)days from the date of the Examiner's decision. This request shall set forth the specific ambiguities or errors discovered by such appellant, and the Examiner may, after review of the record, take further action as he deems proper. An appeal to the City Council is governed by Title IV, Chapter 8, Section 16, which requires that such appeal be filed with the City Clerk, accompanying a filing fee of$75.00 and meeting other specified requirements. Copies of this ordinance are available for inspection or purchase in the Finance Department, first floor of City Hall. If the Examiner's Recommendation or Decision contains the requirement for Restrictive Covenants, the executed Covenants will be required prior to approval by City Council or final processinir of the file. You may contact this office for information on formatting covenants. The Appearance of Fairness Doctrine provides that no ex parte(private one-on-one)communications may occur concerning pending land use decisions. This means that parties to a land use decision may not communicate in private with any decision-maker concerning the proposal. Decision-makers in the land use process include both the Hearing Examiner and members of the City Council. All communications concerning the proposal must be made in public. This public communication permits all interested parties to know the contents of the communication and would allow them to openly rebut the evidence. Any violation of this doctrine would result in the invalidation of the request by the Court. The Doctrine applies not only to the initial public hearing but to all Requests for Reconsideration as well as Appeals to the City Council. ti 771 s > _ r _�$ I 7R �� �a R Z � ;m W 1 SF o 33 r " D +�,V � w MOV.23.�99•. DET.11 aHOoo C D Q l C�G o z�" DR.. ° A rya acTURE i WODU"R NONE CO Y7 O OV-W.191. - J rtti,. GOI""UNITY GENTER •��.�.,.,. LEG-E\:D •.:1^: r SCREEN ROeMITPG .ro e.. e.�•e .o...«w �: :{� .�.re.�.•.o.o..cr,..o gee• •i'" /,,fu:;` � s...�a:v...o�.ea.'�:�oe,�eor..wo • �1, �'i!� "r✓;,�.;: �I Rom.o&..w....Lwr �E� �r% •^ram:; ..o�.u.,o,�v.�.c.• WALKW,PAn AND OVERLOOK G Ste. 4 1� mrwt j MN F F •�_ . . . . . . �4 FUrUFF= SHOLE-FMM.Y RESDENTLAL OEVELOPI.ENT &umLvugh6Anroruta - SITE LANDSCAPE r_�N e _ 0 s�.,. _._ - ---"-- r �d+sa,;:, 1'�t�:F�. � n4,.:w� r"•k•.:i •�tlircl��.Y- _ Short Plat'(SHPL ' REQUEST FOR PROJECT Prelim.Plat (PPS �/Q cv- Z. CAG P 311�LoI wog To: Technical Services Datcg e� 03 Grecnp From: Plan Review/Project Manager Project Name �h �� "' (70 churactccs rw x) Description of Project: zz — 23r Circle Sizc of Waterline: 8" 10" 2" Circic One: Ncw or Extension Circle Size of Sewerline: 8" 10" 12" Circle Onc: New or Extension Circle Size of Storrnline: 012- 151, 18" 24" Circle One: New or Extension dd ess or Street Names) `�%i� (C 5>✓ /�,L S A ' �� �.c `� C/ S Dvipr/Contractor/Owner/Cnslt:: (70 charactc tau) z a� Check each discipline involved in Project Ur Dr%vg 9 of sheets per discipline Trans-Storm C1� (Roadwayb ainagc) (or(site imp mvcmcnts)(includc basin name) (incladc TESC shccu) b_____Transportation (Sigmnzadon,CKanndizadon,lighting) W l7�Wastcwatcc � — Sanicuy Scwu Main(indudc basin name) gJ/ 1t/atCC (Mims.Valves,Hydrants) Qneludc composite E.Horizonul Ctrl O Suface Water Improvements (CtP OI1LY)(includc basin manic) TS Use Only 2-7-MO 5- Ju)P-A7- slgoS .G Pak,- X7—AQ05 t - ---MONRO A V N ---------------- 7:.7. . ..... ............... 7 7 -T i ij� A V ......... 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Elevations are in feet, which have been converted from metric. ACTUAL HIGH EROSION HAZARD AREA (>15% SLOPES) SCALE IN FEET < Reference: Drawings provided by Ringel & Associates, and Triad Associates, June 2000, compiled from Erosion Hazard data from Renton Municipal Code Ordinance No. 4835, Erosion Hazards Mop, 03/16/2000. RMC EROSION HAZARIDAREASOVERILAY _j information obtained from City of Renton (bluff topography) and topographic survey by M.A. Segale, Inc. SIN,V-0 1217,1019 < Geong-PS ,.-.,.Engineers U-1 FIGURE 4 �)NRO V 1 4. 4 ....... LD .......... I Tfl .......... ................... �101 I 0/1—Nil It/ Is 7Z ia > < X/ p: io/ LLJ .............. L 1Y X 99 J ;01 'd /V 4 _7 J7 CL i;tj H 4 2M -400 Ljj'l, f ....... ——­­- ------ 7 ;T1 .. ........ —------ ........... 4 r — — — — —— — — — —— —— — Z (L ............ W f > > of LL L'�305-- IF t r C ZO .......... % rk 254,"' YN, L_J N, I T .1 r j & ..! /"; ,, _41— ------ \N IN\, ........................ '214 R ........................... ............ ....... ............ _T __7 N, L "Ift 411-1 Uo'-, 242 415 X '77' 420 i T'L' IJOP-III- 435 104, 413 433 314 97 % 411 .......... 301 410 305 IZZ- 163 172 407 K 04 s 211 2XI k, 'A_ T i231 61 W 377 A tk "..z IV 134 -------------- 1y_ 'Qm 0 C 'd Pfkly- 7v\ 0 _:7777:77777� % 0 0 MOUNT OLIVET CEMETERY cli 00 EXPLANATION: RMC VERY HIGH LANDSLIDE HAZARD AREA 0 0 RMC H Z (0 IGH LANDSLIDE HAZARD AREA 0) N Notes: 1 . The locations of all features shown are approximate. RMC MODERATE LANDSLIDE HAZARD AREA 0 150 300 a- 2. Elevations are in feet, which have been converted from metric. ACTUAL HIGH LANDSLIDE HAZARD AREA (>40% SLOPES) SCALE IN FEET < Reference: Drawings provided by Ringel & Associates, and Triad Associates, June 2000, compiled from i I�*-..�'�� �'.�'.'�....-.. ACTUAL MODERATE LANDSLIDE HAZARD AREA (15%-40% SLOPES) information obtained from City of Renton (bluff topography) and topographic survey by M.A. Segale, Inc. 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SCALE IN FEET < Reference: D-owings provided by Ringel & Associates, and Triad Associates, June 2000, compiled from Seismic Hazard data is from Renton Municipol Code Ordinance NO. 4835, Seismic Hazards Map, 03/16/2000. go. RMC SEISMIC HAZARD AREAS OVERLAY inlormation obtained from City of Renton (bluff topography) and topographic survey by M.A. Segale, Inc. �0211 401M * .. I MM%%IN Geolftq% M ypEngineers < PW FIGURE 5 L'i — - - - __ - - - - $ _j L ( I .! i I I - / - I I t I � I t_'E_-__-__T ­- -____ 11 1 - -- "I I � - 7,t: 1 - _� I FLI-,", I 0 1 i I I I I 4 1 � . - . I . � — — ___- - _. __ . . .