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Home My WebLink About03371 - Technical Information Report \ � m m � TECHNICAL INFORMATION REPORT FOR � THE LANDING LOT 4 RENTON, WASHINGTON Prepared for: Han�est Partners 8214 Westchester Drive, Suite 650 , Dallas,TX ?522� Revised February 28, 2007 Revised January 29, 2007 December 7, 2006 Prepared by: III W& H PACIFIC, INC. �, 3350 Monte Villa Parkway CITYOFRENTON I Bothell, Washington 98021 R E C E i V E D (425) 951-4800 MAR 01 2007 aui�o�r�oiu�sioN �� +/ i ii��a! 3f�/47 , � � ' � ��; I'I 'I I � � I I_ I - '�� . � TECHNICAL INFORMATION REPORT ' FOR I � THE LANDING LOT 4 i I ' � �`� � RENTON, WASHINGTON Prepared for: Harvest Partners 8214 Westchester Drive, Suite 650 Dallas, TX 75225 Revised February 28,2007 Revised January 29, 2007 December 7, 2006 R� STys �w� oF was�.I Engineer: �4��' � c � , Stephen R. Styskal, P.E. W& H Pacific, Inc. 3350 Monte Villa Parkwav 3�s3a Bothell, Washington 98021 w4 (425) 951-4800 ��'ye��1 STE��1�� / SSIONAL E� �Z8/OT "7 ! EXPIRES Q7�15�0� � TABLE OF CONTENTS Section 1.0 Project Overview 1.1 Purpose and Scope 1.2 Existing Conditions 1.3 Developed Conditions 2.0 Preliminary Conditions Suminary 2.1 Care Requirements 3.0 Off-Site Analysis 3.1 Upstream Drainage Analysis ' 3.2 Downstream Drainage Analysis 3.3 Berryman&Henigar Conveyance Maps 4.0 Retention/Detention Analysis and Design 4.1 Existing Site Hydrology 4.2 Developed Site Hydrology 4.3 Water Quality 4.4 Detention 5.0 Conveyance Systems Analysis and Design 5.1 Roof Downspout System 5.2 Proposed On-Site Conveyance System 6.0 Special Reports and Studies 7.0 Basin and Community Planning Areas 8.0 Other Permits 9.0 Erosion/ Sedimentation Control Design 10.0 Bond Quantities Worksheet, Retention/Detention Facility Summary Sheet and Sketch, and Declaration of Covenant 11.0 Maintenance and Operations Manual i TABLE OF CONTENTS FIGURES 1 T.I.R. Worksheet 2 Vicinity Map 3 Existing Conditions 4 Developed Conditions 5 USGS Topographic Map 6 Water Quality Basins Map 7 Conveyance Map 8 100-Year Flood Map ii King County Department of Development and Environmental Services TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AND PROJECT ENGINEER DESCRIPTION Project Owner Project Name Harvest Partners The Landin Address Location 8214 Westchester Drive Suite 650. Dallas.TX 75225 Township 23N Phone Range 55 (214) 369-0860 ..............Section NW'/< SECTION 8 Project Engineer Stephen Styskal Company W&H Pacific Address/Phone 425 951-4800 Part 3 TYPE OF PERMIT Part 4 OTHER REVIEWS AND PERMITS APPLICATION — Subdivison � DFW HPA —' Shoreline Management � Short Subdivision L7 COE 404 ❑ Rockery ❑ Grading ❑ DOE Dam Safety Structural Vault ❑ Commercial ❑ FEMA Floodplain ❑ Other ❑ Other ❑ COE Wetlands Part 5 SITE COMMUNITY AND DRAINAGE BASIN Community City of Renton Drainage Basin Lower Cedar Drainage Basin Part 6 SITE CHARACTERISTICS � River ❑ Floodplain � ❑ Wetlands ❑ Stream ❑ Seeps/Springs ❑ Critical Stream Reach � High Groundwater Table �� Depressions/Swales ❑ Groundwater Recharge Lake DIRECT DISCHARGE ❑ Other � Steep Slopes , Part 7 SOILS Soil Type Slopes Erosion Potential Erosive Velcoties Urban Land (UR) � Additional Sheets Attached . Part 8 DEVELOPMENT LIMITATIONS REFERENCE LIMITATION/SITE CONSTRAINT ❑ Ch. 4— Downstream Analysis ❑ ❑ , � ❑ Additional Sheets Attached Part 9 ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION � Sedimentation Facilities ❑ Stabilize Exposed Surface � Stabilized Construction Entrance ❑ Remove and Restore Temporary ESC Facilities � Perimeter Runoff Control � Clean and Remove All Silt and Debris �J Clearing and Graing Restrictions � Ensure Operation of Permanent Facilities ' ❑ Cover Practices C' Flag Limits of SAO and open space ❑ Construction Sequence preservation areas ❑ Other ❑ Other Part 10 SURFACE WATER SYSTEM ❑ Grass Lined C Tank � Infiltration Method of Analysis Channel WET Vault � Depression Pipe System — Compensati�n/Mitigati C Energy Dissapator — Flow Dispersal on of Eliminated Site ❑ Open Channel Stora e C� Wetland — Waiver g ❑ Dry Pond ❑ Stream C'� Regional ❑ Wet Pond Detention Brief Description of System Operation Direct DischarQe, Wetvaults for water quality treatment Facility Related Site Limitations Reference Facility Limitation Part 11 STRUCTURAL ANALYSIS Part 12 EASEMENTS/TRACTS Ci Cast in Place Vaul � Drainage Easement ❑ Retaining Wall � Access Easement ❑ Rockery> 4' High — Native Growth Protection Easement ❑ Structural on Steep Slope � Tract 'i Other � Other Part 13 SIGNATURE OF PROFESSIONAL ENGINEER I or a civil engineer under my supervision my supervision ha�e visited the site. Actual site conditions as observed were incorporated into this worksheet and the attachments. To the best of my knowledge the information provided here is accurate. � � �� Si ned/Date �o� NE 12TH ST NE � � O� -9 � � �� D C � W z �'�� z Z m � z � �,�E STH ST D � W �, � z � `� � z hJE 5 TH � � � ST = z � � � I C W NE 3RD S� R� S AIRPORT ST NE 3 W,�Y FIGUR� 2 - VICINITY 1t/1AP NTS -- ------- -- - - ---------- DWG INDEX 9 m � �i 1 �� BASIN 1 DISCHARGE f a� � _ TOTAL SlTE ,,%�`��y� _ —�� POINT � '� �: ' , � ; ;�il a` AREA = 18.27ac �/��; � _ ' --;: � � � �r ' i�ii m� � �' ' /�`� � .— , a�� v i i r � F� qR �$ � ��\`";�j — — — r H ST ;\� I I ��I i I ]1� T ° Tj ,�r,' ';�`'�;I' �:— T -- p N 10T ;i- �I I �'� �9 'sa � � � i �„�;;; '.�.. �� , �PpgE , � � �,, �� ,� \ ��i `�, i/ —r— _�-- �. .'� C� � � P R '�� `��.�� i �i � ` ' i I ' ��i��%•� t % `�� ii_�, i 1 i;� . 5 !' ;_ ? � � � ,7 ' � BASIN 2 DI SCHARGE - y i I �Z� il i � � , � -� -�-�,..,.-,-.�., ,,,__-�, .-.� POINT f ji r� sca�E ' ;- / a ��', � ' ,�/ /� � ; I � Q� � � o 50 0 25 50 10D /_ ��> >i� 1� `�LQ�I i�l ��/ � � '/ % 4 I � � j' T = N � wcr+ = o0o Fr f ' ', �eV , ' ;:� � i I � ( � � 3 wti � �,i ,�,J I j�� _ � � � ¢ z� � � � �� !l 1 ; 1 i � 1 I 1��h�� t /� � I,� I C 1 �� '' �, I I � � � � J I ` �J � ,! /��`' �- J!', .�J.Lj T - � � f�� zM � � � f � ; � � �h �C � ' ; r f t .' ;�!,"�i' ir � � � , ; � � � O �� :;��h � �� ' � o "� � i,` � � � �l , 1 / f f� 1� \ ' /1 r /�.�� %�l//� � � � I � � � � ✓� s � � �� r I � � r , , ;�y�—- 1 � I �T I , �'' F EX. BASIN 1 �.-�- r � ; ___ z� � i �� 11! , v�i/ �� TOTAL= 11.09 AC ==+ �� ' Q p �' Z �.��r �� ,,��\ P E R V I O U S= 0.5 5 A C - � �i � �I'I � z �► � ;J ��+��1-- rj J — r �/;' '� .-.. 1MPER1/lUOS= 10.54 AC % 1 i�., �.�i i j I—g (� 't �1�� , ' _I � I y I I I _iA � " NOTE: i ; i�I i; �W � z ;�: ,�i r G ,. � � , �r;� } �/ _�_ SIZE OF EXISTING BASlNS UNKNOWN ;�;� ;,� , i! ti ; �= Z w i �\ i �,� : �/� ; ' + ,�i:� i � _ o r � }� � � i � � '_. � /�; ' �r� Q � � �,; � ; � ,�� f. ESTIMATED BASIN SJZE DETERMINED � i �I j i �i ;� r = ~ � �r� i�� : �5 ,_,i i.. � i i � i� — � FROM BERRYMAN& HENIGAR DRAFT , .;i , , i '�iI � � � ^ i�,; � , F REPORT DATED 11/05/04 �-'i � �i i; � i � i � � �,�� LL.I � t,`� j!� � ' ��_�!�j�� ,�'v- �� _ � � �, � tt� 1 � � � � i�� i � ; o ! ,� � � . ;/� 1 i i i� �_ � ,� �:i �� '� � � � � � � � ; � � i- , y�i� � , � o �; ,� :��+�� ,� : i-� i 4 � � I �s� , i q � •1 1: o,u � 11t� �Ji � �{� i j � � �- I I�4 j l � ` rll cN , I,,�� i i , il, , 4�� c � : � r � , �� , , `J_� ; ! ! 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" -_� �� w �, I+ �� ,, � � � r h Yr � � �;-. � - f � ; 1 � .� — �� , � �_ �, .a �_ :� -; , � � ,�; �c;��:�;;�'� _ �, } ,� ��:� ) ' '- � � p / �� :� 1,� � , � 1 ti� �, ' 7, ��,� t ( �; , � i i t �M/ _��/�� • � - ` 'F: aszaalf��i �� J` ir��Cem i_ \J .' . .30�---'-�-' _.�� 1 :� �----�� `� ;a � .t� ' „� \ Parh .�F--�_�\� _ -�RA1 L�' F �\'�—�� L'� �1 ,� . � ,�� ' �� . �� ,. � f�__ �� BM �/—� ��a`��' fl � •' y ��`� . ��. r;; 3},y� � .. _, t a�:` ==--J^ —//�, ``L��-!%„�� szlr ;1 //// � S �.. � _9 r" � '% �� • I a' � • \ � �.r, �� i � •`` _ • , ,_ '_ / `; .,.� . .�i � � � .. �- �� \ �tb 1 \,! � .. • . �'I �� a l�p� � �`_\ —r \�J� /`l � /�� ~��i7 � �� ; ��c�aC� � �f', I�,II � �1��I� WS-��1�` �\��I�.� �U� � 'u.V � ,, .� � ii i.,�� '��f '_ � .� ,l�ii_U-'`�.1�•�r�_ 1� _ ,\S� ,�--t.��1_�- �,.��;! � RAILROAD �i , \. �I{'wl ,�� ^4,..�1� V I F� �.d �� ~ � � L�,- -_�Rqo _��'�T �i�� '�> ��' � � '�� '� j FIGURE � - o,- l r �4 -__ � i � i � ��'�- � °_� , ��4 �g'�� ) ��,i!` /'" . � ,e5 ,� r�� ~'�� (.S Us�is �a� � --_� _ f: _:�L-;; - � - .f " l l� �[ �„�� e ` � _ � �—��'_"�.�'�i�� "'��,��.L� TOPOGRAPHIC MAP 1.0 PROJECT OVERVIEW 1.1 Purpose and Scope The following Technical Information Report (TIR) is provided for The Landing Lot 4 development project. The existing site lies within a portion of NW '/a Section 8, Township 23 North, Range 5 East, in the City of Renton, Washington (see Figure 2 — Vicinity Map). The site is approximately 18.27 acres in size. The site stormwater currently discharges north of the site to the existing system in Park Ave N which is conveyed north to Lake Washington. The site is located in a direct discharge basin. The proposed development will include buildings with associated drive aisles, parking, and landscape. These buildings are to be used primarily for parking garages, retail shops and commercial purposes. As directed by the City of Renton, the hydrologic analysis and design will be based on the 2001 Department of Ecology Stormwater Management Manual for Western Washington (Ecology Manual). Conveyance facilities will be based on the 1990 King County Surface Water Design Manual (KCSWDM). 1.2 Ezisting Conditions The existing site consists of asphalt parking lots, existing buildings, and landscape islands (See Figure 3 - Egisting Conditions). The site is composed of two drainage subbasins, all of which are part of the John's Creek drainage basin which combine in the Park Ave N tightline system before being discharged to Lake Washington. The existing site direct discharges, and does not contain flow control or water quality facilities with the exception of an oiUwater separator. A more detailed description of each subbasin can be found in Section 4. 1.3 Developed Conditions The proposed development will include buildings with associated drive aisles, parking, and landscape. These buildings are to be used primarily for parking garages, retail shops and commercial purposes. All drainage facilities and water quality treatment facilities were designed to a complete build-out condition, and were designed per the 2001 Department of Ecology Manual and the City of Renton Standards. The proposed development will consist of asphalt parking, drive aisles, buildings, and landscaping throughout the entire site (See Figure 4 - Developed Conditions). A more detailed description of each subbasin can be found in Section 4. The site is divided into two drainage subbasins per the drainage report prepared by Berryman and Henigar (BHC), titled South Lake Washington Roadway Improvements — Conveyance System Analysis and Design, dated August 2006, with approximately two- thirds of the site draining west into the tightline system in Logan Ave N, and the other third draining east into Garden Ave N. Baseline and design drainage basin maps from this report are included in the Section 3 for review. i�&H PaciTc.Inc. TIR The Landrng—Harvest Parmers January 2007 1 � 1.0 PROJECT OVERVIEW The proposed storm system includes utilization of the existing tightline system where applicable. The site is divided into two subbasins: West, and East. Both basins are conveyed through a new tightline system before being routed through respective wetvaults for water quality treatment. The west basin discharges into Logan Ave N while the east basin discharges into Park Ave N. i � W&�I Pac�c,Inc. TIR The Landing—Harvesl Parmers ', Jam�ary 2007 I 2 2.0 PRELIMINARY CONDITIONS SUMMARY 2.1 Core Requirements ➢ Core Requirement#1: Discharge at the Natural Location The BHC report splits Lot 4 into two drainage subbasins, all of which are part of the John's Creek drainage basin. Approximately two-thirds of the site is proposed to be discharged to Logan Ave N while the other third is proposed to discharge to Park Ave ' N. ' The west basin will discharge at a stub lication into Logan Ave N. as part of the ' City's South Lake Washington roadway improvements. The east basin dischazges � into Park Ave S and wzll utilize the same discharge point as Lot 3. ➢ Core Requirement#2: Off-Site Analysis ' The off-site analysis is found in Section 3 of this report. Upstream runoff does not enter the Lot 4 site. ➢ Core Requirement#3: Runoff Control The project is exempt from providing formal flow control facilities because it meets the direct discharge requirements found in the 2001 Ecology Manual. The requirements are listed in Section 4.4 of this report. I ➢ Core Requirement#4: Conveyance System I The new pipe tightline system is designed with sufficient capacity to convey and contain the 25-year, 24-hour peak flow using Santa Barbara Urban Hydrograph i (SBUH) method. A backwater analysis is included in this report which uses HGL I elevations at the discharge points provided by BHC. '� ➢ Core Requirement#5: Temporary Erosion and Sediment Control Erosion and sediment controls were installed during demolition and pre-loading of I the proposed building pads as detailed in the King County Erosion and Sediment Control (ESC) Standards. ➢ Core Requirement#6: Maintenance and Operations � _ King County maintenance standards are included for flow restrictors, catch basins, pipe systems, landscaping, and wetvaults. W&X Pac�c,Inc. 77R The LandinR-Harvest Partners Jarrua�y 2007 � 3 2.0 PRELIMINARY CONDITIONS SUMMARY 2.1 Core Requirements ➢ Core Requirement#7: Financial Guarantees and Liability ' Bond quantities are not included with this submittal. ➢ Core Requirement#8: Water Quality The site is required to meet Basic Treatment Facility standards. The two subbasins each have a corresponding wetvault designed to the 2001 Ecology Manua1 standards. �i dl�Pac f c,Inc. TIR The Laruiing—Harvest Parmers Jamrary 2007 4 . - i 3.0 OFF-SITE ANALYSIS 3.1 Upstream Drainage Analysis There is currently upstream flow entering the site from the Boeings facility to the south of Lot 4 (South of N 8� St) through a 30-inch RCP. However, this line will be connected to the city street drainage system as part of the city improvements currently under construction. Until the city connects the Boeing stub to its system, the existing 30" RCP cannot be altered. Once the connection is established there is no effective upstream flow to the site. 3.2 Downstream Drainage Analysis Existing and proposed downstream drainage maps were completed by BHC and included in Section 3 for reference. These maps show the existing and proposed tightline system from Lot 4 to the Lake Washington outfall. These maps include reference to the structures located between Lot 4 and eventual outfall at Lake Washington. The proposed Lot 4 site falls within the John's Creek drainage basin tributary. In the proposed condition, approximately two-thirds the site drains west into the tightline system in Logan Ave N, and the other third drains east into Park Ave N. The runoff to Park Ave N flows in a newly proposed 36-inch pipe north for approximately 800 feet before being directed to the northeast for approximately 1,500 feet and entering a 42-inch pipe, a 48-inch pipe, and then discharging into BHC named `Pond B'. The runoff to Logan Ave N flows north in the existing 48-inch pipe approximately 1,500 feet before discharging into BHC named `Pond B'. The ultimate proposed site flows and volume of runoff generated will be similar to the existing condition since the site does not add any new impervious surface. Therefore, the development of Lot 4 would not aggravate a "severe flooding problem" or "severe erosion problem". W&H Pacific,Inc. 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OFR1-17 i OFR1-19. . � OFR7 19 � OFR1-20 ;' c Ri-2a \`"''� ' ' J��--�'— '� ��, OFR7-4T'�; sF� � • 1 , �., _ I : � �'- - ' 1. � � - i1 MHR1 40 �, k � n � � SIT� i �aR;-�� C9f -23� ; � � CBR1 ¢' , MHa� � i 4 - � � �•, � � MHR1-85 � I � .MHRi�-72 I� Q OFR1-2Z MHRt-46 � CBRt-S: '� CBR r-��-� OFR1-0S � ^��S� '�, I I � I CBRt`�20 � ' CBR1-22 � MHRt-24 \` CBRt 51 I MHR1-84 � ' � CBR1-19 > Q I OFR1-06 ^ CBRt-5: ��., �„� ,� MHR1-66 . I M R1-�61 � MHR1-71-�\ CBR1-18 a • + ,:. �,' � � J � ! O�R1-�8 MHR1-47 + MHR1-23 MHR1-21� 1 �HR1-1{ ' MHRI,-r, t ' � CBR1--B'. MHkt-55 / � ��l�y ^ - —` MIIR1-56 MHRt^-22 _ _ MH ,� P MHOS a� �� —� — � , �-- cBRt-ss �——�J � � F pFR1-09 �_ � tit�-"' ��— - �_._. .r_ ��r � ' N 8TH ST � � CBR1^16-�' CBR1 MHR3-61 `� , � � �` MHR1-46 N 8TH ST � MHRI� �'J . ,,. .` � , ',+ MHRt-57 MHR3-60 . ... MHR1�65 ', . � '' MHR1-100 M}iR1-18 ,` 121-B3 I � MkIR1-69 ceRi-i� OFR1-08 OFR1-07 MHft1- �sin Legend: � OFR1�'I4 f r MHR1-68-�_ �� — � CBR1-15 ` � MHR1. OFR1•13 ' MHR3-59 •alnepaBasin o�nan =R1•13 � MHR1 sa I c��_�,�� I ; ,OFRi 10 i Area C[3fi 1-10 � . ) � � ; .r.., S l GBR1-13--� , i �� . , �� oFoz ( � pFR1-12 � OFR111 �jt'�� I�� ' CBR3-iA�_ ��CF1R7�-9 ,1�.�3 OF03 I �� i-s2 ! .` y .. Ir —er�.3-�-� � ; �ce��=� � T .�.4 OPO4 -� . � . . (:i.i�i 1 .. � . � MHR1 63 � �� MHR3-58 c.bR3- ' J r .. .�. � : � __�� ! ' •r�1,,,'y„d,.yF�_r,: OF04A , '. . —� ,_. i , , . ;I ceR3 s FR3-16 ' �-dFR3-14 , ,..r• ' � :� 11t '�' i �i�_ � CBR3-3 r::,..�ctk�;t�j; OF21�1ncludes OFR2) �, � � OFR3-19 `1 � . ,OFR3•17 I� _f CSR3,-4`� aF , fe4 .�Y`,4 u k ir��'i /:BR3 1m f R3•13' •u,: � _ � OFR7(John's Geek) � OFR3•20 ( � ! � �a, I�`ceR3-�. � � � I CDR3-11 � � l O Z� MHR3-2 � oFR3 L` ��3� MHR3-3 � I:' �.� f"� ,; � ,�p �,� OFR1�44 � :.- .�� , oFR, - . ��/ � `� MHR3 �s .� caR�-,2 � o��i��' Q .Z a' _�� -- --��. � � �r� � _1� _W T egend: S-56I OFR3-z� 1 �� oFRs-ss �� ' R3-22 � -r,��i��s-'�3.. � Pro�ectArea — � I MHR3--13. �� y.HR3-26 . MHR3-7 ��I QFR3-09 a —� Existlny Storm Drain Syatem � � .. � l,� �MHR3-2� . .�e � . �I � MHR�-t0 �N C�H S� ! �. , ,..,.. -..�. •--AANR'i—d – . - — P`°'°"R'°h`°'""ey_ � ` � BASELINE SCENARIO PIPING AND Full Buildout —�—-- --- -.- � _. _ �� ------- Sub-Baslneoundary � MHR3-11 MHR3�9 MHR3 27 MHR3-G1 M��R3=8 DRAINAGE BASINS t- sub$asin Diseharpe Polnt MHR3-:1'l C�R3-25-� -- P,P��.Fl�,o�re��, :l South Lake Washin ton Roadwa Improvements M11N1-V ExlsOng Menhole Do8lgnetlon ,�`' �...CBR3-24 g y y �FR3-a7 �ew,_, �,,��g�,�„�s,�oes,9��,0„'� ;� ; oF�3=� � Berryman & Henigar Conveya.nce System Report CHR3-22 OFR140 Exfadng Orainaga Sub-Baeln � � '� �� `, '�:'. '� �� : OFR4 E=�d��flo�He�� -�-�� ::.' �. ,� � �sK3-23 ��., �.��.� FIGURE 4-3 DATED 8/1.5/06 �_ \��' ✓ohn. C S reek Lake Washington • � � POND D 0 MH02-9 �'f �"� -,-� ' aF02 � -� ,,, � � �: �? � � -� ��; ' MH02 8 �` POND q'. ��,�� ?t i ir � S�s' i; QFP 3 ,�6 0 300 60C ' '�'�,�, - �, MH02-7-i ,p.OND B t�� -,. , '' i !t 30 p�2 � MHD�-7--� ; ' �� Scale in Feet �g�� 1?4,� � MHO'L-12 PON A i�y-�b��. :. _ , . ; � � T � � i y�r � .F, - _ - — �1 � �. � a� � T 1MH�2,_�\ I �,�` < � :- OF02-07 MHR1-54 � � OFR1-39 r l ` � r' 1 � CHf21-49 ��,��'y MHR1...3,rj \ ��t� �r'; s � ; �;•� r � I �4�� r. ,� , � �a- "' �� CdR1-50 � � �} . '„�,u�"'�` � , ' 1 \ M�aR�-st- OFR1-01 \ �� 1� 'MN02-6� \ . `C�CR1 �' ` MHkt-34 \ � �i , �QFP-6 N ' � c:3�li-a7- ; Mi��Ri-si t� `, r� CBW..18- ' i� ^� � MHR1-53 \ QFR1•40 � � \ � �¢, �� MIiRi-33 i � � ��> � � {, 1 MHR�--o O � MHR1-371 � � \ \ 4. k � MN02 11 � �' ��4tiR1 ,4 M 1 -60 �' / � �R1-38 , � 1 , L'/ \ h � � ` MHR1-5 I p4 13`- ` '''i.' a � 32. Q;� u� MHR1--32 �/ I at,' � �, � , �PIHOI?=5 \�HR1--Q3 �_ ��` �Q 'O' � ` i �� y OFP-5 � ` �,�Hkt � �a �� > OFR1-02 � � � �- �� _ . � � ', -3`. \ � 30" `�' -MHR1-59 \� L� i- � iv� ;OFP-4 '•� � `-"' MHR1-39 � ' ' i ` �' ` , � hIH02 4','. ,, y, � MHR1-32A � � � axt '�{ t MfIRt-52 �� ! 1 � '� �_ � MHR1-31 � �MNQ» 12 �i '� �ti�HO�-S� QQQ " OFP- MH` 46 \� � � J \� OFP�4 \\ MFiR1 � � � s, ` MI102 � 10 � � µ \ \ � MHR1-45 \ � � . t 1s �� r ! �� ° s}�� '� M��°� � �� t�iaz--� � � �i \ OFP-29 OFP-30 A �,� � OFR1� `"�� ► , �� -- '" ;- ' • �e P-2 \ MHR1-51 \�' � �0 � � �V j• MHH1-29 �N -� ^ , �< .{�., � ' ;�-�„ ; , ° > ��MHP-�ta OFP-28 � '' � 1 � � P' �9 � MHR1-30 x- �i J�, , � Q,� o�Q /� ceP-3 � � MHR1-44 � � �OFP•35� r- � � F ` , MH04 1 � O� MHP-i'� OFP��-40 � MHR1-SQ ' ; � ' � �\ MHR1-111 �', a � � � � ao � MHR1-2B � � Q \ . % ` 1 MHP�39 ; � ��^- �' MHR1-110 � C g��s � � ,� hIHP 10,� : � � Mhif�-2 � '� i � � �� :r . �> OFP-82 ` LL MHP-6 MIIR1-43 M �+�`� ' -MH-C O � �3kPi9� � �`' � rt.; � � � !_'� � ' � �w „' ti i��r O.� � AIHP-8 �. � \ � �, �c �/'��' �• t� kw f ' � �, � . OFP-26 y a p.37 -'� \ MHRt-42 \ � � •. , . .. � , � �'ti� 4 OF �% MHP�3 � ! � MHP-4 � QFP-50 � £�n QFP•R t ---�`"`� � C:3P 7 .21 �9 \ MHR1-10 f�� 1 f'MtS)-8 1 fs��-IRi-ti`!�\ L � ` ,� -MHP-11 -`�' I � MHR1-2d �'� Q \ i� - � 1 � MHR1-tC �t�� I � OFP-87 ` �° ?'�?' � '; , � MWP-3II- OFP-S6 � `� MHR1-41 � � � MHR1- r'1� t�'�, ��,` '' ! I �'� "� � � � M�� \ MHRt hry � � 1 I MHR1-2� � 7 hAH--D , ,��j� MMP-12� N OFP-24 SIT�i : 1 � � _ \ OF�. ;��t� � a ' OFP-85 �u � c � � M� � � MHR1-40 � i, ' 0 I — MHR1-48 'f� CBR1 ` J+I, m! . ` . I �� OFP SS CBR ,� 'C� 1 , � �ylHp ,13 I I I MHR 1-24 � _�°° � 1 �' �1; OFP-48 � caR �� ,� � I I �` � � � ;o'� MHP-37 MHR1-47 MHR �'�� I "� MNP-42 I MHR1-46 y MHR1-23 �HRt-21 � MH �{� MHP !,$;', -- MH-A MMRt-55 CBR1-8 MHR1-56 -MHR1-22 �� c a �e-. _- 18• ia^ �OFP-93 �s � �1`r � OFP-8 -:-- ' � OFP-46 �2">j' t 2" 48 � _ ^ �4d — �'�, ' .-- _ f'�— _. — OFP-47— — — � FR,�� ; ' � � ,,# MHP-34 MNP 35, MNP-43 N '.N 8TH $T �MHR3-61 � �� t OFR-83 MF , , { AAHP,.36 MHR3-60 F.a.r"►iuPz�s '..ic` _': � � AIHP-A�1 MF �m MHR1-100 MF isin Legend: � M alnestc Basin Outtall � MHR3-59 , Area � OFP-89 W " OFP�43 � � oFo2 Q MHP 29. ' V' � 1 OF03 ' ro i : � ______...—�+ �� W •, � � � Q _ �y MHR3-58 i� OF04A OFP-40 ..�� q _ ,�+�� - -- -J 1` a I �.G;';`�. OF21(Ineludes OFR2) LL -. N � OFR1(Johds Craek) � � : O� . . �� , �� OFR1-44 � MHR3-22- I C. MHf23-2 � OFR3 Z�Q MHR3-3 �� O�Pj{1 , : � � T ��_._..i - ' OFP�45, I _ . o�, �: :I ai � : � " r : Z�� T �gend: Mr+ 3-ia W Pro�actAree MHR3-13 1 •MMR3 23 �' N w ' A, - Existlnp Stwm Droin System F l Q�5'f I � . lMNR3 24 . QI �I• V� � I . - - arojeccRiencorway- � ^ � n DESIGN SCENARIO PIPING AND Full Bulldout d ------ SuD-BaalnBoundery '�flH3-12 MHR.S-17 MH - MHH3-e DRAINAGE BASINS N 6TH ST M��3-'- t- Sub-Be�in Discharga Polnt MHR3-6 � +-- PIpellnaFlowDirectlon �aR3-25 South Lake Washington Roadway Improvements .�nk, .z Exlsting Manhols Deal9netion 3-Z3 CBR3-24 :` Berryman & Henigar Conveyance System Report w�a-. Exlstlng Cebch Basin D¢slpnation j CpR3-22 i OFR'I-10 Existlng Drolnage Sub-Baeln � � oFP-92 �OFR4 ExistingOutfall � CBK3-73 � FIGURE 4-4 DATED 8/18/06 4.0 RETENTION /DETENTION ANALYSIS AND DESIGN 4.1 Existing Site Hydrology The Lot 4 site currently consists of 18.27 acres of asphalt parking, plantar strips, and existing two-story, 8,000 square foot building. T'he site is bound to the west by Logan Ave N., to the east by Park Ave N, and to the south by N 8�' Street. and to the north by N 10�` Street (See Figure 3 - Ezisting Conditions). The lot is relatively flat with elevations that ran e from 28 feet to 33 feet. The existing site area is nearl 95% g Y impervious surface. Soils on the site consist primarily of Urban Land (L7r) which is fill soil. See the Geotechnical Report found in Section 6 for more information on site soils. The site lies outside the 500-year flood plain, per FEMA panel 53033C0977 F, dated May 16�' 1995. Existing Lot 4 => 18.27 acres Impervious surface => 17.36 acres Pervious surface => 0.91 acres 4.2 Developed Site Hydrology This proposed development of Lot 4 will consist of retail shops and restaurants w�ith an asphalt parking lot. Landscaping will be provided around each building and in landscape islands. The developed site consists of two subbasins: West, and East. The West subbasins discharges into Logan Ave N to the west, and the East subbasin discharges to Park Ave N (See Figure 4 - Developed Conditions). Developed Lot 4 => 18.27 acres Impervious surface => 17.86 acres Pervious surface => 0.41 acres 4.3 �'Vater Qualit,y The site is required to meet Basic Treatment Facility standards. The t��-o subbasins each have a corresponding wetvault designed to the 2001 Ecology Manual standards. The water quality sizing was performed using StormShed softwaze. This softwaze performs hydrologic modeling using the Santa Barbara Urban Hydrograph (SBUI� method. This method computes a 24-hour hydrograph (flow versus time) based on the i�'&H Pacif+c,Inc. TIR The Landing—Harvest Partners � Jamrary 2007 6 4.0 RETENTION/DETENTION ANALYSIS AND DESIGN inputs of precipitation data, time of concentration, contributing azea, percent impervious area, and pervious area curve number. Wetvaults are proposed for each of the three subbasins will be used for water quality treatment. The vaults were sized based on the volume of the water quality design storm using the 2001 Ecology Manual, or 72 percent of the 2-year, 24-hour storm volume. The entire site is routed through wetvaults for water quality treatment except for roof runoff (6.02 acres total) and nine small areas (0.43 acres total) of bypass which were not able to be conveyed in the proposed Lot 4 storm system. The StormShed output for each basin is found in this section along with the water quality volume and flow rate calculations. East Basin Impervious area => 5.48 acres Pervious landscape area => 0.22 acres Total WQ area => 5.70 acres Water Quality Volume required => 27.375 cf Water Quality Volume provided => 27.375 cf A 168' x 40' two celled concrete wetvault with interior wall is proposed. One foot of I average sediment storage is provided along the entire vault bottom. Bouyancy , calculations are included in this section. West Basin Impervious azea => 5.84 acres Pervious landscape area => 0.19 acres Total WQ area => 6.03 acres Water Quality Volume required => 29,050 cf Water Quality Volume provided => 29,800 cf A 184' x 40' two celled concrete wetvault with interior wall is proposed. One foot of average sediment storage is provided along the entire vault bottom. Bouyancy calculations are included in this section. Preceding each wetvault is a flow splitter which is designed to send the water quality flow rate to the wetvault and flows exceeding this amount to a bypass line. The type of flow splitter used contains a baffle wall within the catch basin sized to provide the appropriate hydraulic head acting on an orifice sized for the water quality flow rate. The �4'&If Pacrfic,Inc. TIR The Landing—Harves!Partners January 2007 7 4.0 RETENTION /DETENTION ANALYSIS AND DESIGN orifice is attached to a closed top half-tee riser which is connected to a pipe leading to the wetvault. The water quality flow rate was sized according to the 2001 Ecology Manual. This rate is computed by multiplying the 2-yr, 24-hr flow rate by a ratio found in Volume 5, Table 4.1 in the Ecology Manual. The ratio is determined by the effective impervious area for each basin. ' The water quality flow rates for each basin are as follows: Water Quality flow rate East Basin 0.81 cfs West Basin 0.76 cfs The flow splitter calculations are found in this section along with plan and profile views ' of the structure. Oil Control Facility Requirements Calculations were performed to determine if Lot 4 qualified as a "high-use site". Based on average daily traffic (ADT) counts, it was determined this site does not require oil control facilities. The calculations are found in this section. 4.4 Detention Flow control is not required of Lot 4, since flows from the site will d'uectly discharge to I Lake Washington. The project area meets the following requirements for exemption: , • The area must be drained by a conveyance system that is entirely comprised of manmade conveyance elements and extends to the ordinary high water line of the receiving water. • Any erodible elements of the manmade conveyance system for the area must be adequately stabilized to prevent erosion. • Surface water from the area must not be diverted from or increased to an existing wetland, stream, or near-shore habitat sufficient to cause a significant adverse impact. [i'c�tf Pacifrc.I��c. TIR The Lmuting—Harvest Parhters JarTuary 2007 8 The Landing Lot 4 Water Quality Stormshed Output and Calculations AN 02-26-07 EAST BASIN EAST BASIN Event Summary: BasinlD Peak Q Peak T Peak Vol Area Method Raintype Event ----- (cfs) (hrs) (ac-ft) ac /Loss EAST BASIN 2.54 8.00 0.8725 5.70 SBUH/SCS TYPEIA 2 yr Drainage Area: EAST BASIN 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 0.2200 ac 86.00 0.17 hrs Impervious 5.4800 ac 98.00 0.13 hrs Total 5.7000 ac Supporting Data: Pervious CN Data: LANDSCAPE 86.00 0.2200 ac Impervious CN Data: IMPERVIOUS PARKING LOT 98.00 5.4800 ac Pervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Sheet SHEET 15.00 ft 1.00% 0.1500 3.50 min Shallow ACROSS PARKING LOT 164.00 ft 0.50% 27.0000 1.90 min Channel PIPE 1 558.00 ft 0.20% 42.0000 4.95 min Impervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Sheet SHEET 50.00 ft 1.00% 0.0110 1.13 min Shallow ACROSS PARKING LOT 129.00 ft 0.50% 27.0000 1.50 min Channel PIPE 1 558.00 ft 0.20% 42.0000 4.95 min WQ Volume 2-yr, 24-hr vol. = 0.8647 *43560 = 38,006 cf 6-mo, 24-hr vol. = 2-yr, 24-hr vol. �0.72% 6-mo, 24-hr vol. =38,006 ` 0.72% = 27,364 cf WQ Flow Rate QWq = 2-yr, 24-hr* Ratio Effective impervious Area = 5.48/5.70 = 0.96 Ratio= 0.32 (from Vol. 5, Table 4.1 -'01 DOE Manual) QWq=2.54 cfs ' 0.32 =0.81 cfs WEST BASIN WEST BASIN Event Summary: BasinlD Peak Q Peak T Peak Vol Area Method Raintype Event ------ (cfs) (hrs) (ac-ft) ac ILoss WEST BASIN 2.38 8.00 0.9264 6.03 SBUH/SCS TYPEIA 2 yr Drainage Area: WEST BASIN 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 0.1900 ac 86.00 0.30 hrs Impervious 5.8400 ac 98.00 0.26 hrs Total 6.0300 ac Supporting Data: Pervious CN Data: LANDSCAPE 86.00 0.1900 ac Impervious CN Data: IMPERVIOUS PARKING LOT 98.00 5.8400 ac Pervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Sheet SHEET 15.00 ft 1.00% 0.1500 3.50 min Shallow Across Parking 80.00 ft 0.50% 27.0000 0.93 min Channel PIPE 1551.00 ft 0.20% 42.0000 13.76 min Impervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Sheet SHEET 50.00 ft 1.00% 0.0110 1.13 min Shallow ACROSS PARKING LOT 45.00 ft 0.50% 42.0000 0.66 min Channel PIPE 1551.00 ft 0.20% 42.0000 13.76 min WQ Volume ', 2-yr, 24-hr vol. = 0.9264 *43560 =40,354 cf � 6-mo, 24-hr vol. = 2-yr, 24-hr vol. *0.72% I 6-mo, 24-hr vol. =40,354� 0.72% = 29,055 cf � WQ Flow Rate QWq =2-yr, 24-hr* Ratio Effective impervious Area = 5.84/6.03 = 0.97 Ratio= 0.32 (from Vol. 5, Table 4.1 -'01 DOE Manual) Q�=2.38 cfs " 0.32=0.76 cfs LOT 4 FLOW SPLITTER CALCULATIONS WEST BASIN: QwQ = 0.76 CFS WQ WS EL = 21.35 Z _ �3�.asa)�.� �j R'M=29.78 C.� h ' �� `O �� - 5.�5L 3 d r � . � •v . �.�' • �;' �• � l•O " �.'°' - ',Q''.�,..� .. ,�, � ; .��-- �' EL=27.?2 �� ...�-- � a: 4 ° h=1.03' i i � � . d i — � / � � � � ..a a d . TOP Or BArF�E t�=22.38 ' � � � . 1�. . - .� � a.�. �Q � . � . �� , � 24" BYPASS, 24"IN WQ WS EL = 21.35 � ' � . - � • �� IE=21.45 a.. . .. �a .�a _ - 12" TO WQ VAULT ; � � a � . . � �.a. ` !E=2C.44 .a.e � a. 12" TD WQ ' . . � . a ° � ° ! : a- . . � - � � , . � � � � � � � � 12" RISER, 5.25"� ORlFlCE I 24" BYPASS �� .° a . d..d ' 'd ' d..� , . . Q - . - ' .d . • � '. " � . . - a ' �a °.� . 2`a M!N a . . . . � . a . ,- � .a - �a � .� . ... . .4 .. . .a . . ' EL=17.14 � � . .�� .. � � .:- � � :. � . �Q -a� 24�� ,N SECTION PLA,'�J FLOW SPLITTER DETAIL-54" TYPE 1! CB WEST VAULT - WC85 3 j C�.S � LOT 4 FLOW SPLITTER CALCULATIONS EAST BASIN: �2°° 1N QwQ = 0.81 CFS WQ WS EL = 22.10 �z_ ��j(�.��(.Z�/�;— '�.. J �� ^ 3Co.�� (c�.�l) z '3•25'� � � �_ `. �� 24" !r� ' ; � 3c" a��ass r °1M=28.21 _ � . .. - 12" TO W� .a.. _ -: �'� �:� ' . ' ' . � d. -. Q. . ' a . . •°�. • .� � . •- `• . E�=26.54 � . : � a � � . � .. � ;� ;; ,, � � -,:� : � e.i `' ! ' � i I di h=�.�7� /�--�� / \ i�� / � � / � � 1 . .. � � � � TOP 0� B,qFrLc EL=23.27 . v` .. d . ��. � ,��. � _�°. �� 18" !N IE=22.71 . .Q. ° � � °° � a� �� \`� �' 30" BYPASS, 24" 1N IE=22.21 ' WQ WS EL = 22.10 . � " �. �� ° � `� .a �. . 12" TO WQ VAUL T , -a . . �' a ' � . � �, - a . . . _ �a . , � a. !E=2?.27 ; . . . , . , a . . . a . :.a a .. - - � . a • • v' . d ' . q � d . d . � . ' � d !2" R?Sr R, .5.25"� O,�if ICt ,Q . . �a a . . -� • - . a . ' e - - . a . . - a � . . � . . ' a . . . ° . . .�-a .: .a a 2'aMIN. a .. � � � . . � � a . a -Q . _ . - � . . _ . - a �� . . . . a � - tL=18.27 . - w . . 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A�,�� 7`` � �J �A�i�l�� `� � �� ' ' ..:.�� '� �� ,�� _ , �s , _ ,�,'. .�rw��r ... �;w� — - �� . . \ , r �r . � � ;�r -�:�,�'!!►_►. \ �- � "�'- - _ .. ��_ � � ,��`� ,' �, - � � ► �'� _ : , �� - ,. �� `�� . ��; �,�.. �� .� ��;. , � � � ,.. � � . �� . � � , • :. �,�.,�� . . � ..._. pl��i��i�i��`�� , . . , . . . . . . ��r� �, � . - • , ��y� . . . �-�'�"�i�� ," -� �--� �� , m _- ,. ... ��`' KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 3.S.lE 10-YEAR 24-HOUR ISOPLUVIALS I � '�,� ----�: �_, , —-- - - - =�z - -=1'---5-_----- - -- ------ --- - --- —-- ' _ 22 ``�� ~-;3 P. ,n .. � 2.3 � '', ( 1 '�' � ,ti � _ - �„;` � �4 � =�� " '� � � 2S � ��` ``�� -=�.f j.. II - 1 4 '� 26 � �' �� - �-. . 2.T a `-,}� ,-� , .� . �I 28 � '�1 `I O= � `.J �f� . 2 ,\� �J y !l� � �1� 9 � �� ,�� 3� �i P� ; -- �� 3p \ �- � �r _ - ,• �- '� ._. F,, �,►rne v - E: i aq — ,:r a- , F �r � ,. i � `' 4 ° {� . I�-- �� I ,� :� ,.. �` ,� 3r . , _ _ . � ��. .. 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P� —�--- y� i °` _ — _-_ �-- i . .y s t . :��' _ ,- ,J ` - F.-. � 'f --� . �,_,� 10-YEAR 24-HOUR PRECIPIi"AT�ON �� _ � °�' � - .° . ou��; ` � 3.4� ISOPLUVIALS OF 10-YEAR 24-HOUR i _ TOTAL PRECIPI7ATION Ii�E INCHES r�O " ' ` , �'� /� � . ,:' .I •I�y W.. .o J .'. 0 1 2 3 4 5 6 7 8 Mlles J , —� , nJ'� �j� �:�� ._ 3.5.1-10 rsJ,GJ 1/9p 4� 1: 30Q,000 � � � � � � • 11 � ' � ' � i�I�PR � Y �.. _ � �� Ifi�/+'r�i: ,� � , �,�="�_��'`��'�,�r��- �-� � , ��1`�� ' ,`- � � i � -�� ,�Y.��l � � � ��i E '�7 - � • ��.��'� �� w�$i� �' �-�, ,� � � .��!!� �� .�r ��. � 1 a � ��m��s � �� " � � ��1.- - �!"i� �� 1�. - � , ��.��L-'.�� '��,� -�� ► � -1��,.r'�.� � � �� `�:-� � �,��1 • ��: r r;��.�- �''� � � � ��. ��_ _ � ��!�► �� ; , , - � ; � , . . � �.._ � :�+�►::.�.��.�./�, �' ia � �'�'�i_,.�- �—.., , - �- ►; �� l+�:�•�� ; � � � a''•� • �,�;� �. ��: � ... :�•y r , � ' . •�.`�-:�#� `^ �� • �E�L � �'�.�� 'i ,� �E. � ' iC• 1\ r��.�.��` _ F ��/ ��,�'�` �, � �� l��i� ".��.._._��' . � � ill` � ��i�� .,. - h • _ � �� if� �� ,��i I!�►'.,1�4�,r,�s `��-�:� � ,�., � � . ,t,}� �� .�,�� .►:. : '�� . .� l�►� . �s. .� � � � ��, . ��. ,�� I �= � . . . ,. �, �� ., ,� � � � � -��' , _ �4��o \, ! w a� �►�� • � , \� �,� � ��, . � ,�� : �`�1►. ,.� � � � ��..�f �_.,�� -- '�� `�E��,, �, �, ��►�►►�'� �` �,^.,, . � •,n �� . _ , 1E1��l�1 �� ; i11,�1l�►� = p�� ►,�j�; '�f - �:�,�� AI��. �� „_a ,- � - �; � .�� . :�r - � _ . � `� .� '��I�� '� � �� ':,.. �� r� �' ` �� / �� , � _ �'�.�►.,� �� . - - ■� l� � . , � , �� -- *�■� �„�► � � , � �� , ..��I(� -`��; I� ,.�...��►�� ► --- �� - ��,: �� i �` = �4 ' � , �� , -- .�� J , 0 4..� R�l��'m 1►.- .► ,� ��-��- .►.� �1' �, �. �� r� i'� �� - r�.�� .� �1� � �y�� A� � � ��i � . � � � w �� .�.��+I�'1� �.�� i�� . � ��; �� - �� --� /�arwr�w� ,) �Ty - �- .� �.•- � : , .. � : � �y� .�.�u�r;�l. .� ,. r��0 : �. � �f_ _ �r-- �f � '� �m Sq� �� j!T �`� �` �I�l►�r �� 'ti +r.: Fi ,' • � ►'� �� ,. �� S � .,� •� � � , � � . �.�w�� . � . ; � . . .`��;�� .. � � • - • • - � - - . : � � �<��i� /�� `'� . . ��. �, � . � �� I�IIR�r��r�� .• . . �� • . - . . •- . . ,- ��'''"��i�' . ::, �' ► . - ��-� -------- . ` OIL CONTROL FACILITY CALCULCATIONS Lot 4 TOTAL GROSS RETAIL AREA = 240,000 (5.51 ac) FROM TENW MEMO DATED November 4T", 2005 TRAFFIC OPERATION ANALYSIS ATTACHMENT A: DETAILED PROJECT TRIP GENERATION ESTIMATES SUBAREA A AREA TRIPS GENERATED PM PEAK HR RETAIL 203,500 sf 381 TO CORRELATE TO RETAIL AREA IN LOT 4 381 trips X trips 203,500 sf = 240,000 sf X = 449 pm peak hr trips PM PEAK HOUR TRIPS EQUATE TO APPROXIMATELY 10% OF ADT .'. ADT =4490 4490 ADT 240.0 ksf = 18.71 ADT/1000 sf .'. OIL CONTROL FACILITY IS NOT REQUIRED SINCE LESS THAN 100 ADT/1000 sf `/�. 1 - Han�est Partners- Lakeshore Landing PM Peak Trip Generation Subarea A-B Buildout Potential by Proponent , P.M. Peak Hour Trip Generation i rip Rates Trips Gen�ated ITE """*PM Peak Hour'*'•"`* "*'*"pM Peak Hour'*"s*'* Land Use Area Units' LUC Z In Ou[ Totai fn Out Total Subarea A RETAIL 2D3,500 GFA 620 ' .48% � 52% 3.75" 356 397 763' L�tema!Trips rrom Residential Below 8 15 23 From O�ce Below 8 2 ?p RetaN-Boeing Planc(20%) 73 79 753 Passby 3 34� 96 100 196 Subiotal = 'I B1 201 ` 381 .:. MULTIFAMILY 90D IJNITS 221 b5°� 35°� 0.52 303 163 467 !n[ernal Trips Res�dentia!-Re[ail/Cinerna(?5%) 45 25 70 From Office Below 24 5 29 Retail-Boeing Pianc(20%) 46 25 70 Subtotal = 189 110 296 Subarea A Subtotal = 369 310 680 Subarea 8 RETAIL 344,�D0 GFA 820 46% 52% 3.75 62D 672 1,292 fntema!Trips From Resid=ntial Above i 4 26 40 From Office 8elow 73 3 76 Retail-8oeing Plant(20%) 124 734 258 Passby '� 34% '163 i 69 332 Subtotal = 306 340 646 CINEMA 59,000 GfA 444 64% 36% 3.80 143 81 224 Intema!Trips From Residential Above 2 4 0 r"rom O�ce Below 2 0 3 Reai!-Boeing Plant(20°EJ 29 16 45 Subtotal = '112 64 176 HOTEL �50 ROOfJS 31� 53% 47% C.6� 49 43 92 lnterna!i rips/not applied) 0 0 0 0 0 0 Subtotal = 49 43 92 OFFICE �7,000 GFA 71D 17% 8355 2.50 24 119 143 In[emal Trips Retaif/Cinema-OfFce f2C9b) 5 2q Zg ResidentiaJ-Office(20%) 5 24 29 Subtotal = 15 71 86 Subarea B Subtotal = 482 518 1,000 Subarea D - G CONSOLIDATED OPFRATIONS BOEING PLANT` 9,400 EMP -- 25% 753'0 0.29 682 2,045 2,726 In[ernaf Trips From Retai!Above 230 226 456 Residentia!-O�ce(15%) 25 4B 70 Subtotal = 427 1,773 2,20D Subarea D-G Subtotal = 427 1,773 2,200 Gross P.M. Peak Hour Trips Generated from Redevelopment Area = 2,'188 3,5'19 5,707 Less Total Internal Trips = 653 653 1,299 Less To£al Passby Trips = 259 269 528 Net P.M. Peak Hour Trips Generated from Redevelopment Area = 1,276 2,597 3,880 Notes: � GFA is Gross Floor Area, GLA is Gross Leasable Area. Z Instituce of Transportation Engineers,Trip Generation Manual,7th Edition, 20D3 Land Use Codes. ' Pzssby percent of 34 percent for proposed retail use based on documented average rate from ITE Trip Generation Handbook. ° 'rip generation fcr proposed o�ce use bzsed on ITE,with minimum rate of 1.20 trips per 1,000 sf. Existing O�ce use in Subarea C is 8oeing employment that is part of the consolidated operations headcount assumed in the BRCPA EIS. Off-site trip gener�cion is accounced`or i.�SuSarea D,hctia�e��er, internalizz:ion between uses in other subarezs are accounted in this porton of the table. ' Trip genzra'ion l��as been proport cre�tc the 1950 Bceing t15; 14,OCC erployees a�d 4,CE0 p.m. pez4 ccur'rips. �/� ',t l?'2005 'dJR Lzr.d�rc Tr��Gcn_�a[ion��GS r.-6�A4 % / �. pEVLLOPNIEN9'SUIVIMARY: / , ��y,, �� r1 i'°,, � PHASE ONE / �' /� �i '. CALLI SON QUA�RANT'A' ��ITE�'1n.I�IME1�1 �� '� RATIO 4.&7,000 � oisreirr '� . ��'�� 1 ....�,�(l Q /. �} _ � 4UADRANT'B' / ;� �Y ��{.� �� ` f , �� RATIO;OFFICES (171pe) 3.(Y1,WU � � . . � ,. : � O RATIO:RE7AIL (914 ps) A.Q'1,OD0 �, K.:. /,.. � '... l}ti ` �� Y ''�\ -� �A . y � � :- � \ QUADRANT'C' r ,� ; /F� r..q' �ir�` zcc m �� ,� T rsnrio a.ai,000 / �+ y'• � -"'�' ,•� � p� ,� 1.I F E&I V l t/ �' ��' �4{ u -�*/ .I .—,�J � � X S FASIIIOIF � m QUADRANT'A,B,CTOTALS�FT 635.5k ��r-� ,r ,.� � � � I��-_ C N � v�, QUADRANT'A,B,C TOTAL PARKING 2692 ye � � �� R� ' \ "s O � O ' ' .- , �ry .. _ ' M+�� Mrv�•:��. � �1.�r�� ,�Y' ° ' , r �ir �: o� o � PHASETWO `� '� � i � N� � E�, ♦M ' �� o QUADRAN7'D-1' � � �� + . 7 � �� i� I iv � ,y �' �; ' . �i►� ii, , -M��,,f rJ� � , . � � � � rn RnTlo 4.r�i.000 r n e <: A► y . C� ,� �' T M � � ' c , �M �r n W � b�w a n e� � MI N �Y ,: �:'� 1i r ��II�i�i��/ q�,�, 0 w � � �fiy , ��- ��r �Mt r�yo�� w � QUADRANT'd-2' r/y' � .t ♦ m c�o t ~�r� �--=c. �i-� Mr►� M ._~�� n ° -� RATIO. 5.d7.IX70 nieiunaoan000 - � ~~� � � � � i �� wa�k . ..1�v . � �- -iD QUADRANT'D-3' f'""'"-t� .t.. •'+� � � � �.1 � Z I ��, � in D � RATIO 4.&1 000 H . - - � '�� to � _,--_j_J A _ �..� � .. � �� _�. il��.:�"►�_� �� (n Ci7 c0 � QUADRANT'D'TOTAL SQFT 225 k � � � . .. :,.� .. . . �� _i:NtFEmO� r-r Cn � � QUADRANT'D'TOTAL PARKING 1154 pe � .:-1 ��'� �'� �"�'-�-� L�`'�`��`� �.E7f�l � : .1. �p PERSPECTIVE VIEWS: � 41{�li��'� I .i',{ s�Mn � �, e � � 0�_� 1,��—^ h � RETAILANCHOR3 � r STREETlP[UCS(RIAIJ "' � "—� L� N � VIEwL00KIt�G1�ORTH,N.z4 � � �- �+'� �!� .! ■ � � I � � �� " � �} �Q � M� N� � RETAIL 6HUP5 � Q AERIAL VIEW,p.22 � I� j I = � �l I 4. ,.., .�.,� �I n�n��s-�. -�!h ai N�n- ' � THEATRE W Q STREEfIPEDE5Tft1AIJVIEW I ��,�f�a�� q�a- �1—� `�A�+n �.� ��Y�� ,' ��i � IIUTEL �,,� LOOKIIVO EAST,P.23 � S {i.f a � �(W�' � • P � mSTREET/A,EUESTRIANVIGW i - _ �� T`L,j� M .'� �` � ��+i�-' . !� i � PARKIN(3&1RUCTURE —{ LOOkINGNOR�I'H.p..l �� 's ,� III�NH�if,►�►►s M r � � RESIDENfIAL �u ��OL`7�..�-.rA:ra-3 .4.__. yf ` I .. . � � ' r��,rn r [t I G r R i f.i� i � i:7 r r I('.F'� -� , _"_.... .._.._._ .._.._.. � _...-...�. ...__....._._.—__.___. .... __._..___ ". .. ..-__..r.-�._ . . . _._.... _ ,..' "__-.._' i i � LL ��<�ARYE S�' ,� � �, '` m= �z � � ;��"�•:»�.�.��s' ,: � � �, 5 � 7� _� 4�r'�'.�"""� al d..y.F+��" i. �Ys P �+ �FM w�,rC I.are�lttlf E�!._ _ O � I A R T N E•0.5 �.^' .. :� . r ...r._ �� u�,,�,�',,,�,�,� C "D � '� � t� ' 7n'' � rM _ � ��. ��o o�b..at��h+.,d.rsa.at,�. . � m = .a,:...,... _...�_.....__. ...�i.»,.,....,-..,,-�..-.s� ,.ir....�..i ..nw J .. ... , .wbmttil .. . , , ... ... � . . `..+�-'�� . . Q, � � l � N � N � � �- Dd `n o °' � i � O� cv � � � � �.0 CONVEYANCE SYSTEMS ANALYSIS AND DESIGN 5.1 Roof Downspout System The building downspouts will bypass the water quality treatment facilities and enter the bypass line directly. The East basin receives 1.21 acres of roof tributary azea which enters the Park Ave N system. The West basin receives 4.90 acres of roof tributary area which enter the Logan Ave N system. 5.2 Proposed On-site Conveyance System The project conveyance system is a conventional storm drainage collection system that will collect runoff from the entire site, including asphalt, roof areas, and landscaping via catch basins and pipes. The new pipe system is designed with sufFicient capacity to convey and contain the 25- yr, 24-hour pealc flow using the SBUH method of hydrologic analysis except for catch basins: WCB13, WCB12A, and WCB11A. At catch basin WCB13 which is located at the low point in a truck loading dock, the HGL elevation overtops the catch basin lid by approximately 0.32 feet for the 25-year, 24-hour storm event. This is found to be acceptable since this situation does not create an adverse site condition, and is confined to the loading dock. This same situation exists at catch basin WCB 12A, where the HGL elevation overtops the catch basin lid by appro�mately 0.37 feet, and catch basin WCB11A at 0.85 feet. The adjacent trash collector pads have been raised to at least the 25-year, 24-hour water surface elevation to avoid potential maintenance issues. Included in this section is the complete conveyance and backwater analysis for the entire Lot 4 site for the 25-year and 100-year, 24-hour, storm peak flows using the SBLJH method. The corresponding 25-year, 24-hour HGL elevations at each discharge point, 26.90 in Logan Ave N. and 27.28 in Park Ave N., were obtained from BHC. The corresponding 100-year, 24-hour HGL elevations at each discharge point, 27.47 in Logan Ave N. and 27.92 in Park Ave N., were obtained from BHC. The 100-year flood map, Figure 8, is included in this section. At catch basin WCB13, which is located at the low point in a truckloading dock, the HGL elevation overtops the catch basin by approximately 1.86 feet and flows onto N 8`� St. This same situation exists at catch basin WCB12A, where the HGL elevation overtops the catch basin lid by approximately 1.91 feet. The street grades along 8�' Street do not allow the entire 100- year, 24-hour event to be contained due to existing site constraints. The site cannot be lowered to contain the 100-yeaz, 24-hour event due to the existing hydraulic grade line elevation at the point of discharge in Logan Street. All other 100-year flooding is contained onsite. See Figure 8. W&1�1 Pac�c,Inc. TIR The landin,�—Harvest Partners January 2007 9 �� oth: P: Ha at Portnera\ 36\Dealgn\Draw! ■ Clvll\Lot 4 C m lot 4 Stor ce o �J2536-LanS1zFlg�b B.DWC] (Flq.7] g�g . Date: 2 007 1• 4 AM ANa fl 1 er. 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DRAWING FILE NAME: ^1O°�'' �011' 's"�^JO1 '1ia°10"'��ie1i 1"a100� 2536-Land-F 4678.DW The Landing Lot 4 CONVEYANCE Stormshed Output and Calculations AN 02-26-07 EAST BASIN EAST BASIN Event Summary: BasinlD Peak Q Peak T Peak Vol Area Method Raintype Event ---- (cfs) (hrs) (ac-ft) ac /Loss EAST BASIN 5.71 8.00 2.0021 5.70 SBUH/SCS TYPEIA 25 yr EAST BASIN 7.68 8.00 2.7119 5.70 SBUH/SCS TYPEIA 100 yr Drainage Area: EAST BASIN 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 0.2200 ac 86.00 0.17 hrs Impervious 5.4800 ac 98.00 0.13 hrs Total 5.7000 ac Supporting Data: Pervious CN Data: LANDSCAPE 86.00 0.2200 ac Impervious CN Data: IMPERVIOUS PARKING LOT 98.00 5.4800 ac Pervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Sheet SHEET 15.00 ft 1.00% 0.1500 3.50 min , Shallow ACROSS PARKING LOT 164.00 ft 0.50% 27.0000 1.90 min Channel PIPE 1 558.00 ft 0.20% 42.0000 4.95 min Impervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Sheet SHEET 50.00 ft 1.00% 0.0110 1.13 min Shallow ACROSS PARKING LOT 129.00 ft 0.50% 27.0000 1.50 min Channel PIPE 1 558.00 ft 0.20% 42.0000 4.95 min EAST BASIN NORTH BLDGS Event Summary: BasinlD Peak Q Peak T Peak Vol Area Method Raintype Event ------ (cfs) (hrs) (ac-ft) ac /Loss EAST BASIN GS 1.21 5.00 0.4299 1.21 SBUH/SCS TYPEIA 25 yr NORTH BLD EAST BASIN 1.63 8.00 0.5810 1.21 SBUH/SCS TYPEIA 100 yr NORTH BLDGS Drainage Area: EAST BASIN NORTH BLDGS 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 86.00 0.00 hrs Impervious 1.2100 ac 98.00 0.14 hrs Total 1.2100 ac Supporting Data: Impervious CN Data: IMPERVIOUS ROOFS 98.00 1.2100 ac Impervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Sheet SHEET 50.00 ft 1.00% 0.0110 1.13 min Channel GUTTER 230.00 ft 0.50% 42.0000 1.29 min Channel PIPE 689.00 ft 0.20% 42.0000 6.11 min WEST BASIN WEST BASIN Event Summary: BasinlD Peak Q Peak T Peak Vol Area Method Raintype Event ------ (cfs) (hrs) (ac-ft) ac /Loss WEST BASIN 5.36 8.00 2.1225 6.03 SBUH/SCS TYPEIA 25 yr WEST BASIN 7.20 8.00 2.8738 6.03 SBUH/SCS TYPEIA 100 yr Drainage Area: WEST BASIN 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 0.1900 ac 86.00 0.30 hrs Impervious 5.8400 ac 98.00 0.26 hrs Total 6.0300 ac Supporting Data: Pervious CN Data: LANDSCAPE 86.00 0.1900 ac Impervious CN Data: IMPERVIOUS PARKING LOT 98.00 5.8400 ac Pervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Sheet SHEET 15.00 ft 1.00% 0.1500 3.50 min Shallow Across Parking 80.00 ft 0.50% 27.0000 0.93 min Channel PIPE 1551.00 ft 0.20% 42.0000 13.76 min Impervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Sheet SHEET 50.00 ft 1.00% 0.0110 1.13 min I Shallow ACROSS PARKING LOT 45.00 ft 0.50% 42.0000 0.66 min � Channel PIPE 1551.00 ft 0.20% 42.0000 13.76 min � � I WEST BASIN NORTH BLDGS Event Summary: BasinlD Peak Q Peak T Peak Vol Area Method Raintype Event ----- (cfs) (hrs) (ac-ft) ac l�oss WEST BASIN 0.53 7.83 0.1777 0.50 SBUH/SCS TYPEIA 25 yr NORTH BLDGS WEST BASIN 0.72 7.83 0.2401 0.50 SBUH/SCS TYPEIA 100 yr NORTH BLDGS Drainage Area: WEST BASIN NORTH BLDGS 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 86.00 0.00 hrs Imperoious 0.5000 ac 98.00 0.06 hrs Total 0.5000 ac Supporting Data: Impervious CN Data: IMPERVIOUS ROOFS 98.00 0.5000 ac Impervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Sheet SHEET 61.00 ft 1.00% 0.0110 1.33 min Channel GUTTER 200.00 ft 0.50% 0.0000 0.00 min Channel PIPE 279.00 ft 0.20% 42.0000 2.48 min WEST BASIN SOUTH BLDGS Event Summary: BasinlD Peak Q Peak T Peak Vol Area Method Raintype Event ----- (cfs} (hrs) (ac-ft} ac I�oss WEST BASIN 3.76 8.00 1.5420 4.34 SBUH/SCS TYPEIA 25 yr SOUTH BLDGS WEST BASIN 5.04 8.00 2.0838 4.34 SBUHlSCS TYPEIA 100 yr SOUTH BLDGS Drainage Area: WEST BASIN SOUTH BLDGS 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 86.00 0.00 hrs Impervious 4.3400 ac 98.00 0.30 hrs Total 4.3400 ac Supporting Data: Impervious CN Data: IMPERVIOUS ROOFS 98.00 4.3400 ac Impervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Sheet SHEET 151.00 ft 1.00% 0.0110 2.74 min Channel GUTTER 348.00 ft 0.50% 42.0000 1.95 min Channel PIPE 1476.00 ft 0.20% 42.0000 13.10 min WEST BASIN CENTRAL BUILDING Event Summary: BasinlD Peak Q Peak T Peak Vol Area Method Raintype Event ------ (cfs) (hrs) (ac-ft) ac /Loss WEST BASIN 0.06 8.00 0.0213 0.06 SBUH/SCS TYPEIA 25 yr CENTRAL BUILDING WEST BASIN 0.08 8.00 0.0288 0.06 SBUH/SCS TYPE1A 100 yr CENTRAL BUILDING Drainage Area: WEST BASIN CENTRAL BUILDING 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 86.00 0.00 hrs Impervious 0.0600 ac 98.00 0.14 hrs Total 0.0600 ac Supporting Data: Impervious CN Data: IMPERVIOUS ROOFS 98.00 0.0600 ac Impervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Sheet SHEET 38.00 ft 1.00% 0.0110 0.91 min Channel GUTTER 100.00 ft 0.50% 42.0000 0.56 min Channel PIPE 800.00 ft 0.20% 42.0000 7.10 min CONVEYANCE ANALYSIS WORK SHEET (25 YEAR) '', � , , DESIGN STORM 25.00 � 'DATE ' 22&'2007 i 'I DESIGNER ABN PROJECT The Lendin Lot 4 � I LOCATIOV NVV 1/4 OF SEC:8 TR'P: 23 N OS E NE 1/4 OF SEC: ITN'P: ROOF CONTRIB Method DESIGV I PIPE P�E PIPE PIPE PIPE VELOCITY I DESIG� TL�IN [iJPPER STRUCT[,'RE] COVER IACAT'E DRAIN AREA FLOW MAT SIZE SLOPE LENGTII CAPACTTI' FULL ' Q/Qf VELOCTIY' PIPE LNVERT ELEVATIOV IE to GE OVER I FROM TO (CFS� ACRFS CFS) (LTr {FI'/FT) CF S (FPS in Dro out G.E. TOPJPIPE i � CB#12 TO#Ir15(LOGA11� III CB 13 CB 12 0.13 SBLJH 0.1 P 12 0.0025 218 1.9 2.5 0.06 1.1 3.42 24.69 0.00 24.69 I 27.80 3.11 1.96 �i CB 12 CB 11 0.00 , SBUH ' 0.3 P 12 0.0025 174 1.9 2.4 0.15 1.5 1.97 24.14 0.00 24.14 29.06 4.92 3.77 CB 11 CB 10 0.00 SBUH 0.4 P 12 0.0025 134 1.9 2.� 0.21 1.6 138 23J1 0.00 23.71 28.17 4.46 3.31 CB 10 CB 9 0.00 SBLTH 0.7 P 12 0.0047 45 2.6 3.4 0.28 ' 2.3 0.32 2337 0.00 23.37 29.58 6.21 5.06 CB 9 CB SA 0.00 SBtJH 1.0 P 12 0.0036 223 2.3 3.0 0.44 23 1.61 23.16 ' 0.00 23.16 29.29 6.13 4.98 I CB 8A CB 8 0.00 SBtiH 1.0 P 12 0.0036 59 2.3 2.9 0.45 23 0.43 22.35 0.00 I 22.35 , 29.97 7.62 6.47 CB 8 CB 7 038 SBUH 1.4 P 12 0.0027 128 2.0 2.5 ' 0.69 23 091 22.14 0.00 22.14 29.33 7.19 6.04 CB 7 CB 6 OJ1 SBUH ' 3.2 P 18 , 0.0026 82 5.8 3.3 0.56 2.8 0.48 21.80 0.00 ' 21.80 27.59 5.79 4.14 CB 6 CB 5 0.00 SBLTH 5.4 P 24 0.0031 45 13.7 4.4 0.39 3.3 0.23 21.59 0.00 21.59 29.16 7.57 5.42 CB 5 CB 4 0.00 3BiJH I 5.4 P 24 0.0020 200 10.8 3.5 0.49 2.8 1.18 21.45 0.00 21.45 ' 29.78 833 6.18 CB 4 CB 3 3J6 0.00 SBLJH � 9.1 P 24 0.0021 52 113 3.6 0.81 3.5 0.25 21.06 ' 0.00 21.06 29.88 8.82 6.67 CB 3 CB 2 0.00 SBLZ-I 9.1 P 30 0.0020 105 19.9 4.1 0.46 3.3 0.53 20.95 0.00 20.95 29.59 8.64 5.99 CB 2 CB 1 0.53 0.04 SBLTH 9J P 30 0.0023 35 21.3 4.3 �, 0.45 3.6 ' 0.16 , 20.74 0.00 20J4 30.14 9.40 6.75 I CB 1 EX#Ir15 0.00 SBLJH 9.7 P 36 0.0022 ' 18 34.2 4.8 0.28 33 0.09 20.66 0.00 20.66 30.72 10.06 6.91 EX�Lr15 20.62 1.22 �i CB#9A TO CB#9 i CB 9A CB 9 034 SBUH 0.3 P 12 0.0200 39 5.5 7.0 ' 0.06 3.0 0.22 23.94 0.00 23.94 28.74 4.80 3.65 CB 9 ' 23.16 � , - CBtt19 TO CB#7 CB 19 CB 7 1.40 SBUH 1.2 i P 12 0.0227 128 5.8 7.4 0.21 I 4.8 0.44 25.21 0.00 2�21 28.32 311 1.96 CB 7 22.30 ; � CB#12A TO CB#12 i ' CB 12A CB 12 020 ! SBUH 0.2 P 12 0.0102 4� 3.9 5.0 O.US 2.1 0.35 24.60 ' 0.00 24.60 27.75 3.15 2.00 CB 12 24.14 CB#IlA TO CB#11 CB IlA CB 11 0.13 SBUH 0.1 P 12 0.0027 30 2.0 2.5 0.05 1.1 0.46 23.79 0.00 23.79 27.25 3.46 231 j CB 11 23.71 � CB#15 TO CB�f6 j CB 15 CB 14 030 SBiJH 0.3 P 12 0.0050 144 2J 3.5 0.10 1.5 1.60 25.54 0.00 25.54 28.64 3.10 1.95 � CB 14 CB 14A 0.38 SBUH 0.6 P ! 12 0.0050 115 2.7 3.5 OZ2 23 0.84 24.82 0.00 24.82 2836 3.54 239 CB 14A CB 6 0.49 SBLTH 2.1 P 12 0.0172 , 96 5.1 6.5 0.42 5.0 032 24.24 0.00 24.24 28.51 427 3.12 CB 6 22.59 ' 1.17 I CB#17 TO CB#13 CB 17 CB 16 0.56 SBLZ-I 0.5 P 12 0.0078 93 3.4 4.4 0.15 2.4 0.66 25.71 0.00 25.71 28.S1 3.10 1.95 I CB 16 CB 14A 0.47 SBUH 1.1 P 12 0.0078 95 3.4 4.3 0.32 3.2 0.50 �' 24.98 0.00 24.98 28.51 3.53 238 I CB 14A � 24.24 1.03 ' CB#18 TO CB#16 ' CB I8 CB 16 �.18 SBUH 0.2 P 12 OA112 ' ]38 4.1 5.2 0.05 2.2 1.02 26.53 0.00 26.53 29.63 ' 3.10 1.95 CB 16 i 24.98 � � CBtIlOA TO CBtt10 I CB l0A '�CB]0 036 SBiJH 0.3 P 12 0.0200 6 5.5 7.0 0.06 3.0 0.03 25.9Q 0.00 25.90 29.04 3.14 1.99 -- ---- - ---- CB]0 - _ -''- 25.78 ', --_-- --� -- _ - - -- - - - - - - -_ - - - -- - - -- � i � - - CorveyQ ' CONVEYANCE ANALYSIS WORK SHEET (25 YEAR) DFSIGV STORM 25.00 DATE 2282007 DESIG2�`ER .4BN PROJECI' The I,� ' Lot 4 LOCAT'ION bIW 1/4 OF SEC:'8 TWP: 23 N OS E � DIE 1/4 OF SEC: TR'P: � ROOF COVTRIB 'Method DESIGN PIPE PIPE PIPE PIPE PIPE VELACITY DESIGN TIlv1E IN '[iJPPER STRUCNRE] D COVER I.(�ATE DRAIN ARE.4 FLOR' MAT SIZE SLAPE LE'�IGTH CAPACITY FLZ,L Q/Qf �'IIACI7Y PIPE L'�iVERT ELEVATIO\ IE to GE O\'ER FROM TO (CFS ACRES (CFS) (LV) (FT CFS (FPS (f'PS iu Dro out G.E. �TOP/PIPE � CB#5 TO PARK CB 5 CB 4 0.74 SBUH 0.7 P 12 0.0083 128 3.5 4.5 0.21 2.9 0.73 24.90 0.00 I 24.90 27.99 ' 3.09 1.94 CB 4 CB 3 0.67 SBUH 1.4 P 12 0.0082 193 3.5 4.5 0.40 3.5 0.92 23.84 ' 0.00 23.84 27.77 3.93 2J8 CB 3 CB 2 0.62 SBUH 3.9 P 24 ' 0.0020 20 11A 3.5 0.36 2.7 �.13 22.25 0.00 22.25 27.97 5.72 ' 3.57 CB 2 CB 1 I 0.00 SBUH 5.7 P 30 0.0020 232 19.8 4.0 ' 0.29 2.8 139 22.21 0.00 22.21 28.21 6.00 335 CB 1 CB EX#P-3 1.21 0.00 SBUH 6.9 P 30 0.0020 113 20.1 4.1 034 3.0 0.63 21.75 0.00 21.75 ' 28.84 7.09 4.44 CB EX#P-3 � 21.52 ' 2.03 � CB�t8 TO CB#2 CB 8 CB 7 0.23 SBLZ-I 0.2 P 12 0.0056 156 2.9 3J 0.08 ].6 1.63 2438 0.00 24.38 27.69 331 2.16 CB 7 CB 2 0.93 SBLJH 1.7 P 18 0.0064 124 9.1 52 0.19 3.1 0.67 23.50 0.00 23.50 27.42 3.92 227 CB 2 � 22.71 ' ' 1.16 CB#9A TO CB#7 CB 9A CB 9 0.05 SBiJH 0.1 P 8 0.0078 172 1.2 3.3 0.05 1.4 2.00 25.75 0.00 25.75 28.54 2.79 1.97 CB 9 CB 7 O.S7 SBUH 0.6 P 12 ' OA114 79 41 53 014 2.8 0.46 24.40 , 0.00 24.40 � 27.53 3.13 1.98 CB 7 23.50 � � CB#11 TO CB#3 ' CB l l CB]0 1.09 SBUH 11 P 12 0.0062 255 3.0 3.9 0.36 2.9 1.45 24.90 0.00 24.90 28.00 3.10 1.95 CB]0 CB 3 0.80 SBUH 1.9 P 12 , 0.0115 94 ; 4.1 53 0.46 43 0.36 2333 ' 0.00 23.33 28.43 5.10 3.95 CB 3 22.25 1.89 I� - ---- Conveyp BACKWATER ANALYSIS WORK SHEET (25 YEAR)! rrojact l.�aing t,oc a ' � '� ' .� I ' � ' . i ;Date Fe�07 DESIGN STORM 25.000 Is the Ouda ' c Submer ed? Dcsi er SRS DA7'E 2282007 � If Yes 'I'R�Elev.=R'ater Surface E7ev. I�- DESIGNER SRS JOB NO. 209.032563 If�o TVV Elev._(D+dc)2+��Elev PROJECT 7'he Iandiag Lot 4 i (1) (2) (3 (4) (5) (6) ("� (8) (9) (10) (11) (12) I (13) (14) i(15) (16) (1'n (18) Esc (19) 20) (21) 22) ' Baznl Barrl Entc Fater Exit Oudet Outlet Inlet Inlet A Bend J�ction Junetion W.L. � pi Q Pi Pi 'n' Outlet Inlet Barrel Vd. Vel TW Frian ', HGL Head Head HW Ctrl Cal Ctrl V'el I Head Cross Head HR' Below .4bove ent 25 L Siu Value Elevation Elevarion Area Q/A Head Elev Loss Elev Ke Loss L,oss th Elec t6 Elev Head Kb Loss Flow Loss Elev G.E. Crown Coutrol TW Q/AD".5 Inlet HW CB to CB (cfs} (R) (in) (ft) (ft) (s� (fps) (fps) (ft) ; (ft) (ft) (R) (ft) (ft) i, (ft) (ft) (ft) (ft) (ft) (cfs) (ft) (ft) (ft) � (ft) � � � I ! - I CB#12 TO#Ir15 OG!� � I j i I CB 13 CB 12 0.1 218 12 0.012 24.14 24.69 0.785 0.15 0.00 28.11 0.00 28.12 0.2 0.00 0.00 0.00 28.12 0.35 ' 25.04 0.00 0.00 0.00 0.00 j 0.00 28.12 -0.32 2.43 OUTLET PREVIOUS PIPE 0.15 0.35 CB 12 CB 11 0.3 174 12 0.012� 23.71 24.14 0.785 0.37 0.00 I 28.10 OA1 28.11 02 0.00 0.00 0.00 28.11 ' 0.35 ' 24.49 0.00 ' 0.10 0.00 020 0.00 28.11 0.95 2.97 OLTLET PREVIOUS PIPE 0.37 0.35 CB 11 CB 10 0.4 134 12 0.012 23.16 23.71 0.785 0.52 0.00 28.08 0.01 28.1a 02 0.00 0.00 0.01 28.10 ' 0.41 24.12 0.00 0.00 0.00 I 0.20 0.00 28.10 0.07 339 OUTLET PREVIOUS PIPE 0.52 0.41 CB 10 CB 9 0.7 45 12 0.012 2235 2337 0.785 0.93 0.01 28.05 0.02 28.07 0.2 , 0.00 � D.Ol 0.02 28.08 0.47 23.84 0.00 � 0.10 0.00 ; 030 0.00 28.08 1.50 3.71 OUTLET PREVIOUS PIPE 0.93 0.47 'CB 9 CB 8A 1.0 223 12 0.012 22.14 23.16 0.785 131 0.03 27.86 0.16 28.02 0.2 0.01 I 0.03 0.03 28.05 0.54 23.70 OAl ; 130 0.02 0.00 ! 0.00 28.05 1.24 3.89 OliTLET PREVIOUS PIPE � 1.31 0.54 CB 8A �CB 8 1.0 59 12 0.012 21.80 22.35 0.785 1.31 ' 0.03 27.78 0.04 27.83 0.2 0.01 ' 0.03 0.03 I 27.86 �.54 � 22.89 0.03 1.00 0.03 0.00 0.00 27.86 2.11 4.51 OUTLET PREVIOUS PIPE 1.31 0.54 CB 8 �CB 7 1.4 128 12 0.012 21.59 22.14 0.785 1.74 I 0.05 27.59 0.16 27.75 0.2 0.01 0.05 0.06 27.81 0.58 22.72 0.03 0.20 0.01 0.00 ; 0.00 27.�8 1.55 4.64 OUTLET PREVIOUS PIPE 1.74 0.56 CB 7 �CB 6 32 82 18 0.012 21.59 21.80 1.766 1.84 0.05 27.42 0.07 27.49 0.2 0.01 0.05 0.06 27.55 OJ8 � 2258 OA� 130 0.06 1.20 0.02 27.59 0.00 4.29 OiTTLET PREVIOUS PIPE ' 1.50 0.78 CB 6 ;CB 5 5.4 45 24 0.012 2t.45 21.59 3.14 1.71 I 0.05 2732 �, OA2 2735 0.2 0.01 0.05 0.05 27.40 0.77 2236 0.05 1.00 0.05 ' 2.10 0.02 27.42 1J4 3.83 OL'TLET PREVIOUS PIPE 1.2� o.n CB 5 ICB 4 5.4 200 24 0.012 21.06 21.45 3.14 1.71 � 0.05 27.22 I 0.10 2732 0.2 0.01 0.05 0.05 2737 0.87 2232 0.05 0.00 0.00 0.00 0.00 2732 2.46 3.87 OiJTLET PREVIOUS PIPE 1.21 0.87 CB 4 CB 3 9.1 52 24 0.012 20.95 21.06 3.14 2.90 0.13 26.96 ', 0.07 27.03 0.2 0.03 D.13 0.16 27.19 1.01 22.07 0.05 1.30 0.06 3.76 0.02 27.22 2.66 4.16 OUTLET PREVIOUS PIPE 2.05! 1.01 CB 3 CB 2 9.1 105 30 0.012 20.74 20.95 4.906 1.86 i 0.05 26.98 , 0.04 27.03 0.2 OA1 0.05 0.06 27.09 0.89 21.84 0.13 0.00 0.00 0.00 0.00 26.96 2.63 3.51 OUTLET PREVIOUS PIPE 1.18 0.89 CB 2 CB 1 9.7 35 30 0.012 20.66 20J4 4.906 1.97 0.06 26.94 � 0.02 26.96 0.2 0.01 0.06 0.07 27.03 1.10 21.84 0.05 0.00 0.00 ! 0.�3 0.00 26.98 3.16 3.74 OUTLET PREVIOUS PIPE 124! 1.to' CB 1 EX�L,-15 9.7 I8 36 0.012 20.62 20.66 7.065 1.37 0.03 26.90 0.00 26.90 0.2 0.01 � 0.03 0.03 26.94 1.04 21.70 0.06 1.10 0.07 0.00 � 0.00 26.94 3.78 3.28 OUTLET PREVIOUS PIPE o.79 1.oa' EX�L-15 ' 26.90 ' CB#9A TO CB#9 ' ' CB 9A CB 9 03 39 i 12 0.012 23.16 23.94 0.785 038 ; 0.00 28.05 0.00 28.05 02 0.00 0.00 0.00 28.06 039 24.33 0.00 0.00 I 0.00 0.00 I 0.00 28.06 0.68 3.12 OUTLET PREVIOUS PIPE 0.38 0.39 CB 9 I i ' ; 28.05 , ; , - CB#19 TO CB#7 ' CB 19 CB 7 1.2 128 12 OAI2 2230 25.21 0.785 1.59 0.04 27.59 i 0.13 27.72 02 0.01 i 0.04 0.05 27.77 0.45 25.66 0.00 ' 0.00 0.00 , 0.00 0.00 27.77 0.55 1.56 'OIJTT.ET PREVIOUS PIPE 1.59; 0.45 CB 7 i ' 27.59 ' CB#12A TO CB#12 ' ' � ' ' - - CB 12A CB 12 0.2 45 ! 12 0.012 24.14 24.60 0.785 023 0.00 28.11 � 0.00 I 28.11 0.2 ', 0.00 0.00 0.00 28.I2 0.40 25.00 0.00 0.00 I 0.00 0.00 0.0(l 28.12 -0.37 2.52 OUTLET PREVIOUS PIPE 0.23 0.40 CB 12 � I i i 28.11 � _ CBtt11A TO CB#11 ' CB 11A CB ll 0.1 I 30 I 12 0.012 23.71 23.79 0.785 0.15 0.00 28.10 0.00 28.10 0.2 0.00 0.00 0.00 28.10 ', 0.40 2419 0.00 0.00 j 0.00 0.00 0.00 28.10 -0.85 331 OUTT.ET PREVIOtiS PIPE 0.15 0.40 CB 11 '� �� ' ' �� 28.10 ! � , i �'CB#15 TO CB#6 i I I� CB 15 CB 14 03 I 144 �, 12 0.012 24.82 25.54 0.785 034 0.00 27.89 0.01 27.90 02 0.00 0.00 0.00 � 27.90 ' 030 ' 25.84 0.00 0.00 0.00 0.00 0.00 27.90 0.74 136 OUTLET ,PREVIOUS PIPE ! 0.34 0.30 CB 14 CB 14A 0.6 115 , 12 0.012 24.24 24.82 0.785 0.77 I 0.01 27.85 0.03 27.88 02 0.00 0.01 0.01 27.89 ' 0.31 25.13 0.00 1.30 0.00 0.00 0.00 27.89 0.47 2.07 OiJTLET PREVIOU3 PIPE 0.77 0.31 CB 14A CB 6 2.1 : 96 I 12 0.012 22.59 24.24 OJ85 2.69 � O.11 27.42 0.29 ; 27.71 0.2 0.02 0.11 0.14 27.84 0.68 24.92 0.01 1.30 0.01 1.10 0.01 27.85 0.66 2.61 OUTLET PRbVIOUS PIPE 2.69 o.se � CB 6 ' i 27.42 I� I I ' CB€E17 TO CB#13 j ' CB 17 CB 16 0.5 93 ' 12 0.012 24.98 25J1 0.785 0.63 I 0.01 27.96 0.02 27.97 0.2 0.00 0.01 0.01 27.98 031 ' 26.02 0.00 0.00 0.00 0.00 0.00 27.98 0.83 , 1.27 OUTLET PREVIOUS PIPE 0.63 0.31, 'CB 16 CB 14A 1.1 95 i 12 OAl2 2424 24.98 0.78� 1.37 ' 0.03 27.85 0.07 27.93 0.2 0.01 0.03 0.03 27.96 0.44 25.42 OA1 0.00 0.00 0.20 0.00 27.96 0.55 1.98 OUTLET PREVIOUS PIPE 1.37 0.44 CB 14A ' ' 27.85 �''i I I i i i � I CB#18 TO CB#16 ' - I CB 18 ;CB 16 0.2 138 i l2 0.012 24.98 26.53 0.785 0.20 0.00 27.96 a.00 27.96 0.2 0.00 0.00 0.00 27.96 030 26.83 ; 0.00 0.00 0.00 0.00 0.00 27.96 � 1.67 0.43 ;OUTLET PREVIOUS PIPE o.20: 0.30'- I CB 16 ' 27.96 I r , i CB#l0A TO CB#10 i I ',CB IOA CB 10 03 6 12 0.012 23.16 25.90 0.785 0.41 0.00 28.08 0.00 28.08 I 0.2 0.00 0.00 0.00 ' 28.09 0.29 26.19 0.00 0.00 0.00 0.00 ' 0.00 28.08 ' 0.96 ].18 OiI1T.ET PREVIOUS PIPE 0.41 0.29 r CB 10 � 28.08 ; -- �---y - - - - -- - -- - __-- -- -- -- - - ---- - - -- - - --- - � � , � _ - - - --- --- --- _ - - i , - -- - - - Ccnvey� ' BACKWATER ANALYSIS WORK SHEET (25 YEAR); 'Projea �I,anding L.ot 4 ' I 'Daz� Feb-07 !DESIGN STORM 25.000 I Is the Outla i Sub ed? i '�Desig�a iSRS 'DATE 2/2&n007 ' � ! IfYes TW'E1cv.=WataSurfaceElev. � I DESIG?v'ER SRS JOB NO. 209.032563 I If`�Io TV1'Elev._(D-dc}2+Invert Elev I, I PROJECT ,The Landin Lot 4 i � I 1) :(2) (3) (4) (5) 6) (� (8 I(9) (10) '(11) i(12) (13) {14) (15) � Q6) i(17) Q8) Est. � 19 (20) (21) (22) � Barrel I Barrl Entw Enter E�t Outlet OuNet Inlet Inlet A r I Bend Junction ' 7unction W.L. � Pi Q ' Pi e Pi e ' "n' Ouda Inlet Ba�l Vel. Vel TW Frian HGL Head I Head HW Ctrl Ctrl Ctrl Vel Head Cross Head HW Below Above Se�ent 25 Siu Value Elevation Elcvarion Area ';QlA Head Elev L,oss Elev Ke L.oss ! Loss Elev th Elev Head Kb Loss flow Lass Elev G.E. Crown Control TW p1AD".5 InletHW CB to CB (cfs) (ft) (in) (ft) (ft) � (s� i (fps) (fps) (ft) (fl) (ft) (ft) I (ft) (ft) ! (ft) (ft) (ft) (ft) (ft) (cfs) (ft) (ft) (ft) (ft) , � i i � I I CB#5 TO PARK ' i ' CB 5 CB 4 0.7 128 12 O.Q12 23.84 I 24.90 OJ85 0.94 i 0.01 27.72 0.05 27J6 02 ; 0.00 0.01 0.02 ', 27J8 0.77 25.67 0.00 0.00 0.00 ' 0.00 0.00 27.78 0.21 1.88 OUTLET PREVIOUS PIPE �, 0.94 0.77 CB 4 CB 3 1.4 193 12 OAl2 2225 23.84 0.785 1.80 0.05 27.40 0.26 27.66 0.2 0.01 0.05 0.06 27.72 0.83 24.67 0.01 � 0.70 0.01 0.00 0.00 27.72 0.05 2.88 OUTLET PREVIOUS PIPE 1.60 0.83. CB 3 ICB 2 3.9 20 24 � 0.012 22.21 22.25 3.14 1.25 � 0.02 2737 0.01 27.38 0.2 ' 0.00 0.02 0.03 � 27.41 0.74 22.99 0.05 i 030 0.02 1.90 0.03 27.40 0.�7 3.15 OU�I'L,ET PREVIOUS PIPE 0.86 074I, CB 2 CB 1 5.7 232 30 �0.012 21.75 22.21 4.906 1.15 0.02 27.33 0.04 2736 0.2 0.00 0.02 I 0.02 27.39 0.83 23.04 0.02 � 0.00 0.00 1.70 0.01 27.37 0.84 2.66 OUTLET PREVIOUS PIPE 0.73 0.83 ,CB 1 CB EX#P-. 6.9 113 30 0.012 21.52 21.75 4.906 1.40 0.03 27.28 0.03 2731 0.2 0.01 0.03 � 0.04 27.34 0.90 22.65 0.02 ' 0.00 0.00 1.21 0.00 27.33 ; 1.51 3.08 OLTLET PREVIOL'S PIPE 0.89' 0.90 �CB EX#P-3 � ' � 27.28 i , iCB#8 TO CBtl2 ICB 8 CB 7 02 1�6 12 0.012 23.50 2438 0.785 0.29 0.00 27.42 0.01 27.42 02 0.00 0.00 0.00 27.42 ' 0.20 24.58 0.00 0.00 ' 0.00 0.00 0.00 27.42 0.27 2.04 OUTLET PREVIOUS PIPE Oz9 D.20 CB 7 CB 2 IJ 124 18 0.012 22.71 23.50 1.766 0.98 0.01 2737 ' 0.03 27.40 0.2 0.00 ' OA1 0.02 27.42 0.52 24.02 0.00 0.10 0.00 0.60 0.00 27.42 0.00 � 2.42 OUTLET IPREVIOUS PIPE � 0.80 0.52' CB 2 ! 27.37 ; CB#9A TO CBlt7 � CB 9A CB 9 0.1 172 8 0.012 24.40 I 25.75 0349 0.14 0.00 27.44 0.00 ' 27.45 �, 0.2 0.00 ' 0.00 0.00 27.45 0.20 25.95 0.00 OA� 0.00 0.00 0.00 27.45 1.09 1.03 OUfLET PREVIOCS PIPE o.�a o.20 'CB 9 CB 7 0.6 � 79 12 0.012 23.50 24.40 '0.785 0.73 '� 0.01 27.42 I 0.02 27.43 0.2 0.00 0.01 0.01 27.44 031 24.71 0.00 0.00 0.00 0.00 0.00 27.44 0.09 2.04 OUTLET PREVIOUS PIPE I 0.73 0.31 CB 7 i 27.42 i i � , i ;CB#!11 TO CB#f3 ' CB 11 'CB 10 1.1 255 12 0.012 2333 24.90 0.785 1.39 0.03 27.75 020 27.95 02 0.01 0.03 ' 0.04 27.98 0.2� 25.15 0.00 0.00 0.00 0.00 0.00 27.98 0.02 2.08 OUTLET PREVIOUS PIPE 1.39 0.25 CB 10 CB 3 1.9 94 12 0.012 22.25 2333 0.785 2.41 0.09 27.40 0.22 27.63 0.2 ' 0.02 0.09 0.11 27.74 0.64 23.97 0.03 130 0.04 0.00 0.00 ' 27.75 0.68 3.42 OUTLET PREVIOUS PIPE 2.4� o.s4 CB 3 ' 27.40 ' ' - i � I � i � I ConveyC CONVEYANCE ANALYSIS WORK SHEET (100 YEAR) - , � � � , -- DFSIG?�STORM 100.00 i � DATE 22&2007' I DESIGNER SRS PROJECT Ihe Len ' Lot 4 LOCAT70N I�ZV 1/4 OF SEC: 8 TWP: 23 N OS E ' NE 1/4 OF SEC: TWP: i � ROOF COVTRIB 'Method DESIGN PIPE PIPE PIPE PIPE PIPE 'VELACITY DESIGN ' TL'vfEIN PERSIRtiCTURE] ICOVER CACATE DRAIN AREA FLOR' MAT SIZE SLOPE L.ENGT'H CAPACITY FtJLL Q/Qf VEIACITY PIPE INVERT ELEVATTO\ IE to GE OVER FROM TO CFS) ACRES CF'S� (An (FC/fT) ' (FI) (CFS) (F'PS) (F'PS) (:vIIV) in Drop out G.E. T'OPlPIPE CB#12 TO#L-15(LOGAIV) � CB 13 CB 12 0.13 � SBUH 0.2 P 12 0.0025 218 ' 1.9 2.5 0.08 1.1 3.42 24.69 0.00 24.69 ' 27.80 3.11 1.96 CB 12 CB 11 0.00 SBUH 0.4 P 12 0.0025 174 1.9 2.4 0.20 1.6 1.82 24.14 0.00 24.14 29.06 4.92 ' 3J7 CB 11 CB 10 0.00 SBiJH 0.5 P 12 � 0.0025 134 1.9 2.5 0.28 1.7 130 23.71 0.00 23.71 28.17 4.46 3.31 CB 10 CB 9 0.00 SBLIII 1.0 P 12 0.0047 45 2.6 3.4 0.37 2.6 0.29 23.37 ' 0.00 2337 29.58 6.21 5.06 CB 9 CB SA 0.00 SBLTI-I 1.4 P 12 0.0036 223 2.3 3.0 0.59 � 2.6 � 1.44 23.16 0.00 23.16 29.29 6.13 4.98 CB 8A CB 8 0.00 SBL7-I 1.4 P 12 0.0036 59 2.3 2.9 ' 0.60 2.6 0.37 22.35 : 0.00 22.35 29.97 7.62 6.47 CB 8 CB 7 038 SBUH 1.8 P 12 0.0027 128 2.0 2.5 0.92 2.6 0.82 22.14 0.00 22.14 29.33 7.19 6.04 CB 7 CB 6 0.71 SBUH 4.4 P 18 0.0026 82 5.8 33 0.76 3.2 0.43 21.80 0.00 21.80 27.59 SJ9 4.14 CB 6 CB 5 ' ' D.00 SBUH 7.2 P 24 0.0031 45 13.7 4.4 0.53 3.7 0.20 21.59 0.00 21.59 29.]6 7.57 5.42 CB 5 :CB 4 0.00 SBiJH 7.2 P 24 0.0020 200 10.8 3.5 0.66 3.2 1.05 21.45 0.00 21.45 29.78 I 833 ! 6.18 CB 4 CB 3 5.04 0.00 SBUH ' 12.2 P 24 0.0021 52 11.3 3.6 1.08 3.8 0.23 21.06 0.00 21.06 29.88 ' 8.82 6.67 CB 3 CB 2 0.00 SBLTH 12.2 P ' 30 0.0020 105 19.9 4.1 0.61 3J 0.48 20.95 0.00 20.95 29.59 8.64 5.99 CB 2 CB 1 0.72 0.00 SBUH 13.0 P 30 0.0023 35 21.3 43 0.61 3.9 0.15 20.74 0.00 20.74 , 30.14 9.40 6.75 CB 1 EX#Ir15 0.00 SBUH 13.0 P 36 � 0.0022 18 34.2 4.8 0.38 3.7 0.08 20.66 0.00 20.66 30.72 10.06 6.91 EX#L-15 � I 20.62 ' 122 CB#9A TO CB#9 I � CB 9A CB 9 0.34 SBiJH 0.4 P 12 0.0200 39 5.5 7.0 0.07 3.0 '. 0.22 23.94 0.00 23.94 28.74 4.80 � 3.65 CB 9 23.16 ' CB#19 TO CB#7 CB 19 CB 7 1.40 SBUH 1.7 P 12 I 0.0227 128 5.8 7.4 0.29 5.1 0.42 25.21 0.00 25.21 � 2832 3.11 1.96 CB 7 I 22.30 CB#12A TO CB#12 ' i CB 12A CB 12 020 SBIJH 0.2 P 12 0.0102 45 3.9 5.0 0.06 i 21 0.35 24.60 0.00 24.60 27.75 3.15 2.00 CB 12 ' 24.14 CBt�11A TO CB#11 CB 11A CB ll 0.13 SBLTI-I 0.2 P 12 0.0027 30 j 2.0 2.5 0.05 1.1 0.46 23.79 ' 0.00 23J9 � 27.25 3.46 231 CB 11 ' 23.71 CB#15 TO CB#6 ' CB 15 CB]4 0.30 SBLTH � 0.4 P 12 0.0050 144 2.7 3.5 0.13 1.9 1.28 25.54 0.00 I 25.54 28.64 3.10 1.95 CB 14 CB 14A 0.38 SBUI-I 0.8 P 12 0.0050 115 2.7 3.5 0.30 2.4 0.79 24.82 0.00 24.82 2836 3.54 239 CB 14A CB 6 0.49 SBUH 2.8 P 12 0.0172 ' 96 5.1 6.5 0.56 5.6 028 24.24 0.00 24.24 28.51 427 3.12 CB 6 22.59 � 1.17 ' CB#17 TO CB#13 ! CB 17 CB 16 0.56 SBLJH ' 0.7 P 12 0.0078 93 3.4 4.4 0.20 ' 2.6 0.59 25.71 0.00 25.71 28.81 3.10 1.95 CB 16 CB 14A 0.47 SBiIH 1.4 P 12 0.0078 95 3.4 4.3 0.42 3.4 0.47 24.98 0.00 24.98 28.51 ' 3.53 2.38 CB 14A 24.24 1.03 � CB#18 TO C&f16 CB 18 �CB 16 ' 0.18 SBUH 0.2 P 12 0.0112 138 4.1 5.2 0.05 2.2 1.02 26.53 0.00 26.53 29.63 3.10 1.95 CB 16 � 24.98 CB#l0A TO CB#10 ' ' CB IOA CB]0 0.36 SBUH 0.4 P 12 0.0200 6 5.5 ; 7.0 ' 0.08 3.0 ! 0.03 25.90 0.00 I 25.90 29.04 3.14 1.99 CB]0 25.78 -- - --�- Cenvey� CONVEYANCE ANALYSIS WORK SHEET (100 YEAR) I I � IDESIGN STOR'vf 100.00 DAT'E 228l2007 ' , DESIGNER SRS ' 'PROJECT Tlu Lan ' Lot 4 '� LOCATION NW li4 OF SEC: B TWP: 23 N OS E I NE 1�4 OF SEC: 1'VVP: i I � ROOF COhTRIB Method DESIGN ' PIPE PIPE PIPE PIPE PIPE �'ELOCITY DESIGN TA�IN [IJPPER STRUCIUREJ _ 'De th CO�F.�2 LOCATE ' DRAIIJ AREA FLOR' MAT SIZE SIAPE LE?�GTH fpPACI7'Y FULL Q/Qf VELOCIIY PIPE I�'VERT ELEVATIO\ IE to GE OVER FROM TO CFS) ACRES CFS) (A (FT� i (� (CFS (FPS) S) m � Dro out G.E. TOP/P�E I i i CB#5 TO P.AIiK CB 5 CB 4 0.74 '� SBiJH 1.0 P 12 0.0083 128 3.5 4.5 0.28 3.1 0.69 24.90 0.00 24.90 27.99 3.09 1.94 I CB 4 CB 3 0.67 ' SBiJH 1.9 P 12 0.0082 193 3.5 4.5 0.54 3.8 0.86 23.84 0.00 23.84 1.7.77 3.93 2.78 CB 3 CB 2 0.62 SBiJH 5.3 P 24 0.0020 20 11.0 3.5 0.48 2.9 0.12 22.25 0.00 22.25 27.97 5.72 3.57 CB 2 CB 1 0.00 SBiJH 7.6 P 30 0.0020 232 19.8 4.0 0.38 3.1 1.26 22.21 0.00 ' 22.21 28.21 6.00 335 CB 1 CB EX#P-3 1.63 0.00 SBUH 9.2 P 30 0.0020 ]13 20.1 4.1 , 0.46 3.4 �.56 21.75 0.00 21.75 28.84 7.09 4.44 CB EX#P-3 I 2L52 ' ' 2.03 I i, , CB#8 TO CBfl2 ' i CB 8 CB 7 0.23 SBIJH 0.3 P 12 0.0056 156 2.9 3.7 0.11 2.0 1.30 2438 0.00 24.38 27.69 3.31 2.16 CB 7 CB 2 0.93 SB[JH 2.3 P 18 OA064 124 9.1 5.2 0.26 3.6 0.58 23.50 0.00 23.50 27.42 3.92 2.27 CB 2 � 22.71 1.16 CB#9A TO CB#7 ' CB 9A CB 9 0.05 SBL7-I 0.1 P 8 0.0078 172 1.2 3.3 0.06 1.4 2.00 25.75 O.OQ 25.75 28.54 2J9 1.97 CB 9 CB 7 0.57 SBUH 0.8 P 12 O.0114 ' 79 4.1 53 0.19 3.2 0.42 24.40 , 0.00 24.40 27.53 3.13 1.98 CB 7 23.50 CBttll TO CB#3 ' II CB 11 ICB 10 1.09 ' SBUH ' 1.5 P 12 0.0062 255 3.0 3.9 0.48 3.2 134 24.90 I 0.00 24.90 � 28.00 3.10 1.95 CB 10 CB 3 ' 0.60 SBLJH 2.5 P ]2 0.0115 ' 94 4.1 5.3 0.61 4.8 033 23.33 0.00 23.33 28.43 5.10 3.95 � CB 3 22.25 1.89 ; � , i , - - t Conveyq 'i _ BACKWATER ANALYSIS WORK SHEET (100 YEAR) �pro�� 'Landiag Lot a ' I I i Dak Feb-07 DESIGN STORM 100.000 ' Is the OuHet ' Subm ed7 i �Desi c SRS DA'['E � 228l2007 I If Yes 7Zi'Ela.=W'ater Surface Elev. � DFSIGNIIt SRS JOB NO. 209.032563 If Vo 7'W Elev._(D+dc}'2+�vert Elev � PROJECT T6e ' I.ot 4 ' I) ,(2) 3) (4) (5) (6) ('� 8 (9) 10 ll (12) (13) (14 (15) 16) (1'n (18) Esc 19 20) 21 (22) Banel BaRi Evicer F�ta Exit Oudec Ou[le[ . Inle2 Inla A Bend hmction Jwctiaa � �V'.L. [h Pi Q Pi Pi "n' Oudet Inlet Bmrel Vel. Vd 1'W Fricm HGL Head Head � HW �{ Ctrl Cui �d Head Cross Head HW Below Above S ent 25 L Siu Value Elrvation'Elevatiom Area Q/A Head Elc�• Loss Elev Ke L.oss L.oss D th ' Elev Elcv Heed Kb Loss Flow i,oss Elav G.E. Crown Control TR' Q/AD^.5 Inlet HW CB to CB � (cfs) (ft) (m) (ft) �� (ft) (s� (fps) (fps) � (ft) (ft) � (ft) �, (ft) (R) (R) (ft) (ft) (ft) (ft) (ft) (cfs) � (ft) (8) (8) (ft) � I �ICBil12 TO#L-15 OGA. I � CB 13 CB 12 02 218 12 0.012' 24.14 24.69 0.785 � 0.20 0.00 29.66 0.00 29.66 0.2 0.00 0.00 0.00 29.66 035 25.04 0.00 0.00 0.00 0.00 0.00 29.66 -1.86 ' 3.97 OUTLET PREVIOUS PIPE 0.20 0.35� CB 12 CB 11 0.4 174 12 0.012 23.71 24.14 :0.785 0.50 0.00 29.64 0.02 29.66 0.2 0.00 0.00 0.00 29.66 036 24.50 ' 0.00 0.10 0.00 ' 0.20 0.00 29.66 -0.60 4.52 OUTLE'T PREVIOUS PIPE 0.50 0.36 CB I1 ,CB]0 ' 0.5 134 12 0.012 23.16 23.71 ,0.785 0.70 0.01 29.60 0.03 29.63 0.2 ' 0.00 0.01 0.01 29.64 0.41 2412 I 0.00 0.00 0.00 0.20 � 0.00 29.64 -1.47 4.93 OiJTLET �PREVIOUS PIPE 0.70 0.41 CB 10 CB 9 1 A 45 12 0.012 22.35 23.37 '�0.785 1.25 0.02 I 29.55 0.03 29.58 0.2 ', 0.00 0.02 0.03 29.61 0.49 23.86 0.00 0.10 0.00 0.40 0.00 29.60 ' -0.02 5.23 OiJTLET PREVIOUS PIPE 1.25 0.49 CB 9 CB 8A 1.4 223 12 0.012 22.14 23.16 OJ85 1.76 0.05 29.20 0.28 29.48 0.2 0.01 0.05 0.06 29.54 0.58 23.74 0.02 1.30 0.03 0.00 0.00 ; 29.55 -0.26 i 539 OUTLET PREVIOUS PIPE 1.76 0.58' !CB 8A CB 8 1.4 59 12 0.012 21.80 2235 0.785 1.76 0.05 29.07 0.08 29.14 02 0.01 0.05 0.06 29.20 ', 0.58 22.93 0.05 1.00 I 0.05 0.00 0.00 29.20 0.77 5.85 OUTLET PREVIOUS PIPE 1.76 0.58 CB 8 CB 7 1.8 128 12 0.012 21.59 22.14 OJ85 234 0.09 28.71 0.29 29.00 0.2 �.02 0.09 0.10 29.10 ; 0.64 22J8 0.05 0.20 '' 0.01 ' 0.00 0.00 29.07 ' 0.26 5.93 OUTLET 'PREVIOUS PIPE 2.34 0.64 CB 7 CB 6 4.4 82 18 0.012 21.59 21.80 1.766 2.47 0.09 28.41 0.12 28.53 ' 0.2 0.02 0.09 0.11 28.64 0.85 22.65 0.09 1.30 0.11 I JO 0.04 28J1 -1.12 5.41 OUTI.ET PREVIOUS PIPE 2.01 0.85 CB 6 CB 5 7.2 45 24 0.012 21.45 21.59 3.14 2.29 ' 0.08 28.24 0.04 28.27 02 0.02 0.08 0.]0 2837 0.83 22.42 0.09 1.00 D.09 2.80 0.04 28.41 0.7� 4.82 OUTI.ET PREVIOUS PIPE 1.62� 0.83 CB 5 CB 4 7.2 200 24 0.012 21.06 21.45 3.14 2.29 ' 0.08 28.05 0.17 2822 0.2 ; R02 0.08 0.10 28.32 0.93 22.38 0.08 0.00 0.00 0.00 0.00 28.24 1.54 4J9 OUTLET PREVIOUS PIPE 1.62, 0.93 CB 4 CB 3 122 52 , 24 0.012 20.95 21.06 3.14 3.90 0.24 27.58 0.13 27.71 ' 0.2 0.05 024 � 0.28 �, 27.99 1.18 22.24 0.08 1.30 ' 0.11 5.04 j 0.04 28.05 1.83 4.99 -0UTLET PREVIOUS PIPE 2.76 1.18, CB 3 CB 2 122 105 : 30 0.012 20.74 20.95 4.906 2.49 0.10 27.62 0.08 27.70 02 i 0.02 0.10 0.12 27.81 0.96 � 21.91 ' 0.24 0.00 I 0.00 0.00 � 0.00 27.58 2A1 4.13 OUTLET PREVIOUS PIPE 1.58 0.96 CB 2 CB 1 13.0 35 30 0.012 20.66 20J4 4.906 2.64 0.11 27.55 0.03 27.58 0.2 0.02 0.11 0.13 27J1 1.17 ' 21.91 ' D.10 0.00 ', 0.�0 0.72 0.00 27.62 2.52 438 OUTLET PREVIOUS PIPE 7.67 1.17', iCB 1 EX#L,-15 13A 18 36 0.012 20.62 20.66 7.065 1.83 0.05 27.47 0.01 27.48 02 OA1 i 0.05 � 0.06 ' 27.54 1.08 21.74 0.11 1.]p p.12 0.00 0.00 27.55 3.17 3.89 ;OUTLET PREVIOUS PIPE I 1.06' 1.08' EX#L-15 ' i ' 27.47 ' !CBif9A TO CB#9 - 'CB 9A CB 9 0.4 39 12 0.012 23.16 23.94 0.785 0.52 0.00 29.55 0.00 29.55 0.2 0.00 0.00 j 0.00 I 29.56 0.40 2434 0.00 0.00 0.00 0.00 0.00 29.56 -0.82 4.62 �OUTLET PREVIOUS PIPE 0.52 0.40 CB 9 ; 29.55 , I i CB#19 TO CB€!7 ' I i i CB 19 CB 7 i 1J 128 12 OAl2 22.30 25.2] 0.785 2.13 0.07 i 28.71 0.24 j 28.95 0.2 0.01 0.07 0.08 29.04 0.50 25.71 0.00 0.00 0.00 0.00 0.00 29.04 -0.72 2.83 OUTLET PREVIOUS PIPE 2.13 0.50 CB 7 ' j i 28.71 CB#12A TO CBf€12 ' CB 12A CB 12 0.2 45 12 0.012 24.14 24.60 '0.785 030 0.00 29.66 0.00 29.66 0.2 0.00 0.00 0.00 29.66 0.40 25.00 0.00 0.00 0.00 0.00 0.00 29.66 -1.91 4.06 OUTLET PREVIOtiS PIPE 0.30 0.40 CB 12 i � 29.66 CB#11A TO CB#ll � �� CB 11A CB I 1 ! 0.2 30 12 0.012; 23.71 23J9 0.785 0.20 ; 0.00 29.64 i 0.00 29.64 0.2 0.00 0.00 0.00 29.64 0.40 24.19 0.00 0.00 0.00 0.00 0.00 29.64 -2.39 4.85 OUTLET PREVIOL'S PIPE 0.20 0.40 ��CB 11 I 29.64 I I i I CB#IS TO CBt#6 i ' CB 15 'CB 14 0.4 144 i, 12 0.012 24.82 25.54 0.785 0.46 0.00 2926 OA1 2427 ' 0.2 ' 0.00 I 0.00 ' 0.00 2927 0.30 25.84 0.00 0.00 0.00 0.00 0.00 29.27 -0.63 2.73 'AUTLET PREVIOUS PIPE I 0.46 0.30 , CB 14 CB 14A 0.8 115 12 0.012 24.24 24.82 0.785 1.03 0.02 29.19 0.05 29.24 02 0.00 0.02 I 0.02 29.26 0.32 25.14 I 4.00 130 0.00 0.00 0.00 29.26 -0.90 3.44 OUTLET PREVIOUS PIPE ; 1.03 0.32 i CB 14A CB 6 2.8 96 12 0.012 22.59 24.24 0.785 3.62 I 0.20 28.41 0.52 28.93 ; 0.2 O.Q4 ' 0.20 0.24 29.17 j 0.82 � 25.06 0.02 130 0.02 1.10 0.01 29.19 -0.68 3.95 OUTLET PREVIOUS PIPE 3.62 0.82, i CB 6 28.41 i � � CB#17 TO CB#13 I CB 17 CB 16 0.7 93 12 0.012, 24.98 25.71 0.785 0.85 0.01 2937 0.03 29.40 02 0.00 0.01 0.01 ' 29.41 0.31 26.02 0.00 0.00 0.00 0.00 0.�0 29.41 A.60 2.70 OITfLET PREVIOUS PIPE 0.65 0.31 CB 16 CB 14A 1.4 95 12 0.012' 2424 24.98 0.785 , 1.84 0.05 29.19 0.13 2932 02 0.01 0.05 ' 0.06 293d 0.48 25.46 0.01 0.00 0.00 0.20 0.00 29.37 -0.86 3.39 OiJTLET PREVIOUS PIPE ' 1.64 0.48 CB 14A ' 29.19 -- �� ; i �CB7�18 TO CB#16 -j , � �CB 18 ;CB 16 0.2 138 12 0.012 24.98 26.53 0.785 , 0.27 0.00 29.37 0.00 2938 i 0.2 0.00 0.00 0.00 2938 0.30 i 26.83 ' 0.00 0.00 0.00 0.00 0.00 29.38 015 1.85 OtTfLET PREVIOUS PIPE o.27 0.30 CB 16 ' 2937 '� , � � CBtt10A TO CB#10 i CB l0A CB 10 0.4 6 12 0.012 23.]6 25.90 0.785 � D.55 0.00 29.60 0.00 29.60 0.2 0.00 0.00 0.01 29.6: I 0.30 ' 26.20 , 0.00 0.00 0.00 I 0.00 0.00 29.61 -0.57 2.71 OUTLET PREVIOUS PIPE o.55 0.30 �CB 10 - ' - - -- --- 29.60 � J � - - - I I I Com:eyp BACKWATER ANALYSIS WORK SHEET (100 YEAR) �Projea LandingLot4 ' I I I Date I Feb07 DESIGr STORM 100.000 i Is the 0utlet i Submer ed? � i a SRS I DAi'E 2l28J2007 i � If Yes TW Elev.=R'ata Surfaa Elec. � 'DESIG\�R SRS JOB NO. 209.032563 ' If No TW Elev._{D+dc}2+Invat Elev PROJECC Ihe Landing I.ot 4 � (1) (2) (3 (4) I(53 �6) ('� t6 (9) ��,(10) '(11) (12) � (13) (14) (15 �(16) ��(]7) (18) Est. (19 20) (21) (22) i Bartd Ba�rl Enter Enter Exit Oatlet put1M Inla '' Inlet � A Bwd Junction Junction W.L. th D th I i Fi Q Pi Pi "n' Outlet Inlet ' Bffirel Vel. Vel TW Frian HGL Head Head HW Ctrl Ctl Cvl Vel Hcad Cross Head HW Below Above S ent � 25 Siu Valne Elevation Ele�ation Area ;QIA Head Elcv Loss Elcv Ka Loss Loss th Elev D th Elev Head Kb Loss Flow Loss Elev GB. Crown Coauol '['V1` Q/AD".5 InIetHW CB to CB (cfs) (ft) (in) � (ft) (R) (s� (fps) (fps) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (R) (8) I (ft) (ft) (cfs) ; (ft) (8) (ft) (ft) ' I , I CB#5 TO P�RK ' �� I CB 5 CB 4 1.0 128 12 OAI2 23.84 24.90 ',OJ85 127 0.03 28.71 0.08 28.79 0.2 ' 0.01 , 0.03 ' 0.03 28.82 0.79 25.69 0.00 0.00 0.00 0.00 0.00 28.82 , -0.83 2.92 OLJTLET 'PREVIOUS PIPE 1.27 0.79 ICB 4 CB 3 19 193 12 0.012 22.25 23.84 i OJSS 2.42 0.09 28.14 0.46 28.61 0.2 ' 0.02 i 0.09 0.11 28J2 0.89 24.73 0.03 I 0.70 0.02 0.00 0.00 28.71 ' -0.94 3.87 OUTLET PREVIOUS PIPE 2.42 0.89; CB 3 CB 2 5.3 I 20 24 OAl2 2221 22.25 3.14 1.68 0.04 28.09 OA1 28.09 0.2 ' 0.01 ! 0.04 ! 0.05 28.15 0.77 23.02 0.09 ' 0.30 0.03 I 2.50 0.06 28.14 -0.17 3.89 OUTLET PREVIOUS PIPE 1.19 0.77i ICB2 CB 1 7.6 ' 232 30 0.012 21J5 22.21 4.906 I.55 0.04 28.00 0.07 28.07 0.2 ! 0.01 0.04 '', 0.04 28_12 0.86 23.07 0.04 0.00 0.00 2.30 0.01 28.09 0.12 ' 338 OUT'I.ET PREVIOUS PIPE 0.98 0.86, iCB 1 CB EX#P-. 9.2 I 113 30 OAl2 21.52 21 JS 4.906 i 1.88 0.06 2792 0.05 27.97 0.2 I 0.01 0.06 I 0.07 28.03 0.94 22.69 0.04 ' 0.00 0.00 1.63 0.01 28.00 � 0.84 3.75 OLITLET PREVIOUS PIPE 7.19 0.94' CB EX#P-3 27.92 ' I i ' I CB#8 TO CB#2 ' I CB 8 CB 7 � 0.3 156 , 12 OAl2 23.�0 I' 2438 OJ85 039 0.00 28.17 0.01 28.18 0.2 0.00 0.00 0.00 28.18 � 0.20 24.58 ' 0.00 0.00 0.00 0.00 0.00 28.18 I' -0.49 2.80 OiTTLET PREVTOUS PIPE 0.39 0.20' CB 7 CB 2 23 124 18 0.012 22J1 23.�0 1.766 132 0.03 28.09 0.05 28.14 0.2 0.01 0.03 0.03 ', 28.17 0.54 24.04 0.00 0.10 0.00 0.80 �.00 28.17 ' -0JS 3.17 OL'TLET PREVIOUS PIPE 1.08 0.54 CB 2 28.09 ; , I I � CB#9A TO CB#7 ' ' CB 9A 'CB 9 0.1 172 8 0.012� 24.40 25J5 0.349 0.19 0.00 28.22 0.00 2822 02 ' 0.00 0.00 0.00 28.22 0.20 25.95 0.00 0.00 0.00 ' 0.00 0.00 28.22 0.32 1.81 OLTLET PREVIOUS PIPE 024 0.20' CB 9 CB 7 0.8 79 12 0.012'� 23.50 24.40 OJ85 0.98 0.01 28.17 0.03 28.20 0.2 0.00 0.01 0.02 'i 28.22 0.32 24.72 0.00 0.70 0.00 ' 0.00 0.00 28.22 -0.69 2.82 OIITLET PREVIOUS PIPE 0.98 0.32 CB 7 j I 28.17 i CB#11 TO CB#3 ' CB 11 'CB 10 1.5 255 , 12 OAl2 i 23.33 24.90 OJ85 1.87 0.05 28J6 037 29.13 0.2 0.01 ' 0.05 0.07 29.19 ' 0.29 25.19 0.00 ; 0.00 0.00 0.00 0.00 ! 29.19 -1.19 3.29 OUTLET PREVIOUS PIPE 7.67 0.29 CB 10 CB 3 2.5 94 12 0.012 I, 22.25 2333 OJSS 324 ', 0.16 28.14 0.41 28.55 0.2 0.03 0.16 0.20 28.74 0.76 24.09 , 0.05 � 130 0.07 0.00 0.00 28J6 -0.33 4.43 OLTLET 'PREVIOUS PIPE 3.24 0.76 CB 3 � ' 28.14 �I I � I I ! I I ' I I , , , , , - co�,�=yQ DIYG INUIX: . � .�F�-� ..__ ,.. .�,� . / � � �a-� -�� ; � .� 4�•'� � j� = p'N ri. . BYPASS - ;,.� ... � ��/ . � . _ --- �---- _` --- -� ----- _ =r� � .._ -- -- 5� � � . � ' � - E � �� 100 YEAR �� •.._. " ; , / ii _ ST I I' �� , .�---�, . ,. ,, FLOOD AREA � _�- ' /---- �'� �'�_:�_�% O Ep rI - __ o� - �R � I 10TH � . ,-- -- ; ; _ _ --- ---- - -- -- ---- . __ � :; _ ,_ , -___ "_ P S -_ pR0 - �___ ------ � � ��. 3'J�_:c _,:.�.. . "-,-. �. ; � - '. '_' _ O � .,.�SrC , "'_- ' -__...�.; B� ` �'� � � BYPASS .__ . .�.._�-� _::._ :__ ' �� , '8g� ' ., J , _ __ � --- �; .� @ 8 0.� �.._ � _ B�� FFE: 30.9 � - _ ;�`.;,:=� o.rn� . �' •' , FFE: 30.0 e: �,�z FLOOD� `f✓ � ' .. s � -.�� ` _ o.i2oe oaaxc FFE: __ �f� 2s.5 EL=28:18 FFE: 28.7 - ` �-' . -,. r __ , - - Z fFE: 30. FFE: 30.0 -- ; � - - , W ; �._. �: 30.� _ _ ,, _ __ / � � ;:' , - _ - __ _ �: 2s. 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' � � - __. _- -- - �-- � '. , t , _ ; 1 � � � �1' _ -=- __ __- ---- I � :_ � � ,` _ : _ . - ___ _ - -_ �--- ,`.7-- ` � ,...� ►►aets �_ -- --- � _ � -- - �_ --- 1 _ _ a Z � O � FLOO EL-28.82 \. . � � � --� � � � ___ ,-__ -- --- -- - - __ _ _ �., - - -- �;� -' _ -- - F-� � d __ __ _ : ` _ `` ___ � ,T � �.: - ece4_ - - - LOOD EL=28_14- -- __ _ fler,� -� � J j= J �' z __ -- _._ _ � '� -- - - -- --- - - - - �F- W � � , �., - _- . , _ ; \ - -1 -- - •,- _� _ - _ ' o = YC819 __ � ' � r..,j _ ,.� - --- - -- -- - � -- -- _ Q � _- � � - ,__ •,_, ` -- �-~___ : xce, . - .. �_ FLOOD`EL=28.71 --- - - �- -- --- - _-� ; '_ � i 2 �- a _ - j'';�F\ _ - `--4�" -- -- - _ _- -- - _ ' � O m . , _ - __. - - - j�to - - - - - ' ' � FLOOD EL=2�4� ', - _.� �_- _. _ - �. - Z : � _.FLOOD EL=29,07, _�- -- - _ -- e- i � '� --- - _-:. --- - - --FLO = _- __ ' � . W OD EL 28 76 �h _ - z��;�� --- - - - - - - � E - 1g o _ � _ - _ - _ -_ FLOOD�L_29. -- f ! � , -:� -�_� , _ � . . - - - _- - --- - -_ _ -- -- - . FFE 30 4 „ Q - � . -- . -- -' _. --, ---� --; . .._ _ ; -- -:.__-- ----- � , p � � ., � � __ -_ --- � --� � . Z � _�_; i ---'� �----- ` � e- Q / _.� �-- � --- - ; �wceef�,, � � ------ ._- : .__ _ . � : --- _ _ _ _ --- - _- _ _ ___- --- -------___ ---- ' W °_ (� _ , _ � Q e : � _ � � � � n- . J .. _. .. .. .� .. . .,_, I ; , .. i : - �. �_ � Z��. �" � -� � - -- ►�cea+ > o � � Q p : ��.�,.�,,- Y � ��if.'G+C BUfLD;MG i2 N ' _ .. . O.;b�C .. BUILDIYG 73 ��,=,a J. �A:� G.E1 AC � �t O .i.r.:,;C'`. 5 5��rJG'G '�, O.B�kC �.-?AQ ��. ow � ;� ��_-c ; aurtorNc s y�c r Ac FFE. 3�.0 , FFE: 31.0 Q , $ o.ssH.. � o � �,; � � i,. L-: "� � � � ' ;J : FFE 32.0 FFE 32.0 � � FFE: 31.0 FFE 31.0 I _ FFE: 31.5 0 � JL � � FFE: 30.5 ! = � - FLOOD EL=29.66 � Y "° 4 ; _ I . o „ � , �� OVERFLOW TO 8TH ,� " " �� FLOOD EL=29.56 � � OD EL=29.61 - :!��;--- erp�ss N o � a ,- - i= � NC89A ; /NC870 �� lU . 0.05oe Y o � o a,¢ :----.... BIPASS 0. e . , �� .`' i /NCB72 _---` = a o 5 . \'�_ .� ♦ . ' - J w �__._- . . . ._.S� _ . _ _ MC81f �x -� -_-�_ . : �MC813 _ -..- c� a a � o �-_.. _ ... .. . . .s � . . o ... � , �.- =- � � - , , _ . _._-- - - o - . � _ __ __ - - _ _ _ _ __ FLOOD EL=29.64- --- _ FLOOD EL=29.66 ; " OVERFLOW TO 8TH OVERFLOW TO 8TH � `I" ' Q; � � N 8TH ST N 8TH ST � � °�~ SCALE '� � 'm �. _,l_ `° m W a ., � ��,l.. _. .- ._ ._ _. . .. .__ -��--- - --- ---___... ._..------ ---- -- ._.. _ _..___. __---- ----- -_.----___._. ----_ _. . 25 � _ - Q° a . h�.� \' � � ' r/ � '� \ � Q o 50 0 50 100 _ . �`. - !� �`----� - � � . Q .. � ;.. -- -..;- �'E7 n o :.{ ��' 1 INCH m 100 fT �`:}- . _._.._...:.. aa � � • . SHEET r� FI G. 8 �� 1 2 3 4 5 6 � i 7 6.0 SPECIAL REPORTS AlvD STUDIES 6.0 Special Reports and Studies > Kleinfelder, Supplemental Geotechnical Engineering Report, March 1, 2006. bf'&H Pacrf+c.Inc. TIR The I.andrng—Han�2s1 Parniers Jrutuary,?007 �� Prepared for: . Harvest Partners c/o R.C. Construction and Management Inc. 2503 88th Avenue West Edmonds, WA 98026 Review Draft Supplemental Geotechnical Engineering Report Proposed Target Facility The Landing Development 8th Street & Garden Avenue NE Renton, Washington Prepared by: Robert L. Plum, P.E. Marcus Byers, P.E. Principal Senior Geotechnical Engineer lan C. LaVielle E.I.T. Staff Geotechnical Engineer Kleinfelder, Inc. 2405 - 140th Avenue NE Suite A101 Bellevue, WA 98005 Phone: (425) 562-4200 Fax: (425) 562-4201 March 1, 2006 Copyright 2006 Kleinfelder, Inc. All Rights Reserved UNAUTHORIZED USE OR COPYING OF THIS DOCUMENT IS STRICTLY PROHiBITED BY ANYONE OTHER THAN THE CLIENT FOR THE SPECIFIC PROJECT. TABLE OF CONTENTS Page SUMMARY.....................................................................................................................................1 1.0 INTRODUCTION...............................................................................................................4 1.1 GENERAL ..............................................................................................................4 � 1.2 PROJECT DESCRIPTION ..................................................................................4 1.3 SCOPE OF SERVICES .......................................................................................4 '', 2.0 FIELD EXPLORATION AND LABORATORY TESTING ..........................................5 2.1 FIELD EXPLORATION.........................................................................................5 2.2 LABORATORY TESTING....................................................................................6 3.0 SITE CONDITIONS..........................................................................................................6 3.1 SURFACE CONDITIONS....................................................................................6 3.2 REGIONAL GEOLOGY........................................................................................7 3.3 SUBSURFACE CONDITIONS............................................................................7 3.3.1 General ..................................................................................................7 3.3.2 Soil Types..............................................................................................8 3.3.3 Engineering Units.................................................................................9 3.3.2 Groundwater Conditions....................................................................10 4.0 CONCLUSIONS AND DESIGN RECOMMENDATIONS.........................................10 4.1 GENERAL ............................................................................................................10 4.2 SEISMIC CONSIDERATIONS..........................................................................11 4.2.1 Code Based Design...........................................................................11 4.2.2 Liquefaction.........................................................................................12 4.2.3 Fault Rupture ......................................................................................13 4.2.4 Landsliding and Lateral Spreading..................................................13 4.3 FOUNDATION RECOMMENDATIONS ..........................................................13 4.3.1 General ................................................................................................13 4.3.2 Auger Cast Axial Compression Pile Capacity................................14 4.3.2 DeWitt Axial Compression Pile Capacity........................................15 4.4 FLOOR SLAB RECOMMENDATIONS............................................................17 4.5 DRAINAGE RECOMMENDATIONS................................................................18 4.6 EARTHWORK......................................................................................................18 4.6.1 Existing Subgrade Conditions..........................................................18 4.6.2 Excavation ...........................................................................................19 4.6.3 Grading Recommendations..............................................................19 4.7 STRUCTURAL FILL MATERIALS AND COMPACITON..............................19 4.8 RETAINING WALLS...........................................................................................20 4.9 UTILITY RECOMMENDATIONS......................................................................20 4.10 TEMPORARY EXCAVATIONS, SLOPES AND DRAINAGE.......................21 4.11 PAVEMENTS.......................................................................................................21 5.0 CONSTRUCTION RECOMMENDATIONS ................................................................22 66677/SEA6R49.doc Page i of ii P.4arch 1, 20o6 Copyright 2006 Kleinfelder, Inc. 5.1 AUGER CAST PILE INSTALLATION..............................................................22 5.2 DRIVEN GROUT PILE INSTALLATION..........................................................23 5.3 SUBGRADE PREPARATION ...........................................................................23 6.0 LIMITATIONS..................................................................................................................23 FIGURES Figure 1 — Vicinity Map Figure 2 — Site and Exploration Plan Figure 3 — Subsurface Cross Section A-A' Figure 4 — Allowable Auger-Cast Pile Capacity APPENDICES A Field Exploration B Geotechnical Laboratory Testing C Important Information About Your Geotechnical Engineering Report 66677/SEA6R49.doc Page ii of ii March 1,2006 Copyright 2006 Kleinfelder,Inc. SUMMARY GENERAL This report presents the results of the geotechnical engineering study performed by Kleinfelder, Inc. (Kleinfelder) for the proposed Target retail store, which will be part of the 40-acre Landing mixed use project in Renton, Washington. SUBSURFACE CONDITIONS The nature of the deposition of the soils underlying the site results in variable conditions with limited lateral or vertical continuity. The project site is generally underlain by 5 to 10 feet of fill, which underlain by highly variable, discontinuous layers and lenses of alluvial and lacustrine soils extending to the full depth explored, or over 120 feet. For engineering purposes, the subsurface conditions can be divided into three major units: • Upper Dense Fill: For pavement support purposes, this zone includes the upper few feet of very dense fill that appears to have been cement treated. This material has provided an excellent subgrade for the existing asphalt pavement areas. • Upper Loose/Soft Soils (Includes lower fill): This zone extends to a depth of about 50 to 60 feet (locally deeper) and is generally composed of loose/soft silty sands and organics with zones of compact sands. These upper soils are ' considered weak, compressible and/or susceptible to liquefaction. • Lower Primarily Dense Sands: Below a depth of about 50 to 60 feet (locally � deeper), the soils can be assumed to be composed primarily of very dense sands with zones of sand and gravel. However, these soils can contain zones of firm/stiff organics, compact silt, and soft/stiff clay. The depth to groundwater is 6 to 10 feet below the ground surface based on piezometer readings in December 2005. FOUNDATION DESIGN RECOMMENDATIONS • Foundation Type: Based on the presence of the loose/soft upper soils, the main structural loads should be supported on a pile foundation bearing in the lower 66677/SEA6R049.doc Page 1 of 24 March 1,2006 Copyright 2006 Kleinfelder,Inc. very dense granular soils. Based on costs and other factors, auger cast piles are the typical pile type used in the project area. Thus, the recommendations presented in this report pertain primarily to auger casts piles. Another appropriate pile type is the DeWitt proprietary driven grout pile. The DeWitt pile has several advantages over auger cast piles, particularly for the anticipated ground conditions. Since it is a proprietary pile type, the pile is usually presented by the contractor as an alternative to auger-cast piles with the pile design, required driving resistances and depths to be determined by the contractor. • Auaer Cast Piles: Figure 4 provides allowable axial capacity for auger cast piles accounting for downdrag loads, which may develop after a major seismic event. Based on the assumed building loads presented in the Target Developer Guideline version 2.5, building interior columns could be supported on single 18- inch auger cast piles with about 30 to 35 feet of penetration into bearing or two 14-inch piles with about 20 to 25 feet of penetration. The perimeter columns and slab could be supported on single 14-inch piles with about 16 to 18 feet of penetration into bearing. We recommend that the top of bearing be assumed to occur at 60 feet below the current ground surface except for the eastern 75-feet of the building, where bearing should be assumed to occur at a 75 feet. It may be possible to modified these depths during installation based on the drilling ' action. • DeWitt Piles: As discussed above, the DeWitt pile is a driven grout pile and will obtain the design capacity with less penetration into the bearing zone. This is due to both the densification caused by driving and the fact that the driving resistance ( data allows us to be confident that the pile is not terminated in one of the looser/softer zones within the otherwise very dense bearing stratum. Based on discussions with DeWitt, who have installed piles in the area, it is likely that the DeWitt piles will require a smaller diameter and/or less penetration to meet the design load criteria as compared to auger cast piles. The DeWitt piles will also need to be designed for downdrag loads, which includes correcting the required driving resistances to account for the resistances in the upper 60 feet reversing into a downdrag load in the event of an earthquake and liquefaction. . Lateral Load Resistance: Lateral load resistance can be developed as passive pressures against the pile caps and grade beams and in the lateral stiffness of 66677/SEA6R049.doc Page 2 of 24 March 1,2006 Copyright 2006 Kleinfelder,Inc. the piles. Base friction cannot be used due to the slab and structure being pile supported. Section 4.3.3 presents design recommendations for lateral load resistance including effects of liquefaction. OTHER DESIGN RECOMMENDATIONS Sections 4.4 through 4.10 present general design recommendations rated to slabs, under drains, retaining walls, earthwork, utilities and pavements. In general, these recommendations are typical for any Target Development. Section 4.8 presents some recommendations related to minimizing utility damage due to long-term or post liquefaction settlement. CONSTRUCTION RECOMMENDATIONS Section 5.0 presents general geotechnical construction recommendations. In general, these recommendations are typical for any Target Development. Section 5.1 and 5.2 present some specific recommendations related to pile installation and monitoring. � I � 66677/SEA6R049.doc Page 3 of 24 March 1,2006 Copyright 2006 Kleinfelder, Inc. 1.0 INTRODUCTION 1.1 GENERAL This draft report presents the results of the geotechnical engineering study performed by Kleinfelder, Inc. (Kleinfelder) for the proposed Target retail facility as part of The Landing mixed use development. The proposed Target building will be located northwest of the intersection of 8'h Street and Garden Avenue NE in Renton, Washington, as shown on the Vicinity Map, Figure 1. The purpose of this report is to provide geotechnical data and recommendations suitable for design and construction of the Target store in accordance with the Target Developer Guide Version 2.5. 1.2 PROJECT DESCRIPTION Based on the conceptual site plan for Target facility provided by Callison Architecture, Inc. dated January 26, 2006, the project will consist of a 126,000 square foot retail store, light and heavy duty pavement areas, underground utilities, light poles, signs, decorative sidewalks and walkways, and landscape areas. The Target facility will be a portion of the much larger Landing development that will include additional retail buildings abutting the western side of the Target building and numerous other retail stores, restaurants and parking areas. Based on the Target Developer Guide, typical column loads range from about 170 to 205 kips (DL plus LL) with typical perimeter column loads of 68 kips (DL plus LL). Slab LL are on the order of 125 psf with pile supported slabs having loads on the order of 60 kips. 1.3 SCOPE OF SERVICES Kleinfelder performed a preliminary geotechnical evaluation of The Landing project site during the summer of 2006, the results of which are presented in a preliminary report titled "Draft Geotechnical Engineering Report, Proposed Lakeshore Landing Development" and dated July 15, 2006. The purpose of our additional geotechnical investigation was to explore and further evaluate the subsurface conditions at the proposed site and provide geotechnical concfusions and recommendations for design of the Target facility. The scope of work completed for this project is consistent with that presented in our January 12, 2006 proposal and included a subsurface exploration program consisting of 66677/SEA6R049.doc Page 4 of 24 March 1,2006 Copyright 2006 Kleinfelder, Inc. 2 cone penetration tests and five mud rotary borings; laboratory testing and engineering analyses to develop geotechnical recommendations; and preparation this report. Information from previous geotechnical studies completed for the general project area have utilized in preparing this report. These other studies included: . Draft �eotechnical Engineering Report, Proposed Lakeshore Landing Development, Renton, Washing�on prepared by Kleinfelder dated July 15, 2005. • Geotechnica! Report, South Lake Washington Roadway Improvements, Renfon, Washington prepared by Kleinfelder dated January 23, 2006. 2.0 FIELD EXPLORATION AND LABORATORY TESTING 2.1 FIELD EXPLORATION During the preliminary investigation for The Landing Development, a total of 50 borings were drilled throughout the site. Eight borings were advanced within the Target building footprint and 6 borings were advanced within the Target parking lot. The supplemental exploration program was conducted to support development of design level recommendations in accordance with exploration program guidelines presented in Target's Development Guide version 2.5. An additional 5 borings and 2 cone penetration tests were advanced within the building footprint to bring the total number of explorations within the building footprint to 15. The exploration program was discussed with Mr. Loren Braun, who we understand provides third party geotechnical review for Target and has indicated that the proposed exploration plan was appropriate. The ' exploration locations are shown in the Site and Exploration Plan, Figure 2. , Borings B-22 through B-28, B-38 through B-43, and B-50 were completed for The Landing preliminary site investigation in June 2005. The first phase of exploration for this supplemental report included advancing two cone penetration tests to depths of approximately 43 and 57 feet on December 29, 2005. The cones were advanced to provide quality data regarding the strength and liquefaction susceptibility of the loose/soft layers encountered at the site. The cones met refusal on gravel soils and were not able to fully penetrate to the depths of the deeper bearing layers. The second phase of exploration for this supplemental work included advancing 5 mud rotary borings, designated B-51 through B-55, to depths ranging from 98 to 138'/z feet. The 66677/SEA6R049.doc Page 5 of 24 March 1,2006 Copyright 2006 Kleinfelder,Inc. borings were drilled on January 18 through January 27, 2006, under full-time observation of a Kleinfelder geotechnical engineer. Exploration locations were determined in the field using a compass and a 100-foot tape and based on site features such as the edge of existing roads. The approximate locations of the explorations are plotted on the Site and Exploration Plan, Figure 2. Appendix A presents a summary of our exploration program including boring and cone penetration test logs. Additional exploration information for the other areas of the Landing site is available in our July 15, 2005, preliminary report. 2.2 LABORATORY TESTING Laboratory testing was conducted on selected samples obtained from the borings to help characterize the site soils and determine relevant engineering and index properties. Laboratory testing performed for the Target property during the preliminary Landing report and this supplemental Target study included 121 moisture content tests, 7 Atterberg tests, 10 grain-size distribution tests, and 2 consolidation tests. The tests were conducted in general accordance with appropriate American Society for Testing and Materials (ASTM) Standards and the results are presented in Appendix B and displayed on the boring logs in Appendix A, as appropriate. 3.0 SITE CONDITIONS 3.1 SURFACE CONDITIONS The general project area is bordered on the north by Lake Washington, on the west by the Cedar River, which is located about '/2 mile from the site and flows north into Lake Washington, on the east by Interstate 405, and on the south by commercial and residential development that extends into downtown Renton. The project area is primarily used for retail and industrial purposes. The Target site is bordered on the east by Garden Avenue North, on the south by North 8th Street, on the north by a parking lot, and on the west by building pads prepared for other retail development. The site is relatively flat and ranges in elevation from approximately 27 to 30 feet (Mean Sea Level Datum, MSL} with no trending slope; the average elevation of the site is approximately EI. 29 feet. Approximately 2 feet of fill has been placed in the building pad area. 66677/SEA6R049.doc Page 6 of 24 March 1,2006 Copyright 2006 Kleinfelder, Inc. The project site was previously occupied by a parking lot. The asphalt and base material have been removed from within the building footprint but asphalt remains in place north of the building. 3.2 REGIONAL GEOLOGY The project site is located at the north end of the Cedar River Valley approximately '/z mile from where the river enters Lake Washington. Post-glacial geologic conditions at the site are dictated by the presence of Lake Washington and the Cedar River. The channel of the Cedar River is believed to have migrated across the full width of the valley several times since end of the last Puget Sound glaciation and the river used to flow out of Lake Washington before the level of the lake was lowered. Accordingly, site soils are expected to consist of a variable mixture of alluvial (river) and lacustrine (lake) deposits. In general, the river is slow flowing near the lake; therefore, low energy alluvial and over-bank deposits are expected. These generally include clay, silt, peat, organic silt and sand and are typically loose and soft. Lacustrine deposits are lake deposits deposited in a very low energy environment and generally consist of silt and clay and are typically very loose and soft. Organics can be found within both types of deposits ' and can range from non-fibrous plant matter to fibrous partially decayed timber. Because of the migration of the Cedar River channel and the inherent variability of alluvial deposits, site soils are expected to be highly variable. General geologic information for the project site was obtained from the Geologic Map of King County (Booth, et. al., in press). According to the map, surficial soils at the project site consist of modified land, or fill. Surficial soils near the site that are not covered with fill are mapped as Holocene Alluvium. Holocene Alluvium is a post-glacial river deposit that has not been consolidated by glaciers. 3.3 SUBSURFACE CONDITIONS 3.3.1 General As discussed in Section 3.2, the nature of the deposition of the soils tends to result in variable conditions with limited lateral or vertical continuity. The project site is underlain by 5 to 10 feet of fill underlain by highly variable, discontinuous layers and lenses of alluvial and lacustrine soils extending to the full depth explored by our borings, or over 120 feet. Figure 3 presents a subsurface cross-section through the site. 66677/SEA6R049.doc Page 7 of 24 March 1,2006 Copyright 2006 Kleinfelder, Inc. � � Generally, loose/soft native soils occur within the upper 50 to 60 feet with the soils below about fi0 feet generally being very dense or stiff. The upper loose/soft native soils above a depth of about 50 to 60 feet were composed primarily of layers of silts and silty sands with about 30 percent zones of organics and 20 percent zones of clean sands. The lower dense/stiff native soils below a depth of about 60 feet were composed primarily of layers of sands or sands and gravels with about 15 percent zones of soft organics and 15 percent zones of silts, silty sands. On the eastern side of the building area, several borings encountered soft to stiff clays at depth. Several borings encountered deeper soft soils such as boring B-28, which encountered loose silt and soft peat from about 55 to 75 feet and B-54 where soft clay was encountered between about 96 and 100 feet. Based on SPT (Standard Penetration Tests) values generally over 50 blows/foot (b/ft), the granular soils below 50 to 60 feet appear to be advanced deposits over ridden by the glaciers. However, because the lower blow count material including some soft soils were encountered within these soils even at depths over 100 feet, the soils are considered geologically recessional in nature and are not thought to be glacially overridden. �j 3.3.2 Soil Types ' The site soils can be grouped into a total of five different types as follows: • Fill: Fill material was encountered at the ground surface or below the pavement in all borings and generally extended to depths ranging from 5 to 10 feet. In general, the fill consisted of silty sand with gravel or sandy silt with gravel. There appears to be an upper one to three feet of the fill that may have been cement treated based on its very dense consistency and excavation difficulty. In other areas of the site, a D-8 dozer with ripping teeth was used to excavate the fill so that it could be picked up by scrapers. Below this "hard" zone, the fill was variable ranging from loose to dense. • Organic Silt and Peat: The borings encountered layers of peat and organic silt ranging from less than a foot to over 10 feet thick. Within the upper 50 to 60 feet, these soils were generally soft to firm with SPT blow counts in the range of 2 to 6 b/ft. Encountered below depths greater than about 60 feet, the organic layers were generally firm to stiff with SPT values in the range of 10 to 25 b/ft. Many of the borings encountered a 5 to 10 foot zone of these stiff organic layers at a 66677/SEA6R049.doc Page 8 of 24 March 1,2006 Copyright 2006 Kleinfelder,Inc. depth of about 65 to 70 feet. The geologic explanation of these stiff organic soils is not well understood but may have involved drying and desiccation in a near surface environment before being buried under sediment. • Clay: Several borings on the eastern side of the proposed building encountered 5 to 10 foot thick clay layers at depths between about 75 to over 100 feet. The clay was soft to stiff with SPT values in the range of 5 to 25 b/ft. The geologic explanation of the stiffer clays is not well understood, but may have involved drying and desiccation in a near surface environment before being buried under sediment. • Silt and Siltv Sands: The borings encountered zones consisting of silt, sandy silt , and silty sands. These soil types were predominate in the upper 50 to 60 feet and decreased in frequency below these depths. In the upper 50 to 60 feet, the � soils tended to be loose to compact with SPT values in the range of 2 to 10 b/ft. At depth, the material became compact to dense with SPT values in the range of 10 to 30 b/ft. �I . Sand and Gravel: The borings encountered zones consisting of clean sand and I sand and gravel. These soil types were limited in the upper 50 to 60 feet but were the predominate soil type below these depths. In the upper 50 to 60 feet, the soils tended to be compact to dense with SPT values in the range of 10 to 30 b/ft. At depth, the material became very dense with SPT values generally over 50 bl/ft. The thickness of individual layers of these lower dense soils were generally about 10 to 15 feet in the 50 to 75 foot depth zones and increased to 15 to over 30 feet thick below about 75 feet. 3.3.3 Engineering Units For engineering purposes, the subsurface conditions can be divided into three major engineering units: • Upper Dense Fill: For pavement support purposes, this zone includes the upper few feet of very dense fill that appears to have been cement treated. This material has provided an excellent subgrade for the existing site asphalt pavement areas. 66677/SEA6R049.doc Page 9 of 24 March 1,2006 Copyright 2006 Kleinfelder, Inc. • U�per Loose/Soft Soils (Includes lower fill): To a depth of about 50 to 60 feet (locally deeper), the soils can be assumed to be composed of loose/soft silty sands and organics with zones of compact sands. These upper soils are considered weak, compressible and susceptible to liquefaction. . Lower Primarilv Dense Sands: Below a depth of about 50 to 60 feet (locally deeper), the soils can be assumed to be composed primarily of very dense sand� with zones of sand and gravel. However, the soils can contain zones of firm/stiff organics, compact silt, and soft/stiff clay. 3.3.2 Groundwater Conditions The depth to groundwater was not identified in the majority of borings due to use of mud rotary drilling techniques. Mud rotary drilling involves circulation of a drilling fluid within the borehole, thereby obscuring groundwater seepage that may otherwise be observed in samples and on equipment. However, as part of our work for the adjacent roadway improvement report, we installed and monitored nine piezometers around the general site area. Based on piezometer readings obtained in December 2005 for another project in the immediate area, the depth to groundwater is 6 to 10 feet below ground surface. Groundwater levels will fluctuate depending the time of the year and are likely to be highest during the wetter winter months. It should be noted that Kleinfelder did not install groundwater monitoring piezometers, nor did we perform a hydrogeologic evaluation at this site. The annual variability in groundwater depth at this site has not been measured. 4.0 CONCLUSIONS AND DESIGN RECOMMENDATIONS 4.1 GENERAL As discussed in Section 3.3, the site is underlain by a 50 to 60 foot (locally deeper) loose/soft zone composed primarily of silty sands and organics which are considered weak, compressible and susceptible to liquefaction. Below these upper soils, the borings generally encountered a lower zone of very dense sands with zones of sand and gravel. However, these lower soils can contain zones of firm/stiff organics, compact silt, and soft/stiff clay. We recommend the proposed structure be founded auger cast or DeWitt driven grout piles that bear in the soils primarily comprised of very 66677/SEA6R049.doc Page 10 of 24 March 1,2006 Copyright 2006 Kleinfelder, Inc. i i ; ' dense sands. Due to the presence of some variable layers of organics and sofUstiff clay in the lower dense sand, the auger cast piles should be designed as friction piles with a relatively low end bearing capacity. We understand that Target has elected to use structural floor slabs supported on piles rather than preload the site and utilize concrete slab-on-grade floors. The following sections present recommendations for seismic design considerations, pile foundation design and construction, floor slabs, earthwork, drainage, retaining walls and pavements. 4.2 SEISMIC CONSIDERATIONS 4.2.1 Code Based Design We understand that the project will be designed in accordance with the 2003 IBC. The site soils are liquefiable and therefore the site is classified as Site Cfass F. Section 1615.1 of the IBC does not require that a site-specific response spectrum be developed unless the period of the structure will be greater than '/z second. Based on our understanding of the proposed structure, we anticipate that the building period will be less than 1/2 second and a site-specific response spectrum is not necessary. Accordingly, use of Site Class D is appropriate for developing a design response spectrum using the General Procedure. Table 1 presents seismic coefficients for use with the General Procedure described in Section 1615 of the 2003 IBC. The seismic ground motion procedure contained in IBC 2003 is based upon a Maximum Considered Earthquake (MCE) with a 2 percent probability of exeedence in 50 years (i.e. recurrence interval of approximately 2500 years). Ground motions for the MCE in the 2003 IBC are linked to probabilistic earthquake hazard mapping efforts that have been conducted by the United Stated Geologic Survey (Grankel, et. al., 1996, 2002). Parameters presented in Table 1 are based on the latitude and longitude lookup for the 2002 maps provided on the USGS web site. 66677/SEA6R049.doc Page 11 of 24 March 1, 2006 Copyright 2006 Kleinfelder, Inc. Table 1: Recommended Design Parameters for 2003 IBC Short-Period 1-Second- Design Spectral Site Control Periods (0.2-sec) Period Coefficients Response sec Parameters � � Design PGA Site Class Spectral Spectral �5) �g�� Acceleration, Acceleration, Ss �9) Si �9) Fa F� Sos Sot To Ts D 1.45 0.50 1.00 1.50 0.97 0.50 0.10 0.51 0.39 Notes: 1. Design PGA (g) = Sp�/2.5 4.2.2 Liquefaction Seismic design parameters in the 2003 IBC are based on a Maximum Considered Earthquake (MCE) with ground motions having a 2 percent chance of being exceeded in a 50 years. This corresponds to an event with a return period of about 2,500 years. As a minimum, all structures must meet life safety requirements when liquefaction is considered for the 2,500 year event. Based on the soil types and low SPT values, the native sand and silty sands in the upper 50 to 60 feet have a high probability of liquefying under the design event. In accordance with Target Developer Guide requirements, we have estimated liquefaction-induced ground settlement under two earthquake scenarios, a lower lever event (LLE) and an upper level event (ULE). The LLE is defined as a ground motion with a 50 percent probability of being exceeded in 50 years and corresponds to a return period of about 72 years. The corresponding peak ground acceleration for this event is about 0.12g. The ULE is defined as an event with a 10 percent probability of being exceeded in 50 years and corresponds to a return period of about 475 years. The corresponding peak ground acceleration is about 0.32g. As discussed in section 4.2.1, the peak ground acceleration corresponding to the MCE is 0.39g. For comparison purposes, seismographs in the Renton area recorded peak ground accelerations of about 0.05 to 0.10 g during the 2001 Nisqually earthquake. This corresponds to ground shaking levels that are slightly weaker than what is expected for the 72-year event. Liquefaction potential was estimated using the latest available, widely accepted empirical relationships that relate SPT blow counts to liquefaction resistance (Youd et. 66677iSEA6R049.doc Page 12 of 24 March 1,2006 Copyright 2006 Kleinfelder, Inc. al, 2001). The corresponding ground surface settlement was estimated using a volumetric strain method (Ishihara and Yoshimine, 1992). In general, under the LLE, ground surface settlements could be on the order of 3 inches. Under the ULE and MCE � events, ground surface settlements could be on the order of 6 inches or more. Liquefaction induced settlement estimates assume a uniform liquefiable layer and should only be considered approximate. We do not anticipate that liquefaction I settlement will pose a life safety hazard for pile-supported structures. � 4.2.3 Fault Rupture In our opinion, the probability of fault rupture at the site is low because there documented active faults near the project site. 4.2.4 Landsliding and Latera!Spreading In our opinion, the probability of landsliding or lateral spreading at the site is low due to the relative flatness of the site and lack of a widely continuous layer of liquefiable soil. 4.3 FOUNDATION RECOMMENDATIONS 4.3.1 General Based on the presence of the loose/soft upper soils, the main structural loads should be supported on a pile foundation bearing in the lower very dense granular soils. Since the location of these softer, looser zones is variable and does not appear to be laterally continuous, the auger cast pile capacity calculations need to assume that some zones of organics and soft clays may be present and the piles should be designed as friction piles with a relatively low end bearing capacity. Several of the other buildings to be constructed at the Lakeshore Landing site will utilize a preload to limit post construction static settlement with the floor slabs supported on grade. This preload, slab-on-grade design will be susceptible to earthquake induced liquefaction settlements as discussed Section 4.2. We understand that Target has made the decision to use a pile supported structural slab based on preload schedule constraints and the preference to eliminate the risk of liquefaction settlement damage to the floor slabs. Due to the liquefaction risks, the piles must be designed to account for post earthquake downdrag loads. Several pile types are technically feasible including driven piles and auger cast piles. Driven pile types could include close end steel pipe piles and pre-cast concrete piles. Based on costs and other factors, auger cast piles are the typical pile type used in the 66677/SEA6R049.doc Page 13 of 24 March 1, 2006 Copyright 2006 Kleinfelder, Inc. area. Thus, the recommendations presented in this section pertain primarily to auger casts piles. Another appropriate pile type is the DeWitt proprietary driven grout pile. The pile involves a mandrel driven casing, which after driving to the required tip elevation, is grouted under pressure as the casing is removed. This results in a continuous grout pile similar to the auger case pile. The DeWitt pile has several advantages over auger cast piles, particularly for the anticipated ground conditions. Since the DeWitt pile is a driven pile, pile driving information is obtained which can be used to insure that the pile tip is bearing on a dense bearing layer and not on one of the looser/softer zones that are present at depth. In addition, the driven piles densify the surrounding soils and develop a higher capacity for a given diameter as compared to ' auger cast piles. DeWitt piles also generate limited spoils as compared to auger cast piles. Since the DeWitt pile is a proprietary pile type, the pile is usually presented by the contractor as a pile alternative with the pile design, required driving resistances and depths to be determined by the contractor. The contract would require that the contractor demonstrate an equivalent pile capacity and performance to the auger cast piles. This is normally accomplished by one or more pile load tests combined with pile driving resistance information provided by the contractor from other pile projects in the area. Normal minimum pile spacing should be 3 times the pile diameter. 4.3.2 Auger Cast Axial Compression Pi/e Capacity Allowable axial compression capacities for auger cast piles were calculated based on the possibility that the auger cast pile tip could be bearing on one of the softer/looser zones within the otherwise very dense sand bearing stratum. Thus, we assumed a nominal allowable end bearing capacity of 8 ksf and reduced the average allowable adhesion value to 1.5 ksf in the bearing zone. For the downdrag calculation, we assumed that the zones of liquefied soils would cause settlement but would have limited strength. Thus the main downdrag loads came from the zones of fill, compact sands, and organics, which will not liquefy but will settle in the event that underlying soils liquefy and decrease in volume. Figure 4 presents a plot of allowable axial compression capacity versus embedment in to the bearing soils. We recommend a minimum penetration of 10 feet into bearing soils and a minimum pile diameter if 14-inches. Based on Figure 4, the interior columns (DL plus LL 170 to 205 kips) could be supported on single 18-inch auger cast piles with about 30 to 35 feet of penetration into bearing or two 14-inch piles with about 20 to 25 66677/SEA6R049.doc Page 14 of 24 March 1, 2006 Copyright 2006 Kleinfelder, Inc. feet of penetration. The perimeter columns (68 kips DL plus LL) could be supported on single 14-inch piles with about 18 feet of penetration with the slab (60 kips loads) supported on single 14-inch piles with about 16 feet of penetration. Normal minimum pile spacing should be 3 times the pile diameter. The depth to bearing is variable across the site and needs to be conservatively estimated since it may not be apparent when bearing is encountered during pile installation. We recommend that the top of bearing be assumed to occur at 60 feet below the current ground surface except for the eastern 75-feet of the building where bearing should be assumed to occur at a 75-foot depth. It may be possible to modified these depth during installation based on the drilling action. 4.3.2 DeWitt Axial Compression Pi/e Capacity As discussed above, the DeWitt pile is a driven grout pile and will obtain the design capacity with less penetration into the bearing zone. This is due to both the densification caused by driving and the fact that the driving resistance data allows us to be confident that the pile is not terminated in one of the looser/softer zones within the otherwise very dense bearing stratum. Since the DeWitt pile is a proprietary pile type, the estimated pile depths and allowable capacities should be determined by the contractor and demonstrated to the owner through pile loads tests combined with pile driving resistance information from other pile projects in the area. Based on discussions with DeWitt who have had experience in the area, it is likely that the required DeWitt piles will have a smaller diameter and/or less penetration to meet the design load criteria. The DeWitt piles will also need to be designed for downdrag loads, which includes correcting the required driving resistances to account for the resistances in the upper 60 feet reversing into a downdrag load. 4.3.3 Settlement In general, settlement of auger cast piles bearing in the very dense sands should be minimal, on the order of 1/2 inch. Since the auger cast piles are designed based on minimal end bearing, occurrence of any softer zones near the pile tip, such as encountered in boring B-52 from 96 to 105 feet, should not adversely impact settlement. In general, settlement of driven DeWitt piles bearing in the very dense sands should also be minimal, on the order of �/2 inch. In fact, the DeWitt plies should generally settle 66677/SEA6R049.doc Page 15 of 24 March 1,2006 Copyright 2006 Kleinfelder, Inc. less than the auger cast piles since they are driven piles. However, DeWitt piles will likely be designed to utilize a significant end bearing component. Thus, the presence of compressible soils below the tip could impact settlement. We assumed that any compressible soils within about 3 to 4 feet of the pile tip would be evidenced in a reduced driving resistance and as a result the pile would be driven through the compressibfe layer. Pile settlement estimates were developed based on an assumed thickness and compressibility of a compressible zone, and assuming the zone is located about 4 feet below the pile tip. The results indicate that the theoretical increase in settlement, even for this unlikely case, would be less than �/a inch for a single 18-inch diameter pile. However, the theoretical settlement will be higher for a multi-pile group. Assuming a group of four 18-inch diameter piles with a center-to-center spacing of 4.5 feet, we estimated an additional settlement of about Yrinch in addition to that estimated for a single pile. In general, based on the current pile loads and capacities, it is unlikely that pile groups larger than two piles would be required. However, if larger pile groups are required, Kleinfelder should be notified and have the opportunity to review the design and possible implications of the design. 4.3.4 Lateral Resisfance Lateral load resistance can be developed as passive pressures against the pile caps and grade beams and in the lateral stiffness of the piles. Base friction cannot be used due to the slab and structure being pile supported. For resisting lateral loads we recommend the following: • Passive Pressures: Allowable passive pressures on the sides of the grade beams and pile caps can be calculated assuming a fluid with a density of 250 pcf with a 1/3 increase for transient loads. This value assumes that any backfill against the foundation elements will be properly compacted as discussed in Section 4.7. For exterior foundation elements, the upper 18-inches should be neglected unless the paving extends up to the building. • Lateral Pile Resistance: The lateral resistance on vertical piles can be evaluated using programs such as LPILE, which model the load-deformation behavior of the soil-pile system. Recommended parameters for LPILE analyses assuming no liquefaction are presented in Table 2. 66677/SEA6R049.doc Page 16 of 24 March 1,2006 Copyright 2006 Kleinfelder,Inc. � � Tabie 2: Recommended LPILE Soil Parameters for Non-Liquefied Case Soil Unit Below Ext. Ground Thickness Soil Phi k-pci Strain Strength Top Bottom Type at 50% psf Upper Sand Fill 0 5 5 Dry Sand 40 200 Lower Sand Fill 5 10 5 Dry Sand 30 75 Upper Loose Sands 10 25 15 Sub. Sand 28 20 Upper soft organics 25 35 10 Soft Clay 0.02 250 Lower Loose Sands 35 45 10 Sub. Sand 28 20 Lower soft organics 45 60 15 Soft Clay 0.02 250 Lower Dense Sands 60 >60 Sub. Sand 38 100 The assumed properties during a major seismic event which triggers liquefaction is more complex and depends on how the structural engineer performs the analysis. Typically, the structural engineer will use the full, non-liquefied parameters with the full response spectra as the main seismic case evaluated. To assess liquefaction, he will often use a reduced response spectra (typically '/2 to 1/3 the peak) with the liquefied LPILE parameters. Recommended parameters for LPILE analyses assuming liquefaction and a reduced ground response spectra are presented in Table 3. For the liquefied case, the liquefied sands are modeled as a soft cohesive soil with the undrained strength based on published data for liquefied sands. Table 3: Recommended Lpile Soil Parameters For Liquefied Case Soil Unit Below Ext. Ground Thickness Soil Phi k-pci Strain Strength Top Bottom Type at 50% psf Upper Sand Fill 0 5 5 Dry Sand 40 200 Lower Sand Fill 5 10 5 Dry Sand 30 75 Upper Loose Sands 10 25 15 Soft Clay 0.05 150 Upper soft organics 25 35 10 Soft Clay 0.02 250 Lower Loose Sands 35 45 10 Soft Clay 0.05 100 Lower soft organics 45 60 15 Soft Clay 0.02 150 Lower Dense Sands 60 >60 Sub Sand 38 100 4.4 FLOOR SLAB RECOMMENDATIONS We understand the slab will be designed as a fully pile supported structural slab. We recommend a capillary break consisting of at least 6-inches of 3/4 inch minus well graded base material containing no more than 5 percent passing the Number 200 U.S. standard sieve size. The layer should be compacted to at least 95 percent compaction based on the modified Proctor (ASTM D 1557). We recommend the capillary break be 66677iSEA6R049.doc Page 17 of 24 March 1, 2006 Copyright 2006 Klein'elder, Inc. i-� overlain by a vapor barrier consisting of a minimum 10-mil plastic sheet overlapped at least 12 inches at the seams. A layer of sand can also be placed over the vapor barrier if required by the structural engineer or recommended by the contractor. 4.5 DRAINAGE RECOMMENDATIONS Building underdrains are generally not required since the slab will be at or above the adjacent exterior ground surface. Footing drains are recommended only adjacent to a depressed loading dock area as discussed in Section 4.8. Due to the depth to the groundwater table and the granular nature of the fill material, special pavement under drain provisions are not recommended except in loading dock areas. 4.6 EARTHWORK 4.6.1 Existing Subgrade Condifions The building pad was constructed by removing asphalt parking lot pavement from within the building area and excavating some of the existing subgrade soils for use as pre-load surcharge fill elsewhere on the site. The pad elevation was subsequently raised approximately 1 to 2 feet with fill. Subgrade exposed after removal of the asphalt and during excavation consisted of a variable mixture of silt, sand, gravel and recycled concrete material. The subgrade was very compact as evidenced by firm and unyielding solid support and lack of rutting under heavy construction equipment traffic including scrapers and off-road dump trucks. Excavation was accomplished by a large track hoe excavator with ripping teeth and a D- 9 Bulldozer. Fill placed to raise the building pad was evaluated by Kleinfelder on a performance basis rather than by density testing due to the highly variable grain size content that would have made reliable testing difficult. The fill consisted of a well-graded mixture of sand, gravel and recycled asphalt and concrete and was placed in lifts with a maximum thickness of approximately 8-inches. The fill was trafficked by scrapers and continuously compacted during placement with a ride-on double smooth drum roller. During recent prolonged heavy rains the pad has remained firm and provided solid support for drilling equipment. In our opinion, the pad will provide adequate support for construction activates and material lay down areas. The building pad is not suitable for supporting concrete slab- 66677/SEA6R049.doc Page 18 of 24 March 1, 2006 Copyright 2006 Kleinfelder,Inc. on-grade floors or structures due to the presence of the underlying soft, compressible and liquefiable soils. 4.6.2 Excavation Kleinfelder performed part-time observation of excavation and demolition of the existing storm water utilities within the building pad. The excavations encountered dense to very dense fifl soils that exhibited a cementation behavior. Excavation for site utilities will encounter the dense to very dense building pad and pre-existing fill soils. These soils will require significant excavation effort. We recommend use of large track hoe excavators with narrow buckets and/or ripping teeth. Backhoes will generally be inefficient at excavating through the hard layer of fill soils and the contractor should be aware of these potentially difficult excavation conditions. 4.6.3 Grading Recommendations The site is essentially flat thus design permanent cut and fill slopes are not required. We anticipate that fills to re-establish grade around the building pad will be on the order of 2 feet or less. Typically, the recommended maximum landscape slopes would be 3H:1 V, depending on landscape requirements. 4.7 STRUCTURAL FILL MATERIALS AND COMPACITON All material placed in parking lots should be considered structural fill. Structural fill should consist of well-graded, free-draining sand and gravel free from organics or other deleterious matter and have a maximum particle size of 6 inches. We anticipate that any material graded from the existing pad will be suitable for use as structural fill. Imported structural fill material should conform to Section 9-03.14(1), Gravel Borrow, of the Standard Specifications. The contractor should submit samples of each of the required earthwork materials to the geotechnical engineer for evaluation and approval prior to use. The samples should be submitted at least 4 days prior to their use and sufficiently in advance of the work to allow the contractor to identify alternative sources if the material proves unsatisfactory. Structural fill should be moisture conditioned to within 3 percent of the optimum moisture content prior to compaction and should be placed in maximum 12-inch thick loose lifts. All structural fill should be compacted to a dense and unyielding condition 66677/5EA6R049.doc Page 19 of 24 P✓larch 1,2006 Copyright 2006 Kleinfelder, Inc. and to the following minimum percentages of the modified Proctor maximum dry density as determined per ASTM D1557: Fill below sidewalks: 95 percent Pavement subgrade within 2 feet of finished subgrade: 95 percent Pavement subgrade more than 2 feet below finished subgrade: 90 percent Trench backfill placed within 4 feet of finished subgrade: 95 percent ', Trench backfill placed more than 4 feet below finished subgrade: 90 percent 4.8 RETAINING WALLS The site is essentially flat thus retaining walls will generally not be required. Locally, such as adjacent to the loading dock area, low retaining walls may be required. The walls can be designed based on the following: • Active Earth Pressure (wall free to rotate): Design based on a fluid with a density of 35 pcf plus any surcharge loads. • At Rest Earth Pressure (wall not free to rotate): Design based on a fluid with a density of 55 pcf plus any surcharge loads. • Lateral Resistance: See section 4.3.4. 4.9 UTILITY RECOMMENDATIONS Typical design procedures can be used for the utilities based on the City of Renton Standards. As discussed in Section 4.2, there is a potential for liquefaction induced settlement on the order of several inches. Since the building and slab are pile supported, sharp differential settlements may occur that damage utilities entering the building. We recommend the following to minimize an adverse effects of liquefaction induces settlements: . Support all interior utilities from the slab. The design needs to account for the load that could be imposed on the utility by backfilled soil settling over and around the utility. We feel that this can best be done by not backfilling around the utility and placing plywood as a form over the utility trench to support the slab pour. A geomembrane such as visqueen should be placed over the plywood to minimize concrete leaks during the slab pour. 66677/SEA6R049.doc Page 20 of 24 h4arch 1,2006 Copyright 2005 Kleinfelder, Inc. • Use flexible connections wherever a utility transitions from at grade support to pile support. Liquefaction induced settlement is likely to be non-uniform and may result in some utility damage after a major seismic event. These types of risks are normally accepted by the owners since it is considered uneconomical to eliminate the risks. However, the risks can be reduced by providing a more flexible pipes and connections as appropriate. 4.10 TEMPORARY EXCAVATIONS, SLOPES AND DRAINAGE In general, there will be limited cut or fill slopes except as required for utilities or to place foundation elements. All excavations and slopes must comply with applicable local safety regulations. Construction site safety is the sole responsibility of the Contractor, who shall also be solely responsible for the means, methods, and sequencing of construction operations. The contractor should be responsible for the safety of personnel working in utility trenches. We recommend all utility trenches, but particularly those greater than 4 feet in depth, be supported in accordance with the referenced regulations. The contractor is also responsible for maintain a dry excavation including all utility work. This may require dewatering for the deeper utilities. The contractor should be made responsible for insuring proper drainage of surface runoff during construction. The contractor should maintain grades such that there is not unwanted ponding of water anywhere on the site. All collected water should be conveyed under control to a positive and permanent discharge system, such as a storm sewer. The contractor should be required to submit in writing is plan for construction drainage. 4.11 PAVEMENTS A majority of the project site is currently paved. Based on pavement exposures at the edges of the areas where pavement has been removed, the existing pavements range from approximately 4 to 6 inches thick. We understand that most of the existing pavements will be overlaid with approximately 1-inch of asphalt to provide an attractive surface and match new pavement grades. Based on our observations, the existing pavements appear to be in good condition as evidenced by lack of cracking and rutting. In addition, these pavements have not 66677/SEA6R049.doc Page 21 of 24 March 1,2006 Copyright 2006 Kleinfelder, Inc. developed signs of distress such as cracking or rutting under heavy construction equipment. The existing pavement subgrade soils are very dense and are anticipated to provide soil support to the existing and new pavements. In our opinion, overlying of the existing pavements is feasible. In areas that will require paving, we recommend light duty pavement sections consist of a minimum of 3 inches of asphalt over 4 inches of crushed surfacing and heavy duty pavement sections consist of a minimum of 4 inches of asphalt over 6 inches of crushed surfacing. 5.0 CONSTRUCTION RECOMMENDATIONS 5.1 AUGER CAST PILE INSTALLATION Auger cast piles are particularly sensitive to the installation methods and the contractor's experience. Poor equipment andlor inexperienced contractors can result in piles that are improperly installed and do not adequately support the loads. Thus, it is essential that the auger cast piles be installed by a qualified, experienced contractor with the full-time construction monitoring of an experienced geotechnical field engineer. The contractor should be required to submit in writing the list of equipment and personnel to be used. The pile superintended should have at least 5 years of experience installing these types of piles. General monitoring requirements include the auger down pressure, auger penetration rate, identification of cuttings, the rate of auger withdrawal, grout pressure and grout take. It is also recommended, as a minimum, one nominal diameter rebar be placed full depth into the grout after auger removal as a check on hole "necking". If the rebar cannot be installed to the bottom, the pile should be rejected. The required pile penetration depths presented on Figure 4 assume that it will not be possible based on the drilling action to assess the nature of the soils at the pile tip. If observations can definitively differentiate between the very dense bearing sands and the layers of firm clay/peat, it may be possible to shorten the required pile lengths. The contractor bid should consider the difficulty of drilling through the very dense, partially cemented upper fills. The need for pre-drilling or pre-excavating should be included in his bid as appropriate. The contract should have language to address 66677/SEA6R049.doc Page 22 of 24 March 1,2006 Copyright 2006 Kleinfelder, Inc. i`� encountering obstructions that would likely be shallow enough to be removed with a trackhoe excavator. 5.2 DRIVEN GROUT PILE INSTALLATION Since the DeWitt driven grout pile is a proprietary pile, the contractor is responsible for the design of the piles, required depth of penetration, required driving resistance and pile performance. In addition to the design and installation criteria, the contractor should be required to submit in writing the list of equipment and personnel to be used. The estimated pile depth, capacity and driving criteria should be supported with at least two pile loads tests combined with pile driving resistance information from other pile projects in the area. The pile superintended should have at least 2 years of experience installing these types of piles. Pile installation should be monitored on a full time basis by an experienced geotechnical field engineer. 5.3 SUBGRADE PREPARATION Prior to pacing fill in parking and sidewalk areas, the exposed subgrade soils should be proofrolled with a minimum of two passes of fully loaded dump truck, scraper, or front- end loader. Proofrolfing should be performed under the full-time observation and guidance of a representative of the geotechnical engineer. Any areas that are identified as being soft or yielding during proofrolling should be over-excavated to a firm and unyielding subgrade or to the depth determined by the geotechnical engineer. Based on our observation of the existing subgrade soils, we do not anticipate that significant over-excavation will be required. 6.0 LIMITATIONS Recommendations contained in this report are based on the field explorations and our understanding of the proposed project. The investigation was performed using a mutually agreed upon scope of services. It is our opinion that this study was a cost- effective method to explore the subject site and evaluate the potential geotechnical concerns. The soil data used in the preparation of this report were obtained from exploratory borings completed for this study. If the conditions encountered in these locations are different than what was previously encountered at the site, we will make any necessary revisions to our recommendations. It is possible that variations in soil and groundwater conditions exist between the points explored. The nature and extent of these variations 66677/SEA6R049.doc Page 23 of 24 March 1,2006 Copyright 2006 Kleinfelder, Inc. ' 'i __l ' may not be evident until construction occurs. If soil or groundwater conditions are ' encountered at this site that are different from those described in this report, our firm, and the design team, should be immediately notified so that we may make any ' necessary revisions to our recommendations. In addition, if the scope of the proposed project, locations of facilities, or design loads change from the descriptions given in this report, our firm, and the design team, should be notified. The scope of our services does not include services related to construction safety precautions and our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. This report has been prepared for use in design and construction of the subject property for Harvest Partners and the project Team in accordance with the generally accepted standards of practice at the time the report was written. No warranty, express or implied, is made. This report may be used only by Harvest Partners and their design consultants and only for the purposes stated within a reasonable time from its issuance, but in no event later than one year from the date of the report. Land or facility use, on and off-site conditions, regulations, or other factors may change over time, and additional work may , be required with the passage of time. Any party other than Harvest Partners who wishes to use this report shall notify Kleinfelder of such intended use. Based on the intended use of the report, Kleinfelder may require that additional work be performed and that an updated report be issued. Non-compliance with any of these requirements by the client or anyone else will release Kleinfelder from any liability resulting from the use of this report by any unauthorized party and client agrees to defend, indemnify, and hold harmless Kleinfelder from any claim or liability associated with such unauthorized use or ' non-compliance. It is the responsibility of Harvest Partners to see that all parties to the project including ' the designer, contractor, subcontractors, etc., are made aware of this report in its ', entirety. The use of information contained in this report for bidding purposes should be I done at the contractor's option and risk. Further guidelines and information on this !i geotechnical report can be found in the ASFE publication entitled Important Information �i, About Your Geotechnical Engineering Report, which is included for your reference in '� Appendix C of this report. j 66677/SEA6R049.doc Page 24 of 24 March 1,2006 I Copyright 2006 Kleinfelder, Inc. ��`� �� i `l��7-��`I i�1�2� � '��c ��_� - ` . : - .�.� I: �! �.; , � J L f�,,, -,.I tt �f = � _ _ �� il�'i L��i� � I�2�tI�SE=�f� �� - —�' �r—'��i � =----�. `, -_� � a �4� �r ,,c, - ��r'' �� IL �'ti �, �=�J�� L �� J s � a � � '';1 �, , k e �� ; i m `°� ��C�� a �}`� ., W a s h r ►t g t o n - ?Q� I /� � � d �' � ' ''� i �f �iZ co, ca ,�';�; ti�� ,�� _ o: (I � m 4 �;,-��a�' �� . .�� i �,; ��<< ---�\� � �i�� , , � '�NI ��ii��,f=� � cr `� � �� - II ,,,��°'i.�a?, . . °�'� �L!�.�� I �-+� � � ; �" I�— �r,,� � � .� 1,�� , it9`� �'r 'I '�!��' �``� �� -i� �d,:,. _ ---� � NE-- r-^ �—,--,;, , _�� -�- . ` �"°��' � � �I �' :�� /�'o�— �, Bryn-Mawr—�= �1,'�� •� � S,�\ � ( ';;� i��,=' �C -�N._____IC_:r-,r--� . _.._. . - _,. �•1 ti' �� . ,i 1 ��. 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'` Not to Scale Vicinity Ma� FIGURE ��KLEINFELDER Target Development Harvest Partners �/ The Landing � PROJECT NO. 57450 February 2006 Renton, Washington , i ,�'I ��^ �� {�}B 8' -.� 1 �'1 -�� ` '` �� ,'��: r - �� '�i ' � �,.� / �_�, ,� �� ..��'�� i ��1�, /.f Z //!r�' ./ S...�.. ��, � � _ � � , -- �` , ; -� ;,;- �- -✓.. �.,, l % - C��' --�a=:39 "-- � : �, % ' ' ��- ":�--`1 t H , - 1� _ � ti - -�_ �'"" ; / �- '�1 Y � � Y /�- / �� , 5�` — � ' _ _ ; _ .,, �.. �"�_ ✓ �� !� � ' ='" . \. %' � �.! = l i. � / � ' _ / ��"i�� •,� � ' ! / ''i _ i' � ��, `�\ � . .�,.J._ : ,� � �, - .;�-� - � .�;: � � ��, ��,. �_ = �� , ; �. �-' _ �, �,V; � � "� , , / 1,;� i a ` - -- /�� -. � _ = , , - , , � _ � ' V� � -�B 43� �,�r'' ., i' �+,�.�� < , ' ._.r,..��"B.-�4�. � "k ; � ' ; ' �� B 42 � � � � -- � � , '� _ % -�`� '�1 , ' � � ', ,---_.%*r-'��/ '�1 _ < , , ��i��v�� j � � �'`` �'�i /y � � �'�-�� ' /'�.�- � �1` `. ., ;..- ;.. . _ . ... ./i-� �� , . 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'_ - -�_. __. .'� , - _ -- _._. .__._.... - i___ �. �.-..._- �__. ..__._. -. �. }. . �`I / r ___� \\ I� � . �� _ _ rn� Site Plan based Legend '�V on map provided �e-7 ExplorationNumber and Approximate Location by Callison Architects dated December 2005, A��A, Cross-Section Designation &Approximate Location o �oo subject to change. Scale: 1"=100' Copyrighto 2006 Kleinfelder, lnc., All rights reserved. Tan7et Development FIGURE �� fiarvest Partners The Landrng Site and Explorafion Plan � Renton,Washrngton KLEINFELDER Project: 57450 Fe6ruary 2006 ,, A Proposed Proposed A� Wesf Junior Anchor Targef East � o � o� �l, h� � d� O � � o �L.'` �L.'` h.'` �,h h h h.`ti �'Q�l' �Q�pl' �Q�pl' �'Q�pl' �Q�p� �'Q��\ � � 2 � � 7 . . . . .3 . � p7----� -- �� ' . 5 . SP )4 ' B .— �� _. . . . . . . ' 7 5 .SP . _ _. . . fi . . . . 4 . . . . 5 . .— _ . . PT 2 ML 2 4 . _ ZO _ . 2 PT ZD — . . . . . . . SP . . . . 1� . . . — _. . SM . '8 . ._ .�L — . . . . . . SP . qq— . . ._ 30 -. . . Pr . . . . . . - 30 _ . . . . �T. . p . 8 .— +"'�. _. . �SM . . . . ._ ."'�.. � N � 40 — . . . Dr . .-�.' .-- . . l��_ . 40 � � U 7 9 15 U � _� —�',L z 8. . .�v1L z . _ � � OL q ML 4 16 � � 50 ^� ��,._SM 6P^?; — . . . 9 56 SP 5� � a ;-�'T'•:,� ' "i$Pc . '.��=:.;:.�� PT r;�. ��'_">. __ r:,`.-r�_-�...— u � �--- iZ�2r r;:-�'.^.�..`�,:. �48:.:: C `a-'- •>S�1�t — �,...:. 5 �:' � " � - _ ��p.,' . .'�. ',�. :•r" ��. .:.,Y- ' O O .'�i :,.�' _.'`. L i _ �4� d�j: - ;�.. _ :��}P,� •�y::'t &.��.,,;;:r;, :�' n •,P. r' ��r �G. (7 rt' - - L ...... . . . .::, ..... . .. .. ... .} . .. ....' : ,.:.: ..�., ... �.: . ::` ,-. :. ... x. - - ''�i'L'� . _ ''�" .��.` � - 34' � .8.::' -`�� 6 '.s�. �•� �� 60 - �'.r`� - >y i ? � - :�;�`�;� L +•t` 25 I '�.�;•.,_.;':.:;: - 0 ^��; O O :�'^,yp i � - _ ' - �.'GF, P � 's Y ^, '�;;..::.�:.,;�<�'`` ��'-'��4j / � J`�p`l •=y' � -,�J•/,, W _ — /' - . .. . �3 � °�° 70 � �� .::��i:-. _ ::.�:::�:y: T �. .. .:.: ...: � 70 m Q � T pT 1 3 . -." �.ST.1;'i�.� �•.,...: Q � 0 14 _ :;e:/.;"�� :.i�:: �`��:•-�.,��:�,t`�� T � 4 •;�,,• 9'03.�,�':�� 9/"FI r " 80 . - , /�};;:�;�:;��:.-.:.'� 80 _.-�. �7�� _ _ 's;i;,;.:� � �s ?. . -:� ''�•: - �4!�.. `IIJ,�:.�::':?...'• �. _ =•,.�' _ .�ti� . ,, .. .... ...-_:.. ..2.. =�� ..r. 'i',�'s� - Y. 8- .�� - :SP`. .� -.�*..- �s:.;. " ' _ " - " ::'l"'�n � _ '.p.,` :�:�� "•S "g,: '.<T` - `.�. '�'.,;:':,� �YDD'� 8 .. . .. . � .. ,.. :.•.•. ..... :��::' .� , ... .... . .- . ....� . .._ ,.... ...-: ... ,. .•� .-"•"'• , :......_: . . . . _ ;.SA�:� - - :�: :�� - 90 - 90 '�:;;:: �' - r;;- _ _.,:�. - - _ _ _ =�=' �`: `..i:f..,', 50%5'f:•. - D$i,.:��;� .;_.......:•... ,. . . - - . . :.:�� .,� '•r' - - - `.�� _ '�� " ..y. ,'�Y: :'..�. •��.: I: •'�:.' ' ' ��t�"'' >� ' ... � � .. . _ _ . . .�..•...�'� ..,.._. ..s / / .,1.: �'7 '.>t• - - _ 7 4 - - �$y .,,;` _ .�Y.'.,� - R'• - �'..�-��,'". •S _ �,;� .� 100 - 100 - ..,. �� :�: ^-�: - - � - �<`: ;_,.-. _. . .. :;;: ..,..; .f: � •�y.. - �;.. - D_. ..5�.. k ;�,;.' - - _ :'�:'- �a.•� �4 � �.1: �Y: ' t'.' 1•�� .1•�- �t�+ � .,�' 1. - - _ `}Y � •�`� 0 ....�..`... •. .n . ...� . . .u, .' � .� . .�... .. ..•.�. .... .�. _ ..-. � .w....� :.��:.�i ' �::;+ ` ' ��I=.. .n •>: �v� 11 . .. . - - - 110 0 `',: � . - �:��:: . �� ,�� - Soi! T e . . - Y ��;��. _ p ... id' ��iti`� - - s'� :stus�;:`.:�.: o-' .. ;.:......�.... ... .... . . - _ •-,' . � ... . ....:..... .. ... ., :;`l•- _ _ . �`\.� � . .:,; �s,Gi �<,:�' . ML - Silt ';r^ .'•' ::;,' ':�;'• . `:. �'J�6%6':- `:a' ~�eQ.'�:,''' — - . . , �;� . OL - Or anic Silt . ��,:: - ::;; - . . 9 � - - ,g;::;,`=_;: ';., PT=Peat _ -.`;:°::�;�:: - :�;:�.. � SM= Silty Sand Legend � . ."t5:��:::=�>;;`:"��"�-� _ Generalized Engineering Units :;:r::,:��,:;;�;;.�:r:�� SP Sand °� .,, ,��;�.i:�`�:;'.... .....� SP-SM= Sand w/Silt �Q Exploration designation and approximate location � Fi/l: Dense, silty sand with grave!or sandy.silt�with�gravel. Top of exploration Horizontal Scale: 1"= 100' � Upper Loose/Soft Soils:Loose/soft silty sands, silts, organics. Some layers of of compact sands. 0 25 50 100 200 �2 Sfandard Penetration Test N-Value Groundwater leve!as estimated during drifling � Lower Silf/Clay/Organics:Zones of firm/sfiff organics, compact silt, soft/strff clay. 0 5 1 D 20 40 8otfom of exploration � Lower Primarily Dense Sands: Very dense sands with zones of sand and gravel. Vertical Scale: 1"= 20' -?- -? Inferred geologic confact . Target Development FJGURE �� Harvest Partners Subsurface Cross-Section A-A� The Landing Center of Proposed Target and � Renton, Washington Copyrighto 2005 Kleinfelder, lI1C., All rights reserved. Nofe: See Figure 2 for Cross-Secfion Location KLEINFELDER prpject: 57450 February 2006 Junior Anchor Figure 4: Allowable Axial Compression Loads Auger Cast Piles with Liquefaction Induced Downdrag 300 —�--14-inch diameter 250 - �-16-inch diameter —�k-18-inch diameter N Q. � �E-24-inch diameter � 0 200 - -- -__ _ � c 0 �N N � � E 150 - - - _ _ 0 U � .X � a ,� �oo -- - - � � 0 a I 50 ---- - - - — — - -- -- �i i _ � 10 15 20 25 30 35 40 Depth into Bearing Soils (feet) I APPENDIX A FIELD EXPLORATION Soil samples were collected from the borings at 5-foot intervals to depths ranging from 98 to 138 feet bgs, using a truck-mounted drill rig utilizing a mud rotary system. Soil samples collected during the field exploration were classified in accordance with ASTM D2487. All samples were sealed in plastic bags to limit moisture loss, labeled, and returned to our laboratory for further examination and testing. The borings were monitored by our field engineer who examined and classified the materials encountered, obtained representative soil samples, and recorded pertinent information including soil sample depths, stratigraphy, soil engineering characteristics, and groundwater occurrence. Upon completion of the borings, the holes were backfilled with Bentonite chips. Soil classifications were made in the field in accordance with the Unified Soil Classification System, presented on Appendix A-1. Sample classifications and other related information was recorded on the boring logs, which are included in this appendix. The stratification lines, shown on the individual logs, represent the approximate boundaries between soil types; actual transitions may be either more gradual or more severe. The conditions depicted are for the date and location indicated only, and it should not necessarily be expected that they are representative of conditions at other locations and times. 66677/SEA6R049.doc Page 1 of 1 March 1, 2006 Copyright 2006 Kleinfelder, Ir,c. SOIL CLASSIFICATION CHART I SYMBOLS MAJOR DIVISIONS TYPICAL GRAPH � LETTER DESCRIPTIONS ' �� s�J WELL-GRADED GRAVELS,GRAVEL- ' CLEAN •;� � �; GW SAND MlXTURES,O%TO i5% GRAVEL GRAVELS •�• �� FINES AND LlTTLE OR NO FINES) �O��p O POORLY-GRADED GRAVELS,a GRAVELLY � !�Q O OQ� Gp GRAVEL-SAND MlXTURES,O/o TO SOlLS °o 0 oa a o 15%FIIVES I a COARSE GRAVELS WITH � �o o� GM ' SILTYGRAVELS,SILTYGRAVEL- GRAINED MORE TNAN 50% FINES � p �Q SAND MIXTURES � SOIL OF COARSE �� FRACTION (APPRECIABLE RETAINED ON NO. AMOUNT OF FfNESJ CLAYEY GRAVELS,CLAYEY GRAVEL- 4 S1EVE ' i GC SAND MIXTURES I i SAND CLEAN SANDS , ��- :��'�j SW AENDS,0%TO 15%�N SRAVELLY MORE TNAN 50% A1�l� �.� �. �. . � . OF MATERlAL!S ' SANDY (LITTLE OR NO FlNES) POORLY-GRADED SANDS, LARGER THAN NO. SP � GRAVELLY SAND,0%TO 15% zoos��ves�zE SOILS FraEs MORE THAN50% SANDS WITH sr�rvsaaos,SlLTYSAND-GRAVEL OFCOARSE FINES SM MlXTURES I FRACTION , PASSING ON NO. �qpPRECIABLE 4 SIEVE AMOUNT OF FINES) SC CLA YEY SANDS,CLAYEY SAND- GRAVEL MlXTURES i INORGANlC SfLTS AND VERY FINE � SANDS,ROCK FLOUR,SILTY OR ML CLAYEY FINE SANOS OR CLAYEY SILTS WITH SLIGNT PLASTICI7Y �i FlNE SILTS INORGANIC CLAYS OF LOW TO LIQUID LlMIT MEDfUM PLASTICITY,GRAVELLY GRAINED AND LESS THAlJ50 CL cLavs,SANDYCLAYS,s�crv SO1L CLAYS cuvs.�aN czavs I OL � ORGANIC S/LTS AND ORGANIC — SILTY CLAYS OF LOW PLASTICITY ---I--- MORE THAN 50% lNORGANIC SlLTS,MICACEOUS OR OF MATERlAL IS � �H DIATOMACEOUS FlNE SAND OR SMALLER THAN NO. SlLTY SO1LS 200 SIEVE SIZE S�LTS I AND LlQUID L1MIT CH fNORGANIC CLAYS OF HfGN GREA TER THAN 50 PLASTlCITY CLAYS OH �RGANIC CLAYS OF MEDIUM TO I HlGH PL4STICITY �... . . . . .. . HlGHLY ORGANIC SOILS :: :' ::: : PT P�r,HUMUS,SWAMP SOILS WITN HIGN ORGANlC CONTENTS NOTE:DUAL SYMBOLS ARE USED TO 1NOICATE BORDERLINE SOIL CLASSlFICATIONS Copyrrghto 2005 Kleinfelder, lnc., Al!rights reserved. Target Development � I Appendrx '� � The Landing Soil Classificat�on Legend Renfon, Washrngton ;I A— , KLEINFELDER `project_ 57450 February 2006 J �� JI TESTING PROGRAM .a LABORATORY FIELD' U.S.C.S. ; � -� � VGELL/PIEZO W e r v �, � � °� � Wa o SOIL DESCRIPTION x CONSTRtiCTION ', �+F:, � � �7,,,�� U � �i i � a� i F+ :�7 F"Z `a 'a �%� F' A 3 u � �� ,� i � W � �� U A Q o '�--�' � � � Q cn z `n O a 5 �� F" d \a � �" `"! Surface:asphaltic concrete pavement � ,� a ,,, ° Z Fp �Q �.�-.� � ' Asphaltic concrete pavement(6 inches � �a � thick . A� �u. � �--�----------------h � � 1Base course�ra�el.__ _ _____� � � SAIv'DY SILT(ML):yellow-brown,moist, �' � i medium dense,fine-grained sand. "'Q 5 1 (FILL) o a � _ 15 �c_7 Er ia z� ; o� I .� C7 a 1 2 ' -�rades to no sand. ___ ___ �Fd., 10–' ' 2 � OL -_ ORGA.'�TIC SILT(OL):brown,wet, �a medium stiff. � 4 'y� — � � — Lt F' — I ... F E� r. , _ �+ 15 — 0 �• % 3 SM SILTY SAlv'D(SIVn:gay,wet,very loose, r� I FF ' 1 '� fine-grained sand. A u 1 ML �SILT(l�II.,):gray-brown,wet,very soft, �� 0 , q with organics(plant fibers). z� 0= 20 1 ' , �=�= o �Q I i _— ' o� P-S: SAl��D WIT'H SILT(SP-S�:red-brown, �� , wet,medium dense,with oreanics(plant x� 10 5 ! and wood matter). �� 1 'I d� 25 lg I , �. 16 ^a PT � PEAT(PT):red-brown,wet,very soft. �z U Q ��. .� �"z ^. 0 6 � �� O 30 1 � , ,�,, ,� �.,� O . - N . . . _ �i �'�i ~Q �I ' � SM SII.TY SAND(SM):gray,wet,medium �" dense,fine-grained sand, 1-inch seam of ;,,�= zs.3 Zo 12 7 sandy silt,trace organics(wood fibers). I rr.p �. � �F m 35 12 , F-¢ ' J 10 � N � . . . . � '. ,I i � . ' f��-��--�� PT �� PEAT(PT�:red-brown,wet,very soft. w � — o � `/ 8 � �'`� �' N \\. I � � 1 4 '', ,'', o � DATE DRILLED:6-9-OS SU1tF�CE ELEVATIO\'(feet):30.0 DRILLLIIG 14ETHOD:i�fud Rotary � � LOGGED BY:I.LaVielle TOTAL DEPTH(feet):99.0 DRLLLER:Holt Drilling Q � � REVIE�'VED BY:vi.Byers DI.AMETER OF BORL'�TG(in)8 inches CASI�IG SIZE:N/A � � Lakeshore Landing Development Appendia� � Renton, Washington � ��KLEINFELDER Z A �la F GEOTEC OILS��LITEBL�LS 7'EST G GI_VEERS BORII�TG LOG � N PROJECT NCiD�iBER: 57�50 B_20 PAGE 1 of 3 TESTING PROGR?iM I � I..ABORATORY FIELD'� ti.S.C.S. .,' �, � � � �VELL/PIEZO W e H � �� W� aW � � o SOIL DESCRIPTION — CONSTRUCTION � �H � � z� � c v, L a a Q ,� F- W F"Z `� 'a v�v� F' a 3 � � '��-� Z i+ 0.' F v�W U � Q o C: � O c � v�� I `n Z Ad O z E-� o.N � .a � �, O 3 �p d �y °° E'" �V �d J � � z p , 4 i i �'�, � '� �' ��. , o � ,— ^a SII.T WITH SAND(MI,):gray,wet,very �.� soft,fine-grained sand. ' �� I �Q 0 9 O,.., 45 1 � �w � o � � �z zw ' � _ SM � `�SILTY SAND WITH ORG.A1vICS(SM): �� - � , gray and brown,wet,loose,fine-grained C7�• 1 I 10 � I sand,with organics(plant matter and �E,�., 50 5 � ' roots). �A O 4 � � -�G�j PT I`� PEAT(P'I):red-brown,wet,very soft. O� ,�� F 1 11 :��-' '� �"� 3 c� 55 5 ,,� , � x o — ' .. 4 , , c�F SP � SAND(SP):gray with white,wet,medium ; a v dense,fine-to medium-L2rained sand. �O 17 lZ � ��' 60 I 12 ML SILT(MI,):gray,wet, stiff,some organics �� ' �� lant matter C Q I I 11 i �'------------- v SP SAND(SP):gra y with white,wet,ve ry O W dense,fine-grained sand. ;� � �� 26 ��, , 13 �V 65 31 L� <� 32 �� .a ' �A � Oz �d 22 14 j -grades to fine-to medium-grained sand. �O 70 , 2� i �Q � 23 I O � I Nv .�rI � 1 PT I�`' PEAT(P'I):red-brown,wet,soft. �� ' = �� 0 15 � '��, ,, �� — O � , ,. .,,, r�„c, 0 m 75 � 1 — �d � ,�,, I � Z — o I I �. ,��, � I� c� � — w � � � `''� �' � � g 1 16 I' �,, _ 1-inch seam of gay sand with some silt. � a I I I f,�, � O � 8 � � *S.�IPLER Cal.(3"OD) SPT(2"OD) Core Shelby T Grab �O �" � TYPE e Split Spoon � Split Spoon � Sample ' Tube J; � Recavery a � a **HA11L�'fER�VEIGHT 300 Ibs 140 Ibs � (30"Drop) (30"Drop) I I ° Lakeshore Landing Development Appendix � � Renton,Washington � ��KLEINFELDER A �lb � � GEOTECHI�OII.S�L�TERIA S�TES ING GINEERS BQRING LOG � N PROJECT r'UVLBER: 57350 B_20 PAGE 2 of 3 TESTII�G PROGRAD4 L.4BORATORY FIELD U.S.C.S. w wELL��zo ? o � r w 4 ^s �� Wa � o SOIL DESCRIPTION v � .� C7� �n �, '� � :zl �l W CONSTRUCTION -� �;,y � � � c ;� � ..7 � Q x W �i a a �� r a 3 � � �� z � ,� H �E,'�„ � o Q� � � o � Q �,z �n ; z � � cz �- ; �N � �� O � �' °` �" � x< � � z o ,, w c� 8 ,� , w�: Z ML ' SILT WITH SAND(ML.):gray,wet,stiff q� to very stiff,fine-grained sand, 1-inch seam � of fine-grained sand. �Q a i� o� 85 , � , H w , ia z z w Svf SILTY SAND(SM)interbedded with �� ' � SILT WITH SAND(MI-): graY,wet,very �=� 19 18 dense or hard,fine-to coarse-grained sand, z.rQ, 90- 31 some organics(plant fibers). y� 42 C _ � o� W F'' i �� I 50/6" 19 ' -grades to fine-to medium-grained silty � r� 95 sand. �z �-. -i , � E� aL zc a� 99 -„ z�: Boring terminated at 99 feet below ground C: surface.Groundwater level not identified F"� <� during drilling because of use of mud 'u� rotary drilling.Boring backfilled with �=a bentonite chips. �7 =� F`-' <i- az zA oz �d �� ;Z Q� a� <� � �� :�� a; 0 m �� N N H O C7 � i � I a 0 N � ' a O Q *SA.�fPLER e Cal.(3"OD) � SPT�2"OD) � Core , Shelby � Grab � �0 ; ; T1'PE Split Spoon Split poon Sample Tube Recocety `, � 3001bs 1401bs a **HADL1'IER R'EIGHT � (30"D rop) (30"D rop) ° Lakeshore Landing Development Appendis ? Renton, Washington a ��KLEINFELDER ' � A �lc � GEOTEC OII.S��tiL-1 ERL�L S STITG GI\'EERS gORING LOG � � PROJECT ViJ1�fBER: �7450 B_20 PAGE 3 of 3 TESTL'VG PROGRA.�1�f � LABORATORY FIELD L'.S.C.S. G`�-.7 0 = # � � � � wELLm�zo ? e � F � H s �� W� � o SOIL DESCRIPTION x CONSTRUCTION a a�, g � �^ W � � L � ��' � a � � w H� a a s� N A 3 � � �� z � w E" �=. � A Q� ., �. o ; C �'z z a 3 Oz � � �`�' � '� `n Surface:asphaltic concrete par•ement � �Q e �' o� F " U � -� z C I^ 7J � ~�• � Aspha(tic concrete pavement(3 inches � ='� ML lthick�----- ----------� A�' _� ��asecoursegravel___________I Q� j � i i SANDY SILT(�fI,):gray-brown,wet, � �"' � hard,fine-to coarse-grained sand,trace �� 10 1 �ne-to coarse-grained gravel. O'" � ! 17 (FIL,L) F w a�' 18 ML � i SILT(ML):brown,wet,medium stiff,with p� organics(root fibers). J� ... ;�:.� z ' 2 �a i �Q 10 2 cA i q �=� �z C.. � E� � � I ,-i F 4 3 i � -grades to no visible organics. �3 15 3 � �z � 3 �� :�:� I av , �O .a � 0 4 OL = ORGANIC SILT(OL):gray to �� 20 p _ dark-brown,wet,very soft. F_ Q�. 1 — �%< � SM � �SILTY S.A��ID(Sy1): gray,wet,medium j •-�L Idense,fine-grained sand,some organics. �� i 6 5 ' F�„v 25 - 4 C� � 13 -� z PT PEAT(P"1�:red-brown,wet,very soft, �z '' ��' interbeds of organic silt. a.�Q, ��i, ,i ..'z I0 6 �� .��. C�-� 30 � ,,, , ¢< 1 — i �'L �, 0 SM SII.,TY SAND(SM):gray,wet dense, � ; fine-grained sand,lenses of dark brown � � 16 � organic matter. �r �� m 35- 19 � � ' ' �� "a , ls I � ' i ------------------- �' PT PEAT(P"1�:brown,wet,very soft. > W � — 0 1 8 �"� �' N I - .. � 4 I � ', ,``, o � DATE DRILLED:6-9-OS SURFACE ELEVATION(feet):30.0 DRILLING b1ETHOD:�iud Ratary ca. � LOGGED BY:I.LaVielle TOTAL DEPTH(feet):9�.0 DRILLER:Holt Drilling � r�- � REVIEVVED BY:�L Byers DIAMETER OF BORING(in)S inc6es CASI�TG SIZE:NlA � ° Lakeshore Landing Development Appendix � ? Renton, Washington � ��KLEINFELDER � A �2a Q GEOTEC OILS.�D�L TERL�I,S T S ING GIIVEERS BORING LOG � N PROJECT V-[J1�fBER: 57�350 B_21 PAGE 1 of 3 TESTING PROGRAM LABORATORY FIELD ' U.S.C.S. ..7 p o .� ,� WELL/PIEZO � o � � �w � � �� :,.�� o SOIL DESCRIPTION �. CONSTRtiCTION �^ �;=, � � �� ,.�„f_,'� c :n ` -7 �-,��" � � E-� .,�"� -i„�,�z ..7 ..7 ��n c" A � u � �� Z i+ � i� r�'� U q Q� � � � e Q r�z � Z a c oz �- � =-N � �' � o 3 �� Q a °z �' � � �d 4 ;, '' o w c.� ' '_'� , , , � 1 I �II-. ' j SII,T(:1�.):gray,wet,very soft,trace �a.,� i fine-grained sand. �� Q 0 i, 9 z� 45 1 �a :a aF 1 zz �j I v L-: .� I 19 lp S`� SII.TY SAND(SM):gray,wet,very dense, `��' fine-grained sand. L H 50 ' 30 �A 32 ------ — ---- �-= SP SAiv�(SP):gray,wet,medium dense, �:.� fine-to coarse-grained sand,some C F � fine-grained gravel. �" �H 7 I �; 11 PT �"%� PEAT(PT):brown,wet,medium stiff,with �� 5 ,, ;��1 sil� F O � i ,,�, ,,, QH C '� .��.I A U ';,,, I QO 4 12 i— = --- zr� �fL�—I S.ANDY SILT(NII,):gTaY,wet,very stiff, C� 60 ', 12 SP �,fine-�rained sand.— -- — --� Q F" i 18 SAND(SP): gray,wet,dense,fine-to �� medium-grained sand. I �� I �� 11 13 I F"U � E-� 32 <� 65 �, 30 � z A 0z PT `1 PEAT(PT):brown-red,wet,very soft, r �d = with organic silt. I� �z � 14 'L�`=-------------------- =•0 OL =�1 ORGr11`ZC SILT(OL):gray-brown,wet, ; 70—I � —, very soft. �d -! 1 — ^'p �7 PT �`� PEAT(PT):brown-red,wet,very soft. � i� = �:, 1 15 ,,`', ,' �-� — ,�b m p �, ,��, ~' � 75 — -�d m � a � ,i�, �� o �� ,��, � c� — W ��, �, o � — �, . g � 1 � 16 — N � j -grades to brow-n-red and black. > � $ ' ,,�, ,� o � *Sr��LPLER e Cal.(3"OD) � SPT(.2"OD) � Core , Shelby � Grab � �0 °" � TYPE Split Spoon � Split spoon Sample Tube Recavery � ~ „* 30016s 14016s a I3A1VL11'fER�VEIGHT j (30"Drap) (30"Drop) QLakeshore Landing Development Appendix '� � Renton, Washington � Z � KLEI�TFELDER A �2b �; N GEOTECI�.IOILS�vi��i�s�ESTivG GI_VEERS gORING LOG � � PROJECT;��iBER: 57450 B_2,1 PAGE 2 af 3 TESTII�G PROGRA.tif U.S.C.S. � LABORATORY FIELD F WELL/PIEZO ? e H ° �� G �� a� o SOIL DESCRIPTION x C0�ISTRUCTION � �.,,, "��' � z�t ,�`"j � :i; L � °'� � � �r� F o �. � � FW., �i F � q �oo �, � �J a Q �nz , z `� '' z a 3 oz H � :.N ,a � � o w—� ►- Eo d a ;o �. N V a ^� � � I W U a G�r�-+ 8 i I � i I �"7 _ , � �, ,", a� — � � � ML SANDY SILT(MI.,):graY,wet,hard, -- ' �: fine-grained sand,with organics(plant ;�,C 0 17 fibers). �� 85 1S I �� , i2 z z J� ;7:, 31 18 ' -grades to interbeds of fine-to �H 90 38 ; � medium-grained sand. v d� O 26 i � .a c;j � I �� : 26 � 19 � -grades to fine-grained sand,trace y 3 95 I organics. � Boring terminated at 95 feet below ground F p 19 surface.Groundwater level not identified Q F during drilling because of use of mud Q rotary drilling.Boring backfilled with 4 C bentonite chips. z� C"" FF vQ ! C�, �U �z �� F.,U C� � � z� O cn az :.o � �Q N O .� .~i :/]� :ti �Q m " o �Q m N N � I � � U.i C 0 O O N � 'a ;� Q *SA1�IPLER e Cal.(3"OD) � SPT�2"OD) � Core ' Shelby � Grab � �0 =" N TYPE Split Spoon Split poon Sample Tube Reco�ery Q ~ ** 3001bs 14016s � HANINIER WEIGHT � (30"Drop) (30"Drop) � Lakeshore Landing Development Appendix ? Renton, Washington Z ��KLEINFELDER A 32c �; � GEOTECHnOILS'�TD MATERIALS T STIl�G GI�IEERS BORING LOG �' � PROJECT:�TL'�IBER: 57450 B_2,1 PAGE 3 of3 i TESTING PROGRAM U.S.C.S. � ; LABORATORY F1ELD � ,: �VELL/PIEZO � e F F � � e °� a �a � o SOIL DESCRIPTION .. CONSTRUCTION a �F;, � � zr..�-a W "o°'• r�i`� ` a �� a � r 3 0 � �.,� z � � F� �i� U : Q� x � � c C �� `� � �' 3Oz � ~ �"N �''' �� Surface:asphaltic concrete pavement � �O � a Q o 4 I � V ..7 � z O i :7U Q � ..,'� Asphaltic concrete pavement(4 inches �= , G�i ' thick . a� ° � ase course avel. _11 �" �-----�------------ �., SILT'Y SANDY GRAVEL(GIvn: 1 �" SM �y_brown,wet, dense,fine-to �'Q �coarse-grained sand,fine-to coarse-graine�j O A 5 i S �gravel. �I r c� ! 1 � �FII'LZ-------�i Az 7 SILTY SAND(SM):gray,wet,medium i O�w dense,fine-grained sand,trace organics �c�' g (wood)• Cy o., i LFILL�--------= z d � GM a SILTY GRAVEL(G1�:gray and brown, � �C 10 69.7 36 ' 0 Z wet,very soft,fine-grained sand,some p A � 1 QJ fine-grained graveL �� ° C.. 1 i �� F o F3 i �' 15 � 2 3 -grades to gray-brown silt,trace organics F p SM � 3 �\L��----------------� aF' � � 4 'I SII,TY S.A1V�D(SM):gray,wet,loose, a y. � ' I ' ; fine-�ained sand. Q^ i �, � ; � � � ; � ____ _ �^ 20 P-SM' :�i� SAND WITH SILT(SP-SIvn:gray with �=:- � i a l a i' Q�., � white grams,wet,loose,fine-to ;,Q 5 , '�'�' medium-grained sand,some coarse-grained O;� OL —� avel trace or anics rootlets . '�� 1 — 1�—�---�— �---�-----� �z —� ORGANIC SILT(OL): gray,wet,very �Q soft. �� — �v 25 ! _-{ Q'' i 0 5 �, �� ; 0 PT �'—'%�PEAT(PT�: dark brovvr►,wet,very soft. �a I 3 '' `"', d � .;, �cn �' �O 30 I SM ' rSILTY SAI�TD(SM):gray,wet,very loose, �Q C s s.� Z s 3 6 � fi n e g r a i n e d s an d,l o g e n c o u n t e r e d d u ri n g N� 1 ! S�P�g' �� 1 I �� — �O � PT PEAT(P'I): dark brown,wet,very soft. �F„ � 35-; �' �"' r< a ! 1 � OL — ORG.AI�ZC SILT L��.�ray,wet,stiff. _� � , 12 SM SILTY SAND(SM):gray,wet,medium � I 18 dense,fine-grained sand. W o i , o _ : I " j j > .. � 4 N Q DATE DRILLED:6-7-OS StiRFACE ELEVATIO�I(feet):30.5 DRILLING b1ETHOD:Mud Rotary G � LOGGED BY:D.Divine TOTaI.DEPTH(feet):90.0 DRiLLER:Holt Drilling d � a ��'�'�;'ED BY:I�f.Byers DL�IETER OF BORLtiG(in)8 inches CASII\G SIZE:�i/A � �� QLakeshore Landing Development Appendix � � Renton, Washington ' � Z �KLEINFELDER A �3a '� F GEOTECI�OIL ��L�'TE�RIAL SESTL�G GI��IEERS gORING LOG � N PROJECT 121LI3ER: 57450 B_22 PAGE 1 of 3 TESTING PROGRe1M I i.ARORATORY FIELD U.S.C.S. -a o �, � ,� wELL/PIEZO ? � � H �:� � � `� w ;W o SOIL DESCRIPTION � COhSTRtiCTIOn N ' �F, � � 7�� W c I v, ` � � � H � �,z a a �v' �- a 13 � � ¢ z :� p'' :, rnW :J G.1 d= � � IQ � d v� a' Z fs7 � F-� -" '-' C,ca .� .� v� O A 3i �p Q a o o �:. ^F� U � „� z p I d 4 � 8 1�iL i SANDY SILT(MI,):graY,wet,medium �a - li 4 ! stiff,fine-grained sand. �c,. 4 �� 7 ;�a z� 45� 7 9 � _ �� _ 11 P-S_ i i I SA.�TD WITH SII.T(SP-Sl�:gray with z,iz� ;j I white grains,wet,medium dense,fine-to O;,, 10 � �i medium-grained sand. ' � i � OL =�ORGANIC SILT(OL):gray,wet,medium ' �Q i I =� suff. �C �0� _ �ca � --- — ; i I 10 I SP SAND(SP):gray with white grains,wet, �� 5 �'� ' � �loose,fine-to medium-gained sand,some! C.. 1 4 � �Silt_-- ---- --- --- � �'F" 1 ; I SILT(MI.,):gay,wet,some f—ine-grained �� 1 ; sand,with organics(wood and plant). �3 j5 J ! PT �, , ;, PEAT(PT):dark brown grading to ligh z I �z�z.9 1 11 = b r o w n w e t s o ft. ;`"� �—�-------------- � 3 MI. SANDY SILT(ML):graY>wet,stiff, ¢Q � 1 � � fine-grained sand,trace laminations of a� � � fine-�ramed sand. ____ _ �� Ghi'o SILTY GRAVEL(G11�: brown,wet, — ' z;r �c� medium dense, coarse-grained gravel, �; 60 16 12 �� some fine-to medium-�rained sand._ _ ��" 20 S P r � S A.�1�D W I T H G R A V E L(S P): eray wi t h � "v d �� GM white grains,wet,dense,fine-to �W 16 � ��medium-erained sand,fine-to � v�� !--��coarse-erained�ravel.__ _� x� o !� SILTY�GRAVEL WITH SAND(GM): �"j 65 p� brown,wet,medium dense,fine-grained Q� � 16 13 j , gravel,coarse-grained sand. �;� 15 � ° z A � C 9 r �� o .�^ ..,,,, =.r- d- 70 12 14 PT _ ,• pEAT(PT):dark brow•n grading to light ~� 6 �, ,��, brown,wet,very stiff,some coarse-grained �-� 11 „ gravel. �_ = _; �. ,_�, �C m 75 z4.9 15 15 G� °�° SILTY GRAVEL WITH SAND(G�f) �Q N pT gray-brown,wet,medium dense,fine-to 1 0 9 � ; ,, ,'`, lcoarse�rained�ravel._______ �I � g ,�,, ,� PEAT(P1�:dark brown,wet,�ery stiff w — o , � SM �� SILTY SA:'vD(SIv�:gray,wet,very dense, a � � fine-to medium- ined sand,trace � � 8 � � *SA1�iPLER e CPI.(3pOD) � SpT�2p OD) � Cor P ' Shelby � Grab � Recovery Q TYPE S lit S oon i S lit oon Sam le Tube ~ ** 3001bs 14016s a HAD'iMER WEIGHT ,� �� _ (30 Drop) (30 Drop) � Lakeshore Landing Development Appendix � Renton, Washington a = KLEINFELDER A �3b � GEOTECHNOILS�T RLA ST ST�G GI�IEERS BORING LOG p � PROJECT 1�`CILBER: �7450 B_2,2, PAGE 2 of 3 TESTING PROGRA.�Z ' LABORATORY FIELD ti.S.C.S. � 0 .a � � ' � wEr,LmrEzo ? ,�e H � �y � � �� a,.�� c I SOIL DESCRIPTION � CONSTRUCTION � az � � �� 3 � � �� z � ^.� . �F V A �o y,� � p � Q �z rn Z a Q oz H � � � � o 3 �� Q °' °' �' �v � a a � � a z o �U g 2 16 !, fine-grained gravel. �� I A 30 � 33 � � — --- �v� ' SP SAND WITH GRAVEL(SP):gray,wet, �"Q fine-to coarse-grained sand,fine-to C� gs 3� 17 coarse-grained gravel,some silt. ��.A-.� A zz 3� o� � aol � �� , �� s2 is z F 90 ' `�a Boring terminated at 90 feet below gound ^A 35 surface.Groundwater level not identified �� i during drilling because of use of mud O� ' rotary drilling.Boring backfilled with bentonite chips. �= �I �z I H� r� di zA" d� Z� O�" ., .,-.. E�:-' a• :.7 Q "'7:7 �z ;� d�r �E .:� za cz :�Q �� z c,-. dQ y":.7 ."�r n �� N �.~-.7 �-.� f;� :r� m ^_, m E-�d � N F � � � W � O O O N � a - � (� N � *SA1ViPLER 8 CPI.(3pOD) � SpT(2p OD) a Cor p ' Shelby � G�b i� Recovery ~ � TYPE S lit S oon S lit S oon Sam le Tube � � *„ 3001bs 14016s � F��-L1bfER�VEIGHT (30"Drop) (30"Drop) ° Lakeshore Landing Development �pPendix ' � Renton,Washington , c ��KLEINFELDER ' � A �3c � GEOTEC OILS.��iATERRIALS ST vG GI\`EERS BOR�1G LOG -' N PROJECT NUMBER: 57450 B_22 P:�GE 3 of 3 TESTIIVG PROGRA_1�i LABORATORY ! FIELD U.S.C.S. .� -, ,. .� W v o .*� „' t , .� wELLm�zo a �� W aW � � SOIL DESCRIPTION T CONSTRUCTION -.F � � z��; W ; .,, ` a ��"� ('�" W i E,�,,,z .~.7 .a n i F'' Q '3 u � d � i+ W �H U q �o �+ � �a � Q v�� 7 A � �0 ��,. 0, p�,"o � p" �' � Surface: asphaltic concrete pavement E,��„ V .a .. � z O W Ca) �+ �z,�. � Asphaltic concrete pavement(4 inches �{ �a Gvi lthick�----- ----------�i( a� ° ��asecoursegravel___________J �,,, SILT'Y SANDY GRAVEL(GM): �' gray-brown,wet, dense,fine-to "� � M�' �coarse-grained sand,fine-to coarse-grainec� O� j 3 1 �gravel. � F_�.�-.� 4 �--------�II'�-------� Q� 3 ' i SA�VDY SILT(ML):graY,wet,medium O� stiff,fine-grained sand. � ��.�- (F'�L) '� �c.� - �F 10-'� P-S SAND WITH SILT(SP-Sl�:gay with �q ' Z ' white grains,wet,medium dense,fine-to „�.�� 7 medium-grained sand,trace fine-grained �� gravel. "� ca � (FILL) �� 53.0 0 � 3 M�' ' SILT a we ve so with �z 15 I (�'�)� � Y, �, rY ft, � organics(wood and plant). r,� ' 2 r,E+ Z C aU i I �O I � O� 20; 5 4 ML ; SAI�-DY SII,T(1�,):gray,wet,very suff, F r 11 P-S�i ^�, fine-grained sand,with organics(plant Q F"' '.!lmateria�_ --- J` Cr-t � 10 ! SAND WITH SILT(SP-S'.�: gray with �,,z white grains,wet,medium dense. � w� -, PT ! PEAT(PT):dark brown,wet,medium stiff. `E,`",,V 25_ aa.i is 7 5 - ---- - ---- - d� 9 ; ' SP SAND(SP):gray with white grains,wet, >'� I medium dense, fine-to medium-grained z a 9 ! sand,some silt. C z �¢ ' ~O� I ��------------------- �.. SM SILTY SAND(SM): gray with white 7 �,..,, 30 6 6 grains,wet,very loose,fine-to ��.,v Z medium-grained sand,some organics p 1 � ' (wood fragments). �� PT , PEAT(PT): dark brown,wet,soft :i j m 3g� �zs2.s � 3 � - ---- - -- FQ N � 1 OL � TESTING PROGRAM LABORATORY FIELD U.S.C.S. , .� �. � � wELL/PIEZO W c.�� F H �w 4 E �� W �; � o SOIL DESCRIPTION � CONSTRUCTIOv a a�, � � z�� v ;� L a tl�.I °� ' ' rf�j Hz .a � v�;n :r Q 3 u ��4 z � c. W v� .� ,.., C C � � ,n O E" �' � � d'o y P. , , d � � Q O z F" a �-'�'+ � �;�- � .. 3 �o � a ez o F �. � 4 4 `"� I � 8 ' :�II., I SILT(MI_.):gray,wet,medium stiff,with ' ��-. 1 1 organics(plant and wood),trace a.^`a..i i ; fine-grained sand. �� I 1 �d z� o" 45 1 9 F A 4 z� 4 0� -, �� c � �N 5� � ' lo -T------------------- �a PT �'—'%�' PEAT(PT�: dark brown,wet,medium stiff O � �, .��, to stiff,fine plant material. "�� ' :. 9 ,�, � �� — :a- .. � �� , E^ 55� 6 11 SM I � SILTY SAND(S:�1):gray,wet,medium �z dense,fine-to medium-grained sand, some F.,� 8 organics(wood and plant). E.,�, ¢ _ 8 i GP �! SAI��Y GRAVEL(GP): gray,wet,very az v , °��' dense,fine-to coarse-gained gravel,fine- C� - � �; ' �� to coarse-grained sand, some silt. �� 60 ', 13 12 .•~ 0 oa �.� 35 o G v C' O " - 43 Q� ~¢ 65 � 13 , 13 SP O I SAND(SP):gray,wet,medium dense, � c.r�', � medium-to coarse-grained sand,trace �; 12 fine-grained gravel. z� � �A 10 �z I d 13 14 S�1 r� SILTY S?u'�'D(Sl�:graY,wet,medium a o dense,fine-to medium-grained sand. �.. 70 9 �Q 8 �., _ Q� --� �� PT PEAT(PT): dark brow-n,wet,stiff: , ��„ , ,_, ^,�, �r 1s3.5 I 6 15 �"� �'_� Atterberg test was run on sample.Material ' �p � � — is non- lastic. x r 6 75 , 7 rQ. ' I � ---p---------------�I FC N S.�\-DY SILT(:�II.,):light gray to dark F � gray,wet, s6ff,fine-grained sand, some � I organics(plant material). � > ' W o S 16 �� N I I � a C7 g :� p *S,��-iPLER 8 Cal.(3"OD) � SPT L2"OD) � Care ' Shelby � 8 Na c- � TYPE Split Spoon Split Spoon Sample Tube Grab Recovery � � 3001bs 14016s j **HA1�LIZE:R WEIGHT (30"Drop) (30"Drop) ° Lakeshore Landing Development Appendi� I � Renton, Washington Z KLEINFELDER A �4b � Q GEOTECI�IIC.�I.AND E�'IROY�IIENI'AL ENGIN�EERS � � SOILS�ND�L�TERIALS TESTL�iG BORING LOG � PROJECT\-C.�LBER: 57450 B_23 PAGE 2 of 3 TESTII�G PROGRAM ' LABORATORY FIELD U.S.C.S. :z o � � s � ��'ELL/PIEZO ,,�� e H - c: � e �°� a �x � o SOIL DESCRIPTION o � � �7> � �, .� ; w a� .�. COI�STRUCTION N ��.:, 5� � �� w c �� L ,-1 � � F- 'a i ?a .a .a '�o 'y A O a � vdi� z 'n z W :, �E- U q dc � y a � C A 3 oz F � �N � �,.- � �o Q o' e o F �- V a ..� z O Q w� g -grades to silt,trace organics. �a � A I i �� SAi SILTY SAND(Sl�:gray,wet,very•dense, ~ 1� I 1� fine-to medium-grained sand,interbeds of �� 27 coarse-grained sand and gray silt. F A 85 .. 35 z w � o� c7 a � 32 i 18 -grades to trace fine-grained gravel. �¢ 90 3� � o a ' 43 -a::7 :��., .r., �;F �F J za 19 ; �3 , 9� Boring terminated at 95 feet below ground Fx-�p 26 surface.Groundwater level not identified �C dwine drilling because of use of mud � rotary drilling.Boring backfilled with �O bentonite chips. z� ��.�, :-•r• JQ a� �z �Q F L' Q� � .a za o�� .a z �� QQ �"J �� da �G.�"-a �" F- �O �. xF � �Q N N F- O (7 > w ¢ 0 g N � 'a � � *SA1�fPLER B Cal.(3"OD) � SPT�2"OD) � Core , Shelby � Grab � �0 -' � TYPE Split Spoon Split poon Sample Tube Recavety � ?~ ** 30016s 1401bs fIA1�L'�iER WEIGHT (30"Drop) (30"Drop) I ¢ Lakeshore Landing Development Appendix i � Renton, Washington I � z KLEINFELDER A �4c � GEOTECI3�10IL5��TERLO�I.S TESTI G GI'�-EERS BORING LOG � � PROJECT�iLT1�IBER: 57-t�a B_23 PAGE 3 of 3 TESTING PROGRAl14 � U.S.C.S. LABORATORY FIELD .� �. r. .� � � ' ; ' � o SOIL DESCRIPTION ,� V4`ELL/PIEZO ;� , , :. c, t W N-' � x CONSTRCCTION � ; `a�'F:, � ,� `z,��-.�,. W " 'v� � .-�� a,�'""� � F' L�7 FZ "'a ^=i U'`�% � A i 3 c�, � C= � r+ W F' .�,EWr �.V. A Co .,P�"T,� C. i� � Q' �z � ' O A 3 �O F d �o � I p V � , Surface:asp6altic concrete pa�ement F � a i �'z O � w� � � ,� _ Asphaldc concrete pavement(3 inches �� SM � i lthick�----- ----------� A`r�-a I I ��asecoursegravel_----------� �� I SILTY SAND(SM):gray-brown,moist, �' dense,fine-to coarse-grained sand,some �'Q 10 1 fine-and coarse-grained gravel. O a 5 15 (FILL) �ra a--' 1� SM �� SILTY SAI�'D(SM): gray with white p� � grains,wet,loose,fine-grained sand, J� � interbeds of fine to medium-grained sand �j� ', 4 Z with silt. z a L� 10� 2 cc 2 •=:�: �. C�' W r" �x 45.5 �7 6 3 SNi -grades to lenses of organics(fibrous plant �3 15 3 matter and wood fibers). z z -- HO 2 !I ' ;--'��., , NQ. � SILT(MI.): gray with brown organics,wet, Q C au , � very soft,with lenses of organics(plant and �O 0 � ' wood matter). i z� ' O� 0 `" �c� 20 J', ' ¢� ' 1 -------------------- Od ' Sri SII.TY SAND(SM): gray,wet,loose,fine-� -a� to medium-grained sand,lenses of organics'� ,�� 4 5 (wood fibers). �� :.,v 25 6 ! Q� � 3 rII. i"� SILT(:�II.):gray,wet, soft,interbedded ^� , � fibrous peat. z z V i I I � � I I � �U � 1 6 i �C 30 2 SM SILTY SAND(SM): gray,wet,loose,fine- Q Q 6 ' to medium-grained sand. a p f� ------------------- �`� PT � PEAT(P'1�:red-brown,wet,stiff. �W �x 3 � ,�� r/'O 0 m 35 5 , ,�, �� N N . � �1!� �1 I 0 � 1 W � ML SILT WITH SAND(NII.,):gray,wet,very J o a , j soft,fine-grained sand. o � 0 8 ; ' � 4 ! I I � ' O � DATE DRILLED:6-6-OS SURFACE ELEVATION(feet)30.5 DRILLL�IG��IETHOD:N1ud Rotary � � LOGGED BY:I.LaVielle TOTAL DEPTH(feet):65.0 DRILLER:Halt Drilling � � i REVIEW�D BY:vI.Byers DLaA4ETER OF BORL�tG(in)�inches CASLVG SIZE:N/:� � � Lakeshore Landing Development Appendix � Renton,Washington a ��KLEI�IFELDER � A �.5a F GEOTECIL�OILS.��L�TERIAI,SEST�G GI\-EERS BORING LOG � c PROJECT\-L�IBER: 5?4�0 B_2t� PAGE 1 of2 TESTING PROGRAibi U.S.C.S. .� LABORATORY FIELD i ,� WELL/PIEZO W e F E: a 4 � _� aI wa � o SOIL DESCRIPTION � � CONSTRUCTION N � a F;, z � Z� ,�-,`"-,� c � � �-�7 a�"� � � . F+ � � E,�.,Z :� .: �=� F" '..� 3 u � d� z I, i. i •'�=1 ' �',-W G ❑ Q o Q' � � o Q rn� '� Z a 3 oz � = c.N � a � �; i o '�o � a e= F p v ~ U "a .] z p f.-r".,1 U 4 `:� �� 1 �� , �� - :n� 0 9 , -grades to trace sand, some organics �� 45 0 ' I (wood and plant fibers). F,;� �� A r" o zz cf �w � � � PT � pEAT(P�:red-brown,wet,very soft, �°" 0 10 �� TESTING PROGRAM LABORATORY FIELD L.S.C.S. � w�LLrn�zo > o N ` w � °� x wa r� o SOIL DESCRIPTION � CONSTRUCTION ^� �E;, � � Z� w c ri L a ��"� ¢ � E-� � F,`�.,Z :.7 : U v� E" A 3 0 � d� z r" W E" �� V = Co Cc�G' r.�., C e d rnz `� z A � � �O �' �; ��,"o x ��" `�; Surface: asphaltic concrete pa�ement � U � � � z � WU � �_. Asphaltic concrete pavement(3 inches � .. � � . j thick . A^ vII, � ��ase course gravel.__ __1 Q� 3ANDY SILT WITH GRAVEL(ML): ��' gray-brown,wet,very stiff,fine-to V'Q - � � 1 coarse-grained sand,fine-to coarse-grained O� � 5 15 ( gravel. �W 14 �L) � z W ' O� PT PEAT P dark brown we medium stiff; v� ,, ,,, � �� , �, .. = some organic silt, z=� 132.9 2 2 I,`�, �' ..d F 10-� 2 �, �, ,+1, �A i � 3 ,,,, ,, o� '' ,',�I ------------------- o� SM SIL,TY SAI�'D(SM):gray,wet,loose,fine- F-' ' � to medium-grained sand. �E„x., ' 32.6 17 8 3 �� 15 � ' F� i 3 ' F',� =� SILT(MI-): e,}'aY,wet,very soft, ----- a� � � , interbedded 2-inch layer of peat �^ ' �o.0 2v ao 0 q encountered in sample 4. 4" z U. 20 � �h 1 � _-------------------- v� �I PT PEAT(P'I): olive,wet,very soft, some �;� = organic silt. „� �,�,, ,� � �� 168.6_ I 0 5 ' ", , F r. — F„.: Zj � i Q ��, �� ' Q Q 1 ' ��' ?� zz P-S ,� �, Sr��D WITH SILT(SP-Sl�:gray with C z s some white,wet,loose,fine-to �zc„ 9 5 6 medium-grained sand,2-inch thick �� e 7 interbeds of at. o.,-. P 30 � 4 Q� 1 � � �+J ."'ir., �v �^ OL — ORGAIvZC SILT(OL): gray,wet,very � ��, � = soft,interbeds of brown peat. ;� j 0 7 — v.O — � 0 35 � 1 = x r m C ` � . N 1 — � — I > , PT ;� PEAT(P'1�:red-brown,wet,very soft. , � '; - = g , 1 g ��, ,� N Ia �I �. �� 4 � � DATE DRILLED:6-8-OS SURFACE ELEVATION(feet):30.5 DRILLING bfETHOD:31ud Rotary c. � �- � LOGGED BY:I.LaVielle TOTAI.DEPTH(feet):65.0 DRILLER:Holt Drilling � � F REVIER'ED BY:114.Byers DL�1biETER OF BORING(in)B inches CASING SIZE:N/A � QLakeshore Landing Development Appendix Renton,Washington Z ��KLEINFELDER A �6a I � GEOTECI�OILS��T�RO i S�S vG GI.�IEERS gORING LOG � � PROJECT\YUVIBER: 5'450 B_2,5 PAGE 1 of 2 TESTLYG PROGRAi1�f LABORATORY FIELD ti.S.C.S. a ., � � ` � � � � w o SOIL DESCRIPTION ,: V�'ELL/PIEZO � � E: ; �; E.`�„f, E .•°°= �; :�7"�^ x CONSTRUCTION � �r, � � ��a� y v ;� L ..� �-� � i � W Z ..7 .:1 i� � 3 u � d Z � G=1 Q � �.✓'.'�E,W„� U C? d o � � � � Q �� , v' j .Z�.+ A � Oz F � o^N � q..- � �"0 E �' o� F� F" `� a - z � ' w� � , w� 4 ' I _ I '�• 1 , I\,� . � a.^�-i �+� , bII. SANDY SILT(MI.,):gray,wet,stiff �v, i � fine-grained sand,some organics. �n E 4 9 �� 45 4 ~� � zz _ � U� j �� 1 10 ML SIL,T(MI,):brown,wet,soft. �Q -�;� �a 50 3 SP � SAND(SP): gray with some white,wet, �A � , 12 ' medium dense,fine-to medium-grained " sand. w0� , �� = 22 11 � -grades to very dense. �3 �j�� ZS z I Zg H O �� AU ' �O _ � I 24 12 �� 60 ZS F'F" ' 27 0� � a� :n� � �a 13 � , 13 � -�ades to some o�anics�wood fibers�_ F„v 65 SAI��Y SILT(ML): gray-brown,wet, <� , `tiffifine-�rained sand._________ >'� Bonng terminated at 65 feet below ground z a surface.Groundwater level not identified o z during drilling because of use of mud �U rotary drilling.Boring backfilled w�ith �z bentonite chips. �� Q �/C ��''�� p i�.i �`�'' Q o w�`m "r n N � � 1 W C 0 0 0 N � a c� :i � *S.�vLPLER 8 Cal.(3"OD) � SPT`2"OD) � Core , S6elby (� 8 �'o ^ N TYPE Split Spoan Split spoon Sample Tube I�I Grab Recovery � ~ ** 30016s 1401bs d HAbLM11ER R'EIGHT � (30"Drop) (30"Drop) � ° Lakeshore Landing Development Appendix � Renton, Washington '� ��KLEINFELDER A �6b Z � GEOTECI�VOC�S�iD�ArTERIALS TES ING G�\�EERS gORING LOG � � � PROJECT�TUMBER: 57450 B_2j P�GE 2 of_ TESTIl�G PROGRAM I LABORATORY FIELD U.S.C.S. j a , ,� �'ELL/PIEZO � e � r w � E °� x c�a w o SOIL DESCRIPTION � CONSTRtiCTION � aF:, � � Zr.��- �j v �v ` � �W Q � � ' ;;� Fz .a a �v� -' A i3 � � e z :� d, �, �n W U A �o � � � � Q � v� Z F" �] o � 3 �0 F" d �o � p" `�' Surface:asphaltic coacrete pavement � V � ^a �,z C � W U � �'"F.~-. � Asphaltic concrete pavement(3 inches �{ a a ML � Ilthick�----- ----------�if � I i '��ase course�ravel.____ 1' � SANDY SILT(�II,):gray and brown,wet, ��' dense,fine-grained sand. �'� � 14 1 ��,L) O� �j i 16 �q '� 15 A z OL — I ORGAIVIC SILT(OL):black,wet,soft. �'a � _ �� 69.1 1 i 2 — --- — — ---- �Q 2 � ' �� I SILT(�VII,):gray,wet,soft,with organics v< 10- (small root matter). p� ll % -- ---- — — p� SP SAND(SP): gray with some white grains, � r��. H �, wet,medium dense,fine-to I �Fx„ 4 3 �� medium-grained sand,some silt =-�� 15 I g -�O 5 � � �� S]LT WITH SAND('�fII):gray,wet,very ; a.`�j � soft,fine-grained sand,6-inch peat layer i �O encountered in sample 4. 'a _ 119.2 40 54 0 4 I I z� �� 20 ' 1 I F=F a=. 1 C� i PT ;� PEAT(PT):red-brown,wet,medium stiff. r z 5�S� ,��,,i `^C: � 11, �� 25 173.3 �i 2 j ", �' z � � ' ", o z ,,, �¢ 3 � SP-S. SAND�VITH SILT(SP-S�: eray with �o 12 ; 6 � white grains,wet,medium dense,fine-to I 30 14 medium-grained sand. �C : 12 ------- �� OL — ORG.AI�TIC SILT(OL):brown,wet,very �� =i saft. f 4 � i 0 7 _� v:.^. � 1 _ � m 35- � — F¢ N N � � 1 — � — I o — c� — > — ---- --- -- � PT PEAT(P'1�:red-brown,wet,very soft, o p g = interbeds of organic silt. a �� ,�r, ,� > C'a7 � I � � DATE DRILLED:6-6-05 SURFACE ELEVATION(feet):31.0 DRILLING ViETHOD:I�fud Rotary c�., � LOGGED BY:I.LaVielle TOTAL DEPTH(feet):85.0 DRILLER:Holt Drilling � � � REVIER'ED BY:�-1.Byers DLANiETER OF BORL\G(in}�inches CASLIIG SIZE:N/A � ° Lakeshore Landing Development Appendi� � Renton,Washington a ��KLEINFELDER Z A �7a � GEOTECFInOLL,S AND 1�fATERL�SiTESTII\G GIVEERS gORING LOG -' � PROJECT�1i;vfBER: 57450 B-2( PAGE 1 of 3 TESTL�TG PROGRA'�i �: LABORATORY i FIELD U.S.C.S. t � «'ELL/PIEZO � , � F F �� V� � a� r� o SOIL DESCRIPTION x CONSTRUCTION a �F;, � � � �`�__'., ' n L .a � � W �,z a a �� ' a '3 � � �� a w � N p � di �z v, z W d `"E, "" A cd.N f' C. �„a � �� p a oz N � � �,�- � 3 �o � a �o � � � -� � z ° � a� 4 �" �'w �� — � '"a 1 �, ,��, '� SM � � SII,TY SAND(SM):gray,wet,medium z v, � � dense,f ine-graine d san d, 5-inc h layer si lt. v�Q 12 9 0� 45-� 8 I �w 10 z� o� J�I ,.., ;��. 2 10 ---- — -- — �d ML I SILT(ML):gray,wet,medium stiff,with �Q $0 u 3 � organics(plant and wood fibers). p A 4 '-�f�; I �+ � �.r � I Cra H ' 0 � 11 i -grades to very soft. �� -,3 55--�, ; � P"r ``—`' `� PEAT(P'1�:red-brown,wet,very soft. �� _' � 1 ' I '� �'`� -�O � :,.. .�+. .t d Q — A�.' �, ,��, z p I a~ a iz = � ---- — z� 60 P-Sl� SAND WITH SILT(SP-S�1):gray,wet, �� 31 very dense,fine-grained sand,some fine- F"F" - 36 and coarse-grained gravel. u C OU .a� � � � 0/5.5 13 � '"" . . 6,,,i�.�i 65 }� ', �� ' I i� �� ' 19 14 �O , ,�,., �p 10 OL —, , ORGANIC SII.T(OL): gray-brown,wet, �� PT = stiff. �"U 8 �, ,,�,,��-------------------� ^~"r^, — PEAT(P'I): brown-red,wet,stiff. �N � ',,�, , ; � — ��: �, ,��, :-� U.�Ly , 11 15 �,, , -�ades to hard. m p �F m ]g 14 �, ,�h e�C � — N 17 ��, � 1�iL � SILT(MI,):�xay,wet,stiff,trace u', fine-grained sand. � 0 0 7 16 � N C'J o N � *5:��IPLER Cal.(3"OD) SPT(2"OD) Core Shelby � �To ` ; TYPE e Split Spoon � Split Spoon � Sample ' Tube �,� Grab B Recovery Q � a **�IAi�11�IER�VEIGHT 300 lbs lA0 16s � (30"Drop) (30"Drop) � Lakeshore Landing Development �PPendix � Renton, Washington a ��KLEINFELDER � � A �7b ~ GEOTECI�OIL�S��TEBIALS TEST�G GINEERS gORI�vG LOG x � PROJECT�ti`IBER: 57�50 B_2C PAGE 2 of 3 TESTL�TG PROGRA.ri LABORATORY FIELD U.S.C.S. � .a ,. � ,^ «'ELL/PIEZO y e F F �:� F � �� a� o SOIL DESCRIPTION ►. CONSTRUCTION � �:-' � g Z� �j � c� +°'. .. a � � w F� .a _ �� ' A 3 � � �� , z ^ r :n � a Q� a � o = � " z � z � a 3 cz � S �-N � ;� � o �� Q .�r e o c� i : � .� '' z ° �� . S ; j �� I, g �'� A� S1-i SILTY SAND(SVI): gray,wet,very dense; ��, fine-grained sand. �, v,C 34 17 ' z`�' 85 I � Z1 Boring terminated at 83.5 feet below A z g r o u n d s u r f a c e.G r o u n d w a t e r l e v e l n o t z;� identified during drilling because of use of ,-�j�' mud rotary drilling.Boring backfilled with � bentonite chips. �°" �Q Jr �d OA ..:�,j I � C� G::E'" �F F^ :z� E""O C r" C a� �� zr o= ¢; JQ O�_, �— rz F=c E-`� Qr �� r=�� za cz � �� o �.- C� �-. �� N �._. :r� f� � �r O m ^� N a H � I 7 W C � N � � a Q *SEL�LER B Cal.(3"OD) � SPT�2"OD) � Core ' Shelby � Grab � �O � TYPE Split Spoon Split poon Sample Tube Recovery � ~ *„ 300 Ibs 14U lbs � HA�iER WEIGHI' � (30"Drop) (30"Drop) 'I � Lakeshore Landing Development Appendu � � Renton,Washington a ��KLEINFELDER � A �7c � GEOTECI�OILS AI�D:,I.4TE�RIAL STES vG GIl�'EERS gORING LOG � = PROJECT\L'�ff3ER: 57�50 B_26 P_-�GE 3 of 3 TESTL�IG PROGRA114 � U.S.C.S. LABORATORY FIELD a � � ,� WELL/PIEZO � �V � � �� V� '��, �� o , SOIL DESCRIPTION � CONSTRtiCTION � i Fz a � rZ� ��,,, A 5 � � �= z � 'i .'�=1 � �E-y. V — do a C � ° Q� :n z `i' z ,.a o i a 3 �O r J� a o � �v � Surface:asphaltic concrete pavement � V "a '� � z O G�"t'.U °� w-. � ! � Asphaltic concrete pavement(3 inches � �� Gl�i!� ' lthick . �� ----------------� � ' '° ' �Basecoursegravel___________! � � �----- SILTY SANDY GRAVEL(GM): � gray-brown,wet,medium dense,fine-to �� ' 13 1 �� coarse-grained sand,fine-to coarse-grained O~ 5 14 gravel. �w 1 lZ p a (F I L L) �F" z � o� j ML SAI��DY SII.T(VII.):gay and brown,wet,i `u� , I � soft,fine-grained sand. ; c7�. i 2 2 � �Q 10 J 2 ''f ' �a � o 2 � ; -�-;; ' , SM .� ' SILTY SAI��(S�T): gray,wet,loose,fine– O� ' �I I to medium-grained sand. �� 32.5 1s 4 3 �"� �� i 15 3 I �z � �o � 2 �: PT PEAT(P'1�:brown-red,wet,very soft. a' � ,�, �O J ia3.o 0 4 — � z� � , o� 2o-j 1 �= `1�' `1 � 1 I lf� J� — �;=.� SM i� SII.TY SAND(SM):gray,wet,loose, �z fine-erained sand,interbedded 1-inch ;<_ 7 � 5 layers of organics(wood fibers)and �� 25 q brown-gray silt with sand. Q� i3 � � ------- z� P-S ;� SAI�'D WITH SILT(SP-S1�:gray,wet, �z ' ' � dense,fine-to medium-grained sand,some �f 9 6 �'i i lenses of organics(wood fiber). a� 30= � � is I �i �Q � 17 ML SILT � a wet so with or anics �V � M (�'�)� �' Y , �, g (wood fibers). �_ .,_ �_ �- 1 7 ' I `^ i �C m 35 3 � PT �"� �' PEAT(P'1�:brown-red,wet,medium stiff. F,Q � � , ,� � 3 TESTING PROGRANf LABORATORY FIELD U.S.C.S. W o � � � V4�LL/PIEZO � ae � � v� � G �' W �� r:a � SOIL DESCRIPTION — CONSTRUCTION a cGF; � � �� `" � v, L ��.,; '�r, � � y �z .a a �U �' a 3 � � d� z :� a �' i �H � Q Qo a � o _ Q „z � z a Q oz � � �-N � �-'- � ° 5i �o � a ez F N� �¢ 4 I � `' o �� SM SILTY SAIv�(SM):gay-brown,wet, �a - 6 medium dense,fine-grained sand. a^ �� v,C 6 9 p� 45 8 �W cH 1� z� � CC.�'� P-SM SA,'�tD WITH SILT(SP-SM): gray with �;� 11 10 � i � some white grains,wet,dense,fine-grained �� 50 � 17 i i � �' sand. �¢ I � �� zi —I:� ---- --- -':: OL I— = ORGA1vIC SILT(OL):gray with brown i O;� � _ organics,wet,very soft. � ��" � — '� �., 0 11 ' r� 55 1 — �o o — H�, PT � PEAT(PT):red-brown wet stiff;2-inch �� , , ;- � '' '`—�' thick layer of white sandy silt with bits of z O 3 12 ```' `` small organic matter encountered in sample a" zs ,, ,,�, �z. c� 6 �E-- 60 � ,�,, ,, Q � g — C�� !, ,��, 'J'- i � `�� `� ' :/]� - �� ,, ,�,, �< 1 , 2 13 ,,, , -grades to brown,mix of fibrous and �� g — non-fibrous plant matter. �' C� . GS �.� r� ��r. �i, C� '.. 7 ��i � �� i ��, �a �� — :.a 7 GM �, SII,T'Y SANDY GRAVEL(GM): a z i $0/5.5 14 � gray-brown,wet,very dense,fine-to ="� � coazse- ained sand,fine-to coarse-grained �r' 70J �p �' y,e , gravel. x� °� ------ QG ! P-S �, SA:�ID WITH SILT(SP-SM):gray,wet, �� , � 'I very dense,fine-to medium-grained sand. �� 50/6"� 15 ',✓�y^ � .,;_ � 75 �¢ m N N H ❑ � � W � C g79 l' 11 Boring terminated at 79 feet below ground G c� ; Q *SA_�-�PLER CaL(3"OD) SPT(2"OD) Core Shelby (� Grab No � � TYPE e Split Spoon � Split Spoon � Sample ' Tube �J � Recovery Q � 3001bs 1401bs � **H.�1�IMER WEIGHT (30"Drop) (30"Drop) � � Lakeshore Landing Development Appendi� ? L Renton,Washington a i��KLEINFELDER Z A �8b F GEOTECIL�OLLS.�VD 1�TERIr�LS�TEST G GIVEERS gORING LOG '� � PROJECT ivIT:�iBER: �7450 B_2'] PAGE 2 of 3 TESTII�G PROGRAM LABORATORY FIELD U.S.C.S. .a „ � � V4'ELL/PIEZO ; �,e F � �� r s �� W ;w � o SOIL DESCRIPTION x COti STRUCTION �F:, � � �- ;� � ;n L �= �� Q a � � =y G.7 E-�W "'� "a 'n o ."i, � O e � Q� z v� �C a 3 0o U a �o � � �' � � �• � = H �a � � z � �:� S '�� surface.Groundwater level not identified ��- during drilling because of use of mud �'c= rotary drilling.Boring backfilled with �� bentonite chips. �� z� o�- �� a�~ zw o� � c�� O�' .a� �� O—. :�1" �� ..= �I"q �' +1� H� H� �'ti �C �;� C� z� ox �H J� �� C� :� =�..., , :�;,J Q� �� Oz II �d � az � ¢Q � �c a �U =� i �� ., o �F , m E"Q � � � � I �I > LL I C � � I I� G `/ v *SAMPLER e CaL(3"OD) � SPT�2"OD) � Core ' Shelby (r 8 �10 �- � N TYPE Split Spoon Split poon Sample Tube �L Grab Recavery Q � ** 3001bs 1401bs � a HA:�LI�IER WEIGHT �� (30 Drop) (30 Drop) � � Lakeshore Landing Development Appendix � Renton, Washington � ��KLEINFELDER A �8c � � GEOTECI�OILS��1.a E�RIALST STING GI�\�EERS gORI'�i 1G LOG � � � PROJECT�TiJ1iBER: 57�150 B_2'] PAGE 3 of 3 TESTL�IG PROGRAM ' a LABORATORY FIELD U.S.C.S. ,� WELL/PIEZO w o � H �� , e ;� � �� o SOIL DESCRIPTION ,�,y CONSTRUCTION � �F, � � z� y c i;� ` � �y- � � � ;j F.,� .� � v�-,:/� N q 3 � Qj z i• ,,� � �;,., U p Q� � � O o � vaz `n Z A 3 �� :,, � �� " `n , Surface:asphaltic concrete pavement F e F" I � � .a z o 0 �w � _ Asphaltic concrete pavement(4 inches a� = 1�� ' thick . � � ase course vel � �"� �----�—=---------- ^-� � ; � � SA�IDY SII,T(MI.,):gray and brown,wet, � i � 14 , i dense,fine-grained sand,some fine-and ;�d coarse-grained graveL O`�' 5 i� , (�II-L) �� A� 21 ' � z w � O� .� ML � SILT(MI.,):�ay,wet,soft,with organics z Q I 54.5 4 2 � (plant and wood fibers). t;¢ � 10 � � � o� il 2 w� O.. F '� x � �H ! �z.s 1 3 -grades to very soft. �3 15 1 � �z 1 I �� :.F d� PT PEAT(PT�:brown-red,wet,medium stif� a O �, ,<<, - — interbedded layers of sand with silt and � �a i 4 4 �"� �` organic silt. ' �� 20 �, 3 ` '"' �� • H;-, �� ,! a� 4 . , ,, � �Q I ,, .,,, � c�; — �. � � .��, ,� �=z _ �� 2 g '� ,'', E-: 2j � 4 ML � S.ANDY SILT(1�II.):gray,wet,medium ��' 6 � stiff to sdff;fine-grained sand. .a� zA o� � 0 6 ML SII,T(MI.,);gray-brown,wet,very soft, �O 30 I 1 LV j with organics(wood fibers). I� �¢� i Q i N0 PT � '------,-----------_---I � �, ,, PEAT(PT).red-bro�m,wet,stiff,2 ulch �� = interbedded seam of silt in sample 7. �^ ' 3 7 ,��, ,� ; �C ... � 35 � 6 �, .��, F a N_ 1 O � ,,, ,, � c c� -� �� .�f. � � SM SIL,TY SA.VD(SM):gray,wet,medium o , 21 g � dense,fine-grained sand. 0 1 � 4 I � � o � DATE DRILLED:6-7-OS SURFACE ELEVATI0�1(feet):32.5 DRILLING A�THOD:bfud Rotary � � LOGGED BY:I.LaVielle ToTAL DEPTH(feet):84.9 DRILLER:Holt Drilling � a REVIEW�ED BY:M.Byers DIr�N�TER OF BORII�G(in)B inches CASING SIZE:N/A � � Lakeshore Landing Development Appendix � Renton,Washington a ��KLEINFELDER � A �9a � GEOTEC O i��E�.�O�ME S�G GI�IEERS gORING LOG � N PROJEC`T\ZJ�IBER: 574�0 B_28 PAGE 1 af 3 TESTING PROGRAl�i ; U.S.C.S. �; LABORATORY FIELD w wEi,LmrEzo W � F � �W �, � V� � �x �; o SOIL DESCRIPTION � CONSTRUCTIO\ a i �� > W V ,� � -a �" � � F � .. � � � •. �� 3 = � �� z .� 0.' `" � �F � A �o '~" A � � � �� z a � oz r 5 a� � � o �c Q a �� ' pv aa � � _ z � �` 4 I i �� a►= i i �� 15 9 -6-inch layer of coarse-grained sand and �� 45-1 15 fine-to coarse-grained gravel with organics ~W 15 (wood fibers)encountered in sample. a z z;� o� �P-S_ SAI�TD WITH SILT(SP-Sl�:gray with `�� some white grains,wet,dense,fine-grained �C 11 10 ; sand. �;� 50 16 �� o a is ~� o � �~ ;�� 13 11 ades to medium dense 2-inch thick �~ � ; -� , :,..� �5 lg i` layer of silt with sand encountered in �� I 10 I i sample. �p 1 �. --- -- �� M L � S I I.T W I T H S.4 1 V D(N II.,):gr'aY,wet,very z" soft, fine-grained sand,trace organics Q� 0 12 (wood fibers),6-inch layer of peat z'� 60 I 1 encountered in sample 12. �~ ;�� 1 i j �� a i j a� I � � �z .,a oi3 ' �'� PT �'—'� �' PEAT(P'I):red-brown,wet,very soft, `� 65� � +, ,��, 1-inch thick layer of white silty sand in � �� 1 ,:, � sample 13. z i CZ '� �"� ;r,Q ,�,, . �z o ia �c NII. j � SILT(MI.): gray,wet,very soft,some i 70 � � � organics(plant fibers). ; �L 1 ' QC � I �� ' i :-� � 5 � 15 ML SILT(1-1I,): gray,wet,very stiff,trace �C I� 13 fine-grained sand. �F � I m �, - ; F C � 20 SP SAND(SP):gray and olive-brown,wet, ` � very dense,fine-grained sand, some silt. > � W � 0 28 � 16 � $ \ ' O � *SAMPLER Cal.(3"OD) �{ SPT 2"OD) �7 Core Shelby No c�-� � TYPE 8 Split Spoon �J Split�poan I' Sample ' Tube T; Grab � Reco�ery � ?~ ** 3001bs 1�OIbs HAMI4IER WEIGHT (30"Drop) (30"Drop) I ° Lakeshore Landing Development Appendi� � � Renton, Washington z ��KLEINFELDER A �9b � F GEOTECI�OILS��L TERIALS�TE TING GL\'EERS BORING LOG M � PROJECT NiJ�iBER: 57450 B_28 PAGE 2 of 3 TESTING PROGRAA4 LABORATORY FIELD U.S.C.S. a , -, � w WELL/PIEZO � e " ° �; � e �� a �� o SOIL DESCRIPTION COI�'STRUCTION '� ��' ~ ~ �� c v � � a� -��: � � �f� ;�l 4 � � "'� �' Q F � Hz a � ��' ~ a 3 � � � z .� � F �F U A �o .N, � C e Q v� `n Z � Q OZ F. � c.N �-,.,�' "' ' �; O 3 �o Q a a o � N� U a j z p •�Q =�U g I ' I t.�-.Gz 39 I I i A� I �~ � �a 27 17 -grades to gray,fine-to medium-grained �� 4.9 sand. Boring terminated at 83.5 feet below q 4 29 ground surface. Groundwater level not z� identified during drilling because of use of �:!' mud rotary drilling.Boring backfilled with .� bentonite chips. z Q �F �Q CA ' �:c�i �� v— W�"'� �� .�E� F-� W� �z 0 �.� <: a:,� �o � z:� o=. Q�. �' �:�; r� F` �-�= cr �.< z�' OA �n� �� dQ �., .�,.„ QC �� :-= �'F �'C � � m E�C N N H G L � W � 0 0 0 N � a � N Q *�S,�E LER B Split�Spo�on� � Spli Spoa�n� � Sample , Tubey � Grab � Recovery =-� � ¢ � 3001bs 1401bs � **HAMNiER WEIGH'I' (30"Drop) (30"Drop) J Lakeshore Landing Development Appendix a Renton,Washington � � KLEINFELDER A �9c � GEOTEC O S?�ND 11.ATERL S�TEST�IlVG GI�]EERS gORING LOG � � PROJECT�2��ER: 5'��0 B_2S PAGE 3 of3 i TESTII�G PROGRAIbi LABOR4TORY FIELD U.S.C.S. .a # w WELL/PIEZO � �..,e H H y� N � �� ;� � o SOIL DESCRIPTION .. CONSTRUCTIO�I N �F;, � � z� ��--1 a v� L a� � d `v�� I-� o � F ,� Hz � ,� � a 3 � � Q� z :. `' r �� = co � � o ; ¢ � �' ; z A 3 �OF" o, \o � �" � Surface:asphaltic concrete pavement � � e V y -� � z � ;7U � i I� Asphaltic concrete pavement(3 inches � A� SM lthick�----- ----------� s� ' � ��asecourse�ravel___________� Q� ' SILTY SAI`-D WITH GRAVEL(SIVn: ��" gray-brown,moist,fine-to coarse-grained � z� MI' �sand,fine-and coazse-gtained graveL � O'" ' a 5 2 1 �------- �'II'�--------� ��' SANDY SILT(MI.): gray-brown,moist, a z S very stiff,fine-grained sand,trace C',r.�-� 10 fine-grained gravel. c:c:; : (FILL) �j� � 2 -grades to stiff. I �H C7 Q :� 10 ' Boring terminated at 10 feet below ground O a � surface. Groundwater was not encountered '�� during drillin�. Boring backfilled with O� mixture of cuttings and bentonite chips. �,�; �. ..F. �.. �� o r� Qa a� Qo z� o� �F JQ O;� a� �z �=� :.,U C Y� �� za �z sQ �z �o � N O �� U.�.r�iy �Q � �H o "'�d m "' � N H ❑ � � W C I $ N 1 a' O � Q DATE DRILLED:6-21-OS SL�tFACE ELEVATION(feet):30.� DRILLLVG 1�THOD:HSA � � LOGGED BY:I.LaVielle TOTAL DEPTH(feet):10.0 DRILLER:Halt Drilling d � � REv�IEWED BY:M,Byers DI��4ETER OF BORI�TG(in)8 inc6es CASI�IG SIZE:V/A � ° Lakeshore Landing Development Appendix � Renton, Washington Z ��KLEINFELDER A -39 �; Q GEOTECH1�ZC.�iL AND E\Z'II20N�1E�1TAL E�'GIVEERS � � SOILS AND J-ir1TERL�LS TESTING BORING LOG � PROJECT�IL�LBER: 57450 B_38 PAGE 1 of 1 i TESTING PROGRAM U.S.C.S. � LABORATORY FIELD W a o * ,� WELL/PIEZO W e � �: w r � �°� � F=?a � � SOIL DESCRIPTION W, .. ., �� , � � � w �w x CONSTRUCTIOI� '-� C4E;, ;� � z�l ,:� a -r, L •� ��"" � F � E„`�.�Z a .� �r�r, F"" A 3 u � C� z � i� W ' '��-'F�" � q �o G�z'. � ��-1 � Q va � � Z A 3 i OO E"" � a o x �" '�' Surface:asphaltic concrete pavement � �r V� e iG o H � ."�-�Q � a a z p au 0 " �-. .. Asphaltic concrete pavement(3 inches ;� SM �lthick�----- --------- � A'" �-- — --- r'� �ase course gravel_______ ! Q` � SILTY St1ND WITH GRAVEL(SM): �f 1� gray-bro�rn,moist,fine-to coarse-grained �"Q `q, � � sand,fine-and coarse-grained�avel. � O~ � � II I � �II-I-Z-------� �'W � 6 1 SANDY SILT(MI.):gray-brovtim,moist, A z 9 very stiff,fine-grained sand,some fine- p r=a 14 and coarse-grained gravel. v� , (FILL) �� g 2 -grades to hard,no gravel. �� 10 Boring terminated at 10 feet below ground O a 13 surface.Groundwater was not encountered "�=� during drilling.Boring backfilled with O� mixture of cuttings and bentonite chips. �� .-r �." ;_:3 Fo �� AU �O a o� ..x �— �� U� O� .a� �z Q H� F" Q< �� cz �� az =.o �-. ¢� d �� N �� '!�L U.,�^e � ;F m E-�Q N N F ❑ � � W � O C O N � a � � DATE DRILLED:6-21-OS SL"RFACE ELEVATION(feet)30.5 DRILLING METHOD:HSA ,i, � LOGGED BY:I.LaVielle TOTAL DEPTH(feet):10.0 DRILLER:Holt Drilling � � � REVIE«'ED BY:J�t.Byers DIAVIETER OF BORL�(G(in)B inc6es CASING SIZE:N/A � � � Lakeshore Landing Development Appendix � Renton,Washington a ��KLEINFELDER � A -11 F GEOTEc�oIis�VD l�i TERLILS TESTLVG GI\�EERS $ORING LOG � � PROJECT YUNIBER: 57450 B_39 PAGE 1 of 1 TESTING PROGRARi , I U.S.C.S. LABORATORY FIELD i � � d �i'ELL/PIEZO a �, � � �,� � G !�' � W W � o SOIL DESCRIPTION � CONSTRLCTION � ��,;,, � g z� � a ;� L a �- Q �z .� ,� �� 3 0 �� z � �; r ^W � c �o � Q o � Q � � z A d Oz E" � '�"`V '' �`'' '" Surface: asphaltic concrete pavement � � i �p ¢ ^J o o F., F+ U � � � C Wv O �z,�. ' Asphaltic concrete pavement(3 inches � �a � Sni ,lthick�----- ----------� A'� � ase course a�el � � I �-----�-'-�----------- � SILT'Y SAND WITH GRAVEL(SM): i � gray-brown,moist,very dense,fine-to �� coarse-grained sand,fine-and O a 5 � 4 1 coazse-grained gravel. ' �;� � (FILL) a� 17 -grades to gray and brown,dense,fine-to �� 16 medium-grained sand,trace fine-grained v� gravel. tj; � 6 z --- -- -- ---- za PT �= � PEAT(PT):brown-red,moist,medium �Q 10 ' stiff. o a 4 Boring temunated at 10 feet below ground -�-.: surface.Groundwater was not encountered �� during drilling.Boring backfilled with ;:.�^ mi�cture of curtings and bentonite chips. �� :.�— -a� wz �p :.- ¢Q a� ., � �f �� ;-r� a:. �Q "'�J �z ^Q � Fx �.,U a a� �� oA r� �z., �.o ac ''�'�,,,,U a� �`� �� o � �r 0 � �� n N � � � i � W � O O O N � a Q � DATE DRILLED:6-21-OS SURFACE ELE�:�TIOn(feet):30.5 DRILLING NfETHOD:HSA � � LOGGED BY:I.LaVielle TOTAL llEPTH(feet):10.0 DRILI.ER:Holt Drilling F REVIEWED BY:Ni.Byers DIAMETER OF BORL�TG(in)B inches CASInG SIZE:N/A � ¢ Lakeshore Landing Development Appendiz � Renton,Washington ` ��KLEINFELDER � A -41 � GEOTEC OILS.�'D v1ATERL�L.S TESTLl�G GINEERS BORING LOG p c PROJECT\-C�fBER: 57450 B-4� PAGE 1 of 1 I TESTING PROGRAM i LABORATORY FIELD' ti.S.C.S. �� -� t d �VELL/PIEZO ? e 4 ` `�: N � �� W �� r� � o SOIL DESCRIPTION .: CONSTRUCTION ^a �;.; � �' z r.�,�-, j c � ,°'. a o- Q � F W -``��"Z ..7 : ,.�j�� ,i G 3 u � Q� Z ii C. 'v.�W U Qo ,. � p � Q � � z � ;,,N W '.� ' r O A 3 �O �, �, �o Surface:asphaltic concrete pavement F„ U Q j ° z p a � w� � o Asphaltic concrete pavement(3 inches � �� SNi i� lthick�----- ----------� '�a�. ��ase course g_ravel____ __I Q� MI, SILT'Y SAND WITH GRAVEL(SM): ��' _ 1 1 ; gray-brown,moist,dense,fine-to 'I coarse-grained sand,fine-and I, O~ j 4 �coarse-grained gravel. 1 E�W �_�— 8 � �-- II'L -- — � A z SANDY SILT(ML): gray,moist,stiff; �� fine-grained sand. U N 4 ��.L� �� 3 Z -grades to wet,medium stiff, lenses of �Fd., � fine- ained sand. �C U 10 Boring terminated at 10 feet below ground O A 3 surface.Groundwater was encountered at 8 '� . feet below ground surface during drilling. O� Boring backfilled with mi�cture of cuttings � and bentonite chips. �= Fz 0 H� EC AU �O .a z� o= ar o� .w �� .. H� �v d� Q a� z� ,.� v :/.� .'�V] 4 Q �� F U.Q o ...r•.['r m �-d N N F 0 (7 > I w c I 0 h � � a � DATE DRILLED:6-21-OS SURFACE ELEVATI0�1(feet):30.5 DRILLLVG vfETHOD:HSA � � LOGGED BY:I.LaVielle TOTAL DEPTH(feet):10.0 DRILLER:Holt Drilling � a REVIEWED BY:J4.Byers DL�vIETER OF BORIl�G(in)8 inches CASI�IG SIZE:V/A I � � ° Lakeshore Landing Development Appendix � Renton,Washington Z ��KLEINFELDER A -42 � Q GEOTECE OILS��TD 1LATERL SSTES�G GIl�-EERS BORING LOG � � PROJECT r�LmfBER: 5?-t50 B_41 PAGE 1 of 1 TESTL�IG PROGRAM LABORATORY FIELD U.S.C.S. � � v �VELL/PIEZO > e � ` w � � G� x ax o ' SOIL DESCRIPTION � CONSTRUCTIOn � � ��, � � �c�-� W v � L a ^�� ' � � a ,•,~_„1 E^�-W .� ..7 �v� N q O c � �� z `� Z "r- �n U ca do ,j c� � 3 �� ,-°""„ �, o� � p" `n Surface:asphaltic concrete pavement � ! U � _ z C '��.7U � Q � � ;�,� , o Asphaltic concrete pavement(3 inches � �� SM � lthick�----- ----------� Ac� ��asecourse�ravel___________f �� SILTY SAIvD WITH GRAVEL(S;�: `� � gray-brown,moist,dense,fine-to `"r; coarse-grained sand,fine-and O-' 5 � coarse-grained gravel. F�� 35 i (FILL) G z 15 -grades to gray-brown-olive mottled, p w 14 � medium dense,fine-to medium-grained :�r.`"s�. sand,trace gravel,occasional cobble �j; ; q Z re orted b driller. z� PT = � PEAT(PT): dark brown,moist, soft. �Q 10 Boring temunated at 10 feet below ground O A 2 surface.Groundwater was not encountered "�� during drilling.Boring backfilled with O� mixture of cuttings and bentonite chips. �=F �x H� �' z �o a� � zc ca �� H� V Q C�, �,v x� �� r,J �a a� z� ° �� a� �.„ �< �o �� U.F., �^C -. � �Cm � N N F I C � � W �' O O O N 1 r a � � DATE DRILLED:6-21-OS SLRFACE ELEVAT'ION(feet):30.5 DRILLIl�'G�1ETHOD:HSA � � LOGGED BY:I.LaVielle TOTAL DEPTH(feet):1aA DRILLER:Holt Drilling d F- � REVIEWED BY:`�1.Byers DLAbiETER OF BORII�G(in)S inches CASI�TG SIZE:N/A � � Lakeshore Landing Development Appendix � Renton, Washington I 1 ��KLEINFELDER � � A -43 � GEOTECH.IOII.S�-D�TERL�I,SESTI�IG G�E� BORING LOG � � PROJECT P-iJVIBER: 57450 B_[�2, P�GE 1 of 1 TESTII�G PROGR�M L.ABORATORY � FIELDi U.S.C.S. � .a , � ., , 0 " R'ELL/PIEZO ? i �e F ' �� N e �� ?; � � ; SOIL DESCRIPTION ,;r CONSTRi,'CTION ^ �C� � � �� v, L •- y� � i-� �: Hz .: .a ✓�v: � � °', � :, U n N _ 3 = �' <� � v a �- �� -' � ° - �, sz z � � a 3 �� F" � \o � p" �" � Surface:asphaltic concrete pavement F U � j ' Z � I �d �� .� Asphaltic concrete pavement(3 inches j �a � SM lthick�----- ----------� A- �ti�asecoursearavel_----------I �"� I, SILTY SA.\-D(SM):brov�m,moist,dense, ��' - i fine-to coarse-grained sand,fine-and "Q coarse-grained gravel. O� 5 ' (�II-L) N�: 8 1 �j E- 16 �, C c-z.� 15 I� U� C�a. � j 8 2 -grades to gray-brown,medium dense, �C trace fine- ained avel. �� 10 Boring terminated at 10 feet below L2round O a 12 surface.Groundwater vvas not encountered "a=a during drilling.Borine backfilled with O� mixture of cuttings and bentonite chips. ��" �= r:a 5 �z F"v Q F AU C� O� r� UQ O� U �z �a � F'� F�' Q�- �� .r� z� o� az �o �,� �Q �� a �� r� H �o � --�., m H� N N H � � � W' � O O O N � a C� .Ci � DATE DRILLED:6-21-OS SURFACE ELEVATIOIV(feet):30.5 DRII.LIl�G A'IETHOD:HSA - Q - � LOGGED BY:I.LaVielle TOTAL DEPTH(feet):10.0 DRILLER:Holt Drilling Q � F REVIEV►'ED BY:l�.Byers DIA11'IETER OF BORL�IG(in)8 inches CASInG SIZE:N/A � � Lakeshore Landing Development Appendix � Renton, VVashington °- ��KLEINFELDER � A -44 � GEOTECILIQILS AND vIATE�RIAI,�EST nG GIPIEERS BORING LOG > N PROJECT nCD�ER: 57450 B-43 PAGE 1 of 1 ' TESTL�G PROGRAM L..�BORATORY FIELD U.S.C.S. � > ; H ` a � : �� x I �=� o ' SOIL DESCRIPTION R'ELL/PIEZO � �,+ CONSTRUCTIO�I ^� ��' � �' �� `" � � " � a� '� ' �• � z Z� � ' _ � �� = � �z .� = Js F _ � � �� r �^-1 I U O CC - O C �% � :.. i y� U A Co � _ � � Q ,i;z Z a 3 , �p :� d �o � =•" �' Surface:Gravel Lot � C� ,Q�- � ' Z p -�.d �, ?7 U � � ! o no; 'Asphalt and aggregate base course A� 1 I o D� mi�cture). � a� i ' �� ' 19 1 Z4 , -?�To recovery,cuttings consist of silty "'� sand. O a j 27 (FILL) �:� az ' � ORGAI�TIC SILT(OL): gray to broa�n, p� � wet,medium still,fine to coarse sand,trace� �� ao.z 3 2 ML ', 'i fine gravel. �;�, 3 ' PT �= �' PEAT(PT):dark brown,soft,fibrous. i �H 10 4 �' '��' �a ,, , o i —i .a� �,i �� s.s b ''� 3 SP SAND(SP): gray,wet,loose,fine sand, '�~ _ q ' � trace silt. F�' c:3 15—' 1 �` x z f—' ORG.4NIC SILT(OL):gray,wet,soft, H O _ fibrous,low plasticity. Q u 167.1 2 4 � OL - — �� Z PT ' '' PEAT(P'1�:brown,wet,soft,fine to coarse' ^� CH lant matter. 20— 2 � SILTY CLAY(CI�:graY,wet,soft,high a F plasicity. v ,� OW �� 208.5 ' 2 5 � �� ' PT �- �' PEAT(P1�:olive to red-brov�m,wet,soft, � 1 '�, ,�;, fibrous. =.v 25 Z ',,, , dd � z� �,i A � �z Zs.s i 14 6 SP I SAI�'D(SP): gray,wet,dense,fine to �� '; 20 i medium sand,trace to some silt,trace �Q � 19 organics/wood fibers. " 30 �� I -Wood fibers in cuttings(likely peat from �r� above(ayer). � �0 � �a I 44 6 8 � ML SILT WITH ORGr'1I�1ICS(MI,): U H � 4 olive-gray,wet,stiff,numerous wood and �0 m 35 6 '� , plant fibers. H� � ,,�, -Peat in cuttings. � � ,,,, ,, c� � 69.8 3 8 � PT � �,, pEAT(PT�:brown-red,wet,medium stiff, 0 3 I �qI, fibrous. � 4 1 � � i ' SILT(ML):gray,wet,medium stiff,trace I '�o' Q DATE DRILLED:1-18-06 SURFACE ELEVATION(feet): DRILLING METHOD:11Tud Rotary � � LOGGED BY:I.LaVielle TOTAL DEPTH(feet):113.5 DRILLER:Subterrenean d' � � REVIE�'4'ED BY:D�f.Byers DIAMETER OF BORING(in)�6 inches CASI�iG SIZE:N/A � ° Lakeshore Landing Development Appendix � Renton,Washington a ��KLEINFELDER � A �2a F GEOTECHnOIL.S�'IA ERIALS TESTING GI;VEERS BORING LOG °� � PROJECT vU:�iBER: 57450 B-51 PAGE 1 of 3 � TESTL�G PROGRtL'�i ' I._ABORaTORY i FIELD; U.S.C.S. a ; V !# 7 ,� WELLJPIEZO W �o _ � �:� � � V� w �a � � o SOIL DESCRIPTION � CO:VSTRUCTION a C�E.:, � � zr.�� n i � �'^� d j �" w �' �-z � = �� r � 3 � � Q� z � w :, =H � � ¢g x � i o � � ;,;z , �' z a Q �z � ' o.N � �" � 0 3 �C Q J' �o �.. � ~ E� .� � ,', z p �V I G*r•� il 4 I ! plant matter,interbedded lenses of fine A a , � � sand. �� i ' � , � � 3 i.4 ', 3 9 S'�Z ; ' S II.T Y S A I v`D(S l v n:g r a Y,w e t,m e d i u m `" ! ' 6 � ' dense,fine sand,trace wood debris. �� 45 � I 9 � I F w ', � aH i z._�_, o� 32.8 7 I 10 P-S. S:�ND WITH SII,T(SP-Sl�:gray,wet, I `-'� 7 �' �~ medium dense,fine sand,trace silt. � � 50 9 p A I a� - ! ' p F z6.6 10 9 11 -Grades dense,fine to medium sand. �� .-F ; 19 !I - � � �� 5—� 27 i ,i "^ � �^ dQ � aJ 3s.z 12 � 12 -As above,top two-thirds of sample C O 13 contained interbedded layers of brown silt, z,� hard,trace fine sand. " 60 36 ' �� a, � � ! I � 4� � �I l� �--�L 1�3.0 6 13 PT ,,�, ,; pEAT(PT�:brown,wet,��ery stiff,fibrous,� �� I12 ,, ,,,, interbedded layers of gray,wet,fine to F-- ,, , \;� medium sand. Q y 65 � i3 _ _ � ,, ,,, ..a� I � ,,�, � o� z29.a ' 10 14 �� '� -Grades without sand layers,trace wood �v� � 12 ,,,, ; debris. p'-�„O 70 1� � `,' �C � I ,,, �c a � I �N �s.o m 30 j 15 SM SIL.TY SAND(S?v1): gray,wet,very dense, �= � 27 fine sand,some silt. �`r � �y m 75 32 j ,�d � I Y � � � � 4�.� �s ss 4 16 CL SILTY CLAY(CL):gray-blue,wet, o g medium stiff,interbedded layers of fine II a i S3Tld. � � g *SA11fPLER e Cal.(3"OD) � SPT L2"OD) � Core ' Shelby � Grab C� �O '" � TYPE Split Spoon ,/� Split 5poon Sample Tube Recovery � � 30016s 1401bs j *�HA:��iER WEIGHT (30"Drop) (30"Drop) � Lakeshore Landing Development Appendix � Renton,Wasbington a ��KLEINFELDER Z A �2b Q GEOTECILIOILS?,ND MATERIA S TEST�G GIn-EERS gORING LOG � � PROJECT NTJA�ER: 57450 B-51 PAGE 2 of 3 TESTL'�TG PROGRAM LABORATORY FIELD ti.S.C.S. a ,-. c � � R'ELL/PIEZO � ' e � � � � e �' x �� o SOIL DESCRIPTION �::, ., �> � � c� .�� CONSTRUCTION N '�-'F, � � z� ,�.,�_,� c ?� L � '�� :., ; Fz ,, _ �:r .. 3 � � �� , z :� ;.� • „�„�H C,; � C� � � C e � f t�' c/1 Z a 3 oz �- � �N x � c '�o Q � �_ � H `� a �' z ° �u g ' � � ;�,., � , � �� ~a , A� ' � _ ; �� ; 23.� 15 17 � S'�i SII,TI'SAND(Sl�:brown-yellow,wet, �Q 29 very dense,fine sand,interbedded seams of z�� 29 y silt .,� 85 ~" a~ , z,.�� _ _ 1 ' U'.�-a _ s.z ' 27 � 18 SP SAN�D(SP):brown-gray,wet,very dnese, ' �;� g� ' fine to medium sand,some silt. z� 90 43 �A ,:. O� _ y 19.0 27 I 19 -Grades gray,trace silt. �� _ ' 30 ' F=� r�. 95 a1 x z �-c �H au 20.7 29 20 i -As above. �� 30 � I �� 100-� 37 � F F I QF �Q o�, , � ' �� s5.4 34 21 � -As above. �� 34 y v 10 so/6" � � �� a zQ oz z1.3 i 37 I 22 -As above. �� 50/6" I a.0 : s,.. 11 � �c No _ �� -As above. '�� 20.7 42 � 23 �,� 13.5 50/5,6" Boring terminated at 113.5 feet bgs. v p o Ground��ater level was not identified �� N during drilling due to mud rotary drilling � method. Boring backfilled with bentonite � chips. > u C 0 0 0 N � a � t� � *S.AI�ZPLER CaL(3"OD) SPT(2"OD) Core Shelby \o c�. � TYPE e Spiit Spoon � Split Spoon � Sample , Tube � Grab C Recovery Q _ ~*FLA_1�SER�'VEIGHT 3001bs 14016s � (30"Drop) (30"Drop) QLakeshore Landing Development Appendix � Renton,Washington y ��KLEINFELDER � A 52c F GEOTECI110ILS Al�'D vIATERRIAI,S TES ING GINEERS gORING LOG � � PROJECT N[JMBER: 57450 B_�1 PAGE 3 of 3 TESTL'�'G PROGRAM U.S.C.S. L.4BORATORY FIELD a , Q ,� 4 «'ELL/PIEZO W ; � :. �� C '�� a� � � SOIL DESCRIPTION x CONSTRUCTION N � �� z� � � �;n i •- " � I� F" �-.7 F�-z '-� = :"l i-' ^ �i .,°� � �� Z :+ W �F, C� � �.- � o-•,,� � � C i rz , ,n z a 3 Oz E" � �"`� ,a�`'' �''. Surface: Gravel � �� .�,7 � a z O ' "'d ,, �u w-• � � -Asphalt and aggregate base course �� _ oi ° mixture. �� ; o I zo.6 � 13 1 r�, SA?vDY SII.T(ML):brown,wet,medium � "' lg � dense,fine to coarse sand,trace fine to �� coarse gravel. � �a � _I 12 "'F � z��,, c� �� 2 2 i =� -No recovery description based on �j p.,, 2 OL r— material outside of sampler and cuttings. �d � r — ORGANIC SILT(OL):brown,wet,soft, , t�Q 10 1 =� amo hous. �a i -�a SAND(SP):gray,wet,very dense,fine �� ; Sp sand,some silt. F � _110.6 1 ` 3 � , PT �"%�� PEAT P :brown wet ve soft. �N � ' OL _� ORGArTIC SILT(OL):brown to gray, F"3 lj� 1 —= wet,very soft,fine plant fibers. �z i —� ^"O 1 � PT �"� PEAT(P'1�:bro��n,wet soft,fibrous. a� _ 67.6 1 4 — Q� 1 SP S.AND(SP):gray,wet,very loose,fine CH sand. p� 20 1 CLAY(CI�:gray,wet,very soft,trace F.E-+ 1 , � �; lant fibers hi h lastici �. �`" i � �� _ 61.7 11 5 SP �' SAND(SP):gray,wet,medium dense,fine �� , 6 PT ,�, .� sand. F�.,C� 2, 3 , ,, PEAT(P'I):brovvn/olive,wet,soft,fibrous, Q� some silt. y, �"�n�` .a ', 'ii pz 40.4 6 � 6 P-S SAND WITH SII,T(SP-SM):gray,wet, �rdn _ g i loose fine sand some or anics/ lant fibers.' z-�„� ��, , p.,,.. 30 4 �— ' Q F '' `�`' PEAT(PT):brown,wet,medium stiff, �v ,��, .� fibrous. �0 �. .��. C4 84.4 2 7 ' PT ,,, ,, �� - ��i � 3 �, .��, �O � 35 . I 4 �"�� N f (V - o OL = ORGANIC SII.,T(OL):brown and gray. �, — � 71.2 2 8 — 0 6 P-S SAI�'D WITH SILT(SP-SM):gray,wet, N ; medium dense,fine sand,trace organics. � a' c� � � DATE DRILLED:1-19-06 SURFACE ELEVATION(feet): DRILLING A�THOD:Mud Rotary a, � LOGGED BY:I.LaVielle TOTAI.DEPTH(feet):128.5 DRILLER:Subterrenean � � � REVIE�'4'ED BY:M.Byers DIAMETER OF BORIl�G(in)�6 inches CASII�G SIZE:N/A � ¢ Lakeshore Landing Development Appendix � Renton, Washington � ��KLEINFELDER � A �3a � GEOTECI�ILS��ERIALS�TEST vG GINEERS BORING LOG � N PROJECT\U\�IBER: 57450 B-52 PAGE 1 of 4 TESTING PROGRA'_�i I L.S.C.S. LABORATORY ; FIELD� � � � � ,� �'VELL/PIEZO ; �,e � � v�-� F � v� � ��, -_� � o SOIL DESCRIPTION � � ' x C0�ISTRLCTION � CGF:, � � z� ,._�'_,� v �, L -a `C Q � E-� W E��.,,Z a :7 i v' �" q 5 'u � �j z >. '.�"z7 �" �'..W-� U 'O �C'o "" F•,.� C`' = Q ,nZ � Z a � oz �= - �,N ;� '�.', � o 3 �� ,=o �, � , N Q " ,� � z p ' i� 4 � �� A� � i � � 35.0 � � , 9 �P-S. -Grades loose. �Q 3 ! z;i: O" 45 4 �� az - z � OL =! ORGANIC SILT(OL):gray-brown,wet, ' �� _ U� 61.1 0 � 10 _^ soft,fibrous. �� 1 = �H vE 50J 3 �-y� oA � j PT �=��; PEAT(P'I):brown-red,wet,very stiff, ' r�.,�^� ,", ,'' fibrous. �r, _ 123.5 � 11 +, ,��, �F _ 6 � ,�� F-� jj 11 •�� .��. �� .z �,,� o �?;'i E''� SAND WITH SILT(SP-SIVn:gray,wet, a J _ 3o.s 6 I 12 p_S very dense,fine sand,some orgaincs(wood z„ debris). Q a � � z5 i z� 0 60 34 I !�' r,c" � -Driller reports eravel. U Q I GP �� GRAVEL WITH SAND(GP):g ra y,we t, �� f o o very dense,fine to coarse sand,fine to � :f� 50/6" 13 � coarse gravel. ' �� D D Q�+ 65 � � _ o�� .a� � � �� O Q ✓�� 53 14 GP o(�� SA.'�DY GRAVEL(GP):gray,wet,very a z 27 o D dense,fine to coarse gravel,fine to coarse a O 36 O sand. �� `'—''�' -Driller reports soft dnlling. ,��,v � =' `'—'' PEAT(PT):red-brown,wet,very stiff, Q� ��. .� plant fibers. �c4 168.5 6 15 ' PT ; ,, � p� 6 ��" ,��. . �O m 75 � 11 / �d �, :. � i � SAI�IDY SII.T(ML):gray,wet,stiff,fine o � sand,low plasticity. � w 36.3 4 16 �111'LI. c 0 � � � � N ' � � 8 I � Q *SAMPLER CaL(3"OD) � SPT 2"OD) Core Shelby �j�'I Grab �T° a � TYPE 8 Split Spoon � Split�poon � Sample ' Tube �jf � Recovery Q � 3001bs 1401bs j x'�HA1��R�'VEIGHT (30"Drop) (30"Drop) QLakeshore Landing Development Appendix ? Renton,Washington a ��KLEINFELDER � A �3b � GEOTECI�ILS A.'VD ERL1 S�TES ING GI�1EERS BORING LOG x N PROJECT NtiNIBER 574�0 B_52 PAGE 2 of 4 TESTIl�G PROGR�IS L��BOR�TORI' F'IELD I L:.S.C.S. .a o �. � ,� WELL/PIEZO a ' We F H ��: � - �� i SOIL DESCRIPTION .� CONSTRLCTION � �E"' � � z� w � r�= L �.�„ ap C � , F"' w Fz ""� .a i'/� F" p 5 3 '�� ¢� z i' WF „�,,,�� U � d= .-"i. ^ O e d i rrz v' Z C :. � :.ev � '-a.°.. � � ^.-i O Z ,,,,,, ',.:, -. 3 �o Q � e a � �� J � ,r z � ;;�Q g � � � �� p.■ : l i �.� � I��-5 17 SP SA.'�1D(SP):gay,wet,very•dense,fine � �C � sand,trace silt. �� a 85 � � Q F � ; z� UW ;76/6" 18 SP -As above. I '�' C�� C�� 9� ' o a � :.� „F 43 19 SP � ' -As above. �x 50/5" � F,= W3 95 H o H� ' I , C� � i q� � 39.s zo 40 7 �i 20 CL LEAN CLAY(CL):gray,wet,medium �� 4 stiff. z� C�= 10 3 E-F d F. I �Q a� �� 33.2 � 21 CL -As above. ^" � xu 10 5 � d:� ��a SILIY SAND(Sl�:gray,wet,very dense, z� fine sand,trace silt. C �Q 1s 30 22 SP ,.w.,v, i , 30 , i � �� 11 29 �� o a i �� 1 23 SM -As above. � � I,50/6"j I �C mll ' Ha N N F ❑ � W 38 24 SM -As above. � g � 50/6" ' N � �� ` SA,1'IPLER CaL(3 OD) t SPT(2' OD) Core Shelby i Grab �O F � *TYPE 8 Split 3poon � Split Spoon � Sample , Tube � � Recovery a � 3001bs 140Ibs a **HAD'Il�fER WEIGHT � (30"Drop) (30"Drop) � � Lakeshore Landing Development Appendix j Renton,Washington a ��KLEINFELDER � A 53c � GEOTECHIOILS AND MA\T ERIALS�TES ING GI\�ERS gORING LOG ' � PROJECT N[:11BER: 57450 B-52, PAGE 3 of 4 I TESTING PROGR�,M � � LABORATORY FIELD U.S.C.S. a o „ � � wEr_,r�r�zo � ,_� F � �a � e ,V� � �,,�� SOIL DESCRIPTION x COrSTRLCTIO�T N rxF ^ � zU ,� c �, L -+ a � ��.,,w � a s: N � 3 � �I, �� ;i a Q oz � � �N :� '" � ' �; �z � o 3 �`� �� a �_ �= NF .� y � z p �v 1� � i w� � aa �� _ � 37 25 S'�i -As above. �C .. 40 �,'�� 125-, 49 ' "a I �� c'~ i za 41 26 ' SM �i� - -As above. ��' �0/5.5' I �� ZS'� Boming terminated at 128.5 feet bgs. v E.Q., Groundwater level not identified durin � � drilling due to mud rotary drilling method. O� Boring backfilled with bentonite chips. '�� :, O�-. F■ � �-.F■ .�-. �' r,Z �O �� dQ a� Qa z:� o� .... rr �Q I c�, ��' Hx FV C� � -� zA OZ ✓�C �� a0 a r. �Q aU d� �a �� F C/.'Q � � x�- � �Q m � � � 0 � > W � 0 0 0 � � � o � *S.�MPLER B CaL(3"OD) � SPT(2"OD) � Core , Shelby � Grab B �To ',�" � TYPE Split Spoon � Split Spoon Sample Tube Recovery C � 30016s 14016s j *'�HANIl��R�YEIGHT (30"Drop) (30"Drop) � Lakeshore Landing Development Appendix � Renton, Washington a ��KLEINFELDER � A �3d Q GEOTECHI�OILS A�'D hiATERLAL TESTING GIn"EER3 BORING LOG a N PROJECT NL'VIBER: �7450 B-j2 PAGE 4 of 4 TESTIIVG PROGR��4 ' L.�BOR�TORY FIELD U.S.C.S. I I `� ; �, ` �; ' � ; :� , o SOIL DESCRIPTION N w R'ELL./pIEZ� W � F �� w' y� � w CONSTRti�CTIO\ N ��:, � � zW ;� c -r, � -�': � Q w F ' fw � a Q= w ° a � � Qz z '" ', z � 3 �0 � d °�,'? � �"' � Surface:Gravel Fill recent � v a .� z o , aQ y r�� , o -Asphalt and aggregate base course A� - l' mixture. �"� 16.Z 15 , 1 SD4 SIL,IY SAND(SIvn:gray,brown,dense, ��' Zp ' fine to coarse sand,some fine to coarse z s gravel. C A 5 26 (FILL) �/�'� H y �M� �� V/�i� 15.4 2 � 2 ' SP -Grades to trace gravel. �;x _ 2 �d C7 F" 10 � 3 �� o a aa � �� _ 4z.� 2 3 SM SILTY SAI��(S�:gay,wet,loose,fine �x 1 sand,trace organics. ; r,,E', 15 6 ' �z �o aQ ' zc � - 6s.6 0 4 D�. ' SII.T WITH SA.\�`D AND ORGANICS C,� � 1 (:�II,):gray,wet,very soft,fine sand,plant ' z� � fibers. -" 20 1 � �r QH � �Q - � SAND(SP):gray,wet,medium dense,fine C L. ' z6.� 10 � � Sp sand,some silt,interbedded brown silt � seams. '" 10 I '�"� • J 25 9 ! , Q Q j �� SILTY SAI�'D(SM):gray,wet,loose,fine z^ sand. G z :�c 37.0 5 6 SM I �;� 7 �O :� p.,..� 30� 2 �� o SILT(1�II,):gray,wet,medium stiff,trace a 6z.3 2 , 7 � fine sand. �� ' �� 3 r�p � m 35 5 F¢ N Ja n o �'—'' PEAT(Pl�:brown-red,wet,stiff,fibrous. � w 189.s � 5 8 PT •��, ,� � o �, .��. o g � — o � •- N `1!� �1 � a 4 ' � � C � � DATE DRILLED:1-20-06 SURFACE ELEVATIOn(feet): DRILLIITG D�THOD:Mud Rotary � � LOGGED BY:I.LaVielle TOT?,L DEPTH(feet):118.0 DRILLER:Subterreneaa ~ I2EVIE«'ED BY:A4.Byers DIAI�IETER OF BORL�TG(in)�inches CASIVG SIZE:1�'/A i � � Lakeshore Landing Development Appendix i ; Renton,Washington a ��KLEINFELDER .. Z A �4a F GEOTECH�OILS A.'�'D 1�LATERRIALS TESTING GIPIEERS BORING LOG � � PROJECT:�-i;�4BER: 57450 g_53 PAGE 1 of 4 TESTL\G PROGRA.'4I � LABORATORY FIELD ti.S.C.S. .a �, t � ' ` �� ' ' � � � SOIL DESCRIPTION ,� VVELL/PIEZO � r_t; ; ' ta `" I•°� w�, s;;� I E — COn S'IRCCTION � a:�,., � g z� � c �r; ` a� � � � F. Z .a : '✓-v� "' '3 0 ' Z i+ W E�"., ri H U q �o C4 � O e �� m ! rn. Z A C Oz F � �N � �' �n O 3 �o � a e; � � v -� z � w u � .�� j 4 _ _ �.�. ; � �~ � ,, � a� _ � SII.Tl'SAND(Sl�:gray,wet,loose,fine �� sand,layers of peat(wood). �;� i _ _ 31.6 5 I 9 S'_13 f Q � 4 �� ; =a 45 ' i '"�= c�' ; SILT W'ITH SAI��A.'v�D ORG?�NICS �z ; (MI�):gray,wet,soft,fine sand, i .r N a�.s 2 10 ML interbedded layers of sand. `;�, 2 � � za �- 50� 2 y oc _ � .a� :�� - = I O� _ _ zo.1 24 , 11 SP � SAND(SP):gray,wet,very dense,fine to '�,_, � Zg '' i medium sand,trace coarse sand. F.,: _ � 27 � W jJ ' � �Z � 'I � Q E■ � Qu 233 23 12 SP -Grades to fine sand. �� 23 I O� -. 60 I z' Q 4 � / u� � � �w � �� I, 13 ML SILT WITH ORGANICS(:�II.,):gray,wet, �� medium stiff;plant and wood fibers. �J 65 � i j -� �� ' PEAT(P1�:bro�vn-red,wet,stiff, fibrous. z ,,,, ,, c z — I U Q 151.7 3 14 PT �� .��, ��-'',�: i �z s ,��, ,� i c.o c.� 70 9 �' ,�' � d� .,, , �� — �c �, ,��, �� 94.6 4 15 PT ��'� �` -As above. ��` � � 5 �, .��, �o � 75 � � g ,,,, ,� H d m — N N �/ \��/ _ -, � �1 I��I � � � ls.s 36 16 � SP SAND WITH GRAVEL(SP):gray,wet, � 50/4" �I very dense,fine to medium sand,fine to o � .. N coarse gravel,h-ace coarse sand,trace silt. � f dg o Q *SAMPLER ❑ Cal.(3"OD) � SPT�2"OD) � Care ' Shelby � Grab �� T° '" N TYPE L1 Split Spoon Split poon Sample Tube _, Recovery � � ** 3001bs 1401bs � HA14L�4ER R'EIGHT (30"Drop) (30"Drop) � � Lakeshore Landing Development Appendix � Renton,Washington � Z � KLEINFELDER A �4b � GEOTECHI�OILS:�1�D 1ATERRIALS ESTING GInEERS gORING LOG = N PROJECT\�;�ZBER: 57450 B-53 PAGE 2 of4 TESTIIIG PROGRaM U.S.C.S. L�BORATORY FIELD ,--. �.�-,� e o � � t � ' ,� v��Li,mrEzo W w� � = �� e �°� a ';� � � � SOIL DESCRII'TION x COnSTRtCTION � �zr � �, z� U v � L a �W F � �Z .a :a �✓� F'' a 3 � � �� z � W E" -..� A �o �" -• `� � � V�z � � z �� Ca s Oz F � ^�-+ � �.'� v� O �C,�,) d a 'Z � Cr Fe,," a ,.a O s � � w� � � ' �� 17.6 , 31 I 17 SP � -Grades g_ray-brovvn. , �Q 50/5.5 I' z� .,— ..� SS -Interbedded layers of gravel based on ! �F�- � drilling action. C� � -, u� � 14.1 50/6" 18 -As above. �j;., �� i �C 90 o A �� a� 17.1 33 19 - Grades to silty sand. �.� 150/5" F==� �:% 95- i i �,z � �F Q � ZO 35.� �s 38 11 � 20 CL LEA.'J CLAY(CL):gray,vvet,very stiff, �,� 12 ' � � plastic. �� 0 10 lz �H I o� aw �� zz.s 43 21 SM SILTY SAND(SM):gray,vvet,very dense,�I =� � 50/5" fine sand,trace silt. :�-� �,u 10- y�,a I z� cA i z 309 18 36' 22 � SM -?�s above. �z 50/6 c�O 110-+ y�,E _ � �p , �a � 18.s �50/5" 23 SM -Grades to brown-gray. �� n� � � �O a m 11 :-�d N n F' I � � I � � 118 �� -As above. I o Boring terminated at 118 feet bgs. � 0 N Groundwater�vas not encountered during > � o c� � S.��4PLER Cal.(3 OD) SPT(2 OD) Core Shelby Grab �I �0 p., � �TYPE 8 Split Spoon ` Split Spoon � Sample ' Tube � �j Recavery Q � 3001bs 1401bs j xxH?,:��R WEIGHT (30"Drop) (30"Drop) ° Lakeshore Landing Development Appendix ? Renton,Washington a ��KLEINFELDER � A 54c F GEOTEC OILS��ATERIALS TESTING GINEERS BORING LOG � N PROJECT NUNfBER: 57450 B-�3 PAGE 3 of 4 2002 STAN.INPUTIALL OUTPUT 574SO.GPJ 2000REV.G�T 2/20IOG � DF.P'TII(feet) � n � O � n � � �7 Qy y C" r 7 �x * � � � � v' � � N �7; ', t�7� p O r � �r � � w.a�rLii t,Ev��, � � � � �C� � MOISTIIIi� ��y x � CONTENT(%) �..,H C�rl� � i-'T"-] YLASTIC LIM17'(% 0 y � �� ,� ww m i.IQU1D L1M1'C�°io� �� „�� o o 'fl w o� t�'�' � "� %1'ASSING � """3 r o" o`" No.2U0 SIEV� � O Hy d � z r � '� °� c,7 � °d oTr�:x�r�sTs � �� riv�i�� ~ w� �� oo '°"d I3I,OWS/6 in** � ' '��`� (uncorrected) C y' � ,b o 0 SAMPLER" od `� SAMPLE r � NUNII3F.R A� v,n _ _- - — t�o 3; NAM� �" y ,fl� �n Gd � �' � n ° s�rn�o►. � O � - - � � � � �� ; � � � �� v� � � C� �� O w r �� g � � r,,,, � O � � �,G � � � �. � e a � � � o n �y.y w p�q��-D{ � I.d Q y`C � � aa y ��. L� �a�o ~ a �° � w � � � b < " � � cv, � � � o � o. � °' .y S�. . A YV '1'H1S SIJMMARY AYYLILS ONLY A"T'1'1i1S LOCATION ANll A"1'THF.TIML UF LOGGINC. CONllI'1'IONS MAY DIFN'�;R B1': Al'PROV: A'1'OTHER LOCA1'lUNS AND MAY C1IANGF.AT TIIIS LOCATION WITII'1'1ME. DATA PRGS�N'1'Ell IS A SIA9PLIN'1CATiON. TESTII�G PROGRAA4 LABORATORY FIELD U.S.C.S. .- ... � �: o � ; ,� � � a�LL��zo ,.'� � � _ �:� �, _ ;�; � i; � � I 50IL DESCRIPTION � CONSTRL CTIO:V � �E,;, � � �r.-�� y V. �� '� � _-• ;� �.,z a .a �=� a 3 � � �� z :� � Q �� ' � Co ~ � � � d �'� I � � C a 3 �O v, d �o � �" " ' Surface:Gravel Lot(Fill) F V 'a "a � Z O W U i � � �,... � � -Asphalt and aggregate base course �� ° � mixture. q a O � �� 18.1 5 1 SM � SILTY SAND S a wet�fine to �✓' � ��' Y, 12 � coarse sand,trace fine to coarse gravel. z� ! �A � - ' 23 ' F"F,� Az OU U ISJ ' 12 � 2 SM -Increased silt content. Zj� 14 ��C„ �� 10 19 , �a ; , � � � ' �� i o� _i z4.o 12 3 SP 'I SAND(SP):gray,wet,medium dense,fine �„F^�„ �' 13 . sand. F H I G�3 15 ; ia � t �� c I = �� H � = a� ' ;�.� 1 4 OL = ORGANIC SILT(OL):gray,wet,very �� p = soft,plant fibers. , z� , O,. 20 1 .,-, —J �� i 1 � J� � �:.� ' SP SAND(SP): gray,wet,loose,fine to v�z 49s i 6 \ � = medium sand. F� � 1 '— F.,U i OL TESTII�G PROGRAM U.S.C.S. LABORATORY FIELD ; _ * ' h �'VELL/PLEZO W � 4 H _ �� a W� o � SOIL DESCRIPTION - a �:., =' � v� ;,, _ V �, a a" � � CO'_�TSTRLCTION x �_, '� � �r.�� a .n � � � � i+ � �Z ..7 .� �v� N Ll I� u �� Z i� sl ~ -.F V � do �" C+ �C a � 'nz � O a d O Z F � :,c� � "" ° � �..� �' , �� ? d °z p �V � xd 4 I� — w= -� �., A� —� �� — Q�. 4�.� 1 9 OL = -Grades to without plant fibers,sofr. �� 1 � i — z.v'.� 45-�, �� 2 = O W � �— az - � _ �w — O v� — J� 53.a 1 10 OL = -As above,interbedded seam of sand. L� 1 =� ZQ , �Q SO 1 j I p� —�,; ; a �� PEAT(P'1�:brown-red,wet,medium stiff; �� ' i �19s.s 4 I 11 � pT •', � fibrous. -_ r �x � �' 9 � SM I SILTY S.4ND(Sl�:gray,wet,dense,fine �� 5� 17 ; sand. �z .. ;�,� E�"" QQ -Driller reports gra�rel. A V s.9 38 12 GP �a SAI��Y GRAVEL(GP):gray,wet,very 4' 37 Q dense, fine to coarse gravel,fine to coarse z� o Qo sand,trace silt. C x 60-� 60 o D -Apparent cobbles from 60 feet bgs to 64 C'H I 4�c f e e t b g s,b a s e d o n d r i l l i n g a c t i o n. �� ' i � -�� 7.5 ' 28 13 GP �� -As above. �� so�6�� o Go �� 65 O� a� o -Loss of drilling mud circulation. , � �� Gravelly soil implied. p z a D � 12.9 I 41 14 GP � -As above. �� 24 �p -Loss of drilling mud circulation. �� O 18 n� Gravelly soil implied. �� i�p� �� `'—'' �' -Driller reports no gravel based on drilling � �, .!�, action. , � 131.3 8 15 PT ,, ,, PEAT(P'I):brown,wet,very stiff,fibrous.� a� 11 �~ ,, ,<<, �O .� m fs 12 ,�� Fx„Q N - N - . . ' // �1 1/ F" II C7 - '� ��/ �� 99.4 7 16 PT ,, ,,,, -As above. � 7 !��• � '4� SANDY SILT WITH ORGAIv`ICS(ML): 0 a ' i a we ve stiff fine sand lant and 0 � g � � *S.�1IPLER e Cal.(3"�D) � SPT�2"OD) � Core , Shelby j�,� Grab O� �O � N TYPE Split Spoon Split poon Sample Tube w Recovery � ** 30016s 1401bs j HA��VIER�VEIGHT (30"Drop) (30"Drop) I � Lakesh�re Landing Development Appendix � Renton, Washington a ��KLEINFELDER � A �Sb � GEOTEC OILS A1vD MArTERIA S TES IT�,G TGINEERS gORING LOG p N PROJECT l��iJ«ER: �7450 B_54 PAGE 2 of 4 TESTLVG PROGRA'�i L.ABOR�,TORY ; FIELD U.S.C.S. , * ,� R'ELL/PIEZO W � � F :� � _ °� x =� w o SOIL DESCRIPTION w CO�TSTRUCTI01' ^� �c; � � �7,�� '.�-.7 � ,i L c��.,�, °-� Q =+ W 4Z _7 .a �✓� � q 3 � � d� z � � W E"' y'-� J A Co �" p�.r �O ° Q rn� � � Z C :; a N a 3 f o i A 3 oz � �-- , ., �p �' � �� e., c.� � y 'a z O WU w�-- g i �I wood fibers. �� A� I I -Driller reports intermittent layers of sand. �.,°- � sa7 9 17 ML ' SAI�-DY SIL,T(IvII.,):graY,wet,very stiff, I �`� ! I 9 ' trace sind sand,moderate plasticity. z.a ', i� I CA � g� i 14 � -Driller reports intermittent layers of sand. A� � � zz � � �� I J� I � z7.2 ' 23 1g -� P-SD SAND WITH SII.T(SP-SM):gray,wet, '�-' �� C ' i 50/6 � very dense,fine sand. �� 90 -� I o a � ; , aw � � � w� � I °� _ 19.9 56 40 19 ML. SANDY SILT(vII,): eray,wet,very �„�*, dense,fine sand,occasional layers of fine �� 95-� 26 � gravel and fine sand. ! c,z Fp 7 I F"� J � Q� au ! 36.� 0 20 CH CLAY(CI-�:gray,wet soft,high �� p plasticity. z;,, 10 � � -Grades clay in cutting. C,� ! � S M SII,TY SAND(SM): �-ay,wet,very dense, O� fine sand. `�z 22.9 50/6" 21 ,�.,� � � F�,.V 10" ; � y �� ' SP SAND(SP):gray,wet,very dense,fine ; z a - sand,trace silt. "z � � 2o.s 40 22 f I �� 50/6" �O � �r 11 �,C _� � SILTY CLAY(CL):gray,wet,stiff, p ' medium plasticity. _ � _ 30.4 4 23 �"' �x U'E" 1 9 UC m 11 i3 � F¢ N � I � � � � 36.3 3 24 CL -As above. o � 0 N ; 12 � Q *SAI4PLER B CaL(3"OD) � SPT�2"OD) � Core , Shelby � '� No � N TYPE Split Spoon Split poon Sample Tube Grab ;� Recovery Q ?~ * , 300Ibs 1401bs x H.��Il1'IER�4 EIGHT (30"Drop) (30"Drop) QLakeshore Landing Development Appendix j � Renton,Washington a ��KLEINFELDER � A SSc Q GEOTEC OILS�ID 1�iATERL L,SEST nG GI�IEERS BORING LOG — � PROJECT NUD4BER: �7450 B-SQ, PAGE 3 of 4 TESTL'VG PROGRA.'14 I LABORATORY FIELD ti.S.C.S. .a � � ,-, � * ' ,: �'ELL/PIEZO ; W� � � w F � =� x =�� I o SOIL DESCRIPTION x CO:�TSTRUCTIOl\' '=' tz_, � � z� ,i a ;i ` -�-� �p d � � N � �z .� a �� `' a 3 = � Q� z r � H �� A �� Q �� f z a c oz � S �N � � = s � 3 �c � a e o � pV I ^H � ,� � z � � 12 �.��-.,w �� 25 CL -Grades to hard. �Q � O� r�A 125-�. ""F, az SP � SAND(SP): gray,wet,very dense,fine p� sand,trace silt. �-% 44 26 I v� 0/5.5" �� C7� 13 �a 0 a:� o� 22.5 I 24 27 SP ', -As above. �� 23 -�F� �3 a 13" 25 �o �� Qc � � ' Au 22.z 41 � 28 �i, SP -As above. �� a 38.5 50/5.5" Boring terminated 138.5 feet bgs. �� Groundwater was not encountered during �^ drilling with mud rotery.Boring backfilled d_. with cuttings and bentonite chips. �Q f`� F-� E,.,U d� a za o� �� o QQ �o �`' �� . �o � �F m H� N a � 0 � > W � 0 0 0 N � a c� N � *SAAZPLER Cal.(3"OD) SPT 2"OD) Core Shelby Grab �O " � TYPE 8 Split Spoon � Split�poon � Sample ' Tube � � Recovery � ~ 30016s 1401bs � *xHA11f'��iER VVEIGHT (30"Drop) {30"Drop) � QLakeshore Landing Development Appendix ? Renton, Washington °� ��KLEINFELDER � A �Sd � GEOTECI-L�OiILB AND AZATERL�I,SESTL G GIn'EERS BORING LOG � � PROJECT:VIJASBER �74�0 B-j[� PAGE 4 of 4 TESTING PROGR4M L.4BORaTORY FIELD U.S.C.S. 'i ' -- ; �� ° ` ; ' � �=� ~ SOIL DESCRIl'TION a�L��zo ' �:o F � �; � - �� ' �W � � .- CO\STRLCTION ^� �" �, � � ;s � � � -a C4 .��" z�r.f :-" q 5 � � �� Z i+ Z a" EW—� �� U A �,_ —"+ � I O = Q �, v� � 3 �C � �, �`^'. � �''' r Surface:Gravel Lot(Asphalt and Aggregate H r% „�a � z O � w� � j ��\o -Asphalt and aggregate base course �� , y� mixture. A� � ��p , ,�� I'<;°a� -Very dense,sand,gravel,recycled ' �� 'o e� concrete. O Q 5 , SM SILTY SAND WITH GRAVEL(S'.�: Q z brown,wet,fine to coarse sand,fine to p� coazse gravel. �;�; 50/6" 2 I �;c�. z� U 10 � j (FILL) O�' , � w� OF 33.9 13 3 SM �x I y Fy 6 ' I �-� I S 15 ' 4 I �z � �o j �� d� i PT �'`� �' PEAT(P�:brovvn-red,wet,soft,fibrous. z� _ 84.4 1 4 Q� 1 OL — ORGANIC SILT OL : a w�et soft. y� P'S'� SAND VVITH SII,T(SP-SM):gray,wet, O� 20 I 3 loose,fine sand. E E _ U Q JPT , �, PEAT(P'I):broam-red,wet,soft,fine to 0�:: ,, , coarse plant fibers. �,�% _234.5 a ; — �z < � � 2 I SP SAI��D(SP): gray,wet,medium dense,fine I F"�; Z5 i, g sand. c� � �z z� I �C � 30.4 16 , 6 � � � 10 OL '= ORGANIC SILT(OL):gray-brown,wet, �� 30 3 = soft. ¢� �"U i� Q� ,<<, �� 312.� 3 7 PT ,��, ,� PEAT(P'I):brown-red,wet,stiff,fibrous. �,� � � �F 4 �, ,��, �� 0 35 � ,,,, ,, � �H m — H¢ N N � � ',� SP � . SAND(SP): gray,wet,dense,fine sand. � c, � i w 27 $ � � � 26 0 N I 1 � 4 0 � DATE DRILLED: SURFACE ELEVATION(feet): DRILLL\G 1!'IETHOD:Mud Rotary ��., ^ LOGGED BY:I.LaVielle TOTAL DEPTH(feet):98.0 DRILLER:Subterreneau �C � a REVIEWED BY:D7.Byers DIAD�fETER OF BORING(in)S inches CASIVG SIZE:N/A � � ¢ Lakeshore Landing Development Appendix ? Renton,Washington a ��KLEINFELDER � A �6a � GEOTECI�'OILS_�ERIA S�TES IT vG'GIn'EERS gORING LOG � � PROJECT nti�1BER: 57450 B_jj PAGE 1 of 3 TESTING PROGRA'.�i LABORATORY FIELD ti.S.C.S. � � \ � * � d «'ELL/PIEZO � e � � � f s `� � �?a � � o SOIL DESCRIPTION " W Wo .. C�� F ,� J u ;� :s; �„� C01'STRUCTION N xE,;, � � z:� `" ^ � L „ �-'" � f L H W �z .� a s� �' a 3 � � �� z � � o - z a � �z U � cN � c" ^ = s �z � � C � ' �� C � �� ~ �' N r I � � � z � �� „�N 4 SM , SILTI'SAl�'D(SM):gray,wet,loose, fine ''� �a i ' sand. �'� �z � 36.0 4 ` 9 � � v,d 3 � z� -i , i �a 45 � I' 3 I , `";� H Az SP � S�-D(5P):gray,wet,medium dense,fine p� sand. v� s6.9 � ��,, 10 � I I SILT(MI.):gray-brown,medium stiff, �Q 50-1 ; i ' trace fine sand,trace or ganics. �a 4 ' I ' � � i � ^a� � C.. 17s.o 25 � 11 � SP � SAIvD(SP):gray,wet,dense,fine to �,.F�, 20 ` medium sand,trace fine�ravel,trace silt. F,� 55 23 i �o - i �� i � dC au 25 �,: 12 SP -As above. Q O 23 C� 60 31 h F - , o¢ , �w _ � �230.0 ; 25 �, 13 SP -As above. �� 2� �J F� 65 z9 Q� � !``—' ` -Driller reports soft drilling. z +, .��, p z �d �z5o.g 4 14 PT `"' `` PEAT(P1�:brov�m-red,vvet,very stiff, ' �� , 6 '� .''� fibrous, 1 inch layer of ash. , �'�.,p i^.y�1 70 1'� � `1 I/ \{ Q� � — ,, ,,,, a� i ,,, , Q° � — �� 60.5 � �, 15 PT �' '��' -Interbedded lenses of sand. �� ,i r, ,� �F.., 9 — �O � �, ,+�, m �� 15 ,,, H C N N � ❑ � c ~' 19.9 69 �0/5"� 16 i�II, SANDY SILT(MI.):gray,wet,very � dense,fine sand. N , i -Hard drilling. > � g O � x S�1fPLER ❑ CaL(3"OD) � SPT L2"OD) � Core ' Shelby � Grab � No � � TYPE [] Split Spoon � Split 5poon Sample Tube Recovery � **IIA11�Il11ER�'VEIGHT 300 lbs 140 Ibs ? (30"Drap) (30"Drop) � Lakeshore Landing Development Appendix ? Renton,Washington � ��KLEINFELDER Z A �6b Q GEOTECE3I�OILS A1�TD NIATERIAL SES�G GINEERS BORING LOG � N PROJECT Ni:J�ER: 57450 B-�5 PAGE 2 of 3 � T`ESTLVG PROGItAM � � L.ABOR�TORY � FIELD I ti.S.C.S. .-7 r �c ,-. ;* '� 'r7 ' p° o ^� t . , " v��ELL��zo -_'_, We F � w � - �=� � �� a o ' SOIL DESCRIPTION �:, ;,�> �o � �:, �� ,• COTSTRtiCTION -� =��,:, � � 7� `" ' " a � il '�, L d � x �.,� ..a .a ��n -" p I5 ^ �' �� z � A Q O Z E• a CQ.c��, � �' y ' -✓C2 I �� O 3 ,�,'^,� C J' e o :.� E+ `) '7 _ '� O '.�+�U 8 � w." i �iy, �� a-� , , �a, � � 13.9 �0/5.5� 17 SP SA,'�TD WITH GRAVEL(SP):gray,wet, �Q ' very dense,fine to coarse san d,fine to z� ' coarse gravel,trace silt. , � 85 �w A E" zW o� 13.1 50/6" 18 SP -As above. �j� y 50/3" ; �� z Q _.. i i „Q 90-� J �C � ., I ' °� 31 19 SP -Grades to without eravel. �x � 3g x �� i 5 95 ; 39 �z a �o _ a I ; �Q o . ' � a� 98 ' -As above. � d: Boring terminated at 98 feet bgs. z:r Groundwater was not encountered during =x drilling with mud rotary.Boring backfilled FH with bentonite chips and cuttings. U�C aw �� u d� d �z zA s� �z � �o �Q �� 0 a x � �� o o � m HQ N N F- C � > w K 0 0 0 N � d � � *SA1��LER B CaL(3"OD) � SPT�2"OD) � Core ' S6elby j� Grab O �0 � � TYPE Split Spoou Split poon Sample Tube w Recovery � 3001bs 140Ibs j *'�fL4J�ID�R�'�'EIGHT (30"Drop) (30"Drop) ° Lakeshore Landing Development Appendix � Renton,Washington a ��KLEINFELDER � A 56c F GEOTEC OILS'VD MATERLA SiTESTIPIG GINEERS gORING LOG p N PROJECT v[JA-fBER: �7450 B-55 PAGE 3 of 3 Kieinteiaer inc. Operator: Nowak CPT DatelTime: 12/29/2005 12:46:05 PM Sounding: CPT-3 Location: The Landing Cone Used: DSG0708 Job Number. 57450 Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type' SPT N` Qc TSF Fs/Qc(%) Pw PSI Zone:UBC-1983 60%Hammer 0 700 0 9 -20 70 0 ?2 0 100 0 � i ` I i � , I '• I � �� , � �� . � � I I I . 1 I �I 1 i I . I : I I I 1 t I 1 '. 1 11 I ! I'i . I I 'fi I 1 I 1 I I /I I i 1 1 I I I I I 1 1 I I� I I I I 1 I ' 1 - !.1 1 , 1 I� I I I 1 I I � I I I I I I 1 I I I I I I� I I I I I I � � � � �1 '. I I I I 1 I I I I 1 I I I I I 1 I I t I f I I I I 1 I I I � -I I 1 ': I I I � 1 1 I I 1 1 I I 1 1 1 I 1 1 I I I I I 1 1 I I I I i 1 I I I 1 I I ' 1 I 1 I I I 1 I I 1 . I 1 1 . I �I I I 1 I 1 � I I I I I I I I I 1 I 1 I I I I I 1 I I ' I 1 I I'1 I 1 : I I � I ' I I . i 1 1 I I I I I 1 j I I I I I I 11 I I : I ' 1 I �I I 1 I 1 I � '� I i I jl I I I 1 I I 1 I I 1 I I I 1 �I I I I '� I 1 � I I I I I I I �1 1 1 I 1 � 1 I . 1 1 I 1 I I I 1 I I I I i I � I I I I I I I I I I I I I I I 1 � I 1 I I 1 I 1 I I I I I I � I I I I I 1 I � '� I ! I 1 I i I I I f I I I 1 ', I I 1 O _:__1__J__J__J___I__ J_I_L L 1 J_i _�_L L 1 J_I '_'_i_i_��J J 1 1 L 1 1 J J J_�_I_� � I I I I I I I I I li I I I I 1 1 � 1 I '� I I I I I I I I i. I I � I I I I I I I I � I ', I � I I 1� I I � 1 1 I I i I I I • ! I I I I ; I I I I I I I I 1 1 ' 1 I � I I I 1 I Ill I I I I 1 I . �. '� � ' ' I i , 1 I I I I I I I I I I I I 1 : � I I '� I � I I I 1 1 1 I I I I �� '�. I . '.. . ; ; ; I I I 1 1 1 I i I 1 i � � � � � �� i � � , � . � � � i � i i � 'I � i � � � � � � i �:� � i � � i � i � � � � � � �� r � � � � � � � � � ' � � � � � � �j� � � � � � � � i , i , i i i ;iiiiii i i , iiiiii �— ii riiiiiii � i i i i � �� i i i i i : i i h i i i � � i I i i . � .. . �� i i'-y � i i i i i i � i i i i i �1 i i i i i i i i�i i i i i i i '�, i i i � ��. . i_�f � i i i i i i � i i i i i i T-� iiiiii iyiiiiii � iii � iiii ` � i i i i i i� i i i i i � i � i i i � i i � � i �i i i i i i i ; i i � i i i i � , i i i � � i ,`i i i i i i i i i i i i i i i i i � i i i i i i i i i i i i i i i i i i � i � i i ` i i i i i i i i 20 I I 1 1 1 I I I�1 I� 1 I `J I I I I I I , I � I I I I I I � i ,, -r--�--�--�--�---r- �-r .�-i �-�rr�-.-�—, -��-r- ��-�-r il , � � � � � � �:� � � , � � � � �� , � � � � � � � � � � � � � i � i i i i i i i2i i i i � i i � i i i i i i i i i i i � i i � i i i ��-a� i i i i i �+—r�—'i i i i i i i� i i i i '.. i i i ��i i i i i i i � i i i i i i i i i i i i i i i i i i '�.::��'f� i i i i i i i i i i i � � � � � � � � � � � � �1,� � � � � � � � � � , � � � � � � � � � � � � � � � � i � i � , � , � i � � � � � � i i � i � � � � � + i � i � � � � � � � � i i �•�i i i i � �, � � � � � i i � � � � � � � � � � � � � 5� � � � � � '1, � � � � � � � � � � � � � � � � � � � � � � � � i � i � i i i�i i � � � � � ri i i i � � � � � j � � � � i � iii � i i � iii � i � � � Li � ii � � i � i i � � � � � � � i i , � i � i �(i � � � � � � 1 � i i � � � � � � � i � i � � � � i � i � � �ii � i i � i � , i i i i � � � � � i i i i i i gi i i � i i � i i � i i i i i i � i , i � ; i'i i i � i� � i i i i � : '30 _�__1__J__J__J--_I-_ �_.1�_I__11J_. 5+_I-L11J_1 -��'c�- 1JJJJ_I_1- '� I I I 1 I �,�I '� I I I 1 i I v 1 I 1 I I I I I � � . '� I I L� I I I . I I I I /I I � I I I �Ty I I �i I I I I I 1 i i i i i i � �� i �1r i i i i i i / i i i i i i iiiiiii i {iii � iii ii �riiiii � ii i i i i i i i i i i i i i i t i i i i i i i 4 i � i i i i i i ,� � i i i i i i i i i i � i i i i i i i i � i � � i � i � i i � i i i i i i i i i i i i i i i>i i i i i'.i i i i i i i i i i i i i i i i � �� i i i i i i i i i i i i i i�� i i i i i i i ; i i i i i i pth i i i i � i i i i i i i i i i i� i i i i i i i i i i i i i i � � � � � � � � � �� a � � � � � � � � �� I i i i i i i �� i i _Li i i i i i i � i i : i i , � i i i i i i � i �t i i i i Tr—'T�� i i i i i �i i i . -._.._ . . . � i i ' i i i i i � i I I I I I I _ I __I I_I_I I 1_�1_1 I_I_I -� �-� .�-, I I I I I I I I i I I 1 1 I 1 I I I I i 1 I I I I 1 I I ___ � I I I 1 I 1 I I I I I I�I I I I I � I '. I I I I 1 I I ao --- -- --- �„� � � � � � � �r � � � � � , . : ' , ,I� � � � � � � ; —7— , —,— ,---i— i i i i i i i i i i i i i i „—i—i—i—i�, '� i i i i i � i i i i i i i i i i i i �. i i i i i � i i i � � i � i i i � i i i i i i i i i i i i i i e �. i i i i i i i �i i �� i i i r . i i i i �. i i i t i i i i i i i i i i i i i p i i i i i i i � i i_i i i t i � i i i i i i i i i i i i i i i ) i i i i � i � i i i� i i i i i i i i � i i i i i � i i i i i i i i i i i i i i i i � i � i i i i i � � i i i i i � i i i i i i i i i ` i i i � i i i � � i i u i i i i i i i i i � i i i � i i i i i i � t � i i i i i i � i i � . �i i i i i i i i i i i i � � i ��i i i i i i i i�i i i i i i � � � i i i i i i i i � i � � � � � � �� i � � � � �,,� � � � � � � � � � i � � � � � � . � i i i i i i i i i � i i i iti i i i i i i i i i i i i i i i i i � � � � � � � � � � � � � � � � ,i � � � � � � � � � � � � � � � � � i i � i i i i � i i i i i i �� i i i i i i i i i i i i i i i i i 50 -+--+--�--�---�---�-- -�-��-� �-��-� -,+� ��-,��_�_,_ i � � � � � � � � � � � � � � �,� � � � � � � � � � � � � � � � � � � � � � � � � � � � � �� , � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � t, � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � �� , � � L� � � � � � � � '{ i i i i i i i i i i i i i i i i i i i i i � i � i i i i�i i i i i i i i �� z� � � � � � � i i i i i �i i i �, , . i i i i i i i i i ._`. _�� i i i i � i i i i i I -�L I I I I •I I I i I �. I I I I I I I I I t • � 1„ I I I I I I I I I I 1�-t- I 1 I I I I 1 I 1 I I I 1 I I I 1 1 I I I '� I I 1 I 1 I I I I I I I I I I I I 1 I I I i I i I I I I I 1 I I I I I I I I I I I 1 I I 1 I I I I I 1 I I I I I I I 1 1 I I I I I I I I I I I I 1 i I I I I 1 I I I 1 I I I I 1 I 1 I I I I . I I I I I I I I I I I I I 1 I I I I 1 I 1 I I I I : I 60 ' _ �__�___�___�___�__ i i i i i i i i � i i i i i i i i i i i i i i i i i i i i i i i i i � i -7- i i i i i i-i-i-i i i-i-i .-�-i-i i i-i-i i i i i-i-i i i i i i i i i-i-i-i-i-i i I I I I 1 I I I I I I I 1 1 � 1 I . I I I I I I I I I I I I I I I I I I I I I 1 I I I I 1 1 � I I � I I I 1 I ' � 1 I : I I I I I I I I I I I I 1 I f I I 1 I I I 1 I I I I I 1 I 1 I I . I I 1 1 I i , I I I I I I 1 1 I I I I I I I I I I I I 1 1 I 1 1 I I I I I 1 1 1 I I I I I 1 I � I I I 1 I I I I I I 1 I I I 1 I I I I I I I 1 I I I I I 1 I 1 I I I I I : I I I I . I 1 I I I I I 1 i 1 I I i I I I I I 1 I I 1 I I 1 1 1 I I I I I . I I I I 1 I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I 1 I I 1 . I I 1 . I I I I I I I I I 1 I I I 1 I 1 I I 1 I i 1 I 1 I t I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I 1 I I I I I I I I I 1 I I I 1 1 I I 1 I I 1 I I 1 I I I I I I I 1 I I I I I I I 1 I I I I I I I 1 I I 1 I I I I I � I I I I I I I I I I 1 I 1 I I 1 I I I : i I I I I I 1 I I I I I I 1 I I I I 1 I I I 1 I I 1 I I I 1 I I I i I I '. I I I I I '. I 1 I I I I I ' I 1 I 1 I I 1 I I 1 ' I I 1 I I I � I I I I 1 t 'i I I � 1 I I I 1 I I I 1 I I 1 I ' I � � 1 1 I I ' I I 70 I I I � I I I I I I i � I I I I I I I i I I I I . I � I I I I � 1 I Maximum Depth=57.09 feet Depth Increment=0.164 feet �1 sensitive fine grained �4 silty clay to clay ■7 silty sand to sandy silt ■10 gravelly sand to sand I �2 organic material ■5 clayey silt to silty clay 8 sand to silty sand �11 very stiff fine grained(') �3 clay ■6 sandy silt to ciayey silt �9 sand �12 sand to clayey sand(`) t�ieinteiaer inc. Operator: Nowak CPT Date/Time: 12/29/2005 2:37:50 PM Sounding: CPT-4 Location: The Landing Cone Used: DSG0708 Job Number: 57450 Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type" SPT N* Qc TSF Fs/Qc(%) Pw PSI Zone:UBC-1983 60%Hammer 0 700 0 9 -20 70 0 12 0 100 0 � �,,�1., I � ,✓ � � � � �t� � � � � � � � � � � � � � � "�'� � , � � � � � � � y� � � � � � , � � , � , � � � � � , � � � � „ � � ,_ � , � � � < i i i i i i i i i i i i i i;� i i i i i i i i i� i i i i i i Z i i i i i i i i i i i i i)i i i i i i � i � i i �`i i i i i i i i i i i i i i i � i i i � ( i i i � i i . i i i i i�i i i i i i i �� i i i ; i i i i i i i i i i i i i i i i i i�i i i i i i i � i i i i i � i i i i �i i i i i i i � i i i �i i i i i i i i i � i i i i i i I i i i i � i i i i i i i i i ii� i i i i � i S I I I I 1 I I I I I I I I I I I I I I I � I I I I 1 � 1 I 1 I I I � � � � � � � � � � � � � � � � � � , � � � � �r� � � � � � � ( �i I � I I I I � � I I 1 i �I I I I I I � I I i i i I �, �fi I I �� I I I I 1 �; i I I i I I I I I I i -�y I�; I I i I I I I I I 1 � i I t I I �Q ' _1__1__�__J___t___I__ J_�_L 1 1 J J_I_L L 1 J_i _!__' 1 1__ � 1�_�_�_�_�_� � i i � � � , �� i � � � � � � � � i � � � � � i i i i i i i i i i i i i i i� i i i i i � i i � i � �. , i i i i � i i i i i i i i �� i i i i i i i i i i i � � : i i i i i i i i � ; �\ i i i � i i i i i i i i i � � � i i i i � � , i �h i i i i i i i i (� i � t i � i �� i i : i � i i i 1 � i i � i � � � i i iai i i i � i i i � i � i i i i i i i i � i i � i�i i i i i i i i i 5 i i i i i i i i r � � � , , � �� , � � � , � , � � � � �' , � � � � � � � � � � � ; � � , � , � � � � � � � � �� , � � � � � � , � � ;, � � „ � � � � I � � , , , � „ � , � � � , � , � � � � � � � � J� � � „ � � „ � , � , , � � , � � , � , �� , � � � � � � � � , � � � , � � � � 1 I 1 I I � I I I i 1 I I I I I I I I � I I I I �� I 1 I 1 1 I I I I I 1 I 1 I -_I I �I I I I' _ I I � i I '1 1 I 1 I 1 1 I I � I I I � I 1 I I 1 I I I I � I I I I I : I I I 1 I ', I I 11 I I I I I I i i � 1 � I I I 1 1 I I 1 20 � I I I I 1 i I I 1 1 I ' I _I � I I I 1 I I I 1 i T_'7__l__1__'I_ i-_ _I-r T T 1-1 1-r`T 1- l- , z l 1 1-I-I-I- ^�I I I I I ,I I I I I I I I � I 1 I I I I ' F l i I I � I I I I I � � � � � � ; � � � � � � � � � � � � � � i � r � � � � � � � � � � � � 1� i � � i � � � i � � i i i i�� i � � i � �r � � i � � i � i � �i1 i i i i i i i i i i i i i i i i i i i i t t; . i i i i i i i i i i �� i � � i i �i i i i , i � i i i i � i � i � �_� ' -� i i i � i i i � i � i � � � i i � � � i i � i •,i i i � � � � i � i i � i � i i i � •� � � i � i � i ��i � � i ''� � i i � � � i i � i � i � i i � � � i i i i i i i i iy i i i � i i i , i , , i i i � v i i i � i i � i i i i i i i i i i i i � i ( � � i i i i i i ti i i i . i i i i '� � i i i i i �i i � i i i i � i i i � i �, i i �. �i i i i i i i i � I i i i � � i i i � i i i i�\i i i i i i i � � i i i �, i i : i i 1 I I I ; : JI I 1 1 I I � I I p I I I 1 I '. I•�' L t_�:,.,1.1 �. ��I : I I ' I I � 1 \ I I I I 1 �1 i 1 I I I I I Ifl I I : I I � � f I � :i ��-I � � �{ I 1 I 1 I I 30 ��- �` � �1�. ,J J 1`� I I 1 I 1-I I 1 � 1 1__J__J__-I-_ ` I J I k t i - _I_L 1 1 J_I �J_i_L 1 1 J_: I I I 1 I I 1 1 I I I 1 I I i I I I I I i� i I I I I I I I I I I I I I I I I 1 1 � � I 1 I I I I I I 1 I 1 I I I I I I I I I 1 I I I I I I ' I '� �i.i_.1�:Li:.1.1.-:_-� � I 1�4r1 I I I I 1 i" I I I 1 I I �I I I I I I I } I I I I I I �, 1 I I I I I I I I � , I 1 I I I I I I I I I I I : ��I I I I I I I : I I �I I I I I I I I ' I 1 I I I I ' I i ' I I I I � y 1 I I I i I i I I 1 1 � 1 � I I I I ' 1�. 1 I I I I I I�+. I I I I � i I I I I ' I I I I I I I I 1 1 I I I th i � � � � � � � � ��.+-L � � � � �� V i i i i i i i i i i i i � i i i i i i i i i i i i i �� i i i i i i i i � i � � � � � I � � 1 I � I I � I � � i i � � � � i � 1 1 � 1 � � � � 1 I I 1 I i I . I 1 I 1 1 �I I I I I I I I I '. I 1 I I ' I I�I I I 1 I I i I I I I I I I � I I I I I I I I 1 I I: I 1 I I I i I I I I I I�I I I I I I ' ` 1 I I I I 1 1 '. I I I I 1 1 I � 1 I I I I , I I I . I I4 I I I 1 I 1 I ' 4� I�- � -- �-- �-- �-- i i i i/ i i i i�i i i , i i i iii i i i_i_i_,-. j T 7 i l _�___i__ i�i-�i i-i-i i-i,- T i-i i - . i i i i�-i i i i i � i i i i i i i i i i i i i i�i i i � i i , i i i i i i i i i i � i i i i i i i i i i y� � � i i � . � i i �--f-.1 J i i i i �i i i i i i i . i i i i i � i i i i i i i `.={ :i�::._7 i i i i i i i i i �� i i �� i i i � i i � i � i i i�i i i i i � i i i i i i i ��, I '� I I I I I I I I I I �� 1 I I`I I 1 I I I I I �� I I I I I I I I I . I I I 1 I I 1 I 1 I I I I I I I I I I 1 I '� I I I I I I I 1 I I I 1 I I I I I 1 I 1 I 1 I I I 1 I I 1 I I I i I I I I i I I I I I 1 I I I I I I I I I I I I I I I I I I i I I I I I I I I I � i I I I : I I I I 1 1 I I ', I I I I I I I I ! I I 1 I I 1 I I 1 1 I I I . I I I I �: I I I I � I I I 1 1 1 I I I I I I I I 1 I � I I I I I 1 1 � I I I I I I I 1 I t I I I � I I I I I I I 1 I � 1 I I I I I 1 I I I I 1 1 I 1 I I I I I I I I I 1 I I 1 I I I I I I I I I I 1 I I - I I I I I I I I 1 I I I 1 I 1 I I I I 1 I I I I I I I 1 I I I I I I I I I I I 1 I '� I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I i I I I I 50 -}--�---�--�---+----- �-�-��-. -�-�-��a�-� ��-�-��_1+� ��-,�-�-�-�- � � � , , , , „ � � � � � � � � � � �, � � � � � � � � � � � � � � � � � � � � � � , � � � , � � � � � � � � � � � � � � � � � � � � � � � , � � � � � � � � � � � � � � . � � � � � � � � � � � � � � � � � � � � � � , � � � � � � � � � � � � � � � � � � � � � � � . � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � , � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � ; � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � , � � � � � � � � I I I 1 I I I I 1 I I I I I I I I I I I I 1 1 1 I I I I 1 I I ' I I I I I 1 I I � I I I 1 I I 1 I I I I I I I I I I I I I 1 I I I I 1 1 I I I 1 I I I I � � I I I '. '� I I I I I I 1 I I I I I 1 I I I I I I I I 1 I I 1 I I 1 I 1 I I I I I I I I I 1 � I I 1 I I ' 1 1 I I I . I 1 1 I I I I . 1 I I I I I I 1 I I '. I I I 1 I I 1 I I '. I I I I I 1 I 1 I I I I 1 1 I I I I 1 I I i I I I I I I I I I I I I I 1 I I I I I I 1 I ' � I I I I I I I I I I I I I I I I I I I I I I 1 1 I I I I I I I I I 1 '� 60 i i i i i i i i i i � i i i i i i i i i i i i i � i i i i i i i i i i i � i i i i i ------------------- -------- -------- ------—,— . i i i i i i i i . i i . i-i-i-i i i-i-i i i ��. i i i i i i i i i i i i i i i i i i i t i i i i i i i i i i i � i i i i i i i i ; i i i i i i i i i i i i i i i i i i i i i i i i i i i i � i i i i i i i i i i i i i i � i i i i i i i i i i i i i i i i � i i i i i i i i i � i i i i i i i i � i i i i i i i i i i i i i i �, i i i i i i i i i i i i � � i i i i i i i i i i i i i i i i i � ! i i i i i i i i i i i i i i i i i i i . � i i i i � i i i i i i �� i i i i i i i i i i i � i i i i i i i i i i i i i i i i . � i i i i t i i i i i i . i i i i i i i i i i i � i i i i � i i i t i i i i i i i i i i i i i i � � i i i i i i i � i i i i i i i i � i i i i i i i i i i i i i i i i i i i i i i i � � i i i i i i i i i i i i i i i i i i i i i i i i i � i i i i i i i i i i i i i i i i i t i i i i i i i i i i i i i i i . i i i i i i i � 1 I I . '� . I 1 I I I I I I I I I� I I I I I I 1 I � I I 1 I 1 I � i I I I I I I � �� '� i I , 1 I 1 I I I I I I I 1 I I I I I I I I . I I I I I I I I : 1 I 1 I I I ' ' i I I . I I I I I I I I I 1 i I I I I I . i I I I � 1 I I I I i ' I 1 I 70 I I I I i I I i I I I I I 1 1 , I I I I I I ' I 1 I i - I I I Maximum Depth=43.64 feet Depth Increment=0.164 feet C;�1 sensitive fine grained ■4 silty clay to clay �7 silty sand to sandy silt �10 gravelly sar.d to sand �2 organic material �5 clayey silt to silty clay S sand to silty sand �11 very stiff fine grained(') �3 ciay �6 sandy silt to clayey silt �'9 sand �12 sand to clayey sand(') APPENDIX B GEOTECHNICAL LABORATORY TESTING B.1 GENERAL We conducted laboratory tests on several representative soil samples to better identify the soil classification of the units encountered and to evaluate the material's general i physical properties and engineering characteristics. A brief description of the tests performed for this study is provided below. The results of laboratory tests performed on specific samples are provided at the appropriate sample depths on the individual hand auger logs. However, it is important to note that these test results may not accurately represent in-situ soil conditions. All of our recommendations are based on our interpretation of these test results and their use in guiding our engineering judgment. Kleinfelder cannot be responsible for the interpretation of these data by others. In accordance with standard of practice requirements, the soil samples for this project will be retained a period of 6 months following completion of this report, or until the foundation installation is complete, unless we are otherwise directed in writing. B.2 SOIL CLASSIFICATION Our representative visually examined soil samples in the field, at the time they were I obtained. They were subsequently packaged and returned to our laboratory where they were reexamined and the original description checked and verified or modified. With the help of information obtained from the other classification tests, described below, the ' samples were described in general accordance with the Unified Classification System, , ASTM Standard D2488. The resulting descriptions are provided at the appropriate ', locations on the individual boring and test pit logs, located in Appendix A, and are , qualitative only. B.3 GRAIN-SIZE DISTRIBUTION Detailed grain-size distribution analysis was conducted in general accordance with ASTM Standard D422 to determine the grain-size distribution of the on-site soil. The , information gained from this analysis allows us to provide a detailed description and classification of the in-place materials. In turn, this information helps us to understand ! how the in-place materials will react to conditions such as heavy seepage, loading, I, potential liquefaction, and so forth. ;i 66677/SEA6R049.doc Page 1 of 2 March 1,2006 Copyright 2006 Kleinfelder, Inc. � _ B.4 MOISTURE CONTENT Moisture content tests were performed to approximately ascertain the in-place moisture content of the soil sample at the time it was collected. The moisture content is determined in general accordance with ASTM Standard D2216. The infarmation obtained assists us by providing qualitative information regarding soil compressibility. The results of these tests are presented at the appropriate sample depths on the boring logs and in this appendix. ii ;- I �._� ; �- 1 � � : _I '_ � 66677lSEA6R049.doc Page 2 of 2 March 1, 2006 Capyright 2006 Kleinfelder, Inc. 1 10.0 _ _ _ 100.0 — - - - -- 9Q0 - - _ _ _ __ �n.o —__ __ �o.o - -- - — - - � /� .� 6O.V — _ _. _ N � a � SO.O _ _ __ _ - - ___ H � a - -- 3U.0 -- --- - - -- I - 20.0 _ _ -- _I _ 10.0 - --- 0.0 — _ _ _ - _ --- 10U.00 10.00 1.00 0.1 U 0.01 Graui Size in Millimeters Sa.No. S20-7/35' 2405 140th Ave.NC Sicve Analysis - - SU;�r A «�� L04W Loc. B-20 Bellewe,WA 98005 Harvest Partners (452)562-4200 Lalceshore Landing Desc. SM Silty Sand Project Number Technician Approved Date Revised Date 57450 F.Bengco 7/7/2005 NA NA US SIEVE OPENINGS IN INCHES I US SIEVE NUMBERS I HYDROMETER 4 3 2 1.5 1 1/2 3/8 4 10 20 40 60 100 140 200 110.0 - - - _ _ 100.0 - - _ 90.0 - --- - - -- - 80.0 - - - 70.0 - - - .� 60A --_ _. _ -- - -- - -- � a c 50.0 -- - - - — - - --- - - - � � a 40.0 - - -- -- -- 30.0 -- - -- - - - - 20A — - - — - 10.0 - - _ __ _ _ 0.0 - - _ _ 100.00 10.00 1.00 0.10 0.01 Grain Size in MilGmeters GRAVEL SAND FINES(S1L1'S OR CLAYS) coarse fine coarse medium lu�e sa.lvo. 522-2 2405 140tL Avc.NL Sieve Analysis S°'`�A 1°' LO1S Lo�• R-22 Bellevue,WA 98U05 Iiarvest Partners Desc. GM (452)562-4z0o Lakeshorc Landing Silty Gravel with Sand Project Number Tech►ucia►i Approved Date Revised Date 57450 F.Bengco 6/21/2005 NA NA US S1EVE OPENINGS 1N INCHES I US SIEVE NUMBLRS I HYllROMETER 4 3 2 1.5 1 l/2 3/8 4 10 20 40 60 100 140 2UU . --- _ __ _ _ 100.0 --- - 90.0 _ _ _ _ 80.0 - -- - — - -- __ 70_0 - - --- — _ eu .� � - — � 0. - ---- � a � SOA - -- - - --- -- - _ -- � � a� a __- -- 30.0 - -- _ _ - - - - - 20.0 -- -- _. __ __- - -- � 10.0 --- - - 0.0 — — _ _ _ _ _ - --- - ._ 100.00 10.00 1.00 0.10 0.01 � Graiu Size in Mlllimetcrs GRAVF.T. SAND FTNES(SILTS OR CLAYS) coarse fuie coarse medium fine Sa. No. 522-6 zaos �ao��A�e.rrr. Sieve Analysis Suite A 101 T O��v Lo�• H-22 Bellevue,WA 9A005 Harvest Yartners L ►J (452)562-4200 Desc. SM Lakesharc Landing Silty Sand Project Number Technicia❑ Approved Date Revised Datc 57450 F.Bengco 6/21/2005 NA NA US SIEVL'OPENiNGS]N INCHES I US S1LVE NiIMBL'RS I HYDROMETER I 4 3 2 1.5 1 1/2 3/8 4 l0 20 40 60 100 140 200 110A _. _ _ _ - _ __ 100.0 - - - ___ 90.0 - - - - - -- 80.0 - -- -_ _ - - _ __ - - 70.0 - - - -- - - -- - - --- - [ .� 60.0 - - _ _- _ _ _- - _ _ _ � a q 5�.� - - - - -- - - — - __ _ _ � i a 40.0 - - - - - - 30.0 -- _ __ - - _ _ 20.0 - _ _ _ _ _ _ _. - - -- 10.0 - - - U.0 _ l 00.Q0 10.00 1.00 0.10 0.01 Grain Size ui Millimctcrs GRAVEL SANI) FINE5(SII_TS OR CLAYS) coarse luie coarse mcdium fine Sa.No. 524-3 2405 140U�Ave.N� Sieve Analysis -_ __- — 5u��A�o� L03S Loc. B-24 Bellevue,wn y8005 IIarvest Partuers (452)562-420U Desc. SM Lakeshore Landing Silty Sand Project Number Technician Approved Date Revised Date 57450 F.Bengco 6/21/2005 NA NA , liS SIEVE OYENINGS IN INCHES I US SI�VE NUMBERS I HYDROMETER 4 3 2 1.5 l 1/2 3/8 4 10 20 40 6U lUU 140 200 I 10.� -- _ 100.0 - _ - - -- - - ')U.0 i - - -- R0.0 - - - -- - - 70.0 - -- - - - -- - �n C .� bn.n _ - - - - - - _ c"d a, c 5O.0 - - - - _ _ _ - - � � � p. 40.0 - - - - 30.0 - - — - - -- - - . _ 2�.0 - - - -- - - - - 10.0 - _ _ �� OA - _ — - - 100.00 10.00 1.00 0.10 QOl Grain Size in Millimeters I GR.AVI;L SAND FINES(SILTS Olt CLAYS) � coarse fine coarse medium fu�e i Sa.No. S25-3 2405 140th Ave.N� Sieve Analysis ' — Su�«A�o� L04S Loc. B-25 Bellewe,wn 9aoo5 Harvesl Partners Desc. SM (452)562-42U0 Lakeshore Landing Silty Sand Project Number Tcchnician Approved Date Reviscd D�te 57450 F.Bengco 6/21/2005 NA NA US S1LVE OPENINGS 1N INCHES I US SIEVE NUM]3LRS I HYDROMETER 4 3 2 1.5 l 1/2 3/8 4 10 20 4U 60 100 140 200 __ - 100.0 -- - -- - -- - 90.0 - - - - -_ _ �0.0 -_ _ - - _ - 7O.l) _ . _. _ _ _ --- _. co .� 60.0 - -. _ _ _ _ _ _ _ _ � a c SU.0 -- _ _ _ _ _ _ - � � a 40.0 - --- -- - - 30. _ - - - -- ___ _. — ?0.0 -- ----- -- _ _ _ I 0.0 -- _ - -- - - 0.0 - - - - _ ' 100.00 10.00 1.00 0.10 0.01 Grair►Size in Millime�ers GRAVEL SAND FINES(SILTS OK CLAYS) coarse fine coarse medium fuie Sa.No. 525-6 2h05 140th Ave.IV� Sieve Analysis SuiteA 101 T OCG+ Loc. B-25 Bellevue,WA 98005 Harvest Yartners L J►7 DCSG SP-SM (452)SG2-4200 Lakeshore Landing Sand with Sill Project Number Technician Approved Dale Reviscd Date 57450 F.Bengco 6/21/2005 NA NA US SIEVE OPENINGS IN INCHES I US STEVE NUMBERS I HYDROMETER 4 3 2 1.5 I 1/2 3/A 4 10 20 40 60 100 140 200 110.0 ___ _- - - - - -- _ _ - _ _ 100.0 - — �� - � 9QA - - - --- �0.0 __ __ _ 70.0 -- - - _ -- - -- cu .� 60.0 - —– -- -- � b SOA - --- - - -_ _ _ _- _ _ � a� a 40.0 - - - - - - - - - 30A - - - - 20.0 _ __ _. _. __--- 1QO - - - 0.0 -.__ -- - _ I 00.00 10.00 1.00 0.10 0.01 Grau�Size in Millimeters GIZAVF,L SAND 1�INES(SII.TS OR CLAYS) coarse fuie coarse medium fine Sa.No. S27-3 2405 140th Ave.N� Sieve Analysis , Suite A 101 T O�[C Loc. B-27 Bcllewe,wa 9soo5 Harvest Partners L V►J I�esc. SM (452)562-4200 Lakeshore Landing Silty Sand Project Number Tecluucian Approved Date Revised Date 57450 F.Bengco 6/21l2005 NA NA iJS SIEVE OP�NINGS IN 1NCIIL:S I US SI�VE NiJMBERS I HYDROMETLR 4 3 2 1.5 1 1/2 3/8 4 10 20 40 60 100 140 200 l 10.0 - _____ _- _ 100.0 - � - - -- - 90A - - -- -- - - -- -- __ __ _--_ _ _ - 80.0 - - - - -- -- - 70.0 _ --- --- ou a �N L/� _.. �__ tA \JV.� - _.- _ .._. _ -____"___'_.._ _..._.. . "_ � a a - a� SU.0 — _ — -- -- _ __ "" � i � a i 4 0.0 — 3U.0 - -- - - -- __ __ — I 20.� -- .. ____ ---- — '� 10.0 _ ______ _ 0.0 ----- - _- - - 100.00 10.00 1.00 0.10 �.�1 � Grain Size in Millimeters I GRAVLL SA1VD FINES(SII.,TS OR CLAYS) coarse fine coarse medium ficie Sa.No. S50-3 2405 140th Ave.N� Sieve Analysis SuiteA 101 T O�(� :.oc. B-SU Bellewe,WA 98005 Harvest Partners L ►� (452)562-4200 llesc. S1VI Lakcshore Landing �ilty Sand Project Number Tecluuciau Approved Date Revised D'dIC 57450 F.Bengco 6/21/2005 NA NA ______ ._._ _ iJS SIEVE OPENINGS IN INCHES I US S�VE NUMBERS I HYDROMETER 4 3 2 1.5 1 l/2 3/R 4 10 20 40 60 100 140 200 110.0 --- - -- -- -- --- - � _ 100.0 - - 90.0 — _ _- _ BU.0 - - - - 70.0 - - - -- .� y 6UA - - - _ --- � a � 50.0 ---- - _ _ -— — - _ � � � a � 40.0 -- --. - -- _ ------- _ I 30.0 - � 20.0 - — -- _ ...------ --- - - ___- ------ ' - ---_ . . -- - _ � 10.0 - —- - I I 0.0 I 100.00 10.00 1.OQ 0.10 0.01 �I Grain Size in Millimeters GRAVI�L SAND FINES(STLTS OR CLAYS) coarse fiue coarse medium fine 3a.No. S51-11 zaos iaoc�n�C.rrE Sieve Analysis Suite A]O1 �.00. B-51 I�cllevue,WA 98005 L 11 S Desc. (452)562-420U Lakeshore landings Yroject Number Tcchiucian App►•oved Uate Revised Date 57450 Randy Crum 2/7/2006 NA NA r iJS SIEVE OP�NINGS IN INCHES I US SIEVE NUMBL'RS I HYDROMET�R 4 3 2 1.5 1 1/2 3/8 4 10 20 40 60 100 140 200 l -- _ - _- - _ --- 100.0 -- -- 9O.0 _--- - — -- �0.0 � --- - - -- 70.0 _ - - - do .� G0.0 - — — -— — i F, C 50.0 '�- - -- - -- ---- — � I a 4U.0 - - ------ _ _ - 30.0 ---- - I 20.0 - - -- - 10.0 - -_-- - — '' OA --- ---- - -- - - - - - - 100.00 10.00 1.00 0.10 0.01 Grain Size in Millimelers GRAVEL SAND I'IN�S(S1L'1'S OR CLAYS) coarse fine coarse medium fine Sa.No. S51-15 2405 140U�Ave.NL' Sieve Analysis Suite A 101 LAC. B-$1 Bellevue,WA 98005 L 12S -- __ DeSC. (452)562-4200 Lakeshore Landings Pruject Nuiuber 1'echiucian Approved Date Revised Date 57450 Randy Crum 2/7/2006 NA NA US SIEVE OPENIlVGS IN INCHES I iJS SILV�NUMBERS I HYDROMETER 4 3 2 1.5 1 1/2 3/8 4 L O 20 40 60 100 140 200 1 l0A - ---- __ _ __ 100.0 - - - --—- 90.0 _ ___ _ _--- - 80.0 — --- --_ - -------- 70.0 - - - .� C0.0 -- -- --- - - � a. � 50.0 - - - ---_ _ —. - � � a� a i 40.0 - - -- 30.0 -_ _ _ - - , 20.0 -- ---- - - - - - -___� 1QU - - - - -- i � 0.0 __ _ - -- -- _ _ __--- I 100.00 10.00 1.00 0.10 0.01 Grain Size in Milluueters �� GR.AVEL SAND FINES(SILTS OR CLAYS) coarse fine coatsc me�lium fine i 5:�. No. 553-22 2405 140�h Avc.NFi Sieve Analysis ,��. �-53 su�«A�� L13S Bellcvue,WA 98005 Desc. (452)562-4200 Lakeshore Landings Project Number Tecluuciau Approved Date Revised Date �J74�J� [irad Kochanski 2/10/2006 NA NA CONSaL[�ATtQN TEST REPORT Q � � � 2 I d 6 8 c � � �p ! � � m � m 2 12 � 14 I + I I � I 1 I. I ,s � 1 � � ,s ! � � � 1 20 .09 .02 .OS .1 2 .5 'F 2 5 '14 Applied Pressure-fsf �a� ��' LL P[ Sp. Gr. USCS AASHTO tnc'tz'a!Void Satura5on Moistvre �� 3Q 96_0% 39.5% 79.7 2.7 1.11 S MATERIAL DESCRIPTI��1 Project No. OS-2IQ1 C(ient: Kteinfelder Remarks• Project_ L,ab-eshvre 5 i450 5ource:B-23 Sample No.:S-23 EIevlDepfh: 8.3-8�6 COh150LIDAT[ON TEST�EPORT S41L TE�HNal.4GY Consof Plof I Sample B-26 25 feet Coefficient of Consolidation vs. Vertical Stess I 14 , 12 � �, 10 ; � � g N � 6 > c� 4 2 ; � 0 10 100 1000 10000 Vertical Stress-psf Vertical Strain vs. Stess Vertical Stress- psf 10 100 1000 10000 ° ; I ! i � ' ! j i o.a2 , ' ' , � i , , 0.04 ' i � � � I � 0.06 � ', c � � �� 0.08 , , , ; , � i � 0.1 I L I i I � 0.12 � � I � � i 0.14 � i ' ' II � � i � 0.16 � ; � I � I ' I I ; I i 0.18 � APPENDIX C IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL ENGINEERING REPORT ! I � I � I ' II I M ■ ■ � � � � � '�� . _ I � - tet • , e r, . ' � � � e• , i i • , r � � � ' i J f t . ! ! I f't ! ' / / .t' l G�Ot�C�It11C81 S�t'VIC�S AI'� QL'P�01'[IIBd ��' • elevation,configuration, locatian,orientation,or weight of the specifie Purpas�s, P�PS�[IS, and Projects proposed structure, C�otechnical engineers struc�ure their services to m�t t�e specifie ne�of � composition of the design team,or their elients.A geote�nical engineering study conducted far a�ivi!engi- • project owner�ip. n�;r may nat iulfill the ne�Js of a cons�ruc6on eontrador or even anofher civ�l engineer,Because each geotechnical en�ir�ering stutly�s unique,each As a general rule,aha�ys in#orm your g�at�chnica�engineer of project geotechnicaf engineering report is unique,prepared solelyfor ihe c�ient.No changes—even minor ones�nd requesl an ass2ssmant of iheir impact one except yflu should rely c�yourgeotechnical engin�ring rep�withaut Geot�nrca�enginee;scannotacceFtrespansibflifyorliabilityiorproblerns (irst eonferring with the geotechnical engineer who prepared it.And no one that occur6e�aus�the:r rep�rts do rrot carrsider de�•elopments of which —not evenyou—shovfd apply the report for arn�+purpose or proj�cf fhey u�ere naf inforrrred except t�2 on2 originally contemp�ated. Subsurfaee Gonditinrns Can C�ange Read the ft� Report A geotechnical enginezring rep�-f is based o�condi�ions th,at existed at Se�ious problens h�ve eccurred#�ecause t�ose refying on a geatechnical the t�r�e the study was performE�.Do not rely on a geoiecftrtical engine�r- engineering report did not read ii all. Da nat rely on an execu6v�s�rmmary. ing re�arttivhose adequacy may have been af�ected by:t"e passage of Do not read selected elements oRly. 6rna;by man-made e��nts,such as consfruction on or adjacent lo the s�te; or Gy natural events,s�ch as fl�ds,earthquakes,or groundv�ater fluctua- A Geoteehnical En��neering R�part Is Based an ti�ns.Aiways contacF the geatechnical engineer before applying the report A Uraique Set ot Project-Specific Factors ta�etermine if it is still reliat�le.A minor��urt of a�ditiona[testing or j Gea�echnieal engin�rs censicer a�umbe�of unique,project-specific fac- analysis co�ld prevent major problems. i tor�when�fablishing�he scope o#a study.Typicaf factors include:th2 clienrs goals,objectives,and risk managemer�f preferences;t�e g�eral I�ost Geoteehnical Findi�gs Are Prafessionat natu,e�f'the�tructure involved, its s�ze,and confiouration;the locafion of Q(�EF1fOqS the struc�tre on?he site;antl other planned or existing site irnprovener�s, �iie e�foration identifies sUt�sur`ace canditions only a�tf�cse poi��s where such as access roads,parking lats,and underground utilities. Unless the subsurface tests are conducted or samples ar�taken.Geotechnical engi- geotechnicaf engineer who cond�;cted tl�stucy specifica!ly�ndicates ath- reers review field and laboratory data a�d then apply their pro`essional erwise,do not rely cn a geotechnial engineering repert thaf was: judgrrent to rar��er an apinion about su�surface cor�itions(hroughouf�he • no�pr�ar�d for you, site.Actual su6surface conditions r�ay differ—sa�retimes signi�cantly— • not prepared for your proj�t, fror�those ir�icatetl in your repo�.Retainirg the geotecnni�al engineer ; • not prepared�or the speciiic site expfored,or who devefo�ed your report fo provide consfruc5an observation is t�e • compl�ted befcre important project changes��rere made. most e�ec,ive methotl�(managing ihe risks associated with unanticipated conditions. Typical changes thafi�n erode the reliability of an existing geotechrical engineering report include those tt►at affecf: A Repnrt's Recommendatia�s are Net fnal • the(unction of�e praposed structure,as when it's changed ir�m a Do not overreiy on the cnnstructian recommendations inc(uded in;rour parkirtg garag�to an office�uifding,or fram a light industrial plant report. Those rec�mmendalio;,s arz net frnat becau�geofechnFcal engP- fo a refrigeratetl warehcuse, n�rs develop�hetn principaif,�rom judgmentand opi�ion.Geotechnical engineers can inalize their recommendations only by observing actua! subsurface conditions revealed during consiruction. The geofechnical have led lo disappointments,claims,and disputes.To h�ip reduce the risk errgr,�eer who developed your report cannotassume responsibility or of such outcomes,geoiechnicai engineers commoniy include a variery of lrabrliry for ihe reporPs recomr�endalions i(thaf�rlgineer does not perform explanatory provisions in their reparts.Sometimes labeled 'limitations" c.or�structioa oUservation. many af these provisions indicate where geotechni;al engineers'responsi- bilities begin and end,to help others recognize their own responsibilities A Geotechnical Engineering Report Is Suhjeet ta and risks. Read fhese pro�isions closely.Ask questions.Your geotechnical Misinterpretation engineer sheuld respond ful(y and frankiy. Other d�sign feam members'misinterpretatien of geotechnical e��gine�ring reports has resulted in costly problems.Lower that risk by having your geo- �ieoenviranme�tal Concerns Are Not Covered technical engineer conier with appropriate m�nbers of the design team after The equipment,techniques,and personnel used to perform a gGcerrviror�- submiiting the r�ort.Also retain your geutechnical engine2r ta review pe�ti- mentalstudy diifer;ignifc�nfly irom those used to perform a ge^te�hnic•a! r2nt elements oi the design leam's plans and speciticatior►s.Contractors can study.For that rea�on,a geotechnical engineering reporf does nat usua�ly � also misinterpret a geotechnical engineering repo�t.R�duc2 that risk by re(ate any geoertvironmental findings,conclusions,or recommendations; ; having your geotechnica!engineer participate in prebid and preconsfucfion e.g.,about the likelihood of encountering underground storage tanks ar conferences,and by providing construction obsen�aiion. regulated conlaminanls. Uranticipated enviro�mental problems have!ed to rzUmerous projeef failures.It you have not yet o�tained your own g�en- ' Do Not Redraw the Engineer�S �OJS vironmental infarrnation,ask your geotechnical consultant for risk man- Geotechrical engineer5 prepare final boring and testing logs based �pon agement guitlance. Do nof rety on an environmental report prepar�d for thzir interpreta6on of field logs and laboratory data.To prevQnt errors o� se;npone else. omissions,the logs includ�in a geotechnical engineering report should neverbe redraavr#or inclusion in arch�tectura(or othe�design drawings. Obtain Professionai Assistance To Deai with Mold Onh�photographic or elecfronic reproduction is accept2Gle, but r�cgrize Diverse strafegies can b�appl:ed durir�building tlesign,construction, i that sepa�aGng logs fror�the report can eleuate rrsk operation,and maintenance to prevent significanl amounts of mold fram ; growing on indoor surfaces.To be effective,all such strategies shauftl be Give Cantractors a Complete Report and devised for the exp�ess purpose of moltl prevention, infegrat�d into a com- Guidance prehensive plan,and ex�cuted with diligent oversight by a professienal Some ownars a�d design professionals mistzh�nly believe they�n r�aks mold przv�nti�n co�sultant Because just a small amount ot water ar contractors liable for unanticipated suhsurface conditions by limifing what moisfure can lead to the developmenl of sev�re mold infesta6ons,a num- � they provide for tiid preparation.To help prwent castfy problems,give con- ber of mold preverrtion strategies focus on keeping building surfaces dry. tractors the complete geotechnical engin�ering repa�,buf preface if with a While groundwater,waler infiltration,and similar issues may have been ' clearry written letter of�ansmittal. In that letter,advise c�ntractors that the addressed as part of t�e g�technical engineerir�study whose findings report was not prepared for purposes oi bid d�ve[opmer�and that+�e are comreyed in this report,the geotecnnical engineer in charge of this report's accura�y is limited;encourage tnem to confer with the geat�ehnical project is not a mold preverrtion consultant;none of fhe services per- engineer who prepared the report(a madest fe�may be requiredJ and/or to formed in cnnnection with the geatechnrcal engrneer's study conduct additional study to obtain the specific rypes of irformation�ey were designed or condacted lor the purpose vf mvld preven- � � need or prefer.A prebid conference can atso be valuable.Be sure contrac- fion. Prnper implemeniativn of the recommen�lafions canveyed ', � iors havesu,Yiciertt timeto perform additional study.Only then might you in this report will nnf of rtself 6e sufficient fo p�event mold from I t�e in a pflsition to give cantractors the best iniarmation a�ilable to you, grawing in or an the structure involved. v,hife�equiring�em to at least share some of ihe financial responsbilities � stemming from unanticipated conditi�s. R@Iy, on Your ASFE-Member Geotechncial Engineer for Adc�ti�al Assistance � Read Responsibility Provisiuns Closeiy P�lembersi p in ASFE�The Eest Pecple on E�rth er�os2s geatechnica� � Some clients,desi�n preiessionals,and contractors do not recogniZe that engineers to a wide array of risk manageme�t techniques tha�can be o1 geote�hnical engfr�ering is#ar less exact than other engineerng oisci- genuine�enetit for everyone ir,volved with a cer;sfructian projecf.Confer � plir�es.This lack of untlerstanding has created unrealistic e�ectations that with you ASFE-member geotechnical engineer fcr more information. I ASFE � T9e �est Peo�t� �a Egr[h 3811 Col�.sville Road/Suite Gi06,Silvet Spring,MD 2Q910 Telephone:301,f56�2733 Facsimile:301/589-2017 e-rrrail:in(oQasfe.org www.asie.org �opy�ripht 2004 by ASF�Inc.Du�kation,reprsduction,er copyinq of Uris dncumenZ 1n whok or i�r par�by arr.�reans�a�:hai:0ever.is Str.ctty pr�tlibited,exeepf w+th ASFE's specitic written pe�niss,'on.Fxcerpting,quotinp,or othernrse exlracOrtg wwding from th�'s documer,t is permitted onn•with!he express wnften pe,7rrission oIASfE,anQ only!or purposes of schelarly�searcfr or book review Or,(y mernbers of ASFE may use this documerrt as a cemplemenf to or as an efemerrt of a geotechnrra!er,grrreering repoR.Rny other �rm,individual,or other er7ity(hat so uses t�is tlocument without bein�an ASFF inamber coufd be commitirng negligent or inter�fionaJ(fraudulent)misrepresentafion. 'IGcRCoD45 OM 7.0 BASIN AND COMMUNITY PLANNING AREAS 7.0 Basin and Community Planning Areas Not applicable W&HPac�c,Irrc. 77R The La�ulinA—Harvest Parmers .Ianuary 2007 11 8.0 OTHER PERMITS � 8.0 Other Permits Not applicable '-' � ; � �s .�: �, ' � � ; , W&HPac�c,lnc. 77R The Landing—Harvest Partners January 1007 12 9.0 EROSION/SEDIMENTATION CONTROL DESIGN 9.0 Erosion/Sedimentation Control Design Erosion and sediment controls were installed during demolition and pre-loading of the proposed building pads as detailed in the King County Erosion and Sediment Control (ESC) Standards. The Erosion and Sedimentation Control Plan (ESCP) for The Landing has been developed utilizing the King County Storm Water Design Manual and City of Renton standards. Temporary erosion and sedimentation control requirements shall be maintained and are specifically addressed in the King County Core Requirement No. 5 (SWDM). Erosion and sediment control notes per City of Renton standards are provided on the Erosion Control plans. ➢ ESC measures will be maintained and inspected daily during non rainfall events and hourly during rainfall events. An ESC supervisor will be assigned to oversee the standards, as directed on the construction documents and in the KCSWDM 5.4.10. The City inspector will be given the ESC supervisor's name and 24-hour emergency contact phone number prior to start of construction. The name and 24- hour emergency phone number of the designated ESC supervisor will be posted at the primary construction entrance to the site. A written standard ESC maintenance report��ill be used to record all maintenance activities and inspections for the site. {i'&H Pacific,lnc. TIR The Landrng—Harvest Parmers Jarruary 2007 13 � - I 10.0 BOND QUANTITIES WORKSHEET, RETENTION/DETENTION FACILITY SUMMARY SHEET AND SKETCH,AND DECLARATION OF COVENANT � 10. Bond Quantities Worksheet Not included at this time. �I � ;� i � , ;-� , J ; ��. �� }, i;"-, � '� � . �'` fi`�-' I, 6f�8cHPac�c Inc. 77R77reLanding-HarvestPortners Jararary 2007 14 11.0 MAINTENANCE Al�1D OPERATIONS MANUAL I 11.0 Maintenance and O erations Manual ' P � i ➢ King County, Washington Surface Water Design Manual, Appendix A— I Maintenance Requirements for Privately Maintained Drainage Facilities. (selected � pages) 1998 i3'&H Pacil1c,Inc. TIR The Landing—Han�est Partrrers January 2007 l5 � _ gLAbG COU�v�"Y, �:4ST-yIL�'�GTO�F, SL�RF�CE �A'FER DESIG�V�ri.��IF�1.L ' APP�l�II)IX A NANCE STANDARDS FOR PRIVAT�LY �il[I�T�D D��iINAGE FACILITIES � NO. 7 -DETENTTON PONDS J�� Maintenance Def�ct Condrtibns Wf�en Maintenance Resutts EzpecTed YYhen Componeni !s Fteeded Mai�rsance ks Perfortned _ General Trasfi 8�Debris Arry trash and d�ris whict�e�eed 1 cubic foat Trash and debris deared from sit� per 1.D00 SqUarB feet(ttlis'ts aL�out equal to She amocart af tr2sh it would take to 1l up one standard s¢e office garbage can)_ fn generaI, ther�shou[d be no visual eviderice of dumping_ . Poisono�s Vege�tion Arry poisonous or nuisance vegetation which No danger of poisonous vegetation I may consfitr�t2 a hazard to Co�ty personnel or where Courtty personne!a the the pubfic. ' puufic migM normally be_ (Coor�nation with Seaffie-Ku�g . Co�mtY Heattfi De�artrnent) - Pollutiwi Ol,aasoGne,or other cor�taminanls of one No contarranartLs presertt other than - ga�on or mors or arry amo�mt found tf�at could: a surFace fifm_ (�nation with 1)c�e cfarnage to plant,animat,or marine Gie; Se�ieJKu�g Co�ty Heat� 2)conssiihite a fu-e hazard:or 3)be fli:shed De�arhnerrt) do�2am dureng rain storms. Unmowed Grz.ss/ If faaTrty is located in private ra..sidential area, When mowing is n�ded, Ground Cov�r rrr�wing is needed when grass exceeds 18 grass/graund cover shoufd b� inches in height In other areas,the general mowed to 2 inches in height. � policy is to make the pond site match adjacent Mowing of selected higher use ground coverand terrain as long as fhere is no areas ratherthan the sntirz slopa interference witli the function of the faplity. • may be acceptabte for some - situations. Rodent Hol�s Any evidence ofi roderrt holes if faality is acbng Roden�destroyed and dari or as a dam or berm,or any evidence of water bertn repaired. (Coordnafion w�th pipng through dam or berm via r�dent holes. 5aattte/Kng County Health DeQarhnent) _ Insects When insecis such as wasps and homets Insects destroyed or removed from interfere with maintenance activities. site. Tree Growth Tree growth does not allow maintenance access Trees do not hinder maintenance or interferes w�th maintenance activity(.e.,slope activities. Selectively cultivate trees mowing,silt removal,vactoring,or equipment suoh as afders for firewood. movements). If trees are not interfering with - acc2ss,leave trees alone. Side Slopes of Pond Erosion Eroded damags over 2 inches deep where Slopes should be stabilized by oause of damage is stitl present or where there using appropriate er�sion contml � is potential for mr�nued ernsion_ rneasure(s);e_g_,rock reinforcemerrt,plar�ting of grass, compaction. 'Storage Area Sediment Accumufated sedim2rrt that exceeds 10%of the 5ediment cleaned out to designed designed pond depth_ �ond shape and depth;pond reseeded'rf necessary to control � erosion. Pond Dikes Settfements Any part of dike which has settled 4 inches lower Dike shoufd be built back to the tfian the design elevation. design elevafion. � Emergency Rock Missing Only one layer of rock exists above native soil in Replace rocks to design standards. Overflow/Spillvray area five square feet or targer,or any exposure of native soil at the top of out ffow path of � spifhvay. Rip-rap on inside slopes n�J not be repf2ced. 1998 Surrace VJater Design Manual 9/I/98 A-1 ��F3L�� i��!�-*�!�:e SF��}�1RL?S f�?�2 PRIC��ZEL�#i'�.��4Il'��c��_4GE P�4C�7 T'i�FS E�_4-C�NTF�QL STE�Ck�F�L�f�f F�ESTF�G`T�f� ...��n-�-� �c c�r�rt��r�� wrt,�� a�rn��,��n„� - G�ra! Tra�arxi D-:�ris Dst�rica��-tween�.�ris bcn"id-up and�om of All trzsii and debrs rz.moved. {Inciudes 5edunent) orifice pt�e is less ffsan 1-12€eet Strvctural Darnage Structure is not securefy at�ad�ed to manhoie watl Struchlre securely affach�to and outlet pipe sfructure sf�ould support at feast � walt and outlet pi�. 1,D00 Ibs of up or down pr�-ure_ , Struchtre is nof m upri�ht�sifion(a11ow up tD Structure in corre„�-t pasiiior� 10�/Trom plumb}. Connecii�ns to outiet pipe are nct wat�rtight and Connections to outlet pipe are � show sians of rusi waber tigtr.�,structura rapaire�or - rep3aced and works as designed- Any holes�ther tt�an desrrgned holes--ui tt� Siruch�re has no holes other strucfure. than design�holes. Cfeanout Gate Damaged or Missing Cfeanout gate is not watertight or is missing_ Gate is watertight a�d works as , a�� GaYe cannot be moved�and down by one Gate moves up and down easily maintenance parson_ and is wa2ertight Chain leadng tfl gaie is missing ar darnag� Chain is in pEace and works as designed. Ga`e is msted over�'a of iLs surEace area. Gat�is r�paired�r re�laced to meet design standards_. Orifice Plate Damaoed or Mfissing Control device is not working properiy due to Plate is in place and works as r,. missing,out of place,or bent orifice platz_ designed. Obstructions Any trash,debris,sediment,ar veget3tion Plate is free of all o6structions blocking�e plate. ' and works as designed. - Overflow Pipe Obstructions Amr trash or debris blocking{or having the Pipe is free of all obsfructions potential of blocking)the overflow pipe. and works as designed. Manhole See"Cfosed Detention Systerns'Standards No.3 See"Closed Detention 5ystems' Standards No_3 Catch Basin 5ee"Catch Basins"Standards No.5 See'Catch Basins"Standards Na 5 9/1/98 1998 Surface Water Desi�n Manual - :�-4 `�PP�4'DIX A �441.F�'T��tiCE STi�-�RI?S PDR PRI�°4Tr`�. .Y��II�i'��@ DRAL"�4GE F4[�T iT7FS t�t0_5-CATCH B�ft�fS . - ' �Sce D�ect Gond�fiorss When�is Nee�ed Resut�E�lARien Camgoneist l�ze"s perf�med Cena-al i as'��Debrs_ Trash or debrs of nwr=ti�an V2 cubic foot which is No Trash or d�is foc��i {lnciudes S�ment) focated immr�'iaFeiy in front of ihe�basa� imme�afefy i�front of cafch � opening or is bloddn��paaty o�ihe basin by basin opening_ more than 10'/0 Trash or debris(m the basin)ihat exceals 1r3 the No�ash or debris in the cat�h depth from the battom of hasin to irrvert the lowest basin_ I pipe irr�o or out of the basin_ i Trash or debris in arry�t or outl�t pipe bfocldng inlet and outlet pipes free of more than 113 af iis heighi trast►or debris_ Dead animats or vegetr�on that coutd generate No dead animats or vege2�alian odors thaY could cause co�lainls or�angerDus preserrt wiffiin ihe catcf�basin. gases(e_g_,rnefhan�). Deposits of g�r6age exceeddrog 1 cvbic foot m No condrGon prasent which volurne waild aftrad or support ifie breedmg of irtsecLs or rodents_ Strvctlire Darnaes t� Comer of frarr��3ends more ritan 3J4 inch pzst Frame is even with cuzb_ Frarne and/or Top 5tab curb ace-irto�te stre=_t(tf a�p6cabfe). Top slab h�s hofes larger�an 2 squar=inches or Top slab is rre of holes an� cracks wider than 1/4 incn(r�rrt is to mak�sure cracks. all materia.J is running into basin}. Frame not sitting fltt�h on top slab,i.e.,separation Frame is sitting 8ush on top of m�re than 3!4 inch of the frame fram the top stab. - stab_ Cracks in Basin Walls/ Cracks wider ti�an 1/2 inch and longer tfian 3 feet, Basin replaced ar repaired to Bottom any evidence of soil particles entering catch basin dssign standards. througn c2cks,or maintenance p=rson judges that structure is ur.sound. Cracks wider than 112 inch and longer than 1 foot No cracks more than 1/4 inch at the joint of any inleU otRlet pipe or any evidence wide at the joint of inteUoutlet of soil partides ertter�g�atch basin through pipe. ctacks. . ' SedimenU Basin has settled more than 1 inch or has rotated Basin replaced or repaired to Misalignment more than 2 inches out of aJignment. design standards. 1998 Surface Water Desio Manual 9/1l98 A-� APP�4�L�� Ai44�'ZT-��5��4RL'S R7P.FRiV AI�-ZIF]k4AL�T.��DR�"��'�E�rAC�_r�rS t�0.T O-tX�flf�lE1�At�CE SY�(PEFES 3�QITC#�ES} I ��,,,� D� co�s�6ons tAfEsea Ed�e is�ed Re�E�a�Yh� Gos�oRent I�taintenance is� r�''m,es S�im�f�D�xis Acsxmr�iated s�im�t 9iat�cc_�s 2D%af tha Pipe Geaned of aA�en: dtameEer of the pipe_ ar�d d�ris_ Vegetation Vegehtion ihat reduces free movem�t af waLr Atl veg��fion remov�so water ths�ugh pipes. Aows frzely ihrough pipes_ Car.zaged Pratzc�ve caating is damaged;rust is caezsing P'ipe re�airVd or replaced_ more than 50'/o d2�riora5o�to any Fart of pipe. Evry dent t[�at decreasss fhe cross seclion area ot Pipe repaired or reptaced. pipe by mor2 ttsan 20%. ��Ditctxs Trzsh&Debris Trrsh and debris exceeds 1 cc�ic fnot per�,D00 Trast�and d�rs deared frnm squarz feet of d�.h and slopes d�3ches. Sedim�t Axumulated sedunertt ttsat ezce�ds 20 ro of ltee Dit�h Ge3ned/ftushed of all design deptt�. . secfim=rt and denris so that it - mat�hes design. - Vegetalion Vegetation that reduces free movement af waLr Water 8ows freefy fhrough through d�es_ drtches. Ervsion Damage to VSee'Ponds"Standard Na 1 See`Ponds'Starxfard No.y Siopes r'?odc Lining Out of I�Raart�tar�:e person can seo r�abv�sal bens� Reglane rodcs tD desipi �lace or Nfissing(]f the rock fming- standart�s- - Ap�IrcabEe)_ Catch Basins See"Catch Basiras:5tandard No.5 See"Catch Basins'Standard - No_� Debris Barriers See"Debris Barriers'Standard No.6 See"Debris Barriers'Standard (e.g_,Trash Rack) No.6 - , N0. 1� - GROUNDS{LANDSCAPING) . Maintenance Defect Conditions When Maintenance is Needed Resutts Expected When Component Nfaintenance is Performed General Weeds Weeds growing in more than 20'/0 of the landscaped Weeds present in less than 5°0 (Nonpoisonous) area(t�ees and shrutrs only): of the fandsca�ed area. Safety Hazard Any presence af pois�n ivy or oiher poisonous NQ poisonous vegetation vegetation. present in fandscaped area. Trash or Litter Paper,cans,bottfes,totaling more than 1 cubic foot Area dear of iitter. � within a landscaped area(VeA..s and shru6s only)of 1,000 square feet Trees and Shrubs Damaged Limbs or pars of trees or shrubs that are split or Trees and shrubs with less ti�an � broken which affect more than 25°!0 of the total �%of total foliage with split or foliage of the tree or shrub. br�ken fimbs. Trees or shrubs that have been blown down or Tree or shrub in place free of knocked over_ injury. Trees or shrubs which are not adequately supported Tree or shrub in place and or are leaning over,causing exposure of the roots. adequatefy supported;remove any dead or diseased trees. 1998 Surface Water Desi�n Manual 9/I/98 a-9 APPIIh�DIX A 3�:II'��TF-A�C�SI'AI�D 4RBS PC?P.PRI�'AT�.Y NLAL�'£AIlAm DR�L��GE FA� r�. 13-war�Qu�FAaun�s�conrrnvr� � Q)�fY�af�s - � D� Carr3�1Kft�n iEa�Fs l�ded �E�ec4zd 1Rf�e:t Camponen2 �'s Pafaraie�d Wetvauit Trast�/Debris Tnsh and debris accumuEaied in r�utt,pipe or Tcash and d�ris rsrioved fram Accumutafion inlzV outlet,(mcludes floaYables and rtorr vautt floatables)- 5�merrt Ar.c�mulation Sed'rtnent accumutztion in rautt bottam ihat Ramoval of s�a5m�t f�m vautt in Vault ex;eeds the depth of the sedimerrt znne plus 5- ind�es_ Damaged Pipes fnleU outlet piping dam�ged or broken and in Fi�repaired and/or repEaced_ need af repair_ Access Cover Covrs cannot be opened or rarrr�ved,esp!�lfy Pip=repair�or r�pfaced tD Damaged/Not Woridng by onn person. prop�r wori�g specincalions. Vautt Struch�2 Vau�t GYacks wid�r ti�n 1/2-ci�and any No cradcs wider fhan 1/4-in^�`�at Darnaged evid�n�of soil p3rtiGa erttering the struch�re the jocrt of the inleU outlei pipa. through the aadcs,or maintenan�l mspection VauR is d�ermined to be persorne!detem�es that the vautt is not struchualfy sound. struch�aJfy sound. Bafifes BaHies cort�od►ng,aacidng,warping and/or Repair or repface baffles to � showing signs of fa�lise as detertnined bY specin"c�ortis- mairrtenance!irtspection staff. Access Ladder Damage Ladder es corroded or�teriorated,not fi.rtrfuoning Ladder reptaced or rzpaired tD property,missing nmgs,has cra�cs and/or specin"ca�oas,and is safs tn . misaiigned. use as det�rmin�d by itipe�on peronnel. �, r' � 1998 Surface VJater Design?�lanual 9i 1/98 �-13