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Home My WebLink About02967 - Technical Information Report - Drainage l Renton, Washington ' �EVELOPMENT pI.qNN�NG C�TY OF RENTON SEP t 1 20pp RECEIVED ,� �I�'0�' Pj�eliminaj y Storm Drainage Report Prepared by: g,ti� �. Scott R. Borgeson, P.E. p w��,p�'f� � �� o { Reviewed by: �. Donald J. Hill, P.E. � � � �a s o � G � � TRIAD ASSOCIATES Se tember 1 � 000 TRI � D J0 �3 # 4Q - � 22. � �� 7 Page 2 of 2 King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET . , . � � . , � REFERENCE UMITATIOWSI7E CONSTRAINT 0 Ch.4-Downstream Analysis 0 0 0 0 0 0 Additiona!Sheets Attatched . � MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION FOLLOWING CONSTRUCTION � Sedimentation Faalities XO Stabilize Exposed Surface 0 Stabilized Construction Entrance � Remove and Restore Temporary ESC Faalities � Perimeter Runoff Control � Clean and Remove All Silt and Debris � Clearing and Grading Restrictions � Ensure Operation of Permanent Facilities � Cover Practices � Flag Limits of NGPES � Construction Sequence � Other � Other � 0 Grass Lined Channel 0 Tank � Infiltration Method ofAnalysis �] Pipe System 0 Vault � Depression S_R_iI_H_ 0 Open Channel 0 Energy Dissapator � Flow Dispersal CompensatioNMiligation � Dry Pond 0 Wetland 0 Waiver of Eliminated Site Storage � Wet Pond 0 Stream 0 Regional Detention : BriefDescriptionofSystemOperation Stormwater generated on-site will be infiltrated and off-site tributary area will be bv�assed Facility Related Site Limitations � Additional Sheets Attatched Reference Facility Limitation • . . - �X Drainage Easement � Cast in Place Vault 0 Other Q Aocess Easement � Retaining Wall � Native Growth Protection Easement � Rockery>4'High � Trac4 0 Structura!on Steep Slope 0 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 �,��.��Er1U%// _t��QO attatchments. To the best oi my knowtedge the iniormation providod �«�/(, here is accurete. s:D�.e-n.r. 1/90 Page 1 of 2 King County Bulldtng and Land Development Diviston TECHNICAL INFORMATION REPORT (TIR) WORKSHEET � - • • � -• • • - • � r • La L _ Ptr�zshp., Inc. ProeCtName T.i hPrt �gi r3�e Project Owner 1 fn p(LA�p�, y,� � ag� j � ---T q�re� D�/Sega� Blsir�ss Pat�c Location 23N p�� (206)575-3200 ' Ran��P 5E Projed Engineer pona ld J. H i 11, P_E_ ��o� � 6 �� Triad Associates Ave. NE Project Size 12 7 AC Address Phone y�--L, �-.a T.1T ��..�� Upstream Drainage Basin Size 3 AC . . . � Subdivision Q pOF/G HPA � Shoreline Management 0 Short Subdivision � CpE 404 � Rockery 0 Grading � DOE Dam Safety � SUuctural Vaults � Commercial � FEMA Fbodplain 0 a�r 0 Other � COE Wetlands 0 HPA . . . - Community Drainage Basin Cedar River Q River 0 Floodplain � Stream � WeUands � Critical SVeam Reach � Seeps/Springs � Depressions/Swales � High Groundwater Table � Lake � Groundwater Recharge O Steep Slopes , � Other � lakeside/Erosion Hazard - . Soil Type Slopes Erosion Potential Erosrve Velocities Everett Variable Low Low 0 Additional Sheets Attatched 1/90 TABLE OF CONTENTS Pa�e INTRODUCTION.......................................................................................................................................1 VICINITYMAP..........................................................................................................................................1 DRAINAGECONCEPT.............................................................................................................................2 CITY OF RENTON AQUIFER PROTECTION AREAS EXHIBIT.......................................................5 DOWNSTREAM ANALYSIS....................................................................................................................6 DOWNSTREAM ANALYSIS EXHIBIT................................................................................................7 DETEIVTION CALCULA?IONS..............................................................................................................8 OFF-SITE RELEASE.............................................................................................................................13 EXISTING CONDITIONS EXHIBIT...................................................................................................15 BASIN#2...............................................................................................................................................16 BASIN#1...............................................................................................................................................18 BASIN 1 DEVELOPED CONDITIONS EXHIBIT..............................................................................20 BASIN 2 DEVELOPED CONDITIONS EXHIBIT.....................................,........................................21 RISER SIZING CALCULATIOiVS.........................................................................................................22 EMERGENCY OVERFLOW SPILLWAY............................................................................................23 EROSIONCONTROL.............................................................................................................................23 APPENDIX SCS Soils Map Table 3.5.2B—SCS W. Washington Runoff Curve Numbers 2, 10,25,& 100-Year lsopluvials Liberty Ridge Infiltration Calculations Water Works Output Geotechnical Summary of Drainage System Construction Monitoring at the Site of the Proposed"Liberty Ridge"Subdivision(Former"Cedar Crest' Site)Renton, Washington, July 1 l,2000 Hydrogeologic& Geotechnical Services/Report Addendum prepared by GeoEngineers, Inc., Apri]6, 1995 Hydrogeologic&Geotechnical Services�Report prepared by GeoEngineers, Inc.,October 24, 1994 Preliminary Geotechnical Report prepared by CHzM Hill,May, 1988 Preliminary Hydrogeologic&Geotechnical Report prepared by Golder Associates,January, 1988 Level 1 Drainage Study and Preliminary Storm Drainage Calculations far Cedar Crest Manufacturedr'Modular Home Community prepared by Barghausen Consulting Engineers, Inc., Revision Dated November 4, 1994 Hearing Examiner's Report and Decision;'File No. LUA-95-0?3, CU;V;:��1HP!ECF, Ma��23. 1995 STORM DRAINAGE REPORT FOR LIBERTY RIDGE—Page i INTRODUCTION The proposed project is a 436 single-family residential subdivision on an approximately 107.5-acre site located north of Maple Valley Highway (State Route 169), east of and abutting Edmonds Avenue and the La Colina subdivision, west of the King County Maintenance Facility site and other King County-owned property, and south of N.E. 3`dr4°i 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 nvo drainage basins,and both will be covered by this report. Approximately 85 acres of the site�vill be developed,while approximately 22 acres will remain native. The site has been used as a gravel pit, which has been mined of most of the useful coarse gravel materials. The underlying foundation material is primarily fine to coarse-grained glacial outwash, which allows for good infiltration of surface �ti-ater. A detailed description of the on-site soils can be found in the October, 1994 Hydrogeologic and Geotechnical Services,�Report prepared by GeoEngineers, Inc. concerning the subject property. A copy of that report is included in the Appendix. NF PARK oR � � �� ^ n I 2 �os �0 ulN�,l S/TE 51 NE 4 n� sr �yE- 3RD GREENWOOD CEMETERY � CI TY OF RENTON ��, CEpq�, � !� F� L F� �O '9� VICINITY MAP Not to Scale STORi�1 DRAINAGE REPORT FOR LIBERTY RIDGE—Page 1 DRAINAGE CONCEPT The storm drainage s}�stem 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 that accompany this report. 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(plans that��ere previously approved by the City of Renton). Cedar Gest, a 402-unit planned manufactured home community, ��as previously proposed for the subject property. A land use application was made in 1995 for this previous proposal. 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 underground pipe to an open basin that is located south of N.E. 3`d/4`�' Street,just outside the north�vest corner of the site. A description of the existing conveyance system downstream from this point can be found in the Dowrrstream Analysis section that follows this section. The site lies within h�•o separate City of Renton Aquifer Protection Zones (see City of Renton Aquifer Protectron Areas at the end of this Drainage Concept section). The boundary line between the two zones runs east to west across the property, segrr►enting the southern portion of the property into APA Zone l, while the northern portion is classified as APA Zone 2. This division line is also sho��n on the Basin 1 Developed Conditions Exhibit and the Basin 2 Deceloped Conditions Fxhibit, both of which are located in the Detention Calculations section of this report. The Conditions of Approval for Cedar Crest (see the Hearing �xaminer's Report and Decision included in the Appendix) required infiltration of all of the stormwater generated on-site. Because it is anticipated that a similar requirement ��ill apply to the now- proposed Liberiy Ridge project, the storm drainage faci]ities have been designed to satisfy this condition. In addition, because infiltration of stormwater is restricted �vithin APA Zone I, all of the infiltration facilities for this project have been sited��ithin APA Zone 2. The site has been divided into two basins, with Basin #1 covering the northern portion of the site, ��hile Basin#2 covers the remainder of the site. The storm drainage facilities of each basin are interconnected so as to achieve the on-site infiltration of stormwater from all design storm events. The stormwater generated within Basin #2 will be collected in a tightline conveyance system and directed to the existing water quality/detention/infiltration facility ("Pond C"), which is located in the middle of the site, within the overhead power easement that bisects the site. There is also an additional detention,�infiltration facility located in Basin #1 ("Pond B"}, �y�hich receives storm��ater 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 certain elevation; some of the flows will be conveyed to infiltration Pond B. Similarly, once the level pool in Pond B reaches a certain elevation, some of the flo��•s ��ill be com�eyed to Pond A. Pond A is the existing ��ater quality-detention- infiltration facilit}�that is located alonQ the western propem�boundarv of the site and south of the proposed STOR1�1 DKA[NACE REPORT FOR LIBE.RTY" RIDGE— Nage 2 Road A. All of the stormwater generated within Basin#1 will be coliected in a tightline conveyance system and directed to Pond A, which will also receive the overflow of Pond B. Stormwater from Basin #1 will first enter a three-celled wetpond (cell 2 and cell 3 already exist) that will provide water quality enhancement prior to discharging the water into the infiltration pond portion of Pond A, while stormwater overflow from Pond B will flow directly into that infiltration pond. All of the infiltration ponds will provide live storage detention to allow the 2, 10,and 100-year/24-hour storm events to be released entirely through infiltration. At the recommendation of GeoEngineers, Inc. (see the copy of the July 11,2000 Geotechnical Summary of Drainage System Construction Monitoring in the Appendix), an approximately 78,000 s.f., 4' deep infiltration blanket has already been constructed as a part of the construction of Pond A. That infiltration blanket extends to the north from the northwest corner of Pond A, providing an ample area for distribution of infiltrating waters and thereby increasing the effective percolation rate. For this reason,Pond A serves as the primary> infiltration pond for the entire project site, receiving all stormwater that is not infiltrated by either Ponds C or B. This�avel blanket is proposed to be extended over the area of Pond A, as described in GeoEngineers' July 11,2000 report, and as shown on the Preliminary Plat 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��ill remain as an undeveloped slope. The other area is a 1.47-acre naturally graded gully area in the northwest corner of the site that is significantly lower than the remainder of the site. The goal of the proposed drainage system is to provide infiltration in order to recharge ground��aters, to prevent adverse impacts to downstream areas,and to maintain the overall hydrologic balance of the site and surrounding area_ Currently,the off-site(upstream)stormwater(from Basin ] -3.O1 acres and from Basin 2 - 0.95 acres), the on-site generated stormwater that does not infiltrate, and some of the groundwater base flows contribute to the downstream flow that discharges at the northwest corner of the site. In order to maintain this flow,the stormwater flows from the oft=site tributary areas and the 3.87 acre upstream byPass area will be collected by gravel trench drains. These collection-conveyance pipes will follow the toe of the slope that runs along the east and northeast property lines. Storm�vater flows from both above and below ground will be captured b} this system and channe�led to the site's natural discharge point via the emergency overflo�v pipe. The Conditions of Approval for Cedar Crest questioned ho�� the project site and neighborina areas would be affected by infiltrating storm��•ater in the infiltration ponds rather than distributing it over the entire site. It appears that the storm��ater that infiltrates in the existine condition, both on-site and off-site (upstream), flo��s naturally towards the north��est corner of the site. This is verified by GeoEngineers' report dated July� 11, 2000, which 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 �ravel. This �ravel zone is ��here much of the previous runoff from the site naturalh� infiltrated. To take STORR'I DRAINAGE REPORT FOR LIBERTY RIDGE—Page 3 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." ln our opinion, it appears that the stormwater infiltrated on-site in the developed condition will follow the same general flow patterns toward the northwest corner of the site, and will help to maintain the existing downstream flows. This is confirmed by the location of the infiltration facility,�vhere the infiltration pond(Pond A)and the adjoining infiltration blanket are situated back from the west property line of the site to allo�v the infiltrated flows to spread out as the flows follow the apparent westerly gradient. This is also confirmed by the orientation of the infiltration facility where Pond A and the infiltration blanket are oriented and spread out in the north- south direction to better disperse the infiltrated flows so that they more closely match the existing condition. STOKI�'1 DRAINAGE REPORT FOR LIBERTI' RIDGE—Page� . -.: • ' �i�- : - - � r �� G i � � • • � ��li• I�� ' w.�� .� - ► �� {�� M i ( �1 �1.�.�� ;� '.y� - � 7�� /1 ��.• . �7! � •.��i'i!:� � � � > ��';Y�,*f �� 14,_p{v"PYlyfvj6 � [I ` �1� �! �� .n,c• o ij • ��F.•. �, g;d�g+ '�o,,•�• r. �a,.-►wc�.w .� • �� ✓.; • '-�qp 'i W� �qi,. .`� •,.;,• p� ,✓ �y �SA'��Y'��.S'.�.�S1_m �, - ••.. . �,�'�.r,�� ,da��O,yf��~••�'. ..�. :''o t�:':��.�: ~,Si��'' �rr��.-.3'✓'��'� ;��' �'t,. _ �.�}�.��i ` '�'�'�•� , •�+�. "�'�'.h�ir��'-�-�,r��yy��y"!�,�`�r �'�.°Y'"�� ,�o w�I�� .�'•��T� �,�a� �� . 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S �.�4G• � c�,�:�!' .� • ':��s��`� �•o.+�S:;r-ir'r`�� E�� s'"a•� �,: 7.��_i`�- ' :v�•••S• � • . � a � I � Vu��. ,r�",a�� 4��.`�� ti'�"�r r- ..�, o. o• r .. • �► �� -i �?L � �M�^n's�t� ��i��-s�r� � df.f:� r:�:.e r ��.�. r �o �t��nt!�ti;�y-','',r,`.^"�i�`�� • 4,s � •�*� �hy�i ,''1.},.':�rr��';�;�'`��:, �� s�%�;�5',�5��'�`� � • � � �%��i. v�•.�� i+v_��`�:�."�fd:v`'•. . �,��w' ��./�• � ��_'�� ti�� 5�.';��'%�;_:.w�r��.: �°4 �� y!�.� • • �-.-�- - �� . ,'r:;. :• •;�+; • • �� f� �.� .,_., v.�.�� .a.se / � 4''��;i��7,�.,�_ ••:�-•-�f.y.��.= ."� :� q.�• 7�y�.'*`�r _ . � �l I -�iS�Ji��ti+�sSi�i=��'��ti�►�t 'r;��.?.� S ��i�� `.��-�,��i��N! ti �a e e� •� � � �� •.�F�.•''�'��,�• �� `� • �f�� YL� � .,�f� ��'��5r `� � � � . �P4 `��` f> �,?fr . . d j:1 •. 1 r• J ` � .. .' f � �/ � .�{ • ' + •i �. . • iy',. •' "'� •> a,�, � �k �, � s�. .� i ,';.q ,.; � ;.•�d�jo,.�' .y'f r; .�' ,•`y \ . �/ {r � �y. . . - ,� ! .'�6Z�v��, • y y 'y'7`�''}v'''v��'jr � I 4 y �' ' ��i � •+�±�- �� • �� ; T � :,, f .;� '-' �,� . -.� � Y k f 1 t, • f"• ,y�� ' ;r��r.�; �-`� ` �'•' ° � � . ::. ` - � w. '� � . • � fi . � • � � ::'..�� ` ' . �1 • ��irr .. � �.■.r� a�+" � :.. • I � • a . .. . � DOWNSTREAM ANALYSIS As described previously, the stormwater generated on-site during the design storm events will all 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 failure or a storm in excess of the ]00-year design storm event. This eristing pipe is also designed to convey the runoff from the on-site bypass areas and the off-site (upstream) tributary area. The 30-inch diameter pipe follows the alignment of Road A until it makes a jog to connect to a type II catch basin with solid cover that is located approximately 500 feet south of the northwest corner of the site. This structure is labeled as CB OV-IA on the I�ownstream 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. 3`a/4'n Street,just outside the site's northwest comer. Stormwater from this basin overflows into a 48-inch diameter corrugated metal pipe riser and then flo��s throug,h 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'� 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�`4`�' Street, eventually discharging into a system near I- �05. By that point, the Libem� Ridge site makes up less than ]0 percent of the contributing basin and, accordingly, further downstream drainage systems were not studied. Note that the above-described downstream flow path was observed while it was conveying heaw 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. STOR:�7 DRAINAGE REPORT FOR LIBERTY RIDCE—Page b PORTIONS SECTONS 16, TOWNSHIP 23 N., RANGE 5 E., W.M. 71tU1D/►�OCU11'Es �..-.,�� ar r�.ri W kyl�� {�i�!L� VYq�L�14� �� uu�uw a.� au�u rm��an a�auxw k mni�u •r R.rua� — - � O ti 2 H � 3 m � �/ Oy „ � , ,; ;, W � � /� � � SCALE: 1 = 200 � , - �- - `� � , ' � - � � � � / !� � , - ', , - ' � �� o ioo 20o aoo ., ,, - y , 1 `;, - � � �. /� Q` , , -•"_ - � � I� � �` , T , �- ' � � -� W � � , EE _ . , 3Rp S1R _; -_ __ - �\ - � m . . H.E• - ', - � • a � � ` O F. APPROX/A/ � " - ' 3 � Z �� COWVEYANCF SY51DN - " - " ��ey 48 C�l/ \ � OQ o � ` q� �y " � F. 7t��- � W �� ` ABS�/L T�A�N�GS�TED ,, - �; , ,- 0 �,. 5,.r_ ��c- ��: _,� �` RISER � +. ` • A1�7 1965. STUR�4I PPE , , - , � q�ANj-�� ; �f; ` o -_ , �D 24J�I�tIEV NE"�STY� , _ �, - ' POND �!RO�M�' �:r�.w �. .�`�. �S) ' � � y ' � ` - _ � " ''- '� ' ° C \ .y;_ �o•h�<'� � j U �' _ _ ' - _ _ _ _ _ - , - ' CB W ad4fER SlIE 1RANGE �:: ,,f;-;Y:;it.�OF + � (pAVED� �,;, ,r:^� � � j 1 ' - _ _ __ - - - - -__ - -' � � DfHRi►S B�1RR/ER '�� ::(=<<';y''' � � � � � � -- - - '��::;�..'�,,� . ' .. .......,.,# � , i C8 OV-1A 3 r 9 MOtl�llT OLIYET : � ' CEIM�TERY BLA/NE ` M MONTEREY A VENUE -_ � � �� DR. N.E. � � � , , J � a � � � � s � �� €: ,� uc� i w��r c_�� ns � � �oCi 9�PLC� rwa t�Mso /� �'�� i ,rwrr� .aie rlOIDLT �T � Af11i ��:/ti100' ld'[:�� f � � LlBERTY R/DGE ; � , S/TE � f � � � x � � E /�� i i 1 �,��.� �� 00-022 �� 2000 TRIAD ASSOCIATES _ DETENTION CALCULATIONS Basin #I, as shown on the Basin 1 Developed Conditions F�hibit 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/4`�' 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 comer 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 CALCULATIONS Basin#1 Basin#2 Pond Sizin Location Impervious Pervious Impervious Pervious A C&B Area Area Area Area (acres) (acres) (acres) (acres) CN=98 CN=68 CN=98 CN=68 Interior Roads& Sidewalk 7.82 6.08 X X Allevs 131 0.66 X X Im ervious Area on Lots (Basin#1Basin#2 11 Z7 9.91 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 (24167 lots) 60' Wide Lots(2,855 s.f./lot) (0/32 lots Edmonds Avenue(On-Site) 1.54 X Edmonds Avenue(Off-Site,Ad'acent La Colina Plat) 0.20 X Detention/Infiltration Pond A Incl.surroundin area) 3.42 X Water Qualit �Pond A 0.45 X Detention/Intiltration Pond B(Incl.surroundin area) 0.90 X Detention/Infiltration Pond C(Incl. surroundin 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 Emer encv Access Road) 0.50 2.89 X B� ass Area(Slo e in N.E.corner of site) 3.87 B � ass Area(De ression area in N.W.corner of site) 1.47 Pervious Future Park Area(S.W.corner of site) 3.95 X Pervious Grass/Landsca ed Areas 20.57 15.15 X X Acrea e Totals 23.24 32.22 17.32 21.88 Total Im ervious 23.24 17.32 Total Pen�ious 32.22 21.88 Totals 55.�6 39.20 Existing Conditions Tributary Area: �0.12 Ac. (area tributary to Pond A)-0.20 Ac.(Edmonds Ave. off=site) +3.87 Ac.(N.E. slope by�pass area)+39.20 Ac. (area tributary to Ponds B& C)=93.19 Ac. The detention calculations ��ere performed usin� Encenious Systems Inc.'s hydrolo�y program Water V4'orks. Hydrographs �a�ere 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 ��ere used far the impervious and pervious �ortions of the site. STOR�I DRAfNAGF. REPORT FOR LIBERTY RIDGE-Page 8 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, ]0,and 100-year,24-hour storm events. Infiltration Rates According to Core Requirement #3, Section 1.2.3 of the KCSWDM, "[t]hree 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 that"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 July 11, 2000 Geotechnica! Summary• of Drainage System Constructron Monitoring, 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 approximately 78,000 s.f., 4' deep infiltration blanket has already been constructed as a part of the construction of Pond A during the site grading operations in accordance with the approved 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 October 24, 1994 Hydrogeologic and Geotechnical Services/Report, 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., I monitored the construction of the infiltration blanket's construction. In their July i l, 2000 Geotechnical Summary of Drainage System Construction Monitoring,they summarize the intended purpose of the gravel blanket as follows: "During gravel mining operations a permeable zone of eravel 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 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 follow�s: "It will be necessary to eKtend 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 �vith 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 �vith nom��oven geotextile and a minimum of 18 inches of��ashed concrete sand STORM DRAINAGE REPORT FOR LIBERTY RIDGE—Page 9 or similar material. Note that the intiltration 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' July I1, 2000 report 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." This quotation refers to GeoEngineers' recommendations ' contained in their October 24, 1994 Hydrogeologic and Geotechnical Services/Report, which provides the following 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 ounvash soil as specified in Table 4.52 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 , 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. I Pond Operations and Interconnection The stormwater infiltration needs of Basin #2 are served by all three ponds, which are connected by a 12" storm pipe conveyance system. Pond C serves as the primary water quality-detention-infiltration facility, �vhile Ponds B and A provide additional detention and infiltration capacities. Pond C provides detention I and infiltration in its most northern ce1L Additional detention volume is provided above the live storage- I dead storage interface in the three wet pond cells. Pond B is entirely a detention and infiltration pond, as all of the flows entering it will have already been treated by the wet pond portion of Pond C. Overflow during storm events exceeding the 10-year storm will be conveyed from Pond B to Pond A. Pond A serves the STORNt DRAINAGE REPORT FOR LIBERTI' RIDGE—Page 10 �vater quality-detention-infiltration needs of all of Basin #1, while also providing additional detention and infiltration capacity for Basin#2. The details of the operation of this proposed system are explained as follows. A catch basin containing a riser control structure is to be located at the north end of Pond C. It will receive flows from Pond C via a single 12" pipe and, once the level pool in Pond C reaches an elevation of 246.30, �vater will begin discharging through the riser via a single 4.75"-diameter orifice and will be conveyed to Pond B through a 12" pipe. Flows from Pond C will also be able to be discharged through an emergency overflow structure that is to be located in the northwest comer of Pond C. This catch basin has a proposed rim elevation set at the 100-year maximum water surface elevation of Pond C. If the water surface of Pond C exceeds the design maximum water surface elevation of 251.00, a 24" secondary discharge pipe will convey additional flows to a 30" emergency overflow pipe located under Road A, which discharges at the site's natural discharge point (as described previously in the Downstream Analysis section, above). Under normal circumstances, however,the riser discharge structure will serve as a flow splitter, allowing just a portion of the stormwater flows to be conveyed to Pond B�vhile the remainder is infiltrated in Pond C. Pond B will receive stormwater exclusively from the overflow of Pond C. Pond B is designed to discharge most of the runoff that enters it via infiltration;however, it will have a flow splitter located near its westem end. This structure will contain a riser with a top set at elevation 245.85 so that once the level pool in Pond B reaches this elevation, additional flows will be directed to Pond A by the Basin#1 conveyance system for infiltration in that facility. A second riser in this flow splitter structure will have its top set at elevation 246.00 and will serve as Pond B's primary emergency overflow route. If Pond B's level pool reaches elevation 246.00, additional flows will be conveyed to the site's natural discharge point by the emergency overflow pipe located under Road A. Pond A will receive all of the stormwater of Basin #1, in addition to the minor flows fiom the overflow of Pond B. Pond A has been designed to infiltrate the all of this stormwater(up to and including the 100-year storm event) through the bottom of the pond and its connected gravel filter blanket. An emergency overflow structure will be located in the northwest corner of the pond, which �vill have a riser with a top elevation of 241.60. If the level pool in Pond A reaches this elevation,additional flows will be conveyed to the site's natural discharge point. Pond Detention Volume Analysis Ponds A and C have already been constructed and have been as-built surveyed, providing us��ith accurate information in regard to the storage capacity they will have in the developed condition. Pond B has also already been constructed, but is proposed to relocated approximately 70 feet southward, but built to the same dimensions. Therefore, the as-built survey information for it can be used for analyzing the approximate storaQe capacity proposed for this faciliry. STOR1t DRAINAGE REPORT FOR LIBERTY R1DGE—Page I 1 Developed condition hydrographs were generated for each of the 2, 10, and 100-year, 24-hour storm events for the 50.12 acres of Basin#1 and the 39.20 acres of Basin#2. The hydrographs were then routed through the interconnected infiltration Ponds, A, B, and C, verifying that the volume of these as-built ponds was sufficient,as shown in the�evel Pool Table Summary near the end of this section. For the following calculations,the total precipitation for the 2, ]0,and 100-year,24-hour storm events were found to be 2.00", 2.90", and 3.90"respectively, as sho�vn on the respective King County isopluvials. The curve numbers used for the dif�'erent landcovers are sho�m on Table 3..i.2B—S.C.S. Western Washington Runof f Cun�e l��unabers. All of these exhibits are locared in the Appendix at the end of this report. The infiltration rates identified above(in units of feet per second)��ere 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 side «�alls of all of three facilities. These calculations are summarized in a table titled Liberry Ridge Infltration Calculations,which is included in the Appendix. A summary of the off-site release and detention- infiltration pond calculations is provided belo�v. STOR��I DRAIVAGE REPORT FOR LIBERTY RIDGE—Page 12 OFF-SITE RELEASE Onsite ExistinQ Conditio�Hvdrographs Total Area=93.19 Ac(See the preceding Summary of.9reas table) Impervious Area = 0.�0 Ac @ CN=98 Pervious Area =93.19 Ac @ CN=68 (b assy open space) Time of Concentration= 14.96 minutes(See the Existing Conditions F�hibit on page 13) Reach l: 130 ft Sheet Flo��@ 323%, `n'=0.15 (prairie grass) Reach 2: 350 ft Shallow Concentrated Flow @ 3.9%,`ks'= 11 (pasture) Reach 3: 1,215 ft Channel Flow @ 2.7%,`ks' = 17(grassy swale) Existin Condition Hvdro ra h SummarV Storm Precip. Peak Flow Volume Time of Peak Event [io] [cfs] [ft3] [mio.] 2-Year 2.00 1.49 65,788 1440 1�-Year 2.90 4.47 194,753 490 100-Year 3.90 15.95 386383 480 Bvpass Area Developed Condition Hvdro�raphs �lope area along northeast propert��boundary: Total Area=3.87 Ac(See the Summary ofAreas table) Impervious Area =0.00 Ac (`a�,CN=98 Pervious Area =3.87 Ac (a�CN=68 (grassy open space) Time of Concentration=30.44 minutes (See the Basin 1 D��eloped Conditiorrs E.xhibit at the end of this section) Reach 1: 275 ft Sheet Flow @ 62"/0, `n'=0.15 (prairie grass) Reach 2: 630 ft Shallow Concentrated Flo�v @ 1.5%,`kS' = 1 I (pasture) Reach 3: 460 ft 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 Flo�v @?.7°o,`ks' =42 (pipe) N.E. Bv ass Area Developed Condition Hvdrograph Summary Storm Precip. Peak Flow Volume Time of Peak E��ent �in] [cfs] [ft3] [min.] 2-Year 2.00 0.06 2,732 1440 10-Year 2.90 0.16 8,088 760 ]00-Year 3.90 0.49 16,046 490 STOR1�9 DRAINAGE REPORT FOR LIBERTY RIDGE—Page 13 Depression area in northwest corner of property: Total Area= 1.47 Ac(See the Summary ofAreas table) Impervious Area =0.00 Ac @ CN = 98 Pervious Area = 1.47 Ac @ CN= 68 (grassy open space) Time of Concentration= 1333 minutes (See the Basin 1 Developed Conditions Exhibit at the end of this section) Reach 1: 240 ft Sheet Flo��@ 24.6%, `n' =024(dense gxass) N.W.De ression Area Develo ed Condition Hvdrogra h Summar�� Storm Precip. Peak Flow Volume Time of Peak Event [in] (cfs] [ft'] [min.] 2-Year 2.00 0.02 1,038 1440 10-Year 2.90 0.07 3,072 �9� 100-Year 3.90 0.26 6,095 480 Offsite Release Summary Using the existing condition hydrographs,the follo�ring allowable release rates for the site��•ere dztennined. 2-Year Allowable Release Rate =2-yr Pre-developed flow = 1.49 cfs l0-Year Allowable Release Rate = 10-yr Pre-developed flow =4.47 cfs 100-Year Aliowable Release Rate= 100-yr Pre-developed flow= 15.9� cf� The hydrograph sums(not arithrr►etic sums) for the bypass areas(as sho��•n below)were th�n cvmpare� ��iti� the allowable release rates in order to check that the flows discharged from the site in the developed condition did not exceed the allo�vable 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=0.09 efs 10-Year Bypass Area Release Rate =Sum of developed flow from both areas=0.22 cfs 100-Year Bypass Area Release Rate= Sum of developed flow from both areas=�.73 cfs STORM DRAINAGE REPORT FOR LIBERTY' R1DGE—Page 14 PORTIONS SECTION 16, TOWNSHIP 23 N., RANGE 5 E., W.M. BYPASS AREA 1� "� = 1.47 AC. -� �":=�� " :.-,� �� ; rnwu nssocwtes +� �� ..t f 3� { � ? � ' y�:' U11 n.►d�..yd� , : �o �� tV � 5�"�� "'•• . . � �� -.i�ww�..r� arr�- ...�� u�r....�.�� . �� . �� .:" �C �.,.,.�...,' ,�w� . '... r� j"� > Y" . � �+ea�a �urean ,.. ,.,.» •. � ^:� . , ,.. ; ... :'�- �„�,5,`t.. .yri,. � S. < ... ., i .. . ,;; -:,. ..� ...x - ., a :-.:.0. ::�Y:... ....s ,� .,:v: i' �k,a ..f� . y E #. s £ � � .� '=f-- •-_�,r,�_� � . s �n .y/ ; � �111L „..,. . < �.., ___�=_ --_•�.� � 'F . �nu usu�..-ie rocrd.u ro�-w� ,,,.# r,<.�-.-v- .: _ ,�.,�._..��_� � � �,�� , �t ` 3 �,. .. .ti ."` ; � ..... _. � . —.-L-. � ... - _ —"_ �.y_�'.i ... . 3�� . . . • : , � : : • .. ti _ ;1 ' : } � �; . ,`.. •- w ��--� Td IL'Rt2�N M tlb.621 " '�� ' :*� , . , Ta0 hae 700�ClY mNaYr�e `` �1.�� :.:� � :o y . �3`. �� .' - cSCk Z. 2 . . : .. . SHEET FLOW ' '� ` - � ::� , ,� =;=--,,�. ..; � ; m o .._ . � , S = 32.3q �� ` : `. ;� �'� � Q e . � . � ::. ' '' 1 i C ' .. ` .. .: �. POND A :, �,i"� � �"�� .._ • ' `: W�1 y � .. , �..' y r .3Sd t� F. : _.�.. .%` � -� � . .� ,� '. �J', � ` � , . � SNALLOW. CONCENrR..A��' . FLOW h" ,4�� ,'� -..\ ' ,s�<. �� 3 . � m ` �; S = 4: 1% �--� _ ;;, - �'— ,- � <' : ;�� _ � `. . : � � ; — 's. � i '�... .. , :. � � �,..,.....`w.�.. �.�;� ` � / _ . "�.----_ ' � 4`A SIN � � � W s ` .. ;�. ,,.... Tc 14.96- M/N. % ' �, , �z: � � 0 � � 1,21�� L.F. ; s o � ... .. . . , �. � '' � � ::::� � . ; , j ,. , CNAN�lEL--� �� . ' � � � �� '>; R1 � ` , � ' �. � `, � ..., �<. — , m ... k ; (�ARTH L1� � � � � ._ . >`; rn Z :` � � � � `� �t � � .' , , ; � 2 % r f. 1;� `, � ' .. � ::., � , ' S� j ° � � , _ ---- y}�i: �_, j y 1, a �/ %� �;. I } t : V � � d ..-_�^` � � � : ' .. , • : I . � :az, � � � "' ( A�X �_�i� � I � � ',�, 2 M ,.� �.+� , �OND B . r� ,- . `, ,� r� , � �'_ /�.. , ��' G' •�. -- '/ .... . . !, �`�1:,�,°" � � � , f: _ � , . , � �, , , . ' .,. : , ti � �� :- , , ,; ' �- .. .. ti , . , . , � 2 .. ,... .. ` �� , � � ... � t _ � � ,' � d` l� s �� ' � � ', � � " �, .— : � �\ °`� - .`�� ,~--- �,�J ,s_ , ,,1` ,F � ', 6.+4� �., � SIIV� 2 , � � �g � . � .- . OFF—SITE TRlBUTARY AREA " I �� :.: B 3'P�4SS �� :�- .�8� �t C:� ` = 2.15 A G ' � ,/ t'` --� ��,,�,. . ..� t -.. . . � r �y ��° �`� � r� � ��-��-:�� , . . _ � � , . . � .... .: —# , '+ ; ,�: _ ......s.- BASIN 1 � t �. OFF—SITE TR/BUTARY AREA �� — 0.86 AC. ( � k� • ... � O j ,,� i .. e�� I � 1 b:. �\ .e., . ' , � .. .. . 2. :#� BASIN 2 � �\'� >, :.:,... :Y�.v, < � 'YI OFF—SITE _ ,°a'• ` �c�.��. '. ...+ 7R/BUTARY AREA � F°��,�� , � `��•�'' �' :� = 0.95 AC. �x�,� , �_.8 l�;` ... .. ➢R07ECT SCRYEYOR � ;:.j C,:,�� 1IONl1.LWTlFYI{'[ 1. �- ��:�'��1l� ;� .. Pi� . PROJLCT ENG[NEHR 'i::� ' '.,\: : - .ETi1Sl'L C9X ASA 1 �� • rxoncr uunsceee utc �c #� � I '• DA7B: �.:, �.� :fUE HDWL:i'=300' Y&R.:NIA •' 1 �3 :.. °�� ,4 . - �` l i'�. '�: ` j .�: '�� -�� :' l f `- SCALE: 1 " = 300' � �---� � � . • -•• - �—�` ; �� - f =� i'_^ " � . � :, 0 150 300 600 a m 4 �f �— ,� � --' - +�. . � ��` � .�' � : � .� , � :�9_� � °'�°v: ��ob°d� a.. b ' p �.... � 6 ...�d'� ��fl�e ....�r.��: �.¢�{}q !o� ��:� a. , p a� ,J' y. STAYp VOT Y9LID �' ��,� ' :�-....' :.�',; Utnl�S SIG.NBD AHII DA1ED e � " � JOB�'1718fY OO–OZZ 88 SHHET NC'YBPJt =8 � C�2000 TRIAD ASSOCIATES �� g= i � ; liAJl�� ; I I Developed(,uu�litiuu Htidru�r�iuh� f�ur�rea lnbui. � Total Area=39.20 Ac(See the Summary oJAreas tabl � Impervious Area =21.88 Ac r'('N—�R j Pervious Area = 17.32 Ac j The following time of concentration fi� #2 to Pond C via the proposed eon��;�a��ce sy�st�m. Nlease retrrenc� both th� ISu�in ' Ut�elc,�,t�l 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= ]0.74 minutes Reach 1: 90 ft Sheet Flo�v @ 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 @ 22%,`kS' =42 (pipe) Basin#2 Developed Condition Hvdro ra h Summarv Storm Precip. Peak Flow Volume Time of Peak Event [inJ [cfs] [ft3] [min.� 2-Year 2.00 9.82 153,1�4 480 10-Year 2.90 15.48 248,156 480 100-Year 3.90 23.10 362,930 480 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 nen��ork of infiltration Pond C and Pond B in order to check the adequacy of the constructed ponds. The flo�v values shown below for the flow into Pond B were generated using Water Works to model the flow through a 4.75"-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, hydroeraph summary table, and actual program output. INFILTRATION POND C-LEVEL POOL TABLE SUMMARY Description Inflow Storage Discharge P. Stage Volume Outflow P.Time CFS ID ID FT CF CFS Min Pond C-2 Year Develo ed 9.82 PONDC COMBC 247.29 63.525 l.425 ]020 Pond C - 10 Year Develo ed 15.48 PONDC COMBC 248.98 122,399 1.971 1450 Pond C - 100 Year Develo ed 23.10 PONDC COMBC 250.99 ?06,4�� 2.492 1460 INFILTRATION POND B- LEVEL POOL TABLE SU1�IMARY Description In11ow Storage Discharge P. Stage Volume Outflow P.Time (CFS ID ID FT �CF CFS Min] Pond B-2 Year Develo ed 0.65 PONDB COMBB 242.63 13,8�4 0.371 1660 Pond B- 10 Year Develo ed 1.08 PONDB COMBB 245.39 37,�70 0.�98 2030 Pond B- 100 Year Develo ed 1.44 PONDB COI�-1BB 245.9� 43,204 1298 I510 STORM DRAINAGE REPORT FOR LIBERTY RIDGE—Page 16 Live Storage As shown in the Level Pool Summary above, Pond C has a maximum water surface elevation of 250.99 and provides 206,433 cubic-feet of storage at this elevation. For this Water Works analysis, the as-built volumes of both Pond C and Pond B were reduced to account for a 20%factor of safety_ The volumes were adjusted by reducing the plan view dimensions by 20% at each stage. Infrltration Pond C has actually been constructed to provide 148,000 cubic feet oj storage at the design maximum water surjace elevation oJ251.00,or 120%of the required storage volume. Also as shown above,Pond B has a maximum water surface elevation of 245.95 and provides 43,204 cubic- feet of storage at this elevation. Infiltration Pond B has actually been constructed to provide 52,500 cubic feet of storage at the design maximum water surface elevation of 246.00, or 12l% of the required storage volume. Pond B has been designed to overflo�v to Pond A after its water level reaches a stage of 245.85 feet. The water level will reach a peak stage of 245.95 in order to convey the 100-year/24-hour design storm event through the proposed 24"-diameter riser. Water Qualitv Water quality will be provided through the use of dead storage. According to King County standards, the required ��ater qualiry volume is equal to the total runoff from the developed condition 24-hour design storm event using 334%of the 2-year,24-hour precipitation. (0.33)(Pzn)_(0.33)(2.00 in)=0.67 inches Water Quality Hydro ra h Summar Storm Precip. Peak Flow Volume Time of Peak Event [in] [cfs) �it3] [min.J Water Qualiri� 0.67 2.6� 37,733 480 The required volume to be used for water qualit}�storage is 37,733 cubic jeet. The three-celled wet pond portion oJ Pond C has actually been constructed to provide 46,911 cubic feet of water qualiry storage (from elevation 243.60 to 246.60). The wet pond is also required to have a surface area of at least 1°'o of the developed impervious area. The impervious area in the developed condition is 21.88 acres,therefore 0.22 acres(or 9,583 square feet)of wet pond surface area is required. The we1 pond will have a surface area at elevation 246.60 of 19,814 square feet(0.45 acres). STORIII DRAINAGE REPORT FOR LIBERTI' RIDGE— Page I? BASIN #1 Developed Condition HvdroQraphs for Area Tributarv to Pond A Total Area= 50.12 Ac(See the preceding Summary of Areas table) Impervious Area =23.24 Ac @ CN=98 Pervious Area =26.88 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 conveyar�ce system. Please reference both the Basin 1 De►�eloped 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 (la�m) Reach 2: 1,650 ft Channel Flow @ 2.4%,`ks' =42(pipe) Basin#1 Der-eloped Condition Hvdrogra h Summarv Storm Precip. Peak Flow Volume Time of Peak Event [in] �cfs] [ft3] [min.J 2-Year 2.00 9.33 168,633 480 ]0-Year 2.90 14.96 281,309 480 100-Year 3.90 23.14 420,662 �180 In addition to the stormwater runoff generated in Basin #1, Pond A receives flows from Pond B, once its design maximum water surface is reached. As a part of the analysis summarized above for Ponds C & B, hydrographs were eenerated�yhich model the water released from Pond B. Overflow from Pond B does not occur during the 2- and 10-year design storm events, so the hydrograph summary presented below is only far the 100-year design storm event. These hydrographs were then summed(not arithmetically)to represent the total flow that is tributary to Pond A. A summary table of these flows is also presented below. Pond B Overflow Hvdro ra h Summarv Storm Precip. Peak Flow Volume Time of Peak Event [in] (cfs] [it'] (min.) 100-Year 3.90 0.65 21,749 1510 Pond A Total Tributarv In11ow Hvdro ra h Summary Storm Precip. Peak Flo�v Volume Time of Peak Event [in] [cfs] [ft3] [min.] 2-Year 2.00 9.3� 168,633 480 10-Year 2.90 14.96 281,309 480 100-Year 3.90 23.14 447,851 480 STORh9 DRAINAGE REPORT FOR LIBERTti' RIDGE —Pa�e 18 Infiltration Pond A Level Pool Routing 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. ' INFILTRATION POND A-LEVEL POOL TABLE SUMMARY Description Inflow Storage Discharge P.Stage Volume Outflow P.Time CFS ID ID FT CF CFS Min 2YearDevelo ed 933 PONDA COMBA 237.71 18,132 3.319 5>0 ]0 Year Develo ed 14.96 PONDA COMBA 238J0 54,441 3.531 790 100 Year Develo ed 23.14 PONDA COMBA 240.33 135,�66 3.89? 1030 Live StoraQe As shotim in the Level Pool Summary above, Pond A has a maximum water surface elevation of 240.33 and provides 135,566 cubic-feet of storage at this elevation. For this Water Vl4'orks analysis,the as-built volume of Pond A was reduced to account for a 20% factor of safety. The volume ��as adjusted by reducing the plan view dimensions by 20°rb at each staee. Infillration Pond A has actually been constructed to provide 241,500 cubic feet of storage at the design maximum water surface elevation of 241.60, or 178% oJ tlre required storage volume. Included in this volume is the additional storage capacity provided by the �vet pond portion of Pond A, which provides an additional 62,600 cubic-feet of storaee between the live-dead interface elevation of?33.60 and the masimum��ater surface elevation of 241.60. �'�'ater Oualitv W'ater quality will be provided through the use of dead storage. According to Kine County standards, the required water quality volume is equal to the total runoff from the developed condition 24-hour design storm event using 33°o of the 2-year,24-hour precipitation. (0.33)(Pz�.�)_(033)(2.00 in)=0.67 inches Water Qualit �H �dro ra h Summarv Storm Precip. Peak Flow Volume Time of Peak Event [in� [cfs] (ft'] (min.] Vb'ater Qualih 0.67 2.50 40,079 480 T/re required i�olume to be used for water quulit}�storuge is 40,079 cubic feet The rhree-celled wet po�rd pnrtion of Pond A wil!provide 48,940 cubic feet oj water qualiry storage (from elevation 235.60 to 238.60) wlren construetion is eompleted(ee112 and ce113 have been eompleted to dateJ. The wet pond is also required to have a surface area of at least I%of the developed impervious area. The impervious area of Basin #1 in the developed condition is 23.24 acres, therefore 0.23 acres (or 10,019 square feet) of��et pond surface area is required. The wet pond will have a surjace areu at elevation 138.60 of 19,320 square jeet(0.44 aeresJ wlren construetio�t is completed. STORhI DRAINAGE REPORT FOR LIBERTY RIDGE—Pahe 19 PORTIONS SECTION 16, TOWNSHIP 23 N., RANGE 5 E., W.M. . �` �'�'�a '. /�� 240 L.r. ��.4�"� # � 340 L.F. /� SHEET FLOW TRIADA�IATES u. 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S! � ;'% � BASIN: ... �� _ � � �� . �». � 2�� . . . . . . . . , .. . , A N �' , ; .. .. , � : . , i..: , : _..:... . . � • � �` .f :A� _ . . . . _ v _ _ . � . a�= . .. ..�-n� � F ' •i... �%� �.' �' i � . :� f.� �i..IT��'V . ' . `., :.•4 `t �y .:'\ -• "-�•- � '-' : -. '' ' :� � � .M' •�: ��••• . . , . .. .. • : �. - � �� ' � { • .� \ . -. Z F �. � � � ' �\ ' ! '., .. : '•. F. ' � i\ . •> � . rI , `� . � � • A: J� . � . .. . . ��f ` \. ' -., :•� /:. F r � --... . , : ,F ` � 630 L.F. Y' . _-. }.. �,,. � � ` � ' SHALLOW CONCENTRA TED FLOW � j 'z � : �' � _��G,��C�GJ4 .F,� �� , �:.� :-: `� >� : � � S = 1.5� r, � . I f � ' ,: � . 1 ; i ' , � f� 'ti �'f�,� � - k�� : : 460 L.F. ��`��R �`�� '.� '�., .� � ; s . _ ° I� . � r 4' � .\ F � - = CHANNEL FLOW ( ��"`� . ` , S 2 59 P�a��" :: .: � .. . - `` ., '� r��. \. \'f A � ..� . . .. '�' . . O .. .� + �" '\ !e .� � `1' �p . . LIf1F1'L C7iG A4A '� ', �'. '-.: M -�- .-f, '' '+ ~ :y' A . .��C2 .. � � � •• PROlLCI fAN0.SC�PH dYC�fE1,T '� A: � : i . � i E . . . : , i ., : , � ' � .:� : . :...: .., ��...� :. ..8 . SS AR�'A. 7 A.� , .y ��. . . . � : . .. . ..... ... : , . . _ �. f`, � . , . DAT6: . ....: .' .•- ' x. �(, ' . `�^.* `� ..� . �,�`_.l .� . .. "" �.. .... ...., SGIB: BORIZ:1'=?GO' YL[f.:N�� ,, . ��1 i.v , . . .. . ..f . . ��.. . . " i > �� s. . ,.- � , . �� r.. 7 �' • '' i . �4 ...' . •: "* ' . �. �t. . . .. . � � + � A ~F� ��'� �� ,� `. .��\, -�.. � �� /\ \ f'�. . .. . ' _Y � � � : , . ".i 1 \��.\ ` ::'./ ��\ ': ��. •� � .' .:� J . � .........nK....: � ......... BAS/N 1 � ` � `� ` �' �� BAS1N 2 OFF-SlTE TR/BUTARY AREA � : w ` '' -.. :, : : ..: _ , . ' :r. . �� y OFF-SITE = 0.86 AC. ...�.. .... . . ,,�� .�- , � ��;1 y , , , . �, ;f ,�� ;� TR/BUTARY AREA SCALE: 1 �� = 200� ..�.. . y. : �;.. f,i �.? - . 0:J5 �AC. . , � : `; � _ . - . : . , ... . , , 1, ., . .:. - . ,- _ : . . ; :- _._........... , , .: .,..... . � �;i ,, .-- : � � : .: . : .. ..Y:. � _. -.�: � ....... �t �I: .. ...,., . ,,.,...__ .. ... ,. ..;� ��Y„� ...�... :. .;...... .: � ; : � � ,,.: ��. . , . . , . . : .::....;.. , . ........ : � . :. .: ............_< .. ....... . . 1 :_.... ,�,:.::....- ::; ,. - • ...--- v : . : : ,. ,• ..- • : , , . B NUI�ER ;/� ' :.�.�I :� ...:.,.-.... . /? ...... _ 2 a NLD AN 1 J � OO O� s , . � .�.. " .�. / �.+`... . - �+�:,, • ..i� '�I ... _. .. \�� SN6E!NUI(BE� - C�2000 ?RIAD ASSOCIATES 1oe 1 g PORTIONS SECTION 16, TOWNSHIP 23 N., RANGE 5 E., W.M. ;W41 � ; . �' ...v�,<�;_ � -.., : �- ��"g ; { 4 b"-� � �. :� \^ � � •� ` • : �` POND A '�:;:�`;: ��. �..� .` .. \:t, ;� �� SASINS 1 & 2i'.�; �''`� . * r. :' y` TRIAD ASSOCIATES .� I t - ,..` `��,.' '�'.� :: �'.i 8}'��$�;� ��' � � ..'�,,��'\ '� '. ..,'.�. '��' � 1 �� `. ARE�L — �a� s . , � .� ;.;.: � ' �.�, �-, . � 3.8? AC: �� . `�a 4� � t`' � ��\ .+:;� 1 94 R°ip - �1 ��, � �., . .'� � "�. ''t ^�,\ n1� neu i iw�R.ia r kr.a.u ww+u¢� ` `. . > •. . -1 4:,� f�\ I' Td Ia.RLW9 hx 13�13N1 ' i ,��I� \ '�-�,.,� .,. � � i i�\v i' Tdl R¢OW.f�A751 m.4W�w.w! ` � � � � , � � lJ V , . .� � ' >T. 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Rs . � .... < PROI6CT SURV�OR • i �� / •. :� � � YOq[1 L YADESL�L PE � _ . .. 1 ... � T .,- .�::. . • . .........,_. ....._.�.. . , 3 ' . . :-.. . ` . . ..:..- .. . . ..... ., � f S :�.. .. . .: . . I Q k a��'� \ r\ �' y '. PROIBCT Et1 INt�R . i.`�� .ERIFr L WC A4A k � �'I� .:�° . ��r 1 PROJBCT UNDSClPB hi(.'�18f.T : : $ i' . -.... : ,- . . . :...�r'„� 't v _ " ,' i ..-' .' ✓ . � .. ... - G". ' . _ ' fOR.:H�A f..', ...... � . :' . ' `.: �.a. � DATB� . � SCAI% 9oRIZ�1' ?00 -; .. �'' : .. ._.. � g :; ,r3 .e • ��' 4 �",�� ,,r s1° � .. . �: ,o¢ ;��`; ;� : � ,.; � �. 'f , 3'� � ,( '_\ r--�— .� : ��x� . _ .. ` �� k .. 5� � . .. � . .<' j%' �`�.%+n..s.✓''••. � > + } : Y i.p �.0� ` ': � � ADDI 770NAL OlY—SI TE '��.i � :' ',-,, TRIBUTARY AREA TO BE ' � `—' :. DEVELOPED /N TH� FUTUR � `�:; AS A NA TURALL Y ` STAYP NOT VAIJD LANDSCAPED ��.,�SIGNED AND DA1ED �`� PARK) �, � ioB n�rweeR OO-O.L.1 _ ✓.9S AC � — �� 2 , cNEFT N05[9E�i /OP� CQ 20Q0 TRIAD ASSOCIATES I -- - RISER SIZING CALCULATIONS The riser discharge structures for all three ponds were designed using the 1990 K.C.S.W.D.M.,specifically Figure 4.4.7 J,�r•hich specifies the following equation for this purpose: Q�usER=3.782DzH�;i The equation was solved for the diameter`D' using the ]00-year peak rate of flow that is tributary to the pond,and the difference between the peak stage and the bottom of the pond for the head `H'. The values for the variables for each pond and the corresponding solution are summarized below. Pond A Q��=23.14 cfs(Pond A tributary flow including overflow from Pond B) H=241.60—237.10=4.50 feet D= 1.70 feet Therefore, a 24-inch diameter riser will be satisfactory to discharge the 100-year peak inflow to Pond A Pond B Q,�=23.10 cfs(Pond C tributary flow) H—246.00—240.00=6.00 feet D= 1.58 feet Therefore, a 24-inch diameter riser��ill be satisfactory to discharge the 100-year peak inflow to Pond B. Pond C Q��=23.10 cfs(Pond C tributary flow) H =251.00—245.30=5.70 feet , D= 1.60 feet Therefore,a 24-inch diameter riser��•ill be satisfactory to discharge the 100-year peak inflow to Pond C. STOR�9 DRAIN:�GE REPORT FOR LIf3F,RTY RIDGE— Page?? i EMERGENCY OVERFLOW SPILLWAY Pond B��ill have an emergency spillway sized per figure 4.4.4 A of the 1990 K.C.S.W.D.M. This overflow route is in addition to the emergency overflo��riser which will convey flows greater than the design storm events to the emergency overflow pipe located under Road A. The spillway equation is: L= [Q/(3.21 xH';`)]—(2.4xH'`) Where: Q= 100 year pond inflow(23.10 cfs for Basin#2) H=Water depth over spillway(King County requires a minimum depth of 0.2 feet) L= Spillway length(King County requires a minimum length of 6 feet) Using H=0.6 feet,the equation becomes: L= [Q/ 1.49]—0.86 L=[23.10 cfs/ 1.49]—0.86 L= 14.64 feet Therefore,the spillway for Pond B�yill be designed with a width of 15 feet. This length is acceptable,as it exceeds the minimum width of 6 feet allowed per King County requirements. EROSION CONTROL Grading/Temporary Erosion and Sedimentation Control Plans�vere prepared by Triad Associates in August 1995 and revised May 7, 1998. These plans,��hich were approved by the City of Renton,�vere designed to satisfy the erosion and sedimentation control requirements from initial grading throueh final build-out. STORM1�I DRAINAGE REPORT FOR LIBERTY RIDCE—Page 23 r APPENDIX STORIT DRAtNACE REPORT FOR LIBERTI' RIDGE � � , ,. � � �.�� : __ � . 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'�f,� ��y �—��i��..��' �`. � � � ,/ ,\ {� �� `� �—I 1 � ��tC W 1�, ' �__�I _ __��+��r\_ ,M'��w�'� �/ /� "�{.'f } d1 .. 1�V. _� �•�,��:��D�.�'1�1,� ,�w' ,;�4 �.� .,��,.. , ,' ��M1 I�!�� j.-��"'��a �� , M �tii,► ,j ,,J.. , __ `�i � !• � ., C � ;�,'::, �'�y�.. ✓;'.'R�� 1 � 4 . �4�' fi, ,� �, ir A�t;., �� KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TABLE 3.5.2B SCS �i'ESTERN 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 tA rainfall distribution, 24-hour storm duration. CURVE NUMBERS BY HYDROLOGIC 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 7596 or more of the area O 80 86 gp fair condition: grass cover on 50°�6 to 75°ro 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 t00 Singfe Family Residential (2) Dwelling Unit/Gross Acre °h Impervious (3) 1.0 DU/GA 15 Separate curoe number 1.5 DU/GA 20 shall be selected 2.0 DU/GA 25 (or 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, °�6 impervious condominiums, apartments, must be computed commercial business and industrial areas. (t) 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.�.�-� 11;9'_' � • � 1 ' � ' � ��,:� :,�• ,�� •� � '�, ��.�K��t� J --� � `, , �1/I�i�� ,�, ,�,� � S ~� _.,�,,• , �:��rl � �- � ,�r� � � i�',�E�� /.��.�a - � � � �� Y �w �� i� � , � �,��, ��- � /.��r �1�. �a�� . ��< < � , � . . _f`��• ��w \, •• . � �rA E! �� - �� 1��J�� "� -.�/► +`. 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'aii/��r►�� .. �i��E�� i�1� `0 . � � . - . , . . . . . . � ! . , � °��i�►�.�;�.� . . • . „ • � ��* i . . , �.�, �- i� . : - . — . - -------- , • '`�-�'�- ,� .. ... .� Liberty Ridge Infiltration Calculations Infiltration Pond A: .9rea -Infiltration Pond Onh� Area -[ncludin�.4dditional Infrltration Rate - (for calculation of infil.rate) Storage in Wetpond Ce11s Area -Reduced by Reduced by 2.0 F.S. lnfiltration Rate Elev_ (feet) (square feet) (square feet) 20%F.S.(square feet) (inches/hour) (feeVsec) Q(cfsJ 237.10 34;483 34,483 28,736 4.000 O.00Q093 3.19 238_00 36,481 36,481 30,401 4.000 0.000093 3.38 - - ----- 238.60 37,900 55,965 46,638 4.000 0.000093 3.51 240.00 41,209 61,602 51,335 4.000 0.000093 3.82 241.00 43,681 65,824 54,853 4.000 0.000093 4.04 241.60 45,199 68,426 57,022 4.000 0.000093 419 Infiltration Pond B: Infiltration Rate - Area -Reduced by 20°�a F.S. Reduced by 2A F.S. Infikration Rate Elev. (feet) Area (square feet) (square feet) (inches/hour) (feeUsec) Q(efs) 240.00 4;283 3,569 2.000 0.000046 0.20 - - __ _-- - ---- 242.00 6,942 5,785 2.000 0.000046 0.32 244.00 10,165 8,471 2.000 0.000046 0.47 246.00 13,985 I1,654 2.000 0.000046 0.65 [nfiltration Pond C: .4rea -Infiltration Pond Onl� .4rea -Including Additional Infiltration Rate - (for calculation of infil.rate) Storage in 1Wetpond Cells .9rea -Reduced by Reduced b}�2.0 F.S. Infrltration Rate Elev. (feet) (square feet) (square feet) 20%F.S.(square feet) (inches/hour) (feet/sec) Q(�fs) 243.60 12,055 12,0�5 10,046 2.000 0.000046 0.56 - -- --- - -_ -- -- ----- - 244.00 12,677 12,677 10,564 2.000 0.000046 0.59 246.00 16,000 16,000 13,333 2.000 0.000046 0.74 246.60 17,040 36,517 30,431 2.000 0.000046 0.79 248.00 19,577 41,787 34,823 2.OQ0 0.000046 0.91 - -- _ - _ _ 249.00 21,481 45,755 38,129 2.000 0.000046 0.99 249.60 22,735 48,364 40,303 2.000 0.000046 1.05 - --- __--- - --_ 250.00 23,533 50,026 41,688 2.000 0.000046 1.09 -- _ __ - 251.00 25,595 5�,300 �35,250 2.000 0.000046 1.18 STORM DRAINAGE REPORT FOR LIBERTY RIDGE BAS[N SUMI�IARY BASIN ID: Al NAME: 2-YR EXISTING SBUH METHODOLOGY TOTAL AREA..: 93.19 Acres BASEFLOWS : 0.00 cfs RAINFALL TYPE..: USER1 PERVIOUS AREA PRECIPITATION..: 2.00 inches AREA..: 9�.19 Acres TIME INTERVAL..: ]0.00 min CN..: 68.00 TINtE OF CONC..: 14.96 min IMPERVIOUS AREA ABSTRACT[ON COEFF : 0.?0 AREA..: 0.00 Acres C�1..: 98.00 TcReach- Sheet L: 130.00 ns:0.1�00 p2yr:2.00 s:0.�230 TcReach-Shallow L: 350.00 ks:11.00 s:0.0410 TcReach-Channel L:121S.00 kc:17.00 s:0.0270 PEAK RATE: 1.49 cfs VOL: 1.51 Ac-ft TIME: 1440 min BASIN ID: A2 NAME: 10-YR EXISTING SBUH METHODOLOGY TOTAL AREA..: 93.19 Acres BASEFLOWS : 0.00 cfs RAINFALL TYPE..: USERI PERVIOUS AREA PRECIPITATION..: 2.90 inches AREA..: 93.19 Acres TIME INTERVAL..: 10.00 min CN..: 68.00 TIME OF CONC..: 14.96 min IMPERVIOUS AREA ABSTRACTION COEFF : 0.?0 AREA..: 0.00 Acres CN..: 98.00 PEAK RATE: 4.�37 cfs VOL: 4.47 Ac-ft TIME: 490 min BAS1N ID: A3 NAME: 100-YR EXISTING SBUH METHODOLOGY TOTAL AREA..: 93.19 Acres BASEFLOWS : 0.00 cfs RAINFALL TYPE..: USER1 PERVIOUS AREA PRECIPITATION..: 3.90 inches AREA..: 93.19 Acres TIME [NTERVAL..: 10.00 min CN..: 68.00 TIME OF CONC..: 14.96 min IMPERVIOUS AREA ABSTRACTION COGFF : 0.?0 AREA..: 0.00 Acres CN..: 98.00 PEAK RATE: 15.9�cfs VOL: 8.87 Ac-ft TIME: 480 min Vb'ATER WORKS OUTPUT FOR LIBERTY RIDGE-Page 1 BASIN SUMMARY BASIN [D: B 1 NAME: BAS[N 1 -2-YR DEVELOPED SBUH METHODOLOGY TOTAL AREA..: 50.12 Acres BASEFLOWS : 0.00 cfs RAINFALL TYPE..: USERI PERVIOUS AREA PREC[PITATION..: 2.00 inches AREA..: 26.88 Acres TIME INTERVAL..: 10.00 min CN..: 68.00 TIME OF CONC..: 17.86 min IMPERVIOUS AREA ABSTRACTION COEFF : 0.20 AREA..: 23.24 Acres CN..: 98.00 � TcReach-Sheet L: 235.00 ns:0.1�00 p2yr:2.00 s:0.0870 TcReach-Channel L:1650.00 kc:42.00 s:0.0240 PEAK RATE: 9.33 cfs VOL: 3.87 Ac-ft TIME: 480 min BASIN ID: B2 NAME: BAS1N 1 - 10-YR DEVELOPED SBUH METHODOLOGY TOTAL AREA..: 50.12 Acres BASEFLOWS : 0.00 cfs RAINFALL TYPE..: USER1 PERVIOUS AREA PRECIPITATION..: 2.90 inches AREA..: 26.88 Acres TIME INTERVAL..: 10.00 min CN..: 68.00 TIME OF CONC..: 17.86 min IMPERVIOUS AREA ABSTRACTION COEFF : 0.?0 AREA..: 23.24 Acres CN..: 98.00 PEAK RATE: 14.96 cfs VOL: 6.46 Ac-ft TIME: 480 min BASIN ID: B3 NAME: BASIN 1 - 100-YR DEVELOPED SBUH METHODOLOGY TOTAL AREA..: 50.12 Acres BASEFLOWS : 0.00 cfs RAINFALL TYPE..: USER1 PERVIOUS AREA PRECIPITATION..: 3.90 inches AREA..: 26.88 Acres TIME[NTERVAL..: 10.00 min CN..: 68.00 TIME OF CONC..: 17.86 min IMPERVIOUS AREA ABSTRACTION COEFF : 0.20 AREA..: 23.24 Acres CN..: 98.00 PEAK RATE: 23.14 cfs VOL: 9.66 Ac-ft TIME: 480 min BASIN ID: BWQ NAME: BASIN 1 - WATERQUALITY SBUH METHODOLOGY TOTAL AREA_.: 50.12 Acres BASEFLOWS : 0.00 cfs RAINFALL TYPE..: USERI PERVIOUS AREA PRECIPITATION..: 0.67 inches AREA..: 26_88 Acres TIME INTERVAL..: 10.00 min CN..: 68.00 TIME OF CONC..: 17.86 min IMPERVIOUS AREA ABSTRACTION COEFF : 0.20 AREA..: 23.24 Acres CN..: 98.00 PEAK RATE: 2.50 cfs VOL: 0.92 Ao-ft TIME: 480 min WATER WORKS OUTPUT FOR LIBERTY RIDGE-Page 2 BASIN SUM�IARY BASIN ID: D1 NAME: BASIN 1 -E. SLOPE BYPASS 2-YR SBUH METHODOLOGY TOTAL AREA..: 3.87 Acres BASEFLOWS : 0.00 cfs RA[NFALL TYPE..: USERI PERVIOUS AREA PRECIPITATION..: 2.00 inches AREA..: 3.87 Acres TIME MTERVAL..: 10.00 min CN..: 68.00 TIME OF CONC..: 29.98 min IMPERVIOUS AREA ABSTRACT[ON COEFF : 0.20 AREA..: 0.00 Acres CN..: 98.00 TcReach- Sheet L: 275.00 ns:0.1500 p2yr:2.00 s:0.0620 TcReach-Shallow L: 615.00 ks:11.00 s:0.0150 TcReach-Channel L: 310.00 kc:42.00 s:0.0280 TcReach-Channel L: 17�.00 kc:42.00 s:0.2500 TcReach-Channel L: 370.00 kc:42.00 s:0.0120 TcReach-Channel L: 290.00 kc:42.00 s:0.0050 TcReach-Channel L: 340.00 kc:42.00 s:0.0270 PEAK RATE: 0.06 cfs VOL: 0.06 Ao-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..: 29.98 min IMPERVIOUS AREA ABSTRACTION COEFF : 0.20 AREA..: 0.00 Acres CN..: 98.00 PEAK RATE: 016 cfs VOL: 0.19 Ac-ft TIME: 760 mio BASIN ID: D3 NAME: BASIN 1 -E. SLOPE BYPASS- 100-YR SBUH METHODOLOGY TOTAL AREA..: 3.87 Acres BASEFLOWS : 0.00 cfs RAINFALL TYPE..: USER1 PERVIOUS AREA PRECIPITATION..: 3.90 inches AREA..: 3.87 Acres TIME INTERVAL..: 10.00 min CN..: 68.00 TIME OF CONC..: 29.98 min IMPERVIOUS AREA ABSTRACTION COEFF : 0.20 AREA..: 0.00 Acres CN..: 98.00 PEAK RATE: 0.49 cfs VOL: 0.37 Ao-ft TIME: 490 miu WATER WORKS OUTPUT FOR LIBERTY R1DGE-Page 3 BASIN SUMMARY BASIN ID: El 1�Ah9E: BASIN I - DEP. E3YPASS -'-l-R SBUH METHODOLOGY" TOTAL AREA..: 1.47 Acres BASEFLOWS : 0.00 cfs RAINFALL TYPE..: USERI PERVIOUS AREA PRECIPITATION..: 2.00 inches AREA..: I.47 Acres TIME INTERVAL..: 10.00 min CN..: 68.00 TIME OF CONC..: 13.33 min IMPERVIOUS AREA ABSTRACTION COEFF : 0.20 AREA..: 0.00 Acres CN..: 98.00 TcReach-Sheet L: 240.00 ns:0.2400 p2}�r:2.00 s:02460 PEAK RATE: 0.02 cfs VOL: 0.02 Ac-ft TINIE: 1440 min BASIN ID: E2 NAME: BASIN 1 -DEP. BYPASS- l U-l'R SBUH METHODOLOGY TOTAL AREA..: 1.47 Acres BASEFLOWS : 0.00 c1< RAINFALL TYPE..: USERI PERVIOUS AREA PRECIPITATION..: 2.90 inches AREA..: I.-!- TIME INTERVAL..: 10.00 min CN..: 68.i TIME OF CONC..: 1333 min IMPERVIOUS AREA ABSTRACTION COEFF : 0.20 AREA..: 0.�. � �� . CN..: 98.Uu PEAK RATE: 0.0?cfs VOL: 0.07 Ac-ft TIb9E: �90 min BAS[N [D: E3 NAh�1E: BAS1N l -DEP. E3YPaSS- 100-�"R SBUH htETHODOLOGY TOTAL AREA..: 1.47 Acres BASEFLOWS : 0.00 cfs RAINFALL TYPE..: USER1 PERVIOUS AREA PRECIPITATION..: 3.90 inches AREA..: 1.�7 Acres TIME INTERVAL..: 10.00 min CN..: 68.00 TIME OF CONC..: 13_33 min IMPERVIOUS A.REA ABSTRACTION COEFF : 0.20 AREA..: 0.00 Acres CN..: 98.00 PEAK RATE: OZ6 cfs VOL: 0.14 Ac-ft TIME: 480 min «'ATF.R W'ORKS OUTPLiT FOR LIBERT1r' RIDGF,-Page-t BASI'�I SUh9��1,1RY BASIN ID: C 1 NAI�1E: BAS[N? -2-�'R DEVELOPED SBUH METHODOLOGY TOTAL AREA..: 39.20 Acres BASEFLOVdS : 0.00 cfs ' RA[NFALL TYPE..: USERI PERVIOUS AREA I PRECIPITATION..: 2.00 inches AREA..: 1732 Acres ' TIME INTERVAL..: 10.00 min CN..: 68.00 TIR4E OF CONC..: ]0.74 min IMPERVIOUS AREA ' ABSTR.ACTION COEFF : 0.?0 AREA_.: 2 L88 Acres CN..: 98.00 TcReach- Sheet L: 90.00 ns:0.1�00 p?yr: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: 9.82 cfs VOL: 3.52 Ac-ft TIME: 480 min BASIN ID: C2 NAME: BASIN 2- 10-YR DEVELOPED SBUH METHODOLOGY TOTAL AREA._: 3920 Acres BASEFLOWS : 0.00 cfs RAINFALL TYPE..: USER1 PERVIOUS AREA PRECIPITATION..: 2.90 inches AREA..: 17.�2 Acres TIME INTERVAL..: 10.00 min CN..: 68.00 TIME OF CONC..: 10.74 min IMPERVIOUS AREA ABSTRACTION COEFF : 0.?0 AREA..: 21.88 Acres CN..: 98.00 PEAK RATE: 1�.�38 cfs VOL: 5.70 Ac-ft T11�1E: 480 min BASIN ID: C3 NAYtL: BASIN 2 - 100 YR-DEVLLOPEU SBUH METHODOLOGY TOTAL AREA..: 39.20 Acres BASEFLOWS : 0.00 cfs RAINFALL TYPE..: USERI PERVIOUS AREA PRECIPITATION..: 3.90 inches AREA..: 1732 Acres TI�'IE INTERVAL..: 10.00 min CN..: 68.00 TI�•1E OF CONC..: 10.74 min IMPERVIOUS AREA ABSTRACTION COEFF : 0.20 AREA..: 21.88 Acres CN..: 98.00 PEAK RATE: 23.10 cfs VOL: 8.33 Ac-ft TIN7E: �80 min BASIN ID: CV6 Q I��I�1E: [3ASIN� - Vb'AT�:R QUALI"I�' SBUH METHODOLOGY TOTAL AREA..: 3920 Acres BASEFLOWS : 0.00 cfs RAINFALL TYPE..: USER1 PERVIOUS AREA PRECIPITATION..: 0.67 inches AREA..: 17.32 Acres TIME INTERVAL..: 10.00 min CN..: 68.00 TIME OF CONC..: 10.74 min IMPERVIOUS AREA ABSTRACTION COEFF : 0.20 AREA..: 21.88 Acres CN..: 98.00 PEAK RATE: 2.65 cfs VOL: 0.87 Ac-ft TIME: -t80 min �3ATER�'�ORKS OUTPliT FOR LIBERT�' RIUGE-Page i HYDROGRAPH SUMMAKY HYD HYDROGRAPH PEAK TIME VOLU1��fE AREA NUM DESCRIPTION [CFS] [Min] [CF] [Ac] 1 TOTAL SITE-EXISTING CONDITIONS-2-YR. 1.488 1440 65,788 93.19 2 TOTAL SITE-EXISTING CONDITIONS- l0-YR. 4.468 490 194,753 93.19 3 TOTAL SITE-EXIST[NG CONDITIONS- 100-YR. 15.950 480 386,383 93.l9 4 BASIN 1 -DEVELOPED CONDITIONS-2-YR. 9.331 480 168,663 �0.12 5 BASIN 1 -DEVELOPED CONDITIONS- 10-YR. 14956 480 281,309 50.12 6 BASIN 1 -DEVELOPED CONDIT[ONS- 100-YR. 23.136 480 420,662 �0.12 7 BASIN 1 -DEVELOPED CONDITIONS-WATER QUALITY 2.495 480 40,079 �0.12 8 BASIN 1 -E. SLOP�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. 0.494 490 16,046 3.87 11 BASIN 1 -DEPRESSION BYPASS-2-YR. 0.023 1440 1,038 1.47 12 BASIN 1 -DEPRESSION BYPASS- 10-YR. 0.073 490 3,072 1.47 13 BASIN 1 -DEPRESSION BYPASS- 100-YR. 0.262 480 6,095 1.47 14 BASIN 2-DEVELOPED CONDITIONS-2-YR. 9.821 480 153,154 39.20 15 BASIN 2-DEVELOPED CONDITIONS- 10-YR. 1�.481 480 248,156 39.20 16 BASIN 2-DEVELOPED CONDITIONS- 100-YR. 23.101 480 362,930 39.20 17 BASIN 2-DEVELOPED CONDITIONS-WATER QUALITY 2.652 480 37,733 39.20 18 POND C-TOTAL OUTFLOW-2-YR_ 1.490 1020 153,1�4 39.20 19 POND C-TOTAL OUTFLOW- 10-YR. 2.051 1450 240,92� 39.20 20 POND C-TOTAL OUTFLOW- 100-YR. 2.605 1450 331,650 3920 21 POND C DISCHARGE CONVEYED TO POND B-2-YR. 0.647 1020 ?6,042 0.00 22 POND C DISCHARGE CONVEYED TO POND B- 10-YR. 1.076 1450 94,202 0.00 23 POND C DISCHARGE CONVEYED TO POND B- 100-YR. 1.442 1450 161,186 0.00 24 POND B-TOTAL OUTFLOW-2-YR. 0.401 1650 37,772 0.00 25 POND B-TOTAL OUTFLOViJ- 10-YR. 0.724 1910 76293 0.00 26 POND B-TOTAL OUTFLOW- 100-YR. 1.440 1470 125,799 0.00 27 POND B DISCHARGE CONVEYED TO POND A-2-YR. 0.000 0 0 0.00 28 POND B DISCHARGE CONVEYED TO POND A- 10-YR. 0.000 0 0 0.00 29 POND B DISCHARGE CONVEYED TO POND A- 100-YR. 0.650 1510 21,749 0.00 30 POND A-TOTAL INFLOW(BAS1N 1 &POND B DISCH.)-2-YR. 9.331 480 168,663 50.12 31 POND A-TOTAL INFLOW(BASIN 1 &POND B DISCH.)- 10-YR. 14.956 480 281,309 50.12 32 POND A-TOTAL INFLOW(BASIN 1 &POND B DISCH.)- 100-YR. 23.136 480 447,8�1 50.12 33 POND A-TOTAL OUTFLOW-2-YR. 3.319 550 168,663 50.12 34 POND A-TOTAL OUTFLOW'- 10-YR. 3.531 790 281,309 50.12 35 POND A-TOTAL OUTFLOW- 100-YR. 3.892 1�30 447,851 50.12 i WATER WORKS OUTPUT FOR LIBERTY RIDGE-Page 6 STAGE S�fURAGE "I�ABLE CUSTOM STORAGE ID No. PONDA Description: POND A-REDUCED BY 20%F.S. STAGE STORAGE STORAGE [FT] [CF] [Ac-FT] 237.10 0 0.0000 237.50 11827 OZ715 238.00 26612 0.6109 238.50 45871 1.0531 238.60 43050 0.9883 239.00 69318 1.5913 239.50 93811 2.1536 240.00 118304 2.7159 240.50 144851 3.3253 241.00 171398 3.9348 241.50 199367 4.5768 241.60 204961 4.7053 W'ATER�VORKS OUTPUT F'OR LIBERTY" RIDGE—Page 7 STAGE STOR.-�GE �I�ABLE CUSTOM STORAGE ID No. PONDB Description: POND B - REDUCGD BY 20°o F.S. STAGE STORAGE STORAGE [FT] [CF] [Ac-FTJ 240.00 0 0.0000 240.50 2339 0.0537 2�11.00 4677 0.1074 241.50 7016 0.1611 242.00 9354 0.2147 2d2.50 12918 02966 243.00 16482 0.3784 243.50 20046 0.4602 244.00 23610 0.�420 244.50 28641 0.6575 245.00 33673 0.7730 245.50 38704 0.888> �_,,, ,,,, ��-�r � ;��;,_1r, �VATER W'ORKS OUTPUT FOR LIBERTY RIDGF,—Page 8 STAGE STORAGG TAE3LF CUSTOM STORAGE [D No. PONDC Description: POND C - REDUCED BY?0°b F.S. STAGE STORAGE STORAGE [FT] [CF] [Ac-FT] 243.60 0 0.0000 244.00 4122 0.0946 244.50 10096 02318 245.00 16071 0_3689 245.50 22045 0.�061 � 246.00 28019 0.6432 246.50 38960 0.8944 247.00 54199 1.2442 247.50 70�13 1.6187 248.00 86826 1.9933 248.50 105064 2.4119 249.00 123302 2.8306 249.�0 1432�6 3.?887 250.00 163211 3.7468 250.�0 18494� 4.2458 251.00 ?06680 4.7447 �'�'ATER bVORKS OUTPUT FOR LIBERTY RIDGE—Page 9 5T:1GE [�I�CHAR(_;}: "l�Af3LES RISER DISCHARGE ID No.AOVEK Description: POND A OVERFLOW RISE}Z Riser Diameter(in): 24.00 elev: 241.6U f[ Weir Coefficient...: 3.782 height: 242.00 ti Orif Coefficient...: 9.739 increm: 0.10 ft STAGE DISCHARGE [FT] [CFS] 241.60 0.0000 �-t^ nn � ��,F ivtiLR lll��l;:'�1��_iE_ ID \v. lii_i'` I i' Description: POND B OVERFLOW WEIf?. Riser Diameter(in): 24.00 elev: 245.8� i! Weir Coefficient...- 3.78? hei�ht: ?48.00 f� STA�;L UIS�HAIZG� [FT] [CFS] 24�.85 0.0000 246.00 1.1316 246.�0 10.207 247.00 16.2�3 RISER DISCHARGE ID No. COVER Description: POND B OVERFLOW'��`EIR Riser Diameter(in): 24.00 e(ev: 2�1.00 ft Weir Coefficient...: 3.782 height: 25?.00 ft Orif Coefficient...: 9.739 increm: 0.10 ft STAGE DISCHARGE [FT] [CFS] 251.00 0.0000 2S 1.50 6.886� MIJLTIPLE ORIFICE ID No. ORIF[ Description: DISCHARGE ORIFICE TO POND B Outlet Elev: 246.4.0 Elev: 244.40 ft Orifice Diameter: 4.7500 in. STAGE D[SCHARGE [FT] [CFS] 246.30 0.0000 246.50 0.1936 247.00 0.4743 247.50 0.6422 248.00 0.7745 248.50 0.8873 249.00 0.9873 249.50 1.0780 2�0.00 1.1617 250.5a 1.?398 2�1.00 1.313? V4'ATER WORKS OUTPUT FOR LIBERTY RIDGE-Page 10 sl,ac�E r��scE�:�Kc�� r.aHLE� DISCHARGE LIST ID No. PONDA Description: POND A INFILTRATION STAGE DISCHARGE [FTJ [CFS] 237.10 3.1900 237.50 3.2744 238.00 3.3800 238.50 3.488.i 238.60 3.5100 239.00 3.5986 239.50 3J093 240.00 3.8200 240.50 3.9300 241.00 4.0400 241.50 4.1650 24I.60 4.1900 WATER W'ORKS OGTPUT FOR LIBERTI' R1llGE—Page 11 STAGE DISCHARGE TABLE DISCHARGE LIST [D No. PONDB Description: POND B INFILTRATION STAGE DISCHARGE ' [FT] [CFSJ 240.00 O.1991 240.50 0.2300 241.00 0.?610 241.50 0.2919 242.00 0.3228 242.50 0.3606 243.00 0.3984 243.50 0.4362 244.00 0.4740 244.50 0.5187 245.00 0.5634 245.50 0.6080 246.00 0.6527 WATER WORKS OUTPUT FOR LIBERTY RIDGE—Page 12 STAGE DISCHARGE TABLE DISCHARGE LIST ID No. PONDC Description: POND C INFILTRATION STAGE DISCHARGE (FT] [CFS] 243.60 0.5600 244.00 0.5900 244.50 0.6275 245.00 0.6650 24�.50 0.7025 246.00 OJ400 246.50 0.7817 246.60 0.7900 247.00 0.8243 247.50 0.8671 248.00 0.9100 248.50 0.9500 249.00 0.9900 249.50 1.0400 249.60 1.0500 250.00 1.0900 250.50 1.1350 251.00 1.1800 ��VATER ��`ORKS Ol TPl'T FOR LIBERT}� RIUGE-Pahe 13 STAGE DISCHARGE TABLE I'� COMBINATION DISCHARGE ID No.COMBA Description: POND A COMBINATION DISCHARGE Structure: PONDA Structure: Structure: AOVER Structure: STAGE DISCHARGE [FT] [CFS� 237.10 3.1900 237.50 3.2744 238.00 3.3800 238.50 3.4883 238.60 3.5100 239.00 3.5986 239.50 3J093 240.00 3.8200 240.50 3.9300 241.00 4.040� 241.50 4.1650 241.60 4.1900 VVATER!�'ORKS OUTP��T FOR LIBERTY" RIDGE—Page 1-1 STAGE DISCHARGE TABLE � GOMBINATION DISCHARGE ID No. COMBB Description: POND B INFILTRATION Structure: PONDB Structure: Structure: BOVER Structure: STAGE DISCHARGE [FT] [CFS) 240.00 0.1991 240.50 0.2300 241.00 0.2610 . 241.50 0.2919 242.00 0.3228 242.50 0.3606 243.00 0.3984 243.50 0.4362 244.00 0.4740 244.50 0.5187 245.00 0.5634 245.50 0.6080 246.00 1.7843 ��:�'(I�:K �1'OIZKS O1��1'l�l' FOIZ LIBF.R�T1 RI!)GF - f a�„e I� STAGE DISCHARGE TABLE COMBINATION DISCHARGE ID No.COMBC Description: POND C COMBINATION D[SCHARGE Structure: PONDC Structure: Structure: ORIFI Structure: Structure: COVER STAGE DISCHARGE [FT] [CFS] 243.60 0.5600 244.00 0.5900 244.50 a.627� 24�.00 0.6650 24�.50 0.7025 246.00 0.7400 246.50 0.9753 247.00 1.2986 247.50 1.5093 248.00 1.6845 ' 248.50 1.8373 249.00 1.9773 I 249.50 2.1180 � 250.00 2.2517 250.50 2.3748 251.00 2.4932 i WATER WORKS OUTPUT FOR L[BERTY RIDGE-Page 16 LEVEL POOL TABLE SUMMARY Description Inflow Storage Discharge P. Stage Volume Outflo�v P. Time [CFS] ID [D [FT� [CF] [CFS] [Min] POND C-2 YR 9.82 PONDC COMBC 247.?9 63,525 L42� 1020 POND C- 10 YR 15.48 PONDC COI�IBC 248.98 122,399 L971 14�0 POND C - 100 �'R 23_10 PONDC CO'�t[3C 2�0.99 206,433 2.-192 1-360 _ __ . _ POND B - ? YR 0.65 PONDB COhI[3B 24?.63 13,854 0.371 1660 POND B - 10 YR 1.08 PONDB COI�tBB 2�35.;9 37,570 0.�9S �'0�0 POND B - 100 YR l.4-1 PONDB COh4E3B 245.95 �3?0-1 I?9S 1�10 _ _ _ == �:=` ` POND A -� YR 9.33 PONDA C0�;9BA �237J I 18,1�? 3.319 �>0 POND A- 10 YR 14.96 PONDA COMBA 2�8.70 54,4�11 3.531 790 POND A- 100 YR 23.14 PONDA COMBB 240.33 135,566 3.892 1030 , I � ,I WATER WORKS OUTPUT FOR LIBERTY RIDGE—Page 17 �` \ , . - � - , : � , - . , , - - " _- , � . . _ _ , � - , , - � - - , . -- � . ' - F = _ � " ' . _ ' . _ , , ,. , - - , , - , _, , � . �:. , , / ! f j � � _ � l _ . � � _ � ' _- ` ; . - � , � � — , - / , _ _ - - _ `' _ � _ � Geotechnical Summ�ry of `: �� f ,f - �I - . � Drainage System � , ; - " - _ � Construction Monito�ing at the ii , Site of the Proposed "Liberty � � ' Ridge" Subdivision _ ', -� (Former "Cedar Crest" Site I, , Renton, Washington ' July 11,2000 - , - _ ' \ I ` For � � � Liberty Ridge L.L.C. � - , �- � , �- . - _ , - , � _ , - _._ , G e o E n g i n e e r s Fle No. 0�89-008-00 � Geo��Engineers July 11, 2000 Consulting Engineers and Geoscien[ists Liberty Ridge L.L.C. Offices in Vi-'ashington, 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 INTRODUCTlON 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 plaru�ed 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 Iocated in Renton, Washington north of the Maple Valley Highway (State Route 169), south of NE 3`�/NE4th Street '�, and east of Edmonds Avenue. ' Explanation of Our Involvement I�I 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 I of 1997 with earthwork and minor drainage continuing through the summer. �I Summary of the Draina�e 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;lnc. 1101 Fawcett A�°e.��uite�00 � Tacoma,W.A 9840Z Telephone(?53)3�3-�9-+u F�(253)383yi923 «u��.geoengineers cur-� � "�.� `.,. .,-. . :�_�.. ��-r. ��' �k.a' �'#�'��"�,�„st^ '��* ��"��.- � �.:- " ��.. - - � _ �. Pnnted cn recyc�ed pax�. �: ,.�,<�� _�:;-t.��:�_ � ��s-�.. .�.�� ,,.._._, _ � ._ ..� .._&,�. _ ._ 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 iots 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 (� e n E, n c i n e e r � f�Ilc ho 0=89-00�-�-3131} 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 aze cleaned out down to native soil, the previously recoirunended 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 ma�cimum 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, ��, HEJv� GeoEngineers,Inc. �� ' )�iQU _�, �� e �": 0 �� `: �VAL$ � � Q� Gary W. enderson Principal GWH:vc Document ID: 0389008Summ.doc Attachments • Exhibit A,Plan View of Infiltration Blanket • E�ibit 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 ❑ g i n e e r s File No. 0389-008-00-3130 .. . . ._. - . . /� � . _ . _. . . . . . , . ... . _ . , " . � . . .. . -.. � � - . . _ ._,-� � . . . � . - � �_ . . / - 1 � . ' ' . �. ._ . � ... � _ . . !- J" , . � � _. . � � .� . � . .. � .._ _ \ . �. . ' . � � � . ' . � . . \ , � - ` . • � _ . . " . .. � . . . 1i ' . " - . � , - � � _ _ ,- l � _ . � . . ' - �• - i . - , \ , _ . ; _ _ _ �. -- , _ - ! ` \ . _ , � • . . - , , ; - . _- - _ � . -_- . � - . -- _ , � _ � _ `'� ,' _ ` ._ , _ � , _ • A, �.._�. . . .. . _ . .. -_ �� /� _ -i . ' . " ! . . '_ _ ' . . . " .. _ . . � .' . . , , '. _ _ . . ` . . � ` _ ., / . . .. . . ''. 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N � � �� "0' "n � � a /NF/L TRA T/ON BLANKET LOCA TION ��F � � � �� EXH/BlT A �'�� O �� '��pE�� R � �� e L/BERTY R/DGE �� `� � � P� a e � CITY OP RENTON, WASH/NGTON �� '�'� �- I - � . - _ . � , � ,- - ; - EXHIBIT B � � MAP OF THE GENERAL LOCATIONS OF PONDS A, B, C, AND D _ � . , - _ `, / . II� , - , _ � ,, _. , _ �. . � , . - - ,, . _ � , � I --� � ' , �_ _ - _ . : ` . �' - - ; . ' � : , • . _ - _ - , � ;. -. _ ` . _ _ �� . . r - � ' - � ; . �_ . - . � _ _ - . , - _ , \ �_ � _ _ � _ ' - - , - - - � , � . . � , - _ ' , . " . , - _ . - � - . _ Pa£ � � � J.S� � : a��! - � ` io�,�,,,` � �,.+r�� . �- - ` � �u�q� b �'1 � �1 \��ui �*' �-��4� I�i 'S Z � ��♦ \��\��Ij II�I��I'�. 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' N f q I V' W I b I � I , 1 \ �� O � 1 1 �� ' N O , O O � :U D � D N � O n D -1 r� N � g �� s�� N0. DATE REVIBION BY CK EXIS TING S TORM DRA/NA GE POND L OCA T/ONS �°�= � � � � � � EXH/8/T B �� \ ��AW� � ��€��y � o �s g$ " LIBERTY RIDGE 3�� 4 �� s N � �r A� � a (V CITY OF RENTON, WASHINGTON �� y Ioofn�e aoues /+�/w eiixoi sr�ar � . . - -. .. . . _ \ � . - -� .. . - . � ' `�i� , � . . . , ' . ' . _ . " �_ .� .' ' " . r . . . �- . . . i .. - � . . . y - ` � _ _ , . = i . ._(,- . - . / . . - _.� � . " . - _ . -_ " � � _ _. � / / _.. ; � .. �, . ,�. � � , - .� - � ' � .. i . � . - . - - __ _ � . - � ' � � � _. .. . � � . . - - � � - . � . . . � -. .. � �. - . . � �.. .'` . . . .. ' .. . � . _ . - - _ . .� � _. . - , � - . - � . _ � � - ' � � � � - - : . - �_ - �. . _ . . . , _ _ . -.- . _ - . . . , . � .-t . . . _ � . _ . . _ � . . . " . � � � � . . '- _ . _ � = i.- - � - � - - . � - � � � - � . ' �, , ' � . � .. _ , � . - � ��. .. . . . � .. �- - , - � � . - - � . _ _ . - . . ,- . � . . " , _ . . . . . � ... .. , . . � � ' . / �. ..�- � _ . ' � ' ' � - � , . . . . � �. �- . . . � . . � � - �i . � • . . - . . ' � � , . , . � __ �. ..- � � � -- . . / � � - . .� __ � -. . .. -; .. . ._ . � . � - - ' � -. - .. _ , . i - �= : , ' CONSTRUCTION TESTING LABORATORIES FIELD REPORTS ; � _ ; ; � - - - _: - , , . - , - � - . _ , . . _ _ _ _ , - , , _ � _ . , _ - � _ _ � - . _ - - ; .- _ � _ _ \ , .. , , , - _ � ; _ , _ , � � - _ � -- � __ - , � �. � REr�OR; MAY 0 1 1997 C0�ISTRUCTiO�V TFSTiNG LASORATORlES, INC. ��C� �� .�-- �; � 10111 South Tacoma Way, Suite D-7,Tacomo,WA 98499 .•� Telephone (206J 588-0805 ' 'e�206�588-0928 Faaimi : �`J�LL� INSPEG�lON I�EPC)�?T P�� o� 1 Client: M.A.Segale, InC. Oate of lnspection: Apn! 28th,1997 --------.........-�-�------------ Projecr: Cedar Crest Development Permit No.: N/A P.O. No.: N/A Address:3rd Avenue East, Renton Job No.: 9150T��w� Contract No. N/A _ _.�_._--------------............... Contractor: Clle�f Report No.: 08 Project No.: T-0682 ------ - _________ -------------- w<.>-... ...:. . - � ._�.::.�::. .. .� �.,,.��,��:��-:.�� 1 arrived on the jobsite to perform special inspection and/or field testing, for today`s scheduled in-place density testing. Upon my arrival, ! met with the client project superintendent. A!I fills have standing H20 and the soil is over optimum moisture. Therefore, no density tests were performed. C�eo Enc�neers MAY t 2 19�? � � ..��a�g ---,-------- �---=_-� - ------------- Weather: SHOWERS Inspector: D.SMITH/fmd .._..__...-�--------�-------�----� -�--------------�----�----------------�---...------ -- �� F,e�D.F,w � � Reviewed By: n"':J�� ! I�;�Y 1 2 ��7 CONSTRUCTION TESTiNG LABORATORIES, INC. �5��=� a`',��' 10111 South Tacoma Way,Suite D-7,Tacoma,WA 98499 Telephone (206) 588-08Q5 Facsimile (206) 588-0928 . ::: FIELfl �NSPF�TlC�11{ l4EPf�R� _ ; p�� Client: M.A. Segale,InC. Date of/nspection: M8y 7th,1997 Projecr: Cedar Crest Development Permit No.: N/A P.o.No.: N/A Address: 3rd Avenue East, Renton Job No.: 1950 Contract No. N/A Contractor. CliGnt Report No.: 09 Project No.: T-0682 �..�____�___. __.__- --------------------_-- =��=- -�`�:'"��,-z .:�;;�.-��'�--�---��:=? 1 arrived on the jobsite to perform special inspection and/or freld testing, for today's scheduled soi/s in-place density testing. The contractor was working north of MN#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. C�eo En�ine�r� MAY 1 5 199"l =�=��--=- r----_--��--==_� -------------------------- .�.�.�.�.�.....�..�.�,..��.� . .� weamer: FAIR - 60°F 12:00 HRS. Ins ector: CARLSON/fmd ---.....---------�----------------�-�-----�'��-----------..�------------ p � . ---------------- - ..._ cc: Gary Henderson (GeoTech Engineer) � ...-- �---�---.._.._ ... ----�-----........_.__... ------�--------------� . . F�w.mv- �wu+e: F•rosa2. --------• ReviewedBy: � - �� _ _ -- � .1G1 a• MAy 121997 � CONSTRUCT/ON TESTING LABURA TOR/ES, 11�C. �ssuE� ........... ..... �...................�..,..............F....,......�........�.....,vruy..�.Y....v..K.�.w...v............,....,.............,..........�...N....,..,..,,...............�v..�....�...,�..�...x.�.w�.�,..,�,.�..r,n..,.....,N.;.�....�.......Mw.�.�....�...�...�....�....V...�.,..�.M�..V...��..�..�....�..�...... ..................... . . ................... ........ ....... .... .... .. . . . ....... .........,.„.......... .. . . ............ ,.., ....... . 10111 South Tacoma Way, Suite D-7, Tacoma, WA 98499 ..,:,. .,• :. :,,..< „ Tel. No. (206) 588-0805/Fax No. (206) 588-0928 . ..:. :.... ........... >:..:. ...... .....: : ....:.:..... .. ..,... ,.. .�.w. ..,.,...: ..,: ...�..>. T....�, .:<.. a•�.,... � .�,F,.,,.,. , � . , '; IN-PI�ACE DEN$ITY TEST RLPOf�T ' '' ' , , ' : ::::..�.:�. : ��•.•�.... �:��:;,, � ,:':+�.. � . �� :>•.:. �. �. .. � ��. ;�. . .... .. . .. .. ,,a„�.ovswvv�o..ti...vo>ra.>rarTs�wn..�.vw.anv.,,rr.var».w.v•»arwvu.*aw»rrrrxwtr�r . u a,wa ur . . .. •:.;�. . �:.�.�. :::�::�. ,:��., ::::. ...1:�: �� ... . .. . . ... .. . . rcaw.:a+M. '3 . .. .. . �.... � ' ..:�:,_:�.�' ,, ��`r �i ::::'�.:: . _. ,. . ...... . . . .. ..... . ... .. 'ti+kivxv>i�v CLIENT: M.A. Segale,..InC�...................................................................................................................................... DATE: May 7fh, 1997 PAGE: 1 OF 1 ............................................................. ............... ................. PROJECT: Cedar Crest Develop►nent PROJECT NO.: T-0682 REPORT NO.: 09 � ................................................................................................................................................................................. ................................................................................. ................................... PERMIT NO.: N/A JOB NO.: N/A ............................................................................................................................................................................... ......................,.,..............................,............................ ...............................,....,............ ADDRESS: 3rd & Edmonds, Renton CONTRACT: N/A P.O.No.: N/A .......... ............................... .... ........ ............. ....,.. ... _ ... ........,.,. CONTRACTOR:CIIC'11t TECHNICIAN: G.CARLSON/fmd ...................................................................................................................................................................... ........................................................................._.............................................................................. IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAX/MUM DENSITY TEST METHOD: ASTM D-1557 ..:,,�;..:.�.:<.,:.::: .:� �.�o:.K � ...................:�;;,:........... ................ .t � � ,..:.... . ... . . ,rt:,.: ». ..�...�..�:�:A..;•, .<.�:,....:::::. ,.,.. ...... � ,.�....... . . . ri� .. ..��......M.,....�.�..:�....�.........:�.... �� .......,..... < � :...:: . ;> ��.<;::,:,.>,. ...>-�->:. _.:. :..::..:,.,.:.� .. :.. .,:�:.:�...,.�....:......:....................,.,..............., .:......... ...t.........: ........... . . . . �:.:.. : , . .. z. ... �a... ...... .. ...t. �< . :� .. F �.: _ ' � � ; : � P�'R � PERy � COM• ' ' � IELL� DENSITY LAB CURVE ` , ', : � ; . � �rEM � r�sr : �.Ae _ ..�. . � �. .:.�.� � ` � ' LC�CArT�C�N - CURVE� . V�.BS ' CU.�'ry �ENT y .>DRYWT. C)PTIMUM C�NT � PA�CT ; NO � Np : :ELEVATlO1V ' � : ; � _ M�1ST» r i COM� °r6 ; # ; : :� � NU W�'7' DRY � #1 C�. WAT�R % s p T � 'R � , � UR� F � AG EG? > : ,..... . . ..:: .>::: ....::.:.,.:.: ;:.:.:�..:,..:.:::. ...r ..:.,..::.:..:.:.:.:>. , ....,:: .. ....:>:... .... ��. ...�.o....M.� ..,.��,�„> .»>...� � . ... ,.,...... N ... . . ..., _ .:. .... ...... .�. ; 01 ; 33 � -2' Road fill approx: 100'south of MH#13 � P 1 ; 124.0 � 109 0 93.8 � 110.9 i 17 D � 98.3 95.0% ,. ... ...�.......... ...�..................... ............ ............................... .................................. .............. ...................... .................. .................. ...................... ........................ ................ .................. . .... . ............... ..,.. ..�.. ...�.. ...... ..... .. .. .. .. ...... .. ' ` APPROX. 200'NORTH OF MH#14 � � .;........... ;.................�,....................................,.. . ..... .. . ...., .....,.. ., ........ . .........:... : ................................................ . .................................. ..f........ .. ...........�....................... ......,............................................................................,................ ...,...,............... : ' 0' West of road center line P-1 117.0 ' 107.0 9.3 110.9 ' 17.0 96 5 95.0% 02 � 34 , -3.5 5 } .................... .. .. ...... . ....... ..,. . ... . .... . . ..,............ .. ....... .._.:. ........... ..... .......... ._..........:. ...... . .........._�.�....�.....................,... . ....... ,. ..... . .. .,.. .. � 03 35 3 5' 75' West or road center line " 196.0 � 105.5 9.9 " " 95.0 " ............... . ................................................................................................................................. ............,. ........................................ ......................................................................... .......................... ............................ ............................................ � � APPROX.250'NORTH OFMH#94 � > ;............................ ...,.................................... ......................................................,....................................................... ...................fi.................................................. ............................................................................... .................... ....................... ; 04 36 -4' 100' West of road centerline P-1 h 198.0 105.5 11.8 110.9 17.0 95.0 95.0% :..............�................. .....,,................................ ..................................................................,..,...................................,.,.....�...................�, ......,........... .................. ....,................. ........................ ................ .................. .......................... . ...... .. .. .. .. .. .. . ; 05 � 37 � -3' 75' West of road cenfer line " 6 123.5 : 9 90.0 12 3 " " 99.2 " > ;, _ .. . . . _ .... ...__....._..............m..... .._. ....... _.. ... _ .,. . ... ..._..�_ ._....... .. _..... .. .......... .. ._ .... .. _.:.. . . ... . .. .. � :: 06 � 38 � , , ., .� „ „ � -4 200 Wesf of road cenfer line '� 124.5 109.25 14.0 98.5 ;......... ... . ........................... ...............................................................................................................;......,...........:.................,................................ .................................................................................................... ....................... . ..... , ........, > 07 � 39 -3' 200' West of road center line � " � 120.0 107.0 12. 9 " " 96.5 „ ::.............: � .................................. .............. ...................... .................. .................. ...................... ........................ ................ .................. �.....................................�. ...................................................................�........ ...'... ..�.. ..... ...... .. .. .. .. ..... h �.................� . . � : � •: , .................�.................�..........,...................................,...........................................................................�......,......................................,....,�,......................... .......�.......... .................. ....................... ........................ ................. ...............�.. i: 3 } . p '• r . � � .: . . ....... _.. . . _.. . . _ ......... . . .. . . . . . . ..... . _.. :� �t _. _. ,_... . ., ..........._........ ......,_.. _ _.....,... . ....... • E � ; � i. , ,.,...,.. .. .. ......�...... .. .... ... _.. .; I x a '...�:.. .:.::... �.::.:�:�4.:��.�.�:��.n»� �.n:.r::.v.:N.n....ri:.,v.vr�.ru�r..v:,..w.vx.n�.�..:hn�:.��w�.;.;.�w.w:.vew:rw�H.s�:a.ws...r.wr,n.:w.<ven.....:�iwxr:..n.wrxm.wx.�.ow.. �...x...K.,kw:xnMW.t�. .a.. Y.svw�.W...w�Mrxw �wr�w.�uwWxaw.:v�+��wwa•w�rxwww�rwwrrx+aa�a..�•..wws. .r. . :N�� , . , . . .� REMARKS: .................................................................................................................................................................................................................................................................................................................................................................... ........................................................................................................................................................................................................................................................................................................ .......................................................... �eNsrrv.Frw Fi�eName:....aroset.00e.....................................................................................................................................................................................................................REVIEWED BY:..... ....:; •T��.�......................... / CONSTRIlCTION TFSTING LABORATORIES, INC. ;� 10111 South Tacoma Woy,Suite D-7,Tacoma,WA 98499 4; ,_ �� Telephone (206) 588-08Q5 Facsimile(206J 588-0928 �fEL#� �iV SP��l�J�l R�'PQRT ��g� � _o� �::;: Client: M.A. Sega/e,InC. Date of Inspection: May 12th,9997 Projeci: Cedar Crest Development Permit No.: N/A P.O. No.: N/A Address: 3rd Avenue East, Renton Jab No.: 9150 Contract No. 11!/A Contractor. Client Reporf No.: 10 Project No.: T-0682 - ---- --:- — -.—� --------------� �7'�"�+"�'«r''�'"�`�-'{�':ti.�e«��-✓��r�,�'G.�,��?u,��,,.�'"�'�:.��'�_ .,. - . c�c o� . . .a% . �-'"-.�-�.*�'�-."'C9C,'�".��s��'4 ! arrived on the jobsite to pertorm 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.��M �� CLEAR /nspector: D. MITH/f d ................-�-------------��--•--- ------ -.��--------- —�--- - ---- cc: Gary Henderson (GeoTech Engineer) Gti/ ... .. .. ....-- --- --�---..._- -.._.._-----�-----�-------�----- fl�.Fr RCF H,u,e: F-rosaz.o�o � Reviewed By: CONS � RUCTI�N TES�"ING LA64RA TOR/ES, INC. ..................�,.......,........,............N.....,.....r...,.,....,..........,.....,.,,�.�..N..,.....,........,..�..,.....v..v..,.,.,..ri...............,...........................................,.,..,.....�.............,.v...,...Y..�w 10111 South Tacoma We Suite,..�.v_;,,..h ,�Mx.,. . ...... ............................ ........ ......................... .. ,.......... ......... . . .......................................................... , , , .. .................. . . . ,,.�.• . ,.w..,....w,..:.,,:....:,.,•.�:, y D Tacoma WA 98499 Tel. No. (206) 588-0805/Fax No. (206) 588-0928 ,::. .. ..r.;., ,.... .. . , „�,�.,,,�.,,�,..�„ ,:.. ... _. ..:,........... ._ ...:. ........ ,:.. .,.:.: ,..,:. ....,� ,..,. �. x a , ., �.-.,� ....�.na ..,,. :i IN-PLACE DEpVSITY T�ST R�P01?T ' ' .: ; :. . '. ` : i ,, : ; :: �::.�:.. ..::v: ,.�:::�.:.........:::', a: .'.�:;�.. .. .....> ��.:.::�::i� .�'�:��'�... ::.>-::.. . '.� ',�,.•,� . .....::�. �......}vT.�1 .T......WT.h h .fY.Y.A.�n�n�V..r.V\.h:1,Y.•NW�.R�h}fYhFJ.J..r..,�}I.'V�Wti\V'>n\hVA?V.1V1ViWhVNp.'MV.WhW%NYiNiTN�VY.YNT"Iw.VJ1VAV>TH•rili.R!\.•:Ny:MN:V:WOTh'�YNT%?iOAWIYNN Y.'V.VMIV�AVtiV.'v� CLIENT: M.A. Segale,. 1f1C... .. ..... DATE:..May..17th,9997........................................................PAGE: 1 OF 1 ..................... .........................................................................,............................................... ............... ................. PROJECT: Cedar Crest Development PROJECT NO.: T-0682 REPORT NO.: 10 ........................................................................................................................................................................... ................................................................................. ................................... PERMIT NO.: N/A JOB NO.: N/A .................................................................................................................................................... .................................................................................... ..................._....................,..,...., ADDRESS: 3rd & Edmonds, Renton CONTRACT: N/A P.O.No.: N/A . .... .. .. . _ .. .............. CONTRACTOR:Client TECHNICIAN: D.SM/TH/fmd IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAX/MUM DENSITY TEST METHOD: ASTM D-1557 ' :�N..�:.. .:,..... :...• .,..<, ,. �. , ............................................ ..........:.r:.;.......;..... > .....\. .....1TF..r. .....TR+2 '+[A4"'«...`ih.bN. . . .Wi �.�:�•n:.+t..•s�:.;.x•:... .;:...;:....:•...i. zEa xx t� .........:0... ...,...\2.... .....�.. ........T.11....`.�Sg".»..:^f�....... .. ....3......!5...) .."PS'.:......,>, ..,.:. C.:Yt'• .Y..... . - i i .r;.5i+vcR..,..�v�,w..��,,;¢oiyT..'•;v,r .. _... f y": . �..... ..... �.. �. ..,. . ....... ... . ...�'°3��.':4. ........ . 'E... n^tiS''u"� ."k' .��::. s:� K __ s_ ? .,. ,.: ,.:E i r ! > C,1� ; ..� H J � � '� � _ ` : PER � PER- GOM-�� < � �FIELD DENSl7"Y � LAB CURVE � <ITEM � TEST � � LAB � . �_.M�,.. CENr P� ,�.. �:.<.,...,_,� .. .-� C�NT PACT `I N0. � NO. � ��-EVA7"ION � ' LOC�UTIC�IV �CURVE� vM..L85 ..CU.FI: � ORYW7", OP7'IMUM � CpM- % � , � � MOIS r � ; � � �NO � WET � DRY' � UR� �, �#/CF � WATEf� % � AAGT REQ�. ` : .��. '.:::: ... . ....�..�.:..�.. �.>....�.. �.�. .r.. ♦..�:.nwr.5 :i VT.......' i .�r�)'�.%T.'tVtYn'VX�Yn . .»w...< ) .�..SM.vIn[.. .�...in A1vVMh.Y�.Y.Mn.'i5 ......NIVIJN nw.+uP.w.wW.. .. ..s.�� vs ro:av .�aV..m.vrw. .rn[ .o.�.Ho ..aVto.�JM•WNYIW I ., n r�... �.r...., �..�., � . ' ,�l.,a.' .�. . < ,�:,. � AREA SOUTH OF CB#15 .........................*.................. . .....;.........................../............................................................................................... .................................................. ...................... .......................... ............................ .....................................o..... ' 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' Wesf, 60'norfh of NE corner " 115.0 � 107.5 7.0 " " 96.9 " _ _ _ _ _.. .. .......... ..... .. _...__�..._......... ..... _.._ ....... :' 03 42 * 40' Wesf, 20'south of NW corner " 114.8 106.9 7.4 " " 96.4 " ;: .. ................. ...................................... . ................................................................................................................................. ................................................. .............._....... ............_...._......+_....._.................... ................._......................... . .. � AREA NORTH OF MH#1 � ............. ................ ......................................... .............................................................................................................. ..................................................................... ...................... ...........................�............................. .................... ....................... ; 04 43 -3' 20'North of MH, 40' wesf " 114.5 103.1 11.9 110.9 17.0 93.0 90.0% � 05 44 -3' 30'North, 20'east of MH " 114. 1 102.4 11.4 " " 92.3 " , . _ _ ......,..... .... _... .. . . ......... ....... ......... ...... .... ...... .... ............................................__....._...�. ... ; 06 45 -3' 25'North, 80'east of MH " 114 4 102.9 11.2 " " 92.8 " .... .......... ......................................................................................................................................................... ..............................................� . .................. .................. ...................... ....................... ................ .................. i �........................ . .......................................................................................................... ...........................� . .......................................................................................................................................................................... ...................................................................... ....................................................................... . ... ....... ................. � � ..... .... .. . ; � i . . � _ _ _ . ... ... . . . .. ... .... .. . . _ p_ _... . . _ _ _ . . ._ . � . ... . . ........ . �:•.>x�.n..w�v.::�::n:.:..;•;;...•::::v,v.r..ri:....o u:iJ.osi:ntifvA/n�:vn•.tiwa�c�Yw*Y.vYaxLsxws�.oias�[anYYwV.iti�:�•AMNw.�.S•:+•:a�roaxw.�n::...O.wYw:"+wx.:�.4.::.:w.wif%•rx�.a:v..:iqw:�nT:wqa:� 'vn�.S.a:n >vir�sn�•r.•:v .�sMX �Vartvnucwas+� �:+wv�n»ca<wNKis1�MYM�MIars%�M'�M•�ea[• .' ' rn:5WlW�sw�s.: REMARKS: "Approximately 3'above existing grade. ...................................................................................................................................................................................................................................................................................................................................................................... ..................................................................................................................................................................................................................................................................... .....�+"��.•'.....................,..... �. DFNSItYFTW �j�NAme: o-roee:.o�o .�,: REVIEWED BY: ............��..� ................................... � �L�i V I i : 1 �1�;Y 2 1 1997 CO�lS�RUCTlON TESTIfVG LA80RATORl�S, 1NC. �SSU�� _ ,,,.� �cj 10111 South Tacoma Way, Suite D-7,Tacoma,WA 98494 a• � Telephone(206) 588-0805 Faaimile(206} 588-0928 �� r�S�� E�O�� Page 1 flf 1 : c�ient: M.A. Segale,lnC. Date of Inspection: May 15th,1997 Projecf: Cedar Crest Development Permit No.: N/A P.O. No.: N/A Address: 3rd Avenue East, Renton Job No.: 1950 Contract No. N/A �� Contractor. Clierrf Report No.: 11 Proj�ct No.: T-0682 ��{��-. � ,��--�,•. . . ..�.:�..<:.�:�- . __.-:Y� I arrived on the jobsite to perform special inspection and/or field testing, for today's schedu/ed in-place density testing. As requested, 7 each in-place density tests were performed on the compacted �, borrow frll 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. A/l fills appeared firm and dry. T,..� �...�. weather: CLEAR lnspector: D.SMITH/fmd ----�------�----�------------------------- - --------- ---- ----------------�---- cc: Gary Henderson (GeoTech Engineer) --�--�--------�----------------------.....---�-- -----'--- Reviewed By: � RELD.FTW- F7LENAME: FTD6d2011 __--- -._-�- ------.-.--..--�--- REPORT CONS � F?UCTION TESTING LABORAT�RIES, INC. MAY 2 1 19yr ., ::.� ,:.: : :: :: :::.:.::::::::..�:::.�... ..::::,:.:::::..::::�.�............:........ ;;;::.,:::.:.:::: ::::.:::.,:;:::.:::,:..:::::.,..................,.....:.�..:......w......A.y.v.�..w...�..:.v,....::...:.v:�.....:�..y.,...N.:. .. wm.v...�.w .. .,.:.�.�:.:..::::. ::::::::.::::;.�::::::::. ...... ... ........ ....... ......... 1::F.�,,,:�,. . . . .�w.w.w......:�.....H..,. 10111 South Taconta Wa , h+t�9;�Tacoma, WA 98499 Tel. No. (206) 588-0805/Fax No. (206) 588-0928 , ,.:.:,.. ....:..:::.,.......W...::.:..:.... .,. .:.. ,,..,:.,,... _ _ � ,,.,:, ....::. ..,:,. ..::.. ........ .... :...�. ... ,..,x: �. ...,.: �....... ..,.. .,H .. .... . � ,rv..� .� 1N-PLACE D,ENSITY TEST REPORT ' ' � ..... �,..�,:�. .....::,:::. �.:�.:�::•�. :,.�:::. . . :..: . : � �:�.. ..�..::> ..,,.:,.:... �;,.�..�::.::::..:.... ........� .....,... ......... .�....,....a:.oa�..aa.> x»..»..rn.v.wv.a.wr.........rn...... ....,.a..r.,r.,..o...x...w»...•..wvr�wva+>.o.a.onwx..w.vxarx�wrxaw ..� .�.' �.. .:'. � .' �. w�� CLIENT: M.A. Segale, Il1C. DATE: May 15th,1997 PAGE: 1 OF 1 . . .............. ................................................. ............... ................. PROJECT: Cedar Crest Development PROJECT NO.: T-0682 REPORT NO.: 11 PERMIT NO.: N/A JOB NO.: N/A . .. .. . ......................................................... ................................................. ADDRESS: 3rd 8 Edmonds, Renton coNTRACT: N/A P.O.No.: N/A ..,, . ,.. ,....,... ..._........ ... .._............... CONTRACTOR:Cllellt TECHNICIAN: D.SMITH/fmd .................................................................................................................................................. ...................................................................................................................................................... IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAXIMUM DENSITY TEST METHOD: ASTM D-1557 ..........:...... ......;........ .. ......... ........ >..�:..v.,.,•:.,,� ,:a . ,:,... .�:....., r,� _ ......... ..�.....>� �.,..sM.e.F...a .... �..o� �.. . .r<.�,:...::<w < >. �..�,......�..;�..;:.... .+o. x ..�ss�nn.xz�*t.r. .:,, a+.g...... xe+:�?,.....,.... .. .ax+r�..�n+.:<,....:.... . ...... ��..�:.>;>;;..,.v.,,.,,F:��....r�� :�•>�,�..-.:-;..,-,:n•»:rp:.........,,:::.....��.�.,. ;......... . `,..:.\ . :. . ..:........:: . .... `:...,,.... r6w:3 T"' .:,: :... .�: :^.:. . .`.. ..,.` . ... . ....... ...... .. ..#,:. . ...... ... t%a:/i: `x.-'t3...SQ .. >�!�.,,�,�A ; , ' ; ` �L � � COM� ,� ' � � ��IEL.D DENSITY PER � �,AB CURVE � ��R � . ,,NO ; NOT ; ��EVA7"ION ; ; I..C�CAT,IC�N ' i GURVE� , �LBS. CU.FT � M ST- � ARYW7"� OP7'1MIlM ¢ CUM� � PACT € ` ' � ' ' '' ... . . s Nn. � UR� `. # TEf2 0 � ; ', WE7' ORY � � !C�' WA PACT � REQ � ;; a . F . x � � ....>�a.vw.n.' ...•..<.�w...q>:a:v»av.....a,.�.�:..�..... �,v,..ra.�iayo-»i.ana.nr....�aK.;. . ...�ca.i.i:ww.�x:.S.:J r:::�: ._:>...�. ...»!! .......:.;:� : ......y.;.. � ...1..':�� ....:.i. l........� . .�::..:. .. :�:... . ...: .>. ... , .. . ' . c. � � AREA SOUTH OF MH#15 � ; tl �.... ....... �.................... .......... . .......................................................................................................... .............. ...................... .................. .................. ..................t..... ........ .. .. . ...... .. .. ..... ...... .. . . . ... .. . ... .... .............. ;; 09 � 46 � +3' *' 150'soufh of MH#15 & 20'easf P-3 194.0 i 106.4 7.4 110.9 I 17.0 95.7 90.0% ,, .....s........................................................................................................................................................................................................�.................,..... ..................................................�.................................................. ....................... < 02 � 47 � " � 975'south of MH#15 � 50'east " 115.5 107.4 7.5 " � " 96.8 " _ . . _. _ .......... ... ............. ..... ... ,.. �.... ... ... ..... . ......_.... . _....._x....... .. ..............�.. ,. ..._.�_.......... ..... _.._ ............. � .... .. .. . .. _. _. �. ... _ , , . .. ;! 03 48 $ " 200'south of MH#15 & 10'wesf " 116.4 ( 105.9 9.9 " " 95.5 " ...... ................................................... .. . . . . . . . . .. .... .......................................................................................................................... .................................................. ..._................. .......................... ............................ ..................... ...................... ' „ , , ,. „ .. ,� >;I 04.....,....49.....�.........................................210 south of MH#15 & 50 wesf............. ...... .............. ...�.�4:9.... ..106...�.. .....8•.3..... ...................... ....................... ..95.7.. ........... . ..... .................................................................... . .., . .. .. ...... . ,. ...... ..... .. .. .. ... ..... . . .. ..... . . . } NE CORNER OF PROJECT SI TE ,_.. ........a.............._>........................................ . ...................................................................................,............................................. ....................�...................._.............................. ..........................�............................ ..................... .._................... 05 � 50 � +4' ** 50'soufh & 90'east of NE MH * P-2 123.9 194.1 8.6 125.0 11,2 91.3 90.0% , , _ __ .. . . ....... ............ ....................... .. ... ...., ..._... . .. ..... .............. ................ ........._...,........_. ......._............::.. � ...................................__.............. ...... ...._....... ....................... > ' 06 � 51 x " 150'south & 20'easf of NE MH * " 124. 1 115.0 7.9 " " 92.0 " < _.. . �...__ _; _... .............................................................................................................................................. ................... ................................................. .................................................................................................... ....................... 07 'y 52 € " 300'south 8 10' wesf of NE MH * " 124.5 114.7 8.5 " j " 91.8 " � ..�....... y ....... ... ........................................ . ..............................................................................................................�...................�...,.......................�.............................................................�...........}..................�......... ........................................ > . .. �$ � �. . ..............................5..........,..............................................................................�...................................�......................... f .............. ....................... ................... ........�...�..... .................�..� ........................ ................ .........�....�... � Y.� 4 ` ..'.. i. Z $ I ��. � �} . . . . . .., . .,,..,...... . ......,,,. . ..,..... .... . .. .. .... .,. . ,.: ,. ... �... ..,.... .... . .. .. ,. ...�......... . ........ .,. ............. ........ .. ....... t ti � ' , I . . . . . . . ' r '� ) : .r.o:,..v.vx.w..::.� n.....:. • .•r:..:.,<::,.:.<a.w�awr.rw,..r.x...rxa:v+.•x•r.r,....:. :...:vaY.�.uoesawiows�.00�o.rw«nn..+v,:ans�.�£�..,:...�,.o-.:. h-:.. ..... �..,:. :•.:::•.:..:•...:nv.-,.s,w..:..::..n. .�.-u.:..o>.vm:.:nx.o.omvr»r.wna.w:v�.nx�o�awwa.vnco.�ar.•r.<•nx•.•:.c:vw ... . . . :.::,... o� REMARKS: " on exisfing bank at NE corner of project along Edmond Street. �O�CO� ..................................................................................................................................................................................................................................................................................................... ""Apprixomate elevafion above native subgrade. � a� ..................................................................................................................................................................................................................................................................................................................................................................... ........................................ .... .. �ENS�TY.FTW/FRM FILE NAME: O•10682.011 REVIEWED BY. ...... ............. ................................... II MAY 2 9 1997 , CONSTRUCTION TESTING LABORATORIES, INC. iSSUED ! � 10111 South Tacoma Wa Suite D-7 Tacoma,WA 98499 � , ;;�� Y, , � Telephone(206) 588-0805 Faaimile(206) 588-0928 <.:<>; FIEL� INSPEC�"l�l�` REP�RT . Pa�� ot � .:.... . ... ... . .:.:....:....:::::. ...,..... .... ............ ..w.«.......................v......�.......�.�.�.,.._.w�.�._....,,�.v.�.................H�.---u.r...�..�..,�.M.�.�..N....r ..... . .. _ _ . , Clienr: M.A. Sega/e,l nC---------- ------------------------- --- ------------- --Date of Mspection:.....Mey_20th,1997.._. I� ............--_.- -. ...............�- � Project: Cedar Crest Development Permit No.: N/A _..----�-- - -�. ........... .�-�-��-------�----�--�-� �-..._..---.........----.....---------------..._._.._...-�-� --��------......_........-------------�----��-�-�--�-----�---�--------- P.O.No.: N/A 'I address: 3rd Avenue East, Renton Job No.: 1150 �-�------��.............................��-----�-----...------------....----�-----�---�---....---..._.__.....------------�---�--- .....----�-------�---....._.._.------�-------�---�----...--�-----�--- Contract No. N/A ...._..--�.........................................................�------..............._.....---._.....--�-�--�--�------�--- -...........-�------...------------�-----��-- --.......---�-�-�---... Contractoi: CIIC'�t Report No.: 12 ProJect No.: T-0682 ------�--..-..��-----�-�---�--------------------.._.--��---�--.._.....- -._..------�--- ��>�--�-----��-----�--: :;>.:�.�:.�,��..�..,>�:�:t-,.M::, .,:��x . _, . . �� .��.��n;� l arrived on the jobsite fo perform specia! inspection and/or freld testing, for �I today's scheduled in-place density testing on the compacted borrow fill placed , throughout the project. As reqc.�ested, �� each in-p/ace density tests at random locations for the above areas around MH#15 and MH#96. All density tests performed exceeded the 90.0% of the maximum density requirement, as per attached copy of in-place density tests report. (�eo En�ineers ,�a,,y u c �:� � .a,�� .--��.��------'� -----� �+ --------------------------- weat/�ei_ CLOUDY Inspector: .SMl TH/fmd ....... .............................................................�----..................._.._.....- ....._.. -. . ......... �-......_... ._ _ cc: Gary Henderson (GeoTech Engineer) � - - � . . ..................................................... � ........................�--�-��--�-��-�----- f,E� �,. - FKe N�e: F-msezor: �� Reviewed By: _ � �� MAY 2 9 CONS ► �UCT/4N TEST/NG LABORATOR/ES, INC, �ssuE� ...ti.n�.�..n.n.n��.v.vmv...n...n...........m.�n�.n.....h.�..�.....�.�....ti.}n.v......��.�.�r.n..sr.n.n N.�.n l..0��M..v.�........�..�n...�..�....�..�....,...�................................�.........�.........ti n...�...................��.WIMNN�.v.4M.Y•»nwM.h�wH�.�.vux��•.xv.Y.V.Y.NNW.W.•n.nww�wv.yMwnW.�vmv.v�wnh�.�.vx.�.v.v.MHw/.wiX.M..�...�:inw::... .... .. . .. . .......�........... . ...........��....... ............... .... ....�. .. ..�....�.� ..............�i....��...........�..........................�...�.............................,.....� 10111 Soulh Tacoma Way, Suite D-7, Tacoma, WA 98499 , ..,..... ,:,..:..., .,..r,..:. ...<::. ..,...... ..,.:.. Tel. No. (206) 588-0805/Fax No. (206) 588-0928 ... ...:.:....:... .. ...........:....... ....... . ......... ...........:, ...::..... :.: .:::.::,::.....:. .,�,�„w.�.:.w,.:�..n,....:.�...,:.�,...��..,,.h�:,......,u,,.n : , "'. ' ; , .,.... ..». .,.x .... : � , IN-PLACE DF11�SlTY TEST REPORT : ' ; ....n�:. .:�.�.�.� n. . h�:�� ....n:�. ..n..n..�..: ..� :..:..' �..��;:. ....�:�:�:�.. . .�::• ........:' .�...��..•�� .�w.»tk hn��.� .��.....1" . ...n.... ......n..�}.VA•i:NCWA1'�ihiVliV.W}:ViVN.W.U�W.tiVAtiWYJ+hYh`TtVTT\MnnV.�w��.vW.h�.xwt.rY.vmti .n..n�.M�Y:ViW�1V.NV:V•V.4.�wM.•iMwM�'AH 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 8 Edmonds, Renfon CONTRACT: N/A P.O.No.: N/A _ . ....... .. CONTRACTOR:Client TECHNICIAN: D.SM/TH/fmd , ....................................................................................................................................................................... ....................................................................................................................................,.................. IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAXIMUM DENSITY TEST METHOD: ASTM D-9557 ��xa.z e.. i. .y. .. .......... . ..:, . .;,�:•:.:.::.,• ..K� .::•::•:,.:. ..... .::. � .:..;;..,a,:��.>,.:..,n.�Rmc�x:a:�+t•• .. • .,:. �� , •::::.:.......k;::.,..,.....•�?.::@•`.:KS�'.•:5.....k4 's� ::�:�.. ..:.. .}{....fiF•`.•:.`�:Y2•�,:$;x�;v;:is?.;... .. ..*.. .. .,3• �:.�.:::. . � -�:: -:.;...:. ...:.:.::�. ......�:� ��s. .. ..... .. ..... ....... .� "�'.t.��.?'Z�....... . . i . . t ; .. � _ � P�R � ' � PER �.:�COM- , � , > �IELD DENSl7'Y R � LAS CURVE f 6 ' ..�.::. . .. 1TEM TEST � � : LAB ..: ., ,..... ...:>� CENT �....: . �..:.< . ,.... < ....i € CENT ; PACT ' ; � � ELEVATION ; � ; LC�CATION ` CURV�. LBS. cu.Fr, � S a�Ywr OP7'IMUM � � ; NO. = N0. � ; � MO/ST- � CpM 10 � � � ` Nd WET DRY '� UR� � #/C�' WA T�R r £ PAGT REQ < : , � � .....�.1:<..�.�...o.,,.::.�..�..>.,..�v.;,r,�..,..�..,wu,<..��..�..t....�:........��..w..�......x...,...',;:�....�.:...:.....r..,�....,.....,..�.;:.�.::,:..,..�..,.:.,.��..,:..,..:..:.:'.::::..::.:::.:.:: ...::::::.....::::.::::: ..,.... ::.: :::.:::::;>.::....::,.:..::.:;...,:.,..,.r...,.:,-....,:..:::.,..�.:: ....,....:...�........,.:.;.:: .. ,..:.:.. ... ..v.....,.,. ......,,..w.w. u �. ... . ,.... � � ..::::, . �wk 0 I 09 54 - 7' * 60'north of MH#95 � P-2 � 924.4 : 9 93.1 90.0 125.0 ; 11.2 � 90.5 90.0% ' ....................................... . ...........................................................................................................�..�...................�...........................�...........................�.................. ..........................f............................'.................... .......................� ; 02 55 " 20'north, 20'east of MH#15 " � 928.0 ; 113.3 13.0 " ' " 90.6 " : �................................ ........................................................................................................................................................ ...................,...........................:....................... ...,.............. ..........,,.......... ....................... ................ ,................. � 03 46 " 120'north of MH#15 " � 926.3 ; 114 3 10.5 .... " . .. . " ....... 91.4 .. .. " ' _. .... .. .. ........... . ._. .. __. � ...... . ...,, ,. ,.. .. . ' . . .. ;.. . . ; 04 47 " 150'north, 20' west of MH#15 � " � 126.2 ; 9 95.6 9.2 " � " 92.5 " �.............. ......................................................... .............................................................................................................................................................................................................. ..........................:............................ ............................................ = 05 48 " 20'north, 30'east of MH#95 � " � 926.8 ; 197. 1 8.3 " ; " 93.7 " .......................................................................................................................................................................... ...................�...........................;....................... ..................................................:.,...,............................................ ....................... � 06 49 " 50'north, 90'east of MH#15 � " � 127. 9 i 1?4.4 99.1 " ; " 91.5 " ........ ....................................... .....................................................................................................................................;,.........................:....................................,......... ..........................a............................ ............,............................... ...... .. ........ . � " '` 124.9 : 193.4 9.4 ,• : „ 90.7 " � ? 07 50 " 900'north, 25'easf of MH#95 � ;� � ..... . . . ..... .. ...._ ..... ._ .... _. .. . � 08 51 ' 40'south, 20'east of MH#15 � " � 122.9 ' 112 6 9. 1 •• „ 90.1 " � �............. ....................... ........................................... .......................................................................... ................ .... ......�.........................,....................... ..................................................,................................,................. .......................� � 09 52 " 100'south, 30'east of MH#15 � " � 926.0 : 115, 9 9.5 " � " 92 1 " .............. ................. ....................................... .................................................................................................................Q...................^...........................>.............................................. ..........................ti.............................�...........�...................�............'. ; 10 53.. � ................."................. .100'south, 50' wesf of MH#95 �........"...... �....125.7 � 116.4 8.0 ,. ; „ 93.1 „ `. ............... t .................. . . . .................,...,............................. . ....................,...................,... ...................... ............,..............;.................................................. ....................... � � � ............ . ; 19 54 " 10'soufh, 10�' west of MH#15 " � 126.4 ; 115 9 9.1 " ' " 92 7 � " ; , � _ _ _ _ .. .. . � ..... ... .. . ..... . . . . . M.�.....�..v.....v............V....,��.�x�.�.�..�� ..w..�..,...:...�....�.:.:..n.�.�...:wx..,.��w�.yw�.v..H.�...�..M..............u......�..x.....&.....::�w..................::...v:.......v:��.....,,.v:..�T�.:v...�....�...�. � ,��.,. .Q�I.F�.�.�'�.�.� REMARKS: "Approximate depth below finish grade. .................................................................................................................................................................................................................................................................................................................................................................. ....................................................................................................................................................................................................................................................................................................^................................................................ ..........�................................�..........................�......�...........A........................�.....................................�...................................................................................................................................... . 1 .,.; .. ... 1 ..... ... . .................................... DENSIfY.FTWiFRM FILE NAME; 4T06l2.017 REVIEWED BY. .�.,.,,,. . ..................................... REPORT CONSTRUCTION TESTiNG LABORATORtES, INC. ��N 0 3 1997 �, , 10111 Sovth Tacoma Way, Suite D- ,Tacoma,WA 98499 � Telephone (206) 588-0805 Faaimile(206) 588-4928 ` l�IELD fNSPECTf�It( R�P�R�' �age _ 1 of � Client: M.A_ Segale,IRC. 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.: 9150 Contract No. N/A -�--�-��-�---�-------�-�--------�.................-�-----------�--�-----�----------�---------�-----...---------..__.--------�- �-�--_........_..------------�--------..._......--�----........... Contractor: i,li2nt Report No.: 13 Project No.: T-0682 ---__.._....--��--�--�------��......................_.._............_....----....._..._----.....__............._... ......---------.. ...-----��-�--�--- $,=;.JS-e�o-:��'�'.'-�-.J'��'i`�.�'- k"-�?l�t"L°`i�'.'�'?2�'�:�1�� . .w . . . . . �-�' . :.,.w7�.`�`e�.�.'.•`;h??Y•;::3`:'�>-:::'�:=:;:=><=:::= 1 arrived on the �obsite to perform specia/ inspection and/or field testing, for today's scheduled soiJs 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 � JUN � � �7 �I �- .,:.,, -- �_.------ `�-.._._� I, . __ �- --- �----------- wearher: M��y M��SHOWERS �� Mspec(or: ��.SMITH/fmd .............-�-- .._......_........... ...._......__._..............._.......--�---.......--�-- �� ---._... _ --�-.. .... .__...-- -............_._.. cc: Gary Henderson (GeoTech Engineer) �,,A ..._.........................._.......�---.........---.............._..__.....-----------......_......--:.--..--..- � rr�.� - �ewu�: F.rosazo» � Reviewed By: �� REPORT� CONS � RUCTION TESTING LABORATORIES, INC. ��N � 3 1997 ...........................................................................................................................,.....................................................................................,........,.....................v.,,...v...,,10111 South TacomA`t� :. ....e�.v .,.,.,...... ......................................................................................................................................................................................................................................... , , � D-+7,�Tacoma X.INA��.�.98499 ....:.:..:::.�...:..::.�.,.....<.:,::.....,.... ,.:,.:..,.�..,......:. ..:::.,.:. .......... Tel. No. (206) 588-0805/Fax No. (206) 588-0928 :.,:::...: ..:..::. ,,... .«..: ...... .h.. ..... :. ... .,... ....�.. ...,..,>.... ...,,,,�,,�,.a,o- ... ,.n,. .�w. � ., , : IN-PLACE DENSITY TEST RLPORT ' ; ; . ,,; ? .••. -.�' n.i n.� :�.�.>:... .....♦�.. . . �. �.� .. .. :� � . . u ♦ Y � V 1�y R ♦ i v n�r NNrVY�.'VIVVNY>NlJYJ NYfY rrvv vVW hVY.n'WVwW.WAfk .� .. ♦.. . ... .....n.. .. ........ ......... ........ ........ .y ... .i. .... ........ ........ .�r�� ....... .. .. . .. �r�. . � CUENT: M.A. Segale, InC. DATE: May 23rd,1997 PAGE: 1 OF 1 ........................ .. ..................................................................................................................................... ............................................................... ............... ................. PROJECT: Cedar Crest Development PROJECT NO.: T-0682. REPORT NO.: 13 .................................................................................................................................................................................. ........................................,........................................ ....,.............................. ' PERMIT NO.: N/A JOB NO.: N/A .............................................................................................................................................. ........................... ................................................................................. ................................................. ADDRESS: 3rd & Edmonds, Renton CONTRACT: N/A P.O.No.: N/A _..... ...... ..... . ..,... ..... ................ cONTRACTOR:Client TECHNICIAN: D.SMITM/fmd .................................................................................................................................................................. .......................................,.............................................................................................................. IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAX/MUM DENSITY TEST METHOD: ASTM D-1557 ................. .; ,. :. .......:....::.......::... ':`^!FT�'1.2VA:�..��N• . .... .:.. ��5:'�Si,'.{V/,.,+.^!ii:N. ;r,Qvi:N.{.Y..tir�ri:.�N�^t 5"i. ..;. .% ' Y{'.i �p'SS ' �44.t �} }} Y- '::::, .a..y,.:.� ..> ..}. �. . ... .... .�.. .. ��H�6� ..�.....�..�'l�'t..:: ..n,�,. v:v... ......... :�.....v�' .:.i..:'} �$'N : �M1�i.:. , . . .. .... : � .. ..,.. ....,.. . ., ,..` , i. � � �` s _ _ s PER _ ; PER �.. COM.::: !; � G , �,q� FIELD DENSITY � LAB CURVE . t 1TEM € TEST � , , . . . . CENT <. .. ..�,� -�, ; CENT � 'PACT : . ; � ; ELEVATION LOC�TION ;.CURVE.; LBS. i CU.F'7: ; URYW�". OP77MUM ': � o ` ; NO h N�. ; ; 3 MU/ST ; COM• � f ; ; , ; NO ', WET DRY ,, r; UR� : #I CF. , WA 7'ER % < � ; ; AACT � ,REQ. . , ' � 2 : , s ' ,:., . ,. .x, v, ... ... , . ,,.» ,� '::::::..:•:::•>:•.:.::.::•:::: ... ?' � � MH#15 . ... .... .. . � ..... .... .............. ..........�......... .......... . ..... ........................................... .. .. . ., .... .... ... ...... ....... . .......... ..................... ............. ...... ..... ... : .:n. .... ; f.. ...,.. . . ... .� . ,, ; . , , , �. ; 01 65 - 3 �50 south, 10 west ; P-2 � 125. 1 ; 912.9 10.8 � 125.0 ; 11.2 � 90.3 90.0% , _ ,.... ..................................................r............................... ...............................................................................,....................s...........................;....................... .......................;.............................................................................. ...................... ; 02 66 " � 100'soufh, 30' west t " 126.4 , 113 5 �1 4 � " ; " 90 8 " , .. ... . .... ...... . .... . ;. �.. . .., . ........... .... ................ _......... .. .. . . .......� , .. _ . ..;..._ ... .... ........ . �__�3... .....5� . ........ ........��.................. .100'soufh, 100' west � „ � 128.0 : 113.9 92.4 .� ; •, 91.1 „ ......... ........... ............................................................. .................. ................ �, . ....................... ..........................�............ , . ; 04 68 " 50'soufh, 75' west � „ ...926. 1.. ...>14.6 10.0 „ � .".......... ..91.7 " . . .................................................h.........................................................................................................:•...................�...........................!....................... .......................�...........................:.................................................. .............�....�.... :........................ . ; 05 69 " 90'north, 20' west ` „ � 927.0 ' 914.4 �1.0 „ � '• � 91.5 „ ; ..... ................. ......................................�................................................................................................................�...................;. r........................................... � ....,................. .......,.,.......,...... ................ .................. ........ .. .. .. . .. ... .. ; 06 70 " _ �25'north, 75' west � " � 128.8 ; 113.4 13.6 " � " 90 7 ,, , __ . . _ .._. _ _ . ; 07 71 „ � 100'north, 25' west r " . 929 9 916 7 90 6 " " 93 4 „ �.... ......................................................................... ...............� ... _. .. ........... . ........... . ................... .................... ......... ....................... ,... ........................ .................... ... > � : , ' �MH#16 � ; ' � .. .................. ; ........................ ........................�.............. ....�.......................................................................................................�.................,.$...........................;.............................................. ...........................;.............,..............�............................................. � 08 � 72 x - 3 �20 easf � P-2 :: 128.4 ; 115.9 90.8 125.0 ; 11.2 � 92.7 90.0% ,� ..............#..................�........................................�................................. .. ....................................�...............................� h ...... . . .................. ...................... .................... ........ . . :. . . .......... .. . ... ; 09 � 73 � „ >25'south, 15' wesf � " � 929.5 117.0 10 7 � " " . _...93 6�.. . .." .........; ; � � � _ _ � _ h __ ._ ; _ � \ k , . . . :...A:.. :.,.4...K....:::.:.v.v.�.......:�.�.�:�w.::::..;.,.::.... .,.:�....,�.,:..,,...:�rw:.,...:��...��,>�:<,,:. :�:::.,.:�..:.:....,....,.M:..v..:...�.....�.�.<v:..n v...v.�A.w..�� .�..�:,�.,�.,.V,.: ..�..�.��.�,.�...�.:.. REMARKS �1(� �.:..... :....:..... ,:... , .............. ...... .......................................... .................................................................................................................................................................................. ..............................................1,�.0 . . .... .��.� . �� ,..,.,....................................................................................................................................................... . ............................................................................................................................ .....�� ....�.. .............................. .. .... .. ......... DEM1SITYFTW-FRM �tENAME: P706EI.OfJ � REVIEWED BY: .._.... ......_ �, ��-- _.. ................_.......... JU N � 3 1997 CONSTRUCTION TESTING LABORATORIES, INC.ISSUEC� (`c 10111 South Tacoma Way, Suite D-7, Tacoma,WA 98499 � Telephone (206) 588-0805 Fauimile(206) 588-0928 �f�� l��FC�� R�� Pag� 1 0�; 1';.: Client: .M:A:..Segale,InC........ ............... .------ ----. ...... .. .............---.Date oflnspection: M8y_28th,1997 ----- ............... .......... Projecr: Cedar Crest Development Permit No.: N/,4 --------�-�................_..---�---�-�--�---...----�--.__.....---------......._......_......--------_..---------...-�-�--- ------._....-----------....-----�--�----�--........--........ P.o. No.: N/A �___ . ,_ ._ , Address: 3rd Avenue East, Renton Job No.: 1150 Contract No. N/A ...........................�--------....---�---------........_...._..._._...---...._.....-------...............------ . ...__._....-�-----...._..................---�--�--.........-�-- Contractor: Cli@nt Report No.: 14 Project No.: T-0682 .._................---_....._........------------------._.---------....._...--------------�--------��------ ----------�---. ..----....--�----�-- --- ��r x- � .4�� I arrived on the jobsite to perform special inspection and/or field testing, for foday`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_ .,�.wK...��.�.�.��„�K�...,..��.... .. ._.....,.. R .. .....r .. wearher: CLOUDY Inspector: .HONG/fmd -- -�-.............--�-��------.........----�------�--�--�--�--�-�-------��--�----.......----��---- �- - -..... ....- -..........- - .._ cc: Gary Henderson (GeoTech Engineer) � ...............�------- �- ••-�-............._(-----._....-�-�-�---��-�--- 1 _ ---._.._...-.............._..... t-t�tTr+ - F7LEN.4mE: F-TilCd2Af1 a-osn��ir-os�9m � Reviewed By: � NEPORT' CONS � t?UCTION TEST/NG LABORA TOR/ES, INC. �� Q 31991 ..............................�..................v....,......vN...............,.......,..........h.v....u...........�.v...x.....,................ .... . ,. . . .................,. ...............................x....�......�.�...�.�..�..........x....:.: �...�.�..�. . ...... . .......... . ........... . .... ......................... . .. ., ..., . . ............................................................... . .............. ................ . . .�.�,�.�.v..:.:..�..:..A.:.. 10119 South Taco��`�a ay, uife D-7,ATacoma, WA 98499 Tel. No. (206) 588-0805/Fax No, (206) 588-0928 ...:...:.:.:::::...:.....:::...::....:.. :.::. r...,:..,....::.:.:...,.. .,.�.,.:..::::. ......::::.::.: .:. ,..,,,:: .,�.v.,•N ,,..,.,.. ,.::.� .<.,.:.... a.....,.:., ,:,.:..., .:,..,... ,,..:�w..�....M.:.,.»,. ...,..:��....u.�.<,w v,y,..:..w<µ,.,.....,x<.�,..>., ,......... . ' IN-PLACE D,E111SITY TEST R�PORT : ; ' ; •.t:.n: �::.��.\� ..��.��.:.:'♦ �.....::�. �.....:'.�n�.:.... .. ..� ..:..:... �. :..:.� . �'.'.:::... ....�•��. �.�.�x.xvAn�vN.�.nWn�A�Hib.fSW�i'Mn�Y.�W4V.�..}..�vyV.�Nf+wNkY:u��Mvi.M�nv.v.vT�.�m1v.wNw�..V.n'Wy.Ys+h•N v.�Tn.�v.�. .�.�.v...wi.N'�*Yu.rt.•MViw�\w.v3TY.V:�1'�iN��n• t CLIENT: M.A. Segale, 111C. 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 8 Edmonds, Renton CONTRACT: N/A P.o.No.: N/A . . .......... . .._ ..... ... _......... .. ,.......... CONTRACTOR:Cllell� TECHNICIAN: S.HONG/fmd ....................................................................................................................................................................... ...............................................................................................................:.................................,.... IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAXIMUM DENSITY TEST METHOD: ASTM D-1557 �. .. ........................................ ......... .. .................... . �. . , . . . . . .::::..:..::::. .::....:..:.:..v:::> ...,. .:�....�:r�, : � �. .; . ,,.::.,..:,..:..�:.:::�::,..,..,.:�... . . . .. . ... . ..� ..... ........:....... . ., r...... . .... ..Y.�'v:�+:i^:n`C:i•2..mi�i.r.:ti.v,Nn� ;}�C..K': ;r.Yk'�i: ':�T!:.��.\.t':..'v`.4': .:T'..:.. �.....�.....,...\..�v.��.........n. v .*.. . ♦ . . . ...�...�..x..�•.. ...'y��.v..�.�.' . ................. .n...::.X.. :::Yi?:.. ..�..... r..�.....�.�'�n�i}.�`ik�i'.�...��..v..�..5'.............. �. . .. ..h {..::.. . . '�;n;:;.......�vnw..nvn ..�..v.�.::. ,. .. � ., >'S:. . ..:.. .. . 2 �" � � � , ;; , � ; ; , i ., z _ � PER ' ` ' PER s�COM-:.: < FIELQ DENSITY � LAB CURVE ' � 21TEM TEST � € � LA� ; ,... ,,. <>. <..�r� CENT �...;,, .,..,w. � CENT PACT S ' NCI. � ' NO. � EL�'VATIOM , � LUCATION � CURVE; �.BS. i CU.FT. � INU1ST- x DRYWT OPTIMUMy� CpM• o� � � g ` ; " NO � WET DRY � UR� £ #/G�'. ' WR 7'ER l � f�NGT iREQ. ' t � � ' ' „, ' .. ...,,,.::.�.�:,. ...... ': .. ....... . ,.. .... ...... . . ..... � ..�.,......�A., ,.........n.... ....., .,...��::�,.a.�.�.,.�,.:;�„�.�.. .. ..: ,�. ..,,.,�...r�..a.,,».,..,.:, ..>....,u .� .......,.. ,.... ........:. . .....:..... .. ' ....: ......:.....:. ; � ! � � � �, 'SE AREA ..... .�..................�.. ......... ;...... ......... ..... .... ..... ................... .>............................ ........................... ..............� ..... ............... ....................................... .................................................................................... ; 01 74 - 7'F G 40'from east, 150'from north P-3 � 123.2 ! 110.2 11.8 110.9 ` 17.0 99.4 90.0% � ............... ........................................................................................................................................................�...................�..........................;....................... ..................................................;.................................................. .. . �� _ . . �� . . ___ , _ . .�. . ...__ _..._ ,_ . ��__ � . __ . .._.. .. :.......... ._. ��....... .. :........ ..�� ...... .. . il.........� 02 75 80 from easf, 250 from north 9 99.0 105 0 13.4 , 94 7 ` I, g 03 76 60 from east, 350 from north � 129.0 ; 106.2 21.5 : 95.8 . .. .. . . . . ................................ ... ... .........................:.............................................. ............��..........._.............��......... .. .........i�........ ... ................ .. .. . ; 04 77 " 20'from easi, 450'from north " , 926.5 108.4 16.7 : 97.7 ..........................................................................................................................................................................�...........................:....................... ..................................................:.......................... ................ .................. �................ NE AREA ; : .. � . . . . �............. ................. ....................................... ......................... .... ..............................................................................................b...........................:.............................................. ..........................;............................ ............................................ . .... .. . ; 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 � „ f 130 6 ' 123 2 6 1 „ „ 98.6 „ ........... .. ....... ..... ... .......... ........ ......... ......... ........... ....... .......... ....................... ....... ................ ......... ....... .... ..... . ..................................................................................................... ....................... z 07 80 " 180'from easf, 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 " ,..............:..........................................................................................................................................................................................................................:....................... ..................................................:.................................................. .......................� � 09 � 82 . " 150' from east, 350'from north � " � 130.9 : 121.8 7.5 " " 97.4 " � : { . _. .. _ .. . . � ..:,:,..n<...�..A.::..,HNH:��.... .:v.<.w .�....�K:a.�:v„�:..�u..�.....::A, .,::.�..: ....::.:: r::.:.:.. ..w.,.. .:w .....:...,..A.Av..�:v�:,,., ..�.;�„V,...�.:� . .�.>,�,>�,�„�,..4 . . t:....::, .�:.:..x�.N..�.�...:.�.�:wh�wNN:: � � ,�, v��..>...:�.. REMARKS: • ...................................................................................................................................................................................................................................................................................................................................................................... . ELEV.CODE: FG = Footing Grade .......................................................................................................................................................................................................................................................................................................... ......................................................... ; � ............................................. ............ ........ ...............:.....................................................................................................,.......... .......... ... ... ............................ � .. ...................................................................................... � .......!�-�... DEN�IfY.F1W/FRM � �'AME: D•f0682,014 (OS/29/97J ,� �� REVIEWED BY: ,...., . ..... .......................... l, J U N 0 3 i997 CONSTRUCTION TESTING LABORATORIES, INC.�SSUEa � 10111 South Tacoma Way,Suite D-7,Tacoma,WA 98499 � Telephone (206) 588-0805 Faaimile(206J 588-0928 , , ,;;, , : : ��F��> >��Ft�.�� EP�� Pa � . 1 �t 1 ; 9 ..::. Client: M.A. Segale,lnC. Date of/nspection: May 28th,1997 .-----....-�................�-------._.._..._........... Projecr: Cedar Crest Development Permit No.: IV/A � P.O.No.: N/A Addiess: 3rd Avenue East, Renton Job No.: 1150 ------_-----------------__..__...---------_----------------------- ._.___------�------._._.........._..---------------------- - � � Contract No. IV/A Contractor: CIlenf Report No.: 14 Project No.: T-0682 --_...__.__..--..................._..._...---�._----__..--------_._-----------_.__.... __..__._ -----------------��--��--� :� ' ! arrived on the jobsite to perform specia! 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 �nish grade) and NE area (finish grade), as per I atfached copy of in-place density tests report. I w�m�.: CLOUDY /nspector. .HONG/fmd _......---�-------�-�---�--�---------------------�---.._._._.......--�-�--�---�-�----.....-----��---...._.. .._......... .._._............................�---��---...._.. cc: Gary Nenderson (GeoTech Engineer) � ,�I ...... ......................................._.----..._........_........._._-�---------..._.._....-------�-�--�--��-�- • �r��.- ruEN.u�e: f-�nsa:.w�pr.osrt�r�ir-osa�+rn � Rev�ewed By- _ _ � IA�� HEPOR� CONS , �UCTI�N TESTING LABORA T�R/ES, INC. �� Q � 1997 ............wr..�.....v.........w�w....v�.a�...�w........�.v...................vh...�....vx.�......h..r.......�.r.�....��..�.............h...,.n.v.,...................................v...........n..................... ��.��r....��.�.�......�...�.�.� .. .. . . ... ..... ... . ..... ........... ..... . ........................... ...... .... ... 90111 South Taco �a a uite D-7, Tacoma, WA 98499 Tel. No. (206) 588-0805/Fax No. (206) 588-0928 ,..�.. ..�.�..... . ..w.. . ..�...,.....V.. _._.�...v......h.....�..........�� ..�.�,.�y......_.. ...v.�.�.N �,�.."" � IN-PLACE L]ENSITY TEST R�PORT' ; , , _ v.nvr��v. ..�Nv�q��.�:� ��v.vn.NMw.v,V.N:.Mv.+��v�vAvw�v�....nn��..�.�...ANv.��.��.r:v..n��r��Tv.�W.�wwr�r.�n�w�v.�nw`\NJn��.�.�.M+YVW%J.v.�'•YM\\Va::. .�.:. '.'�:: 1MNVi.W.�4�.vi.\r.�W:W.�%VViW��w�WJPNJHOJWiWV��VY0:Y9VSiJrH�VVMV.N:VYWu.WVVqi�NV��W\��WA\IWWJGsi.\VM WAV` CLIENT: M.A. Segale, Inc. ......................................................................... DATE: May 28th,9997 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, Renfon CONTRACT: N/A P.O.No.: N/A .... . . ... . ............. ....... . ..... . ..... . ...... . .. _ _.. CONTRACTOR:Client TECHNICIAN: S.HONG/fmd ...................................................................................................................................................................... ................................................,...................................................................................................... IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAX/MUM DENSITY TEST METHOD: ASTM D-1557 ..................................................................... ...................... . . .. .. .. .. . . .. �'d�#�`?i.`�`�k �. �. . .... .,�¢..M�i�. yS'k�e.:;a��@;:??c,`::^�:x�x��;:Cr�n�;z;>•y��•�xtx..'c"�.�',F'°'$'.`.H?;1S°.$:'.�'�'%u�;a'"i':;t»�:'.:'*:"a".'F`�£::;�F�'��:>�.�2..n.�'.`��.�w�:ar�Y:`Z)�:::�� .:Y�:�:� . ' � � ��:. ..: . .. �r .. ..l . . . .�.. ...:.'_ . . '�- . . :. : .. .... �{ .�.�. �.� .. . . � .... ... . .. .. .�c . , P�R' PER- GOM- , Lq� �FJELD DENSITY ! LAB CURVF ITEM TEST ' ' � CENT �� CENT PACT Nt7. N(7. ELEVAT/ON ' < LOCATION ' , CURVE LBS.'' CU.FT. MC7rST �RYWI:' OP7'1Mf1M �QM- � : ' �NO: � ' WE7'' DRY ' #l CF ' 'WA7'ER % , _ ; , ' URE f'AGT REQ, ' ' ' ' ,�....�:.:..x.,��..,.'�..,�.� : , �.:......:...�. ..,w.a�,.w..� �.�:<..�,,...�.�:<..�..,,a.�..�..,�,.,,v,�.��.�;:;,�.•..w�..�.�,�..��::... ..�....v'.w..�,.�....�<::.�,.�x.�..�...�.� ' SE AREA ` ` � . . . ............... ................. ....................................... .................................................................................................................................... ...........................}....................... ...................... ..........................b............................ .................... ....................... 01 74 - 7'F G 40'from east, 150'from north P-3 123.2 ` 110.2 11.8 110.9 17.0 99.4 90;0% , , ...... ....................................... ................................................................................................................. ..............................................:....................... ................ ... .... ............. ...�..... ....... .............. .. .. .......... 02 75 " 80'from east, 250'from north " 199.0 105.0 13.4 " " 94.7 " _ . _._ ... . .... . ... ..... . .... _.........�. ._.......... . . . ._... . ..,. . _.. ... .... ._.... ._.._....._.. _........ �.,..... ___.. . _..___ ,. _ � .._ , , . _ . .. . ... ... :... .. ... . .... .._ __...._ . .. ,i�w ...... .._. .., ........ _ _.... _..___. 03 76 " 60'from easf, 350'from north " 129.0 ; 106.2 29.5 " ; " 95.8 " .............. ................. ....................................... .................................................................................................................................... ...........................,...................... ...................... ..........................,............................ .................... ...................... 04 77 " 20'from east, 450'from north " 126.5 ; 908.4 16.7 " ' " 9T.7 " , ; ................................ ................................................................................................................ ...................................................................... ...................... ...........................,............................ ..................... ...................... ........................................ , NE AREA � ' , . , � ...................... ............. ................. ....................................... .................................................................................................................................... ..........................r....................... ...................... .......................... ............................ ..................... 05 78 F G 120'from easf, 250'from north P-2 129.8 E 921.2 7.1 125.0 ; 11.2 97.0 90.0% _. _ _. _ .. . .. .. . ...... ........__.......,......... _ . .... .. .. ..... ... ....._�..... ......._...._....._.... . ....... _.._.; ,_�_... _....... ...... ....�..... ,.___.. ..._ 06 79 " 80'from east, 100'from north " 130.6 `: 123.2 6.1 " ; " 98.6 " ........................ ......................................................................................................................................................... ..............................................:....................... ...................... .............................................................................. ...................... 07 80 " 180'from east, 120'from north " 132.2 � 126.1 4.8 " " 100+ " . . . . ............. ................. ....................................... .................................................................................................................................... ...........................y....................... ...................... ..........................`............................ .................... ....................... 08 81 " 220' from easf, 300'from north " 126.8 : 120.0 5.7 " ' " 96.0 " ............................. ......................................................................................................................................................... ..............................................:....................... ..................................................:.................................................. ...................... 09 82 " 150'from east, 350'from north " 130.9 ' 129.8 7.5 " " 97.4 " :.�....�....�..,.,....w�.. ..�..,�,..v......�..,..r.,,,,.�V..M. �:,,V....v,�....�h..,v.�,�.............w:..�,..,.,:..�.�„�,..,...,,�...�u....,AY�,.,�.::v...�...,,r:.u.,w,,....x.,,.,..�.v, �Vw,.A��.,,�.,.,:.�:.w...,.,..�,..... � REMARKS: .................................................................................................................................................................................................................................................................................................................................................................... ELEV,CODE: FG = Footing Grade .......................................................................................................................................................................................................................................................................................................... .. ...................................................... ............................................f.............)..............................................................................,................................ ........................................................................................................................ ... . . � ............................ .... ... ... ....., ! ,�:,,�• , ?NSfIYFTWiFRM F��E,,��•-� c.ro��:.o,� os�z�� REV/EWED BY: .. „ ' � �,�,,' ........;..,,,t-.-..-................ REPORT J U N 0 5 1997 CONSTRUCTION TESTING LABORATORIES, INC. �SSUED `� 10111 South Tacoma Way,Suite D-7,Tacoma,WA 98499 � Telephone(206) 588-0805 Fau�mile�206) 588-0928 : ��F�.� f��F�Tj�� RE�Q�� Page 1 of 1 Client: M.A. Segale,InC. Date oflnspection: JUne 2nd, 1997 -�..........................------------.._._.....------..._..--�-�----------�-------....---.--_------------._..------- -�---�-----��------�------�--��------------ .. Project: Cedar Crest Development Permif No.: N/A ............................�-----�---�----......--�-�---�-��-�-�-----------------------------�----�-------__......----- -------------�---�---�--.........._.....------�------�-�--��-- .. P.o.No.: N/A Address: 3rd Avenue East, Renton Job No.: 1150 Contract No. N/A -�-�-�-------------�---�....................-�-�----�-------�--------�--�-��-------�-------.......---�-�------------------ ......._-------�----...._.._�---............_......_.... ...__._ Contractor: Cli@Rt �� Report No.: 15 Project No.: T-0682 ---�-�-------t-�---.x--c�-i-�----------._.......-----n-��-.�-a--r------__...__........._...---------�-e-[[-a-r,t------ m��vr�c ,-t-�a-d--+,-w-----�-e-t-.�. --�--�----�-�-- -- i,.c.�.czV>>� ��.��.w.��a-M'z:onY•_t`w.-��d}-+�*'a.�}.s�h�.£- j'[�.d'e4 � . ��1 +t�%�SS.��Wr.-'�rAh-Y'.�.�T�v.s�s»w�i-�,t5�^.G�.YF.c�'�n�iyw+'FMn�i.r. 4. ......v......... I arrived on the fobsite to perform special inspection and/or field testing, for today's scheduled soils in-place density testing. However, density testing was cancelled due fo the area was wet. We will be notified the next schedule date by the contractor. Geo Engineers J U N 0 6 1�g1 " '�� -- ------- '_, _. _r,-� �. . . . . . _ _ --- _ w�rne.: FAIRS Inspector. S.HONG/f d -�-�....................�--�- -....._.....................---._..........-�-�-�--�----�---��-- ��-- -....._...---- ..........................- cc: Gary Nenderson (GeoTech Engineer) � --� -�..............................�--�--.......... �---�-��-�--��-----�---�---�-��---�---�-�-------�-�� r,Ero.Fr�, fae�: F.mca�.ots Rr s r• Reviewed B y: REPpRT `CONSTRUCTION TESTING LABORATORIES, INC. JUN � 2 �99?, � 10111 South Tacoma Way, Suite D-7,Tacama,WA 98499 Telephone(206) 588-0805 0�.4� —Uo�'t - T6� Faaimile(206) 588-0928 : ; : , , � �lE�f� �`NSf3�C�"1�11�` f�f'�f,�fti'T : ; �age 1 ot 1 ;,�.�.� .�...,�,�.�,. .�,�,....�..y...y,y.w.v.�,.�..�,.�.�... ..._�..v. Client: M.A. Segale,lnC. Dateoflnspection: June 6th, 1997 .................................................�---�-----�---------�---�--�----�---.._..............-------------�--•-�------..._ ........_...------�----�---------�-�---�------.._... . Projecr: Cedar Crest Development Permit No.: IV/A ----...-----�----�-----�--�........................_........._..........-----�-------�----�--�---.._..._............._..---�-� -----------.......................:......----------.._..-�-----.. .. P.o.No.: � N/A Address: 3rd Avenue East, Renton Job No.: 1150 Contract No. N/A ----------------------�-�----....._.._.._............------.___�......._...-------�-�-----�----._.........-------------�-- -------�---....._...._....__...-------�--------�------...----- Contractor. ClieRt � Report No.: 16 Project No.: T-0682 ....._._------�-------....._.._-----___------...---_. .._._ ----__�:..-.-::>.:- 1 arrived on the jobsite to perform specia! 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 fiil at the South and North areas of MH 14, as per attachetl copy of in-place density test report. I picked-up a soil sample (silty clay material from the West bank) for moisture relation curve. ��°O . ��,�i � ��N ��erS .:, �6 � �� > > _ , , _ ,.,� weacner: Cloudy lnspector: S. Nong/Sg ..............................�----�---�-----��---......._.........._..._............................-�-----................ ...... ... ............................... _ ..........................�-------.........................----........_.. .--- ......-�......................---...---.......... �.� �f�.rn, �r.�,,,�: F-mcu. Reviewed By: --..r�. �. J U N 1 2 1997 CONSTRUCTION TESTING LABORA TORIES, INC. �ssu�o �. ........v.�..�...... ......�.r��vM.�........v......��.�..............................................v.....��.......�............. ......,.........,..................... ............... ................v......� ..,.�.�..�..�. �. . ...�.V�.� . . . , . . .... ..... ......................... .. . .......... ...................... ................ .......................... . ��..�. 10111 South Tacoma Way, Suite D-7, Tacoma, WA 98499 Tel. No. (206) 588-0805/Fax No. (206) 588-0928 1N-PLrACL' D�INSITY rLST F�EPORT �� _ - : _ , �.vN:.M�s.w.v.H��ww�VwVJYN.N�J�NJVNJJWJMM�IVJJVNw�NMVJu�aia'.�W�a.�.v.\�♦ ..nv:vwwr rrv.AMv.i.��.vnv::vwn�ri+.��r..� �.��..�..�.�: +Yr.�.�:V.:V. \�.nHti..W:nY}a.MW:.: vrNn.��i:nYnn..rVrv:hwWW.W.I'�\wnv.TW..�WWAViTAH:wVAIMV...nnN ..v...M\\' MVI�\\V.Mw�W.�Av�v.��v:vNMMNv.v.�Wi.�v.�v.+,:.wqv.vw.�w� CLIENT: M.A. Sega/e, Inc. DATE: June 6th, 1997 PA�E: 9 OF� 9 ................................................................................................................................................................................... ................................................................................................... ............... ................. PROJECT: Cedar Crest Development PROJECT NO.: T-0682 REPORT NO.: 16 .................................................................................................................................................................................. ................................................................................. ................................... PERMIT NO.: N/,4 JOB NO.: N/A ................................................................................................................................................................................... ..................................................................................... ..................................,...,.......... ADDRESS: 3rd & Edmonds, Renton CONTRACT: N/A P.O.No.: N/A . .. ., ,.. ,... . . .. ..... . g g . .. . . . ... ..... CONTRACTOR:Cll@nt TECHNICIAN: S. Hon /s ....................................................................................................................................................................... ....................................................................................................................................................... IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAXIMUM DENSITY TEST METHOD: ASTM D-1557 ...... ........... ................... . ... ... �Fvr'f�kv\�f �tiO:C.!i�• ...?T 5) .;. ,l.. �.4. .2?� �2'C� �^�:�i.2?..�vry+��vJ\ry•�na\;�v,xi��iX.vY.•YNY.�},v,�r;:rir.;;,N<ri i� W\ � Y:�P' .\. �\' ':t� �6.t�C'3: .a :.�TiZ$4Pe)S�YSY.`�" �¢Y`...Y�.:k. � �'t`?;>+,�"CSAc<.:tE..T-�'i�'��.'F.»x .a �..w �� .) �x..,t3� >::. > f: f,....e..s .2'...., '1�.v:,... ).,,.<. s...o..c.E :.'YF.�...,��32,So.<�", a\.3�'<R3'S?�?��&�'$�Ea`'S<o..� . .; � >.. ` .. ', � , ` i�ER� � PER- COM- � <FIELD DENSITY LAS CURVE '' �ITEM TEST LAB r.�,...,> >,.,,�,»..��.,.�a CENT ::>Y.�..o>,�a„d.«. .�. CENr PACT : ' NO. NO. ELEUA7/0W. ' ,;: LO�ArION CURVE� LBS. , CU.�'�'. MC71ST- ORYWr. OPr/MUM COM� /o ; NO Y W�T ORY � UR� � #/CF WA7'ER l �AGT RE1?. 4 > � - -..,.�A..,.�e .,.��o..,�.��. ::.,,�,�..�,.;:>»..,.,��.,.N«.,�. :,�,,.wH..,.,.�,..�.�„�;�.;�,.,.�,��,�:��v...�..,....:, r,�...,.�. ..,...:�...::.:F.,..,::.:.. ><�..,:. ......, ; ..n....�H � ..,... >......,. v. �..�.a..�.k�..,a, s,.a.�.A . � 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% a ........................................................................................................................................................ ...................0..........................:....................... ........,......... ..................................................:.................................................. . :. � 2 84 8'F.G. 900'from South 200'from Wesf " 932.0 ; 197.8 12.1 115.8 ; 15.7 109.7 ° � _ ... . ... .. „. . ....... ..... ............._..�.�.........,................ . ... .... .. ....... . ....... ...... ... .......�_�........ ..._..._...__...._....... .............._.._....�...w....._..............._.._........... ._.___._,,......_.. .. � � 3 85 -5'F.G. 200'from Soufh, 50'from West " 124 5 ; 112.2 11.0 915.8 : 15.7 96.9 " � . ...................................... .................................................................................................................................... ...........................�....................... ...................... ..........................y............................ .................... ...................... � 4 86 -5'F.G. 240'from South, 80'from West P-2 134.5 : 922.5 9.8 125.0 : 11.8 98.0 " i ........................... ......................................................................................................................................................... ..............................................:....................... ...................... ...........................:.................................................. .......................� Af North area of MH #14 `• � ........ ................. ....................................... .................................................................................................................................... ..........................� .................. ...................... ........................ ................ .................. �....................... .. .. .. ..:.. .. .. .. .. ..� 5 87 -8'F.G. 150'from Soufh, 50'from Easf P-2 936,0 ' 924.9 8.9 125.0 : 11.2 99.9 90% , . .. ...... ......... .. .,, .... .... ..... .............. ...,.. ........ . ..: :.. . . ... ..... .......�.. ................:... ......................... ....................n........�._........�............_�... .........._.....__. ...._.......... . � 6 88 -10'F.G. 300'from South, 100'from East " 133.5 � 922.7 8.8 125.0 : 11.2 98.2 " ...... ......................................................................................................................................................... ...................................................................... ...................... ...........................:............................ ..................... .......................� � ; .......... ................. ....................................... .................................................................................................................................... ..........................:....................... ...................... ..........................:..,......................... ................. .................. � .. ......... ..... ........................................................................................................... .............. ................... ................... .................. .,...............,,... .,.............,.... p. , � . .... ........ ... .. • : ; . . ......... ..�.. .. . .. ... � . .. . ..;.. .. . .U.�.�. .R�. ..,.s � , f . . _ __ __ , , _ _ __ : s .�.�... _ _ , � :.::.h.Hh.,..:: .r....,�..:;�:.�..,w,.,,w.. �r,.x......s,.,.w.�.:�.,.n,:..�.,�,.�.,.w..,Mw...,�..�,.... :..�>..�..�.:�:.W,,:�...x .vh:..�., v.�...:ww ..>H:��..h�.�..M...�... �..r..,:v..,.,,V.��,:...�,n w.:.�,. x.....> REMARKS: F.G. = Finish Grade ...................................................................................................................................................................................................................................................................................................................................................................... • .........:............................................................................................................................................................................................................................................................................................... . ........................................................ ,:��.-,. , f�<. ,�� , ..................................................................................................................................................1�....................,.......,.............................................................................................. ..... ........ . ................................ .. ... ; • .. ; DENS�rY.FTWrFRM F NAME: O•f06�2.01i REVIEWED BY: ..................... . .... ......................,........... REPORT JUN 1 2 1997 CONSTRUCTION TESTING LABORATORIES, INC. �SSUED � 10111 Sovth Tacomo Way,Suite D-7,Tacoma,WA 98499 � Telephone(206) 588-0805 Faaimile (206) 588-0928 y µ :'v.w�akf�✓+v.tiw�xnv�+�s+yw�yy�y�n•di_y�i• .. . . . -�Y�� ^�^�M.vf-.: ��v�€o��s��-t��o�s�-r�RF��r��a r�o� cuFHr: M.R. Segale, Inc. June 6th,1997 ----__.-------.___.___.....------.._.__�__--------._--------......--------____-___.-_ DATE SAMPLED: _..------��.....................�-�----......... PROJECT: Credar Crest Development T-0682 �--�---------------------------------------------�----------------�----�---........--�---..._..----..._..---��-------.....--- PROJECT NO.:....------ �----...-----��-------------�- ADDRESS: 3rd Avenue & Edmonds Avenue, Renton __. REPORT NO.: �6 ------------------______.-----------____..------------ . --__________�_ - --------------------_----------------------�-... coNTRACTOR: Client PROCTOR NO.: P"4 LAB# 7-356 FlELD DATA: �� SOURCE OFMATERIAL: Af the south area of MH#14.....approximately 5'below FG -,----__ ______ LOCATION SAMPLED: Nafive.....West Bank .`�v.v.vr.v,.vr.in.v i . .� . �' �i'Y . :�: :: - .: �.Cv ' . • .. - .••'..:'::i+. �: �: 1 :. . � -� '�� :� � :>{.� �:'J.1,._1.Ct ..�� . �JL �� V�J�..A. ..r`'::.:.:...�::�:r: ... :.i�'. 'i.._:i'... . .... : ..'.::.: �.::'�. :.-::.:.. _. . ::.:: . � ._. . ..::.�.:.::...._::� _. ..__.::.. LABORATORY DATA: w..�.,.�,,,.�,M�.�,,..p..�.��,�,� '� ;:><:»: MAXIMUM DENSITY ORY: 115.8 PCF ::�>< � -- -__ ___ ____ _„_._...,__ ; ------------- - <__ > --- -�-- ---- - -- -------- --- -------- --- -.. .... ..----- ---- -----�-- ---- -------- ------. .... _ OPTIMUM MOISTURE: �5•7$ ;�>; __. _. _ _ -------------- ;:;.:;;;: SO/L TYPE & COLOR: .,...#�`'�...>: ..- -- - - ---- -.. _._ _ _... ._ __._... ..- - �-- ------ ---- -----�- --- -------- ---��--- --� : DARK BROWN SILTY, CLAY ;�; :�::.: -�---�-�--�------�---- ------ -. . . - - - . �_.__ ---- ------ ---�-�--�---- �-�-�----------------- �---..... . .. .. .........�-------�------------------ ::��;.... _. .._..... ---- --- ----..__ _. _.. __ . .._ . and IVIIIVOf?GRAVEL = <:;_;<:: ----------�-----------�--------------------••ASTM D-1557(C) :,`."``: TEST SPEClFlCATlON: ;,,;,,.: -- ---- -- -- --- --- ---- ------- ---_ _-- -------- ----�•------ ....--- ---- •-••---- �--- --- ...... ----_�...--------------- ,;:.,,. ---- ;::_,,: CYLINDFR: 6 " ' �r:_ — -- ___ _ �_. .__ _� ._.___. _,__,._: ----•------•-------- ;:;:.:>::: . HAMMER: LBS. �� ----- ._.... .... ........ ............. ....... �--� ------ ---�-�---�-� -�----....... ..._..._.......... ------------ „ �:�>::;:;: DROPS: 18 � ------ :. ,-: .::: ...H ---�................ ,.,;,.. LAYERS: �` <:?:r.::» ., -- - - --- - II .�. ::...... ,:,..:,,-. �-----------�--.._.. :�<::<� _ � ,.... - - -- -� - - ---- - --�-�-- -- --------- -----�- ---- -------- ---- --- BLOWS/LAYER 5� ------� ;�;�: 116 ----�- :.<. ;;.. , :; - -- - -- ------ - .._ .. _.- --- -- -�------ ---- --�- <-- - MOISTURE%: N/A ;-::��>: :; . - � _ _ _. _ ,__._..__�.---_._.._ . ................_--•--.....--�--._........._.----�-- � � ; ;�> ..:: .�,.;..._ _. _...-- �--- - --- ----- -- ------- -•--.._ ... ...--�-- --- ,,... ..................................�--�---�--��---------�--------�---._............_._... .:::.,, ;;.::: _ ,....v,: ............. _.. ... ---- ----__ ..._........_ ......_. ._. .._... ......_.. �- �--- ,:.... ---- --- - --�- --�--- .,�, � -� '�; 114 -�.................__..----..........--�--.._........--------_._..._......_.... TECHNlC1AN: DELL/0TT �`��' - - - ��- - - - --; __ , _. . ..�.. ._ „ . �--��------�...................�--�-----�----.........- -- ��t SAMPLED BY: S.HONG(CTL) �� " -- -- -- -.. �_. -..- --- ---�` ------- .� - - - ----�-------�-------� -........_. :��„�� - - --._...�-�--:--��-�- .. .,N: �-� ---- --�----. ..__.. .... ........ .... .. .... .... ....... .... ....... ....�--� ----��- �--� -�-�-�--�---� DEUVERED BY: � ''�'`' _ _ ,,� ,. .::.; --� --- - - - - - ..........__..........--�-��-�.................. y,,,:, _. _ . . . . .. REMARKS: + 3/4" = 5� '``;; 112 � r ...............................................__...__...... .x , . :V.. -- �------ --- --- �-- ---- -- ------� --..._- ---.�_ ._._ �,; -��- �----�-� -----� �---�-�- -�-- ...---�--�--�--.....--�..............�---.....--�----.__.........-----�--��--�----.._....... , 110 ......................................... . . 10 12 14 16 18 . ..----�----..... . . .... i . . AROCTOR.iTIY/FRM/07-J1-D6 """P-7706IS.It£P REPORT � �d l 0 1 1997 CONSTRUCTION TESTING LAB�RATORIES, INCrs�� n �w� �� 10111 South Tacoma Way, Suite D-7, Tacoma,WA 98499 ` �j�' Telephone(206) 588-0805 Facsimile(206) 588-0928 FIELf� fNSPEC�'fQ1� REPaRT �ag� � ot. �_ i c��enr: M:A. Segale, IRC. Date of Inspection: June 25th,1997 .......-- - --- --------------------�--......------�-�-�--------.....----�-----�---�------------------� -�--�----�------�-------..._.........--�--........_. Project: Cedar Crest Development Peimit No.: N/A .......................�----�-�------............_..__..... .. ...._..-----•----�--�------�--------�--....-----��-------�--�- ----�-�--�------��--�-�--�---------�-�----�---.............-----��--� P.o. No.: N/A ' ...___,_.___.____�_.__.w,_,_�._____�,__ _� __ _�._-- --__.___.,__ __ Address:3rd Aenue & Edmonds Avenue �ob No.: N/A ...............-------------�--------�---�-----_._�_.----�--...--------------�----------------- -----�-�-�---�----._._.......---��------....--------------�-----�--� Contract No. N/A ' ....................__...--------------._.......---..._........__.............--�--�------�--�-�----..........._.......---�-�--�� --�--...............�--�-�--....__......_................._.......--. , Contractor: Client Repori No.: 18 Project No.: T-0682 _ .._...._._._..___......_..._._....._.... -----�-----�-- ............. , ............. ,.. . .. . . �.��r:m,�<��::; I arrived on the jobsite to perform special inspection and/or field tesfing, for today's scheduled soi/s in-place density testing. U on m arrival, 10 each in- lace densit tests erformed on file laced north I A Y A Y P P 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 I in-place density tests report. G�o � , �g�n��r ._ ✓U� S 0 ,;�R�ng '� �q�q) , ;�. � ��' . '- Weather: PARTLY CLOUDY lnspecior: R.ROWDEN/fmd ........................ . ................��-�-----...._.._........._.....--�---�-----�� --._._......_........ --.-.-........- ........._.....--- ......._......_ ......_.................................�-��-.----�---�--.�------------�-----.....----.-.-----�-------------�-- `�J 4�, �t�tJ� rrcw r�r+ -rru x,vE: T-J1h81.11IR R��1�t-9� T�r�z�-9� Reviewed By: � F��- �R � ' JUN 2 7199� . CONS � �UCTI�N TESTING LABORATOR/ES, INC. �s�uE� .................u..hv...:::..:::...::::::::..,::::...,:::.�::::::::...::.�:...:::.�:::.:::::..�.:::.....v..:...::.,:::::..,:::::::::::..v::...::..�::::...:.�.�.�..:,.::.:::::: :::.:::::::::::::.::::::. ::::::.:::::::.��.�:::::,...::::..,::.�K..v�.x.��...�,...�.�.�.w...�...�....�..v.�.h�...�..�..........�.::.�:�.::.::::::.�.::.::.:::::....::::::.:�:::. 10111 South Tacoma Way, Suite D-7, Tacoma, WA 98499 Tel. No. (206) 588-0805/Fax No. (206) 588-0928 ....::..::.:::...:.::::..:...............:.::.". .:.....:... .:..,.:.:..:.:,�...:.......:::.,.::::...:...:...,.:....,. .::::.. :..::.,..�..:.>:.,�:..:.::::...:,..:::::,::.:..:.. ,..�:,. ,. .. .. .. , .,,hw , ...,. . . .,, ., ..,. ... ........ ..rw�A .....; : IN-PLACE D�N�ITY TEST R�PtJF?T ' _ _ _ :: _ : : : ..:�:.;:.. .::•.:.• •.��:•.� �....:•.:: ....::��: .�...::�:� . ...t..:. ...�...::�. .....::::. ........... ......n��:. ....>...:t.. .. ..'::...v.rv.n..:wva..vrnx.»n..vwxvs.+*�wa�r:i�, ..o..,.:.v.�xwuv.ww.v.v»ww..+ii:::�wv...�v�'�aa.V.V.hMMVVNnh4♦LV.v.MT.V.V.V+hVH.�.V.Y+TWTHMN.):•A��V>AViYT.VNiV•\R CLIENT. M.A. Segale, Inc. DATE: June 25fh,9997 PAGE: 1 OF 1 ................................................................................................................................................................................ ................................................,................................................... ............... ................. PROJECT: Cedar Crest Development PROJECT NO.: T-0682 REPORT NO.: 18 .................................................................................................................................................................................. ................................................................................. ................................... PERMIT NO.: N/A JOB NO.: N/A .................................................................................................................................................................................... .............................................,..................................... ................................................. ADDRESS: 3rd Avenue & Edmonds Avenue CONTRACT:N/A P.o.No.: N/A . ........................ .... .. ...... . _...... .... ....... . ___. CONTRACTOR: Cll@l1t TECHNICIAN: R.ROWDEN/fmd ....................................................................................................................................................................... ....................................................................................................................................................... IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAXIMUM DENSITY TEST METHOD: ASTM D-1557 .................................................................................... `B:'..••1.:�:r^i ...'v^.;�.-r..�m,:.-.t..Ci<S,v;arypr;•)NF'.>M:a.•.vv�yr,4cu»n. �.�&•.. �l�.:�Y•:..�?9.':3:'a' �.'T.•:^.�rH.�. �\�W'i ��a:J:T>:.N.'::.:�y��; .:..... .:.. . ::�.:�. ;,. ,.?t`'�°}`.. .t•.. .��.'�.;.,2�2.�.'�.�°�4..'%'•�!:.,T,.^;:X,.. �E�. .<.. . . v'.�"::,.;"Yt:,L',S.,FY;L'fi.w:)::...�:��(bA:��:3��ia:',Cv`..,T Yi�.fS,..... .. ..'F-... �.. . .. . . '°?°p�Rs�,�C�?a°,4....�....�.?'Y' .:..• ;:<. .A.,. ... .... ........ .., > � �FIELD'DENSITY .� P�R", LAB GURIlE PER- COM- >� �TEM TEST �... �LA� ' m r � CENr ^ , . ' C�NT F'ACT ; ,:�.. �.... .:::. .kn.�.,,.� .�x. ...x�..�.,�..�.,�.,�.:�.�,x�. � NO> N(7. � F�-EVATION LOCAT�C.�N ' �CURVE` , LBS. CU.F�: � MQ1ST DRYW�:' DPTlMUM: �OM- � °r6 � � � �NO. � WET ORY ,� URE #I CF WA7Ef�% PACT z REQ. ; ..�,..,..;� ,....,�„�; ... ..�,::....,x.s.:»��..�...�....,,��.<..<.,.N.�,.�.,�.,>..:,,�:��..,�,.,.,,.»�.,�.:�.r�,>w�. ,..r.,�..,,:.�.,..,,�.x.�...:n ........:.,.., ....' .::..::::.�::::.:., .....<: ...n�.,.. .�..�...,<.�,::<....... ....�.�,�,.,..N,,..,�,.,�.�....�a..;;:w,.,,�.,,,,..� >H.�....w.. HM,..,,..T. . .�,..�,.�, . H., � 01 106 -..6.'............... .20'north of retention pond........................ . ... ... �...P-1.....�.....137..6.....' 125.2 9.9 137.2 ! 7.1 91.3 90.0% �................................................... ... ............................................. .......................... ............................ ............................................ r� 02 107 " 30'NE of refention pond " ; 136.8 ; 123.8 10.5 " i " 90.2 " ........y......................... ................... .................. ........................�................................................... .......................� ..., ..... ....... ....... ....... . .... ... ......... .. .. 03 108 " 90'east of MH#15 " 138. 1 126 6 9.0 " ; " 92.3 " . _ _... ... ... .. .. ._. . ... ..... ._... . . ...... . ...:.. .... .. ..... .......... :........... ....... . .... .........�.. ....� �€ 04.. ......109 " 200'east of MH#15 � " 136.4 123.9 10. 9 '. � ., 90.3 „ ............. .......... . ...................... .................................................................................................................................... .......�..................;.............................................. �..........................b............................ ............................................�. E o5 110 " 300'east, 15'south of MH#15 � " , 138.5 ! 124.4 11.3 " ; " 90.7 " � 06 111 .............-..�.,.................200;.east,..80'south of MH#15..............................�........."........�.......137.0.....;.....124.0... ......10..4..................'�............'..............".................90.4................,;..........� .......... ..................... ....................................... ................................................................................................................................... ..........................fi......................... ................ .................. �..........................:.............................................. . .. .. ...... .. � 07 112 - 9' 300'east, 220'south of MH#95 � " 939,0 127 9 8.7 " � " 93.2 " . _ _ .__ .. . _... �...... . . .. . . _ .,.. _. . . ... _ .......... _........... .. ... : 08 193 6' 80'soufh, 220'soufh of MH#�5 " � 137.7 125.5 9.7 " � " 99.5 " � ............. ...... ..... ..... ...... . ... ........................................................................ . . ....... .�,.. .. . . �...........................:....................... .................................................;.................................................. .......................� ; 09 994 - 9' 200'south, 220'soufh of MH#15 # " � 136.9 : 124.3 10.1 " : " 90.6 " �........... ............................................................. .................................................................................................................�...................a,...........................;.............................................. ..........................i............................ ..................................,......... � 10 115 - 5' 25'north, 220'soufh of MH#15 � " � 138.8 ! 126.7 9.5 " ! " 92.3 " � .................................................................................................................................................................... ....,......................: .................. .................. ...................... ........................ ................ ................. �........ .......� ... .. .. �.. , . F . , ° N M � __ _ _ _ . r ., _ � � s £ � �� REMARKS: _. . .............................................. ........................................... ..... .........__ __ ... ._.... _ ..................__ ......... ... .............................................................._,...................................................................................... ..................................................................................................................................................................................................................................................................................................... ............................................................ ............. ................................................................................................................................................................................................................................................... . ..... . ........... ...................................... nr�s�n.rrn rH.» rru. N�xr D-T06B?,OIB k• 06-26-97 7'• 06-26-97 REVIEWED BY. .... 1 1L1 VI � 1 J U L 0 8 1997 I CONSTRUCTION TESTING LABORATORIES, INC. �SSUED �� 10111 South Tacoma Way,Suite D-7,Tacoma,WA 98499 a•, Telephone(206) 588-0805 ' Faaimile(206) 588-0928 FfELf3 fNSPEC�1011� RFP�RT Pa9e � of 1 Client: M.A. Sega/e, I�C. Date oflnspeciion: June 27th, 1997 _...... ..............._......_._. _..._................_._.._..................................._. ..............----..........__......_...___ Projecr: 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 ..-�-------------�--�----�--�-....-��-��---.._.....---....---......-�------._...._......_...--�--.......----�-�- --�-----.._..... .-............._... ..... .. . . . .. .. . . ;:..;r.�?v'�#�B�P&?�222-:'Lo-.':�$�a?'C�A�`.. - .. , -..3£-.��. �.�'�.�. �c�.Rt�?�'!�a'&'.'f�:�l�i:.<R:?4:s'�?'�.'dc?-`.��¢'as:#?t$:.'£?k?�$fi:;::'Ci:;':i:$:?:E'.=::2�.!-s:b"•..?...�:>::'�c#;:?�:i:.:: 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 densrty tests were performed on fill (approximately 9` below finish grade) at the south area of detention pond, as per attached copy of in-place density tests report. Geo Engineers J U L 1 p lggl +-ile n9_---�-•-----�---- -�� ......__ _ . _.,.......,......�.........�............�......,v.x..��m...._....._v..v.,�..�...w.�...,�..�.�.v......_..,,....��._.�.....r.A.... � Weather: CLOUDY Inspecior: S.HONG/fmd .... . . ... ........ ...... ..... ... ... _ _ _ _ _ _ _ . h� FfE:1J rr� - Frrr x�: T-I1h81 l/J9 /Z Jl/�30 9? T��i��-y� .......... Reviewed By: 'Yk �� REruRT CONSTF�UCTION TESTING LABORATORIES, INC. �� 1997 . . . . .:.:... . .. :.: _ _ .. . .. ..:::.::.::.. : . , ::..... ..... .. ::::::..�::.::...:.:::::.:.:::h.::,.�:...:ry...::...:.::.::::..�::..:.. . .: . . 10111 Soufli Tacoma i -7,�Tacoma,�WA��98499 Tel. No. (206) 588-0805/Fax No. (206) 588-0928 ,:,::.. ,... ,.:::..:...:... . . .... ........ .. .. ......,... ....... . .. ...... ...........,.....,.. ....... . . ,. ,... ..n..,.,...�..,�...,. ,., ....... .:. .. . , ,,:::::..::::.:.... ::.. ................: ...... ......:.:::.......... .., ........ ... .. ... .... ...... .. . . . . . .... , IN-PLACE DENSITY TEST REPC3RT :�,�::::... ....::•.w:..�.::::::Jv:::f.�.r•;•y:•v: . .................... .... . ......... ......... . ........ ......... .......t. ......... r.....n.\..n..n+n�.H�w.�\H�n�n�W.r ♦n.vn.4fn��w.�v.w•s.V.�nv.�wA.w...v...... ..ti .��n4�v.V ............. CL/ENT: M.A. Segale, Inc. DATE: ,lune 27th, 1997 PAGE: 1 OF 1 __. _. __ .. _. ..... ... _ _ _......... ........ ....... _ ... .._...._..._ .......... ........ ......................................................... ...... ............. PROJECT: Cedar Crest Developrnent PROJECT NO.: T-0682 REPORT NO.: 19 ....................................... .................................................................................................. .. ............................................................................. .................................. PERMIT NO.: N/A JOB NO.: N/A __ _ __.__ ._.._ _ _ _ _ _ _ .... .. _....._ _ .. _..._ _ _ _ _ ._____ .......... .. . . ........... . ....._.._....... . ...... .. ...... . ....._..... ADDRESS: 3rd Avenue & Edmonds Avenue CONTRACT:N/A P.o.No.: N/A CONTRACTOR: CIIEl7f TECHNIC/AN: S.HONG/fmd . ....... ...... . . ......... _ __ _ _ . _ _ _ __ _ . ...................................................... .... .......... ....................................... . ...... IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAXIMUM DENSITY TEST METHOD: ASTM D-1557 ....... .. .. ..... ....... . ......... __._..._ _ _ . _ __ ..._ ........... _ ... .... __.. ....;.. ..............�`.o-...�.o..::.,.:...•;;>;:.:,••.. .. •..,.,.w.,:.•:.:•.•a:..,.,,,•:::•..�•::::::.:.::.��:::.:.�.,.:::..•�:• . •,•:.::.•.�.�::x,:y:;:::::.:,.>�:.�.,.,..,;;.;.:.: ... . ......... ..xr. .. . ♦ . . . ..u�? ..T..r..u.>k ...x.>.............................................. .c. ..:...�... ...... ..... . .....�::::.::.. �.. .....,. ,....... ..; .. ......................::................. ......,...,.. ,...........:...,..:v.xK.:t... .:..:.:::::::•.:>.....................:.. �o:... .._ . .... ... . .. .._._. .. .__. ..._. .`.Y'. . ___. ......_ ...... ._. ._.. .. ...,. . . . . .. . ._.:_ ...... ......... . ... ... . .. .r . _.. .; �..... _ .._. .. � , . �. .. ...... £ � PER F : PER �<>COM- � � i a ' '-LAB �FIELD DENSITY E LAB CURVE ; 11"EM� TEST s . ,: . .;.:.., »; .. . :, ? CENT , ...... ... .�.,..� ;., ; CENT � PACT ; � ELEVAT/ON � LOCATIC�N : CURVE> LBS CU.FT. � ORYWT' OPTIMUM i � , � ; No.; Nd. � � s , � MOIST ;, COM � r6 ; '.: � 'NO WE7' DRY � #/CF WA TER % � : PA T E � � � � URE C R Q , _ � : , r.....:.....,�. ........::... :....:..:.:.. .:.:.: . ... .:......::.�...•::...... ... ..,.. ...... ......, ...,,.:.:...::.:,.::. .. .::.:.. ....::..:........ . ...... . ,. .....<,., ,...,.. ..... ... ,...... ...,............,:. �;, .: x..� s _ .. yx� . ................ � �' SOUTH AREA OF DETENTlON POND ' ' \ . , j . ? � � 4 > f . •. . L .s ' ......................Y:..........................:. Y. � 2........:......................t......................................... ..............................................................................................................y...................4...................................................�. ........................ i ...................:t....................... 01 ' 116 ; - 9'of F G 50'from north, 150'from west > P-1 R 939.7 ; 125.6 11.2 � 137.2 ; 7.1 ..$. 91.5 90.0% 5............±.....................5........................................;......................................................................................,..,.,....................}....................�........................................,..........�.........�.............k.............,I............�..............'I..... ......... .........I%........ .. .. ..' � 02 � 117 ; " 100' from north, 960'from wesf ; " a 137.7 : 124.7 10.4 . 90.9 � : � . _. _. _..... _ _ ,. .. z } . �_03.� _�.�8 .>_ _ _,, � 950'from north, 9&0'from west : „ ' 139.7 � 924:0 .12.:6.. . '� .... ...... ".. _ 90.4 „ , . . _ __.. .. �.. ... . . .. ............. ................. ... ........ __ _ _ .. ... : :. .... �..... ...................... ......... . .�.. ..... � 04 ; 119 � " 80'from north, 220'from west " 136.8 ; 123 5 � 10.8 ; " ; " 90.0 " ..........>.............. ................................. ...................................... ............{..................................... .......,..................... ...................>...........................;............................. .. .................................. . . ... . �� . ........ ............�.......... �............k........ ` ; , , �....93 3 , „ ,� � 05 � 120 } „ 160'from north, 250 from west # 137..3......:....128:0.. ........�:3......�........................................................�...........�................................� ,...............................: . ......._..........,........,.....y........................,. . . ... ..............................................;.....,............. ......... � � .... ..................... ...... . . . � 06 ; 121 � " �60'from north, 250'from west " � 135.6 124.5 8.9 < " " � 90.7 " ` ' > „ ` , , „ � � „ �, � „ � � 07 T 122 � x: 100 from north, 350 from wesf � � 136.5 ! 126.0 8.3 , ; 91.9 � _ . _ ., .. ... ..__... _ _ __ _ _ _ _ .. f....... . ,_ . .. x . .......... .. . ... ...... .. . .......... . ............ � 08 ; 123 { " � 140' from north, 400' from west ; " � 133.5 124 5 7.2 " " �. 90.7 " �........ {....... ... .. . .. ........................4... ..... .. ... .......................... . .......................... ................. ............. ......... . . ... ......... ........ .. ..................... ...................... . ...... ................ . . ..,. .. .�.. ..;... ., ;. �( t.� ...... �. 1/ 0 ,� �� : �� y 1/ � < 09 } 124 : " 20' from north, 400' from west : 137.2 126.6 8.4 � ¢ 92.3 { __ _ __. ..... .. .... �..___... _.__ __.. .. _. .... ...... _ _ . f ... . . .......... ................. � _�,. „. . .;.. f :4.. F -0 � i. ! y < n •'! ., r , , � 2 :: 5 :. .. i i €..........'.... ...........Z . ........ .. ,L. . � r s, � ' � ' :: . g f g S ...A..................... . : . . : • • �+ . . .................................................... ..... .... .......................,.......:.::......:........::.::.:.::.:::::.:::............................::::<:.:::..:::::,.,•::.,..,,.:.:..,.•�..•..,............:...�...�:..::�:::::..M......,.....:..V,......:::::,::.::::..... .:#.: : . . ................................,...........................,...,...,...................,................�.................v.......,..............................,.... ................ � O.�'T"�,�.'�'�'�'' REMARKS: ..................................................... ..... ........ ................................ ............................... .................................... .......... ............................................................................................................................................._..... , ............................................................................................................................................................................................................................................................................................... ......................................................... ,.�.:•. . . ... ...................................................................................................................._................_.,..,.... ............................................................................................................................... .. .. .. .. . �� p �' •:, . ............................... r�l�+'��i lln !xv 7µ�i✓NMq7 D-706B1.019 If• 06-70-g7 7'. 06-30-97 ��,-1 REVIEWED BY: ....... .......................... REPUH � JUL 0 8 1997 CONSTRUCTION TESTING LABORATORIES, INC. ISSUEG �..�. .oc�='. 10111 South Tacoma Woy, Suite D-7, Tacoma,WA 98499 '.�=%� Telephone (206y 588-0805 Facsimile (206) 588-0928 �.:.�,. :.,-.,. ._,:., .v,�..:� ,Y:<...-.�...,.�,.,�,..,� ,..M.V. .�,,.�.,....�,�,.,�,�,�.. ........... �IEL�? Il11SP�C�"CQ11t REPQR�` ' '��e; 1 of 1 c�ienr: M.A. Segale, InC. Date oflnspection: JU/y 1St, 1997 _..............._....-- �--....._............... -_._........----�-._............._......._-� - ---....... _--------��--�----.._...--............._..... Projecr: Cedar Crest Development Permit No.: N/�1 ----�- -----�-----�-�---- �.. . .............. ..�----�-�------�-�-------------�-----�----�-------._...- -----�---��-----------�---------------....---.......--.... ____ P.o.No.: N/A Address:3rd Aenue & Edmonds Avenue Job No.: N/A �--...--��--��------�-�---.......-�-��-----�----- --�----- --�-�---��----�---�.....................�---�-�------...._ ._..--��-�-----�---------._.._....----........-�--�--�-------...- Contract No. N/A ...- -� � � .................... .......�---�--� ......_...._._..._....-�-�-�--�-�� --- �-�-�� -�-- ------��--�-----.......---��-�---........._.......--��----�-��--..... Contractor: CIiE�t Report No.: 20 Project No.: T-0682 -�--�--�--�... ...........� �-�----...---------......_.._..---�----------�-----��----��-------------..._. .._..._...... ..----�--�----�-- ..... :a:..:Y.:::,�:.r,rs. ,�.r e:;as�6o`.d�ir`.kza�rou.�:''�r.�e'd'zcG.c.�w�:d:.�a�*'�-�:.. . - �: ..:.-.. . -.�-.. y.,......... ::- . :: 'etozoeneb6�. iaf' ... ' � :':' �Ka'�d:M2::v;::�:::i`:`�; ! arrived on the jobsite to perform special inspection and/or field testing, for today's scheduled in-p/ace density testing. i 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. Wearher: Cloudy Mw.lµHAw~�� ,� lnspector: S. Hong/sg _....... . .. .................... .. . . ....... .._ -�---. ..... _ ._ __ _ _ - _. _. .. �. �:c:� fzv Fr�.w� T-lIbBZ/1�0 f�-7-I1j-97 7'_;_��_y; Reviewed By: �� , . .Cr..,, � � JUL 0 8 CONS � RUCTION TESTING LABORATOR/ES, INC. �ssuEQ .................. .__............................... .............................................,,,...............,...............................,. ...,.........................................................,....,....,..�.,•10111ySouth"Tacoma:.Wa..:...Suife D-7:..Tac.,...:.1e:.:. :::.4::: .............................................................................................................................................. .................................................... y, , on , WAf��98 99 Tel. No. (206) 588-0805/Fax No. (206) 588-0928 . _ ..... ... .., ,.. n... ... .. .... ..,. , „ v ..v.�.:,, , , , ; , ' 1 N-PLA CE DENSIT Y TES T RL POR T .............................,.................. ........ .........,....................................................,...................Av...�v...v.v.......Y...,.,...,...xr...,...x.�.N.�N......�.......... CL/ENT: M.A. Segale, Il1C. DATE: JUIy 1St, 1997 PAGE: 1 OF 1 ............................................ ....................... ......................................................................... ........................ ... ............................................................................... .........,..... ................ PROJECT: Cedar Crest Deve/opment PROJECT NO.: T-0682 REPORT NO.: 20 ................................................................................................................................................................................ ............................................................................... .................................. 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 .............................. ...... ..................................................... . ... .. . . .......................... ....................................................................................................................................... IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAX/MUM DENSITY TEST METHOD: ASTM D-1557 ............. .......................................... ,:.:: .,., �...::...�,.,:...:��..:..:.,...:::�.�::.:�.�>: �.a�,.:...w<:.::.:..:.,.:...:..::.:r.::. �:.::.��. . ....... .. T... . . .k . .. .......... ..... �5:.:.:... ' ?i ... ...:i^':\•'F.:+.'•}'r:�:iT::i:':i.;.......::. ;. ..... ;. ... .. .......,........k.............. ... . . . '�........ ... ::3� .... n::;: .._. ..,..a.... ........... ....... ......., .. .. ::::. ...... . �. 5,.... ..::.: ::..... . . _ .... _... .__. _ . .__. .. :::.. � ' •:� . ..> :,; • �:> ; � . . :,, _.. � PER t PER _: GOM- > ? : � FIELD L7ENSl7"Y , ` �.AB CURVE ; < < 1T�M� TEST � ; „L.AB >.. . . .. ,.::. � CENT � ,,: .. ...:� CENT PACT !; � ELEVATION LUCAT�ION CURVE: LBS. CU.FT ; DF7YWT. OPT/MUM ; k ; ND = NO. � ; M(7151' ; _ ;: CaM ? % : -� � ;NO. WET ORY ; URE �: #I CF. WA TER % :! PACT :. R�Q. ',. . �::,.:<..:<:::, . ..vr.::.. ..,,.K.::. >:.:... ...: :.: ..:.�:.:. ,..,�.,: �.>....n:: . ..:::.:: ......... _ , > ?NE AREA OF POWER POLES � : .. .... � .. . . . . .� . . . .. . . .. ....... . ... . . : . . ..... � ...... ...... � ..... ... .. ...... ....... � .... .... . .. � , , , � o < 01 � 125 � - 6 F G �200 Easf from road,200 north from pole ; P-1 A 137.7 : 125.9 9.4 137.2 : 7.1 91.8 � 90.0% ; ;_. ....... .....................�.....................................�.......................................................................................... ..................,..................r;........................:....................... ..................................................;...............,...................................o................... .; ; 02 � 126 � - 5' F G `300'Easf from road,300' north from pole } " * 136 9 ; 123.8 9.9 � " ; " � 90 2 � " ` _. ; _. . ......_.. ...... __ . ... ...... , _ .. ... . . . .. .. + > 03 ' 127 j - 8' F G 30' West from road, 100'NE from pole A " 3 " " ° , 1381 ` 124.5 10.9 90.8 � .. ............. ........ .... ... .......... .............. .. ... , ......s ...... ; 04 � 128 � - 11'F G 60' West from pond, 50'NE from pole r " � 137.4 ..: ...124.0... .....19..2 ..'.... ..."........ ..........."........ .....90.4 „ ;..... .....�....................._.........,.............................�.........................,.....................................................................................�..................;;...........................;....................... ..................................................�........................................................................,.; : 05 129 � - 9' F G 60'East from road, 120' north from pole � " ; 136. 1 : 125.6 8.4 " ; " 91.5 � " � , �.................. .� ...... _...........................�................................................................................................................................,,......... ............. .................. .................. ..................... ........................ ................ ................. .... ...... ,.. : � � �NE POND FROM POWER POLE <, ' � _ _ _� �... ..�; . _ .. .� > t � ; _. � > 06 � 130 � B G NW corner of pond _ __ ;. P-1 144 3 : 132.9.. ...8.6.. 137 2 ... 7.1 � 96.9 � 90.0% � . ;. .... .. .. „ .... . ... <:................. ......., ; �� „ „ � ........... ................. ..................... ...........��... ; 131 Center of ond ......... .... ...... . . . . ... . > 139.8 � 128.5 8 8 93.6 � . . . :. . f.. .. .. ............ ................. ...... ;,..........................p.. . : .. .. . ..................... ....... ..... ............... .................. � . .. ...;. ...... ..... ; ..... ..�.. ...;... .. R ��f: u n rr rr r� ; 08 � 132 � SE corner of road $ ; 143.9 132.8 8.4 � � 96.8 � � ;................................. .......................................�.................,...........,............,.....................................................,,.,..,..........y....................;......................... ................. .................. ..........,....... ...........................y;................... ,� .................. � � Z .�.. { .�. ..k �, � ,? . ; . . . _. � � • . > E � t � � � 0 � R�i z � � � Q . :.... ... .... . . .... ....................:......... , . . . REMARKS: ...... ........ .._... .............................................. ..._. ......_........................... ... .... ._.... .. . ................................................................................................,..................................,................................ ELEV.CODE: 8 G = Bottom Grade, F G = Finish Grade . . ........................................................................... �. . ......................,...... .............................................. ................................................................................................................................ ... ,,�:,,. or��ni,rrn �k�� E N�arr D-T06B2.020 Ir- 07-0.7-97 'I'• 07-03-97 � REVIEWED 8Y: ..... .... ...... t � ... �.......................,.... �W' REPORT J U L 1 4 1997 CONSTRUCTION TESTING LABORATORIES, INC. ISSUED !�ti a�e'°� 10111 South Tacoma Way, Suite D-7, Tacoma,WA 98499 �� Telephone (206) 588-0805 Facsimile (206) 588-0928 �'1�� NSP'E��'l�tV':f�F'P�F�`�' �ag� r ot � : Client: M.A..Sega/e, !nC_ Date of Inspection_ July_7th,1997 .._....._.. Projecr: Cedar Crest Development Permit No.: N/A P.O.No.: N/A __�__ , _ address:3rd Avenue 8 Edmonds Avenue Job No.: N/A Contract No. N/A .................................��--�--�-�-------��----�--------�-------�---�---�-�--�-----�-----�----._....._..--------�-- -..._..-�------�--------�---��--------��--�------�--................. Contractor: Client Report No.: 21 Project No.: T-0682 -----�--..._.---�---.._._---------------_...---._._.___._�...._.._...._....---................_.._._._. _._------- ------..._..-�--�---........ s'eYa�' l�.�i��+m' ' +�bKE� '�'�' . . M�•`L:vi'�' 1 arrived on the jobsite to perform special inspection and/or field testing, for today's scheduled in-place density testing on the compacted borrow fi/l placed throughout the project_ As requested, 11 each in-place density tests were peformed at random locations. A1J density tests performed exceeded 90.0% of the maximum density tests requirement, as per attached copy of in-place density tests report. ��O �� `._ , .,; ,��/r `�'�� .�, . 3 ��, �rs �� '�� '- . ,� Weather: �� CLOUDY � Inspector: D.SMlTH/fmd ...._..---�-�.......... .......�--..........----........-�--�-----_....----�--......_.__.._.._....._...__._.... .----... ... ..--�---._............................_. _ ............. __......._._......._..--�----.......-�---�---�-�-�---��---�---....._..._._.......--- - Ercr�r�r+ -nu rr.v�: F-TI1bR2.021 R J►7-OR-9� T-07-09-97 Reviewed By: � � �� JUL 1 4 199' CONSTRUCTIDN TESTING LABORATORIES, INC. �ssuE� .... . ..........,,.,......... ,. . �.....................,.,.......... . . .. ... . .,......,.. ... . .... .......... .... ...........,...... ......�.v x ...� .�� . ...... ....................... .................................. ................. ........................ .... . ... . .... ........ . .... ........... .. .....,........,.......:......::::.....�h...�.�....�......�::.. . N�..��..� ......,�,.......,:.,:..v.::...�.vh...wH... ..�.�.�.N...N:.k.��.� 10111 South Tacoma Way, Suite D-7, Tacoma, WA 9849. Tel. No. (206) 588-0805/Fax No. (206) 588-092� 1�.:v:.�..� .�..�..........v.v...v...:..��..�:.n.:::.:.n:.�:vn:.:�..:.:.:��:.:n::. ...:.�.::..::.. ..nv. .. ...;..;.,�.,-.; . .,.. . >�51:✓::w.xv.Wa.w.a'rxwv'r.wss+vxN�AVY+Y:V�NN�aNn:n�'+iH:V:W��Rh'•rnv.� . . . . ...:. :. .. .r.... . w , A44 4NYM .�;_ .; ,: ..,., .. . . v•n• lN-PLACE C7ENSITI� T�EST REPORT ' ' ' ' :.: �.:..T.......�..,...:...�.,............ . ...:, ..�:�.... . . . .:.:: ::. .:. .::..: .. :.:.: . r......... ,........ ......... v.,...... .......r.:�..�.x,�.;;:,�;:..��...�.��;»,w„�,;�,,.�,w�f��,,,:�,..�.,�...:::.�.N.��:�...�,..��.,�Nw�: CLIENT: M.A. Segale,..lI1C:.............................. .,,............................... DATE:....,IUI y...�fh,.1.99.7........................................................PAGE: 1 OF 9 ..................... ..,..,............................................................... .............. ............... PROJECT: Cedar Crest Deve/opment PROJECT NO.: T-0682 REPORT NO.: 21 .................................................................................................................................................................................. ................................................................................. .................................. PERMIT NO.: N/A JOB NO.: N/A ................................................................................................................................................................................. .................................................................................... ............................................... AOOREss: 3rd Avenue & Edmonds Avenue CONTRACT:N/A P.O.No.: N/A _ _ , .. . ...... . . ... . ......... .. , . CONTRACTOR: Cllellt TECHNICIAN: D.SMITH/fmd ....................................................................................................................................................................... ...................................................................................................................................................... IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAXIMUM DENSlTY TEST METHOD: ASTM D-1557 ...................................................................................................................... ............................................................... .. ...... ...�3 � . r.a:•:�:�e� •l�:�.a.• �r.�s-�:a : �:r:?«r•�:ac..rr.os::�.•v»x�iR. �• a:nx.w,;�n:a.,..i..<.. . ��xnx.,....., nx.�.. ro,. w:.......,..�.a.. �..... ..: . .,•......,._,.•....').4� :.... .... . :...<... '�4'4�, .:.:. .:... .> .�.,.�F�fi..X3'3'°�'.�Si...k2r'.t��3'<#fF''•.S?.,7t,Y'2 f<..#�,,'�3.k..`...�,., d9+'2� 3..;f'..w ....'�,:.:. . .,.`t'::.:... . .Q,...A „'4:F3`k..". .,..,:.2 L..".'$9:Z-"x`•g`^�e� $91!:$:uq,. .: :::?F...;ri:..t,.'FPF''1�.Y'..)..Y.,.Z.Y.i�..:.:. ,, „ PER � PER- COM- FIELD DENSITY LAB Gl1RVE T�M TEST �A� ---�� --�- . CENT � GENT PAGT < ELEVA77R7N ! LOCATIC�N �'CURVE LBS ' CU.�'T; DRYWI"� DPTIMUM o �va, rvo. , : Mc�IS�= > � , CvM- � �NO. WE7' DRY UR� .` #/CF, ..W,ATER °l. �ACT REQ, ;.: ,, > . .. . _. _ �...,::::: :...�,�.,,..�;�;T,� �.;.�,.:�.,>. ,,�:..�:,�rw��.�� ..,. �,......�,: ..a�,,.w.r:��,..,�««..::��: .::�,:..v�.w:��..�.x.�.�a:.,�.w.�.,��,�.. ....:.,>:. ��.�.r::;> .....::�. .....:: . ...... .:: ...:. :. BORROW FILL � ........ ..................... ....................................... ................................................................................................................................ ...........................�...................... ....................... .......................... ............................ .......................................... 01... .....133..... . - 1' * Test #1 ...................................................................................... ....P-.1.....;.....935:3......:.....923..7... .......9..4..............137.2......j..........7.1................90.2.... ..90:.��.. ................................................................. 02 134 " Test #2 " 135.4 � 125.4 8.0 " i " 91.4 " _... . ._... . .. .... .. .__..... ...... ._.. .. .... .. .�...�. .__..__............... .....�. ....._ .. ...__.. . ... . . .. .....____.._.._............. :. . .. .. ,.... _ . ,..�..._ ....... _ .. 03........135 " Test #3 "....... ......136.1 : 127.5 6.8 " � ,. 92.9 „ , ............. ....................................... ........................................................................................................................... ...........s....................... ...................... ..........................j............................ ........................................... c 04 136 " Test #4 " 134.1 : 924.2 8.2 " i " 90.5 " ............................................................................................ ...................................................................... ........................ 05.. ......'.37..... ..................."....................Tesf #5 " 939.7 � 132.9 5.8 ..........'�............!..............".................96..3.... ...........,,......... .............................. ....................................... ............................................................................................................. .............. ...................... ................. .................. .........,............ ........................ ................ .................... ...... . ...... .. .. .. .. ...... .... p. ,(... 06 938 " Tesf #6 �q " 140 4 ; 930.8 7 3 " � " 96 3 „ ..... .... ..... . . .. ... . .. .. . . . ..... ....... . . . .......... . ... ....... .........,...... . . .... ...g....... ..... ..... ......,. ..,. .,,..... .... ,......... ............... .......7...._.. ... ....... .. ..... .:..... . ......... .. ..................... 07 139 " Test #7 F " 140.5 � 129.4 8.6 " ; " 95.3 " .. . .. ................ .. .. . . ;, ; , . .. ..... 08 140 " Test #8 " 139. 1 ' 928.6 8.2 " � " 94.3 " , ........ ..................... ....................................... .................................................................................................................................... ...........................>.............................................. ..........................�........................,... ............................................ � 09 141 " Test #9 � " . 942.0 � 131. 9 8.3 " ; " 95.6 " .........................................................................................................................................................�............................................ ..,................ ................. .......................;. 10 142 " Test #10 � " � 14 9.8 ; 131.9 8.3 " � " 96 1 " . . ,_ _ ... .. .. _.. ._.. � 11 143 „ Test #11 _ � „ �.x�.940X9�..�...M929.6 _n8 3.M� ,��,� 94 5 „ �...�:<. .:.:�.��....�.y.w. .,.:.�.N...�.,� ' :�w.�.<.a.,�,.,..�r..,�...�..�o.�:..: • REMARKS: "Approx►mate depth be/ow subgrade 1� RMS ..... ......... ...... .. ......... ........................ ......... ......... ....................................................................................................,.,.,,..,............................ .. ..C.O. . F.q . _ ...... . ..................................................................................................................................................................................................................................................... .. .......................................................... � .. .................... ..... ... ........ ......................................................... ... ... . .......... ..,.,� .......................:..:.............................................................,......,..................... ................................ ., . . ......... . .,. , , �... , . ��r��rr, ,r�� R�� : :N�.� a-ro6ez.o2i it- o�-oe-9� r• o�-os-9� � REVIEWED BY: ......................� ................................. � e�!�2.- c..�..�:�� ,v��e��- �-Ol�a� -�e��;�-� -r�-rs v� � -� -�7 REPORT J U L 1 4 1997 �yG 3�� 5� � ISSUED ��,-i� 13�tC ----- _. __._,--- __. �e,s�r �oc1��:�r , - �� o _ ;�a��s �� , �, �� U , � �a ''� , z' --� , � , 7� ��Ti►J6 � G Q — — — _ _ 4. �� Gs� � • , z � � �;� � o , c�, �, o RoQd F � � �t �; � � ' , ��-�, x. ��"„ � ;'°�� + ��rvn 1 � � J U L 1 6 1997 CONSTRUCTION TESTING LABORATORIES, INC. ISSUED �� 10111 South Tacoma Way,Suite D-7,Tocoma,WA 98499 �� Telephone {206) 588-0805 Facsimile 206 588-0928 � FIELD II�SPFC1'lC�J�t R�PQRT P�s�' � a� _ r ciienr: M.A. Sega/e, InC_ Date oflnspecdon: July 10fh, 1997 Projecr: Cedar Crest Development Permit No.: N/A P.O.No.: N/A address:3rd Aenue 8 Edmonds Avenue, Renton Job No.: N/A Contract No. N/A ....-�---�------�--�-----�--------------------------------��-----....._....--------...........----------.._.-------...---...- -----......--------�-�---�--._._.........---�------�-----....-�-�-.. Contractor: Cll2�t Report No.: 22 Pro%ect No.: T-0682 -�-�-��-----�-----.._._._....---�----__-._.-----.._.._..---------•----�.___----...---------_. ---------- ��>�,�. -� ---- ..._..��YA:.: 1 arrived on the jobsite to perform special inspection and/or field testing, for today`s scheduled in-p/ace 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 attached copy of in-place density tests report. G�� Engineers JUL 1 8 1�97 ^ -�-- -�-- --—�--- "�� F ' ---- - - - -------- Weather: ��.�J�, � .H,�� -,~PARTLY CLOUDY R�� Mspector:w�� R.ROWDEN/fmd �---.._..--�--�---._......- -...........................�-��---...--�--......---�-- ---�------...-�------�------�- --�-- --- -�.--.-.......... ._ .... _ �-- ...--�-�--........� � ........................... ....--�--........__.._......-----�-------.........----.. f�'"� frc��-��: F-T-i�he2.r�12 R al7-l1-47 T�17-1!97 Reviewed By: � ��pOR�r CONSTRUCTION TESTING LABORATOR/ES, INC. �� s 19g'� ....,..,...,....,,....w,.�.,.........,....,....,,.....................,..............�..........................................,..............,..............................,..............................................,............,.............,.,..M.,�10111 South Tacoma�Wa.��.�r,�„ �.�,,.,....,,.�.,. . . ............. .. ........... .............. .......................................................................................................................... .... ....................... . y, ��r coma, A �98499 Tel. No. (206) 588-0805/Fax No. (206) 588-0928 ....:.......................�_�.....:..........:...�.�.....:...,....�...............:....r..,.....�..:...........:....�.v:.......�.....r....:.:..,.:..,..:..::.,...::::.:::::.:..,.:..:..:::.�..::..:.....::...:::::::.:.:::.:.::::.:::.:.::.:.:..::::.:....:..,.:. rvunw�a.ro.vn• 'w�w+ns.wnNw:yxv .aw� ,�:��a�wnwnom.•w:.�vnr...,..nwui:w•wv�vi:�.�.�w. a...�:vr::....�....n.�x��.�ww.K ' . . . �' �. � . � . .�'. �.. ' IN-PL.AC� L�EBVSlTY 7'EST REPOrRT ' . ..:>:. ....M:�.;.m.�:;.,,...v.�:., .<..�.k..�.�,.......N;::,:;,�,.a....�:;. ....�;.::;. .,... .:'::... ... .::,'. ...,.:;i ......:; . :' ,. ' ...N''.�.,... : , ., ; _ .� .w..nM�.v��w .N.vw�Vnw�Y.V.� . v.+Nk.1N �.V..�..�.::: ��...t��.Yk\4VY�h�'W..�.:\}J.9.�hnNA'�R h.n...�.�:1 %�v..x��a'�nw.vN.wt+n vw.s....��. wti.n�ti�.� .�n��w�.T��.. cLIENT: M.A. Segale, Inc. DATE: ,luly 10th,1997 PAGE: 1 OF 1 , , . ........................................... ............... ................. PROJECT: Cedar Crest Development..................................................................................................... PROJECTNo.:...T:0682..........................................................REPORTNO.:..............��.............. i PERMIT NO.: N/�4 JOB NO.: N/A ................................................................................................................................................................................. .................................................................................... ................................................. ADDRESS: 3rd Avenue 8 Edmonds Avenue CONTRACT:N/A P.O.No.: N/A _. ....... _ .. _.. .. ...._ cONTRACTOR: Clienf rECHN�aaN: R.ROWDEN/fmd ...................................................................................................................................................................... ......................................................................................................................,................................ IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAX/MUM DENSITY TEST METHOD: ASTM D-1557 .................................................................................................................... ..................................__.._... ............_...... ......._.......... . .. x:2s'�`. .i't2�>:.:;.g.»t :;��.•x.rw>:w�>»�t �:a::>.Cg`?ci�ry.s�.�,e?yk�.ys9rcax�.�.'?�f:. si��: .�.. M ..3�Y.. . , . •. 7Kt....>.:•:•4t"+.�'•`�'�.....:....:::.<:i:3;"•,:;'}...�.:,:.:.,.:;:.. fi">,:..........:.,...... . �.....�'{g�'�....,...�?4��:.:: !4�@�f , ...:.. .. . . ....:...:...::.<:::...::.,.:.......,,::..�. ..:, ,..:. ,:. :..;. '!�'f.... �`�F2ts.. '?�8i€f�4��:. P,�R ' P�R- COM� . FIE'LD DENSITY L.AB GLIRVE. J`EM i`�'�7' ' [.AB �m ...,:.�...� C�N7' � . C�Nl' PACT Nv, Na. ��-�'vAr�nra LC�CA T/C7N cuRv�� .es. , cv.�r. Mv�sr ' aRY'wr� +a�rmuM cv�- ; � . � ; ; �NO. '° W,�T � ' DRY #JCF ' VYA7'ERI/ ' � > URE ��1C7' REQ. .��.....�... ....�.�.�.,�.:,.., .>�.�.�.�..�>�.,,,�;�. �.. .o...<:::�,.��.��KK�,�,,:. '.,x,,,�.��,�.,;;,.�.�,..�.a:; .......:: ....�...::... , .;.:..,... :<:�..�.,...,.,..: >.:�..�.: .:r..�<.�.,.. ��:..,�:..:<�«. : �,�.�.x« �.,.��.�, . . .,�.,. „ ,�... RETENTION POND "A" � � i i .......... ............................................................. .................................................................................................................................................................r...................--�--...................... ....................................................... ............................................ 01 144 - 3' 9'North, 24'East of CB#2A � P-4 � 118.4 ; 106.9 10,7 115.8 � 15.7 92.3 90.0% ...................................... ..................................................................................................... .................. ..................... ....................... ............... .................. ............................... .................................................. .. .. ... ...... ... � 02 145 " 36' Wesf, of CB#2A " 118.3 i 108.4 9. 1 " i " 93.6 „ . . . . .. . .. _ ........ .. . . . .._ ..._... .. .. ..... . ...,... ..., . . ......... . ............ .... ............... .. ................... .. .. .__._.... _............. .. . . ...... ...._. _.. . , . , ,.. . , 03 146 " 35' Wesf, 35' Soufh of CB#2A " 116.9 ' 106. 1 90.2 " � " 91.6 " ...... ..................... ....................................... .................................................................................................................................... ..........................:.............................................. ..........................:............................ .................... ....................... 04 147 " 65' South of CB#2A " 197.9 ! 107.7 9.4 " ` " 93.0 " � � ............................................................................................................................................................................................................................... ..................................................f.................................................. ....................... 05 148 " 15' West, 900' Soufh of CB#2A " 118.8 � 107.3 10.7 " i " 92.7 " .... ..................... ....................................... . ............................................................................................................. ................... ...........................t.............................................. ..........................,............................ ............................................ 06 149 " 150' Soufh of CB#2A � " 199 3 i 108.4 10 0 " � " 93.6 " _ _ __ _ __ . . _ ... ...., ... _ _ _ ...._.. . . . .. .... ....... t ,. ..... .. . ..... . .... . .... 07 150 " 960' South, 20'East of CB#2A " 9 99.5 ; 907.8 1? 2 " ; " 93.1 " .... .................... .................................................................................................................... ........... ......... ...................... ................... .................. ...................... ....................... ... ...... ... .. .. ................... .. ...... ..... ., .. .. ... ... . ..... ...... ... .. .... .. ... .... ... � i � � . . ........... ............................................................. ...........................................�........................................................................................ ...........................q.............................................. ..........................y............................ ............................................ I � 1 � ' . I ..........�. .................... ..............�............................................��..........,.................................................................................'.................................,............(..�.................... . ............... ......................... ...... ..'......................... . � �o��rF �� _ _ _ _ _ _ _ _ . � . _ _. ...:..�. ..��.�.M .�.�H.��..�.�.�...�� :.:..:.:,..:...::.::........::.............:::..4�a:�:....:.:... :...::.. . :«.:.::. � .........:.:: ... .�::�:.....�....:v.....�.��Rw:d.�..r: �.r.�.r��N�H�...��.r.�v�..,.:�.....�.�..o..� ...��.. ..r..w... REMARKS: ..................................................................................................................................................................................................................................................................................................................................................................... ,,..... ............................................................................................................................. ., .......................................................,..................................................::................... ..... . ..... .,�.�... . ............ ....... ... nr:�tiin.r ni �R» �`._ ;`N,v�: n-ros'sz.022 �t• 0�-11-9� 7'- 07-11-97 � REVIEWED BY: .. ........ . �� .................................. REPORT J U L 1 71997 CONSTRUCTION TESTING LABORATORlES, INC. ISS��En �w`� 'a�c a 10111 South Tacoma Way, Suite D-7, Tacomo,WA 98499 ��'� Telephone (206� 588-0805 Facsimile 206 588-0928 : ; .. : �� t�rsp�cr�� po�r : ��_ � af , Client: M.A. Segale, InC. Date of Inspection: July 15th,1997 Projecr: Cedar Crest Development Permit No.: N/A P.o.No.: N/A Address:3rd Avenue 8 Edmonds Avenue Job No.: N/A �y Contract No. N/A Contractor. Client Report No.: 23 Project No.: T-0682 __...--- �----�---------�_.._�_�_�_�__�_ _... _�...�. .._____.......-�-�--��- x . . .. _ . . . . . � I arrived on the jobsite to perform special inspection and/or �eld testing, for today's scheduled in-place density testing. As requested, 6 each in-place densrty tests were performed at area between power pole and MH#95, as per attached copy of in-place density tests report. Gea �ngineers .lUl 'l 1 �I f- �:�_--�t�=__:._�i_=_--� -- -_-- - -------- Weather: CLOUDY Inspector. S.HONG/fmd I ..--��--�........................��--�--��-�-�---��-�----.._......-----�--......_....-----�----......---�---- ----�-�--- -- --�--�---�...... ............... . --. ....--�---�--...............................__.....--- �---�-------_....-�------�-�-��------�-�- Fr� � -�rr�: T-nh82.n13 R ar7-1�-97 T�7-1�97 Reviewed By: 4-i�f'C�f�i l CONSTRUCT/ON TEST/NG LABORATOR/ES /N'C. �� 1 7 19�. ...v.......,..�.�.��,........�..�....��µ�v�....K�.�N..w��...............h......�..�.......�Y..��...v.�.�..w.K.�.,.H..u�............ ................... .... .... ....,,.................v......�.v.u� .... .µ...�.,.M�.�.��,�,.��.�..�.�.�....V.,..w,��M.�v...�........: .. ....., . . .. .. .. . . ... ............ .. . . ,. , . . . ........................................ .....................,......... ... . �.rxv:h�...x�.x�w.�.��.A....�. 10111 South Tacoma Wey, Suite D-7, Tacome, WA 98495 Tel. No. (206J 588-0805/Fax No. (206) 588-092b IN�PLACE £,�ENSITY TEST:REPORT � .�. :..,..�.,�......�:.�..�.�::.�.�:..�.�T.��...�.�.��..:�:.H:...::: . .... . : _ , , _ ...�.x�n,�..�. �..:Jv.. " .......i:a.s.>....r..r::. u....r.;:.......:.rs+asn�.•.wx�.avn:o.vr.wwn�w..�wdx..�m..+.ww.wti.a,�.w �. :..� .:..,� . . �..�. ..v....' .. ::. ..�...�.:� Y+M��:VnW.MVNVA��'MMVw}.'+VJwWw VV�J��MMI1.V��AMINNIYVYW}MW.vn CLIENT: M.A. Segale,..lnc:..................................................................................................................................... DATE:....July....15th, 9997 ..........PAGE: 9 OF 1 ........................ ............................................... ............... ................. PROJECT: Cedar Crest Development PROJECT NO.: T-0682 REPORT NO.: 23 ................................................................................................................................................................................. ................................................................................. ................................... PERMIT NO.: N/A JOB NO.: N/A .................................................................................................................................................................................. ..................................................................................... ................................................. ADORESS: 3rd Avenue 8 Edmonds Avenue CONTRACT:N/A P.o.No.: N/A _ . .... . . ... ... ....,v__...______._ ..............._._.........._.._............. ....... CONTRACTOR: Client TECHNICIAN: S.HONG/fmd ....................................................................................................................................................................... ...................................._.................................................................................................................. IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAX/MUM DENSITY TEST METHOD: ASTM D-9557 .................................................................::::;.;............,................ ........ ... ..;,:........................ ;:� � . ... . .. .. . ..:.. . , .• .... ,...:. ':�!E3�9D'!?"?f..:..:.:.••. .:.•..,•,.: w. ..c ..:..:.$aJ3, +,S'`"� ..";`�?;��. . . . ...... ..`?..'�'?"' . .. ...... .'�9cqe;�t�a»�,N'�•`y:.yye"+9',�`�?y'?'? .. .......°?c'r?'?""^.x2'^'.r..4R2a^'a'�'i�'YI4$`"i..'r¢z"P.A'�°:w�?�:$'3,`Y�'.t•F"';:i'✓.::"�;:. � .,:�. .�.s:,�g ry� t `rqs.n . 9fi9v .r.a . ... ... . .. . ...... : .+�ma.+:.ar.��.me ��xM�r.KM,K. . ... ... . . � � pER- CURVE P�'R- COM- � �'EM i`EST �,qa �FIELD DENSITY CENT � L'a�� C�'NT PACT , ELEVA7/0N LOCATION CURVE� L85 ; CU.FT, DRYWI"; OPT/MUM o � NU, N0. A MC)JS� CCJM- r6 3 , �N0. � WET � DRY UR� #I CF � WRTER / � ' ;:! _ ; . � PAGr;; REQ. � ;: , _ _ ., _ ,<.: ,....x..,�. ..�,.�...�,.,a,;,� �,..�,a...�.,.�:,,.»>�.,-n.,.wH�:;...�..�,.:.::...�..�.�.,�.,,.�.�,�..�>,....h ,..:::<: r...... >. ,.�..�..,.�'x�>,,.,�...»..�,,.,»..,,��.:;�:. .��..h�,:.>„ �.�..,�:. ::., :,: ; : �........ ;> > . . ;:... . .;. NE AREA OF POWER POLE � i ; .f�� .................... ....................................... ................................................................................................................................... ..........................;........................ ......................�. 01... ...151...... ..-...1.'..Subgrade...70'..East from MH#15 P-1 140.3 ; 129.9 8.7 137.2' l..........7..1........... ....94.1..... ..90:.0%.. ............................................................................... ..............................................�....................... ..................................................; 02 152 " 50' Soufh from MH#15 " 142,3 � 130.7 8.9 " � " 95.3 " _._ .. ........ ....... ....... . . , __ ..._ _ ...., . .. ... .. . _.. ... . ......... ,.._..._................ ._................_ _.. . ..............�.;.......�...._�.......w......... ._..._.__......._..... ....__._.._v.�...._.. 03 153 " 150' SE from MH#15.............................................................P-4..... ......926..9......`....113.3... ......�.1:2..... .....115.8.....�........15.7........ ....97.8..... ..........��.......... ......... ..................... ....................................... ..................... 04 154 " 250' SE from MH#15 " 128.6 ; 196.9 10.8 " i " 100+ " 1 .......... .................... ......................................................................................................................................................... ...................................................................... ...................... .............................................................................. ...................... � POND "C" � � � ! . ........ ..................... ......................9............. .,................................................................................................................................ ......................................................................... ..........................�............................ ............................................ 05 155 9' Sub rade 50'NE from comer P-4 127 4 � 114 2 11 6 115 8 ` 15.7 98.6 90.0% .. ... . ... .._ _.. _.., _ _ ___ _ ...... ... __ _ . _ _ _ . ...... . . ...... . . . ..... . ..:. .__ ...._................._.._.. _..._......__.._. ... ...__ _. os 156 " 120' West from comer P-1 141.8 j 130.8 8.4 7.1 ? 95.3 " .......... ......................................................................................................................................................... ..................................................................... ..................................................................................................... ...................... i �, : ...... ..................... ....................................... ..................................................................................................... • ......... .............. .......................�...,............... .................. .............,..,......¢........................, ................ .......,.......... � i � � . ...... .................... ......................................................................................................................................................... ..............................................:....................... ..................................................................................................... ....................... ; ; , . . �+ . _ _ __ __. _ ....... .. ... . . _. _. ._ _ � _.. _ _..... _... ! � .......__.... . . . . .. �` . , . .::.:�:.n...:.:m R..N[V.nV..v.Y.MxMV�MV:v:M•IM:vJIw. � Y:YTWNivlfiwl.WN.wa.�A�xV:•Y:v.+a:OV:V�4Yw'�VW10vitvYN.wxv��t.cv�.ti�:ti:a::N ':..::.v:w-�......::vr:v.v:wrx.s�mwx�.w:4wx<ora:w�>w.Va:wrsR:vraV' �µvwx.vi�vv+�M+'ww'•Ha.wwNwYJNK4%w%w:'�wMwca��wxwwwA:.. . vx'v'm.:ww•xn.v:n REMARKS: ..................................................................................................................................................................................................................................................................................................................................................................... ...................................................................................................................................................................................................................................................................................................................................................................... , ,,.......................................................................................................................................................... :. .......................................................................................................................................... ........... ....................................... �, ,•,.� rl.., nrv.crn•.rrn•tR.+� �N,�: c-ro6es.os3 R• 07-16-97 T- 07-16-97 �� REVIEWED BY: ..,,. ��- . ..................................... � J U l 2 4 1997 CONSTRUCTION TESTING LABORATORIES, INC. �SSUED -- �,�_ a�`=' 10111 South Tacoma Woy, Suite D-7,Tacoma,WA 98499 � Telephone (206) 588-0805 �.w� Facsimile 206 588-0928 ��.�. ��,�� RF��}�� :.. 'Paq�; 1 of 1 Client: M.A. Segale, lr1C_ Date oflnspection: July 17th,1997 --�---�----......_.....-�---------------�---......._........_._............._.._.._..-------------..._......--�---�---........._. -�---�---�------------........_..----�---� ... .. Pro�ect: Cedar Crest Development Permit No.: 1V/A P.O.No.: N/A Add�ess:3rd Avenue & Edmonds Avenue Job No.: N/A Contract No. N/A Contractor. Client Report No.: 24 Project No.: T-0682 --�------------------------------------..._...__...........----------._.._--------._---�--....._..._... ---------- -----�----�---�-----.... �� .��<=<�A:��.��<:�::.,.-=-... 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 IVW area of 3 cel! ponds {west), as per attached copy of in-place density tests report. Weather. � ��NAvµ.,w, .�--� v FAl R��N^n lnspector: D.SMI TH/fmd �........................---..--.-...---�----.............---�---�-�-�-�---...----....--_.......-�-�--�------...- -- - �-I.�,J"',�---...._- _.... -........................................�-- -. -�-�----�--�--....__..--��-�--��--�--_.-----__ _ � Fr�� -Fr�ru,�:F-T0681.n2! R al7-IR-97 T�17-21-97 Reviewed By: • ��-- ��1 1 1 J U L 2 21997 CONS � �UCT/ON TEST/NG LABOK� TOR/ES, IN�. �ssuE� ,........a.�.......,..,�...........,..,r,,.............,,......��......�.....,,............,.......,........................�...,........,....................................................................................................,........,.,10111 S�u h acome Wa Suite�-7�,v a,.M,��. ...... .. . .. ... ... .. .. . .... . ...................... ................... . ........................................................................................................................ . .,.,,�.,,,..�,,.�.,,..,,...,,.... o t T y, D , T coma, WA 98499 Tel, No. (206) 588-0805/Fax No. (206) 588-0928 >.,.............��................��..........v.....................,..,�....:-.,....,.........,.......:.:::...,.....,...,,..r..............:.....:.......,::.......::..:... .:::::..:....::..:::..:.:.:.....::.......... .. . ....,... . ' IN-PLACE DENSITY TEST REPORT ' � '�........,.�....v:.�..<.w.v..��...n�rw.v»aw.,�......�.,...�a,.a�w•e•a.� �.:w.:......w....�........ �....., �......,:.:....::....:....:...:..;.;..,.,-......:• ......:i: .....�...:..w...,.v..:l. . ,...:w.. ,...w.�x.L.va.n:,�:+wvc.�v.wa.,.vw-�.,vwmaaiai�vsoti:i: .�i . '�� .. ,. .�� ' ....�� .,,...,,-...:��i CUENT: M.A. S@g81@, InC. DATE: ,IUIy 17th, 1997 PAGE: 1 OF 1 ................................................................................................................................................................................... ................................................................................................... ............... ................. 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 ....................................................................................................................................................................... ........................................................................................................................................................ 1N-PLACE DENSITY TEST METHOD: ASTM D-2922 MAXIMUM DENSITY TEST METHOD: ASTM D-1557 ...................................................................................................................... .......................................................................................... . . ... .�.. ,� A�15�...�� ' . .. ........�'o?`��'r.�.!�`^34 ' } '` ..�.: t o}��aa4:�!err�ca ,�n;:cr.+p e-;aox�c�T��n!+��.xg:Ara �etaXe�1e4e3'[�'�r ti�sw2"ut'tN+.�ca�;n'S'i� .. ..�...`M.,e'7,.F�YS�:�"'@ x .,..<'.�`}'�.�.�A.3:#�. ..... :••;• ... �� . .� . .. . ,.:.: 3F.f' .�'�R,.'�.c . � �'.CS`°3�:..?R?� � _ PFR- PER- C�M- �LA� �FIELU DE'NSITY LAB CURVE �.xY..w,��.��...�o...�..., T�M TEST � � CENT CENT PACT � EL�VATIOW LC�CATION �CURVE:� LBS. I CU.FI". ORY W7'.� OPT/Mt/M o � NO, NO. � � MOIST- , : CQM- rG : ' x NO � WET DRY URE #I C� ; WATER% �..�,�.........,......�....v.V.>.:�.,.....�;.;.....,.�.. ..,...,.�.>...�:�.a.,x..n..n;x.a..�,..�,.,�...'�,,,�.,,�.,.�:::..,�.:,,,,�:�,:�,�..w.,.,.....� v:...� :.: ..:.. ......�;: <a.�.�.��w ,.v.�.�.x.,� �.,�..0 �,� �..�.�.-,x II . PACT REQ ..�..... � " ` ....... ....... .. ......... ... ...... ...........�.. ..�...........�...�..................... I NW AREA OF 3 CELL WET PONDS � � . ...... ..................... ...................................... ..................................................................................................................................�.......................... ..................... o� 1 5 7 - 2'S u b g r a d e 6 0'N o r t h f ro m p o n d P-2 1 2 8.4 ; 9 1 9.3 7.6 1 2 5.0 i 1 1.2 9 5.4 9 0.0% I ......... .................... .........................................................................................................................................................................................................:....................... ...................... .............��...........�..............��................................. ...........��.......... 02 158 " 150'NE from pond � „ 127 6 ,. 125:0._.. _..._�...8_._.._ _.__...,..._.._..__.�._.___�_.,_.._...._.._. ....,94�6.... ._..�...._..._..._..... ._. ... _.. . .,_.. . _ ... _._ ... .... ..... _ ..,.. .. 03 159 - 1'Subgrade 120' South from MH#19 � P-3 112.5 ; 908.3 3.9 110.9 i 17.0 97.7 " ..... ..................... .............. ............................................................................................................................. ...........................>...................... ....................... ..........................�............................ .................... ....................... 04 160 " 50' South from MH#19 " 193.3 ; 105.9 7.8 " i " 94.8 " �........... .................... ......................................................................................................................................................... ...................................................................... ...................... ...........................�............................ ..................... ....................... „ , „ ' .. ' ., �, 05 161 80 SE from MH#19 108.3 ! 103.5 4.6 } 93.3 ...................................... .................................................................................................................................... ...........................�.............................................. .......................... ............................ .................... ....................... � O 6 1 6 2 S u b g r a d e 1 0 0'E a s t f ro m M H#1 9 " 1 1 0 9 � 1 0 5 8 4.8 " r " 95.4 " _ ___ . _ __. . . .,_ __. ._._.... ....... _ s . , .. ....... ......... .... .,. ....._.T._..........................._.. ............................ .. ...,......,. 07 163 " 70' SW from MH#18 " 112 3 � 107 0 5.0 " i " 96.5 " � ...... .................... ...................................................................................................................................................... .............................................................._....... ...................... ...................._.....i............................. .................... ....................... 3 � � � , < ...................... ....................................... ................................................................... .......................................:................... ...........................,............................................ .........................�............................ ............................................ � � � , . . ........ .................... ......................................................................................................................................................... ..............................................�....................... ...................... .....,.....................�.................................................. ....................... � � � _ _ _ _ _ _ .. _._ _ _ . .... ....... .... . ... .. . . ..... . .. _ . .. . � . , _ . . � � . � . � : � �...,w ... r:w.:.x.�,.ww.,,. �..�,�:,,��.,w,�,: .v.�.�,.R..�H..,:.�,�,�..:�..H�..�.K.�.�..�..�.:M.k,,��.:v�.:.��x�..� ,........�...,�.,�,�.�.x�.w,a,.�.x.��.� � �,. ...,�,�.R. „�...,,�,,.�.:� REMA RKS: F ...................................................................................................................................................................................................................................................................................................................................................................... ........................................................................................................................................................ ....................................................................................................................... . . ............................... ..�,,:, ; .. ..... .... .l.;:,�...... ... nf�.�•�rr.r•rirrrta� �, N.u¢, D-T0681.021 �t• o�-�e-9� r- o�-�e-s� � REVIEWED BY: ,...�(. ': � ................................. ry„I � HtF'UH I J U L 2 8 1997 � CONSTRUCTION TESTING LABORATORfES, INC. ISSUED , - ;e 10111 South Tacoma Way,Suite D-7, Tacoma,WA 98499 ��..a Telephone (206) 588-0805 Facsimile 2�06��588v0928 FI�Lt? 1N'SPEC�`lUtil R�`P��` P�� t � �,..��...�.�..�.M..�...M...M.�..�.w �.. Client: M.A. Segale, 1nC. Date of lnspection: July 21st,1997 -.....--�--�----�..............�-�--��----...--�---------�--�-----._..................-----.._.._..----�--��--�-�--�-----__...... .....--�---_...---�---.......---...----�-----.. -� Projecr: Cedar Crest Development Permit No.: N/A -�-----��---�----------------------�--�--�--...._.......--�-�----....---.....--��----...---�----...----...-�---�-------�- ---------�--...--�--�-----�-�--.....-----......_.....-----........ - P,o. No.: N/A Address:3rd Avenue & Edmonds Avenue Job No.: N/A Conbact No. N/A ......-----�----�-----------�----...-�----�------�-------�-----�-----•�-�-�---�---�-------�-------------------------------�---- �---�--�--..........---��------�----�------..........---....- Contractor: Client Repori No.: 25 Projeci No.: T-0682 ..................�--------......._...-�----.._.._..._........_.......---..___..._.-�------____._.._..--- -----------.. .----....---�-�------..... ..�:>�;��.��: _ �;�s��::;::s::> 1 arrived on the jobslte 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#93 and �4, as per attached copy of in-place densify tests report. �� n��rs �u� 3 0 ,�� -... '�"""�"""'��"'M-1 ��. � ) "" ! - ' "_'_'''_'_ I li Weather.��.�.,�.,�..�...o..w.�,,,,ti,.w,.CLOUDY N�Mv��.�N' lnspector.�� S.HONG/fmd --�..................................... .�-�--�------..............-�----------�--�-------�---�-�--�-...--��-----�-- _........... �� ----- --......_._.___ .. . ... ... ....... ...................-............------.._.----------......._......- --.---- i�h�� Fr��-Fr��:F-Toh.�1.n25 R�17-22-97 T-07_23_97 Reviewed By: J U L 2 8 1997 CON� �"RUCT/ON TESTING LABaKA TOR/ES, INC. ISSUED �.........,,..�.....w.............................n.......n....,........,............,,..,..............,.....,.........v.....,.......................................................................................,..............,......,............,,..� 10111 South Tacoma WaµµSuite D-:,7.,.,.Tr..,�..,.,x..h . ...... ........................................................................ .................................................................................................................... . . , ..,... ....... y, , ,...,........•:.:.:A..:�.� acoma, WA 9849 Tel. No. (206) 588-0805/Fax No. (206) 588-092, ...�.�.....h....,..k.,.,...,,...r. ..... .,N..�.,..,� wr......,......r.,. ........�. ...,h,,....,..,� � ..,:•:. ,. .. . .....�. . ...::. ..... ....... ....... .:.:. ........ :..... ...,.: ... ... :....., .,....h .. R 1N�PLACE D,ENSITY T�E'ST REf'ORT - � '' ..:::..�:.:.�....:..��.�:.�::.� .N v.:rv�.�...H.��r.:.H. .N..:�..� .....:... ..:...:.. :.... ::.. .::.. : .. .... :: . .. ...::::... ....:: .....v... ......... ......... ......... .............. .. .. ......... ......... ....h..��.�.�.��:�. CUENT: M.A. Segale, Il1C. DATE: ,July 21Sf, 9997 PAGE: 1 OF 9 � ................................................................................................................................................................................... ................................................................................................... ............... ............... PROJECT: Cedar Crest Development PROJECT NO.: T-0682 REPORT NO.: 25 .................................................................................................................................................................................. ................................................................................. .................................. PERMIT NO.: N/A JOB NO.: N/A ................................................................................................................................................................................... ..................................................................,....,............ ............................................... ADDRESS: 3rd Avenue 8 Edmonds Avenue CONTRACT:N/A P.o.No.: N/A ... , .................. �. ......... ... ......... CONTRACTOR: Clienf TECHNICIAN: S.HONG/fmd ....................................................................................................................................................................... ...................................................................................................................................................... IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAXIMUM DENSITY TEST METHOD: ASTM D-9557 ..................................................................................................................... ..................................................... 1. . . . �: . . '.STiR ..:S'ry.!+F.-n:�CM'�?S%}+7Ff>fiYtii.•)DS>:!{n:J:ii•a,.;�n::..:.:.::..:...:.::...ry':t<iO::i.::�d:}y . ...vy, ' .4,�R:.�..4.:'.':.:5 . . ..t..:.k. r.y:47t::. - ?;:� .Kn;:�n}4+�,,- ...•,^�LS';.w,.:yy.�;..:'>'.::�. �,'.'Y....�.... .. ....:.. �. .. ?E�4�{'H`.'y�meot!H!u`.x'f'::,:3:?':'?. ... ,:..,,....: ,... .3 . .:.... ,... . .. ,. . . > l":'. ... , , +t� ....S .. ...7 . S�.."�»� F�;^n3>!�.$? .... ... ....:.,.. ....... .:. ,�_..,... . � . � ..., . . . . �:.. . r . � .. .. . ._ . .. . . .. c . � 2 t + PER F £ PER- GOM- � FIELD DEIVSITY � ' LAB CtJRVF � � '1TEM TEST � I.A'� ,.,� .� .. ; ,<, � CENT f •�,>,. � ,> �� CENT PACT � Na. Na. �LEVATIpN LOCATION s cuRv�; LBS. i CU.FT. � MCy1ST- � ORYWT.�C�P7'IMtJM �aM- ' % € � � NO WET DRY ` UR� i #!GF � WAT�R °� PAGT REQ � r..,a,.... ...>.,:;..<., ...,....>�.,,Uxn.<v� ,.,,.� ,,.,,..>.v: ..,....... >...,..x.; ..::::::. ......;::::::.,.�:,:.::.x• ...... .',.,.: :.::•: .. . ,.:.. , ._. ...,............,.�..�.:..>.�.... ..,.....,� .,..,, .,..,,�. .,..< .a.�...,.... � MH #93 ` ` � � � .............................. ....................................... .................................................................................................................'...........�.......v > � . . . ...................... .................. .................. ........................i.......................... ................ .................... ..:.. � 01 164 Subgrade 80'North P-4 � 123.8 : 110.5 12:0 915.8 ; 15.7 95.4 90.0% ,.. .... . . .. ... ......... .. ... ....................... ... ........... .. ..... ... . . � ............................... .. � 02 165 _ ' �' ... 60�.NW . _ _ � �� ,. � 118 5 ' 104.4 14 5 „ � ►, 90 1 „ _ _ __ _ _ ; . .::....._�., . ... ......... . ....�... ........ .. . . . � 03 166 " 40 NE � " � 924.0 105.0 18. 9 � 90.7 .............,.........................;.............................................. . .. ., „ �....................................................................... . . . � ................................................................................... ....... ... ...... .........................:............................ MH #14 � : : ................ ................... £............ .................... .........................................................................................................................................................�..................$...........................i....................... .................. ...................... ....................... ................ .................... � 04 167 - 1' 80' Soufh � P-4 � 126.8 ' 108.8 16.5 . 115.8 � 95.7 94.0 90.0% , , ., , , �: . , ±................................. ....................................... ..................................................................................................................?,:...................:d...........................�........................ ......�........... ....................�. ........................ ..�............. ................... � .. .. .. . .. .. ...... � ll l � 1I y ....., . .,....,. ..,, .. ....... ........... .. ......:..,.,. ' II II � 05 168 50 South � � 128 3 , 909.5 17.3 " 94.6 _ . _ .. __. _ _ _ _ : ... .... ... , _ . ..... ... .. � . � , � � MH #13 � � ; ; ;_.............................................-....................................................................................................................................;...................%..........................,....................... ..................................................i...................................,.............. ..............,....... � 06 169 1' 250'Easf � P-4 <, 116.8 � 940.5 11.8 115.8 � 15.7 90.2 90.0% �.,.......... ...........................................................................................................4�.. `........ ......................'..........................y............................. � ................ .. ........�.................................... ..................{. ..................;......................... ' ...................... ...................... ?, � MH #14 s ::: : : D............ ...............................................................................................................................................................................}...................�...........................��.................... .................. ....................�...i.......................... ................ .................... . .. ... .. ..... � 09 � 170 - 1' 300' SE � P-4 h 124 0 ; 106.0 17 0 115 8 : 15.7 91 5 90.0% .: :: : ; � �o � 171 - 1' 350'Easf � " �: 125.3 ; 907.1 17.0 " : " 92.5 " ...... .. ..... . ... ... .. ................ � �.. ..,........,,�.,v..�,......,...xNx,.�....�A��.w..�..,...�wN:................ «::..::.:....::,:::.....:.:..,.:,,,,....M�,...�.,�,.,.n:::::.::...:.:.:,:::::::,.:.:....::.:::::::.:.:....:.:.:.::::::::.:�:.::..::.::::.�::::::::.::.:vv.�.N„>.�.w�,:.��.>.�,.:�....,�,:�. :....M.,:.:V.�,�.,a.....�.n<...�.u.,:.:Yh::..x�:..v.nv.�,�.�,�,.� REMARKS: �#l�O l`t��D�t�i . ........................................ .............................................................................................................................................................................................................................................................. ...................................................................................................................................................................................................................................................................................................... ......................................................... ...........................................................................................................................................................�;:::.,..........................................................................................................................,...,.... ....... . .... .............................. ' �' , nf��in rrn ia�� (��' "vnME: D•T06d2.025 R- 07.22.97 T. 07•17•97 ,,� REVIEWED BY: ....... ........ � '� ................................ `�,` REPORT J U L 3 0 1997 �' CONSTRUCTION TESTING l.ASORATORlES, INC. �SSUED �I �4` � �cl`� 10111 South Tacoma Way, Suite D-7,Tacomo,WA 98499 �� Telepho�e (206) 588-0805 Facsimile (206) 588-0928 ' :. .�..k>--�. .:k��:�..�..�:.,:_ >.-..-:...:u.,.,�.:.,r..��.:xrv_..� �.,...,w,,,�„o.F..k,�.�....�.,.�..,..a-.,,.,�,,.� .�.�,.�,�.��.,e. .�,.,e..�.,,.�,..,.�A,�...�.��..,.::,. : �IE�D IN�P��TIt)N REPOR'IT �� f � i ci�r�r: M:A: Segale, If1C_ � Dateofinspection: July 23�d,1997 ._.... .. .-•--•-------------------•--•-•---•------ Pn��e�t: Cedar Crest Development Permit No.: N/A ----------------------------------------------�------�----.._ _.— P.o.No.. N/A Addre.r�: `3rd Avenue 8� Edmonds Avenue Job Na: N/A �--�----------------------......-�---�----...._....-�--...................._.__. contracc Na NIA Contractor. CII@flt Report No.: 26 Project No.: T-0682 ----..__----�--------------------_�.�------�..____._..------..._.._ �_...__ ----------�............... ��e�:��,��...:. - • � � . .. ... . _. ... ��: . rv-_>;:.-�--- 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. ' � .4��,�. y �.,,,,,i � ._.� E�s��ers �l��i U 1 t��r �� --�: "1�-------'�"-- �_� �� Weather: FAIR Inspector: S.HONG/fmd --------------------- --- ----� --................. ----�-----------� __-- - � -�---.........--�--�-----�--�----.............� �- �-�----- � FlEID.FTW- FlLE NAME. F-T0682.026 R-07-25-97 . T-07-28-97 Reviewed By: R�Pbt� �' C�N�'1 R UCTION TESTING LAB ORA TORIES INC. �U L 2 8 1997 .....,�.,...�....�,....x......,..,...N..........h..�.,.,.h...v...v.....�.........,M......,,.........�.......,...............v...v.tis.v...........................................................................................n....'.�.��.,�w. ..v.1.S.�.I�,I;E.f�,�....w...�,�.f,.w,.w.�.,w�......,�,..,,.�..,,,.�.�,...�.vn..,.. . .... .. ................ ...... ........ .............. .. .. . .............................................................................. .�w,�.,�,..�.�.�„�.h..u..K 10111 South Tacoma Way, Suite D-7, Tacoma, WA 9849� Tel. No. (206) 588-0805/Fax No. (206) 588-092F ��-�.�,-�`�,�V��.�.�.�� ,��.�� _ > ,< ;; > < �..Mv.�T v.��v.��w'wM N\\V.��\V.� �v.v�.�nT\�NVa�s.ha�� v.w..�\.��: � ♦ �.��.:v��.� .n..T:�. .�.n.\�:� ..n��.:v: .\�v�M��:�nttWnuvwN.t.VY�a4w�Wf.�WYii�A�V�W�•MYWY.MVwv.V+.�•.w:.4n.�WnW.�\4}�Mrn�:��n�+YiHV.\�VJ.�\\V.M'��TMNvnwn��i.v>.w.wnWn\W�JdJ�YA V:VYii.\W�VAq9�NWhWiVJNV.SWWMVAWMNW�V�� CLIENT: M:A:...SegalG,..InC:..................................................................................................................................... DATE: ....July...23rd,1997 PAGE: 9 OF 2 ......................................................... ............... ................. PROJECT.� Cedar Crest Development PRU.IECT NO.: T-0682 REPORT NO.: 26 .................................................................................................................................................................................. ................................................................................. ................................... PERMIT NO.: N/A J013 NO.: N/A .................................................................................................................................................................................... ...................................................,................................ ................................................. Aonx�ss: 3rri Avenue & Edmonds Avenue CONTRACT: N/A P o.N�.: N/A . . ..................w..,...._...... . . ._... ...... .._.........,........_._........�...._.............. ......_...._....._...._. ......._.__.__......... ......._... ...... CONTRACTOR: Client TECHNICIAN.• S.HONG/fmd ....................................................................................................................................................................... ........................................................................................................................................................ IN-PI.ACE DENSITY TEST METNOD: ASTM D-2922 MAXIMUM DENSITY TEST METHOA: ASTM D-1557 ...................................................................................................................... , . ... . . . , � ......... ,.....>... ..,r ..b.."�..�F.'S.'.•�•+.;�;eax�*Hr.Ar .s ..`, .t•«:Kr��z� tea� vc>,.,. �;z�,a?e»,. . ..: . . :... . ,,,,.. `��<K9 �?.. . ... �°'�'x"e'�',.�'� g'fY°Cx .�,.,�..,�"�"�$�`�4�..��. $k''�¢�l°t'tce"`�eQa'� 3`�.�'tA.",�',,F�`�� .:. ;.. �"3.`t+�[4C"iS'��` ; ; '�� ,( ' ' P�R PER� r.or�x ' ' � ' FIEI.D D�'NSITY LA13 G`URVE TE �'�'ST Ltf�3 �,,.�..� ...,.,....o,�..,..�. .�. G'E1V7' �,:..�..»,�,�....�� CEN7' PACT �vo. Nc�. �:°r��f,�rraN Lt�Cr��`1'C�IV �cv�v�� r,�s. � c�rra� .n�orsr b.��►��r: � apr�Mr�nr coR�- ;� ' < ' , , �Nt� , t�✓ET DRY, �� G,�' : f#'A 7'�'1� � ri�l�'7' I�EQ. . . '�: .::��am�ww..: 'o>s»A<wwuwa%.Mww�.oas:�..�r xu.n+<.w�whM+..�+oawra+wv.00amarxN•H.itwmva..�a.� ..n n.n. .�r/.a.��{ii �..�nx<:tian n H...a>iu. .wx..n w �......�n .<wr.w.a'r.a �vrte[9n� ' ��inY�afMw,tivvwkYNl�'w.ri.v�iw..rc+�[o.��v.w. .•ww�ww«u BETWEEN MH #93 & #14 � ':, ; �� .......... ..................... ....................................... .................................................................................................................................... ...........................t.............................................. ..........................;............................ ..................... ......................i 01 172 Subgrade 20'NW from MH #13 � P-4 122.0 ' 908.8 12.9 915.8 15.7 94.0 90.0% : ................................................................................................................§...............................................;....................... ............................,.....,...............'.................................................. ......................; ? 02 173 " 80'North from MH#13 � " 129 1 � 116.3 11.0 " " 900+ " . ... ...... _.. ....... . _.. ___.._ ...... , _. . ; . ...... . ....... ... . .... ...�....... ...E....... .......... ...... �.... ...._.�.... ........._._ 03 174 " 150'East from MH #13 � " 120.8 ` 110.0 9.8 " � " 95.0 " � ........... ..................... ....................................... .................................................................................................................�................... ...........................;........................................... ...................... �........................... .. ........ .. „ , ,. � � .. „ „� 04 175 50 Soufh from MH#14 � 126.6 � 107.2 98.9 92.6 ........... .................... .........................................................................................................................................................�..............................................:....................... .. .................. : 05 176 " 200' SE from MH#14 � '• 192.5 ; 105.7 .....6.4.... .........".......... ..........."......... ...91.3 „ ............... .........................................................................................................�................... ...........................t.. . ............. . ............ ................ .................. � ........... ..................... ........... ............. ........ 4 ........................................... ......... . . ...�............. .. ... ...... ..i NE AREA OF THE NE POND � ; : . .. ._. ...... . . �........ . . .... . _ _ . ... . . ....... _.... _ _ .. _ , .... . . .. ...._.. �_........_......... .,....� ...._..._._......._.. ..........._..........; 3 CELL POND � � ' � ( ) � � � � , ......... .................... .......................................................................................................................................................�..............................................,....................... ...................... ...........................;............................. .................... ......................: .os.. ......�.77..... ......Subgrade....... .20'East from pond............................................................�.....P-4..... ......122..2.......>....106:4..........14..8..... .....115.8......1.......15.7 91.9 90.0% � . .................. ............................................ 07 178 " 100'East from pond � " � 133.4 : 118.6 12.5 " � " 100+ " .......... .................... ................................................................................................................................ ,.................... ..............�............................. .........................? ..........................,....................... ...................... ............. ..................... ....................... 08 179 " 50'North from pond � " � 124 5 ' 107.2 � 16.1 " , " 92 6 " 09 180 " 150'North from pond � " � 126 6 909 6 95 5 " : " 94.7 " ; ..:REMARKS: ....,..........,,..,.,,,.,,...,...,.�,.,.. .... ...,............ .� �.,.., .�..�....�,... _ .,.. ... ., . .................... .. ... ... ....... ..... ..... ... ......... . ....................... ................. .�i�.F�.R�I II.S ..................................................................................................................................................................................................................................................................................................... ......................................................... :................................................................�..................... . . . � , ..............................................,.................................................................................. ...... ...... W, ..............................,.... ........................................ � ...... .� DEN9ITV FTW/FRM �1'' �'`�!dAME- D�TO6B2 026 R• 07-,..5-97 r- o�-zs-s� • � REVIEWED BY. ......... � ................................... �a..a�� REPORT J U L 3 0 1997 CONSTRUCTION TESTING �A80RATORIES, INC. �� F� � ac� 10111 South Tacoma Way, Suite D-7,Tacoma,WA 98499 �%y Telephone (206) 588-0805 Faaimile (206) 588-0928 : ; ,:; . < < _ : �I�� P�� .� ; Page 1 of . 1 Client: M.A. Segale, InC: ^ Date of Inspection: July 25th,1997 ._...........------� - --- -------�.................... ._..--�------�--........._...._..---------��---....._... Pn,,�r�c: Cedar Crest Development Permit No.: N/A P.O.No.: N/A Aa��: 3rd Avenue 8 Edmonds Avenue Job No.: N/A Contract No. N/A .__....-�-�------------�-------------�---�--��---�..... ........... Contrxctor: C{I@flt Report No.: 27 Project No.: T-0682 _.--------.___._....-----__._._---�.—_.�___.__-__-.--•-------- __.. �_._._. _... .... �'is:kfa�'#.�'r� ��""�au.s' . _ - � 't"�e�^��'.t�-'�ti¢&o-'�•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 at the south area of power poles, as per attached copy of in-place density tests report. Weather: FAIR Inspector: S.HONG/fttld _--------------------�----�--.._..-----�-�---��-----......_...___............._.....------�----�--�----...--------.. ..--------.._..-----...._.......__- ......_._._ ------...__---�-------------�----......._..----...----�-----�---------...---�-----�-----------------....--.-. � .'t/W�- � FiELO.FTW• �E NAME: F-TQF>82.OZ7 R-07-28-97 .. T- 07-2s-s7 Reviewed B_r': ��h'UR�T CON� 1 R UCTI�N TESTING LAB01� TORIES INC. ��L 3 0 ._,,,� ........,,.......�.�...........,.,,.,..........h....... ... � .......... .. .. . ..... ....... ....... .... ... �.s�.u.�[� .,..,v.h................h....,.,,.....,.............,4.....,...,.v................................................................................................................,,.w.10111 SouthNTacoma�Way, Suite D-7,-Tacoma,hWAx 9849: ... ............... ................. ......... ................................................................................................................... Tel. No. (206) 588-0805/Fax No. (206) 588-0921 , .�..�.,..�.... ......,...vv ..........�..... ,..... _... ... ......,,. .. ,..... .. .... . .... .r ,�n .....<.,w,... INMPLAC� UENSITY TEST REPUR.T �,�:. ...u�:�.,�..av...r r..v .....:.::r �..:..,... _ . .. .. . . ..... ...... .. ... , .. . . . . .... ... ...... ....�..... .... , . .. ... .. ,.vn..w.r<w..nr... . . . . . . .... . .. . ... . . ... ...... ... . . . . . . .... . . . .. ........ . .. .. . . .... . . . .. .... . .. . . CLIENT: M.A. Segale, (f1C. DATE: July 25th,1997 t�ACE: 1 oF 1 ....................................... ................................................................................ ............ ....__. . .. .. ... .................................................... .......... .......... PROJECT: Cedar Crest Development PROJECT NO.: T-b682 REPORT NO.: 27 .................................................................................................................................................................................. ....,...,.i...........................,............................,............. .......,........,................. PERM►T NO.: N/A ' JOB NO.: N/A ................................................................................................................................................................................... ..........,..................................................................... ...........,................................... ADDRESS: 3rd Avenue 8� Edmonds Avenue cotvTRACT:N/A p.o.N�►.: N/A CONTRACTOR: Client TECHNICIAN: S.HONG/fmd ...................................................................................................................................................................... ....................................................................,............................................................................... IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAXIMUM DENSITY TEST METHOD:ASTM D-1557 ..............._................................................................................................. ..................................................._................... . .........._. �.�..,a,..� .,..�,.,,.::.:....::..:.. ,.:...... ...�•. �:,.>�.,. ..... .�. . ,.....:...a ..,.. ,....: .. .�,... ..:..,.,....?^.F??•,xC?�.»rN. . ,::,.�,y��r._. .,;,{.....�•:� :;: _. .�:�i . ..... _ . . . . 5 . +� 'z°`�e�'°s.�..:tF"":.:4^.^,1i'f'�s �'52::��:��R..ea:�. K qy"fY ^..r�,.,,y.�;�, .,. . . .... . . .. .� ... . .:,.... . .�•.: . . .... . . . `¢ ._:....� 3 z � E'ER- � � �'ER- COM� ' F`ICLD DCNSITY' - � t..AB CURVE �� , � r.,�w.....�.,..�,,,,a«...�,��.,..,.� �I� TFST ;�.A[3 0 _....<...�� C�NT � r , G�NT PAC'I' No. �vo. �L�YAT}�ON : LOCA'CICJN 3 c�Jriv�a r.,�s ', cv,r�~r. � �totsT � nttx w�r.� t��r�rn�uM �orix� °�o ;N0. `; �'�'E'1' ' I�17Y � „ ; #��' ?VYA'I'�'R% .X'ACT ' �Q. ...:. ..,�2,..��< <a�.�..�r..� ..�;.......,��..�..rt.w�i��.x.�:w:�: �♦ � i. .n.YY..\s5vin..�TM�..n�T.�ihYw .v.4r...♦� ..nv...:... . .. ..:...... .:. ...:..... .,..,.,.. . . „ ....� .... . 9%W:iVPNW.S•»i:�:rn4Yx.V.V�RiW�r:Wtf��'wRiMMIVi•}Vi1N+F�X�WNFNA:..VMWAvtv.XN.CM.a�. � SOUTH AREA OF POWER POLES .......... ..................... ....................................... ............................................ ...................... .................. ................. ...................... ........................ ................ .................... � ; ,..;.� . . ........................................ ... ..................: : i , , �................. ..�.. 01.... . .181...... - 14 SG 120 NE of MH #1.0.................. . ...... .�. .P-2.. . .....125.4 : 117.3 6.9 125.0 : 11.2 93.8 90.0% ........................................................ ...... ............................................ .. .................... ...................... ........................... . . ..... .... . 02 182 " 70' North of MH #10 � " � 133 0 ; 124.0 7.3 " ; " 99.2 " _ _. ,.... ..._. .. . .. . _ . ...,.... ... ... ...... . ; . ........ .. ... ........ ... . ...................._......__.................... ._..........._..._.... ......................_. 03 183 - 16' SG 60' South of MH #10 ;� " � 125.3 : 117.7 6.5 " " 94.2 " ... ..................... ....................................... .................. .......... .................... .................. .................. ,..................... ........................ ................ ...........,........ ....................................... ;�. �.. .:... ...... .. .. ..s.. , 04 184 " 150' SW of MH #10 � " � 133.5 � 122.9 8.6 " i " 98.3 " . ...... ................................................................................ .......................................................................................:;.................,:..........,................:....................... .,..,............. ...................... � ..,.................... ................ .................... ....... ...... . ..... .. .. 05 185 - 14'SG 60' SW of MH #12 � " � 125.5 � 114.8 9.3 " ! " 91.3 " ........... ..................... ....................................... .......................................................................��..�.,�..�.......,............,,.......,.y.,...,....,.�......ti.....................�..,.,j....�..................�. ......,........... .,....,...�.............t..�............�..�......... ................ ...............�.... .. .. .. .. ...... 06 186 " 40' NW of MH #12 � " � 127 4 � 118 8 7,2 " � " 95.0 " ... _ _.... _ _ __ ....... .............. .,. ... . .. . ._.......... .......... _..._._._.._ ._............_..... .... . .... ._ . .._.... ..._.. _ ,; _.... ; .......... ....._ ...,... �. .. _ .... 07 187 " 50' S E of M H #11 Y P-4 z 126 4 109.4 15.5 115.8 ; 15.7 94.5 " .... .....................................................................................................................................................................::......... ......_,,.........................:....................... .................. ..................... . ..,.................... ................ ..............,..,.. .. ...... ...,.., ...... .. ... 08.. ......188 " 150' South of MH #1..�.....................................................�.....,..��........�......128..2......:....�.�.�,;5..........15.0...... ..,......,.��............�............��............. ....96.4...............��.......... ... . ........................ .. ................... ........................................................,.,..............................,..,..,........ .............. ...................... ..,................ .......,,...,.,... ..................... .,.,...,....,... .... . , i . ;... ...�.. ; ..,.. .. � ... ' . h � : .. _ ... . . . .. ... _.. . . . Fp ....... , } ..� `. . MS.. •..:..a•..r.�<.K.v:w+r��w...a xi.a.wV�..v ..•.rww.ww r.....�...:. �.......:..,..w ...v..a x......w.....w:.w:m n n.,xx .v..�.:.:. �� ....:.a .:.:.� . .::::. �. .:.�.a.:a .n s:vn..w..s.•a..:os.v:v+xv;va.:. ... .aw.. w:w:•rrs:•x.ac�r�r�wtvwwrc�:�c+:.reswaav:.mw�v:w REMARKS: ..................................................... ................................................................................................................................................................................................................................................................................................... ' ELEV.CODE: SG = Subgrade , ............................................................................................................................................................................................................................................................................................................................................................... � .................................................................................................................................................................................................................................................................................................� . ..............,................ ...... ... , .�y�, ..., �'� � • DENSITV FTWifRM �a��`nME: D•T0882.027 R• 07•28•97 T• 07•29-97 � � REVIEWED BY: ..,... `�✓ ... REPORT AUG 0 � 1997 .- �rONSTRUCTi4N TESTING LABORATORIES, INC. �SSUED Q. 10111 South Tacoma Way,Suite D-7,Tacoma,WA 98499 Telephone (206) 588-0805 Facsimile (206) 588-0928 ` , ; � �`IE LD �I�SP��'�ON R��'��T ` p�� f � I Ctient: M.A. Segafe, If1C. DateofIn�pection: .JUI�/ 29tF1,1997 _._ .._---------------�-�-----�- Prnject: Cedar Crest Development Permit No.: N/A ' p.o.rr�.: N/A adares�: 3rd Avenue & Edmonds Avenue Job Na: N/A Contract 1�10. N/A Contractor. Client Report Na: 28 Pmject No.: T-0682 —_____-_.____---------------------------�--------�-------- -------.._ ....---�---��---��--...... �:. .. . . . . -- �.��:.=�: - . A.�.__..,..,.:-.::.- :.�a... �_ . .��=:n.�=��<�-�,. �= �- � _---= � �- - - --� . . - - �.;:-:_:-;:.:;:. �, 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. �� , '>> . ��- �s ;, ,4�C �,�� ,� �' � /-S' ��- �� , -� �� Wrather: CLOUDY In.pector: S.HONG/fmd -------------___.__...---�----�--- -�-- �- - �-----._... ---�-�--------��-- ---�--- ------------...----- -�- - ------�--�-- � -�� _--------�-------�--�--�..............----- --� - � ��--�-----��... ........ .. . FIEID.FiW- FAE NAME: F-TO682.028 R-07-30-97 T- 0731-97 Reviewed By: . _-_ . . .. . � 1�• .. AUG 0 4 199? C�1V�'I,RUCTIQN TESTING LABORATORIES, INC. �ssuE� .......,...,�.....�,..........,......,,,..,,,.....�.........��....................�,.,....,....,................... ..,...�...,.,.,..,....,......... . .. .. , ..... ........... ...... .............,.,.. . ...� ., ...v...�...�..�w.. 101�11 South Tacoma Way, Suife D-7, Tacoma, WA M9849 . .. .. ............................................................................................................................................................................ ...... Tel. No. (206) 588-0805/Fax No. (206) 588-092 _ � .... .. . .. . ... ., ...,. ... ....... .....x .v.., ..,.,.. , ,,., ....r ,..... �....,,, . .�.,,. .., , IN-PLAC.� DENSITY TEST REPORT 1..� ..:.�.,:.r:o..+.v,w�wv.»i>.w� �...v... � .nvA.u:w:: .r.S%NN�.\'�u�..�'.��. ..n::<:...r. ♦..'�n n.... ..:'.'� .. �.:IF ....u:.. ��.....4. T.'�./.�d�� r�Ah..A.. ..�4.x.v:tiv.��.+x.vX\K.�l.�}f1wWa...vaa.�WnnNVhWf.'NV.4�.v.Y�.�x��ian•Wv.4iT�Ww•�WhY�WWWYVYIYNIMV<WV VWN>).ViWNV CLIENT: M.A. Segale, 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: 3rd Avenue & Edmonds Avenue CONTRACT:N/A P.O.Nc►.: N/A CONTRACTOR: CII@11t TECHNICIAN: S.HONG/fmd ...................................................................................................................................................................... ............,.......,............................................,.,..,......................................................................,..,,... IIV-PLACE DENSITY TE5T METHOD: ASTM D-2922 MAXIMUM DENSITY TEST METHOD:ASTM D-1557 ..........................................,.�..�..�..�.................................................................... ........................................................................................ . .Y!Y:�: y��< ;::k'. �o.y,Paxa�,cr -� ...ye»:;;+m�n:+:S:«�r..o.gn;•r,+.��r,::N•,n,�-��xt��Sn�ta, v7:7: !�� s �?:T:l;^i::N.SRl:O:n�.Q}`,1�.2:¢'H.'.?ljR,.4Nw.t;2•w;.�y i: �...... ....: ..�� .�'.�'�� '�+�'.�.NVY'YY' ...<.:�F .............. .. �'f .. . . 'g'�'..I 1�'.�..�... ,. ...� .'.�...n.. :. � a... . . . ..:. . . ... . .. .:. � r�x� � ` r��.. com�. �'T'Eri T�,5'z' s i.�g � F'IELD UI��NSITY� � LAB CURt'E 'T' . , CEN'�' :, �N�. CEN'�' PACT � rvo. rro. ��.�vAr��N LOCAT�ON �ctrrtv�x �,�s. .. . cv.i�r. � n�azsx � n��v�., ��rztiz�.n� co��- , a�o � � ' '�NO � 't'VC'I' � t�1�Y � #f C�' �WA'7'�R% ' ' , ', ' ', ' ' , � �'A�T R�Q �.,.�..�,,,.a�.:..r...:.�,,,..;.. ,......o.,:..ww.�...�.,.�.,.�...,�,.. .:x��..�.:..rM; ..w..4m..�.n r ' ..:.,.s•,�«��n.,M�w..,wM,....u..;,xxu.,,•.., � �:��:N,,,N,w..:,�.:.,�.,«..��..�«..�...�«« I � t SOUTH SLOPE ...,..,.. ......... .............. ....�. ....... .�... . . .>.� .. ., .:, � �........... ..................... ....................................... ....................................................................................................................................:............................�...................... ............,,..,...... ..........................a............................ ........................................... � 01 189 -14' FG 20' from south, 80' from west � P-1 � 135.4 ; 127.1 6:5 137.2 ; 7.1 92.6 90:0% .. .................... ..................................... ................................................................... ....... ..... ........ .....A.................................. ................................ .. � 02 190 " 30' from south, 60' from west � " 134 5 � 125.2 7 4 " � " 91 3 " � __ ........ ............ ... ....... ......_............ . .... ..... . . .... .....: . .............___..... .... .. . ..... . ... .. ... ,........�..........._..... _..................... _....... ........................�........._..........._.r.... ._.....___._�w_.. .....M__.__.._.... � 03 191 -20' FG 20' from south 150' from east � P-2 126.5 � 115.0 10.0 125.0 1 11.2 92.0 " R..........: ..................... ....................................... .......................................�........,..,,,,........................................................,,................... .................. ......,............... ......................., ...,............ ................... � 04 192 -20' FG 40' from south, 100' from east " 128.7 ; 121.9 5.6 " " 97.5 " .. . .. .. . �............ .................... .........................................................................................................................................................�......,.....,......�.....................,............................. ...................... ..............................,......................... ............... .................. � BY MH#10 8 11 @ POND AREA � � . � �................................. ....................................... ............................................................................................................. .,........... ...................... ..,............... ............,..... ...,..,............... ........................ ................ ................... . � (APPROX. ELEV. 242') � � . ... ....,... .� . . .............. . _.. .... �. . .... ................... ......_.,.......... ..............,__..... .......rv.... ....... .._......._... ...................... .. ... .... .... � . ; ......... . . ...... . _.�._.. .... . .. ..... .... ., ' 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% ........... .................... ......................................... ..............................................................................................................;...................,;...........................,....................... ...................... ............................................................................. ...................... 06 194 " 100' NE of MH#10 " � 136.9 � 126.2 8.5 " a " 92.0 " ............................................................ .................................................................................................................�...................�..........................;. � 07 195 " 150' SE of MH#11 " � 138.7 128..9.. .....7.6..... ........."............i.............".......... ..94.0.. ........��......... ............ . : . ;............ .................... .........................................................................................................................................................�................... ' ................. .,,.,,................ ....................... ................ .................... ...... ....:....................... � 08 196 _._ ... �� ..... 30' East of M H#11 '� . 137 8 . 125.6 .......9:7 .. ..�'............ .. ........". , . . _91�.5. .". . , _ _._... . _. ... .. .. . . _.. , � : ... .. ... ..,.. . � ... ._ . . � . 09 197 " 120' NE of MH#11 � " � 136 8 125.0 9.4 " " 91.1 " . . .•. .v:��n.a�h� atiw�:q��V�nti�..%��YAuw.i�. .� . ..VY.w�.�.��.':+.:a. �..V.I . . .. . � n1M' ' n. .... rt� .v 'YYAyMV:MAitiWY.YAW W.NVtWWNY.'V. •Ni4MWVH.IYAW �a•_��I.11�_� REMARKS: ......... .. .................. . ......... ... . .......... . . ... .... ...... . . . .. . .... .. . .... .. . ........ ................................................,................................................... .. . . .... . . . . .. � ELEV.CODE: FG = Finish Grade ..................................................................................................................................................................................................................................................................................................................................................................... ....................................................................................................................... ,.,...,........................,.............................................,,.,.....,............................................,.......Ir�..l .............................,.. ...... ... ...,. 1 . . DENSITY.FIW/FRM � � ,JAME� D•T0682.0Y8 R• 07.J0-97 T- 07-J0.97 �.................�� REVIEWED BY. .... .. .... . ' �� ...............�........�.�...�.,. �..- ��Y�r REPORT . CONSTRUCTION TESTING LABORATORIES, IN�� 0 5 1997 ��_ �a` 10111 South Tacoma Way, Suite D-7,Tacoma,WA 98499 •� Telephone(206) 588-OSOS , Faaimile 206 588-0928 : �I�.��:��Q� ��'�:: ; Page _ 1 .�fl� : 1 Cticnt: M.A. Segale, InC. Date of In�pection: July 31st,1997 Pr�y�t: Cedar Crest Development Permit No.: N/A P.o.No.: N/A Aaa��: 3rd Avenue 8� Edmonds Avenue Job No.: N/A Contract PIo. N/A Contractor: Client Report No.: 29 Pmject Na: T-0682 -----�_.�.-•—._.._._�_--•---••----•------------------•--- _�� ._ _.___._.--•------•-• -"�`�"'"-- - ,,,'" - •y-- _ 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, 8 each in-ptace 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. WeatheC�y~��•RN��,=CLOUDY ��µ��InYpector-�� S.H NG/fmd _ -�--....._-- ---- �--------------�------------_....----��--�--------------�- __--- ---�------ --� -..__-------------------�------�---------------------�--------��- - '"`S FlELD.FTW- FlLE NAME= F-TOF)HZ.OZ9 R-�-��-97 T- Q$-��-97 Rev�ewed By: �� CON,� .r'R UCTION TESTING LABORA T�RIES, INC. auc � � ,997 ,...........�..�..�........�.................................v...............�.......�......,..w.....,�.,.....ry.............�......N....... ,. . . . . ........ ....................�.....,... .Y�.�..h.A...�.�........�.�... � ..,., .. . ............................ .. .. . .. .. . ... . . ............. ... . .................................................................................................................�.,�,.�,.�.....�.r...M�::.,.,,,,.•,,•r. � y, 10111 South Tacoma Wa Suit -�,�ma, WA 9849 Tel. No. (206) 588-0805/Fax No. (206) 588-092 s._..........,..........w.,..._�..:....,.....�...�......_.....�,.�...�.��.V....�..........,�..,..............�.....,�...,..:..:��...:. .......... .. ::. .v::n..,.�.,,...:.:::.:... ......:.. :......,ay,;�. , .,..�:.:•N�,..,,.:,,.�,H,.�.,.,.. ,n.�.,�,,...�.,...�..:...,.w..,�...�.:.�� .,....., .,,w�.,.,�. .�,� .k ' IN-PLACE D�NSIT1� 'TEST REPURT _ ;. ....�..��......T.....�.�....:�� .�.M:..w...�..�r�.�..�..w.�....,.��..w..............�.....:......................:�.,..:...:...... .:..::..nv..�.H�;�.xNn,�,.Mv�.�. _ , .�,��..�„�..�...�.� ; ,.... :: .......:, ....:.�:�:�.�..r. cLIEivT: M.A�. Segale, Inc. DATE: July 31 st,1997 PAGE: 1� OF 1 .................................................................................................................................................................................. .............................................................,.....,,..,............................ ............,.. ..,............ PROJECT: C@d7t' CI'@St D@V@IOptll@11t PROJECTNO.: T-0682 REPORTNO.: 29 ..... ..................................................................... ............................ ................................. PERMIT NO.: N/A JOB NO.: N/A ................................................................................................................................................................................... ..............,.................................,............................... .......,,...................................... ADDRESS: 3rd Avenue 8� Edmonds Avenue coNTrincT:N/A P.o.N�.: N/A . .......... . . ._.. . . ......_..,..,.................�.._.___._... ...._...__._.M.._._.....___....__........:. CONTRACTOR: Client TECf-IIVICIAN: S.HONG/fmd ....................................................................................................................................................................... ............................................................................................................................................._....... IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAXIMUM DENSITY TEST METHOD:ASTM D-1557 ...................................................................................................................... ... .r,.r•::.... ;;....... ..^rr'b:.�.R�.e:.Fa9F:n:...`RRA?'�.. . ...J. �'y.�.- .X ..._..�.�..�......:.:'.�..•`t•�.... .lJtA0:9. ..9SVYa��pi:O:n�a\:+iii:!.Si!.:iii r::,.:: ..v�:^:^N'?"lYK`•:.��;i;q.i:y�.;..}:.::..:,v::F;wl��.ww.... •°Ewi;?�$?S33�X�?�.47�$'�7•',�'�"fi"` 'j` < f . n `+qm,��i�...$S'L"F.<:2^�£�F•F oFt.;�f�v`.2�'> ...'F..i�h`F,.;Si�:f�'i'�A�f:l�F/f?I'�`#'Q:�` . . ... . . .:.: ... .,..... .... <,._, . . . : ..,..,; ... s , $ rrR- � _ � i��;�� '' coM- � FIELD DFNSITY r LAB CUR�rE ' ' F,A TEST >..�k<...�M �..,.�.,»m�,�.�....�..�....,.,v....� x LAI3 � ,<, .,�,.. C�iV'I' � 4 CENT I'A�T NU. N0. EL�VATTbN LU�AT�QN �CUTtV�� Lf3S CCJ,�'T', MUXST'� bRY'W'X'.' bI�TTMCJh1 � CQM� 9�0 < <Nb. � '�'�'�'T , I)RY ' � #l C�'. �VA�'�;R °h : ' ' ' � � , � PACT REQ. �.:»..�.....,.,.o.w.-No...�.r...-,. .w..:.....w,wucww.,...,�v.w»o:.,<w..:...o......,:a.-.»a+w�.va»�»:ra»s»»:w�awoaxvoa�vcvivss:aawwan:wriVsxa:aa»aw�wr.v.�:r:...�;.��.. �....::�.w ww::..::: ....:�.-�.:.�>.vn.r...�.::.....o.....a.::w.:w:vrra.:•.s:...x�wa:•»w::�.wor�w�r.>..aa.»�w�...w�.•.;:awxn«.ww.o,..aoK,00a.w�.o�+owwww> ww . SOUTH SLOPE � � ........... ..................... ....................................... .................................................................................................................�...,............... ...........................;.............................................. ..........................¢............................�........................................... ..01.... .....198...... ........".25�..F..G...................50' from west,..�0'..from south.........................�.....P-4....&......127.6......:....1.1.3•.8.... .....1.2:.1............115.8.......'.........15.7........ .....98.3..... ..90:.0%... < �� i ' �� . �, � �� 02 199 " 100' from west, 6' from south ; � 130 0 : 119.5 8 8 � � 100+ ... . .. . .... ,..... .. .. _. . .... .,.. _ ._..... � � _ . .... ._ .... ;.... .. ... .. .� ... ..... ..... .. ... ....... 03 200 " 120' from east, 50' from south ? " � 126 9 111.3 14.0 " ; " 96.1 " ........... ..................... ....................................... ....................................................................................................�................... ..........................;................... .................. ...................... ........................ ................ ................... ; . . WEST SIDE OF POND (MH #10 - #12) : . .. ...... ; ..04.. ....201.... ......._.2�..F.G....... ........10' west of MH #1.0..................................................�.....P-2.. ...130..8.... ...1.1.7.,5.. ....11.3... ...125.0......i........11.2..... ...94.0.. ...90.0%.. ........... ..................... ................:...................... ...............................................................................................................:€...................� ...................,.. .................. .................. ...................... ................ .................... . � . ...... .. .. .. .......................... .. ... .. . . 05 202 " 80' SW of MH #10 �� " 130.6 : 115.9 12.8 " " 92.7 " ... ...... . _ _.... .. . .. . . ......._................. ...... _ : _.....�.....__.. : . _; �. .. . .._ ..._. . .. �. ... ��.......__ ;__.._........_._......._.,. ,......._._....__.. T. 06 203 " 200' north of MH #10 � " 132.6 118.5 1�1.9 " 94.8 " ............ .................... .............................................................................................................................. ,..............................................;....................... ..................................................;............................. .................... ...................... 07 204 " 10' east of MH #11 f " 128.4 ' 119.1 7.8 " i " 95.3 " ........... ..................... ....................................... .................. .................. ; .. .................... ................ ............................................................,..................,.....................................,............... .................... ..........................,............................ ................ ... .. 08 205 " 60' NW of MH #11 , " 132.8 : 121.9 8.6 " " 97.5 " ............................. ........................................................................................................ � ... .............. ..... . :, .,....... � ........ ......... .. ..,............ ...............,....... ................ .................... , ....... ... .. ..,. � _ _ _. _ � _ _ � . _ � � , ................ � _ . � � � � �� ,.� . S t . � � ..wv:....n�.,x.�xarw:w..u.w :x.a+an•:v..w.a�i.vwv:w�ww.v.. ..�n-wr:..x.r». ,x..n.v....r.r.wurar+a.ewaww+*rn..�...:oa: �....:v�..o..,.v+.....v„o:...� �..:...:., ...:x:.w.,..w .w�r.nwr+n wo.v..:w•r:s.v.w.rx..... ... . .. .. . . REMARKS: .................................................................................................................................................................................................................................................................................................................................................................... � ELEV.CODE: FG = Finish Grade ..................................................................................................................................................................................................................................................................................................................................................................... . ..........................................................................................................................................................:.......................................................................................................................................... .. .. ................................... ... .... ... .. ... :. DENSITV.FTW+FRM �' vAME: D•T0882.029 R• 08-01-97 T• 08.01•97 ` � REVIEWED BY: .. .. .....,...} . . .................................. ��r REPOF�T A�ir, t 3 19�5 CONSTRUCTI�N TESTING LABORATORIES, INC. ISSUED r 10111 Sovth Tacoma Way,Suite D-7,Tacoma,WA 98499 � Telephone (206) 588-0805 Focsimile (206) 588-0928 � �I�� .� �`age 1 of `1..:: Clienc: M.A..Segale, Ir1C. _ __Date of Inspection: �`::y::st 5th,1997 _ _---------------�--------- ------�--�-� Pro�ect: Cedar Crest Development Permit No.: N!A P.O.No.: N/A �dJress: 3rd & Edmonds Avenue, Renton Job lvo.: N/A Contract No. NIA Contractor: Clletlt Report No.: 30 Project No.: T-0682 ----...__--------_—._-----�._.� ----- --�..... -------•---�-----..._.. .�-=. .>:�..� .� .r-N,._,. �::W,:-•,. -r�,.:_,> 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. ��:.. ..;: a_ _..�ris• _ •�;��r,S AUG �S1 ,�; �' 991 �.�, . - - i -- ;� -:.� Weathrr. A��FAIR In�pector. � HONG/fmd --- .........---��---�-�-�--��-------------�-------__....__...-�---------�-------�--...--------- ----� . ........... .... -...--� _....- -��. .......... ............... �"� ----��--�-----------�-------------------��---- � --� FlELD.FTW- F0.E NAME: F-TOG82.O30 R-0$-�-97 T- �$-�7-97 Reviewed By: �� f=if�f�'Ul��f CON� I,R UCTION TESTING LABORA TORIES INC. AUG � 81997 ...............h...�.k�...�r....�......�v.�.....�.�.w.��...�......�.�.r...........r.�..�..�4..�..VA....,r..�.�..�..�..�............ ..... . ........ ............... .. ........v.....Y...h�.�......�..��, .��.�.�.��.. ..,.... ... . ... ..., . ....... . , . . ........................... ............ ................... .. . ........ . A....�....�.k... 10111 South Tacoma Way, Suite D-7, Tacome, WA 9849 Tel. No. (206) 588-0805/Fax No. (206) 588-092 ,..........:....._M....,..,,.�.,..�,v,...V.V....,.�...,�.w...�,.,�...�..w.r............�.�......._,�........,.:...�......:....�.,�,�......:.................::..:....».�,.,�.�.�.... :::.,.� .,...:..:. ...��M. �...:�...,,.r�.,....,,,N...:�..A�.:,<r..V.,.. ,V.:�...�.w.,�.�,,,�..,�,,.�.�.»....,�.�,.....H....,»..:.,�,.o.�..r, ' IN�P�.;�ACE DENSIT�r' TEST REPORT , �..�.n�nv.v.�a�wvnn�W�OJV�wi�.v�w�ww.�w>.vwnN\w.•.vAwwwN\W�NHv�.:no.�\�•nv.\via�:��w>.�.s��.�.nvn��.�..��:'.•v��.��.�.ro.�:::..�. .:...Nw..KW.i•n�uM.1w1��i.V\:\•!!AV)a»A`�n�.v.M.•A+Av..\H�RVYnYW.Yj�.WYi:SMV?h�TWJVAVNNWVN:�WNlVaqV.V}�V� ��.��'::� ' ::::. YaMJViW�NM'VNl�1 ��!!»O)JiiNi CLIENT: M.A. Segale, 111C. DATE: August 5th,1997 PAGE: 1 OF 1 ................................................................................................................................................................................... .................................................................................................... ............... .............. PRo.tECT: Cedar Crest Development PROJECT NO.: T-0682 REPORT NO.: 30 .................................................................................................................................................................................. .................................................................,.,............. ..............................,.. PERMIT NO.: N/A JOB NO.; N/A ................................................................................................................................................................................... ......................................................................,........... ...........................................,... ADDRESS: 3rd Avenue & Edmonds Avenue CONTRACT:N/A P.o.1vo.: N/A . ......... ... ......... ...._ . . ........._...._.._�_.,..._. .._.........._.._.__..._._._........,_._.,. CONTRACTOR: CII@nt TECHN[CIAN: S.HONG/fmd ....................................................................................................................................................................... ..................................................................................................................................................... LN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAXIMUM DENSITYTEST METHOD:ASTM D-1557 ............................................................................................................. ............................,......................................................... �f•'�.... i.': :•::`„ . . :�.:D•�rs,,•:�g.v..+¢�ss+,..�n.?.mp ;ra4pvRa+�?:grh?�-te*�ctF"�^."�°�"p>4:R:�'R?';:?;��'3�'�°f�?.x"6�:Q�'e�a "l^e,:a•:^'�:$'a'P�'t�. ��.�.. �3�'",�! ,,. . . ... . . .. .. . .:.. . .:. .:::, a �. ....o �:. . . : r � I'ER � �'ER- C4IVI� � F7�LD DEN5ITY� LAI3 CUR�'E . TEST LA E3 T o,..»...eo_,.�.�.e... C>'EIYT x...,�.�..».�.�,,,� �.. CENT PA,C'I' NU. NU. �LEVA'T7fON �OC�,TIUN �CU�tV� L,C35 C�l.�'�'. � AlOIS`X' �12Y'W'X'. O�riiCJnt COl�X� % '' ' ' i '' ' ' ' ` '' �NO ', � WLr't' DRY 6 ,,; ' #1 C�' � �4'A'I`�R°10 > I'ACT " REQ . �� .....,...wrTr�.....�.:. �..v...�.a o.�.w...�a.v .a..v�.:v�.�..�....w.c.::.w.»+�..w�wv. ' " '� ' �.�aa.� ».r.�wwrww.w«ww�o .a aw..�✓.aawweawaWMteW\Wai. . .m.�'tMA\'[�Aw9o�aoaNV'n`tV[•]PAM'N�lTv'�haNiOXN�AJT�.i: ...rrmrv BETWEEN MH #1 & SOUTH SLOPE : j .�. . .. ........ ..................�.. ....................................... ................................................................................................................. ..........................;...................... ................. ...................... ........................ ................ ................... �................... .. ... .. ..t.. .. .. ... .. 01 206 - 7' FG 20' from North 100' from East � P-4 127.4 : 107.6 18:4 115.8 I 15.7 92.9 90;0% ........ .... .............................................................�.................................................. ..............�.............................................,..............,........ .. ...... ...,... ... .. .. .. 02 207 " 6' from North, 150' from East " 128.9 ; 1081. 19.2 " ! " 93.4 " _ . _ _... ._ . . .. .. ... . ............................:.: .....__ _.. ..... _., ... ... ...: .. ._ _.._..... ... ._....._ �.._....._.x�.. .�... .....�....._.�..,. _.. . . ... ... ............._ _... ... ........ ...._.. ..... ......_.�.... 03 208 " 70' South from MH #1 " 127.8 : 104.6 22.2 " " 90.3 " , ........... ..................... ....................................... .................................................................................................................................... ..........................�....................... ...................... .......................... ............................ ........................................... 04 209 " 20' from South, 6A' from West " 123.0 � 104.7 17.5 " ; " 90.4 " ........... .................... ......................................................................................................................................................... ..............................................:....................... ...................... ......................................................... .................... ...................... 05 210 " 20' West from MH #9 " 124.0 � 105.7 17.4 " i " 91.3 " . , .......... ..................... ....................................... .................................................................................................................................... .................................................. ....................... ..........................,............................ ............................................ STORM LINE TRENCH � , ....... ... .. .,... ._ ,.._.... ... . ... ........._. . _ . .. .. .... .... _. _. . � ...... ...... .._....... ..._ .. ......__ .. . _._. . ..>. . .... .._... .. _�.. . _. ... _....... .. 06 211 - 8' FG 6' East from MH #1A P-2 132.6 ! 122.1 8.6 125.0 � 11.2 97.7 95.0% ......... .................... .........................................................................................................................................................�.................. ......................,.z...,................... ................... .......................�.............................. ................ ................... . . ...... . .. .. ... ' � 212 - 7' FG 40' East from MH #1A " 131.9 119.5 10.4 " " 95.6 " � ; I ... .......................... ...................................... ................................................................................................................................... ........ ;........................... .. ;............................ .�.................... � � . . .......... .................... ......................................................................................................................................................... ..................:...........................:....................... ................................................................................ .................... ..................... � p�A ; _ _ _ _ .. __ _ _ _ _ � _ .. ........_.... . i�{�1 , . .... . . . . ,. .._. _.......,... . . 0 ._. __ _ , f . . . . ,.....a:v . �,.. �.,:w....,�,..�,w ...,...�:�,.,�.>:.�..,.�..,�,,.,�,:.x..».�..,,h.:.:.�.,,,: ,,:...4.. � .,M.......,�:..:�.�.,:•�,�,..�,.,.m�,�.., 4 . REMARKS: ...................................................................................................................................................................................................................................................................................................................................................................... ' ELEV.CODE: FG = Finish Grade ....................................................................................................................................................................................................................................................................................................... ............................................................ ..........................................................................................:............................................................................................................................................................................................................ . ................................. .... .�...... .. .,.,. F . ; �iA►nE: D-T08Q2A�0 R OtAB-97 T Ot-07•97 ,�� REVIEWED BY: � , ; DENStTV.F7WifRM . . l� ...... ........... �' ................................... � , HEPORT' AU6 1 3� 1997 CONSTRUCTION TESTING LABORATORIES, INC. ISSUED � 10111 South Tacoma Way, Suite D-7,Tacoma,WA 98494 �' Telephone (206) 588-0805 "A" REPORT Facsimile (206) 588-0928 �+��..� ��'�� '� Page 1 ;a€ 1.:. Client: M.A. Segale, (flC. Date of Inspection: August 6th,1997 Project: Cedar Crest Development Permit No.: N/A P.O. No.: N/A Addres�: 3rd & Edmonds Avenue, Renton Job No.: N/A Contract No. N/A Contractor: Clleflt Report No.: 31 Project No.: T-0682 --_.�.�_.4._---------------- -------- ._....-----�---�--... .. . ------��.:x-:-�:��:tt3��- .....:_.... 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. Wrather.��CLOUDY��ry~pN��y��In.rpector-��µS.HONG/fmd ..............-------_-----�-- - �--�---- ---�---------�--------� -------�-�-�---.._..----- -------------�--�--- -----.................----�- -��-----��......................... .�- ....--........_....--�-------��----...-�-------..........---- - FlELD.FTW- FILE NAM£: F-TOGBZA.O3� R-08-07-97 T-Q$-()$-9] RevieweJ B}�: __..---, ..._--_......... ........ . _ . . �" _. � � AUG 1 � 199% CON�S'1'R UCTI�N TESTING LABORA TORIES, INC. issuE� ..�.....,....,........�......V....�.w....u,Av.....,.N.ri.,.»....,�.�.�.A.:..w:.....v..,,�....:...::...:....:....::.v.�:.::..:....,....K.�Kx4.,......�.....:.:...:.......,:::::..,.::....:::::::::,�::::.,..;.................,...........,.........,..........�,....,....a.,. . ..... , .. ....................... ................... . ... ..�..�...w.��....w�.....,.��V..�....V....�.�.�..M...�..�...��....w...w��.�... 10111 Soufh Tacome Way, Suite D-7, Tacoma, WA 9849 ��A�� REPORT Tel. No. (206) 588-0805/Fex No. (206) 588-092 .,.......,, ....M .. .,...�.�._..,........ . ,�... ......,.............. . . . .. .. x.,�,..,.�,�,..,, .M.�..�.�..,.,...,,....., wk�.w....�.,......�.. ...,.,..,. ...... ...,. ..,. .�. ,..�. ,.�.�.,.. ,..... .,A.,..�, .�,,.,�.,,,.M,. �...,.�...,.,.,.. .,�.�.�„��,. .r.�,,..., ...V,,,�..V,,.. : ,.,,.,.... ' IN-�L�CE DENSITY TEST REPORT ,, '. _ , _ : , ;,; a�..r.M.r.H��M��w�.arwy.Mi.w\ � ��:�:. ��.n�i�.�v.�s,..�...:....�. ' ..�.�r>.�'�w�s:vnwn�yx:TM•.wxM�N.v+.tnt.v.Vanhv?}iN.VN.W ::�'� .. ..'�'�: V.WlY!)MSAVhV.�WJaYAVW��V:vMVI�ViMMVA`IwWt ' . �::�: Mvn.�M V+4.'RMPNMM•n..�Wcv.n�nm.v.��n .......n CLIENT: M.A. Segale, It1C. DATE: August 6th,1997 PAGE: 1 OF 1 .................................................................................................................................................... .................................................................................................... ............... ............... PROJECT: Cedar Crest Development PROJECT NO.: T-0682 REPORT NO.: 31 .................................................................................................................................................................................. ................................................................................. ................................. PERMIT NO.: N/A JOB NO.: N/A ................................................................................................................................................................................... ..................................................................................... ............................................... ADDRESS: 3rd & Edmonds Avenue, Renton CONTRACT:N/A P.o.N�.: N/A , .. . .. _ n ..,....v..._.�. ._........M.__...._,....... ......... CONTRACTOR: Client TECHNICIAN: S.HONG/fmd ....................................................................................................................................................................... ...................................................................................................................._...................._....._.. IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAXIMUM DENSITY TEST METHOD:ASTM D-1557 ...................................................................................................................... ...................................................................... - .:. :. ... :YJ!Y.O.. Y: '+�:�Y.. lk�T.196'°'Rd"TD.k`t9.'Mi: YM:..... MF:M+v .•%�'t� •..}. Y.:\:•r.%. •�YN:` wr .R� .... .. . .• .:.... ,. >. �.... .:>. ...�.. e,.... #G'�..:..:NR C:?"3 T .?➢,.`�S�.Tl:;l,. . .a... . .::. . :..:..., ;...:..9"�:�`_ .. n'Z�"'x.,..�,fi.3�� .. .J;.�.^.^'Ft�?F `•��'3::5• 1 8». ..<.,.?i:c.,,Yt�.�c.:.,C';'f:.,: ... , .... .. . - . } f FIELD DFN$ITY ��R � LAB CUR�'E ��" COh4» ,,c.. ....c.b,�... .�.,�:.�,.,V...�,��. �"I'�� TF.5'�' ..M,.. o.....,......,^ �S.�1I3 � mM C'�:NT '� ;:: <., ,CENT � �'ACT r � , . . ': > . , �' r , + � rr�. rrn. �Y.:�r Az��r� LOC�.I X(JN , +c«�t�� _ �,r�s. �.�r, n�o,sr'� n��v�.� �rYrM�a�T �onx- ��a 3�0 ��' 171��` „ � #1�`�'� !�YAT�k% PA�'�' �.Q �,..�..,4 ..�........�;a�.a„V..��,.:�:..a«a �.. ,.,.............�...r,.,..a....,�,.,...,.w.�.,�M.r�..,.. ...�...:::. ........ ,.,:.�..,.>.�..�.w, . ...,.,..,,�.. .�.,....:>,,.� ;: .. .:�.�:�..,�:�..��,:,�,.�,....x...,..w.,,�,,,«.�....,�..�..... STORM LINE TRENCH � ; .......... ..................... ...................................... .................................................................................................................................. ...........................;.............................................. ..........................,............................ ........................................... 01 213 - 6' F G 50' East from CB #2 P-2 129.5 ; 118.8 9.0 125.0 11.2 95.0 95.0%' �............ .................... ................................................................................................................................................................................................................................ ...................... ...................... ....................... ................ ................... � . ... ..�... .. .. .. ... . .. ._ " 131 5 � 121.2 8.5 „ � „ 97.0 �� 02 .. 214. . _ ' S' F G _ 110' East from CB #2... ,.. ..__ _ _ , ..... ..,.. � ......... .......... ..:.. _.._.....__............. ............_.._...._..._'..,..�..._..�..�..._...__ __._..,............ ___....w_.._._.... ,, 03 215 " 100' West from CB #4 " 128.7 � 119.6 7.6 " ! " 95.T " .......... ............................................................. ................................................................................................................ ................... ........................... ....................... .......................... . .... .................,. �....................... ............... ............. . . 04 216 - 3' F G 6' West from CB #2 " 132.3 i 122.6 8.0 " i " 98.1 " .............................. ............ ............................................................ .................... ......... ..................... ....................... ................ ................... ............. ................................................................................................................... ........... .. ... ...... ... .. .. ... ; ......... ..................... ....................................... ............................................................................................................... ................... ..........................:.............................................. .......................... ............................ ..................... ............_........ _ _ . _ _ �. _. � ... �.........._............ ..............._..... .......�...�....�_.. _ ....., . . .. ... ............ ...... ...... .. � . , , . , , ...........................:....................... ...................... ........................................................ .................... ...................... ........... .................... ....................................... ..................................................................................................................................... , i � , . . ........... ..................... ...................................... ................................................................................................. ............ ................... ...........................,.....,........................................ ..........................,;............................. ......................................,...., ....... .......... ..................................................................... ....... ........................................ ..... � 'i ..... .... ......... ......... ......... ...... ...... .. .................;. ................. ........ . _ _ _ _: _ . . . . ; . .. . ��. R..�.1. . _ _ _ . . , . � � . . , , .:::..��r. �..�.�.,. ..�.�,.,.�. .�,H.�h......�...,�.�.�.�.�.�..�..x.�:�.�..:.u..�.... .�..w,M.�:vh w�.�.........�.�� REMARKS: • ................................................................................................................................................................................................................................................................................................................................................................. ................................................................................................................................................................................................................................................................................................................................................................. :........................................................................................................................................................,.................................................................................................................................... .. ......................,.......... ,,.,.., ; , , .... ... ...�,�y .... DENSITY.FTW�FRM ��nME: o•roeezn.o3� R• OB-07-97 T• 08•11�9? '�i REVlEWED BY. .. ....., , ,�� ................................... ncruH T �� AUG 1 3 t997 . CONSTRUCTION TESTING LAB4RATORIES, INC. �SSUED ;Q.c1� 10111 Souih Tacoma Woy,Suite D-7,Tacoma,WA 98499 '�� Telephone(206)588-0805 "6" REPORT Faaimile(206)588-0928 � ��E�B ��5�`�� .� Page ;: 1 a� . 1 : :: ; :: :: :..,:,>.:;: <;l Client: M.A. Segale, If1C. Date of Inspection: August 6th,1997 Proaecc: Cedar Crest Development Permit No.: N/A P.O.No.: N/A Ad��rrs.: 3rd 8 Edmonds Avenue, Renton Job No.: N/A Contract No. N/A i Contractor: Clieflt Report No.: 31 Project No.: T-0682 __._._.......__._._...._------------------------_..___..-------..._.-----..__ ----- -- . . . � . . . • :s;•X.:<v:k:� 1 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. � .:.:,.,,.._.:..._,......,.,_....,,,.�,a,Hp.,.,....,...,.��.,..,_.,.,,..�,,.,..,.,,..,_.�.�,a..�..�..,,.,�_�._..�.,�...�..�,.,�,_,,.,.,,�_e,,._..W..,.,u,....,,.w._.,.�.. . �Veather: CLOUDY Inspector: S.HONG/fmd _- --�--�....................................�--�---��-�-- --�------._...._...--- -- .._................-- ...... - .....__. .._. . ...................__ _ .. .. ................................................._............-�-�--�-----.......- -._........ -- . fIEID FTW- FllE NAME: F-TO6EZBA3� R-08-07-97 :_. T- OS-08-97 Revtew•ed By: �� . i{�{ � . � � AU6 1 3 1�,� . CON�':['R UCTION TESTING LABORA T�RIES, INC. issu�n .,,................w...�..,�...�wwwh�.....w.�..:�.A�.�.w�V.....�..�.,..��..:,:...,.:::..........v.w�..:.�..:....ri..::.�...v..�.hr..:,.....w..�:::::...::::..:::.::..:.:: ::::.:::..::::.:.::.:::...:::.::::::::.::::.::.:::::.........:::.:..........:::..v.v. �..�,�. .�.. �.. 10111 Soufh Tacoma Way, Suite D-7, Tacoma, WA 9845 "B" REPORT Tel. No. (206) 588-0805/Fax No. (206) 588-092 , �� .�.,w�....�..�.,._.._..��.,.�..�.M�:.........,....M.,.........�.......,...,.:...��...:.:..............,.. .....,,.:..,:..:::::. ,:.:.:.�..:::...:.:..... �:::. ...:::.N .,.,��...,M.,.,,,w�.n.n...,......,..,�>,�.H a„w.�•�. __ wr.�.,,,.�...�.�.; � IN�PLACE �i ENSxTY TEST REPURT ; , : ! ' ';••�•�•...an�.��vH.v..��'.�'.�,:.�vN�v.�.��.w..�.�.•�Hw�rnnnw.�a. . '>: .�.��. ��.n�v..♦ .w..v :�>sn.r.... �..:......�,.: , '.; .....T.�.:: ...a:»:.V.W n.�vnxti�V �.a.�i.vTna:�.M`.YY+nvTJT'�n.VrTN•TM'MYYi:VNi.v�*T�.VVT'n�YVnH��i}�.��WMAVJ.V.V}NYMVMNw1V CLIENT: M.A. Segale, If1C. DATE: August 6th,1997 PAGE: 1 OF 1 .................................................................................................................................................................................... ...............................................,........,........................................... ...........,... ...,.......... PROJECT: Cedar Crest Development PROJECT NO.: T-0682 REPORT NO.: 31 .................................................................................................................................................................................. ................................................................................. ................................. PERMIT NO.: N/A JOB NO.: N/A ................................................................................................................................................................................... .................................................................................... ...........,.................................. ADDRESS: 3rd & Edmonds Avenue, Renton CONTRACT:N/A P.O.Nc►.: N/A .. ....... ........._... ..,. ....._ .�._ .............. .............v.u.,....._. . ................. CONTRAC'TOR: CII@Clt TECHNICIAN: S.HONG/fmd ....................................................................................................................................................................... .......................................................................................................................,...................,.......... IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAXIMUM DENSITY 7'EST METHOD:ASTM D-1557 ..................................................................................................................... ..................... ...................................................................... .. . ... . : . .... .�.,,.:. •,.....,. .......:..,,:.:.�.,.,...r,....�.:.:..... .,..,. H . .. . . . . .. . .. ... ... . .....N.............:....:...............'}:9....F..Y.�.. -. . ..»..�,.....e.y,w,..:.�rrccroe..r.�.e�:+v:s�.a,.a,.�.�.,;.>x?,,w„+,....:�x<eR...;,,�,.�r��c+: ..�•xr:�er• ��:c:>.zc..�r.:� ::an•»ns..,.;ax,�:. . .. ... .. .. . .. ..,..... . . . ..,.. ., ....:.... ..... :., .:.. !F�,f+� .......!'�^�4`Z ::..:. ..::,: . . .<.:.... 2. ,.^•?+`s'7'+ .:..:.: . ..:: S"; ....:. . "p.C,N.^.... . . ..,,:.< �'S" :::. .F.`F•'•:1�'f ..: �.'F..? ... .,.. ,.,.. Ya �� 2,.� � � � �� I..A..i�« ...,.� . . : �i'1'�l�" �VfY�' �. r��j; � FIFI D D�NSITY� � � � ' � LAI3 CURW� � T�A TI:S'I' � �,�,... ...� ��NT d.,.,,.,,..x.�:.�..�.r CCNT �'AC'I' �L�v�T�d� LOC,�,T�ON � , , �....�.:.�,_ n��r�7r.! ��rniunT e �.:: � . �....�.�,. Na tvo. ' �c�rr�� £ ��5 c�r.�r, � rzaTs�� conz- �e $NU. �VF T 17t7Y � � #!C�' WA'['�R % }>ACT K�Q. , ,...�,,....�...�...:wa,...;� �,.,....,....��...N..�,.....:..u�.,...-.�.......»�...:,�.�.,.....,.;i .,.,...r ..... .. ,.::;6..............,.. .,.>., a ..... . .,..... ..,.�, .,„ ,�..,�,.,..........,, ....r«....w. � F � y :.M�. �..��b�.,�,a»,.,a:.,.r.,. � �.,,, . .......�... BETWEEN MH #9 & SOUTH SLOPE �........... ..................... ....................................... � .............. ...................... .................. .....,............ ...................... ........................ ................ .................., . :. . . . . . . .. ............................................................................................................... .. .. ...r.. ...... .. .. .., 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% ...... ........................................ ............................................ ................. ...................... ....................... ................ ................... .................................................................. .................�.............. . � 02 218 " 10' from south, 200' from east " 134:2 ; 122.7 9,4 " � " 98.2 " .... . ..... . . ._ ._ . ... .................... .. . ......... ........ ............ .. ...., ...,...............�... ............. _. ........... .... ... .. . 03 219 " 20' from south, 350' from east " 126.6 118.4 6.9 " ! " 94.7 " .......... .................... ...................................... .............................................................................. .. ...... .................................................................�.............................................. .....,....................+............................ ..................... 04 220 " 50' from south, 200' from west " 125.9 � 115.2 9.3 " ` " 92.2 " ........... .................... .........................................................................................................................................................s......................,.......................i....................... ..................................................;............................. .................... ..................... 05 221 " 80' from south, 80' from west � " 131.3 � 121.5 8.1 " " 97.2 " ... ..................... ....................................... ...................................................................... .............. ...................... .................. .................. ...................... ........................ ................ .................. ; � !. .............. � ....................... .t. 06 222 " 120' from south, 150' from west " 130.5 `:. 120.0 8.8 " " 96.0 " __ ...... _ _ _ _ _ ..... ....... .. . ......._...�.__...... _.........__.._ ....... .... _ . .. . � _ _ _ _ .... .. • ,.. � ! ............ .................... ....................................................................... ' .................. ..............,....... ....................... ................ ................... a � .................................................................................. ...............................................'....................... .. ...... ..:... ...... ............................. ....................................... ................................................................................................................�................... ..........................t..................,.... ...,.,................ ..........................�............................ ............;,............................ i • � I ....... .............................................................................................................................................................................. ..............................................:....................... ................. ..................... ....................... ................ ....... . . � . _..__ ...... ....... . .... . ..... � ... . _. .....: ,_ . __ _ _,,.. _ 0 { � S _.._ , _......, ,._..... ' 3 ' i i . 4 ; i :::.,.......:..- r,H..v..r.:..��wvr�wwawoao:wxvwv wv.wxw.r.vw�w�+»»»ww>s»w»Hawc.rw+.r.sm.aara+�wwr..+wcwa:wa,:s.� w..v.wsw�aa.w'�»w:av.; .w.v.vn...�v..vw.Ku.xwv+raw� REMARKS: ..................................................................................................................................................................................................................................................................................................................................................................... .................................................................................................................................................................................................................................................................................................................................................................... ..y..................................................................................................................................................... .... �,. . ........................................... I..,................................... ,,,�............................................................................................ .... ...r. DENSRv.FTWrFRM [ VAME: D-TO6B2B.031 R• O&07•97 T• O9•11-9i �� REVIEWED BY: ,.,, ,�„�L.................................. 1�.y' REPORT AU6 f 3 f997 : ..CONSTRUCTION TESTING LABORATORIES, INC. ISSUED ,�. dacl 10111 South Tacoma Way, Suife �-7,Tacoma,WA 98499 ' Tetephone(206) 588-0805 "A" REPORT Facsimile (206) 588-0928 I ` �IELI? INSP��T�QN R.�Pf3R'T; - p�� : � Q� . 1: .. Ctienc: M.A. Segale, It1C. Date of inspection: August Tth,1997 Pro�ecc: Cedar Crest Development Permit No.: N/A � P.O.No.: N/A ad�tre,s: 3rd & Edmonds Avenue, Renton Job No.: N/A Contract No. N/A Contrdctor: Clletlt Report No.: 32 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 As requested, 4 each in-place density tests were performed at various depth of I fill for the storm drainage trench, as per attached copy of in-place density tests report. ,, vVeathrr:µ My_.�y�^�,��^Y,�,V�CLOUDY��~��N�� In�pector: � S.HONG/fmd _._.__ ___._......._....--....._...... --._......._.....---- - --- - ...-------- --- --......----�-_... .._..._. . ___ __ .._ _. ___....__ . . _.... .-�-------...-- - RE�O FTN- F7CE NAME� F-TOC�SZA.O3Z R-08-08-97 T-08-��-97 Re�-�e��eJ B�: . hi'�r�JH i pUG 1 3 1997 CO1V,� I�R UCTION TESTING LAB�.R� T�RIES, IN�'. ISSUED ......n..�........�........��.n......nnr....�...�...r.��.un�..n...r.........��......................�.........�...�........��...��......�.��.�.........�...,�,............�..�.�............................�....�.........�..�..�......nn.tin.v�yN.rh�M NNN•V M.YM�v µYMM1MY.4�v.MwvMYVNA4 ..................� .....�. ........�.........................�.�..............i.,..�..�..�.......�..........,�.....�........��.�..........�..........�..��....................�..�............•�.......� .••••. •••.••••�••.•• � MVwrYX M�M�+w.� x. YANWN.�MMeVMMAVAMVAwNMKKIwwwMMAM�.v.� 10111 South Tacoma Wey, Suite D-7, Tacoma, WA 984; I "A" Re�ort - Trench . . (2 61 (2 s� , ,.........�.,..�. .,�h....�._..wr....�:�,...,�.._,.a :..::..:::...........:::.:...:.::....:._.............:..,:... :,. _ ,...,: _ e o 08 /Fax No 0 588 09' I .... aw�v.wa:viCN/.�X9GW.� %MW:(WiWIh• . ... ,.,... ::... ..::.n .4. vx N nw. ��VX iV IN��'�ACE ��NSXTY TE�T REPORT : ; .,..�..,�.:�.v.�.v.va�W�N:��.�� ♦..i.v:�.nvsr��wv.vuaJ ..V�n\:..".� .'�...�,.:: �:.. .�':.":� .:��.�...:� ��:�.�:. .�. .��.�. .�.. .�:.:..�.�....... .. . ......��.}n.\.vN.1.h4YN..}Yw�.V.frTi.��N.v�nvhV.V.�>.4Y+F1W>YJT'��.\'WVWA'�� .VMViIMMN�VrVY:'iNVYlYMMl1��..� CLIENT: M.A. Segale, If1C. DATE: August 7th,1997 PAGE: 1 OF � ... ... .................................................................................................... ............... ............. PROJECT: Ced81' CI'eSt DEV@lOp�1'1@�t PROJECT NO.: T-0682 REPORT NO.: 32 ................................................................................................................................................................. ................................................................................. .......,........................ PERMIT NO.: N/A JOB NO.: N/A .................................................................................................................................................................................. ...,................,,..............,.................................,,............ .............................................. ADDRESS: 3rd & Edmonds Avenue, Renton CONTRACT:N/A P.O.No.: N/A I ._ . . ......... ................. ... ..........�.............._.... .._._................�..............._.........,.. CONTRACTOR: CI�@tlt TECHNICIAN: S.HONG/fmd ..................................................................................................................................................................... .,.....................................,............................................................................................................ IN-PLACEDENSITYTESTMETHOD: ASTM D-2922 h1AXI111UMDENSITYTESTMETHOD:ASTM D-1557 ......:.......................,;......... .. ..,............ .. � .7{v+�H.+tA4� .4 .N' ..4. �... :4:.J:�i:^i�'•1.,.. ...:+:'5:::::6::�,54�:�:s,vs::�i.'l.[+�Y�M' .,...^3� YN:.I:n::SF'�i :r•:n;x3?'?Yl.+�t�'%l4v¢s:...•.•�.v. XT+fC�'2'li'i;pi.vir.��ii:�. ,.»..? .+�' i.�r :......:.,...•.....,. .:.:.:...,; .,>.,. . .• �..:.•:x.n: : .�.. ........ ..�,. Ms:e.. .. .5:.....s`.:...................:::.:............. ..R.:....... �9:.... 'R...... X.....g..,.. q.. '•:�:,n:•.•<x.i•.,:;.;. i , . ... ... . ,.,..< ... iP7� .:X.............}"3'#.,...,2S�SR�'?'�.............. . ......... ', .... _:.:,.. . A .,. .. ..:.. 3'....... z ., ;"S ..... _..._..-„t . ,.: : . . � _. ,. � < � P�R� � � PF�t� j C01�1 ;�� I�IE�,D DF'NSIT�rx f LAI3 CiJIZ`rE � �'T'El� T�5T ; > -� C�IV'X' ,. �rM.,.,..�..,,,...v.,,, ;CEN'I' .:Y �'AC'1' �t,�vA�rrvtv �O�AT10N s rt1r��r�� ,�� ':. cv.�r. � � n��w�r o��rrn��nt � � NO NO �: ' � 111Q1ST s � COhZ- % , > .. � NCl �'�'�',T D17Y � � #!C�'. � WATi:ft^/o : 1'AC7' � K�;(Z. ' ' ; < .. :, .....�..,�...,.�.:W...w >...�.r�.....,.....>T..��.....>..., ....,:<.y.,n..,�:�.��..�:�� ,:: _ ......>:. .,......>.,,..:::. . � . :;,,. �...�..:.:. ..... ,.�,.�,�... . .,...�......�,.� ,�...�.,a:.r..�,:�,.�.T.,...�,,,w;V �.��,.�. .�x.��„�«.. z � ,�>�..,... . ,�,. • M.:•�,. C B #4 ; � ; ! ,,.�. � ................................ .................................................................................................................� .............. ...................,.. .................. .................. ...................... ........................ ................ ................... ....... ................. ..... � ..,. .�. .�. 01 223 Top Grade 100 West P-2 � 131 5 119.4 10.1 125.0 11.2 95.5 95.0% ............................... ..................�........ ..... .�...............:........,.:... .................... ...................... ...........................i............................................,..... ..................... � 02 224 - 4' F G 300' East " � 134.5 ; 123.9 8.6 " " 99.1 " _.. .... . . ... ... _... . . .. . _... . ., _. .. ... __ . .... ..._. .. .. � . ... .... ,.. . ..... �. . . . ......._..._..._._ .._._...._..__.�........._.... ._ .__.�....._.. � �� .._..w....._. ._._._._r._..� _ __ : , 03 225 200 East " " 138.9 ; 127,9 8.6 " " 100+ " ..................... ....................................... ................................................................................................................ .................. ...........,...................... � ....._................. ............... ................... ............... ....................... .......................... .. �� .. ... ... 04 226 " 50' East " 132.5 ; 123.3 7.5 " 98.6 ................................ .........................................................................................................................................................�............,........ ...................,....................... ..............,....,..............................I.................................................. ......,............... ..........................� .......� ....,,............... ..................... ........... ..................... ....................................... .................................................................................................................�,.................... ,.................,............................ ,,................. t..................,...... �_ . .._ ........_ .. ... . ..._.. .. .. . . ._ _ _. .... _�..._. .... ._. ...... _............ ........._.�_.�.._.... ..�.... . ._ . . r � ; ' . � � • : _.... . ..... ....................... _... �...._.�......_. � � � . ... ................. .......... ........................ .. ............................. � � ..................... ; ................... .................. ..................... ....................... ................ ................... . . ......_ _. . _ _. ... ..................................................... ... .. .�.. ..... ..... .. .... i � � � �i� �................................. ......................�.�......................................�....�..............�...........�.�..............�..............�,,,.��............,.,,...2. ....� ....... .�.�...�.............. .................. ................. ...............�...... ....................i... ............... .................... .. ..�.. ...y. x . ...... ..............�................�.,�...........................�...................��.. ....................... � ........................................�...........�.................�.. � .....�....................I.............�......................� ........ .................. ........... ......... � • ........ . .. . ; . � _ ___ � _ . _ _ _� _ � . : _ .... _� � .. .. ._ .._ .__.... . Q�N R __..... . .F. ; . . . , : f, . .....::..:..:............:..�....w.H,..�.s,:�,....:�,.,.,..a.>....,...:.. ......:..:... .,....... ..,....,,. ,..�..,r...::.��,�:�w...»....u,�...,.,x�n,.,.,:.;,:,�.,4,a... .,..::..... .:,,.,:,NNu:.:.,...<..�.u...,,:..,.«.x..:.�.,:«.«,,:n„�...�. • w.,�.�;.x.,... ,,,w„�: REMARKS: ............................... ................................................................................................................................................................................................................................................................................................................... � ELEV.CODE: FG = Finish Grade ............................................................................................................................................................................................................................................................................................................................................................... ....................................................................................................................................................... ............................. . ................................................................................................................................... . . ... ., . ... .. '� REVIEWED BY: DENSRVFTW�FRM VAME� D•T06BZA 032 R- 09�07�97 T- 08•11-97 ', ,'• .. ..... ...... .... .................................... R�ct'vn� AU6 i 3 .CONSTRUCTlON TESTING LABORATORIES, INC. �SSUE Ja 10111 South Tacoma Way,Suite D-7,Tacoma,WA 98499 Telephone{206) 588-0805 "B" REPORT Focsimile (206 588-0928 ' �'I�� ..�� ' Page : 1 t�f 1. C�ienc: M.A. Segale, If1C. Date of Inspection: August lth,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 Cuntractor: Client Report No.: 32 Project No.: T-0682 ---------------------._ _..----------___.---------------- --------- -------�-----. ;�x� ��:�A�:�;.::,�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, 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. weether: �� CLOUDY [o��r: S.HONG/fmd _..... -----�- - ........._.-_.--..__......_._....-------- -�--��..............- - --....-----....---.....- .._.._.._._.... _ -_......_...-...................._.__ -- - - -.-...._. - - � V �� o.�w- �t.�Nare: F-T06828.032 R-OS-08-97 T- 08-11-97 Reviewed BV: ,�Et .,.-t� AUG � 3 �9g7 CON.�:1 R UCTI�N TE�"TING LABORA T�RIES, INC. 1S��Ep . .Mn. x..��.n.....r....�...........�.v.�..n......................�.,,......�.......................��.��.......................n��.�..��..............n�.x.4..m wMWl�N/M•MWN.14vl.Tr.`114n...w.yuv.�M'.W/N.q�VM i�........ . . �. •.. ... . .��•..... .....�•��. �O��I V I I I �M • ... •... ...�...•..�.... ...��...... .......�..�.�.��.............�.�...�.....,..........................�.i,..�,..........................��...��.�.�.. � .. yXNwY wN� Ym outh Tacoma Way Suife D-7 Tacoma WA 9849� "B" Report • ;....: �:..�.�..�.�..H�,.r.��,�,.: �.,....�:..,.<.:......�..�.�,:..�..:::..:::.::.....,.....:,:::..:.::.�.:......,....,.v..,.... ,. _ ..:.:.. :,.. .. ..:...,.::::::..:.:............:. e o ax o ( :.::... .,... .. .�,:.: ..�,.,:,:.: N....,.. �.�...N��: ....v...v. .a�...�: .:...,.,.. ...,.,::: .:�.,.....,.�r.�:.:�.�,,:� INMP��►.CE DENSITY" �`EST REPdRT ��..�w.Yn��MMv�.%�'MV.v��v.\V�VWC•.{v.1Jiw:A��\NM\.vA:t��...�.�w,<��:� �..:��. . ....�:.�:..�� ,�..,:.. ,,.,�:.: .......:: .......R��; ..w::v:. �.Y.,...v: ....i...r: ....a..v..u�.v.,..w.wa..i.�v. rw.wv...wi.wr>nv»...a�.4:..�n.......w..•��wwNa�w.»wa:<w,.rwv.�.++.i�w�,.w , ..... ........,. . . CLIENT: M.A, Segale, If1C. DATE: August 7th,1997 PAGE: 1 OF 1 ............................................................................................................................................................ ..............,..................................................................................... ..,.........,., ................ PROJECT: Cedar Crest Development PROJECT NO.: T-0682 REPORT NO.: 32 .................................................................................................................................................................................. ,................................................................................ .................................. PERMIT NO.: N/A JOB NO.: N/A .................................................................................................................................................................................. ..................................................................................... .........................,...................... ADDRESS: 3rd & Edmonds Avenue, Renton CONTRACT:N/A P.o.1v�►.: N/A .......v......_. ... ,._.........�_...._.__..._..__._.M...... .._.,.......�._._.. .............._,....,_.. COIYTRACTOR: Client TECHNICIAN: S.HONGIfmd ....................................................................................................................................................................... ........................................................................................................................................................ IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAXIMUM DENSITY TEST METHOD:ASTM D-1557 ............................................................. ::,.5...,+:;�s.r,..r•o�co�rn.4n«•r.a,<;�.�ra:a:z.R�. �•�*eu4•r«•...��...a:axw�^�.. %Rifi..:nidiiA�;�:...;'y';y;;:K;'y.t;;'v' :.,,r,,;;�; �.•n . .. ;. .. .. .. . , a.... ..,.. .:. ��.`+'�'�F'�`i AY!!F�F"� '6'�:�'$^">..4.?�? ........ . .. ,�.. ..,.... ............ . .:s :i!� . ..".^'�'3 : � ,.'J>'' .�I . _%. i�:x ��{+nv;;•ait.. . . .� £... .•:� ��. .; � I 1.[� .�f� -�: .. �.... iL�II � l.Vl,'1' �'� `��S`� � �LAi3 P F�IELD bFNSITY� CENT t•AI3 GUR�']�. .�. ,< .> �� .�.<r�. �. .sm.... �..� C'�N'�' � �A�'r I No.� ,�v0. ��-�'�A�GN LOCA'�'It�N �c�j�iv�� L�s �..c�r�rr � � n��,av�r�o��rTriz�a�t � ' �, , Y Aft�IST k CpriX- /a 1VU. �'��' I�I�Y' � �' #J Ci�' ��VA`I�FZ% }'.�CT R�Q. �.«�:�.......�..;; ` �, ` ...; ' .....:<: �..... ...: .......:: ......... �.. ,..... . .... .. ...,,....,. � .�.....,....,..o�,.�. �, ....,,,.�.� ,.� .�..�.,.,�.p�.�.A.a,... .,�A,«�.��»»:: .,.......,:. �.•.w ..f..w..' .�. .:.g.<w.� �..ac...e...,n aw x�a+r.vn:s.a��ow.w.. :.... ...,,. ..�....,. ,.S._ ...: ...;.1 , . NORTHEAST AREA OF CB #5 � ; i ; i ........�..................... ....................................... ................................................................................................................ ...................... ........................ ................ ................. �.................... ...;....................... ................... ..�.. ...; 01 ; 227 - 7' FG 50' East . P-2 127.0 ! 114.7 10.7 125.0 � 11.2 91.8 90.0% z..............................................................................................................................................................................�...,...........................................:....................... .................. ......................,.1.............................. ................ ............. . : 02 ; 228 " 150' East � " 129 9 � 115,4 12.6 " " 92.3 " � ' } _. _ .. ...... . ......, ... ..... .............. ............,.......:...... ......................... .......... ...... ....... .. . _. .. . E , . � .. ...�.... ., .. 03 �.....229.... ....... .......��................ 200'..Northeast.............................. ,........,.. .. " 127.0 � 113.2 ...1.2:2.... .........".......... '• �� 90.6.. ... ��. .... . .. .. .. ... . . ........... . ...........�...................�.. ....................�.................. ........................ . . .. .. .. .. ..�.. .. .. ............... ,� � �� 04 �....230................ 40 South from pond � 124.0 , 113.8 .....8..9..... ......,..,...,........ � ..91.0... .................. � .........................................................................p............................................................... � �..........................;....................... .. .. ... ..,.....................,......... ..... �� .........��........; � „ � �� 0.5..........231... 80 North from ond � � 130.2 � 115.5 ....9;5..... ...................... ........................ ..92.4.. ............... ...... ................................................................................................................:............ . .. .... ................................ . . � � i ,.... ...... .... _ ,.. __. � _ ,........ ._. ..... .... ..... ..... . .. . ..� . .. , _ ,..,. ....... ...... ..... . ....... . _ __ s... _ i .... . . ... .... � ......... ... .. ......... ....... , , , , . .... .:.... � .. ; ; ;. . 4...................:...........................:....................... ..................................................i.............................. �............ .................... ........................................ ........ ....... .............. ................ .................. ! ,. ...................................................................... � , � ....... ................. ..... .. � � � >. ..... .. .... ........................... � ; . .............................................................................................................�..,..........,,..�.........................�................... ....,......,....,. ........................�......................... ................ .................. . . . . . . . ;... ..... , ....... ......... •...... ........ ........ .... ....... .................. ...... ....... .... ..,.,. .......,....,..i.................,............ € .� � .. ... N .: R : . . . � � ; � _ _ % _ _ _ __ __. � � _. . , .. . . . .. : . ... 0 � D M.� �...� � � .. � � � . ...n � ♦. �r.<.ntiw>v' �w..:v.r.............a'.:.Y.rv.:�xv..w+.�N•+.� � .�.�:n.�.:.w:..n��.�:::...:.:...�..o-.wx.s.n..rn �✓ran.�n>.'rxa:n�u...:'::..:�:' :.'�.'.�.v:. :.:: � :�...:..:. ..r::'::5... ��.titi:v:[r.�� .♦•:�:..n' ..nv>x.vw..}�.v.S+vAK4rT�.Mv4.5nu hvx'%•+.ti�vA':tiSVni�w�?.Nvsti'w:WKt:•M1'F.V:V:ti��•YnV.titi�:4:•��Iv�.Sw:v:ti�:SV}N.•aA�RV:V:tiap)wrC�V:V� REMARKS; .............................................................................................................................. ................................................................................................................................................................................................................................ ' ELEV.CODE: FG = Finish Grade ..................................................................................................................................................................................................................................................................................................... .......................................................... ......................................................................................................................................................... I.......,..,...................................................................................Vl..,,,....................... . ',�.. ...,..........................., ,r��;. ......... ......�,,,ti, .. DENSITv.FTw�FRM t� �.�..,. IAME: L�TU68?F3 0J2 R• OH�OB 4�i T• QH�11�9i {�� RE EWED BY: ......... ....... � .�....,......................,,.... �1�� - REPORT I pl If 1 4 1997 rONSTRUCTION TESTING LABORATORIES, INC. ISSUED ', � ^��:�' 10111 South Tacoma Woy,Suite D-7,Tacoma,WA 98499 I� Telepho�e (206) 588-0805 •� •• , , mil 6 588-0928 i A REPORT I � ! : �'�� Q� ��aR� < ; 'Pa� 1 0�:: 1 Client: M.A. Segale, It1C. 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.: NIA , ----- —. �----- .� ------------------------- Contract No. N/A I ----------....---------------------._...__..-----...___ ___�...--�------------- ----_....---------------------------------------.._------ j Contractor. Cfletlt Report No.: 33 Project No.: T-0682A I ._..-------._--------------- ------- ---- � ------------��----------- :.� � - A;;::. I I arrived on the jobsite to perform special inspection and/or field testing, for '', today's scheduled soils in-place density testing. j As requested, 10 each in-place density tests were performed at various elevation ' trench, as per attached copy of in-place density tests report. � - `�.:- - v . ., - � .,_� A '.��s,�/im� �-� . (/C 8 ��.:/'s , . ' � �� > > . �, -� Weether. FAIR �-~� In�pector. S.HONG/fflld ...-------------�-----�--�---- -��-----�------- �-�-�----�------------�----�- ----- _....._..- _.- - - - - __.._. -------�--------------�-�---------_._..-�--------- �-�----�-�-----�----------------... A Io FlELD-FTW- FILE NAME: F-TWS�A.O� R'OS-��-97 T-08-12-97 ----- Revie�ved B}': .��. ��'�4.1 t, — _....._. ._ ��•�. H�� AU� � 3 1__ CONSTR UCTION TESTING LABORA TORIES, INC. .......,..........�.�...,..........,�......�..�...................,..�....� .�,..,r,.,�..,........,.....,,,..�.�..,K,:.,..,.:.:......:,.:.:..:.::::,::..,.:::,.,::.::.:;:,:::::::.......,.......................,.,..,....,..................�..w... �, ,,.,.�,.�.�.��.l.�.� ... .. ..... .. . .. ... .�.0 . .. . ... . ...................................................... .Mw,�,,,.Mw�.�.�.w..Y.,�.,..�r ,..,�,,,,..,�. ,w.,.�.... 10111 South Tacoma Way, Suite D-7, Tecoma, WA 9849� ��A�� REPORT TeJ. No. (206) 588-0805/Fax No. (206) 588-092E .... .. .. . . ,... ..,r .,.,�, ,,.....,,. � ..,�,,...�,..,�..,�...�. I IN�PL�ACE DEI�IS�TY TES�' REPOR"T _ _. _ _ ; H\NV.�'��.u�va��a..VtHHww�.n�vv.v:t��\•H.:��v.vi.� M�.��.:::n: '��..�..�.� � .�:..n��: • :wn�.�: ... .:..�.��.. . .: . �::��. �...:�::�. ......'vv..�nYn.V.�.Y.:�.♦ ..n�..:�: .v.WY�.T.v+Y.V 4.1V:Vv:+1\\V.4+IW'ntVri'iJ ��M.µvuV.�+v�x.NvaiWxf}.vi.•}HS.xJ.'MVNwWMM'�WV�Nrv.�.V�M`.VHnM\M'M\�WMW%W 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 ................................................................................................................................................................................... .........,..........,.,.,..................................,,........................ ............................................,... ADDRESS: 3rd 8� Edmonds Avenue, Renton CONTRACT:N/A P.o.rro.: N/A . . _ ..... .... .......... . . , . ..........�............................_._......_..._._........_......................,....._.... ......._........................._.....__._..._.�.. CONTRACTOR: CII@flt TECHNICIAN: S.HONG/fl't'1d ....................................................................................................................................................................... ........................................................................._........._.......................:......._............................_.. iN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAXIMUM DENSITY TEST METHOD:ASTM D-1557 .................................................................................................................... .. .... i.;y,•{•:!,>N..:�:.rR:• i:�\:�':�r::�:.: c�..6� !.K�PAM:�.. T.^Z! .�T.�X^t�y.N.•. ..H.�.v".•.�»P9'VN'8. .\\�:C+S. .ff.�N.:. �:. ,tl(:.�v.......n v,ry.�... ..%.\\^`Oy�?`fMY . . .. . �i ��. .•�'. ..J:t. ..:K,? .•tR:!.Y..X"... ..;'�".'Y�:. ,.'.t.. ..'r7�!`.^.: �."2.::\.. ..� �.C.. �"`?3'A..R.�'.¢�: .'.".'C..�. .D.," �• .. . ...£yl?e�$"4.�5,3:�?A'f .�:..o.. ,........ ..:.:. � .:. 'b%8 _.;> ::..., : `Ng`3,.»i�_ ,2''`0.., a•..,q`$R> . :'S �;. ..;. ��.. � ....�.•..`q.m.9�` ... ..: ,: .. . . :...> ....,..< :... . ,. .. , �. s P�'R- � �'�.R- Of�i- � T'IELD DEN5ITl' LA�3 CtJIZVL �� T�ST �LAE3 ..,<.�.,� �..,�..�. «.�.x.x.,. �I�,N'1' �,.�.. ......,.x CENT � I'AC'T �:r.rv�mrd�N LOCATICJN <ctirzvr� r:,�s. i c�.��r. ' �n��J7r.� o�rzriunT � o rvo. No. ; � � nio�s�� co�s- f. , �rro. � «��T ! r�lz�� #i r�. ; Lva�r�R�� _ , �.r.... �.�.,...�...�.. .�.��.�....,.�.o. '.,..�.a..�.�.:;<.,.,..,..�.: .....:::�...�....�.::..T � ,. �........N: ........: .. . :.,.. �,,, .; . ..: .. ,..._. ., . 4...�.r<.. ..�.v.x �., ,., .s�.�..��... .�� ..x.,. .p.��.., � PACT Rk;Q. :.. �::. . ,,,r ...... �::.� .A..�.., STORM LINE TRENCH ? � . ....................................................... ................................................ .. ... ........... ..................... .................. ................. ...................... ........................ ............... .................. , .... ................................... ' � .. ...,.. ...... ... .. .. .. ... ...... ..i , 01 232 - 3' F G 50' west of CB #5 � P-2 � 131.7 � 121.0 8.8 125.0 ¢ 11.2 96.8 95,0% '; � .. . ....... .... ..... . ... ......... ....................... ..... .. ............................ �. .............:...........................:....................... ..................................................�.................................................. ....................... � 02 233 - 4' F G 30' south of CB #5 � " 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 " ........ ......... .... .................... .. ....... ......... ...................................................................: ..........................,.............................................. ...........��............�.............��............ ..................... ..........��..........; 04 235 - 1' F G 250' west of CB #5 � " � 138.3 , 126.8 9.1 ! 100+ ; ............ .................... ......................................... .............................................................................................................j..............................................;. . . . . . . .., ...................... .................�..............................�........ . ................ ..................................... . 05 236 F G 150' east of CB #4 � " 128.3 118.7 8.1 " " 95.0 " ........ ..................... ....................................... ............... ....................... ...,.......... ..................... ...,.,.....,...... .................. ...........,,.,..,..., ........................ ...... ... .,...... .. . . . . , . .... ........ ..... .............. .... . ... ... ....... . . �.. ... . �.. ..�.. . .. � � � ! f • � . r.. . . . _ ...... _. • ,., ...., .. .... . .,., ......,..,......�....,........, . . . ...... . .. , . ... .......... . � . � ' ,. ..,,. . ' : � i �............ ....................�.........................................................................................................................................................r...................�...........................:....................... ........................ ..'............. � ........................ ............... ............�........ ......................., �..........�.... ..............................�....�.......................................................................�... �.....��........... .........................! ...................... .......�..................� ............... ................ ................. �........... .....................� ........................ .�. '. y........................ . y...........�. .. ...... ...' x. ; N � � . � ..�.. . ....... ....��.� . ........ ....�.��. . ...... ....... ...... . ...... ..... .... ...... ... . ..... ... ... . .....��.. ........ ........ ........ ..... .1.. ... S ..... . ........ ....... . .....�../.��(.. A I ....... .. , ,0.�.�. _�.7..��.:. + � � .. .. ......:, ...._... ... ..... ....,.. .I.... ... .... . . � .... ...... ..... .. .. ,. . . . ..,. . .. . . .... ... . . . . ... : ' t . ... . . . . . .... ..... . . .. .. .. ... .... . .., ..., . . . . .....�.., S � . .wV.wsnpv.!».v.an»..n�N.�n.w+�v�v.v.o'n/w'.vro.v ' �+.vnvx�ssovsr:Vwh�w.v.w.H[w:vA'wViwaw.vN.Yxr�AnvAt•i:VHvnv.vxw�,.�.Y.v:�in4<.Wn..a.vir.�v. wJ: REMARKS: .................................................................................................................................................................................................................................................................................................................................................................. � ELEV.CODE; FG = Finish Grade ..................................................................................................................................................................................................................................................................................................................................................................... ............. .............................. .......................................,...................................,, ............ _ .................................... ..... , ........ ... .............. , ,.......................................................................................... ........ .. ................................... �.�i Y . �.�,. �ENSRV.FTW�fRM �AMe: D-T06B2A 033 R• 08•11•97 T• OB-12•9? ��,,' REVIEWED BY: ... . �� ................................... f'1Cf VI t� Auc � 41�7 [' TR CTlON TESTING LABORATORIES INC. �SSUED ONS U , �o_ 10111 South Tacoma Way,Suite �-7,Tacoma,WA 98499 "B" REPORT Telephone (206) 588-0805 F i il 206 588-0928 ; . ; _ ;::>: �� `��Q� R�P�� Page ._ 1 uf.::. 1 Client: M.A. Segale, If1C. Date of Iospection: August 8th,1997 ---------�------------ ------- -----------------------------------�---------�-�---�- -- Pro�ecr. Credar Crest Development Perm;t No.: N/A � P.O.No.: N/A Addresx: 3rd & Edmonds Avenue, Renton Job No.: N/A �� y � Contract No. N/A Contractor: Clleflt Report No.: 33 Project No.: T-0682B -- — --- -----------...--�--- ------- -----------�--------------- �:}.:4�� . s . . . '^'N . . N..'r "4i .viry+v�:-e .. . . . .. .. . . . _ . .. . . . ... . .. . Mi.... . .. '. . .. •�'x3iA'.Lt.�+.L.~ti'�/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 west side of MH #7 and #8, as per attached copy of in-place density tests report. , Weather: FAIR In.pector: J.n�NG/ffTld --------�---�------ ----------------�----�--�------�--......--------...---------.-....--....--�---------- -- --.....---...- - .. ..._... _ - ----�--------....._..- �-- --�-----._..................------- ---- - ......------ . FlQD.FTW- FlLE NAYE F-T0682B.033 R-08-11-97 T-0&12-97 Reviewed By: ` � __ __ �k 1 ��r _ . :1 Au� � 3 �ss� C�1��S'TR UCTI�N TESTING LAB�RA TORIES, INC. issuE� ,.,.,..rx..�.�...�..��wr�..w..4....A�..��M.,.....4F.�..A.�...,�,.v�.v...n.h.h..�...�......................�..v................................ . .............. . ..,......,........................h�.�....... .�.� . w...�.,. ....� .. . .. , . . .,. .. .. . ..................... . . .............................. .. ,,,,,..,,,,..,,,....... ... .........................,............. .,........�...v:�..�:..w.....xxV�...:..v�.. �Y..v�..�..�....:xv..h.�.v.:.v.�:�wA.,.�. . .�N.�.:.�...,..�....,.� 10111 South Tacoma Way, Suite D-7, Tacoma, WA 984, "B" R E P O RT Tel, No. (206) 588-0805/Fax No. (206) 588-09� ,..,.�....�,...,.�..»w.�.�...,.�..�.....:�.,�...w.,.�.:.. ....,.�.�.�.,..,..,..........,.,.:::...,...................,.........,.......::. ,. ......�.:.., .....,.,,w.R4.,��,:.,,r,,....,�.,......�, ,,.: . . ....:.,.....:..:.:.:.::. .Av.:... ..,...:.w :...�,:�:.,,„»,,,�.:.rb.W.:,a,.,,. , , , � , ' < ' �NMPLACE DENSIT�r" TEST REP4RT _ ::. _ ; ' ' ��.n:..�.��.x:�.��v.MN�v.�.�.� »A�.:�:��w��N'r.s.YN.H.� �.�..�..��v:... �v,.�� . .. � �:>.:�. ..��:�n.�:�.'�� .:.:�.:.�. .... . ...n�4�� ....:�:..: ..r..i:V: ..fn.�.�u�. .•x.V...tir.�.m�Y.P�f.V�v.�vV.S.>n�.J.ti.n�n.1N1�N.VJAVFYMA+N:VIVYY:VN:Vh�'A�YiV:4tiViY}�N.ViY.WlY:VTY.'�Y1Y:CVYhNV:4}1iOMV.YiI»IMNVH CLIEIYT: M.:A....Segale,..lnc.:..................................................................................................................................... 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 .......................................................................................................................................................................... .................................................................................... .............................................. ADDRESS: 3rd 8 Edmonds Avenue, Renton CONTRACT:N/A P.o.1v�►.: N/A _ ......... ..... ...._. ...., . . . .................__m...... .......,........�......._�......._...........,,...,... CO]YTRACTOR: CII@fit TEC}�VICIAN: S.HONG/fmd ....................................................................................................................................................................... ..................................................................................._............................................................... lN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAXIMUM DENSITY TEST METHOD:ASTM D-1557 .............;.....:.............................. ... +v!w� ro:+� �... �. ..,;y:;.;,..vey. ... 'n,.,,.c. ��oy? ,�,...�„n.«..�.�a��►rtr�t. e��:rraavz: •'�sw o5mr.. �^.�r.. �rr'^.r�:: ��,,o:.�:ar:. .c.. o•... . �'h!d;T�:.... <:?f .<.:3>�\"'Y.:n..Y'K.'� ..... . . __. .....,,. ......_,1 .. . ,.�+N'�!. ,. .. "i 7 M'd#��.'�..f;." .T „Sr.. 5Yi'; .`�3. ..��l..� .. . ,... . � �..�.. . .'_ . " . . , . � � .. ' .. _ .. ... .. ..::::. . ....:..... ;I.Al3 I'ICLD DFNSIT�_� P�It.. ....v�^LA13w CUR�R�...r..� P�R- A� ' .. � � � , , � r � � � COM. xT'� TE5'1' � 2 CI.NT � � C�NT X �'A,CT ' � No. rro. ��.�v��rorv �OCATION - �c«�tvr� �,r�s. � c�r.��r. � riots�r �; �n�v��; o��rz�rt��T� conr� � ��o _ : -NO. : '1�'ET flRY #1 C�' WAT�It% � _ , , > � � � R�Q. � � ....�.W,..�..'...»«�.,.r�..:�.,... :...., ,N...::w,.m.>:,.R.�,....r>..� .,K...w:..T. .... >....., s .,..:. ,.. '....,,..., . : <:. ... .,.:,..,.� ,.....,.„...,. -,.��.......,.,,. >w ...,. .>, ... ...��,,... � .�„.�»:�»;.x e....,..v... ,,.,.. ..... � �..�,, > � .., ...�..�,.�, ..e .... _ ... "s ; WEST SIDE OF MH #7 and #8 Y � ,.......... ............................................................. ......r..................................................................................................... .............. .................. .................. ...................... ........................ ................ .................. ;... ..�..........................�.. ...... .. .. ..�.. � 01 237 - 3' F G 50' west of MH #6 � P-4 � 127,0 ' 111.6 13.8 115.8 I 15.7 96.4 90.0% ......... .................... ....................................................................................................................... . . ...... .... ..........................�...........................�....................... ....................................,.............�.................................................. .................... 02 238 - 5' F G 150' SW of MH #7 � " � 124.7 ; 109.0 14.4 " ! " 94.1 " .. .. ..,..._..... ... _ ....... .. ...... . ......... ....�..... ......... .. .. . _._._ .. ................... ... _ .. ...... ... .. ...,..w..._...._....._._...._�...._..�__...._ ...........,.....__........ ,_.w.........._._.. ...... ..�.._.....__... ... .... 03 239 " 30' west of MH #7 " 126.5 ! 110.7 14.3 " } " 95.6 " .......... ...................................................... ....... ....................................................................................................................... ............. ......................................................................... .......................... ............................ .................... 04 240 - 8' F G 150' N E of M H #7 " 124.8 � 110.6 12.8 " i " 95.5 ...,..",..,,,.. ......... ............ ........................................................................................................................................................................................�....................... ..................................................,....................,........ .. .. .. ...05 241 - 4' FG 40' SW of MH #8 , " 124.3 ( ..�.08:7. ...�..`'.}.:3.... .........��.......... ..........��........... ..93.9.. .....,.��........ .... ..................... ....................................... ............. ....... ..........,... ...................... .. ..... ................... ........ .. � ___ . _.... ... _ . ..... .__ ... .. ...... ........ _........._........._. ...,......_............ ......____.__..,.. ....._............ �.__.__.. ... ..... .. . , _ . . . ..:. � I . . .. ....�. ... ... . . . , . �. . � � �........... .................... ......................................................................................................................................................... ............................................ .................. .................. .......................�......................... ................ .................. . ..:... .. .. ...... . . .. .. .. f ; . . .. ............... ......... ..... .............. ..... .................................................................... .... ..... ......... �...............�.....................,....�....................... .................................................`........................ ..�.��. � � ! ��lV� z . ..,.., . ................... ........ ..., ..............,....,...........................,....,.,,....... . . ... . . � ,. ....... .. ... .........,....... .................. ..................... : ....................... ............. ................. , .. . .. , � . ... ; , .; , : $ � : ; : _ . ... . . _ . . ... � . . .. . . _. ? _ . : � .�..:� ......w�.:...:.....v... :.��:a.. ....... .... : .�..n�::. ,..��:�, :.......� :.:....:. .::...:.: ..:.:«� ,..r:.:�..,��.�..�.�. .......w.�t..�..�.��:�.�.w �.�...�.f� �. ..��. � REMARK5: ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,;,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, � ELEV.CODE: FG = Finish Grade ........................................................................................................................................................................................................................................................................................... .......................................................... .............................................................................................................................................. ,...............................................................................................................................,... ..... ........ . ................................... /�.n. � ,..�.��, DENSITV.FTWrFRM [ . �NAME: �•T�e2B 033 f�• �8�11-9� T• �e�1Z�9� •� � � REVIEWED BY• ..... ....�. .......................�....�.....� a,�,! REPORT AU6 1 4 1997 - r�ONSTRUCTION TESTING LABORATORIES, INC. ��UED ^a 10111 South Tacoma Woy, Suite D-7,Tacoma,WA 98499 � Telephone(206) 588-0805 "A" REPORT _ 928 - FI��.,D IN�PEC'TI�.N RE�'�RT` : �� g� � � Client: M.A. Segale, Inc. Date of Inspection: August 11,1997 Pro�ecc: Credar Crest Development Permit No.: N/A P.O.No.: N/A Address: 3rd 8� Edmonds Avenue, Renton Job No.: N/A Contract No. N/A Cnntractor: Client Report No.: 34 Project No.: T-0682A ._---------_._.._..___._._.._.____._ ��- - _------- ------------------------ ..�.�:- - -�� 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. 'i ,....� w.,�........H....a..�_�,w.�,......�. .�,�..�_....�_�.....av„�.,,�.�.�.�.,�,�,�.d..H,�,..,_e,.....�...�.,.�..�F.._.�..�,,..�.�.,�,. ..,.� � Weathrr: FAIR In.pector: S.HONG/fmd -............... �- ................-----�--��---�-�---�- ----------�---- ---�--- - _.....-----��-----�----......-- .. __ - ---- --�---._....- �- - -- -- - - - --._...----------�--�---�--- --- FlELD.FTW- i1LE NAME: F-TOF)82A.O� R-08-12-97 T-OB-13-97 Revlewed By: ��l1 � ...... _ _ .- � . REPORy CONSTR UCTIDN TESTING LAB�RA TORIES, INC. AUG 1 3 1997 ..,.,.........�...�.v....h.....�,.............�...,...,..h.,,4...,.....,............:........,.....,...,....�.,....,,.......,.................................................,..,.........,.............,.,...............,....,.....,.v.,.v.,.w. 90191 Soufh Tacoma Wa ��...:�Yacoma.,,�Q,�.98495 I :,,....:... ... .. .. ...... ............. .. .... ..................................... ......................................................................................................................... . Y� , , , ��A�� REPORT Tel. No. (206) 588-0805/Fax No. (206) 588-0926 ��, :...,.,r.w...:.a�,.....�...�..,.,,....�....:..,..... .::��.H. .<�:.:..,......:::.,..,....,.......�.......,..:.::,� ...:......:.::....: ... ........ .....:.. ...::., ...:,...� .,.�,.:,,,. ...::. ....�,...,.:..,....�,�..�,: ,.,..,.:..:.:�,,.....�.:.�:..�.M....�...,:.:..b.,..�,..,.�.,.w>: , .... ; IN-�k'LAC.E DEI�SITY '�'EST REPORT , '.:.......w.::F....ww..aw.v�..'waa........tA.4��.Jr�.+..»....��n. .�..nw'.�. ..:<:::::. ..�.,.:I.a....��:��,.. ........�`..... _.....�.; ....r..;l . .,.n..:! .......:�`: ......... .....,... .. r,n....v.wrs.w.io�w.aiii.r��> .:... ......... .nv...tir�u. . w.a.. ..4,w...,nr v ......n...a�rn.r.>.:::>.. CLIENT: M.A. Segals, 111C. DATE: August 11 th,1997 PAGE: 1 OF 1 PROJECT: Cedar Crest Development PROJECT IVO.: T-0682 REPORT NO.: 34 .................................................................................................................................................................................. ................................................................................. ................................... . . ... . . .... ................ ........ .. . .. ... PERMIT NO.: N/A JOB NO.: N/A ' ADDRESS: 3rd & Edmonds Avenue, Renton COIYTRACT:N/A P.o.N��.: N/A . . . . ....._..... ... . CONTRACTOR: Client TECHNICIAN: S.HONG/fmd ....................................................................................................................................................................... ,...................................................................................................................................................... IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAXIn�UI�t DEiVSITY TEST METHOD:ASTM D-1557 ..........................._................. ..,�.�,.,.... . . ... bR., . , , ..a. •..:-. �R� ..7t� vriwtc`wt ti K� .�.... Y_;•�cMs,� ...�t!...""' <^ .::�,.,..,a•r!.�a!�'rCrn?.rn+��gN+,.!.!.'Ya�e.w:;�n:r;.v vfyC+.•M1e6�.Y�'EY�Q�::.'3.`y9,:,`?:':'^riAv��•R«r� '�.s q r r a.__`x�: �_.. , , . � ..�. ET�.°�F.ffi �. .... .. .FS.T.�k1a.'?�!"'t'' �`;+uD;:°Y'✓'7,.�x�.,+�5' . :.,. ...... , _ _ . ., 'S i fi'fwoa.`."5.....3'e. . £ ..: "' � �. � 1'FR� � ��R..... � COM- ' ��A� � I�1�LD DCNSIT�� L�IB C iJR�rE � �T�i� T�ST > � M>�.. �,..� m �.:,<s�: C�N'�' ��:_Mr. .... ,.-,.. .�m.�.., ��NT � P��.C'I' ' � : ��.�vA�4ri ' L�()�AT�I�N � c<<rzv�:; ��s �v.�r: � n1bz�T �', �a��w�r.� ni�xxn��unt corix� � o,a � N0. N0. ��IU � �'�'�.7 ' Dh`Y ,' #!��' ' WAT�R% i I �,.....�..vr�...ra:�.w.w+.a�s�vn .s ::�sro- w��a.v..�a...�a�..wau.iaa�nn ♦>...:. :'..n. ...c� �o.�n..... . .. �� . . .,.,..... .... ... � .. .... .n..... •., . •.w...�N .� �r.�i.o.ns �r.w a....W. �w- .........., ..... '. . �, .: ,� �AC'Z' R�Q , .... ... . ... . ..... .... ::.:. . . .f,,. ,.; , n..>.,.'' w�, � , STORM LINE TRENCH BEWTEEN � t ' .. . �....................................................................... .............................................................................. ......... ................: . ........ .......................;.....................�....................... ................,.,,,,....�..,.........................�....................''. .................. �. CB #4 and CB #5 � �..........................'.................,...., . ; . ., .......... ....................,.....................................................,.......,............. ........................................................f,.................;, ; .................. ........................:...................,...,,. ................ ..................... . ..... ,...,. .. .. 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..,.,......� .._......... ........ ......._......._._...._.... < ...�...., .. ... .... , t,.. ;, , 02 243 " 250' east of CB #4 � " 132.9 : 123.8 7.4 " i " 99.1 " .......... ..................... ....................................... ................................................................................................... .................. ...................... ........................ ................ ...............,.... ................................. ...................................................... .. .. ..Y.. .. 03 244 " 130' west of CB #5 " 131.8 ; 121.5 8.5 " " 97.2 " ................................ .................................................................................................................................... �. .................. ...................... ; ....................... ................ .................... .... ........ ; 04 245 " 70' west of CB #5 ...... .�.......".... ...126.7......,.....118.7 6.7 „ ..;... " 95.0 " ...�.. . .. .. ;.. �......................................................................... .............................................................................................................., ,.........�.......................,...;........................ .................. ...................... � ........................ ................ .................... 05 246 " 60' south of CB #5 � " � 130 2 ; 119.6 8.9 " i " 95.6 " � .. .... ....._. .. . . .. ._ _ .. ... ........ .............._.... ........... . . . .......................... ..�...._...... .........�........ ....._ . ,.. . _ .... , , . , . , , . , . , �............ .................... ......................................................................................................................................................... ..............................................:....................... ...................... ...........................�.,................................................ .....................,. �......................................................................... ..................... ............................... .............. ...................... .................. .................. ...................... ..................,..... ................ ................... ; ...........................................................`... ..y�.. ...}.. ...... ..'.. ..p.. .. .. ...... % � a � � � ..........................� � •• � i ;, . .......................... ...................................................................................................................................... ......... x,..........,..,.,..,,..... :......,................ .................. ........................ . ... . , � ..,. ... � k � �1 ■ \7� �. . ,._ . . . .. . .. ,.. ... . _. ..... ._. . .... .._, . _. .. . . . . _._. ., ... . ... . ...... .... .......... ... ., ..., :.., � , � . : , .��. , ..... .. _. ........ ... ,. , . . . ...�.. ,,:� � : k � o ' : � � � � :,:.:.. , .�....;.�n:.:.�.v:........�,:�:::::,nv.::v.. �v..:v:e.:n,. ......r...� �, ..r.ac::a . v:a.:,v.. .n..v:.a�n•:v.:;••:�.•.::.....;.,,.•::�:,,:::•v.,..:.,:•::•::... .�..:. ..:,:::::.... n.��.�.:� ,.�...::4.�..w.w.�wwxw�v :v.s,.wwas....ww�,v w�a.w.vr.w.rx.wnw�.00�v,s�nvavawwN.�v+,w:<a:�.... wwuwHK..oa.rwosu REMARKS: ................................................................................................................................................................................................................................................................................................................................................................... ' ELEV.CODE: FG = Finish Grade ....................................................................................................................................................................................................................................................................................................... ........................................................... ,::r:.................................................................................................................................................... .............................................................................................................................. ............................... ...... ...... n ... , , oErlsitv.PtwrtaM �AME: D•T06B�A 034 R• OB•12�97 T• OB-12•97 �__ REVIEWED BY: ........ ..... ... ,.................................., . ntrvrt� I AUG 1 k 1997 CONSTRUCTION TESTING LABORATORIES, INC. �SSUED �� 10111 South Tacoma Way,Suite D-7,Tacoma,WA 98499 I � "B" REPORT Telephone (206)588-0805 Faaimile 206 588-0928 : ��>:::::<::::>::::: I . ; : , : �I�� < ' ;. : � ` �'age ` 1 0€ . 1 �. Clienc: M_A_ Segale, InC: Date of Inspection:^ August 1_1,1997 , �--�---._.. Project: Credar Crest Development Permit No.: N/A P.O.No.: N/A Address: 3�d 8� Edmonds Avenue, Renton Job No.: N/A �_.__._�____ _ _--- - ---__._—_._..------�------------�---------- i Contract No. N/A ' Contractor: C112�t Report No.: 34 Project No.: T-0682B _ _.__...__ ,._---— ---.�__.------ ----- -----------------�-�-�---�- r. ... ... . . . . . . . . . . . .. . 4; 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. V4'eather: FAIfZ Inopector: S.HONG/ffTld ......._ --- .............�---�--.....-�-�----�----�--------�---�---�-�---�------�---�---��-----_ ....___.__.._..._..----�-- �-.........._.._____ --- ------------ --------------------- ---._._..._....---.--_.---.---._-----......._....--.-.-- _ �"�.�� FlELD.FTW- FlLE NAME: F-TOBHZH.O34 R-08-12-97 _ T- 08-13-97 Reviewed By: i p�IG 1 3 199' CONS'TR UCTION TESTING LABORA TORIES, INC. issu�o � �,..........�...\.�.�n.�.�....nn.�.�.n�.�ii�..vi..��..�.4..�.�.�..�.�....�...r.......�................................n...ti.�......................,....,..,.,....,......,...............,�.,.�,.,.,,..........................,,..................n......vn• r.KM�l.Vrvw.•n•.y.�v...�wx.hh�h•.•...v+.w.vsnv.v.v.v.ww�.N�MKYh4V.NVM1�h•.vA�HY.•nKMM.v.4.Y.YMHV.Y .. .�.. . ...�.....� �� ..�....��........................�..................�..........i.......,��.....��...i.,......,....,.,...............................�...,..........................�.�...,��............... �Nv.�V A�µNyMµ� 10111 South Tacoma Way, Suite D-7, Tacoma, WA 984! ��B" R E P O RT Tel, No. (206) 588-0805/Fax No. (206) 588-09; ......y,.,......�...�,....V..�..�.....�.�....,:..�.�..M..�,.w.......:.:..................::.........::.....:,.>:_._..:.......,.,,...�,:........ .. ,.... :,.:.:•.:.:, ,...,.::.:.„ ..:.n,. ,:..:.. ::,.�.....�...,�.,.....V��.,�....,�.�„..n«,� . . , , .w...>.�.,h,,,w...,M.,...�..«�...o...w,..��,,,.. ;, ' ,: < ! , : IN�PLACE-DENSIT�r' TEST R�PORT �.,..r'.w....v.��wY�.V��.�:�:.�i.+wwi"�ar.��.i.K�..w� ».ii.:n��v....�:.:�..�� .�.v�..i.:.�:'::'� ,: � �i::>. .'..� .:.�:�:�,��..�. .. �,:�:�:�. .....��..:. •.�.�..... ..nn..... .....n�. .n.vxr.Yr�Y.4Y+N'�i•v��•vkV:�w�.•.Y:�'W.i��Y.ry.WV)� ��WMJriVWiv:hVMNViYWJNWV.V:vT CLIENT: M.A. Segale, It1C. 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 � ........ . .................................................................................................................... .................................................................................... ............................,............... ADDRESS: 3rd & Edmonds Avenue Renton CONTRACT:N/A P.O.No.: N/A _. ..._. .. ...... ..... _ . . � _ _ ......_ _..,._.,_ .. .... ....., ...._. ,... .. ....___............_...._....._............ CONTRACTOR: CII@11t TECHNICIAN: S.HONG/fmd ....................................................................................................................................................................... .................................................................................................................................................... IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAXIMUM DENSITY TEST METHOD:ASTM D-1 S5� ..................................................:...:... ............ k. �. . .. . ..?�145. ... • ...�....�.. . .... . . . NIJw�NhH�a �a��:::..�..::.:...:... r�<v.. ,>c.�.r:.�;..,r.qw..ws.arag+.o,w¢; 4,rt,:{rf,.!.y ,Ytrz�•oi5!i�, ,..o+.iii i.ii@+rd- -s: �>s•.'ti�i� .... �.. . ..... . :.: ......�w. b��Rl�L"�� .. ... •.::� .. .___,. ._ _. .. . fRzv�ss.� .}'R'+�"a`a�.. "'3"'�"°'P$�"'{'R'. R' ,.,_. C.... '.M.4... �,.�.., .. " Y .. � . .. . . . . . . .......... ... . . .. . . ,. , .... .. ; T t EI� T�'ST 3l,AB FIEI D DL+N4TI'YE PFR� � ,,<...,LAB t;URVL; �:•.�EI�. U - ....>, ..,<.....,��Y C�IY'I" ._„�........e»,t,.,.�.M.�.�....,. C�I�IT �'�#CT �L��rudrr LO�ATI0�1 �c��R��c ��s. c�,�~r. � � nR,��.� ��rirtahi cor��, ��a rro. zvo. ; � , riiors�r � - ; ', : ;NU � '�V�1 1�RY i #/C�'. WA'X'�R"/a k'ACT K�Q a�..�....:�.�..µ..�...,.,.�... >.r.r..:�,.>�.,.��.:�.�.,�;�...,�,.r..<:�<.�� : .,...,..:,....,.< ,:,: ,.:. .,. «.. ....�...:.� ..��.. .. .. ...., ....�,,,....��..�.,».�.,......:T:....,M«..�..�.,..,.......,�,.. .�..�...,..�,. ..�.. ..,. � .:. BETWEEN MH#9 and #3 CELL POND ! $ � ................................. ....................................... ..................... I { i . ..............................................................................................................�..........................1...................... ....................... ..........................,�............................ ....................................0.. 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/o � ..................................................................................................... ............ ......� ....,...........................,........�...................,.., ......................:.....,.....................t.....,,,.....,............... .. .. .. 02 248 " 50' North of MH #9 � " 123.6 , 110.1 12 3 " ; " 95 1 " ... ..... _., , _ _.,.. _..._ ... . .. ._.... .. ......... ._ ... .... . _..... _ ...,,.. _ .._ i ... ... ... .... ...... . ... ,.... .. .......,... ... .,.._.. .... ...... ............. n � r� �� n n 03... ......249 80 North..of..MH..#9.............................................................r................... 124.3 ; 110.2 12.8 ' 96.4 ....... ....................................... .............. ..........................a............,.......... ...................... .......................... ............................ ......................................... 04 250 " 150' NE of MH #9 " 125.6 i 111.6 12.6 " " 96.4 " ....... ................ .................................. ...................,....................................................................................,... ,............ ........,..............�.................... .................. ........................l......................... ................ .................. OS 251 " 200' East of MH #9 " 126.8 ; 112.2 13.0 " " 96.9 " ........... ..................... ....................................... ............................................................ .. . .. ..,.............. ........................................................................ ..........................�,..................... ....................... .......,....,.............+.. ....................... 06 252 " 250' NE of MH 39 " 124 9 111.6 11 9 " " 96.4 " ... . .. _... ..__. _ .. ...... . .. ... ... . ..._..... v.................. .........._..... ..........._... ..... ._... . . . ........ ....,. .. � ...... .. . ... _........ .....___...w ..... _ � ... .... :..,... ... .,.. ....r., _ _ ... .. .. � i �...................... ...................... ...........................�............................ .................... .................... ............ .................... .............................................................................................................. .........................................................................................:. � � ........�.. ..................... ....................................... ................................................................................................................................... ........�.................q.......................................�......�y..........................p............................ .................. .................. ..��..�............ .............�...�...........�..................................................��.......................�...�....�..................�...�..��.......� .....�.��...� ...................... .................� .................. ....��..�....�....... ....................... l : ( 3 . ......... ... . ��I... . .. .. .. ... ...�... � � ..... � � � . pNF;� ��5 � �. , .. ... ......_..._.._ _ ... ...__.� ._.._:...M.._..._w__.._. . . . ... . .._ .. _. ... ... _ . _..._. . _..... .,.,. ,.... . _. .. . ... . . .. .__ . .. .....,�..�w.:a�w>.w.xaw ... _�.. �..:.:,......... ..�..�w�:......�..� .............w..w...w.,...,.......�.«.,. .�.. �«..�...w�......,....�.......v.«.•��..vw:�.�....�...�,•..,:.•.. :.....:.:. ...........:..�.,.:w.� ..:..v... ....r.,w:�� REMARKS: .................................................................................................................................................................................................................................................................................................................................................................... • ELEV.CODE: FG = Finish Grade .................................................................................................................................................................................................................................................................................................................................................................... :..........................�...............................................,....................�.,.............................................., • ................................................................................................................................. .................................... OEHSITV.fTW�FRM �� NAME: O-TO6B�8034 R 08•12�97 T oa�,z�9. ��,_ ,�� REV/EWEDBY: .. ,. .�„ '�� AU6 1 � 1997 ISSUED CONSTRUCTION TESTING LABORATORIES, INC. 0 10111 South Tacoma Way, Suite D-7,Tacoma,WA 98499 � "B" REPORT Telephone (206) 588-0805 F imil 206 588-0928 : FI�LD �I�SPEC�'IC�N �.EI'(�R�'` . ; �'a� � _s�":;::..:.:1::: , VM S: Client: M.A. Segale, InC. Date of Inspection: August 12, 1997 Proarcc: 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: Clie�t Report No.: 35 Project No.: T-0682 -----�..�_-___.--------- ------------ — ...____.__..----�- �- � :�:� I arrived on the jobsite to perform special inspection andlor 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� c-� �"► 6� i-�`. ', t�; . I . . . - ' � � ., � , . �� veather:� Fair Inepector. S.HONGIsg -------�-------�-�.................�-�------�---�--��-----------�-----�-��------�----------- --�--- --� -��--�------....._............._...-- ___ ----�---�---�-----�------�----------...-�---�� - -----.._.__-----------...--------� ---- - � FlELO.FTw- FAE NAME F-TO682b.O3S R-$-�3-9� T-8-13-97 Revierred B}': . - ._----� �- -- ..__t ._._. ..._ . ,-tt� _ .,� CON��1 R UCTION TESTING LABOI� TORIES, INC. Au� 2 2 t�? ......................w.w..v..v.ww..v«.....v..,.wn....�..•.w.v.v.w...m.,n..t.,...,.....,.....�..........n...,n..n...x„,...,..,n.,..,.........,..,...,.................,...................,.............„.,............,...............,.rr....... .w..+v..mw,.•w,r..,...v.�..:�..w....n::.ur.....�... ..ww..vnv ....... . . �. . ... ... ............�. ..�...�..�. ... ................................,..�...��....�...�............................................................ . �4 . r ..w, n • . . ...••, 10111 Soufh Tacoma�`S � D-7, Tacoma,�WAX 9849 "B" REPORT Tel, No. (206) 588-0805/Fax No. (206) 588-092� IN��'�� ;ZVSY'T� TES7' KEI'OIZT ��;r.vAo��:ww.�vr.wwarr�w,anv...v�wnv»a�..avw�.,wrv+w�HHw.�.n�r:w ,....+.,.�..� ,.. ,..::: ..ir... ��:x ........�1.. �k..� .:: .. ..�..r ... . :r.�. ..... ::.�... ....:.��......... ........, v.�..:.ro:v.... ...n......n. . ..,......xa,..... rr ... .�a.... .......... .....�,....... CLIENT: M.A....Segale, Inc........................................................................................................................... .......... nnTE: ...August 12th,1997................................................PA�E: 1 oF 1 ............... ............... PROJECT: C@d71' CY@St D@V810p1'11@11t PROJECT NO.: T-0682-8 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: CII@flt TECHNICIAN: S.HONG/fmd ....................................................................................................................................................................... ..................................................................................................................................................... 1N-PLACE DENSITY TEST METHOD: ASTM D-2922 MAXIMUM i)ENSITY TEST METHOD:ASTM D-1557 .................................................................................................................... ...............................,... $E�d'�f °B�St!R➢�'..��'3"rfi'?7K��'i'�rlC3.°.dt3,2.�g?"i�'�^''^" M;or a <:r„`�;;'�tsg�*+xu.��ua�:s.y!o�'F�`.�......5.'?�„'y'{'�g3g',°'��n'�r+x?�oax'T9",'��9"f'°P•�.'$`dF�N�34.'�3'339HCklE'��"K'OX�@Sr�"F°t'F $. � }��'�� i}7�� ' �� , x ' � T'I�LD DENSZ'T�' � �.AT3 C�1�t�� 'T'� T�ST ��.A� Kr....x<.»<.,,x,,, �� e��.��.,��d».�. CFN`X' �'ACT : m� �.. rrn. ' �z.�v��rxf�rr LOCA.T�ON �c��v��M�..�i��s ! c�.��r. �sa�z�T n�.��r1��r��rnT con�� ° ' NC?, ; , > , /g �,Kb. ' 'V�'�'I' ; �I�Y' � „', ;r #1 C�', �VYA'x'�R°1� �AG'X' ' �42. ; _;: ; ' ' : ' ' ' ' �.tk � ..R��...r '' ' ' _ :« '�«.,�.,�:»:�,.,,.�..,«.,x..,>,,.,.>.�..,�M.�.:,,.�:.,..a,.,.>.K.,�,.H:�,v ....,. .': .....>:.... . ::.Y ....::.. ....,.,:w .. ..:.!:,.,.�...,:.....•>: .,.:..,. ..,:.:.:;F .. ' ,�..�.�•;�.;.:.,,�.,ti:«.N;�.:.H,,.�.:,a..�.,�.�,��...,..•.�.�,u..:..�.,u..;.; • . THE WEST AREA OF MH #5 THRU 8 � � .> . u .......... ..................... ..........�.......................... ..........................,.........,.....................................................................,...... .........,............,.... ....................... .......................... ............................ ..................... . �....................... ................... 01 255 3' F G 80' North from MH #6 P-4 127.8 ; 112.4 13.7 115.8 15.7 97,1 90:0% ............ ........ .................................,.................................................................................................... ..............................................;....................... . ..................................................:............................. .. .. ... 02 256 - 4' F G 100' NW from MH #6 " 126 7 ! 113.6 11.5 " � " 98.1 " ... .............. . .... . .... ... . .............. .. . ... ...... ..... ..... ... . . .. _ ..... .........�. ................ ....................... v........w............ ........., ... ... ..... ;.. .. ... ....... . ... .. . . .. .. ... ...... ' 03 257 - 3' F G 30' South from MH #7 " 125.6 � 112.0 12.1 " !, " 96.7 " ........... ..................... ....................................... ..................................................................................................................................... ...........................r............................................... ..........................Y............................ ..................... .................... 04 258 - 3' 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. ......."........ � ............... . ........... .................. ..........................,..........................................A..,...,............k...........................}..........,..............................,.,... . ..J,.........�................... . . ... ......... . . .. .......... .�............ .....,.. . ._�. . .. .. . �.. .. 06 260 - 2 F G 40 West from MH #8 r � 126 S � 111.2 14.0 " � " 96.0 " 1 1 q 11 _... . . ..............,........,... . . ......,. ..., . .... . ................... . ,. . . .. .. . . �.... „..... ,.. .... ... ....... .... ...... ,.......... , .. ..... ....,... ............................... ..........,...... ..............�..... . .:.... .. ..... �............ ..............................................��...............�...,�...�....................,.........�.....��...............................................................�..................�.....�,......�.............�....................... ..........................�...�...........�.�......i.......................... ................ ...............�.. „ � � I ' . .. ...��.......... ........ ... .................................................................................................�......��.i��.:'.�.............k....,......................j.......�................�..................... ..........................p...............��........... .................... .................... .�....,�... ...............�...... .�........ . . .. .. . ......�.......,.�..�.........�.....�....�.�............�...�............................... � . ............................. ........................................ ..........;...F....,,.......,, ,��,� ............... ...,,.,......,.... ...,...,.............. .................... , .�.,. � �� i�l� ..... . y ,� d.��.r ,�� . . . _ . . . _ _ _ . . _ . ... . ... . .. . . .. ... ... . �! R y .� �. f. �::. .::r.N:�wVWwMN•I.KVHMTM�' n�A..I�Mnk•:V:ViiMiM1'+�•iI/.�.YrvYYHr.:F�: "Y::Vi�.'.:ti N.filia�fYN�Y:4YYwiv'.YC+NNVWiIWYrY+xFV:n.v:...:ti:::. . . ... ...� .�.�� .6 ..T.tiri:�r'-...x.rPrrav:•Y:Kv.:vNC 10NCVN ':t6Vi+V>ri:•:�•T'qti�'wY:VivWTYIYYY:v.. � .REMARKS: .:.:::. ........ :�:U.�. �...G �� .................................................................................................................................................................................................................................................................................................................................................................. ELEV.CODE: FG = Finish Grade . �� __` ....................................................................................................................................Z�i�....,..._.a,,,. . . , ..t��............�...................,..........,...,......................................................................................................., . 1/^..,1..�......�................�.�.�...........�,......�..............................................�................... � ......�.��. -�.,_....��.........::..:._.:.._.:..'.`.�.'�-.-.:.-.--..........,..........................�.,.�..�..........,................... �. ......,.,.........................,.. DENSfTV.FTWiFRM �;��NAME: D�TOGBZB O3S R• OB-13•97 T- OB•15-9i REVIEWED BY: ,.�...,.. ............................... � � � � au6 � s �97 _CONSTRUCTION TESTiNG l.ABORATORIES, INC. �SSUED ;Q`, 10111 South Tacoma Way,Suite D-7, Tacoma,WA 98499 , Telephone(206) 588-0805 "A" REPORT Facsimile(206) 588-0928 ; < ::. < :;>:.>:_><::;:>:: : ��I) ��P:�C�� '�R�' _. ::.::-: : -.��. < >;: �'age �... 1 :<a€:; 1 Client: M.A. Segale, Inc. Date of Inspection_ .August 13, 1997 �..—.�_�__.__._ ........................�- ' Pcoject: Credar Crest Development Perm;t No.: � N/A P.O. No.: N!A �_�_.._.___ Address: 3rd & Edmonds Avenue, Renton Job No.: N/A Contract No. NA/ _-----__.--------------------------------------�----�---.. Contractor. Client Repoct No.: 36 Project No.: T-0682 -. ra. ._. . . _ --- ------------��--�---� . _ �. -�-<��::-., I arrived on the jobsite to perform special inspection and/or field testing, for today's scheduled soils in-place density testing. I pertormed 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. .--, , � , ,�;.�• '�!/� �.%',�--t. .,� � ��r - -. �.�, 0�� cS � `'7• ., .� Wrather. Fair Inspector. S.HONG/sg -- --- --�- ----�----�-----------�-�--�-----------------�---------...--------------------- ---------- ----- -- -- --------�- -...___... �-- ----------------�-----�----�-�-------�------�------------�-------------�------� FlELD.FTW- FA.E NAME F-T0682.036 R-&14-97 T- 8-15-97 ---�------- Reviewed By: --------- -.--.. ..---. .._... ..__.. . REPORT CO1V� 1^R UCTION TESTING LABORA T�RIES, INC. AUG 1 9 �997 ....w�...��...w.��......�....��...�.....�.....�....M.�..w�.�..�...��..,......��..�.�.w....�..:.v.....w.....:...::..:.:::.::: ::..:::.::.:.:::::.......,:.,......:nw...::...::......:n....::..:........,.............��.A�.�, 10111 South Tacom �,� D-7, Tecoma, WA 984 � ��A" REPORT Tel. No. (206) 588-0805/Fex No. (206) 588-09. ,..... .,y...V.,..�,,.�.,....,.,_.M,,.. ........,. .:...... ..:,.. ..,� .......v... ...� ;; > �.,�,., ,..M..� � �� .a.�w� ' �l�M�'�.��1,�� ?��S�T�Y T��T R�PURT , _ , ..: .:. :: : .:. ... ��v.�v�vwA�•wMviw%�M.w� � . �.. . .. . .�WAVMv�w.'H:.��....H...��.�'v.:N\Y ��.i:�i.a��.I.�:::: � .�.V.v�Nfh4VrNXY\V.�}!.�•.V.VN.+:Wh'•TY.NtiN'w . ... .'.'. :�. . �. .. ��:��: :�: ,' �: �,�',N ... . .�.�......: ...... ' . . :: CLIENT: M.A. Segale,. If1C DATE: August 13th,1997 PAGE: 1 oF 1 ...................... ............................................................................................................ .... ................................................................................... ............... ............. PROJECT: Cedar Crest Development PROJECT NO.: T-0682-A REPORT NO.: 36 . ........ PERMIT NO.: N/A JOB NO.: N/A .. ....... ................................................................................ ................,.................................................................... ............................................. ADDRESS: 3rd 8� Edmonds Avenue, Renton CONTRACT:N/A P.O.No.: N/A I . . __ . ._ .....,...__... .__........ .....,. ....._....._............_.......__....... ...._....�__._._..............__.........._. CONTRACTOR: CIIeCIt TECHNICIAN: S.HONG/fmd ..............._...................................................................................................................................................... ..............................................................__....................._........_.............................._................ IN-PLACE DENSITY T'EST METHOD: ASTM D-2922 MAXIMUM DENSITY TEST METHOD:ASTM D-1557 ...... ...... ....... .... ...., .... ..... .... .�ar��'t��r��Y��tr.r�e�3'��.�ex:��, ., .. .. , .. . ..� .,. ... : . .. ...... ,,��s.�a^* .. ....... . „ , ;: .. . .;.• . �sc«��c;. �..?6� ,: P�R� P��t» COlY1_ rICi b DrNStT�' i;AB C."UR�'E En� TF'�T ` LAK o�.�..�.x..,.._....,��,,,..�.n. . C�NT .R.x,�.x.,.��.� C�N'I' �'ACT' �;T.�V'A'�'X�N L�C��C1� CtiRV � �BS i CYi.T�"Y'. 1�7}2Y'Vt�'�'.i U�`�r1�iUI�1 NO, NO. , . , AlU15T, _ '�OM� ' % `: ' : NU. ��'l,'I' ? UI�Y », ' #r C�'. ;VYAT�K% , ' ' , ,, , .f.'A.CT ' �t�, ; .�......� ..,.�.,., �...�....,....�...�....�.��:..�,...,�..�,,:�.a,,�.,.�.,�.�r.::.> ,...r,��,�„� ,. , .. �.�.�_�. ...�a,..,.�..o..,�..>ry.�.�..a,,,� <.. 15" STORM LINE CB#A to CB#C i `• ................................. ....................................... .................................................................................................................................... ...........................�.............................................. .. .......................... ............................ ......................................... 01 261 - 2' F G 30' SE of CB #A P-2 134.3 ` 122.3 9.8 125,0 11.2 97.8 95.0% ......... .......................................... .............................................................................................................. . ......,....................;....................... ...................... ............................................................................. ..................... 02 262 " 20' NW of CB #A " 135.4 ; 122.8 10.3 " ; " 98.2 " .....�.......�__.......... ._._._..__..__..........___.......�_...._,.._.._.....____...___._._._._......_.... .�...__. .._..v..._ 03 263 3' F B 40' SE oF CB #B. „ 128 3 ; 119.9 7.0 " ' " 95.9 " ... ... ....... ... ..... .... ....... . ......... .. .................................................. ... ... .. ................... ................... ................. f ..................... .......................... ................._......... ................ .. .. 04 264 " 25' West of CB #B " 125.0 � 119.3 4.7 " " 95.5 " � ...........................�............................ ..................... ...................... ........... .................... ....................................... ................................................................................................................. ........................................:............................. ...................... . , . � : ` ..........................{............................ ......................................,..... ....................................................................... ................... ...........................,......,....................................... ........... ..................... ....................................... ......................................... . � � � _ _ ._ ..... _ _ .. ................ .... ........__.... _�..._...__... ..... __, ... _ .. . s i . , ; ................................................... ..................................................�.................................................. .. ......... : . • . . . ............................... ....................................... ....:.......................................................................................................................................:................`....,........................................ ..........................,............................ .. � 1V� ORM : ; ,. ...... ..................................................... ........................................................ .................. .................... ....................... ................ .... ................................... .......... ... .........................:....................... .. ...... ...;... . . : � . _ . . ._ . . ;.. _ ,. .... .. . . _ _. _ _ _ _ . . , , , . . _ _ _ . : : ��. A��.�,�.�... ......�.�..n.�.��.�..�......... �..:.�..:... N.,.�..h.�.�.�..v...w.....��..� ; RE�1ARKS: ...................................................................................................................................................................................................................................................................................................................................................................... ' ELEV.CODE, FG = Finish Grade ..................................................................................................................................................................................................................................................................................................................................................................... �,....................................................................................................................................................(ry,. ......................................................................................REVlEWED BY �,I ��L. � ................................ :,;.. ... ... ,. .. .... � �, . ., . `+�,+�'' ' DENSI Y.FTWiFRM ,.IAME: D-TO6AZA O38 R• OB•id•�J� T• 08•15�9i ' � , �� . REPORT AUG 2 51�7 CONSTRUCTION TESTING LABORATORIES, INC. �,��Fn �pd 10111 South Tacoma Way, Suite D-7, Tacoma,WA 98499 �• Telephone (206) 588-0805 i Facsimile 206 588-0928 ' : �-�'I�I.�I? �NSF��rI'IC}N �I'(��'T` �a� � .�i�: � � C►ient: M.A. Segale, Inc. Date of Inspection: August 19th,1997 -----------�------�---------�� Projrct: Cedar Crest Development Permit No.: N/A P.O.No.: N/A Address: 3rd Avenue 8� Edmonds Avenue, Renton Job No.: N/A Contract No. N/A Contractor: Client Report No.: 38 Project No.: T-0682 .�_----------�-�----�-------__.__.__.__._------------------------ -----_.__.___ ---------------------�--- .�w�-:�-:r�-> . �.�:...�:::.: I arrived on the jobsite to pe�form 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. I� ,�,�� . °�lii� ��J� `'L`-/��ti ,-, . > >.9+Q� '�. _� Weether. FAIR In.rpector. S.HONG/fmd -- - __ ___.................._........-�- -- �- � ----- ._.........._...._._.._......_.. - ----��--- - - - -- -- ....�.... .. _.._.............._........... ..__..._- � __....._.....- --......- --- --.._...._ . FlELD.FTW- FlLE NAME: F-TOF>SZ.O3H R-OH-21-97 T- os-22-97 Reviewed B�': Ktrvn� AU6 2 21997 CONSTRUCTION TESTING LABORATORIES, lNC. ISSUED � 10111 South Tocama Way, Suite O-7,Tacoma,WA 98499 � Telephone (206) 588-0805 ,,,� Faaimile 206,�,5.88;0928 ` FI�L.D I�S��'�'�O�T R,EP(�'Rfi �age 1 nf 1 C(ient: M.A. Se�ale, Inc. Date of Inspection: August 15th,1997 _...... ...............--- --- -.._.........-� --------_._._...._..-��-------------�----�---------------......... .....------._...-----�--._._.._.__._ Pr��ject: 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 -�--�--.._...-�--------�---... ------------��--�---------�---�------�-----�--�-------�-------�-------------- ------....----�-------------�----�- �-----.._..._. Cnntractor. Client Report Na: 37 Prnject No.: T-0682 --�--�-�-------------------�---�----�---------_._...-�----�----��--------�--------�----._..-----�----�------ __.---------_ ..--�----...-�............. ...._r:-i!:YN%':i.,n,,f��.,. �� ,....�.,..,, ' •�• . �'{�'w_a;y"�.`�'•IX+viw.r_4'�'�:-:i��-.��9M.'9'9."':44':3!^C'i:")ai':x.��3'.}..,.....�..:"�•a""viiu"` ��'.-'�cs'i�.��'�-2aYi5:?"-.�"x�5+'kst'ci::6:c:r=::::c �•:::> . �. .1Y' ao75�Y.../..+�'4i`�'.-��L.`"-G..SY±X'�'�C...x'�t'�a'=f�ih'"S':�M".G...�.'�'�1.6�:a�`?.a!R-..sXw........ ..,yr 'Y . .. .... S t`� S .rr ?'v'<-?F]Mk:'.a.nRY.... . . . . . ! :irrived on the jobsite to perform special inspection and/or field testing, for tod:ry's schedaled soils in-place density testing. As requested, 9 each in-place density tests were performed on fill at the upper and lo�ver levets at the west side of manholes, as per attached copy of in-place density tests report. -- L F `f�O ~�� AU� 2 6 19.97 F�:�� _ -�_ ___ �, _� � - --�, �L'r:►thct: FAIR In.pector. S.HONG/fmd _.__...... -.._.. .._..._ ----............. -- - ----� ___..........._.....-.. _..__..___......... .. ....__ _ ______......._- - --.................-- - ...-�----�------�--- ------- -------.._._. �� FlEID.PTw- F0.E NAME: F-TQ6HZ.O37 R-OS-18-97 T- OS-20-97 Recie�ved B��: �IEFvriT � CONS'1'R UCTION AUG 2 2199? TESTING LABORA T�RIES, INC. ,�� ...............v....��....................w...vh..h.....................w.�...............,..........�..�...........A....,...�........... ....... . .. .. .. ............ ..................................�..,�,x.�w..�.,.�..�,.�..�..��.��....�., . .. . . . ,,. „ . .............. .... . .... .. . .. ............................................................................................ .. y, 10119 Soufh Tacoma Wa Suite D-7, Tacoma, WA 9845 ,.. ........a..,�...y..�.<.., �...,..... _...rr,,...�. .,.xr.,.. ,.�..,.:, w.�...�.. :.�.�.., ........>. .... :..:. ... .,... ....�� ....,..,H ....,.., .,. ,.�: No (2�v588�092 Te! No (206) 88 0805/Fax ..... n.,...,,. ,..�, �..�. w.,.��.. .,.,.a,.Y. ,.,.w.v .�. ; , , � ; ! IN-P��,CE D�NSI'T�' TCST REPURT � x ' �.�..�..-....�,.�a.�n:v....<.,.....,�:,,..�<�...v �....waw::: .;a...�v. .,..�.<.an � �.. �..r. �..:.�<.:..::... � .....�l.:.... �:.: .....l:: ..mv.r�ra�-�.. ,....!v.. ..wno.s.l:tiwwvai.v„vsv.n.�..v.a.v.wia .�...JiA.v.,r..r.....w:va.�wa.aHwi.wr.vw�v.oer. .�.� ... ... ... .. ... CLIENT: M.A. Segale, (nc. 1�� . D TE: August 15th,1997 PAGE: 1 OF � PROJECT: Cedar Crest Developoment � �1 ..PK�JECT NO.: T-0682 REPORT NO.: 37 ....................................................................................................................................��..'�..................�.. . ...,............................................................................. ................................ i ,PERMIT NO.: N/A ,loB No.: N/A ....................................................................................................................................................,..-.......,.........._... .......,.,.................................... ..................................................................................... nds Avenue, Renton •"�"~ � -� � CONTRACT: N/A P.o.Ho.: N/A CONTRACTOR: CEento.... ... . .. _ .... . _.. ... . _ . . . . ........ ........ _ . .............. ............. ..................,............... .........., ��o•"�. TEcrnvtctAN. S.HONG/fmd ............................................................................................................:....�......,.�:.......................................... .........................................................................................,........................................,,................. IN-PLACE DENSITY TEST METHOD: ASTM D-2922 F MAXIMUM DENSiTY TEST METHOD: ASTM L1557(D) ..........,.:............................................ .. .. ....... 1t . . . .'F�. ..: ,\.�r.M.T't:J�[.n�\'•:'.�s:"n•:::' ':l.»rn;a..1t'.$!1:73'^:?M.Y. .fiY.nrw:F.n'+2MT.•'�:�S:xi£�T:3.`Fr:ti '.HVY IP}�3....�...,,�.;ti�.�. �iy�. '. .�. .w. ..�. �....�a� ...��n,,�.� .��'.,�,..�,�.3�},�n,r.,>�� %.�:.,.Lli,��t'T9i.'�n..}i.. $ ... n�.. . :' ....: ... . ....� .:.�.�{. ..� �.:::. 1..:•>, ...�'�� y.R4�i�� .�i�...�.S..:S ZtK�.:.. ,n... ... .. . ��.�i g . � , r�R- ��• � coh�i� . E T�ST ��,�� ' FIELD DLNSITY ��,r, LAB C:CJR��E � ��NT : �'AC'�' �...,�...,,. �,,�»...�, ..��.�..� �rro. �� ro. '� ��,��vA��X�irr � �:.00ATIO�N � ctr�iv�� x;�s ��; c�r.i��r. nlaxsT� � �r�� r��.��b��rrirvm ��c�o�r� � °ro �� '�� , I : �NO. � 'IV�:T i b17Y „I � #f C�'. ��'��T�R "/� PA�'Z' : RE , , � �.....��:>.�.r�,..�...x..w.... ��,:;:w �M...€w,..�.�.�,..�..� � .�,�...��.�. .�.,,..r..y.�,�..M.,r: - � .., :: .v�:::.�t .Hx,.�,.:�. .��.�;:.�.h.�. � . ��.��W��,.�#�p. UPPER LEVEL OFKTH�E WEAST....... .. . ..,. .... � ' ...�..,.�,.. .� ..� . . . .. � : �........... ..................... ....................................... ................................................................ ........................ ................ .................. ................................................................................................'.........................................................................�.. .. ,. SIDE OF MH #5 thru #9 � � . ... .................... .................................... .......... .................................................. .. .... .. .... �... ....�....................,.;....................... .................. ....................., ....................... ................ ................... .. .. ,,,... ...... .. .. � 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% � �. � � ; ......... . _... ..... _ ..; ......._.............. ...�.�....�............. . .. ... ....,............._..........,........... .._..._.._._....... .......,.. ._........... � 02 272 4' F G 250'south from north, 60'west from bank " 127 8 � 113.0 13.1 " ; " 97.6 " .. .... ................... ..................................... ..................................... ...................................................................................... ...... ...........................�.............................................. .... .. .................. 03 273 - 3' F G 400'south from north, 80'west from bank g " ; 128.5 115.5 11 3 " � " 99.T " ......... .................... ............ ................................................................................'........................................,...............� ...........................�....................... .................. ........................i........................,.... ................. ................... ................. . .. .. . . .. ....., 04 274 " 80' north from south 10'west from bank " 126.7 113.8 11.3 " � " 98.3 " .......... ....................................................................................�................... .........................,�. ........ ..................... ....................................... . .... .......... .................. .................. ,..................... ...._.................. ................ .................. ... . .. .. ..q.. ,.�.. .. .. LOWER LEVEL OF THE WEST MH � . ! � . .................._.. . ,.. .. . ..... � . . ...._,. ... ...... ..... ,.,. � _... .�.... ... .... ......................... ...,......_.............� r �......,.......................... ..........w.................... ._........___......,. 05 275 F G 200 NW from MH # 6 P- 4 125.0 ; 114.8 8.9 115.8 i 15.7 99.1 90.0% .......... ............... ... .................................................................................................................................... ..............., � ........................................: .................................. ...................... .......................---,�--......................... .................... ..................... � 06 276. " 50' West from MH #7 , " ; 129.8 � 115.7 12.2 " " 99.9 " . i . . , . . ..........................._... .....,...,.....,....................... .,......................................................,................................. .................... ...................................,..........,.............................................. ..,...,..,........_.....�............................. ........................................... 07 277 " 110' SW from MH #8 a " � 126.8 � 113.1 12.1 " � " 97.7 " .......... .................... .........................................................................................................................................................� � ...............,....,.............................�............................... . ................... .................................................................... .................. .. ,� � �� ' �, �� 08 278 60 West from MH #8 � 128 1 114.1 12.3 ; 98.5 , _ . . . ....... ..... ..... ....... . _........_....._.......;_........:................. .. ..__......_. .. .._..___ _.. " � 128 0 113.6 10.0 " � " 98.1 " j 09 279 " 60' West from b�MH #9 � �w ..yx.hr}.�w�,� , :.. . , , . „ , ::....:,�.h.,....�....�..:.,�......v...�.�,...y..�.��...�...�w: .�.,.,�....�..,�..�.,....�.,.�,�.........�.....�..�n.:�.. ....,.:M..,w�......,..:.....w .....::.. ..�....:�,:.M REMARKS: ................. �� ................................................................................................................................................................................................................................................................................................................................................................. �.�:.`.....................................................................................................................�................................./:.•. ........................................................................................................................ �y ............................�. . ... .... �.... .... . .. A , .. . ` 1! k .. DENSITY.FTWIFRM (S4�nME: D•T068203T R• OB•1B•97 T• OB•19-97 �� REVIEWEDBY: .. .............'`.�� ..,............................. AU6 2 5�1997 C01 V� 1 'R UCTI DN TES TING LA B Ohh T�RIES, INC. �ssu E� :.� . . .. .: ...., ,...:... ..:::::.:.:.:::...:.::. . .::..:..:..::. :::..�:.:. .........�... ....... . ... . .,....,.,.....,.., . .....,.v, ...��...�w........�......��.M:.,.�.v.,.,..�.v..�..�...,..�::.�..�:, ......... .......... . . . .. .................N.v...:�.v.v..�..v.�.,�...,.:,:.....:....v. �.�..,h.x. 10111 South Tacoma Way, Suife D-7, Tacoma, WA 9845 .:..... ...:.:..:...... .:.::.... .. :,.:..: ..:. . _ . _ _ ,.. .... .. .:. ... .......... :.......:... ..,: :.,... . ... ... .; ,.. ,. ,,� "� Tel No (206) 588 0805/Fax No (206) 588-09� i.. ... .. ..:,.:......,.:..:. ,v.,. ,..w�.��., .T..H..,.��.�..�v........v ,NN.. i ' �k....,. ....:.r,..n..h. IN�PLACE D�NSITY TEST REPI�RT ��'� �..:.....". �.•.a�.�': Hi:r.:.':v��fr.�...��\..� ♦.'�:n�sn\" �..�i �:.:. � ::..�.�.,�..�. .. ... :.:.. .:....'.... .. .. ,.,..... • .. ..... . ., ,,. ..... ....... .. ........r .....�... nt...v... r.4.i.n� .��.nr..ti•w•YN.V.WVX:NVNWAhN):VNN.ViI:vNiV+fwlT.V:v.s�a��hV�tiW..WYNYiv.W.W:R�ti:.a. ..... . ........ ... .. ....,.:.., . .... CLIEIVT: M.A. Segale, Inc. �qq� ��TE: August 19th,1997 PAGE: 1 OF 2 __ . . ., _.. _ ............ ...... ........................................... .............. PROJECT: C2daY Ct'@St D@VelOp0111@nt ��- PR�JECT NO T 0682 REPORT NO.: 38 � ,. . .... . ...... . ...... .. a . .. .. . . .........................................................,....... ................................ - �PERMIT NO.: N/A JOB NO.: N/A ................................................................................................................. ..._... �.............. . ........... ...........................,...........,.........................,..,...,........... ............,................................. ADDRESS: 3rd & Edmonds Avenue, Renton . "� 1 CONTRACT: N/A p.o.N�►.: N/A _ . . ,.,..._. .... .. __ _.... _. _ . ��(�0 _ _..._ _ .. _.., _ . .............�._....__......_...�......_..................... ................. ...._........__.......... CONTRACTOR: CII@I1f � TECHNICIAN. S.HONG ................................................................................. ...........................f.;,....,..,........................................... ................................................,..........................................................,........................................ IN-PLACE DENSITY TEST METHOD: ASTM D-2922 MAXI�1UM DENSITY'1'EST METHOD:ASTM D-1557 ................................................................................................................. ......... ..................................._........................ .......__. �. . w � �v . .. • x.: .�.�•t•:Y:. ..y::...v.i. .�..,.. :si..::....:.i:v:::::•:•�.. •::::.•:....••.:.v..: �..1.. ��f .3.�...v: n.>:�.i.>'ny,. S�'WA.^.� . . . .. .. ..L�A}.fi.'! < ...i. .S..K� ...nS.i.M/.w...!I...... ......................�. .. ...�;� iny,i;i.:�-0%:.�:LiO:.• :'0:::...>'.:�1.5.T:..� -.)�Y....:•:n:i.: i t�' �"S: .;. .....�.Q .�,,�'.��j.��`1.�.�.x''�'��I%'..�...��::..:::..7�.l.u.S�.. :w�I,.i..:.:.i...f...v ......�. ... .... . . .. .. .. ... . . .. ..... ........ti .. . .. . .... ,.. n .. R ........';�...�.:�... ...n..S . ........�.... ............... .:+ y . . ,. ..:..::... ... .. ..... '. :... ; "'' , :.:. .. . ....... 4 � 8 PE�t- � � i'ER_ :. .C01�1� ' � � FIFLD DENSITY LAB CUIt�tI� � �T�riTEST E�.EVA1'lON � °.I.AI3 � �.. ,:, , ..: C��`iT „w ,�..x.x or ...._<� C�NT �'AC'I' , : rva.� Na. LOCATIOI�1 i cir�v�- r,�s cv:t~r � ri�azsr , 'n�v w��.l o��r�rixuht � c�riz� �ia g ' ;NO. � WEl' bRY #IC�" 'YVA''C�It% . . : > .. €... . . �,... �. � . .,.. - <�., , ,,, . . , .,.� w , ,,.... � ��..�A ,. , . .,.. ..,..v. x.<.... <..,,.. .:.u..<:<R.. . ..r.,... .,.....: , ........; .,: _ _ ... ..... . . . C'� �Q �. . .::.. , . , . : j ,. , , . �.. ,>.:.. EAST SIDE OF MH #5 and #6 � ........... ..................... ....................................... ............ ...................................................................................................,........,......,...� > .................. ...................... ¢ ......................,. ................ .......,.......... 01 280 - 4' F G 120' East from MH #6 � P- 4 � 129.1 � 119.5 S.0 115.8 i 15.7 100+ 90.0% .................................................................,................................................................................................................ �...........................;.......................;................... .......,..,........... ...................,.. ................ .............,.... ,........., , . ...... ..i... ...... .. .. �........�� €: 02 281 " ;100' East from MH #6 y � 120 5 � 108.6 ' 11.0 . " " 93.8 " . _ , .... . .... .. ......... .. . .............. ........._................... .. ...... ...... ..._............ ..... .,......... � 03 282 ' 200' East from MH #6 ' ,' � 122 6 ' 111.6 . 9.9 " " 96.4 " �.... . .... ... ..... ....................................�.................. .. ................................................. ...... ....... .�. ..... .....;......... ......... .;......................., ....................,. .,.......................t............................ .....................................,.... � 04 283 " 160' East from MH #5 " � 126.7 ; 113.8 11.7 " ! " 98.3 " .......... .................... ........................................�.................................................................................. .................... ... ................... .................. .................. ..,........,.......... ....................... ................ ............,..... �. <;.. ..<.. ..,.. �� .� ' �, �, �� . ..:... 05 284 80 East from Mt-I #5 � � 127.5 ; 114.6 11.3 1 99.0 ................................ ....................................... .......... ......,.................;:....................,.....:.,...................... ............,,..., ...................... ..............,......... ................ ,.,,,,,,,......... ........................................................... ..�., � UPPER LEVEL OF THE WEST � � i _ .. ..._. . _ _... . . _..... .. .. ... . _. .... .. __ _.. .. . .. . .. . .....�._�..._i...__......v........ . _ .. ....... .. ......_....,.. ` : „ . ._ . .. ... .. .. MH #6 thru MH #9 ` ` , �........... .................... ............................................................... ........................................................................................k.........................................,....;...............................................�...........................i............................. .................... ..�.................. 06 285 - 1' F G ..6' West from bank, 100' from south � P-4 , 128.3 � 114.2 � 12.3 115.8 ; 15.7 98.6 90.0% .. .................... ...........................................................................................................................................................................�....................... .................. .................. ...................... ,......,................ ................ .................. a . ...;.. ...... ..... ..r.. � i n n a n � � � $ � +...... , 07 y 286 - 2 F �40 Wes fr m nk 15 f u h � �� 128.5 � 1 8 9.1 100 > G � t o ba , 0 rom so t , 17. �$ � �............0.....................�.....,..................................:................................................................................................................��...................�...........................,.......................�..............�........'E...........................�.�........�....................................... ..................... ; OS 287 ' " :60' West from bank, 200' from north � ° � , : '. 97.1 " h I b ,. � 126.3 ; 112.5 12 3 � �� :... . � .. . 2�_ ._. ..,.._. ._.. , 3 _ _ � � � N 11�.� '�.�.. . . ...:.::. ..••••.., .� .�.:>.r.�:.;V�r:::v.. ':�:>>r.�:' 'S.':.:..::::..::...:..�r n�:[�.'n.♦ •:a.v.::a :..:�:�.:- '.�.ti.r......;:.�....r� ♦.�n.... ......n.v ....r.�i4�..wnwa:�.v�o:atw.tiv.'�%w.wt+N%wW,4'v:�:V:vA�wTxS.:i�rYx•NRY:wp.kwVVSNaV�WPYM�IV1�•rvt n . .;)'x` 1 . ��M . RE�IARKS: ................................................................................................................................................................................................................................................................................................................................................................. ELEV.CODE: F G = Finish Grade .............................................................................................................................................................................................................................................................................................................................................................. 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''':; DENSITV.FTW�FRM FILENAME', D•T(K9�n 039 R• QP•;.t.�- T• 08�?1•?7 " �, � REVIEWED BY. ... .....�. . �............................. ��i� ( �w✓ AU6 2 11997 CONSTR UC�'ION TESTING LABORA TORIES, INC. issuE� � .......� ...........w.........v..�v...�....�...v.�..�.v�,�....,�....w.�..................r..A................,.,.............................. ... ............ .. . ...... ... ....................................�.....�.�. �. v w�..,.�,w...ri..��...�.v......�v.... .. . . .. . ...................... .......... ....................... . .............. . ..... .......... ............. ............ .. ..�..v......�.w�.y.��..�,�,.�. �.��..��..�.....�.�. 10111 South Tacoma Way, Suife D-7, Tacoma, WA 98499 .. Tel. No. (206) 588-0805/Fax No. (206) 588-0928 ::.�...:....�....a..�.....w..��v.�..�w.w��v.�....w,ww.v.wv.�.v.n.. ::.n..� .... .::•.....•........:....::... ............, ..:,... ,.v..,F"� ....x. ..:•:•. .� �� .... : ... v.�w.�. ...�++.w�v +y.v...w. v.vw ws.oaYrnrrn rr.e.v.��w....xuw:+�.w.w��wvaww�wv.vnaiwwwv.v.' i .. : . . ,: ; .2 [N-PLAC� DEI�SIT�r' "CEST REPC}R T �'�� . ' ' _ ..:..�..»Mv...�..Hx�v.wir.vruH,��w.vNwv.��M�`ww+w�aw��wo.wMv�vw�\r.�v.l�wn�i.��. •..��:�:.. �:.n.'.:u.�.... .. �:. . �::.��:�� ...:..::.. ....f: h......��. hhx.��.: ♦...vn..vs+%'�v'v.•k��J:VVmYT`}nYniN 4�v.N..x.'�.�JmNnV.WV.V.NWM•l.v.•TV:N'K'AVVVW.V�IV.VT\V.kKVN:<W�WNA WV.•tiV.�VN. ��'�'�� cLtENT: M.A. Segale, Inc. :� � nTE: August 21 st,1997 PAGE: 2 OF 2 ......................................................................................................................................................��g ......... .,.�. ........................................................... ............... ................. ...................................... PROJECT: Cedar Crest Developoment : �� -' .•;p�OJECT NO.: T-0682 REPORT NO.: 39 .. .........�. .......... .... ................................................................................. �`� - P RMIT NO. I ..... ... ... �. ..... .............. . ....... ...... ......... ........ ........ ....� E N/A Jos No N/A ............. .. ..... ..,... .. . ... .. .. .............................................................................. ............. ........ ADDRESS: 3rd & Edmonds Avenue, Renton '' ' � CONTRACT: N/A P.o.No.: N/A .,.,.... __ ,. _ __ , . _ . ..,.. ........ . .. . ............ , _ .... . . ... ... ............ . ,..._.........,..,...........,.............,...y.............. CONTRACTOR: Client � TECHNICIAN: S.HONG/fmd ....................................................................................................................��,��..,.........,..:.......................... .................................................................................. . .............,....................................... . . .............. IN-PLACE DENSITY TEST METHOD: ASTM D-2922 .•ci�� '� MAXIMUI�1 DENSITY TEST METHOD:ASTM D-1557 ............................................... ...................:......................................:X: �.,.,: . �..�,,,.., . ..... < . .......... ...:..,,,;,.<.:;:..,•,.,::.•:..............::::.:>.,... � ��. . . ..v. . �. .. \ . . . Y�+;:.T1c'Yx'�' 1?,'C;SiC'n� iy.i� � A:'• �... .. . .. .ILM3�S9f`?3`3�S!`$�F'ai4'?e!!l..'•°�'°'xo.`:?"0Kq?��.'.?gei':LYN) �... .. ...ao��c..ax+v��n�9h.Va?..�^.. .. o.ti�... ?'Tr�S:.... �. Ci..-,.:�.. �':t�O•:�Fd�E'�$34�3i$ 'h.' ¢N�'3$3�iC�!?RB�c$",a:8?+�.5�>�'� . ... . . . .. . �.�. �• .. . : . . . . . . ,y ., .: .r. . .,; . , . . i` \ . .., , , i � �;FIELD DCNSIT�'� P�C2� � LA�3 CtJIi�� : ��" C014I� € �'1'� T�.5'Z' ;�S�A� �..w.,,�,,.�r .�,,.<>,. ,,,�.. � C'�NT �.,n,WA�.w�. n.��,,,�.�,.»�.�,.,.. C�N'�' �'AG'�' . � No� zva. ��.��vArz��r ` LOCA.'TICON �cu�tv � �,�5, c� ��r ' � rna�sr � .�a�x a�r' n��r�m�m c�r�� io 0 � , , <NU. �'�'k:T ; , I�I�Y i .. � #/C�',' WA°I`��2% ; � � rAc�r �Q. ...�v .,... , � > �. ::.�.....�.; :...,. ...�.::sY...�.�:�.�:� '�.:..,..:....�... :., ....<..: '.�.,,�...,.�..4. >:::.. .....:..: . .. .::.. .. .. ........$,.,. . ,_ . ....,....,;�� .....,.,. ,., ..,.�.b.. �«n.�.�.9..,�...,.., . .M...,.� ..�.,......... . .... :..:..;:. ' � a,.. 09 298 Finish Grade 150' from north 40' from bank � P 2 141 0 126.4 ° 11.6 125 0 � 11 2 100+ 90.0% �........... ..................... . .................... ......... ..........................................�.................................................. ...... ..................... .........................f.............................................. ......._............... ........................ ................ .................. . ..¢.. .. .. ...... .. 10 299 " 80' from north, 80' from bank � " 135.4 ` 122.4 10.6 " " 98.0 " ......... ........................................................................................................................................................... ................� .......... ...........,,...,...,. .................. ...........,...... .......,..,........... ....................... ................ .................. ... ...;.. ..�... .. .. ...... ..s.. ...... .. .. ... � j, , _ _. ... . _ ., ,..,. i...,,.. .. ...._...... ,...,..._... ..... .....,.....,...,............ ...,...... ._.......... ............_,..,. .._....._._ .._ ' ....... . ........ ...... ... ......... .............. .................. !! . . ...... .......4..... ..... ... . .. . ... .... . .... ..............................................................................................b................... ..........................s.......................................,...... .........................�............................ .................... ....................... i • ............ .................... ................................................�.......��................................................�.....�.�......................................�..,...,.,...........,-..........................i....�.................. ..................................................i.................................................. .......................� 7, . .......... ..................... ....................................... .................................................................................................................t..,,,.....,,....,., ...................... .................. ..........�....... ................,..... ........................ .........,...... .................. .. 5 � .. ,.......,,.., . . ..� . ,,.,,. .,..., ....... ..:.... ...,............... .... ...,...................... ...._......._.. ....._.........._._. ,.. ...... .. .. ..,.. ' .. . .....,. � ' ,_,., y . .. ,.. ,. ...�.. , � ........ .................... .........................................................................................................................................................�................ ................ ................... .................. ....,.........,....... ........................ ................ .................. : i a i ! � ......... ..................... ....................................... ..............................................................................................................._�................... ................,...,,.....;........................ .........,.,..... ..........................;........................... ............,... .................. €................................ .................................... .......,..,....,...,,.......................................,.......,...,.................................. ...,.......... ...................... ................... .................. ...................... ........,.,............. ................ ...,.,............ � .3.. .i. .�. � . ,.. ._. .. .. . ... .. . . _. � . ;. 3�. ....._ . . _ . . _ .. _ . . .._ . _ ... ._.__.. ......... . _ . .�... ...._.. ... .._ ... .......... ........... . ,...... ,: .. , , ............ ..............,.,.,.. . � _. . . . ..,.. ' , .. r...�... �:h.r......�.w�....�.�. rw��...�...�.w�w....�:�,�.s.v.�M..�.µw..��..:w�.V.....�..��,�.�.wN.w........w�.w � � ; .. pN� R�S ..:.:...:.::......::...:::: �.....r..: .........�.�.�.A.w..�...��.,�n.�,�..�� r.wx REMARKS: .................... ..................... ............ ........................................................................................................................................................................................................................................................................................... . . ..... � ELEV.CODE: F G = Finish Grade . , ......................................................................................................................................................................................................................................................................................................... ........................................................... ............................................................................................................................................................. .................,.......................... .... .. .. DENSITY.F�W�FRM Fll' �E, �•T06828 039 R• 08•?2•9% T• OB•25•9i C�.. . . .... ... ... .........REVIEWED BY: ... ... ..�, '.� ....'...................... �; � ........................... R E� u R-I- �T��.�r .ti.�C ,I��r,��1 �' �,��.�y �,�1 �' �� .��.� 'JP �J"�""71l �,��.�['�JL��r� �l � �,. �U N 0 _ ._�8 M � � f0111 Soutl� Tacoma Way, Sui��ma, WA 9849<. Tel. No. (206) 588-0805/Fax No. (206) 588-092E 1N-�`�AC� �►ENSITY TEST F��Pt��ZT ' _ _ _ ,. �. _ c'i.i�v7�: MAS Resources, Inc. vt�'t'�rUz� t�vS►�L�"'1`thN:' May 29th,1998 Z�r�Gt,: 1 Ot� 2 ��no��t�r;' Cedar Crest x��;t�,r N�7., T-0682 �r�>a�.r �t�.,;' _ 41 �yrs�tl�xK��:; NIA rai��: NiA __ _ ___ __ _ . �lI7DRESS: 3rd & Edmonds Avenue, Renton �.t?NTRAC''i��I: N/A �►,c). ,�.; N/A t'.��r't'��:7�h1t:' Client 'i'��C�t�c'�,�N.`` ' S.HONG/fmd �;�-x��,t1c�n�.Ns�^r��r��r ��L�.'11�D: ASTM D-2922 ��ti�:z�xti�ai i�x��vs��a��r�,s,r'��r��'ttt�»: ` ASTM D-1557(D) ��.�3 r�r�n urNSr�r�r ►��.ti�. r,A�3 CURt-�; rrrz. cc�� rr►.� Txs�r � � � � C;t,t�'I' �� C't��N'[' I��C'I' �vc�. N<�. �E�,�.-isYrA'I'kON � �Q�f�.�a� � 'rl�t�'I? I,R�;. (:CE. �;�tc�i5't'- i)Zt�' Oln'tATTi�X ('O1��1. ��, ti(). �1'X','X' I�I2Y �iRf�� '�'�k'. ��'A'X'X:R �%'c PA(.T KF,Q. STORM LINE ON EDMOND AVENUE __ __ _ _ _._ .. ..... . .. .... .................. ....... ........ .......................... ... ............... .......... ....... 01 300 Subgrade 15' west from CB#4 P- 1 136.6 130.5 4.7 137.2 7.1 95.1 95.0% 02 301 " 20' south from CB#5 " 144.45 133.5 8.2 " " 97.3 " 03 302 " 30' north from CB#3 " 138.7 130.6 6.2 " " 95.2 " 04 303 " 75' north from CB#2 " 138.4 131.4 5.3 " " 95.8 " 05 304 " 10' east from CB#6 " 136.0 130.0 4.6 " " 94.8 " " WATER LINE ON EDMOND AVENUE _ _ _ . . . . . . ..... _. ... . . .. . . _ . .. . ............................. .. ............. ..... ............ _ . . ................. . . . .. . 06 305 Subgrade Station 37+00 P- 1 138.4 131.1 5.9 137.2 7.1 95.6 95.0% _.. 07. 306... � .. '�. . . Station 35+00 " 145.0 133 9 _ 8 3 _,, ��. . 97 6 „ 08 307 " Station 33+00 " 143.3 132.4 8.2 " " 96.5 " _ .. .... ........... ....... . .. ............... ... ... ..... .................... ....,.........,...................................... _ __ .................... ...................... .... ..........................................................,........... ....................,. 09 308 - 2' SG Station 31+00 " 139.8 131.0 6.7 ' " " 95.5 " _ . _ L......_ _ __ __ _ _ _ _ _ _ _ __ _ . .. .. . .. .. *. . .................. ... ..... ...... . __ R1?M11��]tKti: _ . ...._......: ' ELE�l.CODE: SG = Subgrade �e�+s�r,r.�•�Fa�,,Rec FILE:�c:',� 0682.den ' (a;',) 0687_041.den R • 06•U1•98 T • 06-01-�38 I<I�.\'11�:11'I�,I) 1{1'.:..,.. __-----.-.-.-,.� _ . �• �.,�'.L � r v r� '�4��,/�:r�,.Q�.��.I.�� ,�a 1�..,D�r�.,��'d �..�� , ry��1-�l ��''q...�.,��,�9 �� t., r i ' _ _._ ..._�_.�_._...._...._.__.___ _ �U N � � ti49R 10111 Soufh Taco(ma Way, Suite Q��ac{�, WA 98495 Tel. No. 206 588-0805/� C'�6 588-092b , l�I-�P�,A�E C�'�N��T1�' T��` �EPC�RT . , _ _ M __ __ .__._ _ _._,._ __ __ __ _ ._.... _ ._ _ _. _...._..___ __ _.., __...._.. _ _,. __............. __....__ __. __ __. ......._........ __. ____ _ _ ___ _. .. ._.............. _ _...._... _ _ . _ [�LIL`;v'I.',; MAS Resources, Inc. U�'r� �l��NSIr��'"�'tt�N:; May 29th,1998 ;1�A�i�::' 2 Ui< 2 , , - ;. i��o�t;;c�r,; Cedar Crest x�ttt�,J>;r'� �vt�,: T-0682 �t�r��'nt��:: 41 , ��xsun�z�r��., NIA '.7a[i r��: N/A nnr��[u;ss: 3rd & Edmonds Avenue, Renton c;c�rrrrtncri ,�: NiA 'P.t�. ,�: N/A _ _ _ _ _ _ _. �c��+t't��:�'n�z;' Client '�'i�,Citt�t.t�'�n�r : S.HONG/fmd _ _ _ _ _ __ __ _. . __ _ __ _ Irr�z��,�r.��;;vsz�rx�r�;sr Mt,��iio[�: ; ASTM D-2922 ��nxxtirr�� r��.�rsr��;ri,;�� i�,��iirin ; ASTM D-1557(D) Ff�Tf:LD DCi�iSI"(-`1' 1��:tt. LA.B �C"IJRCr�` I�1;R- COhi'� i�rr1 x1��t� I.��X3 C:r.tv7' CIT1T' P�L"T ;�n. ��,. �� i:�:1;Yr��x��o�N �� '� ��)C�'��0�1 ��r�xt�rz;�� x;rs�. r_�t. � n��o�ti�,�. �: z�zitir o�Y��r�zxr�z � c:0 ii�t. qQ_;_: i�;0. �1�:X' i�RY UR[C �'�'`l. ti�'r17.'�R `'ro k'flt,'� RE(�. 10 309 Subgrade Station 29+00 P- 1 141.6 131.9 7.4 137.2 7.1 96.1 95.0% .... ... . .... _ .. ....... _ ........... .............. . .................... ........................ ......................... .................... ................... _��.... .. .310 - 1 SG......... Station..27.+�0........................................................................ .......... 139.3 130.9 6.4 „ �. 95.4 �� ......... ................. � � . .. ................................................. .................................................................................................... 12 311 Subgrade Station 24+00 " 140.8 132.1 6.6 " " 96.3 " . . .. ........ .,. ....... .... .. . ... . ............. . .. ... ... .. .... ........ ... ...... . ............ _ _ � � _ _ _ _ __ _ . . . oo�s Not c�IFo� _ _ __ __ __ rzr,rirn�ih�. '' ELEV.CODE: SG = Subgrade �eiisir��n�aan�Rev FII_E�r:`,� 0682,den / (a:�) 0687_041h.den R - 06•O1•98 T - OG•O1•9f� Itl':1'll';\�'I':I) IS1:-.--.-.-.•--.--- •-•-.-_--�._..._.__..�� - --• �. .. �eocnr�ine�rs OCT 3 0 f998 CONST��'C��C� TESTING LABORATORIES, INC. ��UED � u �J :. � �. ________U__�___C]_______ _ 10111 5ovth Tacoma Way,Suite D-7,Tacoma,WA 98499 ile-----_ -_---.. _. --.-__--------- Telephone (253�588-0805 Facsimile �� ,��.�;��,��'� �� ,�, �,� ,�'� .� 1 c�� < 1 : . > ati� � �.� > ,k- � �. ' c .,.. �...� �> , �.�..:. �...,s . . ..r:: �.�„ s ; ...,. ,,.. . , . ` . <t«ns. ` M.A. Segale,,lnc. �3¢�<ut��.�r��Q�: Oct. 27th,1998 rr��,r��: Cedar Crest Development ��;�rrP._ N/A _ �,b. x�. N/A ;�cidress ; 3rd & Edmond Avenue, Renton ,�ab�Yo N/A . . - C`.�ntra�rC Na:: N/A . . : -. . ... : , _ , C��r3�€�:: Client R ''rc�tF�_ 45 3�0��t�o:;: T-0682 I arrivd on the jobsite to. perform specia! inspection and field testing for A.C. in-place den`sity testing. Inspection and testing performed as foilows Contractor placed approximately 600 tons of Class "A/B" A.C. for wear course - left ' < and right {anes (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 �s�tar: JHROSSIfmd Re+�sewed : �Ve�t�tcc. �T= : ; > : .._.. "l. _ :.:,_.- _ a�oei.w�saREa :: t :Y 0682.f1d s: 0682045fk -. >::R :' 10-27-98 �`.> 10-28-! �� kF3f7 :.:- N/A '� REPORT _ �� - - - 0 C T 3 0 1998 CONSTRUCTION TESTING LABORATORIES, INC. 1SSUED a 10111 So�th Tocoma Way,Suite D-7,Tocoma,WA 98499 Telephone .{?53}5gg-0805 ��:s�x��s�c.'�.��:�;�.�.r��,�'.�� Facsimile < .: .� � w.;� . a�,,,�,�..�r,:ux a��u�,o�a.�,a Ca .Na� �� a�ra�.�,�,�,� 253 588-Q928 . �, , . � �;. _: � �::,:...:�.,. ,_;:, ��'��.:��.� _�►»��5��;�.� �� t��.Q.�< �. � � .��..� 1 � v�� 'j.,Ys wV.�cl�i ¢?i �x > 1 �',c ..: .?n �.4.. -?.: W. S.a Etk��: M.A.Segale, Inc. �ate e�I��eca��.;: : Oct. 27th,1998 P��,��.� Cedar Crest Development re�t�a � NIA C`asttratc 3+F� N/A Adcieesc:: 3rd 8 Edmond Street, Renton =�o��Y�.: N/A �.t� ��: N/A cor�E�a�cor: Client >�e r�tvo:: 45 Prufec��o > T-0682 DYNAPAC CAT. CAT. 3 TON �fi��I�NESS ;�f't'�M.F >> Rd�� :` CG501 10 TON FINISH N/A Z" 290°F _ ____... .. _ . . _.... .. _ __ _ _._ ___ _._ ._ _ _ _. ,.; > 13 TON DDV DDV ROLLER '�€}NS�'7.�.CEi� => AIR T�i�tl':. : ;>' . _ :. . _<-.:.:. .: :: 600 55'F ��S��c� ;, 4 VIB. 3 VIB. FINISH N!A ��T��`�'�II'�� 1 STATIC 2 STATIC ONLY ��AT:T�I�IP 290°F 225'F 180`F R�vGE >' 225°F 195�F TO FINISH N/A NONE ___ _ ____._. _ _ _ � ; . e��:��n�rrs�r ��s��€�[oti � ASTM D-2041 ��U�z��sr�� 153.5 � ; , , : ; :. . .; �� ` I ;: ; :. �r��E��D��O��it�o:: '=:TROXLER 3430 �E3�.��7€'�oz�F�e�t�R: : -0- �,c�; � � �TE(V€ TES'f �LE��IC�� ' � '. VY�".. CU�tR. �a I �o� t�o �.f��A�7�� s�-rir ��rs�-Y co�nP. I STATIONS 23+50 TO 36+50 - LEFT LANE �i _.___. _ . __ _ .._.__.__ .______._._____.____.__. _,�___ __.____ __ _,__ __. _._.__..„_ ____ , ._. _. , 01 23 Wear Course Station 24+50 142.0 -0- 92.5 � 02 24 " Station 26+50 141.3 -0- 92.0 I . . .. . -----� -�--------------------------- -- 03 25 " Station 28+00 142.5 -0- 92.8 'i d4 26 ' " Station 30+OQ 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+Q0 142.6 -0- 92.9 REQ�JIRED f.CU.11�.�A�Tt{��T�� 91.0% of Rice �s1��croR: JHR4SS/fmd ��,�s: __ _ �tL� (e;tj 0682 nuc/(a:\) 0682045.nuc �R 10-27-98 '�`' ; 10-28-98 RE�TEW Eta BY: s�ucc�:i�s�rr�ia��s.:. . IL�tRE.�18c > WA , s . �. - .. ^ . . . . r . ' - ,. � � , , _� , � . . — . . .' ' . - _ -. _ /- . . . . . . . , . . _ . .- . _ . l . . - \� _ . - , r . � ` - i� �`.c ' , ' Y - \ `- f .'— - - �' - � _ _ � � � � � - , .. - . .:. . � , � .�� . �� . � .. � ; r .. �, / F ' ` ` - � . . . . _ .-'� '�� _ . _ � \ _ / — _. - � �__ �'� : .. _ ' � . `�' . �- .� � . _ � . . j �, 4�' \.� . . \:,.. . . . _ _ / :\ � ' • - - . . '_ _ _ . — ' : \ �—. f . � .�� . .f .. . . `� ._ . . \, ..J �/- � .. � - ,{. ,�,, _ / - � - . � J. ..-� � .. "I� - . _ . � . . . . -. . !. � . .. — -- r ' . _ ' . .:- '. j . . • . � _ .-_. ,. . � ��:. . . � ' /.. '. � � - � � . ./ .. .' . ' � . , . . i � � � - - . . ._ .. : . •e - �-��. . _ � . . . .` .. �i . _ - . . � . � � , � , _ �' ., - -� i -- : � - T - _ i - � � • _ �. � � - .' _ - - - • j , _, � /.. � ',� ,. � ` _ _ �-; _ , , . ^ _ ` � . _ � - - � , ; - _ . _ - ` �` � ' � i �` - ' ` .. _ .. �� -.- . . �.� �, � — . ,\ / . / � l _ / . , - . � ' : - , . .. — :/ - i . . ` � .. - i \ .�_" ' .. _ ." , . . .. .. f . � ' _" . ' � . / -- . .�.� � ' - . � _- I-' -" `� - . .. .. . ' 1 / � . ./ . � _ \ .. � . . / . . . ` \ _ . . ' i . _ . . - . � � .� � _ � . � . ' - _ / � ' .. , � - - • , GEO�NGINEERS FI�LD NOTES - � , . , . , � , , __ , , - �, - � - , _ , . . . � � , , - - ' - - . - . � . -- � - - -- , . _ ' ', - . - ,, . - � , . - , - . - , � . � �'� , . . - - ; , ; . - '- , , �_ .i /. , \ -_- � , � _ � ' ' � . • - _ . � _ � . - � - ' � ' ; "._ � � ° ,, _ , • . � �. � . _ - - = i GeoEngineers Inc. FIELD REPORT ��e No. 1101 Fawcett Ave., Suite 200 �_!� — Q a g Tacoma, w,4 ss4o2 Pro�ect: oate: ��9 7 Tel: (206) 383-4940 r , Fax: (206) 383-4923 Owner:� /� vS�4 �1/r� Report No. � Q,CQ epared by: / ' ,� L ation: � �a Arrival Time: Page:/ �� Of Purpose of Visit: � Weathe�: Depart.Time: Permit No. .t15 iav �.�s . (J m✓�• R.+�- �v �is�rr� ro P io,cJ a,v nz ��,v �"i �t«Y�' s l�i.v � . S 5 T. �< .�< N S�mm�� l, o �r��,�� /nl r��/ /trr � s rr vi . v��-- /�i / P �'r7.-� � v 1 �d�r 11�'�t/ O �o.•� ,� �,PCr _ ( �%�� / .v ' � c�� 5 Div / /5 i� ,�.rJ r �P 3 Ur' !1 �nx r C�r'Df'I r'�S �7�/G � Oiw� • � N t I�3 IUPro . This report presents opinioru lormed as a resuk ot our observation of adivnies relating to geotecMical engineering. We rely on the corrtrador lo comply Ah the plar�atid specifications throughout the duration of the projed irtespedive ot the presence of our representative.Our wortc does not inchide supervision iredion of ua ork of the contractor,his employees a agents.Our firtn wip not be resporuible for job or site safety o�this projed. � �chmeMs: ribution: ��,Q��/I�Ajfk� Signed: `� c�� ofr�,�T,� GeoEngineers Inc. FIELD REPORT File No. , 1101 Fawcett Ave., Suite 200 �^�� Tacoma, WA 98402 Project: a f n� Date: � 97 Tel: (20fi) 383-4940 � Fax: (206) 383-4923 Owner�f � � �'}vs J��r� Report No. 2 JC1 �pared by: Locat' n: Arrival Time: Page: Y°nJ I v�v (�G� � of I Purpose of Visit: Weather�� Depart.Time: Permit No. / � v fc e _ r� ��Y t r7ct�n��1 �ule�,�-� , � � r' � s z� 1� f�/ h�� r.r��o</�- �u� 5 CX a� �r D � 7�'e r�� ra /� PUk SCDo � �✓ r `7� �o�.tJ �tc��', � re `7� � �i iir r� ��- o r � � r � / U 7 tt Grt� �E' O� lCa1`� / � This report prese�qs opinio�s fomw.�d as a resuM of our observation of adivilies relating to geotecMical eryineermg_ We rely on the rador to comply wil he plans and specifications throughaA tlie duration of the projed irrespedive of the presence of our representative.Our work dces not include supervision or e ion of the act o of the contrador,his employees or a9erus.Our firm will not be responsible for job w she safery on th�s pro�eq. � �chments: ribution: Signed: .�� , J�PtiZ�� File No. GeoEngineers Inc. FIELD REPORT ��-� � ��- 1101 Fawcett Ave., Suite 200 � � � f Tacoma, WA 98402 Project�t /�� f n _ � Date: .� .7 Tel: {206) 383-4940 � Y 4 c ' � , Fax: (206) 383-4923 Owner: �q : Repo N 3 .Cr;�� : I- � . epared by: f- ` �" Locatiori•` �'`` " � ` � Arrival Time: Page: I a �ll'rJ�J.• of Purpose of Visit: � ;; � -� . We��he�. �'' " ` Depart Time: Permit No. /r s - ` r -_'.:-,�� i�:.;, .,-`Ir� j: o�vN 13!7-u� S/2 d {� 5�r� c%� r �� a 5 b�c� •� o r� ,.�— h S f.0 /I�oi✓ a�a,v � �lc/ � P � l-�` �'� G?��t/!/ �i� ,v I�r � _ .� , �� ' .f d / '/. ;� , ¢.. 1 � ,�:fr�c � �f � j7y�/l � .,, 'f�r . j-/.:U?�zt�Y t�r'F,. '-N �� .:` �� ' ;I, :� �� GN C�r P tJG��l � � �' �r rLi Q� � � - f�Cl�J U�tJ �v �� 7)�� C i' � l5 � � �� l � �7��4°� /s � ar�-� n �v �� r�� This repoA preserris opaiions fortned as a resuM of ou observation o1 activilies relating to geotechnipl engineering. We rely on contrador to co with the plans and specfications lhrotghoul the duratian of the projed irrespedive ot the presence of our representative.Our work dces nd'riclude supervis di2diot�of th ual work ot the coMrector,his employees or agents.Our firm will nd be responsible tor job or site safety on this projed_ . chments tribution: �;,..� Signed: �`� .ti-� ��/�: I . �i✓!(%/J , ' � I File No. GeoEngineers Inc. FIELD REPORT � , a o 1101 Fawcett Ave., Suite 200 -� Tacoma,WA 98402 Project;/a� �r � Date: J�,- �� Tel: (206) 383-4940 �- Fax: {206) 383-4923 Owner: � �� Report No. epared by: . Location• Anival Time: Page: �t�'�!`�'J � of � Purpose of Visit: Weather: Depart.Time: Permit No. � /�� i�� lo,�n� /� r�i P�i�! �7� sir`r �i �7 � u� �`v r��rv ,�� G�/ f> > �:�c1 � � �.7'L . �N � �� 6� � m l�,- ,�d so�� / �,�� w�� S ll`a r�5 i�i�tJ .,�cJ Of� dg �/�t'p � �' G av� — /� S T�/ ow��v S 7v/D m. �� ,�� ,e�,, r � . �� N d ,� h�� h��,� � �U ' s� I" ,t/ 5 ?'�l'�Y �vr Si N/ ��1' �(/�L`-Pl' This report preseMs opinions formed as a resuM ol ow observation o(adivRies relating to geotecMicat engineerng. We refy on trador to comply wdh the plans and specificatans thro�ghout the duration of ihe projed irrespedive of the presence of our representative.Our work does not inGude supervisio�o di d'an ol the 1 of the contrador,his empbyees or agents.Our firm wdf not De responsble for job or site safery on this project. chments: tribution: SP,�� Signed: r�— �r r3�e I ��u� / � GeoEn�ineers Inc. FIELD REPORT F��e No. 1101 Fawcett Ave., Suite 200 � � - �acoma, W,A 98402 Proje�� Date: / 7 Tel: (206) 38�-4940 Fax: (206} 383-4923 Owner /� Report No. � _ __Aared by: -�-- Locatio Arrival Time: Page: _J �� li� / of � Purpose of isit: J . Weather: Depart.Time: Permit Na l`�/t�fYl� — �� /�i� I�ilJ� rm SU•./,v :,,�,.� / .vC�f S� P Cl 3 //tJ�'i � / �/n G!�' /l1C�cJ• c! -rr� cx� c7 � 7 D ��i /� SA s / r a u b s�� . ._ O YCp , Dx� U f' !'1�5 U�,�.cJ /�ll � �� 5 vcv� � � ��l� �i �' QS is .�� - �`r1� !�i-e � �fj�_•. _ ,�1� . a I�fl- ({' �9 �/•tiJ �l�! � 1r Lov � .ua7`" � ZD �,-� �i�f.� 'I�%� o�' ��r�v5e -�L �� !,Ql� N� i� P � � 5� v � ;� — �� •� S Ovr�P 7'� Y C�J ✓ Y .�s ��n S �P r TTus report presents opinions tomied as a resuk ot our observation of adivities relating to geotectnical engineering_ We 2ty o coMractor 1 y with the plaru and spec�calioru throughoul the duration of The projed irrespedive ot the presence of our representative.Our work dces not indude supervisio diredio�ot work of the cartrador,his empbyees or agerrts.Our frcm w�t not be respons�ble tor jaD or sae satery on ms project. :hments: _._..ibution: Signed: GeoEngineers Inc. FIELD REPORT File No. 1101 Fawcett Ave., Suite 200 �� Tacoma, WA 98402 Project: Date: Tei: (206) 383-4940 z y Fax: (206) 383-4923 Owner: Report No. � �pared by: Location: Arrival Time: Page: . of Purpose of Visit: Weatf�er: Depart.Time: Permit No. i h�.� ,. !' � c� i Z/� n! ✓ JO �.� In.J � J This report preserqs opirwons formed as a resup o(ow observation of ac[ivilies relatng lo geotechnical engineering. We rely on the conirada to cortply with the plaru and specifications throughout the duration of the projed irrespedive of the prese�ce of our represeMative.Our work does not inGude supervision or d of al work of the conlrador,his empbyces or ageMs.Our firtn will nd be responsible br job or see safety on thiS projeQ. � chments: ribution: Signed: GeoEngineers Inc. FIELD REPORT File No. 1101 Fawcett Ave., Suite 200 � �G Tacoma, WA 98402 Project: �� Date: . y �� Tel: (206) 383-4940 � Fax: (206) 383-4923 Owner: Report No. epared by: ; Locati �. Arrival Time: Page% of Purpose of Visit: Weather: Depart.Time: Permit No. � � � , �� N 1N i / �1 � O / � This repoA presents opinions formed as a resup of our observation ot adivilies retating to geotecMical engineering. We rely on tlia contractor to cortiply wdh the plans and specificatioru throughout the duration of the projed irtespedive of the presence of our representative.Our work does nd i�supervisio�or direction of the adual work of the contradw,his employees or agents.Our firtn will not be respo�ible fo�job or site salety on this project. ichments: ribution: Signed: GeoEngineers Inc. FIELD REPORT File No. 1101 Fawcett Ave., Suite 200 / '—C 0 � Tacama, WA 98402 Project: /�r ly� Date: Tel: (206} 383-4940 �r �� Fax: (206) 383-4923 Owner: c� � Report No. J .�pared by: _ Locat' n: Arrival Time: Page: of Purpose of�sit: Weather: Depart.Time: Permit No. . trr _ � � � ft'� ?'f�.[/Cl� 4�1� � 7r �i✓• J` � ,✓ ,<-e 6 P /i� . This report preserrts opinions formed as a resufl of ax observation of adivities relating to geWechnical engineering. We rely on rador to compty wiM the plaru aM specificatians I throughoul the du�ation of the projed irrespedive o(tt�e presence ol our represeMative.Our woAc does not iru;{ude supervision ion of ual work of the contrador,his employees or age�ts.Our firtn vri11 nd be responsible for job or sile safety on�tus projep. /- ichments: :ribution: Signed: � �1G�-� GeoEngineers Inc. FIELD REPORT File No. 1101 Fawcett Ave., Suite 200 � � —�U` Tacoma, WA 98402 Project:� r � Date:G /O 9� Tel: (2Q6) 383-4940 Fax: (206) 383-4923 Owner: s _ f Report No. � ll�t.F �.�pare Location• -� Arrival Time: Page: -nrJ1 L�� af � Purpose of Visit: Weather: Depart.Time: Permit No. ✓ NClr� / 7'0 ,; _ C �l r u� r Al /�l' lli�v t0 S L(l _ r3(�� 0 5 �to� This re R reserrts o inions fortned as a resutt of our observation of a iv' II Po D P d dies relating to geotechnical ergineering. We rely o contraq r to comply with the plaru and specificatiau througFaut the duratan of the projed irtespedive of the presence of our representative.Our wortc dces not include supervisi diredio� t the adual work of the contractor,his empbyees or ageMs.Our firm wdl not be responsible for job or site salety on this project. ichments: _...:ribution: Signed: - Geo��Engineers April 6, 1995 Geotechnical, Gecenvimnmental and Geologic Services M.A. Segale, Inc. � Manufactured/Modular Home Community Post O�ce 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 I�1o. 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 Ptan/Vicinity Map, Figure l. 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 1'fz to 1 (75 percent). A natural slope extends down to the Cedar River valley on the south property margin. GeoEngineecs,lnc. 6240 Tacoma Mall Blvd.,Suite 318 Tacana,WA 98409 Telephone(206)471-0379 Fax(206)4710521 G•In1cA rn crv�cd n�nn. :" , k. .iyar�.`. .. . . — �-r`�'E 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 '�i 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 I soils in the site area are relatively permeable and we expect moderate to rapid downward I percolation in the pond areas. Based on our previous study, the direction of ground water flow in the site area is west and northwest. j 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 I 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. HE1V Yours very truly, `N� wns D�' 4'�4,0� ��'�'�c9 GeoEn ineers, Inc. c��,� c'� � �1��j � � , ' �v O �Q 12979 � rvW � '`'� �'�%1sTER� tis' Gary W. Henderson SSI�NAL E�� Principal EXPlRES� aD g6 SLF:GVVH: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 I � " Report Hydrogeologic & Geotechnical Services Proposed Residential Development Renton, Washington Octaber 24, 1994 For M.A. Segale, Inc. Manufactured/Modular Home Community I, G e o E n g i n e e r s File No.0291-006-T03 Geo��Engineers Octoher 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/Viciniry 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 inf'iltrated on-site using roadway collection, treatment and infiltration systems. T'he proposed roadway, treatment and infi(tration systems will be loca[ed 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. GeoFngineers,Inc 6240 Tacoma Mall Blvd..Suite 318 Taca[ta,WA 9�6409 Telephone(206)471-0379 Fax(206)471-0521 s-,: ti .. . . .. n '_�_" ._" _�_'- . . . _ . . � � � . ' . .. . " •..�� ' y�� ,�'�L a'�}sSb'J.�`K�'r y.:.E',.a;'. �+r r'9K1��' . . M.A. Segale, Inc. October 24, 1994 Page 2 ' SCOPE I 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 geologi� reconnaissance of the site azea. 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 1V (50 percent) to 1'fz 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 azea 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 pertneability. 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 inedium 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 (�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 inedium 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, 9�fz, and 81fi 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. i 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 18'k and 25'fi 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 grvund 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 conf'ined 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. 0291-406-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 azea, 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 inf'iltrates 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 conf'ining 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. Inf'iltrated 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 i order of 0.01 to west. II Ground Water Recharge I The recharge to the overall aquifer system is by direct precipitation and inf'iltration over the entire upland area. Under existing conditions,precipitation that falls on the site rapidly inf'iltrates 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 inf'iltrated through designed systems. CONCLUSIONS AND RECOMMENDATIONS 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 currently falls on the site infiltrates rapidly into the granular soils that cover most of the 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 azea or pattern will change. Although this may affect the local shallow ground water flow patterns, no significant adverse impact is expected. C�rrently, 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 su�cial 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[his 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 I shown on the Figure 1. C�rrent plans include raising grades in the portion of the site proposed for storm water infittration. 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.0291-006-7'03 M.A. Segale, Inc. October 24, 1994 Page 9 fill consist of a granular soil material placed as a filter blanket. Typically this consists of inedium 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 inf'iltration 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 2'fz 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 inf'iltration 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 i 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-T'03 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 e�cisting collection and discharge of ground water in the west portion of the site will be maintained by the proposed storm water collection and inf'iltration 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 llfz to 1 or steeper are currently experiencing erosion and surficial ravelling and sloughing. If ineasures recommended in this report are implemented, these natural processes can be expected to be retarded and sloped areas stabilizedlprotected 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 bluffl 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 l lfi to 1 cut slopes. Erosion control measures should be provided to minimize any potential erosion and surficial ravelling. If the slopes are 1'fi:l or less, we believe the potential for erosipn 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 s mining. Stripping depths of up to 1 foot are like G e o E n g i n e e r s Fde 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 backf'illed 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 Fiil 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 userl. 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 diff'icult 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 File No. 0291-006-T'03 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 1 ifi 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 maJcimum of l Ifi 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'fi 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�fz 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 �'o. 029I-006-T03 M.A. Segale, Inc. October 24, 1994 Page 13 any overlying bacl�"ill. 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 VVe 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 File 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, o� W��d�,� GeoEngineers, Inc. �w � ��'o �� `-�' � �z' J°��y19y / w Brad . Big sta � �'G1STE4,��t�4i Eng' eering Geol ist s`s��NAL�� EXPIRES RQ /� ', Gary . Henderson j Principal ' BPB:GWH:vc Document ID:0291006R.R Attachments � Twelve copies submitted G e o E n g i n e e r s File No.0291-006-T03 , �.r,<, , �,.. s ...; 1::.�';�' C, ' ►� , .. ,, 4 ({. ., �1 ...�.,�, ��,� r.. ,.. � u�.YwM �r., -, f�......,� F1Y��ra.. .. .., Y. � .� �n. .��. hn�1.W \.N.nMY �WY� � Y►. ♦ �� ..� .�-.... SMA:SPS 0291006.DWG 0291006T03:092894 I y � Z7 Z7 �. (D i�a;,;;.. _ ' AY - -'r - 9 n�..,s.. - ..- , y7. I N1 ""` , , . S .�� o O O �p �,f�� . cwwr� �v �A.,. � .. ,, �� 's r.+an �•��18�; � � 3 (D �HIGH AY' S , � ,y A -'•N � , � j � �� n �:.k �,wncs AY s '�� ,i.�'4 . * � �� M'l �� . �.�� ti yi' . � �� .:T�:M.� �~q �^ 1 C � � � � R � • ; � ��' 6 � e� s ;v . 'y. o y y� 6 • � a � � �J�.. �_„ yD NE . 'O � (n (n a O :�'. �D ` :"°"'E V �' "4, ,. ;� : '1 S • • C � �:,5 s � . . . AY M �. •. 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"� ' .� `' ' � � �/i► x1 O RBX48 ry0�p N �c; � 2B%6B 2BX4 � � i µ�, R1 ?exs, � � sx4e � � 4s � �i � , r,, . °' '0 � g` � p � 28%80 N � 28%60 � � (`� � � m a 11 ► aexsa ° � Z s'�� .00�-- •— � �� "� . � � j, m � > 2�"° _ � _� � �� ° � ' r,0 ,. . ... .. �� . ...... p.. . .�— , /� �� `-1�' � �� \ \��\� 1 �// . \\�� / � \'� � ` SOIL CLASSIFICATION SYSTEM GROUP MAJaR DIVISIONS SYMBOL GROUP NAME GRAVEL CLEAN GW WEII-GRADED GRAVEL,FINE TO COARSE GRAVE� COARSE GRAVEL GRAINED GP POORLY-GRAOEO GRAVEL SOILS More Than 50�i6 of Coarse Fraction GRAVEL GM SIITY GRAVEI Retained WITH FINES on No. 4 Siave GC CIAYEY GRAVEL More Than 50°,6 Retained on SAND CLEAN SAND SW WEL�-GRAOEO SANO,FINE TO COARSE SAND No. 200 Sieve SP POOR�Y-GRAOEO SANO Mo�e Tha� 50°�6 of Coarse Fractio� SAND SM SIl1Y SANO Passes WITH FINES No. 4 Sieve SC CLAYEY SANO FINE SIIT ANO CLAY ML SILT GRAINED INORGANIC SOILS CL CIAY Liquid Limit Less Than SO ORGANIC OL ORGANIC SILT, ORGANtC CLAY More Than 50°�6 SILT AND CLAY MH SILT OF HIGH PLASTICtN, ELASTIC SILT Passes INORGANIC CH CLAY OF HIGH PIASTICITY, FAT CI.AY No. 200 Sieve Liquid Limit 50 or More QRGANIC OH ORGANIC CIAY,ORGANIC SIIT HIGHLY ORGANIC SOILS PT PEAT NOTES: SOIL MOISTURE MODIFIERS: 1. Feld classification is based on visual examination of soil �ry- Absence of moisture,dusty, dry to the touch in ge�eral accordance with ASTM D2488-90. Moist- Damp, but no visible water 2. Soil classification using laboratory tests is based o� ASTM D2487-90. Wet- vsible free water o� satu�ated, usually soil is obtai�ed from below water table 3. Descriptions of soil density or consistency are based on interpretetion of blow count deta,visual appeerance of soils, and/or test data. ��• SOIL CLASStFICATION SYSTEM Geo��Engineers FIGURE 2 LOG OF TEST PIT DEPTH BELOW' SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL DESCRIPTION TFST PIT 1 0.0-9.5 SP Brown fwe to mediwn sand with a trace of silt and occasional gravel(medium dense to dense,moist w wet) Test pit completed at a depth of 9.5 feet on 09/19/94 Modente ground water seepage observed at approzimately 8.0 feet Severo caving obse�ved Disturbed soil sample obtained at a depth of approximauly 4.0 feet T'FSI'PIT 2 0.0-6.5 SP Brown fine to medium sand with a trnce of silt(medium dense to dease, 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 6A feet Severe caving observed TF.ST 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 aace of silt(dense w very dense,moist) Test pit completed at a depth of 10.0 feet on 09/19/94 No ground waur seepage observed Moderate to severc 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 PTT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. �� LOG OF TEST PIT Geo��Engineers FIGURE 3 LOG OF TEST PIT DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL DESCRIPTION 1'EST 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 aace of silt(medium dense W deose,moist) 4.5 - 12.0 SP Dark brown finc to medium sand with a ttace of silt(dease to very dense,wet) Test pit completed at a depth of 12.0 feet on 09/19/94 Slight gmund water seepage observed at approximately 4A feet Severe caving observed Diswrbed soil sample obtained at a depth of approzimately 3A feet ' TEST PTT 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�ace of silt and occasionalgravel(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 DEP'TI-IS ON THE TF.ST PIT LOGS,ALTHOUGH SHOWN TO 0.1 FOOT,ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSmERED ACCURATE TO 0.5 FOOT. �� LOG OF TEST PIT Geo��Engi.neers FIGURE 4 LOG OF TEST PIT DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL DESCRIPTION TF.SC PIT 7 0.0-3.0 SP-SM Brown gravelly fine to medium sand with silt(medium dease,moist) 3.0-6.5 SP Brown fine to medium sand with a trace of silt(dense,moist) 6.5-S.0 SM Gray silty fine sand(dense to very dense,wet) 8.0- 18.5 SP Grdy 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 approzimately 2.0 and 8.0 feet Severe caving observed 1'F.Sf PIT 8 0.0-2.0 SP Brown fine to medium sand with grevei and a trace of silt(medium dense,moist) 2.0-7.0 SP Darlc grny fine to medium sand with a uace 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 silry fine sand(very dense,moist) 13.0- 16.0 ML Bluish gray silc 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 Modecate caving observed Disturbed soil sample obtained at a depth of approzimately 8.0 feet THE DEP'THS 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'I'O 0.5 FOOT. i Geo��En ' eers LOG OF TEST PIT ��/ � FIGURE 5 LOG OF TEST PIT DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL OESCRIPTION 1'E.ST 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) I . 16.0- 17.5 5M 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 obsecved Minor caving observed TE.ST PTI'10 0.0- 1.0 SM Gray silry sand with gravel(very dense,moist) ILO- 19.0 SP Brown fine to medium sand with a aace of silt(very dense,moist) Test pit completrd at a depth of 19.0 feet on 09/19/94 No gmund water seepage observed Minor caving observed TF.SI'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 tiace of silt(medium dease 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 Diswrbed soil sample obtained at a depth of S.5 feet THE DEP'IHS ON THE TEST P1T LOGS,ALTHOUGH SHOWN TO 0.1 FOOT,ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST P1T AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. ��(� LOG OF TEST PIT Geo��Engineers FIGURE 6 LOG OF TEST PIT DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL DESCRIPTION 1'ESI'P1T 12 0.0-2.7 SP Brown fine to medium sand with gravel and a uace of silt(medium dease w dense, moist) 2.7-3.5 SP Brown gravelly fine to coarse sand(dense,moist) 3.5-4.5 SP�M Dazk brown fine to medium sand with sflt and grdvel(dease,moist) 4.5-6.0 GP Bmwn san�dy gravel(dense,moist) 6.0-9.0 SP Brown gravelly fine to medium sand(dease,moist) 9.0- 10.5 SP-SM Gray fine W 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 comp(eted at a depth of 15.0 feet on 10/17/94 Ground water seepage observed at 14A feet Caving observed at 14.0 feet Disturbed soil samples obtained at depths of 2.0,3,0 and 13.5 feet T'EST 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�ace 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 mcdium sazid 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 matcrial and tree parts I 12.5- 13.0 SM Gray fine silry sand(dense,moist) t3.0- 16.0 SP-SM Brown fine to medium sand with silt(dense,moist) Test pit completed at a depth of 16.0 feet on 10l17/94 No ground water seepage observed No caving observed Diswrbed soil samples obtained at depths of 4.0,and 5.0 feet THE DEPTHS ON THE TEST PTT LOGS,ALTHOUGH SHOWN TO 0.1 FOOT,ARE BASED ON AN AVERAGE OF MEASURF.MENTS ACROSS TfiE TEST PTT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. �� LOG OF TEST PIT Geo��Engineers FIGURE 7 LOG OF TEST PIT DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL DESCRIPTION TESC PTf 14 0.0- 1.5 GP Brown sandy grnvel with a trace of silt(medium dense,moist) 1.5-5.0 SP Brown fine to medium saad 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) Incneasing particle siu and decreasing silt conunt with depth Grades w wet Tcst pit completed at a depth of I5.0 feet on 10/17/94 Groucd water seepage observed at 14.0 feet Caving observed at 14A feet Dismrbed soil sample obtained at a depdi of 3.5 feet TESI'PIT 15 0.0-2.0 SP Light brown fine to medium sand with a trace of silt and occasional g�avel(medium dense,moist) 2.0-8.0 GP Brown sandy grdvel(medium dease to dense,moist) Grades to gravel with a trace of sand(medium densc to dense,wet) Test pit completed at a depth of 8.0 feet on 10/17/94 Gmund water seepage observed at 4.5 feet,with a significant flow at 6.0 feet Severe caving observed Diswrbed soil sample obtained at a depth of 5.0 feet 1'E.SI'PTT 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 waur seepage obscrved at 8.0 feet Severo 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 FIGURE 8 LOG OF TEST PIT DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL DESCRIPTION 1'EST PTT 17 0.0-2.5 GP Brown sandy gravel with a trace of silt(medium dease,moist) 2.5-5.5 GP Gray sandy gcavel(medium dense to dense,moist) 5.5-S.5 GP Brown grdvel 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 waur seepage observed at 8.0 feet Caving observed at 3.0 feet TE.ST PIT 18 0.0-6.0 SP Light browa fine to medium sand with occasional gravel and e 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 watcr seepage observed at 6.0 feet Caving observed at 5.0 feet TESI'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 saad 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 DEP'Tf[S ON THE TEST PTf 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 FIGURE g LOG OF TEST PIT DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION {FEET) SYMBOL DESCRIPTION TEST PIT 20 0.0- 1.0 GP Daric brown sandy gravel with a trace of silt(medium dense,moist) , t.0-7.0 SP Brown fine to medium sand with occasional gcavel and a �ace 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 TF.SI'PTT 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 silc 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 DEP'THS 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 FIGURE 10 0291-OO�TI cGWH:vc 09/29/94 U.S.STANDARD SIEYE SIZE 3' 1.5' 3/4'1/2'3/8' #4 #10 #20 #40 #60 #100 #200 ^ 100 V� J /� .i.;..i..:...i....�.....�.......:..............:.�.�..�..�...�....i.....y.......�............. .:.i..�..�..., .......�..;.i..:..i...i...i.....i........r.............�.�..�..;...t..;....�.....�.......,:.............�.�..;.i..i...�....�.....�.......�.............. lL+ . . . . . . 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'� Y� \ J�\ ♦ '\\�*��i$�\. � tl i�\\ �' �� 11�� 4��Yti,i1+N1'kNR 1 LY� ,.�\\�3+�s.xz,,.\.l,o... .. ��R �"\:2`3::��fi:a`A�� ) � � �� `;\`�;�� :� :\Y�LvAFiviOK�WE . �Y` �� "� <<"11.i)7'� n�t �J�� \\�\\ � � > }.�� .... . ,,.:�;tfii .�.�vmr:: PRELIMINARY GEOTECHNICAL REPORT MCMAHON PROPERTY ROAD ALIGNMENT Prepared For CENTRON This report was prepared under the supervision of a registered professional engineer sd�a�� ='��C,�1 [:. \y CS� `1 s•��,.•�••.� '��. i � ` � i .�1�� j �� a b � e inos� ��S y 't, r . • 4 �O ''•�Pf EO : '� CH2M HII�L '� ••C��•;�� ss�oNA�� ay 1988 SEA24614.B0 seOS6604/001/1 I � 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 � � O ` O � l� c� � 7 � � _ �; C � � � r ' . � � s � M seOS6604/003/1 � � � � 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 I� . 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 coinmercial Iife, 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 se0S6604/002/1 1 � � springs and wet areas were noted during the field reconnais- j sance and are shown in Figure 1. 'I 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 I85 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 I 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-I/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- I, etrating the gravels. Below the gravel is 14 feet of firm I 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 aWater 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. se0S6604/002/5 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-I 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 PCSTABLS. 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 MZ, 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 = O. Og) for design of new construction. As shown in Figure 4, a safety factor of 1.5 only occurs for a low groundwater level (piezometric I surface A) and only when the cohesion intercept is at least I 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 i 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 _piezometric .water levels in the . slope are relative,�X 1Q�t._and�the _slope.soils�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 $ � � 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 wili require use of very clean sand or gravel or the use of artificial drainage fabrics. The excavated soils will not meet these requirements. �'� � ""'�'"""""��'-��' , _ .--, - -,�._�._._--- �..___--..,_.�_._.-- ....,...__"�«Y.�.._.�.. s�/�=�r��yf'v�v i v`=�...��-T �-S �'"N - . ' " - 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. The 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 I 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 engineeri�g 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. 19?3 . Map showing relative slope stability in I 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. GeoZogical Survey Map GQ-405. �I seOS6604/002/10 10 � r7 � � � � 300 —` � Outwash (Poorly Graded Sand) Masslve Sllding � In This Unit m 200 - � � � 'L � 1---�_ Seeps Present at Till/Outwash Contact o TIII and Locally Along Till Ezposures � `� > m w � 100 � �? _`Man-made Ffll -`p— -- � _ 1 � � � 0 1 2 3 4 5 6 7 8 � Olstance x 100 Feet � STATION 13 + 00 Scale: 1' - 80' H 8� V � ' Nolu: 1. S��flpur� 1 lor locatbn ol p�oloqlc pro111�, � ' � Y.R�I�r lo�ccomp�nylnq t�:t lor eomplN�O��crlPtlon ol p�ologic units. 9.T��E�pt��n0 Ihlcknee� of th� auDturlac� strala Intllcal�d on IM qeologic prolilea wera pener�Ilt�O IrOm end Intorpolaled belwasn le�l boringc �nC gaologic oulcropa. �� Inlormallon on ac�ual suo�urlaca contlltfona eaists only ol Iha specilic locallons Indica�ea. Soil contlltlons antl waler lavels at other localiono may diller trom Fipure Zl4 � condillone occurinq al I�e boring localiont. Also, 1he pacsegs ol tlme may reaull in - a change In �na condi�ions a� t�sse boring �oca�ions. SCHEMATIC GEOLOGIC PROFILE [._'��!LI(/� � � - 300 Outwash - . H_� IPoorly Graded Sand) 7— 7__� . � 200 m �i Glaclolacustrine •- � Deposits (SIIU Outwash o � m � . > i m �� W 100 3-14-88 `?` Men-made FlII 7�7 0 0 1 2 3 4 5 6 7 Distance x 100 Feet � STATION 16 + 00 Scale: 1' = 80' H 8� V ' See Flgure 2A for Notes Accompanying this Figure. Flgure 28 � � SCHEMATIC GEOLOGIC PROFILE Cc.?.'.1:III1 � ' 300 B_2 Loose Gravel 7 Lean to Fat Clay ?— . ? 7 T(I I „ Interbedded TIII q �"? ' and Gtaclolacustrine m 200 Deposits 7' � m LL ~ � Olaclolacustrine Deposits , 0 . . io i > w �00 3-14-88 � ?�— 1�_ Cedar River Floodplain and - �—? 1` Old Colluvlum/Landsllde Debris Wet Area 0 1 2 3 4 5 6 7 Distance x 100 Feet STATION 25 + 00 Scale: 1' - 80' H & V See Figure 2A tor Notes Accompanying this Figure. Flgure 2C � � SCHEMATIC GEOLOGIC PROFILE (:;�.�/;!1+/ � 300 • Gravel B-2 B-1 — ?—— 1 � T — 1—�Gla TIII . ? Outwash � ? ? — ? �-�—� Interbedded Till and ? ? --"—' _- -. 200 p — ?Gtacfolacustrine Depos(ts ---- ? ----�_ 0 m LL . . � Glaclolacustrine Deposits (Sllt) 0 m > m uw 100 9-14-88 . `3-14-88 0 I 0 1 2 3 4 5 6 7 8 9 ; Dlatance x 100 Feet SECTION BETWEEN BORINGS , Scale: 1' � 80' H & V See Figure 2A tor Notes Accompanying this Figure. Flgure 2D � - � SCNEMATIC GEOLOGIC PROFILE �� . 300- g_1 - ' Projected Trlal Piezometric ' S0' West SurfaGes an Out- 2 S�� wash) C Elev 210' 2 0 0- 1 �—' -- - ;� (Glacio- / lacustrine B Elev 160' Elev (ft) � /� �--'`- ePosits) • ', � ,�� . A Elev 110' 100- ( —`" ' — — _ - (3 14 88) Assumed Materlal Propertles: � � molst - 11b pcf, 'Y sat - 122 pcf, ' O O = C � 600psf, � - 30° SECTION AT STA. 16 + 00 Scale : 1' = 100' H & V Notes: 1. Thls sectlon used for stability analysis of the proposed 2H:1V cut slopes. Flgura 3 2. See the log ol boring e-t tor a more complete STATIC CONDITION - descripUon of the ma�er�als & conditlons encountered. CUT SLOPE STABILITY - j SLOPE CONFIGURATION �``lu�'�' � 2 A B Factor of C Safety � � � 0 500 1000 t Cohesion Intercept tpsf) Notes: 1. See Fgure 3 for analysis assumptions. 2. The Ietters A, B 8� C reter to different trial piezometric surfaces shown o� Rgure 1. Figure 4 STATIC CONDITION � CUT SLOPE STABLITY � ANALYSIS RESULTS � � � ` � � . Case Safety Factor �.molst ' �32 pci Exist(ng Slope 1.00 , 7 Se� - +3s p�i Proposed Fill Slope 1.52 � - 3s• c - o B-2 Projected Exfsting Ground � '30' wGrave --- Surface��i/ ciaY FIII: 'Y molst ' 128 pct � // / ,� ,� TI I I � - 33° � i� E�� Interbedded 200— C _ o / � / y � o TIII and Silt "" �/��// Q�� Sllt 2 � � 1 � �� ElevProposed Slope �� --•• ••• ••• ••• -� _ ��— �/ .. (3-14-881 (ft) J-�r �Assumed Existing Assumed Failure Surface 7 molst - »e por Phreatic Surface �r sa� ' '22 p�� - 30° �_ C ' 0 — � SECTION AT STA. 24 + 00 Scale: 1' = 100' H & V Notes: 1. This sectlon used for stablllty analysls ol the proposed (ill slope F�gure 5 in an area with a mapped landslide. 2. See the log af boring B-2 for a more complete descrlptlon of STATIC CONDITION �he materlal� and condltlons encountered. FILL SLOPE STABILITY - 3. The proposed IIII slope stablllty analyses were per}ormed using SLOPE CONFIGURATION � on�y �he �ailure surtace assumed tor the existing slope. dc ANALYSIS RESULTS ��1�� , i . I I i � i i i . I ' II � � Appendix A RESULTS OF LABORATORY TESTING se6613/012/I Table A-1 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 j PTS 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 . 0-10I .3 20 .0 S20 105 .0-105 .9 11 . 6 . S21 " 125 .0-I16 .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 4I .0 SS 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 S11 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/O11/1 Reie�er.�e AS'M D 30b_ S-� -- - - - - ---- �` --- -- - ---- ----- ----- - - --- - -- - p -- ------ �---- ---- - -- - - -- --- -- — ---- O ---- --- --- ----- -- - ----- --- - --— � -- --- - ---- - --- — - --- _ _ r _ _ _ "-'- - � � - --- ' . - - -- - ' - '-.' . -.--._._ . ._ . x I.o _ - ' _ - � -•--.. .- - - - --- � - - - - .. - -- - - - - -- - --- - Q - - - -- - -- ---- - ---� - - . . . � ---- - - - - - --- -- - - -- --� -� -- -- - - - � --- -- - - -� -- - Cn -�-- - - - -- - -- -- - -- - -- - - - - � 3.c (� /,� - - --- --.. _...- W --- - - -� - -- — - - - - - -- X --- - - ---- � ----- . ---- --- - - - - - ---- -- ---- -- --- --- � �' ---- - -- --- __ - - - � - - - - - � - - - � -- ---- - - - --. 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Particle Size Analysis Geotechnical Engineering --- Geology6Hydrogeoiogy C�*^µ=�-�/jjcnH-,,,F w;rFl� J08 NUMBER Da�wk R OnTE REvi5E0 OATE �l; Gw4..'�P 1�'"/C 03-08-88 �� U.S. Standard Sieve S�ze(in.) ►�f U.S.Standard Sieve Numbers� Hydrometer I 3 ��Z 3�i 3/e 4 8 �6 30 40 50 ��Q 2�� Reterence ASTM p a22 - �Q� , . . , : , �, � i� � � : i � � � i : , u i . . ; I : � i � � � ' I � � � i � ; ; � � � , ,i: � � :� ! ; j ; , 1 . � ' � i i i � I ' i i � ` ' i ! � i � i I ! ,� I � ` , � � , ! ' ': � � I ; ;I' � . , : � ; � ; ; 90 I� ; ; ; I' I �� i ` � � ! I � � �: il ! I 1 � ( : �'Ij � i I � � � I � � I � 1 � � � i : � 1 ( i I 8o i � �� if , ': . f : . ' . . � :i' ' � . � ;� � 4+ �� i i i I { _ : i :i: : � ; ; � ' ,� , r� i , , ; I . ! I ��: ; : . �i i z, :� i i : ; ( j . i , i � :�• � j 'I 7� (� i� ' :� , � i f i � ti� . i • . _ !� • . i� t �� ' � I � � � i � . • � . . � � , i� � . . � i . W �'t i� �t _ ! . : 1 � : . ! ; 'i. . ,I � 60 � ' ; ' � � � { � ; � t :�: ' � � } _ . . , ' ' ! , . 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CD�GR. !lOISiURE �M L� DEPTH OF CRSih�, f f BELC� �i�l�RVA�I Ati; ; E �---------� CQ4?EtiT, RELpIIV� DENSITY OR �B 0� DRILLI!1S RATE, �R:LL?N� ; �SJ�.=r�r � �kUl'SER � C ! b'-6"-b'� C�NSIS7EN�Y, SGIL STRUCTIJkE �0 u� FLlJID LOSS, TEs? a�;� ; � (FT) ; (FT) ; ;(FT!� !N) � MINERAL06Y, USCS 6ROUP SYMFL�� L � INSTRUMENTATILk � � � � . � , � � , � � � � � � � � i�-i i i i i i � ar� & QfdYQ� X p52l1G i i "i i i � i i iC1rCUadL10R � Lhickened� --� � . e � � � • � � r �� c � � � : � e � ��Qd� 5�111 iG51R� i � �--� � � � � � t �circulation. � , , �. � � � � �� __� � � , � � � � � � � � � � � � -- � � � � , � � � � � , � � � � � � � � __� � � � � � � � � , � � � � � � -- � , 5.0 � � � , � � � � � � � � � � � � � __z � - , � � � � � � --� ; � ; S: � .2 � 45-48-�?: PQ�3FiLY 6R�DED 6RAVEL. qray to hroNn/gray, � < i � � � � � � � � �.• . � � _ � � --� � , � (80, � Me., very derse, 11� to 3%4 angular ro�k � � -. � __ F.5 ' � ; � (lixeiy 6roke^ hy drilling) (fiP). � i __� � � � � � � � � � � � � � � � � . , , � � � � � � _ � --� � � � � � � -. � � � , � , � � � � � � � , � � � � � � � � � � � , --� � � � � � � -- � . �,r � � , , , . � ; , , , < < < , , , _� , , , ic - , , , -- i i i S� � .4 i iJ-,i� i Sd�� d5 d�0Y2� 2X��F} pf2.E� U� tC i is� stopped 6� ShO��. • ' ` � � � i• .'1!�� 5aapie eantains SDop beztarite i i�a00!! 9C10q dOMI! 2L ,'-� � 11.4 f � ; ; �ul !6P?, i �ang:e 6efwee.^. fCCkS� � ^i i i i i i iMOUld bend 1} CDiit!�iUeL�. '-. '� ! � ; � � � �HaQ to ahandan hcle, tee � � --� � ; f � � �cracked, Mill try at ne� -- � � � ; ! � f ;location. Orill red Cent. � � � � � � � ; --� � � � � � � -- � , � � � � � � � � � � � � � � � � � 1S _� � � � � � � � - � � � � � � � -- � � � � � , � , � � � � � � � � , � � , � � � � , --� � , � � � � -- � � � � � � � � � � � � � � � � � . � � � � , � � --� � � � � � � -- . � � � � � � � � � � � � � � � � � � � � � � � � � —, � � � < < � --, � � � � , � � � � � � � � � � _ � � � � , � � � - � � � , � -- � t � , ; � � , � � � � � � , � � `� � � � � , � � -- � --� � � t � � � � � � � � � � � � � � � , , � _� � ; � � � � � - � � � � � -- , � � � � � � � � � , � � � � � � � � , � � , � --� � � � � � � --. � � � � � � � , � � � � � � � � . . _� � � � � � _ � - � � � � � � � - , � � � � � . � � , � � � � � � � � 1 �t 1 1 � 1 1 f � 1 � 1 t / 1 1 1 1 . 1 1 i 1 ! 1 1 t 1 t 1 1 1 { I 1 �1� NI 1 1 1 1 1 { � 1 �� ! 1 1 1 1 [ t � 1 I 1 1 { / 1 I 1 ! 1 1 1 � � �t 1 / 1 1 � ! � � t 1 t 1 1 1 � �. 1 f 1 I 1 1 1 1 l 1 1 f 1 1 I 1 w I 1 f 1 1 7 1 � 1 1 1 ! 1 1 I 1 1 1 1 1 1 1 1 ! 1 � 1 f 1 1 1 1 � � �� ! 1 I 1 1 ! t f 1 ! f 1 � 2 1 I I t 1 1 1 t � � � 1 ��/ 1 f 1 t 1 1. I � ' t t 1 4 1 t 1 ^ 1 1 1 1 1 � f J�J �� 1 1 1 i 1 �—. 1 f 1 � / 1 � 1 1 t 1 t f � I I 1 I ( ��• 1 ! 3 1 �_ / ' � i ' � 1 1 1 � f 1 ----------------------------------------------------------------------------------------------------- __»_____ r^1�C� L�'Y`_^ C�E.4'� Aj� � nr�:r'�: �!�y C, J�:� � — --------- ...,1:. _. :,:. _. _.. . � E�.,,.� �;_..cE . E-__ S .. _ .-. . . . . --------- � � --------- � �ft�': Fi�i ' --'----'- ' SOIL BORIN6 L06 --------- � -----------------------------------------------------------------------------------------=------------------------------� PR�•J=�': CE;'kG'� 'r.�;i �L'�!�''�"i" LC��Ti�!e: SEcA:E ?:I i :�r� ,1 u. [�. ♦�_^ �.T�; � •�� T;,n, �� T�.� , :A, �,., 6r•.a�_:tiE Ok:n�C:,,n, DCti K.E:.kE� L�h:_��t= � :T � (.�n �� (1ti'.Y T. •. 7� _ Y R �T y � �!'.a��.:1C ME F. �ly� C's�:a F�1. �:�� .r I:V4 F:i..`ih. . � t { ec �tiT. "r�1 .r�". �^^.:�`�` t 7_^ _ y � . � �a�ER LE;E: A�:;, D�,_: yG' f.��:,�.�_ 5�-�� a-88 Fiy Si�i: �4-5� L06�cfi: B. :.�i�EF. 1----------------------------------- ------------------------------------------------------------------------------------� , �a,,, _ . �,�, � c�•� pc r F , � My`.�-� - � „ .�:_- � ��. � �i� �S..iI. �I�JM ,S � �C.. ��:: ; '--------------------' PEt: �------------------------------------------;Y �----------------------------- � J"r.�!il � ; TYPE � k � ?fS' f S�il 1VA;!"c CO�Q�:. Mt�I�TURE ty �� DELT�i �F CA�.��, .� � BEL�� IkTER'J�� P.YL � E �---------� COHTEhT, �E�A?IVc DENSITY OR ;B 0� DRIL:I1�6 RAi: DRi�::y= � ISL'RFAG� � �I�J"SER ; i � b'-6°-b'� CDNSI5iE!1CY, SOIL STkUC?iJRc, �� 6� FLU?D LO_�, T�:T A'i� '. ' � (FT'r � (FTi � t(FT;; !4; ; MINERAL75Y, USGS 6ROilP SYMB�L �L � INSTkU�Ey'.ATi�f� ` � � � � � � � � � � � � � � , � r i V • i i i % i i i E8 ull �<�liiQ GG C' i i �i i e % i i i�-� f0� {�85C!1pf'7�5 :' --i � t � � . � � � �sa�ale= abevp 15�ie=:. ' i �-: i i i i ` i i�`ti IGCd}:�� f0! :'a- �-� � � � ' � � � � �borirg E-i. : i �i e i i i i �-Drave casi�a tD 1� '-: � ; ' ; ; ; ; �feet. Hit clay a; � i �-i i i i i � �a 7roxieate':y 9 �E?f. --; � � � e � t � r_ 1 a 1 Y� � , � � � � _ � � i.I tr � �a..e� t �,,.c-_ � i S "i i i i i S �Saaple! �C 52E If lt MI:? "i � ; � ; ! ; f �fit thrcug� ta=_:nc. � � --1 � � 9 1 � f-Br:Iled tc 15 feet the� --; + i � i � � i i5d3a12�:, i t _� � � � � � � � i � � � � � �—i 1 1 1 � 1 1 1 1 1 1 1 1 1 1 �1 / 1 1 1 1 1 1 1 � 1 1 1 1 1 1 1 �� 1 1 I 1 1 1 � ( 1 1 1 f t 1 ' t . 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LE�+k �� Fy� C�F., br:rr�, �tF:, st:ff (CL � � - � ' �^ --� � � •� : ' ' ' Z �`` � " -- � ;�1; to ;:�,. � �S taRe� N :r, r� � �" t: '' Iav?� in ce�ier of sa;,:le: ; �sa�pl�r, � � =�� e � i � y� Y .� a ' ' }al. ^(Su � � -- ��f : ;:F:�ti� ��{� � b� -llii Me:. appr:f:�d__.j L:l. � � • A' ' �' r ,.r ll'; � � ' r � � �P'�9.�"i Li: ��iJ ,rainP��a:.. tti.�l. t � _ � � � � ; , � _ --� � � � � ' � � � , � � � � � � � � � , � � � � � � � - --� � , � � � - i � i i a i � i�li gr.�:= i•`_ ... �8=�� _i � � r i i � _ � ' � � � � i � i � C r� � � � � � � � i Z_.: � � � • � ^; �- � � __ � � 1� � � i � � SL �L'.? ; 4:-�?- PC�PiiY 6Rfi.��" 6Rr"..E'_'l SaNG� b�„�^� ! � i ��i � � � ��e � :°t � +nca �E N°3+h?'t�� f:l' : --. b:; �c :, ve.f �e..__, say ., � ' a��ax�Oda:lY :Uy t: 2�� I�:':5 �!$�v::� : � i "i 1�.Z i � � � TD:�: 'ae[�:a �!�.'�� )�tD:: lif�ot r�t'; � ! �- � � � ; � ..� �,;,: �e; � � � � � � �_2 . . , � ! f � 1 i 1 • -- 1 ��. { ! / t ' f 1 1 � 1 S I �� t f 1 1 ! 1 f f I • ! . 1 !\ i I 1 1 . 1 � 1 :�.- �� , 1 � 1 S I � . 1 • f � 1 1 �� 1 [ 1 1 � 1 . 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' , -- .. ; ; -- � • � IL�1 ._ • t __ . � • _ -- i i < t � ' i t . t � • � _' " � . � t � � t t � ' �' . � ' � . t . i � � � - __ e e c - 1 C ' � � � � � f 1 � � � `�� -- ' • ' ' -- _ � . . , . � � . , � , � ; � � - -- � . , -. ; • � � � t � � ; � � _ --� � ; , , ; _ , , . , _ � - , � = ; " . , � . � � , � -- � � ' --• . ; ; . . � .,;.,� -- . : � -- _.. z --, : ' . � __ , . _ � . � ' -- -- � • � � - . , . • � � _ -- > � � � • � _ _ ; . . � -- I _.. - . : : � i ; ' . . � � . � • , �� ,� - ° � Golder Associates QCONSUlT1NG CaE07ECHNICAL ANO MINING ENGINEEAS REPORT TO CENTRON PRELIMINARY HYDROGEOIOGIC-GEOTECNNICAL STUDY MCMAHON PROPERTY RENTON, WASHINGTON ; Distribution: , 1 copy - Centron Bellevue, Washingtan 1 copy - Dodds Engineers, Inc. Bellevue, Washington 4 capies - Goider Associates, Inc. Redmond (Seattle), Washington I� � ' January I988 873-1161 GOlOEA wSSOC1ATES,INC.•a1W-laBTH AVENUE N.E.,NEDhtONO�SEATTLq.W�SHINGTON 9905�U.SA.•TELEPMONE lZpg�883-0777•TELEX 51060029u OFFICES IN GNAOA•UNITED STATES•UNITeD KINGOOM •AUSTAAUA �. t � L� Golder Assoc�ates • � CONSULTING GEOTEC1iNICAL ANO MINiNG ENGINEEAS January 11, 1988 Our ref: 873-116I Centron 3025 112th Ave. N.E., Suite 100 Bellevue, Washington 98009 ATTENTION: Colin Quinn RE: PRELIMINARY HYDROGEOLOGIC-GEOTECHNICAI STUDY MCMAHON PROPER7Y 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 af 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 cons.tructed from the site, down the bluff to the Maple Vailey Highway. GOLDEA ASSOCI.4TE5,iNC.-�1p�-1�8TH AVENUE N.E.REOMONO(SEATRD.WASMINGTON 99052,U.S.A_•TELEPHONE(208189J-0TT7•iELEX St080029aa OFflCES�N CANAOA•UNITED ST�TES•UNiTED KIVGOOM•AUSTAAUA � Januarv 11 , I988 2 873-1161 2. SITE DESCRIPTION The site is an l-shaped 120-acre parcel located within the E I/2, NW 1/4 and portions of the N 1/2, SW 1/4 of Section I6, 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. Z) 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 shap. 4) On the north, a vacant lot which is currently being us�d as a dump for demolition debris. In general , the site consists of a central , north-south trending relatively level pit floor, where the gravei 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 portTon 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 ZS degrees to near vertical ) towards the Cedar River, and the Maple Va11ey Highway. 7he bluff has an elevation drop of about 110 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 harse 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 sioughing. The slope stability map of King County, by Miller (1973) , maps the slopes along Maple Yalley 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. Galder Assnr�ataa � , Januarv 11. I988 3 873-116I The floor of the gravel pit is generally void of vegetation and contains numerous shallow ponds (7ess 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 sauth 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 Borin4s The approximate locations of the barings 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. ' The borings consisted of advancing a four-inch inside diameter hollow- stem auger with a truck-mounted, Mobile 6-61 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 geatechnical engineer from aur firm. Records of all the boreholes were kept in the fie]d 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 we11 as the depths where the soi7 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 transftions 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 ar locations. Edited borehole logs are presented in the Appendix to this report. . Golder Assoclates ,; , Januarv 11. 1988 4 873-I161 3.2 Soil SamplinQ 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 af 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 autside 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 I inches af 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, j provides a measure of the relative density af granular soils and the ', relative co�sistency of cohesive sails; these values are presented on '� the borehole records. Soil samples obtained from the split-barrel i 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. Al1 environmental screening samples were retained in specially prepared glass jars with Teflon lids supplied by the analytica] 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 pracedures 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 MonitorinQ Wells and Puma Test Groundwater manitoring 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 we11 screen and a bentonite slurry was used as a seal . A locking steel monument was installed over each groundwater monitoring well . Diagrams of the we11 constructians are presented on the borehole records in the Appendix to this report. - Golder Associates � T Januarv 11 , 1988 5 873-1161 The groundwater monitoring wells were developed on November 11 and 12, 1987, using a PVC bailer (one valve) for We71s 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 7hor 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-Z using the Thor Data Logger to monitar 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 Laboratorv Testina 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 distributians were determined in accordance with ASTM D 422 63 and the results are presented in the Appendix to this report. 4.2 Environmental Contaminant ScreeninQ - 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 labaratory chemical analysis will be presented in a separate repart. 5. SUBSURFACE CONDITIONS 5.1 Soils In general , the soils encountered during aur field reconnaissance and in our barings 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 Assoc�ates � �, . Januarv 11, I988 6 873-1I6I • Lodgment Till Very dense, grey, silty, fine SAND, trace clay • Advance Outwash Yery dense, brown, fine� to medium SANO, trace silt Very dense, grey-brown, fine GRAVEL, little to same medium to coarse sand Very dense, grey, silty, fine SAND, trace clay, trace gravel • Glaciolacustrine Deposits Yery dense, grey Clayey SILT, little fine sand • PreVasf�on 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 glaciai 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 amaunts of silt. Beneath the Vashon sediments are undifferentiated preYashon 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 af 250 feet in the east slope of the existing � northern pit and appear to thicken to the north and narthwest. 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 I, 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 Assoc�ates •� � Januarv 11, 1988 7 873-1I6I 8oring BH-1 was drilled to an approximate elevation of I95 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 advanc� 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 louse 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. Duri�g 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 operatlons have been discantinued at the site as the ' excavation encountered the groundwater. I� Golder Assoctates ., . Januarv 11, 1988 8 873-1161 , It appears the regional groundwater flow is to the west southwest with a i� local break to the south towards the Cedar River. The overall fl ow gradient is relatively flat with a value approximating .O1 to the west southwest. The pump testZcon�ucted at BH-4 and BH-6 indicates a transmissivity of 2 x 10" cm /sec can be assigned to the aquifer in that area. I 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 mare gravelly near BH-2. 7he 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 wi11 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 discharginq to the creek are unknown at this phase. The final design-of the recharge system will require additional exploration and combined civil and hydrologica7 engineering effart. 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 loase 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 detai7 in the following paragraphs. 6.2 Storm Water Retention/Recharqe Svstem 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. Nowever, the feasibility of the storm water recharge system will depend strongly on the following parameters noted in the subsections below. Golder Associates � - Januarv I1 , 1988 9 873-116I 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 ar 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 dispasal in King County are typical7y designed to store the runoff from a storrn with a 25-year return interval and a duration of 24 hours. A 25-year return storm intensity estimated for this site is .I3 inches per hour or 3.12 inches in 24 hours based on the "King County Storm Orainage 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 af 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 detentian 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 Assoc�ates , , Januarv 11, I988 10 873-116I the we11 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 th� 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 pand 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. 7his setback, whicfi must be i 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 roundwater levels, saturate e s ope soi s, an poten i a y esta i ze,� e steep s__o�es. , � 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 li existing pit floor grades (approximate Elevation 230) . Storm water detention ponds recharging to the groundwater are expected to create a Golder Assoc�ates , , Januarv 11. 1988 11 873-1161 loca7ized rise or mounding of the groundwater surface around the I recharge pond. Significant filling of the pit floor wi1T be required to I 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 fi11 material used to raise grade in the pit floor should be relatively clean, highly permeable sand and gravel that will promote the recharge af 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 high]y 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 possibiy 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 cou7d serve this function if the water quality, ca ae cit_y� leqal , and permittin4 reguirements 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 af the Mt. Olivet Cemetery on the property's west side. 7he 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 nan-existent, a more conservatively designed (larger) pand is advised. Goider Assac�ates , , Januarv 11, 1988 12 873-1161 6.3 Stabilitv 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 shallaw 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 vegetatian. 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�nage improvemen s 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 (Norizontal 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 wa11s, 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 af 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 maisture conditioned to within two percent of the optimum moisture content if it is to be used as structural fi11 . This type of material can typically be placed and compacted in wet weather conditions. 1. RECOMMENOATIONS FOR DESIGN APPROACN 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 starm system than vegetated open space. • Adequate runoff controls slow runoff and reduce the required pond storage capacity. Golder Associates , � Januarv 11, 1988 13 873-116I • Controlled pond discharge to the creek or the Cedar River reduces the required capacity of the starage 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 pand 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 appealinq appearance at times of low water. 8. ADOITIONAL 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. • Continued monitoring of water levels in the creek and in the wells. � A detailed subsurface exploratian of the bluff slopes and the locatians of all the proposed structures. The exploration should be in the form of a series af 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 Corparation and their consultants for the specific appiicatian to this project. The exploration has been performed in general accordance with locally accepted geatechnical engineering practice to provide Golder Assoc3ates Jartuarv I1, 1988 14 873-1161 preliminary information for the area explored. We recortunend additional geotechnical and hydrological studies be completed prior to beginning project final designs. Sincerely, GOLDER ASSOCIATES, INC. �� Craig C. LaVielle Senior Engineer � � � /l� �`� � Dougc�J. Morell Associate DJM/CCL/117/846 Attachments cc: Mr. Bruce Dodds - Dodds Engineers, Inc. (Bellevue, Washington) Goider Assoc�ates 1 , FIGURES I Golder Assoc�ates . � � . �.-._..............�. . - • � ' �� Z.-^..._� � . ._...-� ........ �� --._ _-�3pp. ... � �� { � �' "� r�� i �.. �: •:�....__.,_,,. � J __ � _ ._....., -1g0 \ „2' �, :� v"'�y�'� '_- _:�•_ 260 $ � M J ,/:i--==-, ��_�` -- �r` -�' . ; : �; ..,.�y ��_��•�� .�; . :�•'� t�` �� i� � � '��T .� �7�!;.�`�Tl i t"�Y -yE—— ``� � •_�•�-� ••� �n � i�.�....o:� {�i ..osa....0 ; . . zso��.*�, �'. t ,BH-3 n ; ..., �,..�. > i - � � «. i - ` = �i ;l .. 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" . �va - ,� .avifopy' :� .—Qls��.,1. .. � �� ,:- -- - �. � � ,.-' �. :. -_ .. � :-,..��. i _ �'' =;-��_��2ao ''"^a,.` ��^� —� . _.�--�—`� . oa � - �.°° , iso�� ° /� ,�, � ^—�`.E,;i/ •i� - �.;; '� -/ -- '–�:~�o�`�''// ---�a� I � �' � . _/ . , ._ , ___ : . ,; -�,_, ,�� ,D%� ao. .� �,1� _��' �: SITE PLAN . .. . _ . . .- . _ , _ _. __..�..---... -----_ _-�--- .%%% `..__.. � _ ;�, � ! �- LEGEND �gH-� Bo�ehole Number and �� pfoperty 8oundary � Approximate Location —_— Geologic Contact �.l= Unpaved Road Qa - Altuvium ■ Powerfine Towe� �� Is - Landslide Deposit � Poweriine Poles Qvr - Receasional Outwash Schsmatic Cross-Seciion Q�t - Glacial Tlll •••� Cr�ek �va - Advance Outwash n rond oR� - Older Giacial Drift FiGURE1 � Truck Sc:ls and Scale Houses ViCINITY MAP, p 40a 80a $CALE IN FEET OUTCROP MAP AND SITE PLAN CENTRON vAwcaw 873-1161 owc�+0 6399 are t/8l88 op•w.� Sl •voaweo RU Goider Associates i . , A' —, Qvr � i � i ��_Qvt `�� - - o � �� SI Gva � v � Qva r� SE ( � �� \t m � iE � � � � . � LE6EN0 � Qa - Alluvium Qvr - Recessional Outwash Qvt - Glacial Till �E� Qva - Advance Outwash � ` Qvl - Lacustrine Oeposits Qpv - Older 6idCial Orift —?— Interpreted Geoloqic Contact o Yater Table - -- 2 Match Line � FIGURE 2 � SCHEl41ATiC — CAOSS—SECTIONS A—A', B—B' CENTRON � Goider Associates f APPENDIX Golder Assoc�ates Flpu�e � - RECOAD OF BOREHOLE 1 paqs t ol 3 LOCA7ION: S�• fiQu�e OATUM:MSL OATE:11/3/87 - 11/5/87 AAAPLER HAAAIMER WEIGHT: 140 1B.,0AOP 30 IN_ BORING METHOO� HOLL7W STEM AUGcR SOII PAOFILE SAAiPLES Standard Ps��tratlon T�st � � � 'N' 81 ows per toot ' m � � � m � 10 20 30 40 ELEVN -+ m w ao i PIEZOMETEA OEPTH �ESCRIPTION V � } � F- INSTAI.�ATiQN � � � � W Water Contsnt, pe�cent v Z m o SteeT Monument � Wp Wn W� Casing 273 ti� 0 Compact, brown, qravelly, fine SP � " to medium SAND, trace 5ilt Cement �" `� 270.5 \ 2.5 Yery dense, brown, fine SAND, SA little to some silt, trace SM 8 � gravel 1 18 268.0 38 5 � 5.0 Dense, brown, fine to medium Sp 2 1 �' SANO, trace silt with occasion- SM 1� al iron staininq and thin 33 layers {1/4-1/8") of very 18 dense, hrown, silty, fine SANO, 3 35 trace to little ctay (SM) 41 becoming very dense at 7.0 ft. 14 �0 4 24 34 3a 5 50 5" �, � 21 15 - � 6 50 � 5" � t u 28 � � 50 �, 5" 2� Bentonite STurry 23 8 50 5" 25 littie to some qravel coarser SANO 50 9 4° 30 7 �. ' 1Q 6� . REIN/1AKS: 6roundWater encountered at a depth of 48.5 feet. � Standard Penetration Test Water 1eve1 in piezometer at a depth of 52.4 feet on 11-II-87. VERTICAL SCALE: /7� �rAss�� CENTRON � 1 IH. TO S FT. �� J08�8T3-11H1 • • RECaRO OF SOREHOLE 1 Fiq�r. Pape 2 of 3 ' IOCATiON: Sea Figu�e OA7U6A:MSL OATE: it/3/87-11/5187 PIER HAAAh1ER WEIGHT: 140 LB.,DROP 30 IN. 80HING AAETHOO� HnLLOW �� STEM AUGEA � SOII PNOFIIE SAhAPIES , Standard P�netratlon T�at , � � � � 'N' Blows per toot ' � � � 4' 10 2a 30 40 ELEVN � m w a� 2 PIEZOMETEA OESCAIPTION V � } � � INSTAL�ATlON OEPTH � ] � � d Wat�r Content, percent W V 2 m . � °rf Wp Wn W l � 37.5 3 35.5 Very dense. brown. fine to Sp I medium SAHD. trace sili, trace Bentonite S urry gravel 29 ' 11 50 6' Z32.5 ---------- 40 10.5 Yery dense. brown-9rey,fine to SP medium to coarse SAHO, trace silt, little to same gravel 50 12 6. I Z27.5 45 35.5 Very dense, brown-grey, fine to SP � medium SAND, trace silt 30 13 50 5" '-22•7 50 - i0.3 Yery dense, qrey-brown, gravelly Sp fine Lo medium to coarse SAND, trace silt 11-11-87 Q 14 4� ' S2.4 55 29 . 15 50 4' . '12.5 60 - i0.5 yery dense. grey-brown, medium S? {' Silica Sand to coarse SANO and fine gravei, �- trace siTt I1 16 50 6' � 65 4 Slotted Zone " 17 50 — - 3' _ — _ REl�1AAKS: m Standard Penetration TesL VERTICAL SCALE: �� C�{�� CENTAON 1 IN. TO S FT. � JOBI873-1181 ' • RECARD OF BOFiEHOLE 1 Ftpur. PaQ� 3 ot 3 ATION: S�s F(9ure OATUi�t: MSL DATE:]1/3/87-11/5/97 PIER HAMl�AER WEIGHT: 1�0 LB..OAOP JO IN. BORING A/ETHOO� HOLL,QIM STEM AUGEA SOI� PR�FIIE SAOAP�ES Standard Penetratlon Test � 'N' 81ows per (oot � � J � � � = 10 20 30 40 p�EZOMETEfi ELEVN OESCRIPTION V � } ; � Wate� Content, ps�cent INSTALLATION �EPTH cv � �. O W U 2 m ' p °' W p Wn W L � 202.0 71.0 Very dense, grey-brov+n, fine �p Slotted Zo�e - GRaVEL. little to some coarse to medium sand, trace silt 17 18 50 5� Silica Sand 7 5 ��,-'�: -'.: — 12 Cuttings 194.0 . 19 17 79.0 '� , eottom of hole at 79.0' 6" 80 85 - 90 95 10� R£w1ARKS: m Standard Penetration TesL L11 VERTiCAL aCA�E: CENTRON 1 IN. TO S FT. 0 �`�� JOB♦ 8T3-11g1 • � RECORO OF BOREH�LE 2 F(q u�e Psqs / ot 1 LOCATION: S�� Fiqurs �ATUM• 11ASL OATE: 10/29/87 PLER HAAA1AEFt WEIGi1T: 1�0 IB.,QROP 30 IN. 80fi1NG METHOO� HOLLOW S7EM AUCC�q SOII PROFILE SA�IPLES Siand�rd P��etratlan Tsa[ � � � 'N' 81 ows pet foot t � m '� 10 20 30 40 :IEVN W PIEZOMETER OESCRIPTION V � } � �- INSTAIL/uT10N DEPTH � > � � � Water Conts�t, percant J � U z m � n Steel Monument � WP wn wl Casing �29.5 0 �'�f ) Compact, brown. medium to coarse Sp Cement SAND and 9ravel. trace silt Bentonite Siurr --- 35 •� dense 1 23 �. 18 11-I1-87 3.4 c�mpaci 14 5 2 12 �'.. 12 � a 24 � 3 15 ��. � 20.0 13 L 5 �ense,�rown�ine�o medium — � SP 13 10 � I�4 SBd�CL3C,�511�---- 4 IS '> c� ).5 Oense, brown, gravelly, coarse SP 32 SAND with interlayers of dense, G? � _ brown, fine to medium SAND, 10 '� ••• -�•� - :race silt�and dense. bro+vn, 5 13 . �'�Silica Sand—�; ' sandy GRIIVEL :;, 21 12 t5 - ' 6 16 � 39 17 7 I3 - 18 2 O Slotted Zone 18 )6.0 _ _ g 20 ' —————— ——— — 0 . � 5 .5 Ver dense bror.n fin e to P , . S y - medium SAND, trace silt 3' � 25 12 Cavinq - 0.5 9 50 .:i. 1 •� Bottom of hole at 29,0' S' 30 � REAAARKS: 6roundwater encountered at a CaDth of 4.5 feet. � $tandard Penetration Test Water level in piezor.+eter at a depth af 3.4 feet on 11-I1-87. VERTICAL SCA�E: CENTRON I 1 IN. TO S fT. � �f�� JOBI8T3-178t ' � RECaRO OF 90HEHOLE 3 Fiflurs Pape 1 ot g LOCATION: S�� Flqu�e OATUI�A:AASL OATE: 10/29l8T-11/3/87 IPIER HAMMER WEiGHT: 1t0 18.,DAOP 30 IN. 80RING 1�fETti00= H�LL�W STEM AUGER ~ SOII PROFlIE SAAIPLES I Standud Psn�ttatton T�st ' � � � 'N" 81ows per foot i `� � � � 10 20 30 �0 ' E��yN � m u� � = PIEZOtr1ETER DEPTH OESCRI PTtON v � } � d Water Content, percant �NSTAl�AT10N � � � w c� z m o Steel Monument �i a� , > Wp wn wl Castnq , 300.0 � ti� , 0 Dense, brorm, gravelly, fine to SP Cement �1" �, ' medium SANO, trace si]L to a dense _ ; li broan, medium to coarse SAND, trace gravel 45 I 1 32 I9 i 10 5 2 17 � 21 10 3 17 1 21 14 10 4 16 � 17 7 5 17 1 21 � a 12 15 . 6 18 � � 15 � L u 10 � 7 16 � �, 18 20 15 8 22 28 ----- 25 � very dense Benetonite Slurry 18 9 32 40 69.5 30 30.5 pense, brown, fine to raedium SP SANO. trace silt 15 ' 10 16 � 19 HElMARKS: 6oundwater encouniered at depths of 51, 56, and 76 feet_ m Standard Penetration 7est Water level in piezometer at a depth of 73.3 feet on I1-11-87. VERTICAI SCALE: CEiVTAON 1 IN. TO S FT. � �{�� J08l873-1181 r� i � � RECflF�D OF 90REHOLE 3 paper2 0( 3 I'� 11TION: See Flgure OATUAI:MSL O/1TE:10/29/87-it/3/87 Ii p�ER HA�t1AER WEIGHT: 1a0 LB.,DAOP 30 lN. 80RING �IETHOO� HOILOW ' STEM AUGER SOIL PROFIIE SA1�APlES Sta�dard P�n�tratlon T�at ' � � � 'N' Bt ows pet (oot t � �o � 10 20 30 40 ELEVN -� � �+' m = PIEZOMETER OESCAI PTION V � } 3 a Wat�r Content, percent 1NSTALLATION OEPTH � � F. O - w U Z m p y Wp Wn W L � 3 very dense 22 11 2q ?60.5 32 39.5 Alternating tayers of compact, ML 40 brown. silty, clayey, fine SAND SM and campacL. blue-grey, clayey SIL7 4 - 12 5 Bentonite Siurry - 5 'S4.5 45 '•5.5 I Alternating layers of very dense SP brown. silty fine SAND, trace SM clay and very dense, brown, fine to medium SAND, trace silt ZZ - 13 50 6" Sa 24 14 50 6" 55 50 15 5� 60 '37.5 2.5 Very dense, grey, si1Ly, fine �M 16 SU SAND.trace to litLle ciay Nith 4. occasional gravel (Till) 65 - 50 17 3. Silica Sand RE1�IARKS: m Standard Penetratian Test VEiiTlCAI BCAIE: �G �f�� CEiVTAON 1 IN. TO 5 P7. � JQ9I 873-1161 . -RECORD OF 90AEHOLE 3 F�9u�� III Paq+ 3 of 3 � 7CAT10N: Sse Figu�s OATUhI: MSL DATE: 10/29/8T-11/3/8T ►�IPLER HA�1�1ER WEIGHT: taa 18.,0AOP 30 I N. BORING AIETHOO: HOLLOW STEM AUGER SOIL PR�FILE SAAiPLES Standard Psnotratlo� T�at � � � 'N' Blows per foot � � �o � 10 20 30 40 � �++ W � = PIEZOME7ER ELEVN pESCRfPTION v � � � d Wat�� Cont�nt, percent �NSTALLAT!ON OEPTH m � F. O W � V Z m. Q � WP W� W L � I ' �.. �I 50 ''' I 18 4„ 11-12-87 � '''� 73.3 � - 75 24.0 76.0 Very dense, brown. silty. fine to medium SANO (SP) and very dense, bror+n-grey sandy SILT, 50 " trace c]ay (ML} i9 6" 220_0 . 80.0 Very dense, rey, fine to 80 ' - medium SANO �SP) Silica Sand � 32 ' E Very dense, brown, silty, fine 20 50 SAND, trace clay (SM) 5• - 85 - .\. _ 30 - 21 40 •'' � 41 . 90 - 204_0 - 91.0 Very dense, grey, silty fine � Slotted Zone _ SANO (SM) 30 = _ 22 42 50 - 5� 95 204.5 95.5 Yery dense, grey, clayey SILT, ' trace fine sand (ML) with - occasional laminae of grey fine 30 SANO (SP) 23 23 -- 201.0 47 - - 99.0 Battom of hole at 99.0' 100 ..�. REI�IAAKS: � Standard Penetration Test VERTICAL 8CALE: CENTRON 1 IN. 70 S FT. �� f�� JOBI a73-11B1 • � RECDRD OF BOAEHOLE 4 Fiqurs Pape 1 0l 1 ' DCATION: S�e P�9ure DATU1.1' MSL DATE: 10/28/87 AMPLER HAMMER WEIGHT: 1�0 LB..DROP 30 iN_ BORING METHOO� HOLLOW STEM AUGcR $O!L PROFIIE SAMP�ES Standard P�netratlon T�st � � � 'N' 81 ows per toot t a[ ao 'i 10 20 30 40 p�EZOMETER � W W of� 2 OEPTk OESCHIPTION V � } i � I!dS7ALLAT. ION � = F � W Watef Content, parcent J v Z m � Steel Monument � Wp Wn W� Casing 231.0 � �.r-'�- 3C 0 �oose. brown, fine to medium SAN Sp Cement �� j— trace silt and trace gravel �; ; 1.0 -------- -- Canpact, brovm, fine SAND, SP 4 trace silt 1 5 � lQ Bentonite Slurr I 3 5 I1-11-87 �' 2 3 5.0 7 dense U 9 a 3 13 17 `° � 9 �Q = 4 15 � _ 19 �, very dense 15 5 20 - 32 dense 5 15 - - 6 13 /�'��• _- 21 Yery dense, tan, clayey SIL7 Ml 13 � 2I2.5 � 7 15 � .�.:�r:'=- 18.5 Oense, brawn, fine to medium SP 50 .`�� `� � >... SAND, trace silt 5tl 2� 5lotted Zone _� ' :�': �:�.>.�: :'::�::;- 15 - 8 50 �:::. 5" 205.5 2 5 Silica Sand � - 25.5 Blue-grey, silty.CLAY, Tittle CH fine sand 03.5 27.5 Bottom of hole at 27.5' 30 I REMARKS: 6roundwater encountered at a depth of 6.0 feet. � Standard Penetration Test Yater level in piezometer at a depth of 5.0 feet on 11-11-87. VERTICAL BCALE: CENTRON 1 IH. TO S FT. �� JOBI873-ttet . FiE(�RD OF BOHEHOLE 5 Fipu�s , ' Pap� 1 of 3 , IOCATtON: S�• Flqurs OATUIiA:MSL OATE:11/5/8T-11l6/87 I AMPLER HAhA6AER WEIGNT: 140 18..OflOP 30 !N. BORING AAETH00= HOLLOW STEM AUGER SOIL PHOFILE SAtiAPLES Siandard P�n�tratlon T�st ar� F- � 'N' 81 ows per foot a0 � m � 10 20 30 40 � � � PfEZOMETER J 1iJ ELEVN DESCfi1PTiON V � } 3 E- INSTAlL.�1TION ' d Wate� Content, percant OEPTH � > F„ O W U 2 m p 07 wp wn w� � 231.0 � 0 Compact, brown, fine SAND, SP trace silt 5 dense 10 very dense 15 - 20 20 1 25 36 205.5 25 25.5 Alternatinq layers of very dense Sp grey, silty fioe SAND, trace $H clay. trace qravel, very dense, Z1 blue-grey, silty fine SAND, 2 34 iittle clay and very dense, 46 brorm. fine SAND, trace sitt 30 32 3 50 . 6" AEMAAKS: � Standarn Penetration Test VEATtCAL SCALE: CENTRON 1 tN. TO S FT. � �r�� J08s8T3-liei Fl�urs R�CORD OF BOREHOLE 5 PaQe 2 a� 3 LOCATION: S�e F19ure OATUGA:MSL DATE:11/5/87-11/6/87 �MPLEA HAAAMEH WEIGHT: 1<0 LB..DfiOP �0 IN. BORING �/ETHOO� HOLLGW STEM AUGcR SOIL PROFILE SA�tPLES Standard P�n�tration T�at � � � 'N' Blows p�r toot t x m °' 10 20 30 40 ELEVN � m � m i PtEZOMETER OEPTH DESCFiIPTION v � } 3 �- INSTALLATION � > � � a Water Content. percent U Z m p �' wp w� w� � 195.5 3 35.5 Yery dense, dark grey-brown, Sp fine to medium SANO, trace silt Mith occasional laminae of iron stained fine SAND 4 50 3' 40 5 50 6' 45 30 6 50 4' 54 178.5 - -- --- - - -- 5z.5 Alternating layers of very dense SP 50 grey, silty,fine SAND, trace to SM � 2' little clay, very dense, brown, silty. fine SAND, and very 5 5 dense, brown, fine SaNO, trace silt 20 8 25 40 60 2I 9 31 41 65 10 10 25 � 45 RE�iARKS: � Standard Penetratfon Test VEATICAL 8CALE: CENTAON 1 IN. TO S FT. �0 �r�� J081 97 3-1161 RECDRD OF HOREHOtE 5 �,auf� paq• 3 of 3 LOCATlON: S�• Fiflurs OA7Ubt: MSl OATE:11/S/87—it/6/87 AAAPLEA HAAA1rAEA WEiGHT: tt0 LB.,DFiOP 30 IN. 80RING 1�AETH00= HOLLOW STEM AUGcR SOIL PROFiLE SAI�APLES S2andatd P��etraiion 7�st � F � 'N' Biowa per foot t Q m � 70 20 30 40 � W w � = PIEZO�AETEA E�EVN OESCA�PTION v � } 3 a Wat�� Conte�t, peresnt �NSTALLATION OEPTH � � � O U 2 m p `n W p Wn W L � 25 11 50 4� 155.5 75 75.5 Yery Qense, grey, fine SANO ` $M and SILT, trace clay 17 � 12 50 6" 60 20 13 50 5" 85 - 30 14 50 5" 140.5 9� 90•y Very dense, qrey SILT, lfttle SM sand, little clay (ML) 30 137.5 15 50 43.5 Bottom of hale at 93.5' 6�� 95 100 ��i REINARKS: � Standard Penetration Test VEATICAL SCALE: �� C�f�� CENTRON 1 IN. TO S FT. � J08! 873—t161 Fl9ure . RECARD OF BOREHOLE 6 p=Qe t ot 7 LOCATION: S�• Fiyurs pATUM• MSL OATE: 11/6/87 AMPLEA HAIMAAER WEIGHT: 1<0 LB..DAOP 30 IN. BORING METHOO� H7LLOW STEM AUGER SOII PfiOFIIE SAMPLES StandarG P�n�tratlo� T�st � � � 'N' BI ow� per faot °0 � io LL- 10 20 30 t0 ELEVN -� m w m = PIE20METEA DEPTH OESCAIPTIaN V � } 3 a Water Content, percent �NSTA�LATION � � F- � W v Z m n Steel Monument � Wp Wn WL rasin 231.0 �,� SP � 1;,��` "� 0 Compact, brown. fine SANO, ement , aC:; trace silt � Bentcnite Slurry '° I � _ �� L '��, � u :- Silica Sand T[�'� $ I1-;1-87 -� :.=':' �'F.`�.,: 5.0 � - dense 10 _ ;:�'��.. Slotied Zone very dense - 15 - - . �."`::� :� 20 " , ��) '�;:. 2a6.0 25 ' 25.0 Bottom of hale at 25.0' 30 fiE�AAA K S: Water level in piezometer at a depth of 5.0 feet on 11-11-87. m Standard Penetration Test VEATICAL SCALE: � �rA�s�� CENTRON 1 IH. TO S FT. � J08�873-116t • • t � � � , � � i i � � � �II 11��1��. 1��11�� i�l� 11��11111��11111 , �II II��.��II�N��111�1�► �I 11��11111��11111 , �'� ",■,. ,I'�1 , .��'w",�,� � 11,.■-"�,,,..-"", " ., �� ,1,.■-""1,.-_"", ' ,,.�� 1,�,�.■- � i � ' , �'1�. " "■■.-"'1„■.-"�„ �11811 ■1� 1��11�� II�II��Ia 111►N��1111�■ II 1��■ �IIIIi�r�� 1111 ' '� I Illfl■ II 11��11111��1111 �II�11��1� 111►.��1111�■ 1 � ■ il 1�■ �IIIII ■ 1� �111 ► � • . , �II 11 ■ � .a � .C�� ■�. � � . .. �� II ; ■ q ��=I 11�� 1�11�■ � 1 � � �� C '� ��. ��...��...� __�� C��■ . �� .■■��■■.� �� , ..��.�a� �� ..� ��d� ��... ��..... �� .. � u�� . ' � ■d. _ ��. ■ ��■■■..�� . .. �f��C�■� � � � � ��■�. ��■■■.. �� .�C .a . : � ��..a ��u.... �� a.,.�� ■....��■.... �� . , , �.� � ��..a = � ��i� � ��II■ � �� a�u�� I�� 111�l► a�� 1��11111�■��IIIII ; , �II�1�� 111�� I Ill�i � - �1 11��11111��1111 , � il 11��1� � ��, 11111�■��Ii�l� , � 1 11��1�I� IIIIb■ I 111� N��__. 1�� „ , , � , � � „ . . . . �� • , . . : . . . � � - . ��i�'!0 � . . . . . • , , i ,, , s � : � � � i � � s i , s � • � � . � � � : � � � � . . Pump on �o 0.1 � 0 -0.1 -0,3 -0.5 � � . a� a� � -0,7 N O c o -0.9 , v 3 `� -1.1 p . ` O -1.3 � -1,5 Pump off �1.7 � I . ❑ � } � ❑ [7p �� -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: BH-2 Drawdown (10 gpm) / Recovery CENTRON r�o,ec��o �73-1161-000 oY+c No 8205 o.�e 1/11/Ba o��W�, PT APYROVED RU Golder Assoelates . 0 _o � r— Pump on (7.6 gpm) -0,2 0 —0.3 Q w. L� � -0.4 � �- v � � -0.5 Q 0 'o � -0.6 O � � O ❑ ❑❑ -0.7 �� , O O❑C�LL] -0.8 �� -0.9 Note: 8H-4 is 10 feet south of BH-6 Pump off _1 -0.8 -0,4 0 0.4 0.8 1.2 1.6 2 2.4 Log t (minutes) FIGURE PUMP TEST: OBSERVATION WELL� BH-4 Drawdown / Recovery CENTRON YNO�ECINQ 813-1161-000 o,nc Ho 8206 D�IE 1/11/08 pH�WN PT APYNOvEO RU Golder Assoclates � � Pump on —0.5 I —1 Q O � � � � —1.5 a� .«- � c _2 o ❑ � I v �+ O � —2.5 ` � O 0 -3 Q AI7p C7 —3.5 � Pump off -a —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, BH-6 Drawdown (7.6 gpm) / Recovery ' CENTRON rAacciHo 873-1161-000 oN.a Ho 8207 wit 1/l 1/88 OH�WN PT �NPA�EO ItU Golder Assoclates / .e LEVEL. I DRA[NAGE STUI3Y AND �RELIMt�ARY STQRM DRAlNAGE CAL�ULAT1Qt1iS �0R �EDAR CREST MANUFACTURED/MQDULAF� HOME C��1IMUNITY , OUR JOB N0. 5149 OCTOBER 12, 1994 �P, G�� REVISED NOVEMBER 4, 1994 (TMN) ��of Wasyi �� 0 ' �> � �s�s tv� . . �T� 9��,�,�o �� s`''�-%�v.�:�..�� `�-,� //-23-71`< Prepared By: ��,�Es br��9s BARGHAUSEN CONSULTING ENGINEERS, INC. 1 821 5 72ND AVENUE SOUTH KENT, WASHINGTON 9H032 (206) 251 -6222 �GHA(�S ` mP �" `�2 o T ? CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES Z , �r�r ,�,Il� y, ��'s ENG�� TABLE OF CONTENTS 1. TECHNICAL INFORMATION REPORT WORKSHEET AND PROJECT NARRATNE 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 Buliding and Land Development �Ivision TECHNICAL INFORMATION REPORT (TiR) WORKSHEET - . . �. , - . . . � . � � � . Project Owner �. "S�a'�e � �h C_ _ _ Project Name CGo�sr C�'�� i Address P�• �yc c4t30�SO T��w,ya„ Location 23 575 -Zp� TownshiP - i Phone 5- Project Engineer ��Gi'�6 R�: Range � Section /6 � �`7 ; Company 1.�•�Li�ur�. , �4,y%�'s Project Size /33 R�• AC 1 Address Phone /8Z/S 72� �rr• .T �lw� Upstream Drainage Basin Size Q�� AC � /-G �Zz. � • • • ( �, Subdivision � DOF/G HPA � Shoreline Management � i � Short Subdivision 0 COE 404 � Rodcery � � Grading � DOE Dam Safety � Structural Vaults i . Comme rcial � � � FEMA Floodplain � Other � Q Other � COE Wetlands � HPA ! • � � - Community Drainage Basin C'�r �r ✓a- , I I � River 0 Floodplain , 0 Stream � Wetlands ` . — i 0 C�iGcal Stream Reach Q Seeps/Springs i � Depressions/Swales Q High Groundwater Table i 0 Lake Q Groundwater Recharge � I � Steep Slopes — _ � C�ther ! � 0 Lakeside/Erosion Hazard . 1 . � • Soil T�y�$� Slopes Erosion Potential ' Erosivo Veloc,ities L��/G✓dlT ��`��fG /e CrJ lC1 w � u Additional Sheets Attatched � r�`' Page 2 of 2 King County Bui[ding and Land Development Divlsion TECHNlCAL INFORMATION REPORT (TIR) WORKSHEET � . • . � REFERENCE LIMITATION.�SITE CONSTRAWT [� Ch.4-Downstream Analysis a a o � - 0 a _ � Additional Sheets Attatched � MlNIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION FOLLOWING CONSTRUCTION � Sedimentation Faciiities � Stabilize Exposed Surface � Stabilized Construction Entrance � Remove and Restore Temporary ESC Faafities (� Perimeter Runoff Control (� Clean and Remove All Silt and Debris � Clearing and Grading Restrictions � Ensure Operation of Permanent Facilities � Cover Practices 0 Flag Umits of NGPES � Construction Sequence 0 Other � Other � 0 Grass Lined Channel � Tank � Infiltration Method of Anaiysis �] Pipe System � Vau1t � Depression 5�S�� Open Channel � Energy Dissapator 0 Flow�ispersal CompensatioNMitigation � Dry Pond � Wetland � Waiver of Eliminated Site Storage ,� Wet Pond � Stream 0 Regional Detention Brief Description of System Operation .S`��''A� wa�s� �s,�s�i j�' � ��►7�l��o7'��c, /'�`l . LJ 47�' qr/4�lr Y i1 .��- G.��i6oNG�J • Facility Related Siie Limitations � Q Additional Sheets Attatched Reference Facility Limitation � -. 0 Drainage Easement � � Cast in Placa Vault 0 Oiher 0 Access Easement 0 Retaining Wall � Native Growth Protection Easement 0 Roc4cery>4'High 0 Tract � Structural on Steep Slope Q Other • - • • � I or a civil cmgineor under my supervision have visited the site. Actual site conditions as observed were incorporaled into this worksheet and the � attaichments. To the best ot my knowledge the information provided � here is accurata. sk�-�• 1/90 1. TECHIVICAL INFORMATION REPORT WORKSHEET AND PROJECT NARRATIVE The proposed project is located on a 133-acre site in east Renion. 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 properry. 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 I 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 retencion/infiltration ponds. I Page 1 SI�19.002 [HPGikr/sdc] Z. 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 inf'�ltrates 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. T'his 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 1�tount Olivet Cemetery. From this pond, the water enters into a pipe system that runs along the southern margin of N.E. 3rd Sueet, 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 retentionlinfiltration pond. Detailed subsurface soils investigation has been conducted, and the information has been incorporated in the design of the retention/inf'iltration 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/sdc] Counry 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) II', 3. ANALYSIS OF CORE REQUIltENiENT NOS. 1 THROUGH 5 FROi1i KING COUNTY SURFACE �'F'ATER 1�LANUAL The following core requirements required by the King County Storm Water Manual will be met by the design of this system. These include the foilowing: 1. Dischar�e 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 inf'iltration. This system will be designed by qualified hydrological and civil engineers. The system as designed will closely replicate the elcisting predevelopment conditions. 2. Off-Site Analvsis. As stated in the project narrative, the downstream sysiem from this project has been analyzed. In the event of any malfunction of the disposal facility, emergency overflow spillways will be desiened in conformance with the King County manual and will discharge at the natural location. 3. Runoff Control. The retentionlinfiltration ponds and wet ponds sized for this project are in conformance with King Counry's manual. The preliminary calculations are enclosed within this report. 4. Conveva�ce Svstem. All the com�eyance 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 cons[ruction permits. Page 4 5149.002 (HPGikrlsdc] 5. Erosion/Sedimentation Control Plan. A detailed erosion and sedimentation control plan is being submitted as part of the grading permit application. Page 5 sta9.00z [f�PG;�:ri,d�� 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 mieht apply to this project include the following: • Special Requiremen[ No. 2, Compliance with Existing Master Drainage Plan • Special Requirement No. 5, Special Water Qualiry Controls • Special Requirement No. 12, Soils Analysis and Report The above-mentioned special requirements will be fiirther 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 [HPGlkr/sdc] 5. PRELIl�III�IARY 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 [HPGlkrisdcj Stortn 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°/a impervious area Impervious Area =21.53 ac Pervious Area = 29.72 ac. Existing Conditions: 51.25 ac. � CN 68 SOUTH BASIN (Pond 3A and 36 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. � CN 98 I 22.78 ac. cLD CN 68 POND DATA Infiltration Rate = 4 in/hr=0.00009259 ft/sec Pond Bottom Areas (s� 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 (s� Wet Pond Area Req'd (s� (1.0% of Impervious Area) 1 952,657 9,527 3 967,903 9,679 • � • � . . � . � . :�,:� sa �j'"�'� ` � A i� . . i �� ,�� , �r ' � - ' � � ' � � ., ��. � � � /��i �� _ e�� .�,,. \,, e . .• ��.■ � _ �_ �, �� • ... � - • ��ia '� .�� w '�, •y � _,�. ��► � �.-�,�i►.. ., , � � .� � .� , a !►i, -:�;' � ��1 P -� .. �`\ �� t��;; �,I��!�� .� f�� ! ��»�!'-� �i�!'��t �' '��`�r� , ��."�.'��3. iS� ��R�� ' ��:�/ ��:�� `��-�� 'i''�'� ' �:, J - :s.�.��I . k'il/�r--r•� L �/'//►�•-r�c��►.��j��p�, ��'�� `�� •, ` � ■�E.I��'W�l�/�'" I�i�`�n �� '- � •�� i�� lZ.�r._.�-�r� iR � � ��j�, ,��t�� ..�� -�► . � . � � •..� �'�� :��. �� „�a� , .. �� '� �.1� ��.1��. ► - �° `�r `'� : �� , .,A��.�, � �� a r`r i� � _ ��► ��, �E1� � • � ,�w � ' 1 � � � � �!n►� � ��r' ��Q-,� � r o B • �t��i��-.;�� ,��,��Al�\ � � ��R� 1��.� i.l�i p• ` �'�� . � ��rt�r 1�� ; �- � - `�►.�� J _� \��. ��_ .�. � ;m��, �...,; � w�! �' �'� �:k � �� ' , �.�.►_ � f .�.�, . ��• ''�� . _ ► , i�r� �r�. . � � � ! , . . _� � �� ':� �� - , r,�. �� .� ��,�►� , � �� , �� , � , � .� � iw � �-�� r�►��; �_- ��' � ,r, , �! r, �5�� `� P�1�� r/� � �7J i�A�� . � � �� . , �'��' � ' �� . ` i _ �, --� r�ww�►� ��.�w — - . + . . � ,�,� :.;«,�j"!. , _ � , �_ r- _ . ,+� � � �, - �� _ ,� �r o � � ► .,�' _ �. , - .q�� ,�� . _�� r . ��.�- �,� , , � ,� � /N ��A � � � •_. �� ,+'� � �.��r��*��r�i�� , . , � . . . . . . , -�e► ,��;� .. ... . • - ' '�''`'►;,ir .- • . . . . � -•�►�i1 � ___---- . � • • � . i . � . � . .�.�. �e.- � ' � � ��t�i�� ,'�t � �/ . _ i ��,.� ;��''s �.` .�' �`- �;� � `- \ r ��■ �� , �� - � � -.,,,r . � ��r � � \ �� 4 �� , • � _,� � �. �. �!�-.� ., � �.� �� i � � � e • ,. d��_.• � � �• � � � . ��l1l�E�� [ .:��i� � �� • - �� i� � � �`r► �T ,. �. �sa.,�.. ..��I � J . ��r��, _ � _.i►/� �, f� � � . • � • � �� , ,�:F� �!i/'!�� .. � 1 .. �. � , , �� - �„�-_:;��—, :� .•.��:_i�: , 4��,�i��i'� �� , ��!%_-.-'� t'�f:�ll�. ��.�� '�� ';'7i"��`'�, �� .. 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'. �lil ��► ► � �:• �► �r�:��i�� /��1 .� , �..'' �� F � � «��.'�\ ,� � �' = " �� . � 7[r,��,�►��,, �� ;,�p��`\� � ,� ��s� � �.. �".. � � _� �i1r�A� �r.l�� ►�r., � � .� � :� �:.� �� ' �� ' ��`. a - �r� �� \ 1 � � ,� L} � - � �� ' �� llr�i��t* �� i ' t�� [,'7 . v ; �:s �`�� ■t �� ''� : ._ � 'L� ,� '- �1 ��.�, , ��►. � �„ �� - ...�.� � �: ' a �� - � � �;-�i � � �'�* ►� . , , ' ,�1��-r;;_=• .�.-lF�� ',:��'�� " ��/�i� ��i .I� . �,� � �� ,,. � + � I��► ��` , � , ��. � �a L . �� . ,!1 � �w11 1. � �� ---��w'i► j ) � r�� = �,+ � ��'�� - �� . • 1� . awilR�"� 1,�,r"i�-��il► � .. .�' � �� •�� c�- ��' � � ��o � a` �� .�� , � �� ,�� :� •�- �!'�Fi - ��r '1 �. rw, . 'E '� :u � �� ' � ,I � ;� ; • � . `._ . ,��!� � . . , . �! . .,� : � .sl�� ► ., , . , . . . . . . . ��/��, il�i� • � .` '� ��'� S . � . �, . - . �I�i��r;_ � . . . ..' . , . ' , '�"''��i� . . . .� . -------- , � " ...,..-� K [ NG COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL ''BLE 3.5.2B SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS in 1982) Runoft curve numbers (or selected agriculturai, suburban and urba� land use lor Type �A rainfaii distiibution. 2a-hour storm duration. ' CURVE NUMBERS 8Y � HYDROLOGIC SOI�GROUP LANO USE OESCRiPTION A B C D Cultivated land(t): winter condition 86 91 94 95 Mountain open areas: !ow growing bn�sh and g�ass(ands 74 82 `•, 89 92 Meadow or pasiure: 65 78 85 89 Wood or foresi lar►d: undisturbed 42 64 76 8t Wood or torest land: young seco�d growth or brush 55 72 8t 86 Orcfiard: wrth cover crop 8t 88 92 9a Open spaces, lawns, parks, golf courses, cemeteries, landscaping_ good condition: grass cover on 75% or mo�e of the a�ea O 8tl Sfr 90 fair condition: grass cover on 5096 � to 7596 ot the area 77 85 90 92 Giavel roads and parking lots 76 85 89 91 fliR roads a�d paricing iots 72 82 87 89 �� Impervious su�faces, paveme�t, roofs, etc. . 98 98 98 98 Open watef bod"�es: lakes,wetlands, ponds, etc. t t00 t00 t00 � Single Famity Residentiai (2) Dwelli�g Unit/Gross Acre 96 impervious (3) 1.0 OU/GA 15 Separate curve number ' 1.5 DU/GA 20 shall be selected j 2A DU/GA 25 (o� pe�vious and ! 2.5 DU/GA 30 impervious portion ', 3.0 OU/GA 34 of the site or basin � 3.5 DU/GA 3F 4.0 DU/GA 42 4_5 OU/GA 46 SA OU/GA 48 5.5 OU/GA • 50 , 6.0 OU/GA 52 � 6.5 DU/GA Sa 7.0 DU/GA 56 i � Planned unii developmenls. °�6 impervious - co�dominiums, apartments, must be computed commercial business ar►d indusiriaf areas. (�} For a more detaifed description o( agricu�wral land use curve �umbers refer to Na�ional Engineering ' Handbook, Section a, Hydrology. Chapter 9, Augusi t972. (2) Assumes roof and driveway runoH is directed into street/storm system. (3} The remai�ing pecvious areas (lawn) are considered to be in good condition (o� these curve numbers 3.5.2-3 INU - � . ..' r 0 Z O a 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 I TcReach - Channel L: 1700.00 kc: 42. 00 s: 0. 0150 i PEAK RATE: 22 . 63 cfs VOL: 9.41 Ac-ft TIME: 480 min BASIN ID: 2A NAME: WET POND CALCULATION I SBUH METHODOLOGY TOTAL AREA. . . . . . . : 51.25 Acres BASEFLOWS: 0. 00 cfs I RAINFALL TYPE. . . . : TYPElA PERVIOUS AREA i 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 11/ 4/94 Barghausen Engineers page 2 SEGALE MOBILE HOME PARK INFILTRATION POND 1 BCE �5149 HYDROGRAPH SUMMARY PEAK TIME VOLUME HYD RUNOFF OF OF Contrib NUM RATE PEAK HYDRO Area cf s min. cf-AcFt Acres 1 22 . 631 480 409686 cf 51. 25 /�� Y� P'S� 2 2 . 329 480 36909 Cf 51. 25 ��t ��d ��G`��°it'°� 3 2 . 307 1150 36232 cf 0. 00 ��f'�w '��^^ ��'�� 2 4 22 . 631 480 459744 cf 51. 25 Covrb��fio.� Ny�- � t� .3 5 2 . 660 270 457231 cf 51. 25 ( o0 7� �ati+�,�q � � i � � � I � � � i � i � ` � i � � I � � i C � _ I � 1 � .,, , � � ; 0 IJ N N NIJN � rr.r ��Z I �L Z $ L� I �� p� � A N A N� 8 g / '08 � o00 �V O� NNN V =__ LY �/ G� ��-�r`7 f7V�} CS mmm / / V -1�� N N 1/� �� b �Y� �s� S � o�o �� 6 � oQL's Z Z� �o/I , (��) �+�►�n-��/� (��, ��TJd � 3 \ > ) �t �rrv od r a►�N�!�Cr � �- � - o.l. sNQ��.d�n�1�� (�� 1.5 � "��. �.csl7(1� �- �NIZIS �I N�G ro�.�rv�1�R �� ,.,.,-�.,.�u ��,� �„� �� b�a� 11/ 4/94 Barghausen Engineers page 3 � SEGALE MOBILE HOME PARK I INFILTRATION POND 1 i BCE �5149 i _________________________ _________________________ � STAGE STORAGE TABLE CUSTOM STORAGE ID No. 1 I, Description: RETENTION POND STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> I (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (fi) ---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 T.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 2041T3 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.b84 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 11/ 4/94 Barghausen Engineers page 4 SE6ALE 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 2.5600 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 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 2.5600 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 11/ 4/94 Barghausen Engineers page 5 SEGALE MOBILE HOME PARK INFILTRATION POND 1 BCE #5149 LEVEL POOL TABLE SUMMARY MATCH 1NFLOLI -STO- -DIS- <-PEAK-> STORAGE <--------OESCRIPTION---------> (cfs) (cfs) --id- --ld- <-STAGE> ld VOL (cf) ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- 100YR ROUTING ................ 3.34 22.63 1 1 37.46 5 243667 ��.yAIC. MGb�� Ho��rG�.� y,i�T Noti� s►zr,� � �. �� so,� cF � 519q G�L GV�,q TI a�v S '1 D - - �14 P dnl 0 � � ' 1/� I�-h c. re� '� = 3�� 9 0`� c� (S c.c. l-�y�. -# ) 1/o I� ,,,,,� ��o�;d ed ; F L f� �EA �sr� V� Lv�+� �cF) 32 � � � 230 ///��,,, / W W W ��I D/^ � WWW / � �r __= 3 S 1 5, 8 � 4� N N N N O O �H �N O aaa CI N C1 N H H �� ¢ •f < I � J + I I � � i I i . . I � i I i i i i i I I I i i � I � i I ' l ` N 0 Z O a 11/ 4/94 Barghausen Engineers page 1 li SEGALE MOBILE HOME PARK INFILTRATION POND 2 BCE JOB #5149 i HYDROGRAPH SUMMARY PEAK TIME VOLUME ! HYD RUNOFF OF OF Contrib '� NUM RATE PEAK HYDRO Area , cfs min. cf-AcFt Acres I _____________________________________________ 1 3 . 500 800 110193 Cf 0. 00 ��/er��`^' ��D"` �o� '�� 2 2 . 607 1150 90052 cf 0. 00 /a o y� /��k+�^ 3 0. 300 20 53820 cf 0. 00 P�,,,� �.,�, /t"ra�� o� 4 2 . 307 1150 36232 cf 0. 00 �'o u ar r2� ser o�er�la� P �, � �-C9qi�c /��o�� i �. nor•c �o�i� DETc_�no�v pa.�v s1Z,n�G !_ 1�1C.�so�... f3GE .�514� cA�cvt�i�o�s �Io -►o -g4 P o nJ r� � 2 E L /��- �s F) vo�.v.�,� ��f) 3 $ 3, � oA 4�� 278 1/!VI N W W W �� ' Q�� W W W U ___ N N N N O O �H �era aav ci oi ci ev r ev P° . �F < � I � I I I � � � I 1 � i � � II � � 1 1 � � � I , � i , I � , � ( � � I � � . � 1 11/ 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 3265 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 11/ 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 0.30U0 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 0.30�0 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 i 11/ 4/94 Barghausen Engineers page 4 SEGALE MOBILE HOME PA.RK 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-- ------- (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 11/ 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: COMBINATZON 1 AND 2 '� Structure: 1 Structure: Structure: 2 Structure: Structure: STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--D[SCHARGE---> STAGE <--DISCNARGE---> �II'I <ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- ' ________________________________________________________________________________________________________ ----------------------------------- 38.00 0.3000 39.30 0.3000 40.60 0.3000 41.90 0.3000 I 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 SUNiMARY 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 �I , _ �� . � M + a M 0 Z O a 10/10/94 Barghausen Engineers page 1 SEGALE MOBILE HOME PARK INFILTRATION POND 3A AND 3B (SOUTH BASIN) BCE JOB #5149 --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUNIMARY BASIN ID: lA NAME: 100YR POSTDEV. RUNOFF (SOUTH) SBUH METHODOLOGY TOTAL AREA. . . . . . . : 45. 00 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA 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. . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 0. 67 inches AREA. . : 22 .78 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 68 . 00 I 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 SiJNII�IARY 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 l00 7r �os� 2 2 .408 480 38320 cf 45. 00 WL�- P�d ��L+��°�+'o^ 3 4 .749 800 323679 cf 45. 00 roo y� Rou+�'�� 4 1. 190 20 213486 Cf 0. 00 �S; ��"�af�o^ �� Za 5 3 . 500 800 110193 cf 0. 00 ; �r O�er-�lo�, fa ' Jt�arc /�Ioe�,�c r-�o.+.a. Y�ll �ET'r..�1T/av PaniD Sr2►NG T. I�1LISo,.� 6C i� # S/4`� C,4��VL�4Tlo�5 !o - /o -g4 '� p�TENT/o�1 �,�ND # 3A + 3B '' FL ��i'A �Sf VoZu.+�E (c�) � �/aL q � �z, 82� �-5, � 1 S �} 3 17,? g� 45, �� ___ `�3 � �Po„a�f 3��2�) '�I ��, � 38, 28Z �oo �, � 5�4� �47 �� / 8`t-� Zoo —cva vaa N C/N t`I CI N �a < �a F t 1 i � � ' , � f t � � i , , ; � � � � ; ; � �� ; ; 10/10/94 Barghausen Engineers page 3 SEGALE MOBILE HOME PARK INFILTRATION POND 3A AND 3B (SOUTH BASIN) BCE JOB #5149 --------------------------------------------------------------------- --------------------------------------------------------------------- STAGE STORA_GE 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 7357G 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 18357 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 <--DISCHARGc---> STAG"c <--DISCHARGE---> STAGE <--DISCHA.RGE---> STAGc' <--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 4G.30 1.1900 46.G0 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 GG.SO 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.T0 1.1900 44.80 1.1900 46.90 1.1400 40.70 1.1900 42.80 1.1900 44,90 1.1900 47.00 1.19G0 40.80 1.1900 42.90 1.1900 45.00 1.1900 47.10 1.19C0 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 4T.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 <--OISCHARGE---> (ft) ---cfs-- ------- (tt) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- -------------------------------------------------------------------------------------------------------- -------------------------------------------------------------------------------------------------------- 46.65 0.0000 47.00 4.0332 47.G0 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 2.43�7 47.3G 1G.2C7 47.70 15.SG2 48.�0 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 t.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 18.757 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 �I 10/10/94 Barghausen Engineers page 7 SEGALE MOBILE HOME PARK INFILTRATION POND 3A AND 3B (SOUTH BASIN) BCE JOB #5149 LEVEL POOL TABLE SUMMI�RY MATCH [NFLOu -STO- -DIS- <-PEAK-> STORAGE <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id VOL (cf) ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- 100 YR RWTING ............... 1.19 21.87 1 3 46.97 3 183174 Jg�e. �� /��oa�c (7a•�.t �.✓I` V./Y T PDN� ,s/Z�NC� �; !�lG�30'.� �3cE .r�5/g9 c,a� cv�a r�a.•�s � ��o -'7 - � 4 Po�l r� � 3A. � 3 � V o I�, � ��- d. = 3 g� 3 2 0 �� s<.�. �-/y d. .# Z� � Vo��.n.� P��,.;d� : E. 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CEDAR CREST MANUFACTURED HO�fE 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 horrze community. The development is on a site that was a �� former gravel mining operation. Development would occur in 1 .�,�� r� four phases, commencing in 1995. A Conditional Use Permit 6 �� ..$ is requested to allow a parking area for up to 100 unoccupied �/��` �� recreational vehicles. A variance is requested to allow three- � 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. � DEVELOPMEI�,'T SERVICES REPORT: The Development Services Report�vas received by the Examiner on April 19, 1995. PUBLIC HEARI?�'G: After reviewing the Development Services Report, examining available information on file�vith the application, field checking the property and surrounding area; the Examiner conducted a public hearing on the subject as follows: MINUTES Tlte joflowing minutes are a summary oJthe Apri125, 1995 leearing. Tlie 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, 1\�. CEDAR CREST 1�1.4NUFACTL�RED HO�IE PAR1� File No.: LUA-95-023,CU/V/MHPiECF May 23, 1995 Page 2 The parties wishing to testify were then affirmed by the Examiner and the following exhibits �vere entered into the record: Exhibit No. 1: Yello�v 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: Neighborhoad 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. 18: 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«�ater 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,[i�.�. I�, CEDAR CREST MANUFACiURED HO�f E 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. e 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 �valking 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. 1'his 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 un_its. The applicant requests a vanance 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 gara�e as_measured alon tg he side� ------ ---- ____--------- ----�--- - yard property line does not exceed riventy-five feet in len�th. This variance request is consistent�vith variance cn re �ain t a—Il t t�-subject property is 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 13329 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. HenninQ 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, Vl'A 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 ap r�oximat�4,000 sc�uare 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 staf�: 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.SECALE,I�.. CEDAR CREST MANUFACTURED H041E 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 1 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 �vould 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 (and. 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 private130-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 �vill be imported and 675,000 cubic yards will be moved on the site. Geotechnical engineers have recommended a 25-foot setback from the eastern half of the bank and a 40 foot setbac�c�rom fhe�vesfern�ialf-Since the-siteis wit�iin�es 1 and 2 of the City'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 wilt 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 westem side of the project site. Parking for RVs is proposed at a ratio of one RV per four residential lots. DANA WARREfY,M.A.SEGALE,IM1... CEDAR CRFST M.4NUFACTURED HO�tE PARR Eile 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 ha�e 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, ]0500 NE 8th Street, Suite 1900, Beltevue, 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�vill 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 �vill be two points of access from NE Edmonds into the project. Additionally, there�;�ill 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�vill 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 staffhad considered altemate locations for the RV parking site. However, there are fairly steep slopes and some roadways are at a 15°/a grade. Other possible RV parking areas wou(d 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 1 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 app(icant proposed a system that collects all the water from Zone l and directs the water north to APA Zone 2, which is well away from the steeper slopes above Maple I DANA WARREN, M.A.SEGALE,Ih... CEDAR CRFST 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 an� untreatc�i �tiatcr from dispersing into the Aquifer. The water wili then go through infiltration systems. Now appearing for Mt. Olivet Cemetery, JAMES L. COLT, 102 Monterey Place NE, Renton, WA 980�6, 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. Tt�ey 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 Memoria( 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 an}� 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 1�4t. 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 I DANA WARREN,M.A.SEGALE,IN�. I CEDAR CREST MANUFACTURED HO\IE 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-offwater 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 i 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. ,I 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 flo�v 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. I DANA WARREN,M.A.SEGALE,IM1... CEDAR CREST MANUFACT(;RED HOh1E PARK File No.: LUA-95-023,CU/V/MHP/ECF May 23, 1995 Page 8 FINDINGS, CONCLUSIONS & DECISIOIV Having reviewed the record in this matter, the Examiner now makes and enters the follo��-ing: 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. l. 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 I� is approximately 133.29 acres in area. il 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 �vell 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 engineerino 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 properiy on a diagonal that runs more or less across the intersection of the h��o 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 �vould 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. SEGALE,Ih�. CEDAR CREST MANIIFACTURED H0�1E 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 instalied 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 l 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�vill 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 norlhern third of the "L." The Community Center will be located at the southwest corner of Phase l. Phase 1 will contain 100 homes. I 8. 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 l. 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 I, 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 1 and 2 are primarily single wide units while Phases 3 and 4 will contain a mix of single and I 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�VARREN, M. A.SEGALE,I\,.. CEDAR CRES7'MANUFACTI?RED HO�IE PARK File No.: LUA-95-023,CU/V/MHP/ECF May 23, 1995 Page ]0 24. As noted there will be a community building in the northwest corner of the site. The building �vill 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 Perm it. 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 w-est 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 S 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 'I 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.SEGAI,E,I:�.. CEDAR CREST MANCfFACTURED HOJ1E PARF: File No.: LUA-95-023,CU/ViMHP/ECF May 23, 1995 Page 1 I 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 �vhereas the Mobile �(ome 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 ��ill 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 l. The applicant for a mobile home park must demonstrate that it meets minimum standards and criteria (Section 4-11-SA)enumerated in part below: 4-11-SAI. Site: The minimum site shali be two (2)developable and usable acres. 4-11-SA2. 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-SA3. ScreeninQ: 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-SA4. Permanent Dwellin�: The only permanent dwelling allowed on the mobile home park shall be the single family dwelling of the owner or manager. 4-I 1-SAS. 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 tot shall be laid out so as to optimize view, privacy and other amenities. 4-11-SA6. Densitv: There shall be not more than eight(8) lots per gross acre of the mobile home park. (Ord. 3746, 9-19-83) 4-11-SA7. 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-SA8. Lot Covera�e: No more than forty percent(40%)of any lot shall be co�ered h� �i mobi(e home and enclosed accessory structures. [n addition acces��,r�� structure� �u��h a� enrE��rr_ DANA WARREn,M.A.SEGALE,I\... CEDAR CREST MANUFACTURED H01f E PARK File No.: LUA-95-023,CUN/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-SA9. 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. 4-1 1-SA10. Parkin�: Each mobile home lot shall have a minimum oftwo(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-SA11. Recreation Area: A minimum of ten percent(10%)of ihe total area of tf�e park shall be reserved and shall be used solely and exclusively for a playground-recreation area. 4-11-SA12. 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-SA13. 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. 4-1 1-SA13a. Installation: A surety bond of not less than four hundred dollars ($400.00) per acre of the mobile home for a maximum of tvvo(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-SA14. Public Street Improvements: On or off-site public street improvements shall conform to the provisions and requirements of the subdivision ordinance, Title 9, Chapter l2. 4-11-SA15. Patio: A concrete patio on each mobile home lot ofnot less than one hundred twenty five (125) square feet with a minimum width of eight feet(8') shall be provided. 2. The site, at l33 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 necessar} access to a major or secondary street. 3. The topographic separation provided on much of the site rnakes the provision of a vie�ti-obscuring fence superfluous. There would not be mueh screening affect ��here se��ere slopes a❑d the mandated setback already remove from view the interior of the comple�. 4. The manufactured homes are not necessarily permanent homes as apparently envisioned b} the c��ci� The proposed dwellings are situated on leased lots thereby lacking any sense of permanenc�� . .1� th;it � „ , , DANA WARREN, M.A.SECALE,1\�. CEDAR CREST MANUFACTURED H011E PARK File No.: LUA-95-023, CU/V/MHPiECF May 23, 1995 Page 13 5. The parcels all meet or exceed the dimensions required. The la}'out is appropriate (see variance below) given the proposed density of the complex. In addition, the overall densit�� is 5.65 w�hich 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 t�vo 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 t«o-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. 1 l. The Public Works Department has approved the lighting plan. 12. 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 cou(d 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 re ular basis. If g any phase lags more than four years after the start of any prior phase, the applicant shall landscape witt� 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 perrr►its. 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. I5. 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 Vehic(e Parkine Lot 16. T'he applicant for a Conditional Use Permit must demonstrate that the use is in th� public interest, will not impair the health, safety or welfare of the general public and is in compliance �vith the critcria found in Section 4-31-36 (C)which provides in part that: a. The proposa( generally conforn�s �r�ith the Cornprehensi��e Plan; DANA WARREN,M.A.SECALE,1\... CEDAR CREST MANUFACTURED HO�fE PAR1: 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 conditiona( use appears justified and is approved. 17. The proposed RV parking area is required by Ordinance, although t}�e 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 sur<<eys demonstrate a need for a RV parking area in senior communities. The placement of the parking area is obviously tied to the overall complea. 19. There does not appear to be any more appropriate location for this lot. �'�'hile it is separated from tiie residential complex it could affect the residential community proposed to its «est. 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 �vith 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�vould deprive the o«�ner of rights and privileges enjoyed by others similarly situated; b. The granting of the variance�vould not materially harm either the public welfare or other property in the vicinit}'; DANA WARREN, M.A.SECALE,I\�. CEDAR CREST MANUFACTURED HOtiIE PARK File No.: LUA-95-023,CUN/MHP;'ECF May 23, 1995 Page 15 c. The approval will not constitute a specia) privilege inconsistent �ti�ith the limitations on other property in the vicinity; and d. The variance is the minimum 4�ariance necessary to allow reasonable de�elop�i�ent of the subject site. The applicant's property appears ripe for the variance requested. 24. The main constraint on normal development ofthe site is that severe slopes have limited the developable portions ofthe site substantially. Given this limitation, the applicant has scaled back tlle 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«ill 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 «ith trees, shrubs and ornamental plantings those areas which art not developed as originally propose;l 3. The applicant will have to post the n"�ss.:r., sur�t� h�.,n�i� t��,r 1�,,,7�i;��,E,� in>�.;li:�ti��n ��;i �n.��nun�_� prior to the issuance of any development permits. ' 4. No permit for development shall be approved until an agreement is executed in writing regarding ?! installation, phasing and design criteria for Edmonds Avenue NE. The applicant shalt develop DANA WARREN,M.A.SEC.4LE, I\.. CEDAR CREST MANUFAC'iURED HOS1E 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 writin�; before any permits for development are issued. 5. The applicant shall be required to meet all construction standards. 6. Pursuant to Section 4-11-SBl "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 �vork shall commence on the site until a(1 conditions have been complied �vith by the applicant. ORDERED THIS 23rd day of Nta}, 1995. � � FRED J. KA AN HEARING EXAMINER TRANSMITTED THIS 23rd day of h•fay, 1995 to the parties of record: Hugh Caffman James L. Colt Steve Ercolini 3008 SE Sth Street 102 Monterey Place NE 3016 SE Sth Street Renton WA 98008 Renton WA 98056 Renton WA 98058 David Halinen 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 �VA 98161 Mt. Olivet Cemetery Bruce Orff Mr. & I�1rs. Richard Petterson c/o James L. Colt 2930 SE Sth 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 Sth Street M. A. Segale, Inc. PO Box 98638 Renton WA 98058 PO Box 88050 Seattle W'A 98198 Tukwila �'�'A 98138 DAhA WARREN,M. A.SEGALE,Ir�, CEDAR CREST MANUFACTURED H011tE 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 TRANSI�IITTED THIS 23rd day of May, 1995 to the follo��-ing: 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 Officia( 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 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�vithin fourteen(14)days from the date of the Examiner's decision. This request shall set forth the specific ambiguities or errors discovered by such appel(ant, 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 Titie 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 Deparcment, 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 bv Cit_y Council or final processing of the fite. 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. 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