Loading...
HomeMy WebLinkAboutSWP272972 City of Renton InterOffice Memo To: Raymond Vander Roest, Surface Water From: Jan Illian x 7216 Date: NNovember 22, 2004 Subject: City of Renton Parking Garage - Project No. 2972 Permit # U010750 Storm Drainage Report & Geo Tech Raymond: Here is a copy of the "approved" Storm Drainage Report & Geo Tech for the City of Renton Parking Garage. DCI - ENGINEERS D ' AMATO CONVERSANO INC . RENTON PARKING GARAGE RENTON, WASHINGTON TECHNICAL INFORMATION REPORT prepared for LMN Architects 801 Second Avenue Suite 501 Seattle, WA 98104 CITY OF R@NTON FIVED �n BUILDING DIVt510N RENTON PARKING GARAGE RENTON, WASHINGTON TECHNICAL INFORMATION REPORT prepared for LMN Architects 801 Second Ave. Suite 501 �— Seattle, WA 98014 prepared by D'Amato Conversano Incorporated 2815 Colby AvenueSuite 303 Everett, Washington 98201 . to R. of WASy Z 2 63 O QFG1 TER ��ssI�NAL E�Gl It 9 EXPIRES 4/24/01 DCI Job No. 00-12-002 CITY OF RENTON November 16, 2001 RECEIVED DEC Q 7 - = BUILDING DIVt610N TABLE OF CONTENTS SECTION TITLE 1. Project Overview 11. Preliminary Conditions Summary III. Offsite Analysis 1V. Retention/Detention Analysis and Design V. Conveyance Systems Analysis and Design VI. Special Reports and Studies P P VII. Basin and Community Planning Areas VIII. Other Permits IX. Erosion/Sedimentation Control Design X. Retention/Detention Facility Summary Sheet ' XI. Maintenance and Operations Manual a I. Project Overview 1 The site is located of f of S. 2 Street between Logan Avenue and Burnett Avenue in the City of Renton. It is approximately 3/4 of an acre in size and was previously developed with a single structure and associated parking. The site was virtually all impervious and sloped predominately to the west. There is an existing storm system in each of the surrounding streets. The on-site storm runoff is contributory ' to the Cedar River. A seven story parking garage is proposed to be developed by the City of Renton. r e rtka r •k,+,'S,, s ._ `" t�l �K~a . .. , b -C�}4rgSe*1 s, , $a >`v x ii r ^5's•Fi.' �t"5G' ,n ?• 1�y q >< "-�.4i(. a r� x `�iE k��4'a• R' f ,�l .ec-k e i. $.': �. L� �,�_r9`{ fir'... r 2 b3 � � 3 5 �'�'' �Y".'• •� s,3,sY��'c b �c'8C.<}i v< , �i � 5:..�..; tt"�` a��. '�� f �.i 'f �-psi n.�.;;j' �k.' a ,;.: ,- �- r � F .r�� ' Y t h r�a) �c'�✓- y 1 t�+,•'F"�"".'...,,. fF,.t YJ� Y `L� { ;;;l•H •y.. � `��� ��� � 1 � .t s•S � •�� �`', A;� �''„�, ;'ef' �,r;'; s� ���r �,�'�� n � TM 4 e .. � r'+. �.;: �• • ,,'�� 'f.:•,.� f �1�.. :1i ers•CY � -.�t�. %om+ '7N: 77775M, t.Z '-++a ' "' •e { Y 3?,,Ad _ 'T :�. t ;r.• �:-}yam �4'�ur r -a Avg-'x':`+^�•;•Y F 4� _ 4Fi' i:,: +, 'a 4�L-.:..��tv a �,e/.E` -r..^,. s 4 `5' T}y ;. IY '�'4a'F �.:7t+ ._•?�t �`x+r+3a 4r{ -3. 'i��`` -' r�+'i" sE `- y;n _ "f j dAritk`l�Atr,,: •'y `'. rw�,,� � ,.5: � �s.. ��P"iS�t�'i� srSG !" y- 'r .�. °S'•�""r`'�S�_".aN,Z�}�,�•'.,.•3_Y' s�' Al, ,�rp� 'h �¢' w�� yF. ��. -^�if •ca't r -%.. .k '� � lru -- ..�t='.+a'. `� t.: �' ''�' d -_+��,`y'�'�: - .�'S=�S�s�k{ Y'J',�i�;:'�i'.'�_: 'SAGA r-1 et4�7 • -rr'' lS.n�rhr51'•3_^ 'cu a 7 !'� 'Y. , 5•a- + - a rsi,f k t.' ':r y. ��'''. „w t$''- •-_ uus y 'yaxrrn•�'`p � ° P;y-5 418 zt xu.� 1F_x. Y� �' ?-3c �!•v.ti!t. •z�,� � {r( �"'*�r7 .{r�t.,i. .;' '� _ .mow l�l•+��nT- - M j `!� h ,'� .��' �air t 9 �< P��o e✓�7 1'+' P, .n ,y. t 4 �+< yi ,7 a ,z §^tt _ "`".',�.+,.4�n,.�,.•r++«.»,..w. J' ,,- ">4 _�ikq,>y $ 2 �.) ��-�F i� s �' '\5��15 f ,� h ;'`' .'t'"r•' l » 7'��• �' F'tb3* `i m�s � -..=�,• y _' ,xgru�C �' ;fha a�,y 5 .e-*. '#' '»rrl ".,(` � �- f,r' �" �,§1s�����F�. "ai-..iC+o-i+.}Sn }W I Ab f.. � T/ �`- 3{ �V •. ' �•[C� � ! �� tr °•-r"x,.,�4 �A an�+�& i '+:tla 1 �� �u ':utt" �... .c�,'Pu' +yam,,, l (� fY+-A �` 7i'� + ��''��5y�r� st Y1ntA :: *'t � Y�� s - ,. •"s a`. c �"�F It '` �` S��r�''��¢. o� rUjk. } �. � ;r�. •' �fi z�� �,: _:' 4 t _ y��yt`�R�' �.: r _*�y�V,,.r��y��r..••t�44 3`."i� t-. = ww..:.•w�• .I ���:�� _f r 11\fi, .Y .: +�ry��. �� '.f. $ r c F sue• � �t r- �'�x ,,r�s � rrh..t ltr Ki ''� ,(� I� r' r i �.:,`.s �,s-� Em ILA ,1 -1 ''`'� .� �x�� ••` } .• � �' 3 fl�yi,�s." f�,y��y � '�l f� �v d�[ ^;;�vrPrRi�- is ••r'+0.. r * � ,n'�,. a ,�$�- �_ ��� � _:';!`� �"+e ,, i��• r��,''� a� •�r �t Li >4� � Ili rf� ss y#�A+.,fs'�`.>Y u t S rFii 6 ,'�•,,�•��.,� � r."de` � � r_ {e7 "!� ��'�� � .r� �: �� �; }1 ars} t �;•iJb z� beef 1 4 x','i.�x Sr t 'r'��� t ^.�ttr5�lu, � '• '.it x, 7s I'.1r;' ,.r �. ,»Nf z ti yt k f y at� v �4 a�"�"`� ` [ ?i'f x -�,j+��,`�r; C e t . .:eel`s£:'43A..-� -• 'k�'• r3; w� �' -��'a�4"3ad kk�3 � '-a �,.t.`� :w 5—��a� �'� 1 '�� a. _ Z,y�•t? x .����, �,`s`�.�'.�,� "� .� 7'��•�ta: �f`'`'r- a } 3 zS t 4, >s3 -w�� a' 9.11 - �:. �i. raY�. -+'s, SJt�!�rk �; :'x.?,h4;-� ram: y'�'4��,weiow� �y :.•�.,r�� s �' i i�.l ;� �":, '" :t VI C 1 T**4..l ][r-rV NAA][3 NOT TO SCALE • D _f ; �, Y � 9 t 9� b� �t� B Ma J LF���,, • � '�', rf ��i ;•;,�: Suosta n. %161_f Cr s . � • "�� '1 I � i -Ur ' �f yt: 4No } Ur + o = It j OL � •i '� i�� I s h�Wi �� �11 1�.•'' 9 .:r ♦ • Athletic I �� • � , rt• y B � _� � � 7�� � � �Yt�F • f ��i 1i •.� yy .�` tiX • �.� c, q�` "emu` � y �rx:�. 1 � •.. NER to .- ��� - u� ,.is "`�.i S` ';`,� ° ♦ !*�' - � �T'�Sr ,�'"`� aria a�< `w s ,t "4Y' � '�Y ''� '� `r 0. "f E' oaf i"e'er � �� �'� -�, i �p� � ;. �• �� "t rill ,• i pw ge;�� pf2t.: ,. _ >( ,_ ,� „• ':cY9 � i �� sJs 'c a ♦Oo°;DI p�` 01 a,`s,' � *,�a�+r ' r � ,:'�q. y i � � 'raj r '� ",� I�i�+Sr'. a ...p, rY Ur t z i i 'r} � s �w 7� � J zir„� � ,�, 'u>. �y�s � 1• .,t ;� �'+t �-� Y, .. 'N ,o.< Track'E SOILS MAP II. Project Summary There are no preliminary conditions for this project. r r r r III. Offsite Analysis rThe site discharges to the storm system in Logan. Runoff flows east in Logan in the City of Renton storm system to an eventual outlet to the Cedar River. No storm 1 problems were noted by the City in the downstream system. r r r r r r r r r r r r r r IV. Flow Control and Water Quality Facility Analysis and Design Water Quality A seven story parking garage is proposed to be developed by the City of Renton. The top floor of the garage will not be covered and therefore a water quality vault is proposed to provide settlement and oil/water separation prior to release into the downstream system. The vault has been sized using the 1998 King County Surface Water Design Manual using the Basic Water Quality Menu. The mean annual storm is 0.47". The volume factor is 3. The area draining to the water quality vault is 23,774 square feet (7' floor). The required volume of storage per the King County Manual is: Vr = 0.9Ajmp x R/12 = .9 x 23774 x 0.47/12 = 838 cf. Vf= 3 x 838 = 2514 cf Volume provided = 12 x 40 x G = 2880 cf ' Therefore water quality system is adequate. ' Detention The site is exempt from detention per Core Requirement#3 which states: "A proposed project or any threshold discharge area within a project is exempt if less than 5,000 square feet of new imperious surface will be added and the project or threshold discharge area is not within a Landslide Hazard Drainage Area." The developed site will contain small areas of planters, driveways, sidewalks and the remainder will be covered by the garage. The development will not increase the site impervious surface. 6.4.1 WETPONDS—BASIC AND LARGE—METHODS OF ANALYSIS FIGURE 6.4.1.A PRECIPITATIONEOR MEAN ANNUAL STORM IN INCHES(FEET). ST 1.0/ LA 1.2 ST 1 1 s ,3 ST 1 0 LA 0.8 LA. 0.9 LA 1.0 �: t� %� .•r,` "'.� to `v'r".i `�'-` sE ���'� � 1 i a a Yr f �' ram•:, � rel`.'•ct' lelfi T., dot"h.E� �' �., '•> i\� r ` t~ L ,kn.Ke �r yr f I�`�`�'•1 s'`• ,-* .! °. xt *r��Li^ µ� �� V.. �,% 1 o x p P. iXI'J. .......... r a dk �¢+.�v PYtlBomd ik3,4a+ ' ,n r 0.54" d < (0.045' ) a, coaxrr \l ' ,t 0.47" (0.039' ) \ L= Incorporated Area ...c= River/Lake 0 47, L' ' Major Road (0.0391 ) 0.52" (0.043' 11 0.65" NOTE:Areas east of the easternmost isopluvial should use 0.65 0.5 6" (0.0541 ) inches unless rainfall data is available for the location of interest (0.0471 ) 24 The mean annual stone is a conceptual stone found by dividing the annual precipitation by the total number of storm events per year result,generates large amounts of runoff. For this application,till soil types include Buckley and bedrock soils,and alluvial and outwash soils that have a seasonally high water table or are underlain at a shallow depth(less than.5 feet)by glacial till. U.S. Soil Conservation Service(SCS)hydrologic soil e groups that are classified as till soils include a few B,most C,and all D soils. See Chapter 3 for classification of specific SCS soil types. 1998 Surface Water Design Manual 9/1/98 6-69 V. Conveyance Calculations 1 The conveyance system is within the building and has been sized by the mechanical engineer in accordance with UBC requirements. r 1 VI. Special Reports iA copy of the soils report is included. r r r r r r r r r r r r r r r i Golder Associates Inc. 18300 NE Union Hill Road,Suite 200 _ = Golder Redmond,WA 98052-3333 c AS tes Telephone(425)883-0777 Fax(425)882-5498 GEOTECHNICAL INVESTIGATION PROPOSED MUNICIPAL PARKING STRUCTURE RENTON,WASHINGTON Prepared for: City of Renton Prepared by: Golder Associates Inc. Redmond,Washington ' "Robe . Plum,Principal T PL September 26,2001 h� -+ 013-1579.000 09MApl.doc �1CfYAL�` E):PERES OFFICES ACROSS ASIA,AUSTRALASIA,EUROPE,NORTH AMERICA,SOUTH AMERICA ' September 26,2001 i Our ref. 013-1579.000 TABLE OF CONTENTS Page No. 1. INTRODUCTION 1 2. FIELD EXPLORATION 2 3. SUBSURFACE CONDITIONS 3 1 4. SEISMIC CONSIDERATIONS 4 4.1 Liquefaction Evaluation 4 4.2 UBC Site Class Designation 4 5. GEOTECHNICAL DESIGN RECOMMENDATIONS 5 ' 5.1 General 5 5.2 Auger Cast Pile Axial Load Criteria 5 5.3 Lateral Load Resistance 6 5.4 Slab Criteria 6 5.5 Permanent Wall Design Criteria 7 5.6 Drainage Provisions 7 6. CONSTRUCTION CONSIDERATIONS 8 6.1 Subgrade Preparation 8 6.2 Utility Trench Construction 8 .r 6.3 Earthworks 9 6.4 Auger Cast Piles 9 6.5 Construction Monitoring 9 7. USE OF REPORT 10 r LIST OF FIGURES Figure 1 Site Exploration Plan Figure 2 Liquefaction Assessment 1 LIST OF APPENDICES ' Appendix A Borehole Logs ' Golder Associates September 26,2001 -1- Our ref.013-1579.000 4 to 1. INTRODUCTION This report presents the results of a geotechnical engineering study for the proposed parking garage at 2"Avenue and Logan Street in Renton Washington,as shown on Figure 1. We proceeded with our investigation based on your August 10,2001 approval of our July 2,2001 proposal letter. We understand that the structure will consist of a 7- level above parking garage with no below grade levels. Maximum column loads are anticipated to be in the range of 750 to 1,000 kips. The proposed garage will be located adjacent to the new transit center currently under construction as shown on Figure 1. The site is essentially level and is currently partially paved. The purpose of this study was to explore the soil and groundwater conditions at the site and prepare preliminary geotechnical engineering recommendations for the proposed development. Environmental sampling and testing of the soil or groundwater were not within the scope of this study. -<i { 6 ;,.� Golder Associates Our ref.013-1579.000 September 26,2001 2. FIELD EXPLORATION The exploration work consisted of drilling five borings in the summer of 2001 to maximum depths of about 50 feet. A standpipe piezometer was installed in boring BH-1 with the screened section sealed at a depth from about 25 to 53 feet. The approximate locations of the borings are shown located t a re presented in Appendix A. The borings he field by pacing from existing landmarks ings we such r the property corners, features should e considered approximate. existing structures,and topograpluc/ge p The borings were drilled,using a Foremost B-59 hollow stem aewe g obtained at rom Holt Drilling. Disturbed representative Standard Penetration samples about 5 foot intervals. All samples were sealed in plastic jars to preventThe soils mples were clasoisture osifiss ed and returned to our laboratory for further examination. in accordance with the Unified Soil Classification System{which Soil v he sampler at 6-in Description Index in Appendix A. The number of blow intervals were recorded with on r corded blows he to drive aluethe sampler between 6 inches and 18 inches penetrate A geologist from our firm examined and logged the soil conditions s n each of a the explorations. Pertinent information including depths,str gra p y ng characteristics,and groundwater occurrence were recorded. The stratification depths indicated on the summary logs represent the approximate boundaries between soil b' t es. The soil and groundwater conditions were those recorded for the location and YP dates indicated and may not necessarily represent those of other times or locations. The ance with WDOE criteria. borings were backfilled with bentonite chips in accord i W ' Y Golder Associates Our ref.013-1179,000 September 26,2001 ' 3. SUBSURFACE CONDITIONS The site is underlain by fill and alluvium from d the Cedar Specifically,Rverconsistin the sogilprimunitarily of ,. interbeded gravelly sands,sandy gravels,a encountered in our borings consisted: FILL: The thickness of the fill ranged from about 4 feet in boring BH-1 to about 12.5 feet in BH-13. There did not appear to be any trend in these depths with location on the site. The unit generally consisted of sand with various percentages of silt and gravel. Based on the drilling action and SPT values ' ranging from about 2 to 10 b/foot,the fill is very loose to compact. Although not encountered in the boring samples,the fill could contain organics and building ' debris. Fluvial Alluvium This deposit consisted dsand sand with occaly of a compact sional ssiitier e interb one d sandy gravel,gravely fine to coarse san Boring BH-5 encountered a thin layer of very loose sandy silt at a depth of about the blow 23 feet. Although there way{h de considerable 1The SPT values the generally ranged from counts trended to increase p about 10 to 30 b/ft at depths less than about 25 feet and increased to about 20 to over 40 b/ft below about 25 feet. We have discounted some of the very high values,which likely reflect a high gravel content. All of the borings terminated in this unit at depths of about 50 feet. Groundwater was observed in all of the borings at a depth of about 17.0 ft bgs at the ' time of our field investigation and in the piezometer in tolled in BH-1 in the Lake Washington.sTummer of 2001. These levels are likely affected by the water levelpiezometer should be read periodically over theme r and s m n er of 2001.but due to th Normally ' the groundwater levels rise slightly during the P g lowering of the Lake in the winter,the groundwater level may not exhibit much change. i, Golder Associates September 26,2001 � Our ref. 013-1579.000 4. SEISMIC CONSIDERATIONS 4.1 Liquefaction Evaluation high liquefaction Th e site is located in an area considered to haved 1 moderate ed ands/sue of the Cedar River potential due to the occurrence of thick fills anformed using standard valley. To assess these risks,a liquefaction analyses was per the results of the SPT,soil methods developed by Seed and others. These meths and sample depth to assess the liquefaction a risk for SPT v 1 es consideringter elow the type, P table. In general,the method involves calculatinga are ven an increased value due the overburden stress and silt content. Sillier soils valueslare then comp ed with the o the lower liquefaction potential. These corrected ' values required to resist liquefaction that depends on the 5 to gearthquake ground Weed. We considered three events ranging from a Magnitude 6 accelerations ranging from 0.15g to 0.25g. depth. The lines The res ults are shown on Figure 2 as a plot of N1 vets ake levels while the Points represent the required values to resist liquefaction at several earthquake all of the repre n the sent seisms the corrected sample SPT values. As shown°eventslccons considered. Therefore, points lie well above the required values for the we conclude that the site has a low potential for liquefaction. 4.2 UBC Site Class Designation a Site Based on the UBC method of estimating the Site Class using the soil conditions, Class Designation D is recommended. 'I ' Golder Associates September 26,2001 -5- Our ref.013-1579.000 5. GEOTECHNICAL DESIGN RECOMMENDATIONS 5.1 General ' The site is underlain by about 4 to 10 feet of fill overlying compact to dense granular soils. These conditions are considered more favorable than many areas in downtown Renton which tend to be underlain by an upper 10 to 20 feet of loose/soft sands,silts, and organic zones. The soils underlying the fills are suitable for supporting the design foundation loads on spread footings. Alternatively the structure could be supported on driven or drilled piles. Due to the soils being only compact at shallower depths,the allowable bearing pressure would be moderate at about 5 ksf. This would result in relatively large footings. In addition,the fills are unsuitable forbearing requiring that the footings are either placed at depth of 4 to possible over 10 feet or the fill is over-excavated and replaced with structural fill. Based on discussions with the design team,the decision was made to support the building on 18-inch diameter 100-ton capacity auger casts piles. Driven piles were considered to be unacceptable due to the noise and vibration impacts. ' The first level slab need not be pile supported and can be placed as a slab-on-grade by proof-rolling and compacting the existing subgrade. ' 5.2 Auger Cast Pile Axial Load Criteria For an 18-inch auger cast pile with an allowable static axial compression load of 100 tons (200 kips),a total penetration below the existing ground surface of 50 feet is recommended for design purposes. To provide design flexibility and consider different design loads,the following table presents allowable loads for 16-inch and 18-inch piles with p'th depths ranging from 40 to 60 feet. Regardless of the load,the minimum depth should be 40 feet. i u fi.`v w }^ g$} . �a SSy �jth xw c y» >�`E: �._<�>a �as���� � ,�• �. Eft .�.:F,... . : . .:.. . ... . . 16-inch Diameter 40 115 70 45 145 85 50 175 105 55 200 125 60 235 150 18-inch Diameter 40 130 to 45 165 95 55 235 145 60 265 170 01 Golder Associates ' September 26,2001 -6- Our ref.013-1579.000 The above table only considers geotechnical criteria. Structural criteria may limit the allowable loads. Typically the maximum loads on 16-inch piles is about 100 tons (200 kips) and for 18-inch piles about 125 tons (250 kips). For short-term transient loads,the above values can be increased by 1/3. If a load factor design is used,the ultimate axial loads can be assumed to be twice the allowable loads. Settlement is expected to be less than Y2-inch. 5.3 Lateral Load Resistance Lateral load resistance will be provided through a combination of lateral resistance of vertical piles and passive pressure on the sides of the pile caps. Since the structure will be pile supported,base friction cannot be used. Assuming a nominal allowable lateral displacement of about 1/4-inch,the following allowable transient loads can be used for design(assuming all of the lateral loading is transient): PASSIVE PRESSURE ON SIDES OF PILE CAPS: Based on a fluid with a pressure of 125 pcf,this low value is recommended for strain compatibility with the piles. t If needed,this value could be increased to 200 pcf but would require a zone of structural fill be placed against the pile cap. LATERAL LOADS ON PILES:: For 18-inch piles limited to about 1/4-inch of lateral movement,an allowable transient load of 20 kips can be assumed for a fixed head condition and 7 kips for a free head condition.. For 16-inch piles,an allowable transient load of 17 kips can be assumed for a fixed head condition and 6 kips for a free head condition. These loads can be doubled if an allowable lateral movement of 1/2-inch is acceptable. ' PILE STRESSES: On request,we could provide shear and moment versus depth • from the LPILE results. Alternatively,for simplicity,the structural engineer could assume that a"point of fixity" of 12 feet for the free head condition and 9 feet for the fixed head condition. 5.4 Slab Criteria The first floor slab can be designed as a normal slab on grade provided the existing ' subgrade is prepared as discussed in Section 5.6. All slabs should be underlain by a capillary break which consists of at least six inches of sand drainage blanket overlain by plastic sheeting. The drainage blanket should meet the requirements of section 9-03.13(1) of the 1991 Washington State Standard Specifications for Road,Bridge and Municipal Construction. At the contractor's option, the plastic can be overlain by about two inches of drainage sand.It has been our Golder Associates ' September 26,2001 -7- Our ref. 013-1579.000 experience that some contractors feel that the upper sand layer is necessary for proper ' curing of the concrete. If needed,the subgrade can be assumed to have a subgrade modulus of 75 kcf. 5.5 Permanent Wall Design Criteria Although no retaining walls have been identified at this time,the following is provide for completeness: ' NON-YIELDING WALLS FORMED IN OPEN EXCAVATIONS: Non-yielding • walls formed in open excavations with backfill placed against the wall can be designed for an at-rest pressure equal to fluid with a density of 50 pcf. This assumes that the walls are braced with the floors acting as struts. • YIELDING WALLS FORMED IN OPEN EXCAVATIONS: Yielding walls formed in open excavations with backfill placed against the wall can be designed for an active pressure equal to fluid with a density of 35 pcf. This assumes that the walls have not been braced and will yield at least 0.2 percent of the wall height. This condition could occur if some or all of the wall is backfilled prior to placing the adjacent floor slabs or for any cantilever retaining walls. The above recommendations assume no build up of hydrostatic pressure behind the wall and that adequate drainage will be installed as discussed below in Section 5.6. The earth pressure values assume a level backfill slope and do not include any surcharge loads. Where traffic loads will occur adjacent to the wall,a uniform surcharge load of 200 psf should be added. 5.6 Drainage Provisions In areas where the final slab grade is below the adjacent exterior grades,we recommend that the walls be positively drained to collect any perched groundwater,water that infiltrates from adjacent ground,and/or from leaky utilities. The drainage system should consist of drainage behind the perimeter walls and footing drains. In addition,any retaining walls should be provided with wall and footing drains. Drainage behind walls can consist of geocomposite drains or a minimum two foot wide zone of clean sand and gravel fill with less than 10 percent passing the No.200 sieve. If required,a footing drain should consist of a flinch diameter heavy walled perforated PVC pipe or equivalent. The pipe should be surrounded by at least 6 inches of drainage material as described above. Clean-outs should be provided. Golder Associates September 26,2001 -8- Our ref. 013-1579.000 6. CONSTRUCTION CONSIDERATIONS 6.1 Subgrade Preparation Since the structure will be pile supported the existing fills need not be removed. However,the subgrade needs to be stabilized in order to provide adequate support for construction equipment the slab on grade and pavement areas. In general during dry weather,the existing fill subgrade should provide adequate support for construction equipment. The contractor should anticipate that there may be some localized loose/soft unstable areas that may require over-excavation and replacement or a stabilizing layer of fill or ballast. Although the fill is generally relatively clean,during wet weather the contractor should assume that the need for subgrade stabilization to support construction activities will increase. The subgrade in both the slab-on-grade and pavement areas need to be stabilized. This should consist of the following procedures: • PROOF-ROLLING: Areas should be proof-rolled with a fully loaded 10-wheel dump truck at the pavement/slab subgrade elevation. • OVER-EXCAVATION OF UNSUITABLE AREAS: Areas which rut,weave excessively or otherwise appear unsuitable during proof-rolling should be over- excavated and backfilled with compacted structural fill. The depth of the over- excavation depends on the nature of the unsuitable areas with the intent to provide a subgrade that will support a fully loaded dump truck In general,the maximum depth of over-excavation will likely be on the order of 18-inches. COMPACTION: After proof-rolling and stabilization of the unsuitable areas,the surface should be thoroughly compacted with a heavy vibratory roller to at least 95 percent of maximum dry density as determined by ASTM 1557,Method D. In general,the subgrade should be compatible with minimal over-excavation required. The contract should be set up to allow payment on a cubic yardage basis for any over- excavation required. For budgeting purposes,we suggest assuming that about 20 percent of the areas may require 18-inches of over-excavation. Dry weather construction would minimize the need for over-excavation. 6.2 Utility Trench Construction Unless the utilities are deep,the majority of the trench will be excavated in loose sand and gravel fills. Normal bedding criteria will be acceptable unless very soft,unstable soils are encountered at the pipe invert. Although unstable areas are not anticipated based on the borings,if encountered some over-excavation and placement of a stabilizing fill layer might locally be required. The excavated soils will generally be suitable for backfill above the specified pipe bedding material.. Golder Associates September 26,2001 -9- Our ref. 013-1579.000 Trench backfill placed in slab and pavement areas should be compacted to at least 95 percent of maximum dry density as determined by ASTM 1557,Method D. In general landscaped areas the compaction can be reduced to 90 percent of maximum dry density. 6.3 Earthworks In general mass earthworks will be minimal. Fills placed in areas of pavements and inside the building footprint should be well graded sand and gravel placed in maximum 12-inch thick loose lifts and compacted to at least 95 percent of maximum dry density as determined by ASTM 1557,Method D. On-site excavated soils can generally be used for structural fill provided they can be properly moisture conditioned and contain no organic debris,building debris,or other unsuitable materials. 6.4 Auger Cast Piles Auger cast piles are particularly sensitive to the installation methods and contractor experience. Poor equipment and/or inexperienced contractors can result in piles that are improperly installed and,in the worst case,piles that are completely"necked" providing essentially no significant resistance. Thus,it is essential that auger cast piles be installed by qualified,experienced contractors with the full time construction monitoring of experienced geotechnical field engineers. General monitoring requirements include the auger down pressure,identification of cuttings,grout pressure,the rate of auger withdrawal,and grout take. It is also recommended that as a minimum one small rebar is placed full depth into the grout after auger removal as a check on hole "necking". If the rebar cannot be installed full depth,the pile should be rejected. 6.5 Construction Monitoring geotechnical aspects of construction should be monitored Y a qualified b Criticalg p I geotechnical field engineer. This includes pavement and slab subgrade preparation, placement and compaction of structural fills,construction of wall and footing drains (if required),and installation of the auger cast piles. Golder Associates September 26,2001 -10- Our ref.013-1579.000 7. USE OF REPORT This report has been prepared exclusively for the use of the City of Renton and their consultants for specific application to this project. The conclusions and recommendations presented in this report are based on the explorations accomplished for this study and conversations regarding the proposed development of the site. Once the site project plans are finalized,we recommend that we be given the opportunity to review the plans and specifications to verify that they are in accordance with our recommendations. The integrity and performance of the auger cast pile foundation system and the development of a suitable pavement/slab subgrade depends greatly on proper construction procedures. Therefore,it is recommended that a geotechnical engineer be retained to provided geotechnical services during the critical aspects of the project. The Golder field borings were performed in general accordance with locally accepted geotechnical engineering practice to provide information for the areas explored. There are possible variations in the subsurface conditions between the borings and variations with in the groundwater conditions with time. We recommend that a contingency for unanticipated conditions be included in the construction schedule and budget. Golder Associates _ .. -. -.. rq wad. ■ ..ar_,.�^zatlNna a,ry.■■■��i"■�■•• N ■ • ��• N •• — � >i gq■tlNq � �" NN x N ,�, tl H�1� n N■raf r- --q rr cis �■■ "; tl tlNn6c•' tl r un■ anNn m • r�i■Trr■■cr■o—■T--' __._ k �t' �iii■�■u ■■u■miin ■••••ntlNattl■tlni oN ir�• r■�r moms" So ME sm � r■u u■■nutl■r■ruuorN■uur•�i■ru� n//■■n/■■ ■■■■ /W�EOS ■ ■■SEEMS man , gNn■`C' '��'�.���������� IBM IIIIIIII , r � 1111111111� s =_ iii isii■••u'■ j \\\\ PGARAGE nq� all man MW SIM �a� n■■ �„ ■r.� ���,■u . a■..r gr.:rl4� j ,��CC '�lillllllll z■ '1W _ IIIIIIII is r ■' •.::■/;n:n:� ;No■':�'.:: Cam/ ' nNi'N•::CC'.: "gain•a• e, ' fT i�ii SEES■■■ �'•Cr•ra -� - ��pp, �Id '._.. •�1-■ ■■ SEES■■■ ~� I11iN'.Y■r.. iN1i':c�■■tl�■ tli1 Nr MOSIMM■■ KNOWN ■■ ■SEEM■■ nii■liiNEMMMM So / ME sonMWERM n R SEEM ■nn r` ,. , -■„ Unified Soil Classification System Component Definitions by Gradation Soil Classification Component Size Range Criteria for Assigning Group Symbols and Names Group Descrzed iptions Boulders Above 12 in. COARSE—GRAINED SOILS GRAVELS CLEAN GRAVELS qPoorly—groded Well—graded Grovels Cobbles 3 in. to 12 in. More than 50% More than 50% of Less than 5% fines retained on coarse fraction gravels Gravel 3 in. to No. 4 (4.76mm) No. 200 sieve retained on Gravel and dt No. 4 Sieve GRAVELS WITH FINES Mixtures Coarse gravel 3 in. to 3/4 in. More than 12% fines Grovel and lay Fine grove! 3/4 in. to No. 4 (4.76mm) GC Mixtures Sand No. 4 (4.76mm) to No. 200 (0.074mm) SANDS CLEAN SANDS SW Well—graded Sands Coarse sand No. 4 (4.76mm) to No. 10 (2.Omm) 50% or more of Less than 5% fines coarse fraction SP Poorly—graded Sands Medium sand No. 10 (2.Omm) to No. 40 (0.42mm) passes No. 4 Sieve Fine sand No. 40 (0.42mm) to No. 200 (0.074mm) SANDS WITH FINES SM Sand and Sift Mixtures More than 12% fines Silt and Cloy Smaller than No. 200 (0.074mm) SC Sand and Clay Mixtures FINE—GRAINED SOILS SILTS AND CLAYS Cl Low—plasticity Clays Liquid INORGANIC Non—plastic and Low- 5C7. or more posses less than limit an50 Low— the No. 200 sieve ML Plasticity Silts Samples Non c and Low— ORGANIC OL Plasticitybitty Organic Clays Non—plastic and low— SS SPT Sampler (2.0' 00) Plasticity Organic Silts HD Heavy Duty Split Spoon SILTS AND CLAYS CH High—plasticity Clays SH Shelby Tube Liquid limit P INORGANIC B Pitcher Sampler greater than 50 MH High—plasticity Silts Bulk High—plasticity C Cored ORGANIC OH organic Clays High—plasticity Organic Silts Unless otherwise noted, drive samples advanced with 140 lb. hammer with HIGHLY ORGANIC SOILS Primarily organic matter, dark in color, and PT Peat 30 in. drop. organic odor Relative Density or Consistency Laboratory Tests Utilizing Standard Penetration Test Values Test Designation Cohesionless Soils(a) Cohesive Soils (b) Moisture (1) Density D Relative (c� Undrained (d) Groin Size G Density(c) N, blows/ft. D t��ty Consistency N. blows/ft. Shear Strength Hydrometer H Alterberg Limits (1) Very loose o to 4 0 — 15 Very soft 0 to 2 <250 Consolidation C Loose 4 to 10 15 — 35 Soft 2 to a 250-500 Unconfined U Compact 10 to 30 35 — 65 Firm 4 to 8 500-1000 UU Triax Uu Dense 30 to 50 65 — 85 Stiff 8 to 15 1000-2000 CU Triox CU very Dense over 50 >85 Very Stiff 15 to 30 2000-4000 CD Triax CD Hard over 30 >4000 Permeability P (a) Soils consisting of gravel, sand, and silt, either separately or in combination, possessing no characteristics (1) Moisture and Atterberg Limits of plasticity, and exhibiting drained behavior. plotted on log. (b) Soils possessing the characteristics of plasticity, and exhibiting undrained behavior. (c) Refer to text of ASTM D 1586-84 for a definition of N; in normally consolidated cohesionless soils Relative Density terms ore based on N values corrected for overburden pressures. (d) Undrained shear strength - 1/2 unconfined compression strength. Silt and Clay Descriptions Typical Unified Description Designation Descriptive Terminology Denoting Component Proportions Silt ML (non—plastic) Clayey Silt CL—ML (low plasticity) Silty Clay CL Descriptive Terms Range of Proportion Cloy CH Trace 0-57. Plastic Silt MH Little 5-12% Organic Soils OL. OH, Pt e or Adjective Some (0) 12-30% And 30-50% (a) Use Gravely, Sandy or Silty as appropriate. Golder Associates O Figure SOIL CLASSIFICATION/LEGEND �� 773—ID64/FORM 573 RECORD OF BOREHOLE B-1 SHEET of 2 PROJECT: City of Renton Garage DRILLING METHOD: 4"HSA DATUM: Local ELEVATION: 25 PROJECT NUMBER: 013-1579 DRILLING DATE: 08/16/2001 AZIMUTH: NIA INCLINATION: -90 LOCATION: Northeast comer of site DRILL RIG: B-59 COORDINATES: not surve ed o SOIL PROFILE SAMPLES PENETRATION RESISTANCE p BLOWS I ft■ NOTES = w 10 20 30 40 WATER LEVELS F^ M y = ELEV. w Lu BLOWS Lu r p a p m d per 6 in N WATER CONTENT(PERCENT) GRAPHIC w p DESCRIPTION m O 2 p U O = J DEPTH Z 1401b hammer of W.I 9W - w� Co 30 inch drop 0 0.1 Cement seal ° = s h It and flush 0.1-2.5 mount tii eiz Road base fill monument 22.5 2.5 4.0 T-------- - 2.5 1_0 Compact,Pale blue 5B 6/2 moderate olive 1 SS 17-18-12 30 1.5 brown 5Y 4/4,massive gravelly SAND with 21.0 silt mQstLl) SP-SML 4.0 4.0-23.0 e.F�o: 5 Compact light olive grey interbedded l gravelly SAND to SANDY gravels,moist subrounded to rounded(FIUVIAL Q ALLUVIUM)(SP-GP) 0 o� Gravel Zone Q5-6' D. 0_4 Q'a 2 SS 4-10-16 26 1.5 ■ o� . 0 0. 10 Q 0. o: o D: . u Q� 3 SS 11-12-9 21 1_5 SP-GP 1.5 o D: O 15 q Ro. Gravel Zone � D' •.Q 0 Q. T4S 8-8-7 15 1.5 IL oaa z0 o Q O o. ft chips with 1" ith " PVC pipe of o: 2.0 1�r Heaving Sand Zone°0-22.L----i - 3. 23.0 5 SS 9-18 12 30 1.5 23.0-it.0 ° Dense,moderate yellow 10yr 5l4 dar c yellow brown 10 YR 412 interbedded fine to O �. 25 medium SAND with gravelly coarse to Q. medium SAND zones,wet (FLUVIAL o ALLUVIUM)(SP-GP) ° . o D: SP-GP .. 030. 3'° 6 SS 15-22-22 44 1_5 1 6: 1.5 ■ Q 30 n . a 0 0. -6.0 3L0-34.5 ----- - - - - - 31.0 c Dense,moderate,yellow brown 1 OYR 5/4 0�o ° SANDY GRAVEL subrounded,wet (FLUVIAL ALLUVIUM)(GP) GP o Q 7 SS 11-20-25 45 1_5 p 1.5 ■ p o Qo a -9.5 �i 34.5-42.5 - ---- ---- -- - 34.5 p 35 Compact,moderate yellow brown 10YR p 514 interbedded,gravelly coarse to fine SAND, trace to little silt,wet(FLUVIAL a ALLUVIUM)(SP-SM) p SP-SM n 8 SS 15.19-14 33 1_5 n 1.5 ■ 0 p 40 p LU Log continued on next page w 1 in to 5 ft LOGGED: GJK _ DRILLING CONTRACTOR: Holt CHECKED: DPF _: Golder - Associates o DRILLER: Ray DATE: 08l21/2001 �� m RECORD OF BOREHOLE B-1 SHEET 2 of 2 PROJECT: City of Renton Garage DRILLING METHOD: 4"HSA DATUM: Local ELEVATION: 25 PROJECT NUMBER: 013-1579 DRILLING DATE: 08/16/2001 AZIMUTH: N/A INCLINATION: -90 LOCATION: Northeast comer of site DRILL RIG: B-59 COORDINATES: not surveyed 0 SOIL PROFILE SAMPLES PENETRATION RESISTANCE = BLOWS/ft■ NOTES x w U_ ELEV. x to zO 30 40 WATER LEVELS 0.s y x 0 ur ui BLOWS W v O DESCRIPTION y a 0 co per 6 in N < WATER CONTENT(PERCENT) GRAPHIC a O Z O DEPTH � w W, W. J O (� (ft) Z 140 lb hammer o: m 30 inch drop 40 34.5-42.5 ! Compact,moderate yellow brown 10YR 514 interbedded,gravelly coarse to fine SP-SM SAND, trace to little silt,wet(FLUVIAL ALLUVIUM)(SP-SM)(Continued) _ -17 5 42.5-43.5 ------ — 42.5 Loose,medium gray(N5),massive,fine to SP .18.5 9 SS 9-3-4 7 1_0 SANO wee(F UUVIAL ALLUVIUM(3P)_J 43.5 1.5 ■ Ver y - 52.5 y Very Dense,Moderate yellow brown and 45 medium gray interbedded fine to coarse 20t20 Silica y SAND trace gravel,with small fine sand sand flier x lenses,wet(Fluvial alluvium)(SP) pack and o slotted PVC Ov pipe SP >501 5 10 SS 19133 46 1.5 » 50 _ _ -27.5 -- - com Bonng pleted at 52.5 ft.— — —— 52.5 1_5 11 SS 19-29-29 >50 1.5 » 55 - 60 65 70 ch N Q 0 75 C9 a O n 0 O 80 Cr w 1 into 5 ft LOGGED: GJK ° DRILLING CONTRACTOR: Holt CHECKED: DPF ''___: .Golder o DRILLER: Ray DATE: 08/21/2001 Associates m RECORD OF BOREHOLE B-2 SHEET 1 of 2 PROJECT: City of Renton Garage DRILLING METHOD: 4"HSA DATUM: Local ELEVATION: 25 PROJECT NUMBER: 013-1579 DRILLING DATE: 08/16/2001 AZIMUTH: N/A INCLINATION: -90 LOCATION: Southwest Corner of Site DRILL RIG: B-59 COORDINATES: not surve ed a SOIL PROFILE SAMPLES PENETRATION RESISTANCE O BLOWS/ft■ 2 = L U ELEV. of k 10 20 3o 40 NOTES w w BLOWS a WATER LEVELS w O U 0-0 0 ro per 6 in N v WATER CONTENT(PERCENT) a Z DESCRIPTION rn 0- DEPTH w O (� Z 140 Ib hammer K wo W, (n) m 30 Inch drop 0 0.0-0.1 0.1 � As alt 0.1-2.0 Road base fill 23.0 2.0-5.0 - -- -- -- — 2.0 Compact,loose,moderate brown 5yr5/6 to 1_5 pale yellow brown 10YR6/2 interbedded SM 1 SS 0-1-1 2 1 5 silty fine medium SAND with sandier — ■ 3 lenses with iron staining and mottling (FILL)(SM) 20.0 5 Gravel Zone 5.0-39.0 d.- Compact,moderate yellow brown 10 YR 514,interbedded gravelly fine to coarse SANDS and SANDY GRAVELS sub d` angular to sub rounded,wet(FLUVIAL Q': p SS 2-6-3 9 1_5 ALLUVIUM)(SP/GP) 0,.(/: 1.5 10 °..: 3 SS 6-13-12 25 1_5 1.5 ■ 15 °: a 4 SS 7-11-13 24 1_5 1.5 ■ to p:i 20 SPG Q'. 5 SS 12-12-11 23 1.5 25 Gravel Zone @ 25-27' 6 SS 7-12-13 1_0 25 1.5 ■ 30 o m N °t Gravel Zone @ 32.36' 0 1 6 7 SS 14-22-50/5.5 50/5.5 1.5 C7 I 0 35 0::© O a O D . n Q' 8 SS 12.25-23 48 _12 1.5 ■ __ o -14.0 GP-GM 39.0 0 40 Logcontinued on next page w 1 in to 5 ft O [ LOGGED: GJK F DRILLING CONTRACTOR: Holt CHECKED: DPFShe-Golder o DRILLER: Ray DATE: O8121l2001 Associates '� m RECORD OF BOREHOLE B-2 SHEET 2 of 2 DATUM: Local ELEVATION: 25 PROJECT: City of Renton Garage DRILLING METHOD: 4"HSA AZIMUTH: N/A INCLINATION: -90 PROJECT NUMBER: 9 DRILLING DATE: 08116/2001 COORDINATES: not surve ed LOCATION: Southwestt Corne Corner of Site DRILL RIG: B•59 SAMPLES PENETRATION RESISTANCE p SOIL PROFILE BLOW S/ft■ 1: 10 20 30 40 NOTES = w v ELEV. w W BLOWS ¢ WATER LEVELS w p DESCRIPTION v a 6 per 6 in N v WATER CONTENT(PERCENT) p z J DEPTH w w, 2 1401b hemmer C wo t—�— (tt) 30 inch drop m 40 39.0-45.0 Dense,moderate yellow brown t0YR412, 0 massive,SANDY GRAVEL trace to little o silt(GP-GM)(Continued) GP-GM a 1_5 9 SS 23-27-19 46 1.5 —D = o -20.0 45 p 45.0-50.0 �.. . 45.0 !�r Dense,light brown 5YR516,interbedded SANDY GRAVEL with Gravely fine to medium SAND,sub angular to sub rounded,wet(FLUVIAL ALLUVIUM) SPG (GP/SP) 1_5 Q' 10 SS 13-8-31 39 15 o — -- 25.0 50 Bo—ring co—mpleted at 50.0 fl. 50.0 55 60 65 70 o N p G 3 0 75 'a n u7 0 p 0 O 80 � 1 into LOGGED: GJK u, SAssociat DRILLING CONTRACTGolder OR: Holt CHECKED: DPF Uj DATE: 08/21/2001C'S o DRILLER: Ray . m RECORD OF BOREHOL E B-3 SHEET 1 of 2 PROJECT: City of Renton Garage DRILLING METHOD: 4"HSA DATUM: Local ELEVATION: 25 PROJECT NUMBER: 013-1579 DRILLING DATE: 08/17/2001 AZIMUTH: N/A INCLINATION: -90 LOCATION: Center of Site DRILL RIG: B-59 COORDINATES: not surveyed o SOIL PROFILE SAMPLES PENETRATION RESISTANCE O BLOWS/ft■ x _ = w O ELEV. k 10 20 3a 4o NOTES a z 2 N =O m w BLOWS ¢ WATER LEVELS p v z DESCRIPTION w Q O y per 6 in N U WATER CONTENT(PERCENT) DEPTH w W.1 w w, CO Z 140 lb hammer cc m (ft) 30 Inch drop 0 0.0hal-0.l1 0.1 As I 0.1-2.0 Road base fill-_ -_--- -- 23.0 2.0-4.0 2.0 Loose,dark gray(N6)interbed fine SAND with charcoal @3.5'becoming moderate SM 1 SS 2-2-3 5 0-5 brown fine sand with sill moist(FILL)(SM) _ 21.0 1.5 4.0-12.5 4.0 5 Very loose grey(N5}dark yellow orange 10YR6/6 mottled,interbedded fine to medium SAND with SAND trace to little SILT iron staining and charcoal present (FILL)(SP-SM) i SP-SM 2 SS 1-1-1 2 1-5 1.5 10 Gravel zone @ 10.5-12' ( 12.5 12.5-14.0 - ---- -- - - -- 12.5 0_5 Compact dark yellow brown 10YR 412, GP o Q° 1.5 3 SS 11-13-13 26 massive,SANDY GRAVEL sub angular to 11.0 rounded,moist(FLUVIAL ALLUVIUM) -- - 14.0 I -(-Ge------- -- -- o30 15 14.0-25.0 Compact,Moderate yellowish brown fine to o p coarse SAND,trace to little silt and gravel, Q wet(FLUVIAL ALLUVIUM)(SP) QD ¢ 4 SS 4-5-7 12 1-8 IL - ¢ o �0 1.5 = SP p D 20 a Q o °O° o0 Q o QO 5 SS 3-9-12 21 1-5 O p 1.5 ° 0.0 25 - 25.0-48.0 - - --- - -- - -- - 25.0 I Compact,dark yellowish brown 10YR 5/4 0 30 bedded sandy GRAVEL with Gravelly SAND trace silt,wet(FLUVIAL ALLUVIUM) O (GP) Q 6 SS 14-13-16 29 0-5 1 QO 1.5 30 0�° OD 7 O o QO N GP o � 1 ~o Q 7 SS 12-23-47 >50 -01.5 (7 o Qo » t 35 Q� I � o Q° 0 b a o � Q 030 1011� 2 o D 8 SS 5-8-12 20 1-0 1.5 o Q OV 40 Log continued on next page I 0 �o Lu 1 in to 5 ft LOGGED: GJK w ° DRILLING CONTRACTOR: Holt CHECKED: DPF , �' Golder w m DRILLER: Ray DATE: 08/21/2001 A.SSOCiRthS RECORD OF BOREHOLE B-3 SHEET 2 of 2 PROJECT: City of Renton Garage DRILLING METHOD: 4"HSA DATUM: Local ELEVATION: 25 �i PROJECT NUMBER: 013-1579 DRILLING DATE: 08/17/2001 AZIMUTH: N/A INCLINATION: -90 LOCATION: Center of Site DRILL RIG: B-59 COORDINATES: not surveyed p SOIL PROFILE SAMPLES PENETRATION RESISTANCE 0 BLOWS/ft■ = w u EEE ( k to 20 3o ao NOTES BLOWS Lu a 0m d per 6 n N a WATER CONTENT(PERCENT) WATER LEVELS 'y p Z DESCRIPTION ur O P u p O w w Q U' Z 1401E hammer C Wet � W, co30 inch drop 40 25.0-48.0 Compact,dark yellowish brown 10YR 5/4 E Qo bedded sandy GRAVEL with Gravelly SAND trace silt,wet(FLUVIAL ALLUVIUM) o (GP)(Continued) Q o Q° 1_5 o D< 9 SS 12-14-9 23 1.5 � N GP Q I = 0 Qo 45 p 0 o D < Q o&° D C) -23.0 1_5 48.0-50.0 _ —————— — 48.0 10 SS 17-19-20 39 1.5 Dense,moderate yellow brown 10YR 514, GP-GM° massive,SANDY GRAVEL,sub rounded —— to subangular trace to little silt,wet � -25.0 50 (Fl MV L.-I,WI ISM)jGP-GML_ 50.0 Boring completed at 50.0 ft 55 I 60 65 70 c r l] O 3 1 0 75 a 0 p O BO W 1 in to 5 ft LOGGED: GJK DRILLING CONTRACTOR: Holt CHECKED: DPF �a •Golder o DRILLER: Ray DATE: 08/21/2001 ASSOciates m SHEET 1 of 2 RECORD OF BOREHOLE BH-4 PROJECT: City of Renton Garage DRILLING METHOD: 4"HSA DATUM: Local ELEVATION: 25 PROJECT NUMBER: 013-1579 DRILLING DATE: 09/05/2001 AZIMUTH: N/A INCLINATION: -90 LOCATION: Northwest Comer of Site DRILL RIG: B-59 COORDINATES: not surveyed 0O SOIL PROFILE SAMPLES PENETRATION RESISTANCE BLOWS/ft■ = w O ELEV. 10 m 30 40 NOTES w w w DESCRIPTION BLOWS ¢ WATER LEVELS 0 a m o per 6 in N � WATER CONTENT(PERCENT) u1 0 p U 1 Z DJ DEPTH z 140 lb hammer � wo ew--w 0 c0 03 (ft) 30 inch drop m 0 0.0-0.1 0.1 Asphalt 1" 0.1-10.0 Very loose to compact,reddish brown (10YR 4/3) massive SILTY SAND trace little fine gravel moist(fill)(SM) 0_3 S-1 SPT 3/18" 3/18" 1.5 S SM S-2 SPT 2/18" 2/18" 10 1._5 1_2 S-3 SPT 3.6-6 12 15 ■ 15.0 10 10.0-17.0 10.0 1_0 Loose to Compact,moderate olive brown S 4 SPT 2-5-7 12 1.5 ■ (5Y4/4)well gradded SAND little fine gravel trace SILT moist,becomming wet @ 17' S-5 SPT 4-4-3 7 1_5 SP 1.5 ■ 15 8.0 17.0-22.0 --- ---- — 17.0 Compact reddish brown(5Y 411)sandy o O° 0_5 GRAVEL,wet(GP)(Fluvial ALLUVIUM) o D S-6 SPT 5-5 10 15 1.5 ■ �+ Q r¢n GP ° = 0 Q 20 i o oQD l i - -- - --- —0 0 3.0 22.0-27.5 22.0 Compact to dense,brown silty sandedy 0 0 _03 GRAVEL,wet(GW)(FLUVIAL ALLUVIUM) dp ' S-7 SPT 22-18-11 29 1.5 G ZS W 27.0-52.5 _ -2.5 Compact to very at depth interbedded o ° 1_0 brown(10YR 3/3),Sandy Garavel S 8 SPT 5-7-7 14 1 5 intebedded with with dense sandy I o D ■ .-gr@—ve11et,_(_GPhA1L.UV1VM)-.—— __ Q 30 0 30 QD 0 0 Q° i N oD ° 0_6 O GP Q S•9 SPT 11-9-11 20 1.5 (0 °Qo of o D 0 35 Q � Qo o D C7 Q 0Qo v _10 QD S-10 SPT 11.17.19 36 1.5 ■ 0 O 0 40 v Logcontinued on next page 1 in to 5 ft LOGGED: MDH ° DRILLING CONTRACTOR: HOIt CHECKED: DPF Golder a DRILLER: John DATE: 09/20/2001 0-ssociates 1� m RECORD OF BOREHOLE BH-4 SHEET 2of 2 PROJECT: City of Renton Garage DRILLING METHOD: 4"HSA DATUM: Local ELEVATION: 25 PROJECT NUMBER: 013-1579 DRILLING DATE: 09/05/2001 AZIMUTH: N/A INCLINATION: -90 LOCATION: Northwest Comer of Site DRILL RIG: B-59 COORDINATES: not surve ed 00 SOIL PROFILE SAMPLES PENETRBAT ONSRE� IS TANCE x = w ELEV. 10 20 30 40 NOTES a 2 m =c7 m w BLOWS ¢ WATER LEVELS p v z DESCRIPTION m Q O CL per 6 in N O WATER CONTENT(PERCENT) K D x DEPTH Z 1401b hammer Uj w. w W� m (�) 30 inch drop 40 27.0-52.5 Compact to very at depth interbedded o Qo brown(10YR 313).Sandy Garavel intebedded with with dense sandy O D gravel,wet,(GP)(ALLUVIUM)(Continued) Q c�o j S-11 SPT 5-9-15 24 15 a oO D ■ y = Qo l 45 0 0 O O D v GP Q o�o 'i OD o Qo 1_s 5-12 SPT 31-33.19 >50 1 5 o D » 50 o Qo i o D Q -27.5 Boring completed at 52.5 fL 52.5 1_0 S-13 SPT 13.22-19 41 1.5 55 - �I 60 65 i 70 tt O W 0 0 3 a 75 a 0 r; o - 0 0 0 60 w 1 into 5 ft LOGGED: MDH = DRILLING CONTRACTOR: Holt CHECKED: DPF � Golder o DRILLER: John DATE: 09/20/2001 ' Msociates m t: ' RECORD OF BOREHOLE BH-5 SHEET 1 of 2 OJECT: City of Renton Garage DRILLING METHOD: 4"HSA DATUM: Local ELEVATION: 25 OJECT a NUMBER: 013-19 Sottheast Cmer of Site DRILLING G:DATE: O 09/05/2001 AZIMUTH:ORD N surveyed not su ed INCLINATION: -90 0O SOIL PROFILE SAMPLES PENETRATION RESISTANCE BLOWS!It■ 2 NOTES w U ELEV. w 40 W BLOWS < t0 2a WATER LEVELS g v a 0 m a r 6 in N WATER CONTENT(PERCENT) ' O DESCRIPTION rn O g U O0 J DES)H Z 140lb hammer � W. 'W' m 30 inch drop %0-0.2 0.2 A h It 0.2-10.0 Compact, Dark brown olive(10YR 3/4), o D nonstartified,gravely SAND,trace to I;ittla Q silt,moist(GP)(Fill) Q° ° S-1 SPT 4 4-4 8 -5 o D ■ GP 0_5 O° OD S-2 SPT 6-13-15 28 15 ■ °3° OD 0_5 S-3 SPT 6-1013 23 15 o Q° ■ 1 ' --- - -- ----- — o D 15.0 0 10.0-22.5 10.0 0.5 Compact to dense,yellow brown(10YR S-4 SPT 10-35-38 >50 -5 4/3),sandy gravel to gravely SAND,trace silt,moist,wet @1T subangular to subrounded(SP/GP)(FLUVIAL 0 ALLUVIUM) C ©: S-5 SPT 11-13-16 29 0_8 1.5 Q O SP/GP S-6 SPT 5-8-15 23 1_0 1.5 ■ vQi 0 .Q Q.. 2.5 22.5-23.0 - - - -- — MUCL 2.0 1 Very Soft,grey(NS)interbedded sandy 23.0 S-7 SPT 2/18" 2118" 1.5 SILT,with silty day, wet(MUCL)(Fluvial i _ AlluviumL. - 23.0-32.5 25 Dense,Grey(5Y 4/3)interbedded fine silty w, fine SAND,with yellow orange brown silty sand with little gravel,wet(SM)(Fluvial Alluvium) SM S 8 SPT 9-25-13 38 1-0 xa� 1.5 ■ .n� a 90 •7.5 , '` 32.5•52.5 - - - -- — —t7" • 32.5 Dense,Brown(10YR 3/2)interbedded ••• • S-9 SPT 9 15.15 30 �,5 gravels with sand,wet(SWGW) - W G • S-10 SPT 612-22 34 1.5 40 Lo continued on next a e 1 into5ft LOGGED: MDH DRILLING CONTRACTOR: Holt CHECKED: DPF >' Golder a, DRILLER: John DATE: 09/20/2001 Associates RECORD OF BOREHOLE BH-5 SHEET 2of 2 PROJECT: City of Renton Garage DRILLING METHOD: 4"HSA DATUM: Local ELEVATION: 25 PROJECT NUMBER: 013-1579 DRILLING DATE: 09/05/2001 AZIMUTH: N/A INCLINATION: -90 LOCATION: Sotheast Crner of Site DRILL RIG: B-59 COORDINATES: not curve ed 0 SOIL PROFILE SAMPLES PENETRATION RESISTANCE O BLOWS I It■ = w ELEV. k 10 20 30 40 NOTES w w BLOWS Q WATER LEVELS p v Z DESCRIPTION N Q J M CL per 6 in N U WATER CONTENT(PERCENT) DEPTH D w ,rro w w, O U' (ft) Z 140 Ib hammer ¢ M 30 inch drop 40 32.5•52.5 Dense,B,,n(10YR 3/2)interbedded � • •� gravels with sand,wet(SW-GW) x: (Continued) •tY. . o'.�. S-11 SPT 6-12-21 33 1.5 x 45 � v ' W-G ff. . X:3 o'.V. S-12 SPT 18-23-18 41 15 50 •p••� v' -27.5 52.5 1_5 S•13 SPT 11-28 32 >50 1.5 55 �r 60 i 65 70 o N m t' Q ' of 75 a M 0 o: a 80 lu w 1 in to 5 ft LOGGED: MDH DRILLING CONTRACTOR: Holt CHECKED: DPFUj Ossociates ?Golder o DRILLER: John DATE: 09/20/2001 �' m VII. Other Permits 1 City building, utility and R/W permits are anticipated. VIII. ESC Analysis and Design The site is less than one acre in size and therefore perimeter control is adequate. The site is flat and will require minor regarding to establish. Catch basin inserts, a construction entrance, and filter fabric fence are proposed. 1 1 1 1 1 1 1 1 1 1 1 1 1 IX. Bond Quantities, Facility Summaries and Declaration of Covenant ' Bonds and a Declaration of Covenant are not required for the City owned project. Detention facilities are not proposed. i 1 1 1 1 i X. Operations and Maintenance Manual APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 13-WATER QUALITY FACILITIES (CONTINUED) D.)Wetvaults Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Wetvault Trash/Debris Trash and debris accumulated in vault,pipe or Trash and debris removed from Accumulation inlet/outlet,(includes floatables and non- vault. ' floatables). Sediment Accumulation Sediment accumulation in vault bottom that Removal of sediment from vault. in Vault exceeds the depth of the sediment zone plus 6- inches. Damaged Pipes Inlet/outlet piping damaged or broken and in Pipe repaired and/or replaced. need of repair. ' Access Cover Cover cannot be opened or removed,especially Pipe repaired or replaced to Damaged/Not Working by one person. proper working specifications. Vault Structure Vault:Cracks wider than 1/2-inch and any No cracks wider than 1/4-inch at Damaged evidence of soil particles entering the structure the joint of the inlet/outlet pipe. through the cracks,or maintenance/inspection Vault is determined to be personnel determines that the vault is not structurally sound. structurally sound. Baffles Baffles corroding,cracking,warping and/or Repair or replace baffles to showing signs of failure as determined by specifications. maintenance/inspection staff. Access Ladder Damage Ladder is corroded or deteriorated,not functioning Ladder replaced or repaired to properly,missing rungs,has cracks and/or specifications,and is safe to misaligned. use as determined by inspection personnel. ' 1998 Surface Water Design Manual A-13 9/1/98 ' APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 13-WATER QUALITY FACILITIES (CONTINUED) E ) Sand Filters Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Above Ground Sediment Sediment depth exceeds 1/2-inch. No sediment deposit on grass Accumulation on Grass layer of sand filter which would ' Layer impede permeability of the filter section. Trash and Debris Trash and debris accumulated on sand filter bed. Trash and debris removed from Accumulations sand filter bed. Sediment/Debris in When the yard drain CB's and clean-out become Sediment,material from the Yard Drains/Clean- full or partially plugged with sediment and/or CB's and clean-outs removed. Outs] debris. Vegetation When the grass becomes excessively tall(greater Vegetation is mowed or than 6-inches);when nuisance weeds and other nuisance vegetation is vegetation starts to take over. eradicated,such that flow is not ' impeded. Sand Filter Media Drawdown of water through the sand filter media, Usually requires replacement of takes longer than 24-hours,and/or flow through top 6 to 12-inches of media. the overflow pipes occurs frequently. May require replacement of ' entire sand filter section, depending on section. Prolonged flows Sand is saturated for prolonged periods of time Limit the low,continuous flows (several weeks)and does not dry out between to a small portion of the facility ' storms due to continuous base flow or prolonged by using a low wooden divider or flows from detention facilities. slightly depressed sand surface. Short Circuiting When flows become concentrated over the sand Flow and percolation of water ' filter rather than dispersed. through the sand filter is uniform and dispersed across the filter section. Erosion Damage to Erosion over 2-inches deep where cause of Slopes should be stabilized by ' Slopes damage is prevalent or potential for continued using proper erosion control erosion is evident. measures. Rock Pad Missing or Soil beneath the rock is visible. Replace or rebuild the rock pad ' Out of Place to design specifications. V-Notch Pipe Weir When the V-Notch pipe becomes damaged or Clean and properly functioning clogged with sediment/debris. weir,such that flows uniformly ' spread. Damaged Pipes Any part of the piping that is crushed or deformed Pipe repaired or replaced. more than 20%or any other failure to the piping. ' Below Ground Sediment Sediment depth exceeds 1/2-inch. No sediment deposits on sand Vault. Accumulation on Sand filter section,which would Media Section impede permeability of the filter section. Sediment Sediment depth exceeds 6-inches in vault bottom. No sediment deposit in the first Accumulation in Vault chamber of the vault. ' Trash/Debris Trash and debris accumulated in vault,or pipe Trash and debris removed from Accumulation inlet/outlet,floatables and non-floatables vault,and inlet/outlet piping. Sediment in Drain When drain pipes,cleanouts,and yard drains Remove the material from the ' Pipes/Yard Drains/ become full with sediment and/or debris. facilities. Cleanouts 9/l/98 1998 Surface Water Design Manual A-14 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACUTIES ' NO. 13-WATER QUALITY FACILITIES(CONTINUED) E.)Sand Filters (Continued) ' Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Below Ground Short Circuiting When seepage/flow occurs along the vault walls Sand filter media section re-laid Vault(Continued) and corners. and compacted along perimeter of vault to form a semi-seal. Vertical Riser Pipes Plugged,failure due to cracking deformation.Flows Clean out the riser pipe; replace tend to back-up in first chamber of the vault. pipe as needed. Damaged Pipes Inlet or outlet piping damaged or broken and in Pipe repaired and/or replaced. need of repair. Access Cover Cover cannot be opened,one person cannot open Cover repaired to proper Damaged/Not the cover,corrosion/deformation of cover. working specifications or Working replaced. ' Vault Structure Cracks wider than 1/2-inch and any evidence of soil Vault replaced or repaired to Damaged;Includes particles entering the structure through the cracks, design specifications. Cracks in Walls, or maintenance/inspection personnel determines Bottom,Damage to that the vault is not structurally sound. Frame and/or Top ' Slab. Cracks wider than 1/2-inch at the joints of any inlet/ No cracks more than 1/4-inch outlet pipe or any evidence of soil particles entering wide at the joint of the inlet/ the vault through the walls. outlet pipe. Baffles Baffles corroding,cracking,warping and/or showing Repair or replace baffles to signs of failure as determined by maintenance/ specifications. ' inspection person. Access Ladder Ladder is corroded or deteriorated,not functioning Ladder replaced or repaired to Damaged properly,missing rungs,cracks,and misaligned. specifications,and is safe to use as determined by inspection personnel. 1 1 ' 1998 Surface Water Design Manual A-15 9/1/98 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES ' NO. 13-WATER QUALITY FACILITIES(CONTINUED F) Leaf Compost Filters -- Maintenance Defect Conditions When Maintenance is Needed Results Expected When ' Component Maintenance is Performed Above Ground Sediment Sediment depth exceeds 0.25-inches. No sediment deposits on fabric Open Swale accumulation on Geo- layer which would impede Textile/media permeability of the fabric. Trash and debris Trash and debris accumulated on compost filter Trash and debris removed from accumulations bed. compost filter bed. Sediment/debris in When the yard drain CB's and clean-outs become Remove the accumulated drain/yard drains/ full of sediment and/or debris. material from the facility. clean-outs. ' Vegetation Vegetation impending flow through section,or Vegetation is mowed or encroaching into compost media. eradicated such that flow is no longer impeded. ' Leaf Compost Media Drawdown of water through the leaf compost, Replace media with new to takes longer than 12-hours,and/or flow through design specifications,in addition the overflow pipes occurs frequently. to replacing fabric. Short-Circuiting When Channeled flow occurs over the leaf media; Flow is uniform over the entire and where flow perks through the media at the width of the media section,and baffles. concentrated percolation does not occur at the baffle walls. Media needs to be graded and re-set at the baffles to form a seal.Weir plate may need to be adjusted in addition. ' Erosion Damage to Eroded damage over 2-inches deep where cause Slopes should be stabilized by Slopes of damage is prevalent or potential for continued using proper erosion control erosion is prevalent. measures. Damaged Geo-Textile When fabric is torn,deteriorated,raveled,etc. Fabric replaced as necessary. Fabric. Rock Pad Missing or Soil beneath the pad is visible. Replace or rebuild the rock pad out of place to design standards. ' Damaged Pipes Any part of the pipe system that is crushed, Pipe repaired or replaced. damage due to corrosion,and/or settlement ' V-Notch Weir Flow is not being uniformly spread over filter Clean,repair or replace the weir Assemblies media. systems. Below Ground Sediment Sediment depth exceeds 0.25-inches. No sediment deposits on fabric ' Vault Accumulation on Geo- layer which would impede Textile/Media. permeability of the fabric and compost media. Sediment Sediment depth exceeds 6-inches in first chamber. No sediment deposits in vault Accumulation in Vault bottom of first chamber. Trash/Debris Trash and debris accumulated on compost filter Trash and debris removed from Accumulation bed. the compost filter bed. ' Sediment in Drain When drain pipes,clean-outs,yard drains become Remove the accumulated Pipes/Yard Drains/ full with sediment and/or debris. material from the facilities. Clean-Outs ' 9/1I98 1998 Surface Water Design Manual A-16 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1