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Home My WebLink About03336 - Technical Information Report - Drainage� � 33� �F< �,�o��A � �,. q'°�P� �'�'To ti�ti� ...,ity of Renton 9� f � President Par� Substation Ctc/ �' m �FO Storm Drainage Report , Prepared for: PUGET SOUND ENERGY P.O. Box 90868 Bellevue, WA 98009 ti Prepared by: DAVID EVANS AND ASSOCIATES,INC. 415 - 1 18th Avenue SE Bellevue, V4'A 98005-3518 (425) �19-6500 PSEN0000-0054 April 2006 I � ,333� City of Renton Presider.t Park Substation Storm Drainage Report Prepared for: PUGET SOUND ENERGY P_O. Box 90868 Bellevue, V+�`A 98009 � Prepared by: DAVID EVANS AND ASSOCIATES, INC. 415 - 1 18th Avenue SE Bellevue, WA 98005-3 5 1 8 (�25) 519-6500 PSEN0000-0054 Apri12006 C L 'w�-G� WAS.� l'tn O Q �S�' G' � � 1 � � ` � � � �s�� SI�N� 13/v� � EXPIRES 4/2/ � NE 12TH ST N.T.S. 900 NE 9TH ST w z w 405 Z a �' Z N a � o �. �- . , -, ,. . . Q Z :;.. �.: : ::;�: o o `'' � z � z o � � NE 6TH ST � NE 4TH ST SI TE � VICINITY MAP I � Page 1 of 2 King County BuElding and La�d Oevelopment Divtsion ,� TECHNICAL tNFORMATION REPORT (TIR) WORKSHEET - . . . -. . . . � . � . , ` Project Owner fl = +�2� Proje�t Name�GS�nr�x�Ec �S�-o.Ty Address t'�.o.�,y��jo86Sr ��u"VuE�t�t4 R�o�' Location / Phone �- �'8�- 2 SS- 57�3 Township 23 1.1 .+ Project Engineer l�c.�c5r �S€� Range S � Section �'7 Company'�� zvdrt� �' t4.sS�c.�e�c .f,�� ProjectSize AC /.-o �� Address Phone 4 ZS -- '�l'�- C�Sc� Upstream Drainage Basin Size �— AC I . . . - Q Subdivision � pOF/G HPA � Shoreline Management � Short Subdivision 0 CpE 404 � Rodcery � � Grading � pOE Dam Safery � Stn�ctural Vaufts 0 Commercial � FEMA F{oodplain 0 �� QQ Other _YT� ' � T � �3s�� CpE Wetlands � HPA . . . - Communiry ��.�.� F„}-lC�t�4��fl� Drainage Basin C�2 f?��✓��2 _.. i � River 0 Floodplain �, � Stream � Wetlands 0 Critical Stream Reach 0 SeepslSprings � � Depressions/Swales Q HighGroundwaterTab�e �- � Lake � Groundwater Recharge � Steep Slopes � Other � Lakeside/Erosion Hazard . Soil Type Slopes Erosion Pofentiat Erosive Velocities ,�aEAw� - U�-✓�'�-y 6 -� i s � v,�Li Kc: �/ c � Additional Sheets Attatched 1/90 � Page2oi2 � King County Buitding and Land DevelopmeM Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET � ' • ' • REFERENCE LIMI7ATION/SITE CONSTRAINT 0 Ch 4-Downstream Analysis 0 IL/��!F � 0 � 0 � � Additional Sheets Attatched � • MINIMUM ESC REC�UIREMENTS MiNIMUM ESC REDUIREMENTS -� DURING CONSTRUCTION FOLLOWING CONSTRUCTION [� Sedimenta6on Facilities � Stabilize Exposed Surfaoe '"" � Stabilized Construction EMrance � Remove and Restore Temporary ESC Facilities Q Perimeter Runoff ConVol [�- Clean and Remove All Silt and Debris , � � Clearing and Grading Restrictions 0 Ensure Operation of Permanent Faalities (� Cover Practices 0 Flag Limits of NGPES [� Construction Sequenoe 0 Other 0 Other � . � i � Grass Lined Channel � Tank � Infiltration Metfiod of Malysis 1 ' 0 Pipe System � Vault 0 Depression � Open Channel � Energy Dissapator � Flow Dispersal CompensatioNMiYigation � 0 Dry Pond 0 Wetiand 0 Waiver of Eliminated Site Storage � � Wet Pond 0 Stream � Regional Detention � Brief Description of System Operation S?�e-,�ya.-r�2 >>.t �Pc� L•JR.P� �. �.�.�'?�� 4��7~.Q�� 6 Y JG2ce�2r�7't�*�T•r � ;72a,a,.J 7� 4�] o�t—Srr�� T�PA T��.-� �r2L-y.�Csa- Facility Related Site Limitations Q Additional Sheets Attatched , Reference Faciliry Limitation Nt��lr � __ Q Drainage Easement � Cast in Placs Vault � Other � Aocess Easement � Retaining Wall Q Native Growth Protection Easement 0 Rockery>4'High � Tract � Structural on Steep Slope � Other . - . • I or a civil engineer under my supervision have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attatchments. To the best of my knowledge the information provided here is accu:ate. s.v.�a-n�. � TABLE OF CONTENTS VICINITY MAP " TECHMCAL INFORMATION REPORT(TIR) WORKSHEET l. PROJECT OVERVIEW l 2. CONDITIONS AND REQUIREMENTS SUMMARY 2 " Core Requirements Discussions 3. INFILTRATION TRENCH ANALYSIS AND DESIGN 4 4. CONCLUSION 5 - 5. SPECIAL REPORTS AND STUDIES 6 APPENDIX � A. Existing Site Conditions B. Proposed Site Conditions C. Soil Map and Legend D. King County Isopluvials E. Portion of Geotechnical Report � � �� PROJECT OVERVIEW � Existin Site Conditiens g The proposed site is located at 475 Union Ave NE in City of Renton, more generally in a portion of the Southeast Quarter of the �outheast Quarter of Section 9, Township 23 North, Range 5 East, W.M., in King County, Washington. See Vicinity Map. The site is approximately 1.02 acres and is currently used as a Puget Sound Energy Substation known as"President Park Substation". The existing equipment of this substation is located in the middle of the site and is surrounded by a seven foot high chain link fence with 5' gravel shoulder around the outside of the existing fence. There is an additional fenced area of approximately 300 sq. ,� ft. for cell phone equipment. This area is located on the east side of the site and is attached to the outside of the substation fence. The cell site equipment is connected to a wooden cell tower. The outside perimeter of the 5' gravel shoulder is surrounded by vegetation. A mowed la«-n is located on the east side of the site � adjacent to Union Ave NE. The only access to the substation is via an existing approximately 12' wide asphalt driveway located on the southeast corner of the site from Union Ave NE. The fenced substation area is generally flat and drains from west to east. It is located on top of a small hill and slopes down on all four sides «-ith an approximately 3:1 slope. (See Appendix A, Existing Site Conditions Map) � Proposed Site Conditions Puget Sound Energy is proposing to remove and demolish the existing electric and cell equipment, chain link fence, asphalt driveway and overhead and underground lines, for lowering and regarding the substation pad for new equipment. The new equipment will include transformers, electric towers and various electric components. An area approximately 3000 sq. ft. will be surrounded by spill prevention and containment curb (SPPC curb) ��-here the transformer will be installed. The site will be (owered an average of 3.0 feet and the size of the equipment pad will be increased by approximately 1,400 sq. ft. The final grade of the ne«� - substation pad will be generally level as the existing pad. The existing ground under the new gravel base will be graded at 0.5% slope to the west.The pad will be fenced «rith 10 foot high chain link fence on all sides and surrounded by 5' gravel shoulder. Two gates�vill be installed on the east side of the substation facing Union Ave NE. Two 18' wide asphalt driveways��ill also be constructed to connect to Union Ave NE. One gate «�ill be installed on the west side of substation to access the infiltration trench for maintenance. These driveways will be periodically utilized by Puget Sound Energy service trucks for re-construction, service and maintenance of the substation and its equipment. The cell phone equipment site will also be re-constructed at ' the same location after the construction of the substation.(See Appendix B, Proposed Site Conditions Map) 2. CONDITIONS AND REQUIREMENTS SUMI�4ARY � � Section 4-6-030 of the City of Renton Municipal Code and the King County Surface Water Management Design Manual (KCSWDM), 1990 Edition were used to determine the runoff control requirements. See � Technical Information Report(TIR) Worksheet and actual impervious area calculation below. , i I � Total Proposed lmpervious I Proposed Impervious area (gravel) = 19,670 sq. ft. � Proposed Impervious area(asphalt) = 4,678 sq. ft. Total Existing Impervious Existing Impervious area(gravel) = 18,251 sq. ft. Existing Impervious area(asphalt) = 1,974 sq. ft. ��, � Net lncrease in Impervious area(gravel and asphalt) = 4,123 sq. ft. Per KCSWD�L Chapter 1.1.1, the addition of less than �,000 sq. ft. of ne�v impervious surface is not subject to drainage revie�� and requirements. Even thou�h this site is not subject to drainage requirements the Core 1 , requirements will be discussed below. � ( P^,.p1PSEN000000�4106001'�1F01EC'�.Storm report.doc 1 Core Requirement#1: Discharge at the Natural Location The majority of the storm surface runoff will be maintained as sheet flo�v across the substation pad from east to west. Some of the storm ��ater is anticipated to be infiltrated on site for the fact that the existing soils have good infiltration rate. (See Appendix E, Soil Report). Core Requirement#2: Offsite Anal}�sis The majorit}�runoff from the site is via the t�vo drive�va}-s. After storm surface runoff leaves the drive�vays and enters Union Ave NE it will continue flowing north along the flow line of the existing curb and gutter for . approximately 160 LF to enter an existing catch basin. Then the flow goes northeast via an 8" pipe into a storm manhole. From there the flow is via a 24" pipe continuing north. That is the end of the offsite analysis. The site was visited on March 1, 2006;the weather was windy,overcast and no rain. There are no sign of any erosion or visible drainage problems to the north, south, west and along the frontage of the site to the first catch basin where the runoff flo�vs into. The on-site landscape area is fairly well maintained and the lawn is well cared for. The northwest corner of the site was overgrown �vith brushes and disturbed by a bacl:hoe used for soil investigation and the northeast corner is also overgrown with brushes. Core Requirement#3: Flow Control This site created less than 5,000 sq. ft. of new impervious area and therefore flow control is not required. On the other hand, the project site soils have good infiltration rate test results (See Appendix E, Soil Report); therefore an on-site infiltration trench will be constructed to control the storm water from the 2898 sq. ft. SPCC curb enclosed area. The infiltration trench will be constructed at the southwest corner of the site in the vicinity of the infiltration test pit no. HA-5. The infiltration trench will be 30' long x 11' wide x 3.5' deep with 5 rows of 12" perforated pipe to optimize the infiltration. (See Section 3 for Infiltration Trench Anal`sis and Design for details) An overflow conveyance will be constructed for added protection in case of emergency. Core Requirement #4: Conveyance System The only conveyance system will be the 8" storm pipe bet«�een the infiltration trench and the Catch basin within the SPCC curb area. Storm surface runoff will be sheet flow across the site for other areas. The storm surface runoff from the driveways will be collected by trench drain before exiting the right-of-«-ay and route through a 4" pipe into the flo�v line of existing curb. Core Requirement#5: Erosion and Sediment Control Standard measures such as silt fence and stabilized construction entrance ��ill be constructed prior to any construction to minimize erosion and sediment leaving the site. The substation pad is �enerally flat and �vith the landscaping areas on all sides the erosion potential is minimal. Core Requirement #6: Maintenance and Operations The infiltration trench shall be visually inspected everv 6 months. An��debris and sediments over ;�� of the perforate�l pipe shall be cleaned. The overflo�v pipe shall also be in5pected to ensure the outlet is clear of debris. �� P'',p1P�EVU00000�410600INF01EC1S[orm report doc ? .�•'�. Core Requirement#7: Financial Guarantees and Liability Puget Sound Energy will provide construction bonds and/or insurances as required by the City of Renton. {_ ' Core Requirement#8: Water Quality �` This site created less than 5,000 sq. ft. of ne�v impervious area and is not subject to runoff requirement; therefore water quality control is not required. ,� 3. INFILTRATION TRENCH ANALYSIS AND DESIGN As discussed previously the project site is not subject to flow control, but an on-site infiltration trench to detain storm water from the SPCC curb area is proposed for added protection. � T'he development hydrngraph was generated following the S.B.U.H. Methodology with Type 2, 24-hour rainfall distributions. For this analysis, 100% of the developed storm water will be detained in the infiltration trench. The developed hydrographs were modeled using the curve number for impervious area. Using i developed hydrographs, the infiltration trench was sized through the process of level pool routing using the � StormShed software program. The total 24-hour precipitation rate of each storm event is as follows: � P2yr =2.00 in P 1 Oyr =2.91 in P 1 OOyr=3.90 in SPCC Curb area=2,898 sq. ft. (0.066 Ac) CN number =98 (impervious area) (See King County Isopluvials in Appendix D,) � SPCC Curbed Area Event Summary: BasinID Peak Q Peak T Peak Vol Area Method Raintype Event � ------- (cfs) (hrs) (ac-ft) ac /Loss spcc area 0.12 12.00 0.0098 0.07 SBUH/SCS TYPE2 2 yr spcc area 0.i 8 12.00 0.0147 0.07 SBUH/SCS TYPE2 10 yr spcc area 0.24 12.00 0.0202 0.07 SBUH/SCS TYPE2 100 yr � Drainage Area: spcc area Hyd Method: SBUH Hyd Loss Method: SCS CN Number Peak Factor: 484.00 SCS Abs: 0.20 � Storm Dur: 24.00 hrs Intv: 10.00 min Area CN TC Pervious 0.0000 ac 98.00 0.00 hrs Impervious 0.0660 ac 98.00 0.08 hrs Total 0.0660 ac Im�ervious CN Data: � spcc area 98.00 0.0660 ac � , , P�1p1PSEN0000Ut)�4'�,0600INF0'�.EC�Storm reportdoc 3 Impervious TC Data: Flow type: Description: Length: Slope: Coeff_ Trave( Time Fixed �one Entered 0.00 ft 0.00% 5.000a �.00 min Control Structure ID: infiivation - Infiltration control structure Descrip: infiltration trench Start El Max EI Increment 100.0000 ft 105.0000 ft 0.10 Infil: 3.50 in/hr Multiplier: 1.00 The Infiltration rate used is less than half of the actual infiltration rate for test pit no. HA-5 (7.7 in/hr)(See Appendix E, Soil Report) Node ID: infih�ault Dese: Infiltration trench Start EI: 100.000� fr Max El: 108.0000 ft Contrib. Basin: Contrib. f Iyd: Length Width Void Ratio 30.0000 ft l 1.0000 ft 30.00 Bottom area onl� �vith infiltration Level Pool Summar� 2 yr I�latchQ=PeakQ=0.1201 cfs Peak Out Q: 0.0267 cfs- Peak Stg: 101.22 ft-Active Vol: 12031 cf � 10 yr MatchQ=PeakQ= 0.1775 cfs Peak Out Q: 0.0267 cfs- Peak Stg: 102.19 fr- Active Vol: 217.23 cf 100 yr MatchQ=PeakQ= 0.2395 cfs Peak Out Q: 0.0267 cfs- Peak Stg: 10333 fr - Active Vol: 329.85 cf The size of infiltration trench = 30' long x 1 1' ��ide x 3.5' deep with 5 rows of 12" perforated pipes. � 4. CONCLUSION The characteristics from the existing site will be mostly intact and may even further improve after the construction of the new substation. The new chain link fence with vinyl slats and landscape vegetation surrounding the site w�ill further enhance the screening to the adjacent properties. Lowering the substation pad �vill reduce the grade separation between the adjacent properties and also reduce the amount of runoff from the proposed site. Based on the KCSV4'DM no flow control is required, nevertheless, an infiltration trench is provided to hold . and discharge some of storm water on-site. A trench drain for each driveway��ill also eliminate the storm surface runoff across the sidewalk providing a safer walk path for the pedestrian. The proposed site improvements of the substation will not have any significant impact to the surrounding areas and will further enhance the substation. � �. SPE=CIAL REPORTS .AND STUDIES �_ See Ap�endis E fur portion of Geotechnical Engineering Serviced Rep��rt prepared by GeoEngineers, Inc. on February ?2, ?006. 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I M � � � ( �:�: �� . EXISTlNG SITE CONDITIONS � ' , S 4 APPENDIX A i I � ; � i EXISTING GRAVEI AREA = 18.251 SQ.FT. ( I EXISTING ASPHALT AREA = 1,974 SQ.FT. � ° a DAVID EVANS _ � ' � I � Q alloASSOCIATES iNc. � • � _ 415 - 118th Avenue SE � � .�.. TM O Bellevue Washington 98005-3518 � ' Phone: 425.519.6500 � � a ,`° F�� I £` . --- °P � � ti. _ , �, � ; ' `'' ; >� ��-o �.;� � � �i� ' o z Ki..� "iY°E � ' 45.. S �'.ti.f:4 � f � f � � 0 ` � F r L��Y �3' � �Z � \ ` � �`s 6�� \ i �I �S��.r�P�'f/ ;F�"-'4—` � . �- �_�._., _ ' ': � i._ BLOCK PROPOSED ; f� t'�� ' ;�4 �` _�. ! t� � � RETAINING FOUND�TION _ , �'. � `l � f ��„ . WALL (TYPICAL) i _-�` ��F'� �. f ' � r— ___ ��' �.� `�` � /'�� E�i.. ; •--- � ,- _.� � ' � : __ � �' � ;` '— _1 � � � � � I ' _ � , � - ---�—�` � �.._ i � ~ 1� ` `--~--- '" � ; ; , _ -� � � � ._ ' ._� � � �-�{ � / . 3 t :. 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' s:it,;�{'3}'t � �,�h S�'�{. �y. . . . � _ - _, �j �•x�:�� ,��, �� `�� r. �� a DRA(N , ; ; °. v� $ � ; r `�:��' r� r � `s"C'.�Y �ti.�� ti a�� I ' _ � � _ r E \ -." - . __ -. ... -_ — _ _ _ I . i `4� _ _ .y -. ,��. . ! � � ; --- � � — _ ' � _ ' f _ " -- � � . ---- - -— --— _ _. _ X _ �: � � , � , __ .— x---z— _- - -- — `�� -. �_ ' _ ,� � _. , � � _ � .. ... . \ s r �� __.- -_ ..._ .._._.__ ` ♦�x� .x.�:n � ! � 1 , __ _._—_.._�_____c'S . � . � .._ ___�___. _ x— � ; �, ; SPCC CURB ' , _._ -- � - - � �: ; -- -------------- �- _._ __—__-- — ' � , � PROPOSED -, x � ' < i € � + �kILTRAT10N i j � i h'3� � � : ' � .� � : �T ENCH ' h; ' i �t._ � � G � ! � ii� r } � � , � ' ° � ,�a r : , � ----------_ , , x 1 � � x , �� ---._..--- � ___-- ______ , • ----__--_�, x � , � � '_____._____._____.___._'__._.__ X g i t ; � 1 i 1 j �,.� -�-..,�'FO.��-.__-.� ; (�. _ 1 : - �: j A � � >-=:w. �� :�i ; i ,. ��::_ ___ �. r c�- f � �--— ` ti � _ -° ---- -- - =_----� - .�.�e.._....��..�._� ( i �� » ':�. _ � _� �'e'� , - _____•_._—.�._—r . � -_�\ r� •-':�.. PROPOSED SITE CONDITIONS ______ �,,/ c�51 , : � " � ; APPENDIX E � , PROPOSED GRAVEL AREA = 19,670 SQ.FT. �`��e ;�.� '/� � ' � " �F �, DAV 1 D E VA N S PROPOSED ASPHALT AREA = 4,678 SQ.FT. ; =N�, ; ' -"- ' � � � - - - � Q Arvo �►SSOCIATES iNc. � � AREA INSIDE THE SPCC CURB = 2,898 SQ.FT. ' �' ' I. \ ' 415 - 118th Avenue SE ��` � ' � Bellevue Washington 98005-3518 � ` ' � Phone: 425.519.6500 � �` . U �C � Z w a a ¢ . . , - - - KING COUNTY AREA, WASF (RENTOI`: QUABRANG �mC ISSAQUAH 1?Ml. 1�� 1 680000 FEET 122��'3�" �::!� . . . . . • • ,q�p .... . _ �� . . 47°30' �•_� r Y `1;� - : - • , • ;. SiP ' _ ,� ,' �C �� 'ys . ►G� ' `�� i' _ ° �,,,. ' �. . '� �j!- '9 � .4I3• �� . .i. . '8N-�935 ' 1: � `�' . ff � :+ ' �B i .1 ` 5f�: . . .. �• • i�== __ . ;j_ 1��,;•- :n . .Trailgr .. . �: ' `�.E�6===�= • . . � -- I � ♦�• ■ � atk'• " ' ; = i' .B �8• � 8 -� � • „ 3 �� 424 •. . I. . � . h6 � � ` SI-j� : . :� ' ..... � ' -' ia0000 � ; • . � ,.� :, � .� FEE7 °Y=====.\a � .. 4W _ , ' '....• .•_ � _ � :i: C ':' �� q �`^ * ' - • � " � . �c �_L i�P/T Q�r6 r i� �-. .. - . . ._ . • • 1��+~QQ � � ��, �� =1 �+ . � ��l� " � ,a• �. '� ��I5�� —____= i 14.;,____ -- EvC -- ---�'AkF ` " o up �,,..� P•••�� l.' i �,p _ .. . � �-- - -- @�a,__�y� �� % � �.-./�', � . . ... • . • «� � /''/ / ��. 1 ■ � .., I AkF � __-� ' .. . . . .� � /BM yI -3� I •• -i� .p•. . � ' --- "-- •�. --'"uj` r --- ---- /' � — .-- E� ' --- — ".. -__�_ � '� .... ..rz� — —+----- ,—��_,- {- AkF 'RIT�E ,pyewO�G ---4Ma I .°;� I �� / o/`C�r • � I \ ,n EvB ` p �r _� ,�c � i � ,� -- \1 �� '�---•---- � � . AkF . _ ��-' ':;"--��;- _;o` � � }_� '� Rh � ' � �i Ma AkF F _° \ � ,�; " � �\ , � t ' �` A D`��..,y` t� c� _ ' PY �' •'. Pc '° �< . g �V� � x C � o °/i�� -- -- �.. \ t. �, y M p \ • � ' o � \ M > •�,��`__AkF __o=. `: ap • ;i�A y � <'Ng � �• � F,• 'PY � !� 5,� -:� �CI ��oa� /� , � +`. ! s 21 '� �. � • ".a ��t' I• •u' � h Pc � n� ��` u `�10 9 +'��r ��q- I • ==i =__ �' .�ii � v �i �N� � . ` �.== g . �� Q-r � �' ++ � , .r AkF ,p @ SP r ' F � \ �; j �C ��`� Akf Park Ng = py -> \ ��.`o�� ,I � I � � 1691' .� �o<'E \��" � � �� \t•n 't<. EvC � � � qgD AkF � M 8 � � — -- -- � 2� — ��— ---_----- �_ -_ --- ----s ------- — � ` �``'>- --- -�-`e•----•---�-- '-�-- �•---�o___----o_BM� "'^�49Fr 2��30„ A e I -__'°---A82--<___ -`--- I ��a-__;_-- --. � � °"_ � �.Y.. 1�BC A8U ' � AkF � BMp ``�� 428 I c ' � AmC i � ABBi\ ` t1m6 I �B '— --PIPEL/NE_ �C_ � _ � 2� � 2 't Ur ' 492 1 3 �\ ;a • ` � ��•'�o �� No � Ro Sk I ti � '1 ,� �G � G o qg� � �:e ,�___�� I �k P ��' i.' � � ��• ``., � c I �t • •�� o o , . • • I Ag6 � � � • 8 470 �•s . A6icRl?r�rsKx' a � � e` � Q (� �- � The fint capiral letter is rhe initiol one oF the soil nome. A second co0ital letter, I A,8,G,D,E,or F, ird�cares rhe closs of slope. Symbols without a slope lerror ore those of neorly level soils. • SYM60L NAIAE Bo��da Srere Ag8 Alderwood grovelly sondy loum,0 to 6 pe�cent slopes r �►AgC Alderwood grovelly sandy loom,6 to 15 percmt slopes Coun Ag0 Alderwood grovelly sandy loom, IS to 30 percent slopes Ci�il AkF Alde^rood ard Kirsop soils,vcry sreep Am8 Arenfs,Alderwood materiol,0 to 6 percent slopes• I�cor AmC Arents,Alderwood materiol,6 ro 15 percenr slopes• �� An Areots,Everett moterial• Rese� BeC Beausite gravelly sandy loam,6 to IS percent slopes � Srt1O�� BeO Beousire gravelly sandy loam, 15 to 30 perce�t slopes � _... . � � P�F A�n.:.�.e:..�..�!I..�.....7..1..�.� ..n.,.�c_.,.-.._._i_.._e Land Bh Bellingham silt loam Townsh Br �iscot siit loom Bu Buckley silr loam Townsh Cb Coasral Beaches Secrion I Ea Earimont silt loom $cction Ed Edgewick fine sandy loom Townshi I Ev8 Everett gravelly sondy loam,0 ro 5 percent slopes EvC Eve�ett gravelly zandy loam, 5 to 15 percent slopes �CfO" EvD Everett gravally sandy loam, IS to 30 percent slopes $ect�on� EwC Eve�ett-Alderwood gravelly sandy loams,6 ro IS percent slopes Bo�ndor I InA I�dionola loamy fine sond,0 to 4 percent slopes InC Indianola loamy fine so�d,d to 15 percenf slopes United$ I In0 Indianola loamy fine sand, 15 to 30 percent slopes KpB Kitsap zilt laom,2 to 8 percent slopes Build�n 9 KpC Kitsop silt loam,8 to 15 percent slopes KpO Kitsap silt laum, IS to 30 perce�t slopes School,c KsC Klaus gravelly loamy sand,6 to 15 percent slopes B��Id��g, Ma Mixed ollwial Iand Power tr< NeG Neilron very gravelly loomy sand,2 to IS percent slopes Telephon Ng Newberg silt loom Nk Nooksock silt loom Wells oth No Narma sandy loom Tanks;o Or Orcas pear L«ored� Os Oridia silt loom OvC Ovall grovelly loom,O Io IS percent slopes � � Ov0 Ovall gravelly loom, 15 to 25 percent slopes . OvF Ovall grovelly loam,40to 75 percent slopes Hof�zonro Tobler, Pc Plichock loomy fine sand Pk pilchuck firx sandy loam Orher n Pu Puget silry clay loam _ Py Puyollup fine sondy loam Hor�zonra Any rec RaC Ragnar fine sandy loam,6 10 15 percent slopes Ro0 Rogrwr fine sa�y loom, 15 to 25 percent slopes Ver�icoi c RdC Rognar-lodianola associorim,sloping� RdE Ragnar-Indionola ossociotion,maderately sreep• Orher rE I Re Renton silt loam Rh Riverwash Checked s Unc hec kee $a $alol silt loam � ` $h $ommomish silt loam I � $k $eottle m�ck $m $halcof muck $n Si silt loom �� ' $o $nohomish silt Imm . Sr $nohomish silt loom,thick surfoce varianr $u $ulton silt loam Tu Tukwilo muck Ur �Jrban land Wo Woodinville zilt loam � The composition of these units is more variable tFwn that oF the others in the orea,b�t i�hos been controlled well enough to inferpref for the expecred use of the soils. 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" / i� /., � � /,,'%,i `� 'i �'/// ' �',-�� 'i!% i. , � /,�j �� , � �/ , ��„� �` �� ii ��,=/,� � / ��:j � /%%�//�� ' , -, � �; ; i ��; i %i ' �__ , i �/, , �'%�%� '-� ' / ' � '�� :� = % .i.% � � �� / /i/� �: � �i��/ . ��I " . % . � _ / - .. i -� i/.� i� / �i I� _ , . . � . ..i.- . . , . . . /. 'i /� �'/;,. . . . . -/.� ..% . . ,'-i� //i:� , , , i. ;i� . -� /::' /�i..y'- � _/_/ / i�/.. /% � , ; : . � ' � GEOTECHNICAL ENGINEERING SERVICES ;•. ,� � i' " ��/ PRESIDENT PARK SUBSTATION � ' '' RENTON,WASHINGTON ' �/ , ., FEBRUARY 22 2006 I � _ � FOR � ' PUGET SOUND ENERGY , t t , -- �� _- � _- __ �� -_--- -- _ �;�,, _� _ '' i�;� __---_ - -- �,� � ' - ' - - - - _ _ - , = - ____ -- -_ �.. f - ;; = _ - __` -� - -; - � __ -, , . -,- - - �__- ;- :-- - , -. ,.' ,��`�" -_ . -- � - � - - '. ' - - � � - -- _ -; . _ _ _ , -. -: �: .,� . _ � � . I, (` .. - -- � , ,_- -. . - =, .•' _ _- , : - -- . _ - , � _� _- i ,_ _ _.. ,. . -..._ _.- _._ _-- �. '�,. � � - -- i � .. � - _ - � ' '",, � _ . ___ _ - _ , i . � � , _ _ - - �.- _ _ � -._ - . , I E. -' �_ � ' I __ . : �_ _ ' . - � " , - _ � . I ( - / . �_EOENGINEERS� � - - File I�o.0186-673-00 Geotechnical Engineering Services President Park Substation � Renton, Washington File No. 0186-fi73-00 February 22, 2006 Prepared for: Puget Sound Energy PO Box 90868, EST-04W Bellevue, Washington 98009-0868 Attention: Fred Lunki, PE Prepared by: GeoEngineers, Inc. Plaza 600 Building 600 Stewart Street, Suite 1700 Seattle,Washington 98101 � (206)-728-2674 GeoEngineers, In . � ��t i othy D. Bailey cF ot nical En e 3' � F �� c ti�� ' �o � w B McFadden, PE, LEG �' FC�g��tit'``� SSOCIat@ `PI�NAL E�G ��JOG L � TB2:J1M:jm:ta �P �7 REDM:1010186873\OO�FinaLs5018667300R.doc Copyright�2006 by GeoEngincers,Inc. All rights reserved. Disclaimer: Any electronic form, facsimile or hazd copy of the original document (email, text, table, and/or figure), if provided, and any anachments are only a copy of the original document The original document is stored by GeoEngineers, Inc. and will serve as the official document of record. File No.0186-673-00 TABLE OF CONTENTS Paqe Na INTRODUCTION-�......................................................................................................................................... 1 PROJECTDESCRIPTION............................................................................................................................ 1 , FIELD EXPLORATION AND LABORATORY TESTING.............................................................................. 1 ' FIELDEXPLORATIONS..................................................................................................................... 1 LABORATORY TESTING..............................................................................•----................................2 SITE CONDITIONS.......................................................................................................................................2 SURFACECONDITIONS...--•.....................................................��--��----..............................................2 '' GEOLOGY.................................................................................................. ........................................2 SUBSURFACE CONDITIONS............................................................................................................2 � GROUNDWATER CONDITIONS........................................................................................................3 INFILTRATION TESTING.................................................................•�--••-----..............---............-�---.....3 CONCLUSIONS AND RECOMMENDATIONS.............................................................................................4 I SUMMARY..........................................................................................................................................4 EARTHQUAKE ENGINEERING.........................................................................................................4 EARTHWORK.......................................................................................................�-��-•---.....................5 Excavation Considerations........................................................................................................5 Clearingand Grubbing....................................��------•--�--........................................................._..5 SubgradePreparation ...............................................................................................................5 Erosion and Sedimentation Control...........................................................................................5 StructuralFill..............................................................................................................................6 � Weather Considerations...................................................................................................�--•--...7 TemporarySlopes.............................................................�------......................._.................--�-�---� PermanentSlopes............................................................•------.......-�--�---...................................8 SHALLOW FOUNDATIONS/MAT FOUNDATIONS..........................................................................8 Allowable Bearing Pressure..............................................................................................�---....8 Embedment...............................................................................................................................8 Settlement.....................................•-•-�--............---.............................................----•------............---8 LateralResistance..............................�---�--..............................-�-----...--�--��----.............................9 Construction Considerations....................................................�--..............................................9 RETAININGWALLS ...................................................................................�-�----.................................9 General................................................................�----...............---..........................................---�-9 WallDrainage................................................�--�---�----................................................................9 SITE DRAINAGE AND INFILTRATION............................................................................................ 10 PAVEMENT RECOMMENDATIONS...................................................................�--�-�--�--.................. 10 SubgradePreparation .................................................................................�-�------�--................ 10 Asphalt Concrete Pavements.................•--�-••---.........................................................._............ 10 LIMITATIONS.............................................................................................................................................. 11 REFERENCES............................................................................................................................................ 11 Frfe No.0186-673-00 Page i GEOENGINEERS� February 22,2006 TABLE OF CONTENTS (CONTINUED� PaQe No. List of Tables Tabie 1. Infiltration Rate Test Results.............................................................�----................---..._.................3 Table 2. 2003 IBC Seismic Parameters.......................................................................................................4 List of Figures Figure 1. Vcinity Map Figure 2. Site Plan ArPENDICES APPENDIX A—FIELD EXPLORATIONS..................................................................................................A-1 Appendix A Table and Figures Table A-1. Soil Description and Field Screening Results Figure A-1. Key to Exploration Logs Figures A-2 and A-3. Log of Test Pits Figures A-4 through A-9. Log of Hand Augers APPENDIX B—LABORATORY TESTING................................................................................................B-1 Appendix B Figures � Figure B-1. Sieve Analysis Results APPENDIX C—REPORT LIMITATIONS AND GUIDELINES FOR USE.........................................C-1...C-3 t File No.0186-673-00 Page ii �iEOENGINEER� February 22,2006 GEOTECHNICAL ENGINEERING SERVICES �' PRESIDENT FARK SUBSTATION RENTON,WASHINGTON FoR PUGET SOUND ENERGY INTRODUCTION I This report summarizes the results of our geotechnical engineering services for the proposed improvements to the existing President Park substation. The substation is located at 475 Union Avenue , NE, as shown on the Vicinity Map, Figure 1. The layout of the proposed improvements is shown on the Site Plan,Figure 2. �'� Our geotechnical engir.eering services were completed in general accordance with our proposal dated ' January 5, 2006. Our scope of work inciades: • Completing test pits and hand explorations at the site; �� • Completing infiltration tests at the site; • Completing laboratory testing on selected soil samples from the borings; • Providing geotectuiical conclusions and recommendations for the proposed improvements; and • Preparing this report. GeoEngineers also completed environmental services which are summarized in a separate report, "Soil Characterization Services,President Park Substation,475 Union Avenue NE,Renton,Washington". PROJECT DESCRIPTION Our understanding of the project is based on our meeting with you and review of a preliminary site plan dated December 14, 2005 provided by PSE. We visited the site on January 2, 2006 to evaluate access considerations and develop an appropriate exploration plan. We understand that the e�cisting substation will be demolished as part of this project. We also understand that the new substation will consist of two dead-end towers, a 115 kV transformer, and lightly loaded electrical equipment. The dead end towers will support three conductors,each with a 3 kip tension load at a height of 35 feet. The transformer will weigh up to 150 kips and be supported on a 12 foot by 14 foot by 1 foot thick mat. Other equipment includes a future structure for gas breaker and switches. This equipment will weigh about 17.5 kips and be supported on a 14 foot by 16 foot by 2.25 foot thick slab. The substation will have room for future expansion to include another transformer. The proposed substation will be expanded to the west of the existing substation footprint. An additional driveway will be constructed from the substation east to Union Avenue NE. Some grading will be required to establish site grades, including removal of up to 4 feet of soil across the existing substation pad. Retaining walls will be required to support the fill at the northwest comer of the new substation fence as well as the north edge of the new access driveway. An infiltration facility will be used to manage stormwater from the substation_ FIELD EXPLORATION AND LABORATORY TESTING FIELD EXPLORATIONS The subsurface conditions at the site were evaluated by completing two test pits, TP-1 and TP-2,to depths of 8%2 feet be(ow existing site grades. We also completed six hand explorations, HA-1 to HA-6, to depths File No.0186-673-00 Page I GEOENGINEERS� Fe6ruary 22,2006 of 4 to 5'/� feet below existing site grades. The locations of the test pits and hand explorations are shown on the Site Plan, Figure 2. A detailed description of the field exploration program is presented in Appendix A. We also performed 18 hand explorations, B-1 to B-18, inside the substation as part of our soil characterization services for the environmental portion of this project. A summary table (Table A-1) of these explorations is included in Appendix A. LABORATORY TESTING Soil samples were collected during the exploration program and taken to GeoEngineers' laboratory for further evaluation. Selected samples were tested for the determination of moisture content, fines content (material passing the U.S. No. 200 sieve), and grain size distribution (sieve analysis). A description of the laboratory testing and the test results are presented in Appendix B or on the exploration logs, as appropriate. SITE CONDITIONS SURFACE CONDITIONS The site is located in a residential azea with multifamily residential properties on the north, south, and west, and Union Avenue NE on the east. The site is currently occupied with an active substation, which includes a dead-end tower, a transformer, and other electrical equipment. The substation is surfaced with gravel and surrounded by a chain-link fence, and a cell tower is located east of the fence. The site is accessed from a paved asphalt concrete driveway off of Union Avenue NE. There is a 5 feet rockery at the southeast corner of the site on the neighboring property. Utilities at the site include underground power,communications and overhead power. , 'The substation is approximately 10 to 13 feet higher than the surrounding area. The ground surface slopes up from the east, north,and west at about 2H:1V(horizontal to vertical)and the existing substation are located at the top of the slope in a fairly level area at about Elevation 413 feet. The residential properties to the south are built into the slope, so there is little grade change on the south side of the substation. Vegetation on the site includes grass, shrubs,and landscaping on the east side of the site and immediately adjacent to the substation fence. There are maple trees and blackberries on the west side of the site, and maple trees and brush in the northeast corner of the site. There is no landscaping inside the perimeter of ' the substation. There are no surface water features in the vicinity of the site. GEOLOGY Geologic information for the project area(Mullineaux, 1965)indicates that native su�cial soils at the site are composed of glacial till. Glacial till commonly consists of a very compact, poorly sorted, non-stratified mixture of clay,silt, sand,gravel and cobbles. Till may include cobbles and large boulders. SUBSURFACE CONDITIONS Based on the explorations performed at the site, the subsurface conditions generally consist of fill and recessional outwash overlying dense glacial till. On the west side of the site, we observed 2'/z to 3 feet of fill consisting of loose to medium dense silty sand with gravel. The fill was underlain by recessional outwash underlain by loose to medium dense silty File No.0186-673-00 Page 2 GEOENGIHEERS� February 22.2006 sand with varying gravel content which generally extended to the depths explored, except in TP-2. In TP-2, glacial till consisting of dense silry sand with gravel was encountered below the recessional outwash at a depth of 7'/�feet, and extended to the depth explored. In the area of the substation and to the east of the substation,we encountered loose to medium dense silty sand with varying gravel content which extended to the depths explored (3 to 5%z feet below the ground surface). We interpret this silty sand to be regraded and narive recessional outwash. We observed approximately 3 to 12 inches of gravel surfacing in and around the existing substation. GROUNDWATER CONDITIONS At the time of our exploration on January 12, 2005, the region had experienced 25 consecutive days with measurable precipitation. We observed groundwater at a depth of 6 feet below the ground surface (Elevation 401 feet) in TP-1. We observed that the soil became moist to wet at depths of about 4 feet in the explorations inside thG substation, and we encountered groundwater at depths of 3'/� and 4 feet (Elevation 408.5 and 408 feet)in HA-1 and HA-2,respectively. During our subsequent explorations on February 1, 2006, which was during a drier period, we did not encounter groundwater in explorations HA-4 to HA-6, completed for the purpose of infiltration tests, although HA-6 was in an area where we observed groundwater on January 12. Based on our observations of groundwater conditions, we interpret that the groundwater and moisture encountered near Elevation 408 to 409 feet represents stormwater perched on top of the dense glacial till encountered in TP-2. It appears that the groundwater at the site infiltrates and generally flows downhill to the northwest corner of the site. The ground at the northwest corner of the site was observed to be soft and wet. � INFILTRATION TESTING The City of Renton requires that infiltration facitities be designed in accordance with King County regulations. King County requires infiltration testing, so we performed falling head infiltration tests at three of the exploration locations, HA-4 to HA-6 on February 1, 2006. The tests were performed in general accordance with the procedure described in Reference 6-A of the King County Surface Water Design Manual. To perform the falling head infiltration tests, 6-inch-inside-diameter PVC pipes were seated at least 6 inches into native soils at depths corresponding to the appro�cimate elevation of the proposed infiltration facility. The infiltration rate tests were conducted by filling each pipe with approximately 6 inches of water above the native soil. The infiltration rates were measured for total water level drops of 6 inches. The tests were repeated five times at each location and the results at each location were averaged. The results of the infiltration rate tests are presented on Table l,together with the depths of each test. Table 1. Infiltration Rate Test Results Location Elevation of Test(feet) Infiltration Rate(incheslhour) HA-4 409 8.1 HA-5 407 7.7 HA-6 407 5.1 File No.0186-673-00 Page 3 GEOENGINEERS� February 22.2006 CONCLUSIONS AND RECOMMENDATIONS SUMMARY A summary of the primary geotechnical considerations is provided below. The summary is presented for introductory purposes only and should he used in conjunction with the complete recommendations presented in this report. • The site is designated as seismic Soil Profile Type D per the 2003 Interna*±onal Building Code (IBC). • On-site soils are suitable for re-use as structural fill during periods of dry weather and may be suitable during wet weather as well, provided they can be moistwe conditioned to meet compaction requirements. If on-site soils cannot be adequately compacted during wet weather, imported gravel borrow should be used. • Substation equipment, including dead-end towers, can be supported on shallow foundations with an allowable bearing pressure of 3,500 psf, a passive resistance of 250 psf, and a base friction value of 0.4. We estimate total settlement on the order of'h to 1 inch. • The northwest corner and the new access drive extending to the northeast areas of the substation expansion can be supported using 2- or 3-block-high Ultra Block walls (5 to 7%2 feet high). Reinforcing geote�ctile will be required for walls taller than 5 feet,on supporting sloping backfill. • New pavements for the driveways may consist of the standard PSE pavement section, with 3 inches of asphalt concrete over 10%2 inches of top and base course. Our s ecific eotechnical recommendations are resented in the followin sections of this re ort. P g P g P EARTHQUAKE ENGINEERING � GeoEngineers evaluated the site for seismic hazards including liquefaction, lateral spreading,fault rupture and earthquake-induced slope instability. Ow evaluation indicates that the site dces not have liquefiable soils present and therefore also has no risk of liquefaction-induced lateral spreading. In addition, the site has a low risk of fault rupture or seismically-induced slope movement. We recommend the 2003 International Building Code (IBC) parameters for Site Class, short period spectral response acceleration(SS), 1-second period spectral response acceleration (S�), and Seismic Coefficients FA and F� presented in Table 2. Table 2. 2003 IBC Seismic Parameters Recommended 2003 IBC Parameter Value Site Class D Short Period Spedral Response Acceleration,SS(percent g) 138 1-Second Period Spectral Response Acceleration,S, (percent g) 47 Seismic Coetficient, F„ 1.0 Seismic Coefficient, F„ 1.53 File No.0186-673-00 Page 4 GEOENGINEERS� February 22,2006 EARTHWORK Excavation Considerations Fill,recessional outwash,and glacial till were observed in the explorarions. We anticipate that these soils can be excavated with conventional excavation equipment, such as trackhoes or dozers. Cobbles were encountered in the soils at the site. While boulders were not observed in the explorations, they may also be encountered, and the contractor should be prepared to remove them where necessary. Clearing and Grubbing Removal and demolition of existing substation structures should include removal of foundation elements. E�cisting voids or new depressions created during site preparation should be cleaned of loose soil or debris and backfilled with structural fill. Trees, brush and other vegetation, including topsoil with roots, should be stripped and removed from areas where struetural fil[ will be placed. The stripped material should be placed in landscaping areas or taken off-site for disposal. Subgrade Preparation In areas where structural fill is to be placed, the upper 12 inches of existing subgrade soils should be compacted and evaluated prior to fill placement through either probing or proof-rolling with heavy, rubber-tired construction equipment. Likewise, the exposed subgrade in the proposed foundation areas for structures and retaining walls should be evaluated after site grading is complete. Probing should be used to evaluate the subgrades where proof-rolling is not possible or if site grading takes place during wet weather. Soft zones noted during proof-rolling or probing should be excavated and replaced with compacted structural fill. Fill placed on existing slopes w�hich aze steeper than SH:1 V should be properly keyed into the native soil slope surface. This can be done by constructing the fill in a series of 6-to 8-foot wide horizontal benches cut into the slope. Bench surfaces should be constivcted in accordance with Section 2-03.3(14) of the 2006 WSDOT Standard Specifications,and should be thoroughly compacted prior to placing the fill soils. Erosion and Sedimentation Control Potential sources or causes of erosion and sedimentation depend upon construction methods, slope length and gradient, amount of soil exposed and/or disturbed, soil type, construction sequencing and weather. The project impact on erosion-prone areas can be reduced by implementing an erosion and sedimentation control plan. The plan should be designed in accordance with applicable city and/or county standards. The plan should incorporate basic planning principles including: • Scheduling grading and construction to reduce soil exposure; � Retaining existing vegetation whenever feasible; • Revegetating or mulching denuded areas; • Directing runoff away from denuded areas; • Minimizing the length and steepness of slopes with exposed soils; • Decreasing runoffvelocities; • Confining sediment to the project site; and • Inspecting and maintaining control measures frequently. File No.0186-673-00 Page S GEoENGINEERS� February 22,7006 We recommend that graded and disturbed slopes be tracked in place with the equipment running perpendicular to the slope contours so that the track marks provide a texture to help resist erosion and channeling. Some sloughing and raveling of slopes with exposed or disturbed soil should be expected. Temporary erosion protection sbould be used and main+.ained in areas with exposed or disturbed soils to help reduce the potential for erosion and reduce transport of sediment to adjacent areas. Temporary erosion protection should include the conshvction of a silt fence around the perimeter of the work area prior to ihe commencement of grading activities. Permanent erosion protection should be provided by re-establishing vegetation using hydroseeding andlor landscape planting. Until the permanent erosion protection is established and the site is stabilized, site monitoring should be performed by qualified personnel to evaluate the effectiveness of the erosion control measures and repair and/or modify them as appropriate. Provisions for modifications to the erosion control system based on monitoring observations should be included in the erosion and sedimentation control plan. Structural Fill Materials. Materials used to raise site grades, placed to support structures or pavements, or used for utility trench backfill is classified as structural fill for the purpose of this report. Structural fill material I quality varies depending upon its use as described below: I 1. On-site soils may be used as structural fill during dry weather. On-site soils may also be used during wet weather provided that they can be moisture conditioned to meet compaction specifications. If on-site soils cannot be moisture conditioned, imported gravel borrow(WSDOT Standard Specifications Section 9-03.14(1)) should be used. 2. Structural fill placed as crushed surfacing top course below pavements should conform to Section 9-03.9(3)of the 2006 WSDOT Standard Specifications. Pavement base course aggregate should conform to Puget Sound Energy Specification 12753110. 3. Structural fill placed as yard surfacing material should conform to Puget Sound Ener� Specification 1275.1330 as described in the following table: US Standard Sieve Size Percent Passing(by weight) 1 Yz inches 100 1 inch 90 to 100 '/.inch 0 to 15 3/8 inch 0 to 5 Fill Placement and Compaction Criteria. Structural fill should be mechanically compacted to a firm, non-yielding condition. In general, structural fill should be placed in loose lifts not exceeding 8 to 10 inches in thickness. Each lift should be conditioned to the proper moisture content and compacted to the specified density before placing subsequent lifts. Structural fill should be compacted to the following criteria: 1. Structural fill placed below foundations, pavement areas or to establish yard grades should be compacted to at least 95 percent of the maximum dry density (MDD) estimated in accordance ��ith American Society for Testing and Materials(ASTI� D 1557. Structural fill placed to form finished slopes should also be compacted to at least 95 percent of the MDD. 2. Structural fill placed behind retaining walls should be compacted to between 90 to 92 percent of the NIDD estimated in accordance with ASTM D 1557. Hand operated compactors should be used �vithin S feet behind the wall. File No.0186-673-00 Page 6 (�iEOE NG I NEER� February 22,2006 i 3. Structural fill (including utility trench backfill} placed outside of areas where foundations, , roadwa_ys, parking and yard areas are to be located should be compacted to at least 90 percent of the MDD estimated in accordance with ASTM D 1557. 4. Crushed rock base course placed as structural fill below pavements should be compacted to at least 95 percent of the MDD estimated in accordance with ASTM D 1557. We recommend that a representative from our fum be present during proof-rolling and/or probing of the exposed subgrade soils in structure and pavement azeas prior to the placement of structural fill and also during the placement of structural fill. Our representative would evaluate the adequacy of the subgrade soils and identify areas needing further work, perform in-place moisture-density tests in the fill to I evaluate if the work is being done in accordance with the compaction specifications, and advise on any modifications to procedures that may be appropriate for the prevailing conditions. Weather Considerations The native soils contain a sufficient percentage of fines (silt) and are moisture sensirive. When the moistwe content of these soils is appreciably above the optimum moisture content, these soils become muddy and unstable, operation of equipment on these soils will be difficult,and it will be difficult to meet the required compaction criteria. Additionally,disturbance of these near surface soils should be expected if earthwork is completed during periods of wet weather. The wet weather season generally begins in October and continues through May in the Puget Sound region; however, periods of wet weather may occur during any month of the year. The optimum earthwork period for these types of soils is typically June through September. If wet weather earthwork is unavoidable,we recommend that: • Stockpiles of on-site soils that will be used as structural fill during wet weather be covered with � plastic sheeting to protect them from rain. • If on-site soils cannot be moisture conditioned to meet compaction requirements during wet �veather, imported gravel borrow should be used as discussed previously. • The ground surface in and around the work area be sloped so that surface water is directed away from the work area. The ground surface should be graded such that areas of ponded water do not develop. Measures should be taken by the contractor to prevent surface water from collecting in excavations and trenches. Measures should be implemented to remove surface water from the work area. Temporary Slopes The soils encountered at tl�e site are classified as Type C soil in accordance with the provisions of Title 296-155 WAC (Washington Administrative Code), Part N, "Excavation, Trenching, and Shoring." We recommend that temporary slopes in excess of 4 feet in �eight be inclined no steeper than 1'/zH:1 V. Flatter slopes may be necessary if localized sloughing occurs. For open cuts at the site we recommend that: • No traffic, construction equipment, stockpiles or building supplies be allowed at the top of cut slopes within a distance of at least 5 feet from the top of the cut. • Exposed soil along the slope be protected from surface erosion using waterproof tarps or plastic sheeting. • Construction activities be scheduled so that the length of time the temporary cut is left open is kept as short as possible. File No.0186-673-00 Page 7 CiEOENGINEERS� February 22,2006 • Erosion control measures be implemented as appropriate such that runoff from the site is reduced to the e�ctent practical. ; • Surface water is diverted away from the excavation. • The general condition of the slopes be observed periodically by a geotechnical engineer to ! confum adequate stahility. i Since the contractor has control cf the construction operations,the contractor should be made responsible for the stability of cut slopes, as well as the safety of the excavations. All shoring and temporary slopes _ must conform to applicable local,state and federal safety regulations. � Permanent S/opes i We recommend that permanent cut and fill slopes be constructed no steeper than 2H:1V. To achieve ' uniform compaction, we recommend that fill slopes be overbuilt slightly and subsequently cut back to a expose properly compacted fill. , To reduce erosion, newly constructed slopes should be planted or hydroseeded shortly after completion of grading. Until the vegetation is established, some sloughing and raveling of the slopes should be - expected. This may require localized repairs and reseeding. Temporary covering, such as clear heavy plastic sheeting,jute fabric, loose straw or excelsior matting should be used to protect the slopes during periods of rainfall. SHALLOW FOUNDATIONS/MAT FOUNDATIONS Allowable Bearing Pressure We recommend the substation equipment be supported on conventional spread footings or mat foundations bearing on either the native soils or on properly compacted structwal fill placed over the native soils. The mat foundations and spread footings, where required, may be designed using an allowable soil bearing value of 3,500 pounds per square foot (ps�. An allowable edge pressure of 4,000 psf may be used in the design of dead end to�ver foundations. The allowable soil bearing values apply to the total of dead and long-term live loads and may be increased by up to one-third for transient loads such as wind or seismic forces. A subgrade modulus of 200 pounds per cubic inch (pci) may be used for the design of mat foundations. Embedment In general, we recommend that the bottom of foundations be founded at least 18 inches below the lowest adjacent grade for frost protection. The foundation embedment depth may be reduced to 12 inches for small, lightly loaded footings where frost action will not affect equipment performance or an additional 6-inch thickness of non-frost susceptible gavel may be placed below the foundations to achieve an embedment of 18 inches. The gravel should meet the requirements of`�ard surfacing material"presented above. i Seitlement Provided all loose soil is removed and the subgrade is prepared as recommended in the "Construction Considerations"section below,we estimate that the total settlement of shallow foundations �;�ill be on the order of%z to 1 inch. Differential settlements are expected to be less than '/z inch. File No.0186-673-00 Page 8 GEOENGINEER� Februcrry 22,2006 � i I :� Lateral Resistance Lateral foundation loads may be resisted by passive resistance on the sides of foundations and by friction on the base of the foundations. For foundations suppert� on native soils or on structural fill placed and compacted in accordance with our recommendations,the allowable frictional resistance may be computed using a coefficient of friction of 0.4 applied to vertical dead-load forces. The allowable passive resistance may be computed using an equivalent flu:� density of 250 pounds per I cubic foot (pc fl (triangular distribution) if these elements are poured directly against compacted native soils or surrounded by structural fill. The structural fill should extend out from the face of the foundation element for a distance at least equal to three times the height of the element and be compacted to at least 95 percent of the MDD. T`he above coefficient of friction and passive equivalent fluid density values incorporate a factor of safety of about 1.5. Construction Considerations If soft soil areas are present at the foundation subgrade elevation, the soft areas should be removed and replaced with structural fill. In such instances, the zone of structural fill should extend laterally beyond the footing edges a horizontal distance at least equal to the thickness of the fill. We recommend the condition of all footing excavations be observed by a representative from our firm to evaluate if the work is completed in accordance with our recommendations and that the subsurface conditions are as anticipated. RETAINING WALLS General We recommend that the proposed fill areas at the northwest corner of the site and aloag the north side of the new driveway be supported with Ultra Block walls. The Ultra Block walls should have a minimum of 18 inches embedment for the first course of blocks at the face of the wall. The upper 12 inches of the subgrade soil should be compacted to at least 95 percent of the MDD. At least 4 inches of crushed rock should be placed below the first course of blocks to protect the subgrade soil and distribute the wall load. The face of the wall should have a batter of 1H:SV. For walls in excess of 5 feet high (two blocks), a woven reinforcing geotextile (WSDOT Standard Specifications Section 9-33.2(2)), will be needed to provide adequate wall stability. The geotextile should be located at a height of 5 feet above the bottom of the wall and e�ctend horizontally from the face of the wall to 5 feet behind the back of the wall. Wall Drainage Positive drainage should be provided behind the Ultra Block walls by placing a 12-inch wide zone of � gravel borrow behind the walls with a nonwoven geotextile filter fabric between the gravel borrow and the wall backfill. The non-woven geotextile filter fabric (WSDOT Standard Specifications Section 9-33.2(1), Moderate Survivability) should be wrapped to protect the top and bottom ofthe gravel borrow (WSDOT Standard Specifications Section 9-03.14(1}). Approximately 12 inches of on-site silty soil should be placed above the zone of gravel borrow to reduce the surface water infiltration behind the wall. Frle No.0186-673-00 Page 9 �iEOENGINEERS� February 22,2006 A 4-inch minimum diameter perforated drain pipe should be placed at the bottom of the zone of gravel borrow. We recommend using either heavy-wall solid pipe (SDR-35 PVC) or rigid corrugated polyethylene pipe (ADS N-12, or equal) for tl�e collector pipe. We recommend against using flexible tubing for wall drain pipe. The pipe should be laid with a minimum slope of one-half percent a.zd discharge to a suitable on-site disposal location. The pipe installations should include cleanouts to allow for future maintenance. Permanent drainage systems should intercept surface water runoff at the top and/or bottom of cut and fill slopes to prevent it from flowing in an uncontrolled manner across the wall. SITE DRAINAGE AND INFILTRATION We recommend that the ground surface be sloped to drain away from the proposed substarion. Pavement surfaces should be sloped such that surface water runoff is collected and routed to suitable discharge points. We understand that stormwater at the site will be infiltrated using infiltration trenches that will be located either at the southwest corner or on the east side of the site. The trenches are anticipafed to be located 2 to 4 feet below the ground surface. The City of Renton requires that stormwater be handled in accordance with the King County Surface Water Design Manual,and based on this manual and the results of our infiltration testing,we recommend a design infiltration rate of 5 inches per hour. Per the requirements of the Surface Water Design Manual,the infiltration facilities must be performance tested after construction to demonstrate capacity. PAVEMENT RECOMMENDATIONS Subgrade Preparation ' We recommend the subgrade soils in new pavement areas be prepared and evaluated as described in the "Earthwork" section of this report. We recommend the upper 12 inches of the existing subgrade soils be compacted to at least 95 percent of the maximum dry density per ASTM D 1557 prior to placing pavement section materials. If the subgrade soils are loose or soft, it may be necessary to excavate the soils and replace them with structural fill. Asphalt Concrete Pavements New pavement sections for the driveways should conform to the PSE standard cross-section which consists of 3 inches of Class 'h inch, PG 58 hot mix asphalt over at least 1% inches of crushed surfacing top course over at least 9 inches of base course aggregate. The crushed surfacing top course should meet the requirements of Section 9-03.9(3) of the 2006 WSDOT Standard Specifications, and the base course should conform to the PSE base course aggregate specification(1275.1310). The crushed s�srfacing base course and top course should be compacted to at least 95 percent of the m�imum dry density prior to the placement of the asphalt concrete. We recommend that proofrolling of the compacted base course be observed by a representative from our firm prior to paving. Soft or yielding areas observed during proofrolling may require over-excavation and replacement with compacted structural fill. Fife No.0186-673-00 Page 10 �iEOENGINEERS� February 22,2006 LIMITATIONS We have prepared this report for the exclusive use of Puget Sound Energy and their authorized agents for the President Pazk Substation project in Renton,Washington. Within the limitations of scope, schedule and budget,our services have been executed in accordance with generally accepted practices in the field of geotechnical engineering in this area at the time this report was prep�red. No warranty or other conditions,express or implied,should be understood. Any electronic form, facsimile or hard copy of the original document(email,text, table,and/or figure), if provided,and any attachments aze only a copy of the original document. The original document is stored by GeoEngineers,Inc. and will serve as the official document of record. Please refer to Appendix C, Report Limitations and Guidelines for Use for additional information i pertaining to use of this report. � � REFERENCES International Code Council,2003, "Intemational Building Code." King County Department of Natural Resources, Z005, "King County, Washington, Surface Water Design Manual." Mullineaux,D.R., 1965,United States Geologic Survey,"Geologic Map of the Renton Quadrangle, King County,Washington,"Geologic Quadrangle Map GQ-405. U.S. Geological Survey—National Seismic Hazard Mapping Project—Interactive Deaggregations. URL: ' http://egint.cr.usgs.gov/eq/html/deaggint.html Washington State Department of Transportation, 2006, "Standard Specifications for Road, Bridge and Municipal Construction." 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Aa l' i �F iP � i r,� � x ; ,i= , � `K i fy 14i ��J. �d ,.P F� }; t i 'l��i/, s 'P .e i ��h ?I� r b .��:, ft:�.; . . . yI!'I� �4 o,�f ��p4 ��,�''l.�� .') y F 'i ` Y A /4.%�yya� ��1� ` � -y hI �dtr •��' ';-0 1��, /� y,:,s-,� 1.�.Lui, ,��. .• e I�■�� ! w,Y '.,� 1 �Y y�. �..NM .3<;C��dk`u, �c,", -' �'�� I..�"�� . . ��`wwxaalfYalliP�td++�-_'�..�1111�14 . �� Q � � � �' W � a � aQ Q o J � W 0 W � \ � � W W Z l9 Z W O W V APPENDIX A FIELD EXPLORATIONS GENERAL Subsurface conditions were explored at the site by completing two test pits(TP-1 and TP-2)and six hand explorations (HA-1 through HA-6) outside the existing substation. The test pits were excavated by Custom Ba�khce on January 12, 2006, and three hand explorations were completed by GeoEngineers the same day. Three additional hand explorations were completed by GeoEngineers on February 1, 2006 to complete infiltration tests. In addition to these explorations completed outside the existing substatioq eig�teen hand explorations were completed inside the substation on January 12, 2006, primarily for evaluating potential environmental liabilities. The locations of the explorations were estimated in the field by measuring distances from site features through tapingfpacing. The approximate exploration locations are shown on the Site Plan, Figure 2. Exploration elevations were estimated based on a topographic map provided by Puget Sound Energy dated December 15,2005 ti�at was used for our Site Plan. TEST PITS The test pits were excavated using a rubber-tired backhoe. The test pits were continuously observed by a geotechnical engineer from our fum who examined and classified the soils encountered, obtained representative soil samples,observed groundwater conditions,and prepared a detailed log of each test pit. Soils encountered in the test pits were visually classified in general accordance with the classification system described in Figure A-1. A key to the exploration log symbols is also presented in Figure A-1. The logs of the test pits are presented in Figures A-2 and A-3. The logs reflect our interpretation of the field condirions and the results of laboratory testing and evaluation of samples. They also indicate the depths at which the soil types or their characterisrics change, although the change might actually be gradual. The test pits were backfilled with the excavated soils and compacted to the extent practical with the bucket of the excavator. The fill will not behave as structural fill and will likely need to be recompacted during construction of the substation. HAND AUGER EXPLORATIONS The hand explorations were completed using a manually operated sampling auger. The auger bucket is approximately 4 inches in diameter and 12 inches long and is extended into the ground using a series of 3-feet rods. The auger was advanced into the soil by hand. The hand augers were completed by an envuonmental scientist or geotechnical engineer from our firm who examined and class�ed the soils encountered, obtained representative soil samples, observed groundwater conditions, and prepazed a detailed log of each hand auger. The logs of the six hand auger explorations outside the substation are presented in Figures A-4 to A-9. The eighteen hand auger explorations completed inside the substation are summarized in Table A-l. GROUNDWATER CONDITIONS Observations of groundwater conditions were made during the explorations. The groundwater condirions encountered during the explorations aze presented on the logs. Groundwater conditions observed during the explorations represent a short term condition and may or may not be representative of the long term groundwater conditions at the site. Groundwater conditions recorded on the logs should be considered approximate. File No.0186-673-00 Page A-1 �iEOENGINEER� February 22,2006 TABLE A-1 SOIL DESCRIPTIONS AND FIELD SCREENING RESULTS PRESIDENT PARK SUBSTATION RENTON, WASHINGTON PUGET SOUND ENERGY PROJECT NO. 0186-673-00 Sample Date Sample Depth Water Sheen' Chemical Identification� Sampled (feet bgs)� Screenin Soil Description4 Analysis° Hand Auger Soil Samples B-1 01/12/06 0.5 NS Surface Gravel — 01/12/06 1.0 NS Gra silt fine to medium sand with occasionai ravel — 01/12/06 2.0 NS Gra silt fine to medium sand with occasional ravel — 01/12/06 3.0 NS Gray silty fine to medium sand with occasional gravel _ B-2 01/12/06 0.5 NS Surface Gravel — 01/12/06 1.0 NS Red-Brown Silt with occasional ravel — 01/12/06 2.0 NS Red-Brown Silt with occasional ravel — i 01/12/06 3.0 NS Gray-Brown silty medium sand with occasional gravel Submitted B"3 01/12/06 0.5 NS Surface Gravel — 01/12/06 1.0 NS Red-Brown silt fine sand with occasional ravel — 01/12/06 2.0 NS Red-Brown silt flne sand with occasional ravel — 01/12/06 3.0 NS Gray silty medium sand with occasional fine gravel _ B'4 01/12/06 0.5 NS Surfacs Gravel — 01/12/06 1.0 NS Red-Brown sil fine sand with occasional ravel -- 01/12/06 2.0 NS Red-Brown sil fine sand with occasional ravel — 01/12/06 3.0 NS Gray silty medium to course sand and fine gravel — B-5 01/12/06 0.5 NS Surface Gravel — 01/12/06 1.0 NS Gra silt fine to coarse sand with occasional ravel — 01/12/06 2.0 NS Gra sil fine to coarse sand with occasional ravel — 01/12/06 3.0 NS Gray silty fine to coerse sand with occasional gravel _ B� 01/12/O6 0.5 NS Surface Gravel — 01/12/06 1.0 NS Gra silt fine to coarse sand with occasional rave� Submitted 01/12/06 2.0 NS Gra silt fine to coarse sand with occasional ravel — 01/12/06 3.0 NS Gray silty fine to coarse sand with occasional gravel — Notes appear on page 3 File No.018&673-00 February 22,2006 GeoEngineers � i TABLE A-1 (Page 2 of 3) Sample Date Sample Depth Water Sheen' Chemical Identification' Sampled (feet bgs)� Screenin Soil DeacMpUon' Analyais° Hand Au er Soil Sam les continued B'� 01/12/06 0.5 NS Surface Gravel — 01/12/06 1.0 NS Gra -Brown silt fine to coarse sand with occasional ravei — 01/12/06 2.0 NS Gra -Brown silt fine to coarse sand with occasional ravel — 01/12/06 3.0 NS Gray-Brown silty fine to coarse sand with occasional gravel _ B'8 01/12/06 0.5 NS Surtace Gravel — 01/12/06 1.0 NS Gra sil fine to coarse sand with occasional ravel — 01/12/06 2.0 NS Gra sil fine to coarse sand with occasional ravel — 01/12/06 3.0 NS Gray silty fine to coarse sand with occasional gravel _ B'9 01/12/06 0.5 NS Surface Gravel Submitted 01/12/06 1.0 NS Gra silt fine to coarse sand with occasional gravel — 01/12/O6 2.0 NS Gra silt fine to coarse sand with occasional ravel — 01/12/06 3.0 NS Brown silty fine to medium sand with occasional gravel — B-10 01/12/06 0.5 NS Surface Gravel — � 01/12/06 1.0 NS Gra silt fine to coarse sand with occasional ravel — 01/12/06 2.0 NS Gra silt fine to coarse sand with occasional ravel — 01/12/06 3.0 NS Brown silty fine to medium sand with occasional gravel _ B-11 01/12/06 0.5 NS Surface Gravel — 01/12/06 1,0 NS Gra silt fine to coarse sand with occasional ravel — 01/12/06 2.0 NS Gra sil fine to coarse sand with occasional ravel — 01/12/06 3.0 NS Brown silty fine to medium sand with occasional gravel _ B'12 01/12/06 0.5 SS Surface Gravel Submitted 01/12/06 1.0 NS Gra sil fine to coarse sand with occasional ravel — 01/12/06 2.0 NS Gra sil fine to coarse sand with occasional ravel — 01/12/06 3.0 NS Brown silty fine to coarse sand with occasional gravel _ B'13 01/12/06 0.5 NS Surface Gravel — 01/12/06 1.0 NS Gra sil fine to coarse sand with occasional ravel — 01/12/06 2.0 NS Gra sil fine to coarse sand wlth occasional ravel — 01/12/06 3.0 NS Gray silty fine to coarse sand with occasional gravel _ Notes appear on page 3 File No. 0186-673-00 February 22, 2006 GeoEnpineers � 1 I� TABLE A-1 (Page 3 of 3) Sample Date Sample Depth Water Sheen' Chemical Identification' Sampled (feet bgs)� Screenln Soil Doscription' Analysis° Hand Au er 3011 Sam les continued B-14 01/12/06 0.5 NS Surtace Gravel — 01/12/06 1.0 SS Black sil fine to coerse sand with ravel — 01/12/06 2.0 NS Brown sil fine to coase sand with occasional gravel — 01/12/06 3.0 NS Brown silty fine to coase sand with occasional gravel _ B-15 01/12/06 0.5 HS Surface Gravel — 01/12/06 1.0 HS Gra sil fine to coarse sand with occasional ravel — 01/12/06 2.0 HS Brown silt fine to medium sand with occasional ravel Submitted 01/12l06 3.0 HS Wood board covering power conduit at 2.5 feet bgs — B-16 01/12/06 0.5 NS Surface Gravel — 01/12/06 1.0 NS Gra silt fine to coarse sand with occasional ravel — 01/12/06 2.0 NS Gra silt fine to coarse sand with occasional ravel — 01/12/06 3.0 NS Gray silty fine to coarse sand with occasional gravel _ B'�� 01l12/06 0.5 MS Surface Gravel Submitted , 01/12/06 1.0 SS Black silt fine to coarse sand with ravel — 01l12/06 2.0 NS Red silt fine to medium sand with occasional ravel — 01/12/06 2.5 NS Red silty fine to medium sand with occasional gravel _ B'18 01/12/06 1.0 NS Surface Gravel 01/12/06 2.0 NS Gra sil fine to coarse sand with ravel — 01/12/06 3.0 NS Gra sflt fine to coarse sand with ravel — 01/12l06 4.0 NS Gray silty fine to coarse sand with gravel _ Notes: �Approximate sample locations are shown in Figure 2. �Sample depths were recorded as depth beneath ground surface. 3 Water sheen testing is a qualitative field screening method used to evaluate the potential presence of petroleum related contamination.Field screening methods are °Grab samples were obtained from the borings to describe soil conditions in general accordance with ASTM guidelines. SPolychlorinated biphenyls(PCB)analyzed using EPA method 8082 and/or mineral oil-range hydrocarbons analyzed using Ecology Method NWTPH-Dx with sulfuric —=not tested NS=no sheen,SS=sli ht sheen, MS=moderate sheen, HS=heav sheen. RE D M:�0�0186673�OO�Flnale�018887300RTebkA-1.xts File No. 0186-673-00 February 22, 2006 GeoEnDlneerB SOIL CLASSIFICATION CHART ADDITIONAL MATERIAL SYMBOLS MNOR DMSIONS SYMBOLS TYPICAL SYMBOLS TYPICAL GRAPH LETTER DESCRIPTIONS GRAPH LETTER DESCWP'T10NS � WELLI'.RADEDGRAVELE.(iRAVEL- -� � a�`" °�� S"'�"0C11�a �-�. CC Cement Conaete GRAVEL GRAVELS :r�•. AND -- y..'- GRAVELLY arn�ai�a Fw� o�o� roae�r�rt�oen wuvas. SatS o o � G"'��-�NDY�a /�L` ASphaRCOnCfQte GRAINm �nwrsox GRAVEISYNTH o (� �n�Rvaa.ca�v�-swo- Cfushed ROCk/ oFcawse FlNES CR sais �,uc,�o« Quarry SpaOs RETNIEDONNO. Vyp�ECN`EAY0111R �+�+ GIAYEY�VEl3.GRAYEL-SM�D- �� a�m) w CUY MI%TURES � roPsoiu Forest Duff/Sod � weu�ernens�wos,cnnveur p..EAN SANDS �$ roaE7wwsm� SAND nErur�o oh ra. AND arnc a��a�� ioo aEVE SANDY $p roart�rr.nnoEo suos, � sats �ruvEursNm Measured groundvra6er level in — exPbraHon,well,or piezort�eber ��sos �� $y �Rswoa s�o•sat � Groundwa6er observed at rirr�e oi P SNG NON.♦ - @^�� pr.�c.naa.wurr � curEr sru�oa.srw-cur �•w�, � �� = Per�hed wate�observed at time ot morx„�wc snrs,aoca ciaHc e�b�� n wn,s�uwr � MeasUred iree product In well or � NIORG�NC ClAVS OF LPNTO - � SLTS IIOUDUWT CL YE00.1YPlA5TICR`l.GMVELLY FINE �� LE65 TXAN 50 cura.suor curs.s�rr curs. GRNNm �� w curs ar 901LS � �nc�i�vso�ci'�ow�x�arwm Stratlqraahic Contact uorte nw+ro+c I I rwrt�ic sara.wcwwo�s ow DIStl[ICt COII}�tt b8tYM6B11 SOII ft�ta Of PASSISMfi1Eq.]LO I I � DIATOYACEWS9lTY5qL8 ffOff�k`U� T� si�Ts . ..onc�wc cuvs oF�+ / Gradual clw�ge between soi strata or ntro unum urrt CH cn��r+rnww � � rusncm geplpglC unitt CiAYS oac�r��c curs,v�o siTs oc APProximate bcatlOrl of soil stratd � YEpUY TO WOM PIASTIC1iY change within a geubgic soil unk � HIGHLY ORGANIC SOILS � P�T.MUYUS.b\WA�$OILS WITM -, 4�i� N�cH onCrvac coHTErrts NOTE: MuKiple syrtibols are used to ind�cate borderline or dual sal dassifiptans Laboratorv l Field Tests Sampler Svmbol Descriations xF Perce�rr,es _ — I►L Atterberg�knits ■ 2.4inch I.D.spGt barrel CA Chemical analysls CP Laboratory compaction test � Standa►d Penetration Test(SP'� � CO��ba�� DS Direct ahear � Shelby tube HA Hydrort�eber analysis MC Mofsture co�sM MD Mofsture eontsM and dry denalty � P�� OC Organk contant Dtrect-Push � Pem�eabiKy or hydraulk co�ucWity � PP Pxket penetrort�eEer � SA Sisv�e analysis Bulk or grab TX Triaxial eompression UC Unconfined compressfon VS Vane shear BlowcouM is recorded for driven samplers as the number of blows requlred to adrance sampler 12 inches(or Sheen Class'rfication distance notied�. See expbratlon log for hartrner weigM and drop. NS No Visibla Sheen SS S6gM Sheen A"P'tndicates sampler pushed using the weight oi the � M°de�abe Shee^ �. HS H Sheen drill NT Noet T ted NOTE: The reader must refer to the discussion in the repoA text and the logs of expbrations for a proper understand'ng d subsurface co�ditans. Desaiptions on the logs apply ony at the spec�c e�cploration bcations and at the time the exploretions were made;they are not warraMed ta be represeMat'rve of subsurface conditions at other locations or times. KEY TO DCPLORATION LOGS GEOENGINEER� FIGUREA-1 Date Excavated: O1/12/06 Logged by: TB2 Equipment: Rubber-ue Backhce Surface Elevation(ft}- �� m � w Z MATERIAL DESCRIPTION o OTHER TESTS � m,-. A.ND NOTES >... a.. n c. L aa 3 m � m � a�i E E Qo� oE °pc W.� ��.... Q ,a c �, o 0 0 � tA C9� C�� U Grayish brown silty 5ne to medium sand with occasional gravel and traoe roors poose,moist)(fill) Probes 2 to 3 feet 1 MC=15°/. I 05 SM Brown silty fine to medium sand with occas�onal gavel(medium dease, Probes 3 to 6 inches moist) Z MC=22.% � 5 � Brownish gray s�7ry fine to medi�sand with occasional gravel(medium Q7°�O°�1IIg dease,moist to wet) 3 SA;MC=20% 8 � N F � 0 M lN m � W O a' � SM o Bro��y silty fine to mediimm sand with occasional gravel(medium �, � m m 4 MC=20% 0 Q Test pit completed at 8.5 fcet LL Moderate goimdwater seepage obscrved at 6 feet o Moderate caving observed at 4 to 8.5 feet � m m s s � � U W �Q o Notes: See Figiue A-1 for explanation of symbols. a 'Ibe depths on the test pit logs are based on an average of ineasurements across the test pit and should be coasidered accurate to 0.5 foot. 0 z O � � LOG OF TEST PIT TP-1 3 Project: PSE President Park Substation � Pro ect Location: Renton,Washin ton C7EOENGINEER� � 9 FigureA-2 ; Project Number: 0186-673-00 Sheet 1 of 1 Date Excavated: O1/12J06 Logged by: TB2 Equipment: Rubber-tire Backhce S�rface Elevation(ft)� 412 m � � Z MATERIAL DESCRIPTION OTHERTESTS ',� L V m� AND NOTES m m c W o p m E E �oo oE oc 0 tn � C�� C�� U Brownish gray silty 5ne to mediimm sand with gavel and occasional cobbles(loose to mednm�de.nse)(Sll) Probes 2 to 8 inches 1 MC=15% 10 SM grown silty fine to medi�sand with gra��el and tact roots and organic matter(loose,mois[) Probes 4 to 12 inches , z %F=18;MC=15% � 5 � SP-SM Light brown fine to medium sand with silt,gavel and occasional cobbles t g (mediimm deuse,moist) � � 0 �' 05 W 3 %F=10;MC=8'/o c� a SM Gray snity 5ne to medium sand with gravel(dease,moist)(glacial till) � S � � m _ m 4 SA;MC=11% 0 Q Test pit complaed at 8.5 feet z No groundwater seepage observed oNo caving obsavcd n m m m 0 'o � � U o No�tes: See Figure A-1 for explanatiou of symbols. s 'fhe depths on the test pit logs are based on an average of ineasurements across the test pit and should be coosidered acauate ro 0.5 foot. Z 0 � ��. � LOG OF TEST PIT TP-2 � Project: PSE President Park Substation � G EO E N G I N E E R� Project Location: Renton,Washington Figure A-3 > Project Number. 0186-673-00 Sheet 1 of 1 Date Excavated: O1/12/06 �oy9�py_ TB2 Equipment: Hand Au�er Surface Elevation (ft)� 412 m o � o OTHER TESTS �� t Z MATERIAL DtSCRIPTION AND NOTES m m � �� a" n a t aa « m W m 0� aEa � `� o � r o0 � tn v� C9� C9�n �U 0 3 inches vel s�afacin SM �y silty 5ne to medium sand with gravel and occasional cobbles (mediimm dense,moist to wet) 1 MC=12'/. 10 � Hand auga completed at 4 feet Groundwater seepage observed az 3.5 feet � 5 No caving ob5erved Unable to retrieve samples below 4.5 feet due to water � � N F 0 � 5 m > 0 a' C� 0 n m � g J Q Z LL g n m 0 0 0 � � U � No�tes: See Figure A-1 for explanation of symbols. a 'Ibe depths on the hand auga logs are based on an average of ineasiuements across the hand auger and should be considered acc�uate to O.S foot 0 z 0 � � LOG OF HAND AUGER HA-1 3 Project: PSE President Park Substation � G EO E N G 1 N E E R� Project Location: Renton,Washington Figure A-4 > Project Number: 0186-673-00 sneec�or i Date Excavated: O1/12106 Logged by: TB2 Equipment: Hand Au�er Surface Elevation (ft)� *12 m o � o OTFiER TESTS � L � m � MATERIAL DESCRIPTION m_ AN�NOTEs I om yfl'm n. c a �c 3m � W w �w � W m o �� o 0 � tq tn C�� U' tn �U 0 � 3 indies gravel siafacing SM Brownish gay silry fine to medi�mm sand with occasional gravel and cobbles(loose to medium deose,moist) 10 � � MC=10% SM Brownish gray s�lty 5ne to medi�sand with gravel(medi�dense, wet) Z SA;MC=11% 5 3 MC=13% Hand auger completed at 5.5 feet Groundwater seepage observed at 4 fcet No cavmg observed 0 � N � � 5 � W 0 a' C9 d n ro m s � a z LL O S m m O O � f U W �Q � Notes: See Figw-e A-1 for explanation of symbols. a The depths on the hand auger logs are based on an average of ineasurements across the hand auger and should be coasidered accurate to 0.5 foot b z 0 E � LOG OF HAND AUGER HA-2 3 Project PSE President Park Substation � G EO E N G I N E E R� Project Location: Renton,Washington Figure A-5 > Project Number: 0186-673-00 sneec�of� ' Date Excavated: OI/12/CS Logged by: TB2 Equipment: Hand AuQer SurFace Elevation(ft)� �g m � � z MATERIAL DESCRIPTION � OTHERTESTS t m m u m:. AND NOTES > Q•• n n t na � c W� pm m m W �ao 'oE �c O �n c� C7� C9 tq g U Bmwn silry fine to medium sand wit�gavel and trace roots�d organic matter poose,moist) Probes 1 to 2 feet ' SM Brownish gra}+silty fine to coatse sand with gravel and occasional Probes 2 to 4 mches cobbles(medium dense,moist) � MC=12'/0 05 Z SA;MC=15% Hand auger complded at 4 feet No groimdwata scepage observed No caving obsaved Refiisal on dense soil and gravel 5 0 � N � � m � W d a (9 0 � Q� n m m 0 h Q Z LL O s � m O s � F U w �Q � Notes: See Figure A-1 for explanation of symbols. a 'Ihe deptbs on the hand auger logs xre based on an average of ineas�ements across the hand auger and should be considered accurate to 0.5 foot 0 z 0 f � LOG OF HAND AUGER HA,3 � � Project: PSE President Park Substation � G EO E N G I N E E R� Project Location: Renton,Washington Figure A-6 > Project Number. 0186-673-00 sneec i or� Date Excavated: 02/O1/06 �oy9�by; TB2 Equipment: Hand Auger Surface Elevation (ft)� 413 m � � Z MATERIAL DESCRIPTION a OTHER TESTS 'A s m m � o� AND NOTES > a�- a n L na 3 m W m p m E E moo oE o0 0 in in C9� C9 tA �U Brown sti7ty fine to medium sand with occasional gravel and trace roots and orgazric matter¢oosc,moist)(5ll) � Brownish gay silry fi�e to medi�sand with occasional gravel and cobbles(loose to medi�dense,moist) 410 � SM Gray silty fine to medium sand with gavel(medium dense to dense, moist) 5 Hand auga campleted at 5 feet No gramdwater seepage observed No caving observed � � N � r 0 � _ �o > w � S a � � d � � 05 � m g � J Q Z LL O � , m � O S � F U 'o N�t�s: See Figure A-1 for explanari�of symbols. a The depths on ihe hand auger logs aze based on an average of ineasisemenis across the hand auger and should be considered accivate to 0.5 foot Z 0 � � LOG OF HAND AUGER HA-4 3 Project: PSE President Park Substation � Pro ect Location: Renton, Washin ton �7EOENGINEER� � 9 FigureA-7 > Project Number. 0186-673-00 sneer�or� Date Excavated: 02/O1/06 Logged by: TB2 Equipment: Hand Au�er Surface Elevation (ft)� 412 m � a Z MATERIAL DE�CRIPTION � OTHERTESTS �m t m m o m�. AND NOTES a'�d m m a c a �� m W m �w E E iaoo oE aDc O iq v� U� C�N �U + Brown s�7ty fine to medium sand with gravel and trace roots and organic matter poose,mo;sc)(sll) � 10 SM Light brovw silty 5ne to mediimm sand with occasianal gravel and cobbles(loose to medium dense,moist) � 5 H�d�ger completed a2 5 feet No gramdwater seepage observed No caving observed � � N 0 � QS m � � a' t9 d � r m m g � Z � s � m m s � s � � U � N�tes: See Figure A-1 for e�lanarion of symbols. a The depths oa the hand auger logs are based on an average of ineasuremeots across the hand auger and should be coasidered acc,�uate to 0.5 foot 0 z 0 � � LOG OF HAND AUGER HA� � Project: PSE President Park Substation � G EO E N G I N E E R� Project Location: Renton,Washington Figure A-8 > Project Number. 0186-673-00 sneet i or� Date Excavated: 02/O1/06 Logged by_ TB2 I Equipment Hand Au�er Surface Elevation(ft)� 412 m a � Z MATERIAL DESCRIPTION OTHER TESTS t m� AND NOTES io n� y m o N m m m a n a �a « m Ww �w � m �° o �i, o0 O tn �n C9� C9 tn �U Brown s�7ty fine to medium sand with gravel and�ace roots and organic - mauez poose,moist)(fll) 10 SM Light brown silty Sne to medium sand with gravei and oobbles(loose to medi�dease,moist) 5 Hand auger completed at S.S feet No gro�mdwater seepage observed No caving observed � 0 � 5 m > 0 a' 0 S n m m S J Q Z LL s � m m s 's � � U � N�tac: See Figure A-1 for eacplanation of symbols. a The depths on the hand auger logs are based on an average of ineasurements across the hand auger�d should be considered accivate to 0.5 foot 0 z 0 � � LOG OF HAND AUGER HA-6 3 Project: PSE President Pack Substation o G EO E N G I N E E R� Project Location: Renton,Washington > Project Number. 0186-673-00 sn�eet eot�9 ..,, �,., ,t„�„+ �.o,yw..:; .;;...,,.�, �.,_,. .,,. -q,r �-*. �- �...;�: e� ��.u �;.•.a 7�. �}n r. v A ,t. ....� �. ..,�� •s,f� . .. . .,i�. r .;�,..�, ,>.n�,. �,N' ., .rR . ..aFe��..d . ��an. 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'.�. r r�,. r;�: :�w ws.1 f, :y,�,:, � .�...��. ;r �,,.,,�..,, ,`� .y,„v, n;"'<a,. :� ,..�, -,.,,;,�' ,�rnr .��9•w+ ,:t..�° ,.s, ,.' i � •/�1��* �1 +V �L. "w o-"h — r�,pu... "�+ � �V`,. •:�! �� L ^ � � � � � � ` O � O � Q � \ N � W W Z l7 Z W O W V APPENDIX B LABORATORY TESTING GENERAL Soil samples obtained from the explorations were transported to our laboratory and examined to confirm or modify field classifications, as well as to evaluate index properties of the soil samples. Representative samples were selected for laboratory testing consisting of the determination of the moisture content, percent fines (material passing the U.S. No. 200 sieve), and grain size distribution (sieve analysis). The tests were performed in general accordance with test methods of the ASTM or other applicable procedures. The sieve analysis results are presented in Figure B-1. The results of the moisture content and percent passing the U.S. No. 200 sieve determinations aze presented at the respective sample depth on the exploration logs in Appendix A. MOISTURE CONTENT TESTING Moisture content tests were completed in general accordance with ASTM D 2216 for representative samples obtained from the explorations. The results of these tests are presented on the exploration logs in Appendix A at the depths at which the samples were obtained. PERCENT PASSING U.S. NO. 200 SIEVE Selected samples were "washed" through the No. 200 mesh sieve to determine the relative percentages of coarse and fine-grained particles in the soil. The percent passing value represents the percentage by weight of the sample finer than the U.S. No. 200 sieve. These tests were conducted to verify field descriptions and to determine the fines content for analysis purposes. The tests were conducted in general accordance with ASTM D 1140, and the results are shown on the exploration logs at the respective sample depths. SIEVE ANALYSES Sieve analyses were performed on selected samples in general accordance with ASTM D422 to determine the sample grain size distribution. The wet sieve analysis method was used to determine the percentage of soil greater than the U.S.No. 200 mesh sieve. The results of the sieve analyses were plotted,classified in general accordance with the Un�ed Soil Classification System (USCS), and are presented in Figure B-1. � � File No.0186-673-00 Page B-1 (�iEOENGINEERS� Febrvary 22,2006 � 0186-673-00 TB2:CTS :jvj 1-19-06 (Sieve.ppt) � � U.S. STANDARDSI�/ESIZE I m 3" 1.5" 3/4" 3/8" �4 #10 #20 #40 N60 H100 N200 � 100 ' rn 90 Z � � = 80 — c� Z � 70 m m m so �v c� N � 50 � a 40 � w 30 U w 20 a 10 �, 0 c 1000 100 10 1 0.1 0.01 0.001 rn „ Z GRAIN SIZE IN MILLIMETERS c� a c � � � m W N GRAVEL SAND :� m COBBLES COARSE FINE COARSE MEDIUM FINE SILT OR CLAY N C r � SYMBOL �PLORATION DEPTH SOII CLASSIFICATION NUMBER ft ♦ TP-1 6 Brownish gray siity fine to medium sand(SM) 0 TP-2 8 Gray silty fine to medium sand with gravel(SM) � HA-2 4 Gray silty fine to medium sand with gravel(SM) . 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'�'w M�:�i � t t 1 p r + S ,.d �"r. .6, � �t'. io\'. + , � i :��.r - �, a: � i �, a. i \ 1, i� 4 i py � .� r tv a u- / ; )`�' ,<<;' �i ,r :, „ " ,I. r.nI. r �. • .r,. � ... �.,�.. �u.�,;,� ,.'��.�..t� , . .:,�:;� .�, .i�? ,./, .;:.�sr tr .�,.:.�' ..�;.,r^a, ,.S � s ..r.,u 1. ■�y rpy �� v .} �J,.�r,. .a�. �E'� ..a„ ,�..�,.+.,.7.,. -.�,�.+� .rv: .p- i .k ..��,;r.'� � ,,,. •' '�b,^.� y,,,:..�,,,Y`. ) ��,,��,,��``��yyYY a � ��I I�� .,t.� .d; .E� .,� `u��mr.�wxks�l'llC 2� v- //�i�� ;,. U � w Zy W � 40 Q y W � � W O � C� 0 z Q � z 0 � � � � � - J � � O a N N � �. W W Z l7 Z W O W V APPENDIX C REPORT LIMITAT:ONS AND GUIDELINES FOR USE' This appendix provides information to help you manage your risks witt-�respect to the use of this report. GEOTECHNICAL SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES, PERSONS AND PROJECTS This report has been prepared for the exclusive use of Puget Sound �;nergy and their authorized agents. This report may be made available to other members of the design and construction team for review. This report is not intended for use by others, and the information contained herein is not applicable to other sites. GeoEngineers structures our services to meet the specific needs of ow clients. For example, a geotechnical or geologic study conducted for a civil engineer or architect may not fulfill the needs of a construction contractor or even another civil engineer or architect that aze involved in the same project. Because each geotechnical or geologic study is unique, each geotechnical engineering or geologic report is unique, prepared solely for the specific client and project site. Our report is prepared for the exclusive use of Puget Sound Energy and their authorized agents. No other party may rely on the product of our services unless we agree in advance to such reliance in writing. This is to provide our firm with reasonable protection against open-ended liability claims by third parties with whom there would otherwise be no contractual limits to their actions. Within the limitations of scope, schedule and budget, our services have been executed in accordance with our Agreement with Puget Sound Energy and generally accepted geotechnical practices in this area at the time this report was prepared. This report should not be applied for any purpose or project except the one originally contemplated. A GEOTECHNICAL ENGINEERING OR GEOLOGIC REPORT IS BASED ON A UNIQUE SET OF PROJECT-SPECIFIC FACTORS This report has been prepared for the President Park Substation in Renton, Washington. GeoEngineers considered a number of unique, project-specific factors when establishing the scope of services for this project and report. Unless GeoEngineers specifically indicates otherwise, do not rely on this report if it was: • not prepared for you, • not prepared for your project, • not prepared for the specific site explored, or • completed before important project changes were made. For example, changes that can affect the applicability of this report include those that affect: • the function of the proposed structures; � elevation,configuration, location,orientation or weight of the proposed structures; • composition of the design team; or • project ownership. If important changes are made after the date of this report, GeoEngineers should be given the opportunity to review our interpretations and recommendations and provide written modifications or confirmation, as appropriate. �Developed based on material provided by ASFE,Professional Firms Practicing in the Geosciences;www.asfe.org. File No.0186-673-00 Pllge C-] �iEOENGINEERS� February 22,2006 SUBSURFACE CONDIT�ONS CAN CHANGE This geotechnical or geologic report is based on conditions that existed at the time the study was performed. The findings and conclusions of this report may be affected by the passage of time, by manmade events such as construction on or adjacent to the site, or by natural events such as floods, earthquakes, slope instability or groundwater fluctuations. Always contact GeoEngineers before applying a report to determine if it remains applicable. MOST GEOTECHNICAL AND GEOLOGIC FINDINGS ARE PROFESSIONAL OPINIONS Our interpretations of subsurface conditions are based on field observations from widely spaced sampling locations at the site. Site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. GeoEngineers reviewed field and laboratory data and then applied our professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ, sometimes significantly, from those indicated in this report. Our report, conclusions and interpretations should not be construed as a watranty of the subsurface conditions. GEOTECHNICAL ENGINEERING REPORT RECOMMENDATIONS ARE NOT FINAL Do not over-rely on the preliminary construction recommendations included in this report. These recommendations are not fmal,because they were developed principally from GeoEngineers' professional judgment and opinion. GeoEngineers' recommendations can be finalized only by observing actual subsurface conditions revealed during construction. GeoEngineers cannot assume responsibility or liability for this report's recommendations if we do not perform construction observation. Sufficient monitoring, testing and consultation by GeoEngineers should be provided during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork activities aze completed in accordance with our recommendations. Retaining GeoEngineers for construction observation for this project is the most effective method of managing the risks associated with unanticipated conditions. A GEOTECHNICAL ENGINEERING OR GEOL�GIC REPORT COULD BE SUBJECT TO MISINTERPRETATION Misinterpretation of this report by other design team members can result in costly problems. You could lower that risk by having GeoEngineers confer with appropriate members of the design team after submitting the report. Also retain GeoEngineers to review pertinent elements of the design team's plans and specifications. Contractors can also misinterpret a geotechnical engineering or geologic report. Reduce that risk by having GeoEngineers participate in pre-bid and preconstruction conferences, and by providing construction observation. DO NOT REDRAW THE EXPLORATION LOGS Geotechnical engineers and geologists prepare fmal boring and test pit logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering or geologic report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable, but recognize that separating logs from the report can elevate risk. File No.0186-673-00 P!!ge G2 �iEOENGINEERS� February 22, 2006 GIVE CONTRACTORS A COMPLETE REPORT AND GUIDANCE Some owners and design professionals believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give contractors the complete geotechnical engineering or geologic report, but preface it with a clearly written lettsr of transmittal. In that letter,advise contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with GeoEngineers and/or to conduct additional study to obtain the specific types of information they need or prefer. A pre-bid conference can also be valuable. Be sure contractors have sufficient time to perform additionaI study. Only then might an owner be in a position to give contractors the best information available,while requiring them to at least share the financial responsibilities stemming from unanticipated conditions. Further, a contingency for unanticipated conditions should be included in your project budget aud schedule. CONTRACTORS ARE RESPONSIBLE FOR SITE SAFETY ON THEIR OWN CONSTRUCTION PROJECTS Our geotechnical recommendations are not intended to direct the contractor's procedures, methods, schedule or management of the work site. The contractor is solely responsible for job site safety and for managing construction operations to minimize risks to on-site personnel and to adjacent properties. READ THESE PROVISIONS CLOSELY Some clients, desi rofessionals and contractors ma not reco ize that the eoscience ractices � P Y � g P (geotechnical engineering or geology) are far less exact than other engineering and natural science disciplines. This lack of understanding can create unrealistic expectations that could lead to disappointments, claims and disputes. GeoEngineers includes these explanatory "limitations" provisions in our reports to help reduce such risks. Please confer with GeoEngineers if you are unclear how these "Report Limitations and Guidelines for Use"apply to your project or site. GEOTECHNICAL, GEOLOGIC AND ENVIRONMENTAL REPORTS SHOULD NOT BE INTERCHANGED The equipment, techniques and personnel used to perform an environmental study differ significantly from those used to perform a geotechnical or geologic study and vice versa. For that reason, a geotechnical engineering or geologic report does not usually relate any environmental fmdings, conclusions or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Similarly,environmental reports are not used to address geotechnical or geologic concerns regarding a specific project. BIOLOGICAL POLLUTANTS GeoEngineers' Scope of Work specifically excludes the investigation,detection, prevention or assessment of the presence of Biological Pollutants. Accordingly, this report dces not include any interpretations, recommendations, findings, or conclusions regarding the detecting, assessing, preventing or abating of Biological Pollutants and no conclusions or inferences should be drawn regarding Biological Pollutants, as they may relate to this project. The term"Biological Pollutants" includes, but is not limited to, molds, fungi, spores,bacteria, and viruses,and/or any of their byproducts. If Client desires these specialized services, they should be obtained from a consultant who offers services in this specialized field. File 1Vo.0186-673-00 Page G3 �iEOENGINEERS� February 22,2006