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HomeMy WebLinkAbout02974 - Technical Information Report - Drainage 2g �4 �� 4205 148th Ave.N.E.Suite 100 CORE Bellewe,Washingron 98007 425.885.7877 Fax 425.885.7963 ` � DESIGN ' � STORM I)�NAGE ANALYSIS FOR STOi2- 1ypUS� SELF SToR�3GE ���ose 1� �RENTON MINI STORAGE� I RENTON, WASHINGTON � � �'��' ` �►'�' � �,�� � ������ Z B l�,���v� I3'1'Eg- �jONAL ENG i��(�1�� ! �fXPiRES 12-04— � Prepared by: Gina R. Brooks, P.E. & Robert H. Stevens, P.E. Approved by: Robert H.Stevens, P.E. Date: September 2001 Core No.: 99121 RENTON MINI STORAGE TABLE OF CONTENTS 1. Proj ect Overview 2. Off-Site Analysis 3. Detention and Water Quality Facility Analysis and Design 4. Conveyance System Analysis and Design 5. Erosion/Sedimentation Analysis and Design 6. Core and Special Requirements 1. PROJECT OVERVIEW: � Renton Mini Storage is located on the south side of NE 3`� Street approximately halfway between Edmonds Avenue N and Jefferson Avenue N in Renton, Washington. See attached vicinity map. The 7.77 acre property is currently vacant. Fornler use of the site was first as a gravel quarry and then as a land fill. The existing ground cover is dead grass and weeds. The ground slopes from east to west at an average slope of approximately 4%across the majority of the properiy. Along the west boundary of the property slopes are in excess of 100% and slope down to a hole located along the west property line. 'The developer proposes to construct a storage unit facility and two office buildings with associated roadway and utilities. An area referred to as Phase 2 will be reserved for future development. For the purposes of storm drainage calculations, this area will be considered to be developed as a mini storage facility. This assumprion is conservative yielding a higher percentage of impervious area. See attached site plan. The on-site generated runoff will be directed to a water quality/infiltration vault located at the north end of the site near NE 3`� Street. The infiltration vault will be designed to infiltrate up to the developed 10-year, 24-hour storm. Storms exceeding the 10-year, 24- hour storm will be allowed to overflow into an overflow conveyance system that will route excess flows to the e�sting NE 3rd Street tightlined conveyance system. i � Z � 405 �,�'� �'� , Q � ���� a °� � Q = z � " Q = - � � � � N.E. 4TN 900 .�EET srREEr N .�Ro sr. S c� 3R0 � E ��� S A/RPORT WY�� 9� N� . P�h-• d� ��ST e��y`'� Sl TE �( S .�RD. ST. 5��� '�' � ' �A� � 167 � 169 �`tiro� Q - �<<FJ-'�'-9,0 `� ,p/ �Ap��, � � S.W ��Y ''' m �m 515 �o �^Z 1//C/N/TY MAP �"= 2soo' N Page 1 of 2 �Cing County Bullding and Land Development Dfvision TECHNICAL INFORMATION REPORT (TIR) WORKSHEET ' - . . . • . . . . � � � . Project Owner Northward PronPr+;es Project Name �t°n M� Storage q��� 1560-140th Avenue NE.#100 Location Phone 425-747-1726 Bellevue, WA 98005 To��P 23N �9e 5E Project Engineer u��r+- u �tsver�s, �.�, �ion 16 re Desicm Inc. Compan� • Project Size • AC q�d Pho e 4205-148th Avenue NE,#200 Upstream Drainage Basin Size �� g AC 425-���-78/�7, Bellevue Y,�1 98007 � . � • • � Subdivision � DOF/G HPA 0 Shoreline Management Q Short Subdivision � COE 404 � Rodcery � Grading � DOE Dam Safety � Structural Vau�.s � Commeraal � FEMA Floodplain � Other � Other � COE Wetlands � HPA . . . Communily New�as e Drainage Basi�r Rive�, 0 River � Floodplain � SVeam � Wetlands � Critical SVeam Reach 0 Seeps/Springs � DepressionsJSnrales 0 High GroundwaierTable � Lake 0 Groundwater Recharge � Steep Slopes 0 Other 0 Lakeside/Erosion Hazard • Soil Type Slopes Erosion Potential Erosive Velocities Arents, E�erett Mat'l. fAn) 1eve�-� _Pnt-le G� ;nq G�ight Fill 0-100$ 0 Additional Sheets Attalched 1/'90 Page2of2 King County Butlding and Land DevelopmeM Dfvlslon TECHNICAL INFORMATION REPORT (TIR) WORKSHEET � .• . REFERENCE LIMITATIOWSITE CONSTRAINT 0 Ch.4-Downstream Analysis 0 0 0 � 0 0 Additional Sheets Attatched . � MINIMUM ESC REGlUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION FOLLOWING CONSTRUCTION � Sedimentation Facilities � Stabilize Exposed Surfaoe � Stabilized Construciion Entrance � Remove and Restore Temporary ESC Facitities � Perimeter Runoff Control �] Clean and Remove All Sittand Debris � Clearing and Grading Restrictions � Ensure Operation of Permanent Faalities [� Cover Practices 0 Flag Limits of NGPES � Construction Sequenoe 0 Other 0 Other '� , . , 0 Grass Lined Channel � Tank C� Inf�tration Method of Malysis [� Pipe System � Vault 0 Depression SRL1H 0 Open Channel 0 Energy Dissapator � Flow Dispersal Compensation/Mitigation � Dry Pond 0 Wetland 0 Waiver of Eliminated Site Storage � Wet Pond � Stream � Regional Detention Brief Description of System Operation D�'ainage will be collected by tightlined drainaqe t�vst�n and oonvev�i tn urater �t�/infiltsation vault_ Facility Related Site Limitations 0 Additional Sheets Attatched Reference Fac�'lity Limitation - . .- Q Drainage Easement � Cast in Place Vault 0 Other Q Access Easement 0 Retaining Wall � Native Growth Protection Easement 0 Rockery>4'High 0 Tract 0 Structural on Steep Slope 0 Other • o 0 I or a avil engineer under my �upervieion have visited the site. Actud :� ' -- site conditions es observed were incorporated into this worlcsheet and the - �%:'' ,��,�'' -r � ��.; attatchments. To the best of my knowledge the iniormation providea i' � � here is eccurate. s 1/90 2. OFF'SITE ANALYSIS: Sitr - ' . ' \l;i�, � �li[t"E'.itl7 i i llti�l!;+t`, s:� � �.r Tributarv to � There is currently a small upstream tributary area that is east of the site. It is assutne�i due to the high infiltrating soils within the tributary area that none of the upstreain drainage reaches the site. Tributary to Fronta�e: Proposed development of the site will include connection of a proposed overflow system to the existing NE 3`� Street conveyance system that will convey drainage exceeding the developed 10-year,24-hour storni event. The drainage basin upstream from the proposed point of connection to the existing system along NE 3`d Street was determined based on as-built information provided by the City of Renton. As-built information for the 1984 Street Improvement Project along NE 4`h Street and :vlonroe Avenue NE shows that the existing drainage basin extends from the site and east up NE 3`� Street/NE 4�' Street to Monroe Avenue NE. Along Monroe Avenue NE and '�1E 4"' Street, a 36"storm drainage system was installed and channeled to an infiltration facility thereby diverting any collected drainage, that was originally collected by an existing 12" conveyance system, away from the site's frontage upstream basin. The existing 12" conveyance system along NE 3`� Street and tributary to the subject site's frontage is used as an emergency overflow route for the infiltration facility should the system fail. It is assumed far the purposes of determining the upstream tributary area that the infiltration facility for the 36"conveyance system will not fail and will not overflow into the existing 12" conveyance system on NE 3`d Street. With the installation of the 36" conveyance system, a small area that was collected by the existing 12" storm drainage system along Monroe Avenue NE was not rerouted to the 36" storm drainage system at the time of installation along Monroe Avenue NE north of NE 4"' Street. Thereby, the existing 12" conveyance system still discharges into the existing 12" storm drainage system along NE 4`h Street/NE 3`� Street. The remaining information for determining the upstream basin area was extrapolated from the City's Utilities Division section maps. The upstream basin area is delineated on a copy of one of the City's Utilities Division section maps and attached on the following pages. `a '_ � ; '., . � rm � �;�� � i r.:' ' pi4� ���> � ��i �r �l i � � i J . �; ' � . w � \ .. l��• 1�• 1 \,.._ j: / 1 � 1/y\ •, `` , '/ 1 �ryrt/ i1 ' ./ •''' 1,\\ '_ / / /l•l^ -1\ 1 \ ...� � i.\ � � rr i ��ii� I� � ��\I t'ih�Yf�i+i�i� � . `��� J/� '( /\ �I�MI 1����, �` (,'' ,. t ,��1 1 _.__ '� o ` s (� / .� / ''� I � �al�y . � l� �\� �.` ��1 "��� , - _�1 ' 1. ' � ti\. �h� i� � � �� / iS' ,�` �i��_�..i- .�. ,/.�.�P� JI�1� I. �: �.,�:, `����` ��IL �_ I � � �� \ I � S . ;o^�,�, ��/ '_ ..!{i. 4 '1�1I; ., \.�� / i�4i �d/� � N ,_ i; �1 �j���� \ �r� ti _ _� � �r ����-'3�'�;�: l�'I����� •' �/+����� li�II\ \l �\\ f �....',I, � � -i�. :x � ` .I �,L a"�'�N'p�� � - - ' �.- �.._ ��=r ,� �, , ��� i %�,`� \\ �����,;���� � _ � - .�� � I�� �. \ � � � � ► , , `\ ;.;i; ir. `l�% �'I h'� I� \� 1 \\ 1�1 �: 14 ✓. 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( �`i ': �-- ---' ►-27c ,, i c3'tP I ,..... . ., . , ,� i ` /., � �,i \ �I I � �."-7r- -- �� �`l`` �I � 'a ` �t t-ca.f z- - - ` '�; i ` ��'`' 4 �' � � ", 1-L7'C I :�1 �� - `d- ti;� . 11 �-oi-c��.� �. �� . , n c7[1 � ° � /. �;1 Q a�� �-- -- ` -_ _ �`��1���� �; �1 c�� `D � �' `'�C '� � ��rc� �' _� . .�''�'C �l. D.n _� -\ -��_���\\ +� i �l i �,.I- . j� p � � � > l�� � l� S�1�- �� 6�47'CI ��� - A i . ;� �` ^� �� � _ �� � � � �� � 1 6 :i \'� 1 I\\I��ui.ur 7fT'�f1d (`. , .������ /' . : / . I . , '. ��r� � .. _{�. R� � � � �:, -.� . i C'f�7r-�. �.� ..,� �! � q / i �� , � Downstream Analysis Resource Review The proposed project is located within the Cedar River Basin. Resources listed in the KCSWDM were reviewed for existing/potential problems within the study area. The study area is that area associated with the upstream drainage system that is tributary to the point of connection of the proposed onsite drainage system to the NE 3rd Street drainage system and downstream along NE 3'� Street %4-mile from the subject site. FEMA Maps: FEMA map dated may 16, 1995 numbered 53033C0981F was reviewed. There are no flood areas within the study area. Sensitive Areas Folio: The December 1990 Sensitive Areas Map Folio was reviewed to confirm whether or not the study area is located within a wetland, stream or flood hazard area, erosion hazard area, landslide hazard area, seismic hazard area, or coal mine hazard area. There are no wetlands, streams or flood hazard areas, erosion hazard areas, landslide hazard areas , seismic hazard areas, or coal mine hazard areas within the study area. Drainage Complaints: Per the City of Renton,there are no reported complaints within the study area. King County Soils Survey: The soils on site consists of Arents, Everett material (An) and Gravel Pit. Soils within %<- mile downstream include Gravel Pit and Everett gravelly sandy loam(EvD). Soils upstream and tributary to the 12" storm drainage line along NE 3� Street consists Arents, Everett material (An) — — �J 'd r F �'j y�m"� � 4r y •., ��'.i �i \ -� -� � -�r � .h.. �5�; � � ` ,�, t � � . nl i.���;tie 9 r 1► � ;1 ,� • . • • I� I � '� .,�..�� : : .i '?.. ,��. '.�••�p ti.i � � � :AmC . � vi� '1� e� B 1 —�'---`}__'i �� Ur g�• : •���ljs� ��I�.c"�.= '�!j� 2 �'. � � 0 � ... '^ ^•F. dG ,� �:;;�� .� o e ,: .1��.i.�� •' FL a� ���1. ��.�� .. . .. , j ����° U r .� 4 a.,, .:': . ., .•' �-----� • G ] B c; ••.' :'""'.. 'i=.• •; 9 � 413 � A� `;� , 6 � �� � 8 s p,��• .•�'' 1� ' �••� ���r � � >n ♦ v � � qgCt`•••��:�'�.••�' ' � � �� i • I 0 i T � �e�ti�:��� r , � , „ �`� > � A R 0 ---- �.� .' • � ' . _.,.,.�� � ��' •' � . 'r �np �__ ����..� An � � . .. 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I � , ____ ood, i ? � i�,d /�i� � 0 1 = , , = � ,,o. _ ��- ,��7 '���a e � .� �u� oo . ..o .o e� I J i ' TfM L�o � � � �i �, ---- _. ----ru'-^°`"��"4=�,\�xu_o ai \ o. . e 't J��l� �� i . l��i/ 1 � � �o�i Do���nstrea�n Drainas�e R��ute The proposed conveyance systern for the subject site will allow flows over the 10-year, 24-hour storm event to discharge to an existing catch basin located on NE 3`d Street. The downstream drainage route was confirmed per as-builts provided by the City. Per the City of Renton East Renton Sewer Interceptor, existing 12" storm drainage is shown schematically on the plans to a point approximately 450 feet downstream or west of the subject property's northwest property corner. It has been confirmed by field survey that 12" storm drainage fronts the subject property. It is unclear though based on limited information of the pipe network along NE 3`� Street when the size of pipe changes from 12" to a larger diameter pipe. The downstream system travels downstream west along NE 3`d Street and then turns southwest near the intersection of Sunset Avenue NE. The drainage continues to travel southwest where it eventually reaches Cedar River. No existing problems along the downstream drainage route, %-mile downstream from the subject site, have been documented with the City of Renton, nor is there any evidence in the filed of the system being under capacity. The shallowest slope along the e�cisting 12"storm drainage system along NE 3`� Street is immediately downstream of the point of connection for the proposed onsite storm drainage system. Capacity of the existing storm drainage system along this length of pipe will be analyzed following the infiltration vault sizing in Section 3B of this report. NE 3`d Street continually from the point of connection steepens in slope. The point at which the slope within the existing storm drainage system may level out is near the intersection of Sunset Avenue NE. At this point, the drainage from the subject site constitutes less than 15%of the total drainage within the existing system. 3. DETENTION AND WATER QUALITY FACILITY ANALYSIS AND DESIGN: � A. Hydraulic Analysis _ The drainage analysis was modeled using WaterWorks hydrology software utilizing SBUH methodology. The soils on site consist of Arents, Everett material (An) and Gravel Pit according to the King County Soil Survey. See Section 2 of this report. According to the geotechnical consultant, the site has a large amount of fill atop the existing infiltrating soils. The site will therefore be considered to have pervious soils exhibiting characteristics of Type C soils. The precipitation rates used for this analysis are as follows: Water quality storm (dead storage) =2-year, 24-hour storm= 3 --� 0.67 in. 2-year, 24-hour storm� 2.00 in. 10-year, 24-hour storm� 2.90 in. � 25-year, 24-hour storm --� 3.40 in. ', 100-year, 24-hour sto�n—� 3.90 in. ' EXISTING CONDITIONS ', The property is currently vacant. The existing ground cover is dead grass and weeds. ', DEVELOPED CONDITIONS ' The developer proposes to construct storage units and office buildings with associated roadway and utilities on 7.77 acres. The west 50 feet will continue to slope and drain to the west. This west 50 feet, 0.77 acre, is not included in the storm drainage calculations. The impervious and pervious areas were measured with a planimeter. The pervious portion of the site was assumed to be lawn and landscaping, good condition. 'The following information was used to create hydrographs in WaterWorks (also see attached •printouts). 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',. .. -���.+�- ' -�. ' , .--�_._..t ��. . .. ` ; � _ + ��.'^ �., �. _ �w— . .+ �t... '.,, . ...,, . . . _� � �"' _ - ..i:� - _ - - '" ��-- --_.- --�--____,_--- 32+ ,.` •x - `8_ �-�._.._,..- `'� '�"��._ \_ ...� ------ -- --�_-----�-,_=----___—___- __—_� � ' � � SIT�E PLAN RENTON MINI STORAGE CORE PROJECT NO. 99121 10/9/Ol 2 : 40 :43 pm Dodds Engineers, Incorporated page 1 RENTON MINI STORAGE CORE NO. 99121 BASIN SUMMARY ' BASIN ID: DEVO10 NAME: DEVELOPED 10 YEAR EVENT ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 7 . 00 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 0 . 60 Acres 6 .40 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00 TC. . . . . 5 . 60 min 5 . 60 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 126 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0200 TcReach - Channel L: 670 . 00 kc :42 . 00 s : 0 . 0050 impTcReach - Sheet L: 126 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0200 impTcReach - Channel L: 670 . 00 kc :42 . 00 s : 0 . 0050 PEAK RATE : 4 . 04 cfs VOL: 1 . 50 Ac-ft TIME: 480 min BASIN ID: DEV025 NAME: DEVELOPED 25 YEAR EVENT SBUH METHODOLOGY TOTAL AREA. . . . . . . : 7 . 00 Acres BASEFLOWS : 0 . 00 cfs R.AINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 60 Acres 6 .40 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00 TC. . . . . 5 . 60 min 5 . 60 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 126 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0200 TcReach - Channel L: 670 . 00 kc :42 . 00 s : 0 . 0050 impTcReach - Sheet L: 126 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0200 impTcReach - Channel L: 670 . 00 kc :42 . 00 s : 0 . 0050 PEAK RATE: 4 . 79 cfs VOL: 1 . 79 Ac-ft TIME: 480 min BASIN ID: DEV100 NAME: DEVELOPED 100 YEAR EVENT SBUH METHODOLOGY TOTAL AREA. . . . . . . : 7 . 00 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 60 Acres 6 . 40 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00 TC. . . . . 5 . 60 min 5 . 60 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 126 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0200 TcReach - Channel L: 670 . 00 kc :42 . 00 s : 0 . 0050 impTcReach - Sheet L: 126 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0200 impTcReach - Channel L: 670 . 00 kc :42 . 00 s : 0 . 0050 PEAK RATE : 5 . 54 cfs VOL: 2 . 08 Ac-ft TIME: 480 min B. Infiltration Calculations and Overflow Analysis INFILTRATION CALCULATIONS The on-site generated runoff will be directed to a water quality/infiltration vault located at the north end of the site near NE 3`d Street. Infiltration within the water quality/infiltration vault will be used for mitigation of the stormwater to meet Core Requirement#3 of the 1990 King County Surface Water Design Manual. The bottom of the vault will be located at a depth that will take advantage of the existing infiltrating or Type A soils that are currently under the existing fill. The infiltration vault will be , designed to infiltrate up to the developed 10-year, 24-hour storm. Storms exceeding the 10-year,24-hour storm will be allowed to overflow into an overflow conveyance system that will route excess flows to the existing NE 3`d Street tightlined conveyance system. Therefore, the allowable release from the vault for the 100-year, 24-hour�storm is the difference between the 100-year peak flow and the 10-year peak flow. The existing 12" storm drainage system along NE 3`a Street will be analyzed at the end of this section to verify capacity. The vault will be designed according to the 1990 KCSWDM. The soils have been shown to infiltrate at a rate of 24.5 inches per hour. The infiltration vault will be sized at the maximum allowable rate of 20 inches per hour per Table 4.5.2 of the 1990 KCSWDM. ���,.� � ���% � � �r� ��� � — • >���`�,s-l�/�r �. „ �_ . �' ��— ��r� ��.i'` � .,/ _ ,j �' ` / . / The infiltration portion of the vault has a surface area of 2,000 square feet. Of this 2,000 square feet only 1,650 square feet is available for infiltration due to construction of the footings and grade beams. The amount of drainage infiltrating is therefore equal to 20 inJhr.*hr./3600 sec.*ft./12 in.*16�0 sf= 0.76 cfs. The routing results are summarized as follows (see attached WaterWorks printouts on the following pages): ROUTING RESULTS 10-YR, 24- 25-YR, 24-HR 100-YR, 24- HR STORM STORM HR STORM Q inflow into vault (cfs) 4.04 4.79 5.54 , Q overflow cfs) See Hyd. 3,7 0.00 1.15 2.70 , Vault live stora e re uired(CF) 16,110 16,676 17,220 u ;_, ' f-- - �- � � I 10/1/O1 1 :23 : 5 pm Dodds Engineers, Incorporated page 1 RENTON MINI STORAGE CORE NO. 99121 --------------------- ---------------------------------------- HYDROGRAPH SUMMARY ` PEAK TIME VOLUME HYD RUNOFF OF OF Contrib I NUM RATE PEAK HYDRO Area cfs min. cf\AcFt Acres --------------------------------------------- --------------------------------------------- 1 0 . 7 6 0 3 2 0 6 5 4 5 8 c f 7 . 0 0 10-YEAR INFILT. 2 1 . 9 0 9 54 0 7 7 9 6 8 c f 7 . 0 0 25-YEAR INFILT.+OVERFLOW 3 1 . 14 9 5 4 0 7 3 9 6 c f 0 . 0 0 25-YEAR OVERFLOW 4 0 . 7 6 0 2 8 0 7 0 5 7 2 c f 0 . 0 0 25-YEAR INFILT. 5 3 . 5 8 5 4 8 0 7 7 8 3 3 c f 11 . 8 0 25-YEAR OVERFLOW+UPS025 6 3 .4 6 0 5 0 0 9 0 5 0 5 c f 7 . 0 0 100-YEAR INFILT.+OVERFLOW 7 2 . 7 0 0 5 0 0 16 2 8 0 c f 0 . 0 0 100-YEAR OVERFLOW 8 0 . 7 6 0 2 3 0 7 4 2 2 5 c f 0 . 0 0 100-YEAR INFILT. 9 5 . 2 7 8 5 0 0 1012 0 0 c f 11 . 8 0 100-YEAR OVERFLOW+ UPS 100 10/1/Ol 1 : 23 : 5 pm Dodds Engineers, Incorporated page 2 RENTON MINI STORAGE CORE NO. 99121 ,: STAGE STORAGE TABLE RECTANGULAR VAULT ID No. VAULT Description: INFILTRATION VAULT Length: 100 . 00 ft . Width: 20 . 00 ft . voids : 1 . 000 STAG& <----STORAGE----> STAGE <---STORAGB----> STAGE �----STORAGE----� STAGE <----STORAGE----� (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --AC-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --AC-Ft- 300.40 0.0000 0.0000 3D2.90 5000 0.1148 305.40 10000 0.2296 307.90 15000 0.3444 300.50 200.00 0.0046 303.00 5200 0.1194 305.50 10200 0.2342 308.00 15200 0.3489 300.60 400.00 0.0092 303.10 5400 0.1240 305.60 10400 0.2388 308.10 15400 0.3535 300.70 600.00 0.0138 303.20 560D 0.1286 305.70 10600 0.2433 308.20 15600 0.3581 300.80 800.00 0.0184 303.30 5800 0.1331 305.80 10800 0.2479 308.30 15800 0.3627 300.90 1000 0.0230 303.40 6000 0.1377 305.90 11000 0.2525 308.40 16000 0.3673 301.00 1200 0.0275 303.50 6200 0.1423 306.00 11200 0.2571 308.50 16200 0.3719 301.10 1400 0.0321 303.60 6400 0.1469 306.10 11400 0.2617 308.60 16400 0.3765 301.20 1600 0.0367 303.70 6600 0.1515 306.20 11600 0.2663 308.70 16600 0.3811 301.30 1800 0.0413 303.60 6800 0.1561 306.30 11800 0.2709 308.80 16600 0.3857 301.40 2000 0.0459 303.90 7000 0.1607 306.40 12000 0.2755 308.90 17000 0.3903 301.50 2200 0.0505 304.00 7200 0.1653 306.50 12200 0.2801 309.00 17200 0.3949 301.60 2400 0.0551 304.10 7400 0.1699 306.60 12400 0.2847 309.10 17400 0.3994 301.70 2600 0.0597 304.20 7600 0.1745 306.70 12600 0.2893 309.20 17600 0.4040 301.80 2800 0.0643 304.30 7600 D.1791 306.80 12800 0.2938 309.30 17800 0.4086 301.90 3000 0.0689 304.40 6000 0.1837 306.90 13000 0.2984 309.40 18000 0.4132 302.00 3200 0.0735 304.50 8200 0.1882 307.00 13200 0.3030, 309.50 18200 0.4178 302.10 3400 0.0781 304.60 8400 0.1928 307.10 13400 0.3076 309.60 16400 0.4224 � 302.20 3600 0.0826 304.70 8600 0.1974 307.20 13600 0.3122 309.70 18600 0.4270 i 302.30 3800 0.0872 304.80 8800 0.2020 307.30 13800 0.3168 309.80 18800 0_4316 ' 302.40 4000 0.0916 304.90 9000 0.2066 307.40 14000 0.3214 309.90 19000 0.4362 'i 302.50 4200 0.0964 305.00 9200 0.2112 307.50 14200 0.3260 310.00 19200 0.4408 II 302.60 4400 0.1010 305.10 9400 0.2158 307.60 14400 0.3306 I 302.70 4600 0.1056 305.20 9600 0.2204 307.70 14600 0.3352 i 302.80 4800 0.1102 305.30 9800 0.2250 307.B0 14800 0.3398 �, 10/1/Ol 1 :23 : 5 pm Dodds Engineers, Incorporated page 3 RENTON MINI STORAGE CORE NO. 99121 �. STAGE DISCHARGE TABLE COMBINATION DISCHARGE ID No. COMBI Description: I Structure: INF Structure: I� Structure : RISER Structure: I Structure : � STAGE <--DISCHARGE---> STAGB <--DISCHARGE---> STAGfi <--DISCHARGE---> STAGE <--DISCHARGE---> I ift) ---cfs-- ------- (ft) ---cfe-- ------- (ft) ---cfe-- ------ (ft) ---cfs-- ------ 300.40 0.7600 302.90 0.7600 305.40 0.7600 307.90 0.7600 300.50 0.7600 303.00 0.7600 305.50 0.7600 308.00 0.7600 300.60 0.7600 303.10 0.7600 305.60 0.7600 308.10 0_7600 300.70 0.7600 303.20 0.7600 305.70 0.7600 308.20 0.7600 300.80 0.7600 303.30 0.7600 305.80 0.7600 308.30 0.7600 300.90 0.7600 3�3.40 0.7600 305.90 0.7600 308.40 0.7600 301.00 0.7600 303.50 0.7600 306.00 0.7600 308.50 0.7600 301.10 0.7600 303.60 0.7600 306.10 0.7600 308.60 1.0680 301.20 0.7600 303.70 0.7600 306.20 0.7600 308.70 1.6311 301.30 0.7600 303.80 0.7600 306.30 0.7600 308.80 2.3603 301.40 0.7600 303.90 0.7600 306.40 0.7600 308.90 3.1519 301.50 0.7600 304.00 0.7600 306.50 0.7600 309.00 3.4343 301.60 0.7600 304.10 0.76�0 306.60 0.7600 309.10 3.6895 301.70 0.7600 304.20 0.7600 306.70 0.7600 309.20 3.9242 301.80 0.7600 304.30 0.7600 306.80 0.7600 309.30 4.1427 301.90 0.7600 304.40 0.7600 306.90 0.7600 309.40 4.3479 302.00 0.7600 3D4.50 0.7600 307.00 0.7600 309.50 4.5420 302.10 0.7600 304.60 0.7600 307.10 0.7600 309.60 4.7266 302.20 0.'I600 304.70 0.7600 307.20 0.7600 309.70 4.9030 302.30 0.7600 304.60 0.7600 307.30 0.7600 309.80 5.0721 302.40 0.7600 304.90 0.7600 307.40 0.7600 309.90 5.2349 302.50 0.7600 305.00 0.7600 307.50 0.7600 310.00 5.3920 302.60 0.7600 305.10 0.7600 307.60 0.7600 302.70 0.7600 305.20 0.7600 307.70 0.7600 302.80 0.7600 305.30 0.7600 307.80 0.7600 10/1/O1 1 :23 : 5 pm Dodds Engineers, Incorporated page 4 RENTON MINI STORAGE CORE NO. 99121 �. --------------------------------------------------------------------- --------------------------------------------------------------------- STAGE DISCHARGE TABLE DISCHARGE LIST ID No. INF Description: INFILTRATION RATE STAGE c--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfs-- ------- (£t; --cfs-- ------ (ft) ---cfs-- ------- (ft) ---cfs-- ------- 300.40 0.7600 302.90 0.7600 305.40 0.7600 307.90 0.7600 300.50 0.76D0 303.00 0.760� 305.50 0.7600 308.00 D.7600 300.60 0.7600 303.10 0.7600 305.60 0.7600 308.10 0.7600 300.70 0.7600 303.20 0.7600 305.70 0.7600 308.20 0.7600 300.80 0.7600 303.30 0.7600 305.60 0.7600 308.30 0.7600 300.90 0.7600 303.40 0.7600 305.90 0.7600 306.40 0.7600 301.00 0.760Q 303.50 0.7600 306.00 0.7600 308.SD 0.7600 301.10 0.7600 303.60 0.7600 306.10 0.7600 308.60 0.7600 301.20 0.7600 303.70 D.7600 306.20 0.7600 308.70 0.?600 301.30 0.7600 303.80 D.760D 306.30 0.7600 308.80 0.7600 301.40 0.7600 303.90 0.7600 306.40 0.7600 306.90 0.7600 301.50 0.7600 304.00 0.76D0 306.50 0.7600 309.00 0.7600 301.60 0.7600 304.10 0.7600 306.60 0.760D 309.10 0.7600 301.70 0.7600 304.20 0.7600 306.70 0.7600 309.2D 0.7600 301.80 0.7600 304.30 0.7600 306.80 0.7600 309.30 0.7600 301.90 0.7600 304.40 0.7600 306.90 0.7600 309.40 0.7600 302.00 0.7600 304.50 0.7600 307.00 0.7600 309.50 0.7600 302.10 0.7600 304.60 0.7600 307.10 0.7600 309.60 0.7600 302.20 0.7600 304.70 0.7600 307.20 0.7600 309.70 0.7600 302.30 0.7600 304.60 0.7600 307.30 0.7600 309.80 0.7600 302.40 0.7600 304.90 0.7600 307.40 0.7600 309.90 0.7600 302.50 0.7600 305.00 0.7600 ' 307.50 0.7600 310.00 0.7600 302.60 0.7600 305.10 0.7600 307.60 0.7600 302.70 0.7600 305.20 0.7600 307.70 0.7600 302.80 0.7600 305.30 0.7600 307.80 0.7600 1�/1/O1 1 :23 :5 pm Dodds Engineers, Ir� - �,--,�� a � � RENTON MINI STORAG CORE NO. 99121 STAGE DISCHARGE TABLE RISER DISCHARGE ID No. RISER Description: OVERFLOW RISER Riser Diameter (in) : 12 . 00 elev: 308 . 50 ft Weir Coefficient . . . : 9 . 739 height : 310 . 00 ft Orif Coefficient . . . : 3 . 782 increm: 0 . 10 ft STAGE a--DISCHARGfi---> STAGE �--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfs-- ------ (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfa-- ------- 308.50 0.0000 308.90 2.3919 309.40 3.5879 309.90 4.4749 308.50 0.0000 309.00 2.6743 309.50 3.7820 310.00 4.6320 308.60 0.3080 309.10 2.9295 309.60 3.9666 308.70 0.8711 309.20 3.1642 309.70 4.1430 308.80 1.6003 309.30 3.3827 309.80 4.3121 � _ i 10/1/Ol 1 : 23 : 6 pm Dodds Engineers, Incorporated page 6 RENTON MINI STORAGE CORE NO. 99121 ,. --------------------------------------------------------------------- --------------------------------------------------------------------- LEVEL POOL TABLE SUMMARY MATCH INFIAW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE <-—-—--DESCRIPTION-—-----> icfs) (cfe) --id- --id- <-STAGS> id (cfa} VOL (cf) � ____________________���------------:a���:�------ ------------ ______ ______________'_�__`_____=====za��*= 10 YEAR ...................... 0.00 4.04 VAULT INF 308.45 1 0.76 16109.52 cf 25 YEAR ...................... 0.00 4.79 VAULT CON[BI 308.74 2 1.91 16676.30 cf 1.�S f V��Ff`'' 100 YEAR .... . .. ... .. . .. . . . ... O.vC 5.54 VAti�T COMBI 309.01 6 3.46 17220.23 cf � � � � i I� � ' �� Earth Consultants Inc. , � � '�'\ -'•�` �;� Geo�echnical Engineers.Oc;ologists&Em•ironrr�en�al Scirntisis March 29, 2001 E-8307-4 Revised May 25, 2001 Northward Properties 1560 - 140'h Avenue Northeast, Suite 100 Beilevue, Washington 98006 Attention: Mr. Patrick Gilroy Subject: Infiltration Testing and Slope Recommendations Renton Office and Mini Storage Northeast 3'� Street Renton, Washington References: Earth Consultants, Inc. Geotechnical Engineering Study E-8307-3 dated September 7, 1999 _ Earth Consultants, Inc. Geotechnical Engineering Study Update E-8307-4 dated February 26, 2001 Dear Mr. Gilroy: In accordance with your request, we have prepared this letter to present the infiltration test results for the infiltration vault and permanent slope recommendations for the proposed , Renton Office and Mini Storage development. We understand that it is planned to _ construct an infiltration vault at the north side of the proposed site with a footing elevation of 32.0 feet. In our opinion the water infiltrated into the native soils at elevation 302 feet as proposed should infiltrated vertically based on the permeability of the native soils encountered and should not expose the existing soils to infiltrated water. If fill soils are encountered, the fill soils should be removed to native soils. 1805-13o!h PIacP��J.E_Sui�e 20', Bel�evue,tir'lash��nulor,9&QC� Bellevue;�12�)643-378C �A;((4251'�,6-OG60 Toll Free;888)?39-6o?G Northward Properties E-830Z-4 March 29, 2001 Page 2 Revised May 25, 2001 Infiltration Recammendations Four test pits were excavated at the approximate locations shown on Plate 2. Piease refer to the Test Pit Logs, Plates A2 through A5, fo� a more detailed description of the conditions encountered at each location explored. A description of the field exploration methods is included in Appendix A. The following is a generalized description of the subsurface conditions encountered. The fill in the vicinity of the vault varied in depth from four and one-half feet in test pits TP-101 and TP-102 to fifteen (15) feet deep in test pit TP-103. In general, the fill soils observed in the vicinity of the vault consist of silty sand with gravel and construction debris including asphalt, concrete, bricks, ashes, rebar, and wood debris (Unified Classification SM}. The native soils underlying the fill consist of poorly graded sand with silt (SP-SM) to poorly graded gravel with sand fGP). No groundwater was observed in our test pits. The soils encountered in the test pits were not screened for contamination. There were traces of staining and some construction debris observed, however no significant signs of contamination such as strong odors were encounte�ed. Three infiltration tests were performed in general accordance with the EPA falling head method described in the 1995 f<ing County Storm Water Manual. The test locations are shown on the attached Test Pit Location Plan, Plate 2, and were approximately fifteen (15} feet be�ow the existing grade. The tests were in the native soils underlying the fill. The measured rates were 46 inches per hour, 32 inches per hour, and 69 inches per hour in test pit TP-1, TP-2 and TP-3, respectively. Averaging the rates and dividing by two for the test method, the adjusted rate would be 24.5 inches per hour, which is in excess of the maximum rate of 20 inches per hour for the soils encountered. We recommend using 20 inches per hour for a design �ate. The factors for clogging and geometry need to be applied to this rate. The proposed vault is located approximately one hundred fifty (150) feet from the top of the slope on the west side of_the project. We do not anticipate the infiltration vault will impact the slope. Our test pits indicate the depth of the silty sand fill increases west of the proposed vault. We anticipate the water infiltrated at the location of the proposed vault will travel vertically through the cleaner sand and gravel layers underlying the proposed vault not towards the slope. In our opinion the water infiltrated into the native soils at elevation 302 feet_as proposed should infiltrate vertically based on the permeability of the native soils encountered and should not expose the existing soils to infiltrated water. Earth Consultants, Inc. Northward Properties E-8307-4 March 29, 2001 Page 3 Revised May 25, 2001 Temporary Slope Recommendations In no case should excavation slopes be g�eater than the limits specified in local, state and Federal safety regulations. Based on the information obtained from our field exploration and laboratory testing, the fill would be classified as Type C by OSHA. Temporary cuts greater than four feet in height in Type C soils should be sloped at an inclination of 1 .5H:1 V. The native soil would be classified as Type B by OSHA. In Type B soils temporary cuts greater than four feet in height can be steepened to 1 .5H:1 V. If slopes of this inclination, or flatter, cannot be constructed, temporary shoring may be necessary. Slopes in fill soils may need to be inclined to 2H:1 V. Excavations should be monitored during grading operations so supplemental recommendations can be provided if needed. Large pieces of construction debris such as concrete, asphalt, or wood may be encountered. Temporary slopes for the vault should be covered with 6-mil Visqueen as soon as the excavations are made to prevent water from falling on the slopes and running into the native soiis. The visqueen should be left in place when the vault is backfilled to prevent water from seeping into the fill soils. Vault Retaining Walls The vault retaining walls should be designed to resist lateral earth pressures imposed by the retained soils. Wafls that are designed to yield can be designed to resist the lateral earth pressures imposed by an equivalent fluid with a unit weight of tF�+rty five (35) pcf. If walls are to be restrained at the top from free movement, the equivalent fluid weight should be increased to fifty (50) pcf. These values are based on horizontal backfill and that surcharges due to backfill slopes, hydrostatic pressures, traffic, structural loads or other surcharge loads will not act on the wall. If such surcharges are to apply, they shoutd be added to the above design lateral pressure. The passive pressure and friction coefficients previously provided in the foundation section of our referenced report should be used. Backfill for the vault should not be the existing fill soils but should be the native soils or imported structural fill. In order to reduce the potential for hydrostatic forces building up behind the walls, retaining walls should be backfilled with a suitabl� free-draining material extending at least eighteen (18) inches behind the wall. The remainder of the backfill should consist of structural fill. The free-draining backfill should conform to the WSOOT specification for gravel backfill for walls (WSDOT 9-03.12{2)). A perforated drainpipe should be placed at the base of the wall and should be surrounded by a minimum of one cubic foot per lineal foot with three=eighths inch pea gravel. Earth Consultants, Inc. Northward Properties E-8307,-4 March 29, 2001 Page 4 Revised May 25, 2001 - Slope Recommendations Three additional test pits were excavated along the ridge below the west slope. Please refer to the Test Pit Logs, Plates A5 through A7, for a more detailed description of the conditions encountered at each location explored. A description of the field exploration methods is included in Appendix A. The following is a generalized description of the subsurface conditions encountered. Test pits TP-104, TP-105, and TP-106 indicate a fill approximately seven to eighteen (18) feet deep. The fill soils consist of inedium dense silty sand with gravel and construction debris including asphalt pieces, concrete, brick, ashes, rebar and other metal pieces, plastic sheets, broken bottles, and wood deb�is (SM). Underlying the fill, we encountered poorly graded sand with silt and gravel (SP-SM}. No groundwater was observed in the test pits. Permanent cut and reinforced fill slopes should be inclined no steeper than 1 .5H:1 V (Horizontal:Vertical}. Recommendations for fill slopes were pro�ided in our referenced Geotechnical Engineering Study Update. Cut and fill slopes should be observed by ECI during excavation and construction to verify that conditions are as anticipated. Water should not be allowed to flow uncontrolled over the top of the slopes. Permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve stability of the surficial layer of soil. We appreciate the opportunity to be of service, if you have any questions or need additional information, please contact us. — Yaurs very truly, �p.��IF� �~ °� �aSyl�. �'�C EARTH CONSULTANTS, INC. � �w �� o m � — z A rY - � t C O--C.vl��-�-' - �°'e' � G ' Roriney Dul1a Palacios Kristr �o�l� , sf�lo J � Staff Engineer Project � � �, - EXl��RES 02-09- 0 3 NDP/KMWCmp ------, Attachments: Plate 1 Vicinity Map Plate 2 Test Pit Location Plan - Appendix A Field Exploration Appendix B Laboratory Test Results Earth Consultants, Inc. -0.. . . } M r '. ._f,.. �'j��,.'^_' ;.z. .�1�,: �i r{;�n 7„`'L � R I �r. . ir �-! .} . � ..s y . ...i� r T S �i � i k�..k:�.Li s- . - . (;_-- t ,r .� �;�i�i s.,, "�___ � c s;, 1,.._ 1 :elii v s { �. �a .` . 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C._t�,,�� t�J � � � ' � � � �� .� �R,�f��� 4 ar�- +*r��''� �r r` �� _ �� . ��h„`[.� -, �. ..h ,' "�'..tvi:�Lt `�ro• % I� .t^y' L;.,� SM � .. _ � � 1"�,'�p•(f w- � ,��_��ry �' -.t �T'- { �� L � •y^ Y ? �f��ar�.�� {I�r�cr=. �5��,itj � ,'�/y q .� ,.�;..� ---...__!_�...�..a_._�.�_._.�r� _..._ . � ��=i�-•L�y� :`� � ` ].��-.- � � �- 'f � �� . 4..� � �ac� I� i"i f �'� �-Ip' .;f� � .t�lk;w �c�" A�r j - �f �•�s, �n faY "'. �4; ,� }f.r`:, }T I k t.s.if� . �`l�f���4 jq" A�` �~.� ' •,�� � �a'�i•�s . .� . . r $ - �`� {° '�f� . ✓�ri I �,�;.� 4 �,,......=-�: hti ` �~ :� � ' r :r ,r .t:t '+,��.� �'rr41' :�'t � =.. � �!. l� '�� , - � • ,�0Y � �����' ��,�FY;.� � $,<•r� , s f'� , 'y ��k ` � i Reterence: Earth Consultants, Ir1C. Puget Sound Area Geoiechnical engineera ceologisis d.EnvUmmemal Scientis�s King County/Map 656 By Thomas Brothers Maps Vicinity Map Dated 2001 Renton Mini-Storage Renton, Washington I NOTE: This plate may contain areas of color. j � ECI cannot be responsible for any subsequent Drwn. GLS Date Mar. 2001 Proj. No. 8307-4 � misinterpretation of the information resulting from black&white reproductions of this plate. Checked R�P Date 3/29/01 Plate 1 � ..����_. ... ..::�.,._. . ::..:�_. .._. ._-: ::._. �. .. . ......�,. �.. . ._... _::.__. .. � . . . � . . .. . . . � __. ... . .. .. . ... _....� ,.... . . . ,. . ......_ .�_... ._. ....__..._ . .. _. .. . .__ . . . �G� � �S r � ��� ��° � Proposed � Storm Drainage VauR � i -102�TP-141� �TP-11 -� 3�_ ,!�J� ; 3� APQroximate Scale TP-107-i-}� 0 50 iQ0 200ft. _:_ A 310 __. . _ _ _ _ � P-10 _ _ I IF� 300 —�— � _r TP-S � i 2� �TP-s TP-101 -i--Approximate Location ofi � � 2�� TP s : ECI Test Pit, Proj. No. , G E-8307-4, Mar. 2001 TP-1 -�-qpproximate Location of � � ECI Test Pit, Proj. No. E-8307-3, Sept. 1999 �------------ ; B Subject Site ------------- F � - _ --- _� �-i TP-7 �- 2so _:_ , � i �-_;� ,---- y � Proposed Building i �TP-106 i i �P-'� i i i ; � � � � � �----� Proposed Future Addition � � , � � �_____, (Phase II) ' � � , � F � � , � � � � , � � � � , i _ i i � � _ � � = i -�-- � i � i � TP�105 i i , i TP-���_ �_-__ NOTE:This plate may contain areas of color. ECI cannot i i i � i � - be responsible for any subsequent misinterpretation of � � i i � � _i P-4 the information resuNing from black&white reproductions ' � i i � � E of this plate. i i � i i � i �l -'- � � ' ' ' Earth Consultants, Inc. � � � � � � TP-104 � � � I Ge«ea,Nm�en�neers,c,eaogists a F�,.rironrr�,ta�sciervists I � � � ' � � 1 1 � i � � � i TP-2 TP-3 Test Pit Location Plan i i i � i � -�- � ,__, �---� '--- Renton Mini-Storage Renton, Washington �-------------� D _�----_---_-------� - _ _: Drwn. G LS Date Mar. 2001 Proj.No. 8307-4 � 3�0 � CheCked RDP Date 3/30/01 Plede 2 2so vo zsa 2so sao i � , .;,.�r �� ;; �� � � . � APPENDIX A FIELD EXPLORATiON E-8307-4 Our field exploration was performed on March 14, 2001 . Subsurface conditions at the site were explored by excavating seven test pits to a maximum depth of twenty-one (21) feet below the existing grade. The test pits were excavated by Northwest Excavating subcontracted to ECI, using a trackhoe. Approximate test pit locations were determined by pacing from site features. Approximate test pit elevations were determined by locating on the site plan. The locations and elevations of the test pits should be considered accurate only to the degree implied by the method used. These approximate locations are shown on the Test Pit Location Plan, Plate 2. The field exploration was continuously monitored by a engineer from our firm who classified the soils encountered, maintained a log of each test pit, obtained representative samples, measured groundwater levels, and observed pertinent site features. Samples were visually classified in accordance with the Unified Soil Classification System, which is presented on Plate A1, Legend. Representative soil samples were placed in closed containers and returned to our laboratory for further examination and testing. Test Pit Logs are p�esented on Plates A2 through A8. The final logs represent our interpretations of the field logs and the results of the laboratory tests of field samples. The stratification lines on the logs represent the approximate boundaries between soil types. In actuality, the transitions may be more gradual. The consistency of the soil shown on the logs was estimated based on the effort required to excavate the soil, the stability of the trench walls, and other factors. Earth Consulta�ts, Inc. MAJOR DIVISIONS GRAPH LETTER TYPICAL pESCRIPTION SYMBOL SYMBOL � (a�/ Well-Graded Gravels, Gravel-Sand Andve1 Clean Gravels Q �� �� • 9W Mixtures, Little Or No Fines Gravelly ilittle or no fines) � M GP Poorly-Graded G�avels,Gravel- Coarse Soils � ' � ' � ' gp Sand Mixtures, Little Or No Fines Grained Soils More Than (�j(N Silty Gravels,Gravel-Sand- 50°!� Coarse Gravels With gm Silt Mixtures �raction Fines(appreciable Retained On amount of fines) GC Clayey Gravels, Gravel-Sand- No.4 Sieve 9C Clay Mixtures Sand �a oo 'a S�I`/ Well-Graded Sands, Gravelly And Clean Sand � o �� o SW Sands, Little Or No Fines Sandy Uittle or no fines) ;�:, ;;.. :*;,.; More Than Soils Q K;'� 6 y: SP Poorly-Graded Sands, Gravelly 5096 Material !t. p'F # � Sp Sands, Littie Or No Fines Larger Than More Than No.200 Sieve 50% Coarse Sands With SM Sm Silty Sands, Sand-Silt Mixtures Size Fractio� Fines(appreciable . Passing No.4 amount of fines) '' $C Clayey Sands, Sand-Clay Mixtures Sieve SC ML Inorganic Silts 3 Very Fine Sands,Rock Flo�r,Silty- rp� Clayey Fine Sands;Clayey Silts w/Slight Plasticity Fine Silts Liquid Limit � CL Inorganic Clays Of Low To Medium Plasticity, Gra�ned And Less Than 50 � C� Gravelly Clays, Sandy Clays, Silry Clays, Lean Soils Clays � � � � � � QL Organic Silts And Organic � I � I � I O� Silty Clays Of Low Plasticity � � � MH Inorganic Silts,Micaceous Or Diatomaceous Fire More Than �Y1�1 Sand Or Silty Soils 50% Mater�al Silts Liquid Limit Smaller Tran qnd CH Inorganic Clays Of High No.200 Sieve Clays Greater Than 50 C�'1 Plasticity, Fat Clays. Size ����� Q}� Organic Clays Of Medium To High Ofl Plasticity, Organic Silts `t�, `��, ,", pT Peat, Humus, Swamp Soils Highly Organic Soils � `�� `��� `�� pt With High Organic Contents Topsoil 'y y y�J Humus And Duff Layer Fill Hlyhly Variable Constituents The discussion in the text M this report is necessary for a proper understanding of the nature of the material presented in the attached logs. DUAL SYMBOLS are used to indicate bwderline sofl classiftcatlon. C TORVANE READING,tsf I 2'O.D. SPLIT SPOON SAMPLER qu PENETROMETER READING,tsf W MOISTURE,%dry weight � 24'I.D. RING OR SHELBY TUBE SAMPLER P SAMPLER PUSHED • SAMPLE NOT RECOVERED i WATER OBSERVATION WELL pcf DRY DENSITY,Ibs.per cubic ft. LL LIQUID UMIT, % SZ DEPTH OF ENCOUNTERED GROUNDWATER PI PLASTIC INDIX DUF�ING EXCAVATION = SUBSEQUENT GROl1ND'WATER LEVEL W/DATE � LEGEND Earth Consultants Inc. � (Kttnintuikall]�gi�u<•rs.Gu>Iu6vls&�����ivainxvtl,dSix�n1is15 Proj. No.8307- Date riar. 2001 Plate Al Test Pit Log Project Name: Sheet of Renton Mini-Stora e 1 1 Job No. Logged by: Date: Tast Ptt No.: 8307-4 RDP 3/14/01 TP-101 ' F.xcavation Contactor: Ground Surface Elevation: NW E�acavating 315' Notes: g Surface Concfitions: Gfass General W U $ L a U Notes (°b) � u�i � � c"n � v''i SM Brown silty SAND wfth gravel, medium dense, moist(Fill) � 2 -construction debris, bricks,ashes,concrete pieces 8.5 3 4 �` SP-SM Brown poorly graded SAND with silt and grav+el, medium dense, moist ,,'o '' S o�° ''.�.�. 6 0.1 o a 7 :i'�'�0 i I'''. 0 8 0 0 ° 9 c' 10 o ° a ;.;. 11 <a ' e.: . �2 'tv;`' ' <b o , 13 ''o` �'° ' '' 14 °� �s �°,6 fines at 16' 7.a ' 16 Test pit terminated at 16.0 feet below e�asting grade. No groundwater encountered during e�avation. NOTE: Elevations obtained from Core Design Topographic Sunrey,dated � 10/2000, Project Number 99121 � � W � a t7 � Test Pit Log � Earth Consultants Inc. Renton Mini-Storage � c�xMr.c.r,nuaiF„gm�x,ac�,io�s++�F.nwmm„n,rai5ck:r,n� Renton,Washington � � Proj.No. 8307-4 Dwn. GLS Date MB�.2001 Checked RDP Date 3/29/01 Plate A2 Subsurface oonditions depicted represent our obaervations at the time and location of th(s e�loratory Fwle,modifled by engineering tests,anaysis and �udgmerrt. They are not necessarily representative of other times and locations.We cannot aocept responsibility for the use or interpretatio�by others of fnrm�finn..rncon4ul nn fhic Lv. Test Pit Log Project Name: Sheet oi Renton Mini-Storage 1 1 Job No. Logged by: Date: Test Pit No.: 8307-4 RDP 3/14/01 TP-102 Exqvatlon Cor�tactor. Ground Su�faoe Elevatlon: NW E�acaavating 315' N�es: � Surface Condittons: GfaSS General w ta $ � « a U $ Notes (%) � uTi � � v� � v'�i SM Brown silty SAND, medium dense, moist(Fill) 1 2 -construction debris, concrete,asphalt, bricks, ashes 3 4 4.9 % '' S SP-SM Brown pooriy graded SAND with sift and grav�el, medium dense, moist 0 o ° s a a 0 7 d o ° g 0 : 9e' ' 0 0 �O o ° 0 11 0 a 12 a 0 0 13 o. � ` ' 14 .�� . 15 GP Brown poorly graded GRAVEL with sand, medium dense to dense, � moist a.3 j'� �B -2°k fines Test pit terminated at 16.5 feet below e�dsting grade. No groundwater encountered during e�acavation. e � 0 0 U W '� a � � Test Pit Log � Earth Consultants Inc. Renton MinFStorage � Gr,cxe�ymk2lPnghxsas.GcMc�gL�aFnvlmnn�al5cksit6;t� Renton,Washington � � Proj.No. 8307-4 Dwn. GLS Date Mar.2001 checked RDP Date 3/29/01 Plate A3 Subsurface oonditions depided represent our observations at the time and location of tl�is e�loratory hole,moc�fied by engineering tests,analysis and juc�qrnent. They are not neoessanly representative of other times and locations.We cannot axept respor�dl►ty for the use or krterpretatio�by others of c.,.�....��:.,.,.r�e...�...,�►.K i.,.. Test Pit Log Pro)ect Name: Sheet of Renton MinFStorage 1 1 Job No. Logged by: Date: Test Pit No.: 8307-4 RDP 3/14/01 TP-103 = Excavation Corrtactor. Ground Surface Etevation: NW F�acavating 315' Notes: � t �, � o Surface Conditions: Grass cenera� � Notes (% � E, p " m > >, c� �n u� �n SM Brown silty SAND, loose to medium dense, moist(Fill) � 2 -obsenFed construction debris, concrete, asphalt, rebar, ashes, plastic 16.8 3 4 5 6 7 8 9 10 I 11 12 I 13 14 5 0 - Q 15 SP Gra oorl raded SAND with ravel medium dense moist 4%fines Test pit teRninated at 15.5 feet below e�dsting grade. No groundwater encountered during e�acavation. � 0 � U W � a � � Test Pit Log S Farth Consultanrs Inc. Renton Mini-Storage J Gez�acfinical Rnghxwa GecMoglst+&Fnvlmnnx�rK�l ScYemtbts � Renton,Washington � Proj.No. 8307-4 Dwn. GLS Date Mar.2001 Chedced RDP Date 3/29/01 Plate A4 Subsurtace conddions depicted represent our otuervations at the time and location of this e�loratory hole,modified by engineering iests,analysis and �udgneM. They are not necessarily representative of other times and bcabons.We cannot accept responsib'lity for the use or interpretation by others of �..�..+.�w.....r�e..�a.+..�H.���... Test Pit Log ProJect Name: She� of Renton Mini-Storage 1 1 Job No. Logged by: Date: Test Pit No.: 8307-4 ROP 3/14/01 TP-104 Excavation Contador. Ground Surfaoe Elevation: NW E�acavatin 290' Notes: � _ �, N surtace condinons: Depth of Topsoil 8 Sod 1"-2":grass Genera� a Notes W � E � i"i � j E SM Gray silty SAND, loose to medium dense, moist(Fili) 1 2 -observ�ed concrete, asphalt, bricks, plastic, broken glass, organic odor 20.� 3 4 5 25.4 6 7 8 -obsen�ed wood debris(small chunks) s �o » 12 -grades to a brown ashiike ciastic sand with broken glass and ashes 39.3 13 14 15 16 17 � 18 I 6.6 o • SP-SM Brown poor1X graded SAND with silt, medium dense, moist ' � 0 19 Test pit termmated at 20.0 feet below e�dsting grade. No groundwater ' o" encountered during e�acavation. , a � � Test Pit Log (�� F.arth Consultants Inc. Renton Mini-Storage O Gc�ar.cYmlr.alFiighxY,rs.G�okiglsr�kFhvlmnnxxrxalScN�rnbtis Renton,Washington H � � Proj.No. 8307-4 Dwn. GLS Date AAar.2001 Chedced RDP Date 3/29/Ol Ptate A5 Subsurface conddions depicted r eserrt our observatbns at the time and location of this e�loratory hole,modified by engineering tests,anatysis and i �udgrr�t. They are rwt nec�sari r representative of other dmes and bcations.We pnnot aocept responsibility iw the use or interpretation by others of ti,.,,,��..�.,.em..tew,...«►,��i,,., Test Pit Log ProJect Name: Sheet of Renton Mini-Stora e 1 1 ,lob No. Logged by: Date: Test Pit No.: 8307-4 RDP 3/14/01 TP-105 � Ewcavation c•ontaaor: c�a,na surfaoe Elevatlon: NW F�acavating 290' Notes: ��I W „ $ a N � su�tace condnions: Depth of Topsoil 8�Sod 1"-2":grass Notes (�) � �. $ LL � � E. � � N � SM Brown sitty SAND, loose to medium dense, moist(Fill) 1 2 concrete and some asphalt,red bricks, plastic, broken glass 21.8 3 4 -b8COf118S g�8y 5 -45%fines s � SP-SM Brown poorly graded SAND with sift, medium dense, moist 0 , ° s 0 9 0 � �0 4.6 0 0 11 o ' Test pit terminated at 11.5 feet below e�sting grade. No groundwater encountered during e�acavation. � 0 � U W � a c9 � Test Pit Log Earth consulranrs Inc. Renton Mini-Storage � GnaecYmicalFngtrNnh.CKdc�w+aFnvlronnMnraixtr.nn.�; Renton,w8Sf1�n�011 � WProj.No. 8307-4 Dvm. GLS Date Mar.2001 Checiced RDP Date 3/29/01 Plate A8 Subsurface conc�tions depided represent our observations at the time and bcation of this e�loratory hole,modiiled by engineering tests,ar�lysis and �ud�ner�t. They are not n�an'ly representative of other times and locations.We canrat aooept responsibility for the use or irrterpretation by otl�s of f.....�aN.....vncu..t�.,n f{.ic�.... Test Pit Log Pro)ect Name: Sheet of Renton Mini-Storage 1 1 Job No. Logged by: Date: Test PR No.: 8307-4 RDP 3/14/01 TP-106 ` E�avation Contactor. Ground Surfaoe Elevation: NW E�acavating 295' Notes: cenerai w � � £ a �n � surtace condicions: Depth of Topsoil &Sod 1"-2":grass and small trees �y �i « U �VOleb (°.Ei� U' C� � � f� � tn SM Brown silty SAND with gravel, loose to medium dense, moist(Fill) � 2 -constniction debris observed, small pieces of concrete, asphalt, bricks, plastic, broken glass, organic odor �s.s 3 -becomes reddish brown a 5 6 � -ashes obsenred s 9 10 2.a :. �;,. �� SP Grades to brown pooMy graded SAND,medium dense, moist o < o a ° ` 12 o � A G.: •p 6 oaa: 13 �.p:..:���,;4::: Test pit terminated at 13.5 feet below e�6sting grade. No groundwater encountered during excavation. � � U W � a c� � Test Pit Log g Earth Consultants Inc. Renton MinFStorage J GcxNecYmkalPnghx.a�;,GccMoglst:s4F.nvlmnnx�+xalScYmtk.� Renton,Washington � a � Proj.r�o_ 8307-4 Dwn. GLS Date Mar.2001 Chedced RDP Date 3/29101 Plate A7 Subsurtace oondid'oris depided represent our observatfons at the tlme and location of this e�loratory hole,moc6fled by engineering tests,analysis and �ud�nent. They are not r�arily representative of other times and locations.We cannot accept respo�bilily for the use or interpretatlon by athers of �nf.vme}inn..rxenlu�l....H+i�1.+.. Test Pit Log Project Name: Sheet of Renton Mini-Storage 1 2 Job No. Logged by: Date: Test Pft No.: 8307-4 RDP 3/14/01 TP-107 ` Exqvation Contactor: Ground Surface Elevation: NW E�acavating 310' Notes: � m N g surrace conc�rc�ons: Depth of Topsoil 8 Sod 2":grass and small trees General NOtBS W � � 0 � N � �. � � N N SM Dark brown to brown silty SAND with gravel, loose to medium dense, t moist(Fill) 2 -constrvction debris obsen�ed, pieces of concrete, rebar, bricks, broken glass,wood debris 9.9 3 4 5 -becomes gray 6 -asphalt chunks 1'-2'obsenred 7 14.3 8 -becomes gray with gravel 9 -23%fines 10 17 12 13 14 15 16 17 � 18 � 0 - W 2.4 19 -obsenred a yellow sandy soil, possibly foundry matenal � a c� T n 1�t P�t L� ��, � Earth Consultants Inc. Renton Mini-Storage I gGexxccY�nlcalFnglrx�as,GecNogl.wsaF]rvtmnnwxal5;clmri� ReMon,Washington � � Proj.No. 8307-4 Dwn. GLS Date Mar.2001 Chedced RDP Date 3/29/01 P�ate A8 Subsurtace conditions depided r esent our observations at the tlme and IocaUon of this e�loratory hole,modified by engineeaing tests,analysis and �^u�me'nt^They are notn�neoessan r represeMative of other times and locations.We cannot accept res�sfb�ily for the use or interpretat(on by athers of � � � ' � � � . • •• • � � - r • ; _ � � �� ����tw1i��������������������������■������ � .. 1- ����`J�HA������������������������■������ ������►��fJ��i����������������������■■����� � �������L��1����������������������■�■����� � . �������►��������������������������■����� � �� � ��������\■Di���������������■������■������ �������t�lla� ���������������������������� ��������►7� ��������������������■�■■���� �����■����i���������������������■������� • ���������►�M ���������������������■������� � • .� ���������\����������������■������■�■���� � ����������i ���■�����������������■�■���� ■ ����������►'�I���■�����■����■�����■■������ ����������������■������������������■����� • � �����■����ttl���■����������■������������� i . �����■���� �v��������������������■�■����� ���������� ���������������������■��■���� • ��������������������������������■■������ ������������!!\1�������������������������� � �����������[e�-�������������������������� .� ' �����■���� \���������������■�����■■■����� �����������ii�����������������������■�v�� ��������■�����IO��H7����������������■■������ • ' �������������0■�����■������������������ � � � �����������������1 ���������������������� � � •. ���������� �►7i���\����■������������������ ������������i�11l�����■����■������■�■���� �������������\�r��\��������������■\■����� • , � �����■��������7��������������������������� � ��������������1��������■������������������ ' �. ��������������1►Z��SII�������������■�■■���� ���������������\��11��►�������������■■������ �����■��■�������i�;�����������������\■■���� � � ��������������■iri��'�■�■��■������������� � � ��������������■�\����'������■�����■��■���� ��������■�����■���a�\������������■�■����� ������������������7:7��■�����������■���r�� ��������������■���:57��\������������■■����� � ��������������■������������������������ :� �����■��■����������[i�\����■������■■����� �����■����������������������������■����� ��������������■�����I��\�����������■�■���� ��������■�����������:'7�����������\■■■���� . � �������������������5:•17��1�'�������■■������ � ��������������������i�►�''����������■■������ � -������������-������■`���i i�����-����■���- �����������������������a�;a��������■����� � ����■u�v�i����i���u■�������■�■�n■■u���■��■��■���u������������ �� - - � - - - - - - _ - - - - - � � � - - - - - � • �� � � . . - � �� , � . � �� � •� '� mm ,. - � � . � �. • . • ��• . � - � 1 � : • • ' C • ��• . - . � ■ . � • . � -� 1 � � � � � � � � • • •• • � � - � . t � � � . 1� ����5�►a��lf�i ����������������������■����� � .. -f,� ��������r1� ��������������������■������� ���������i. �����������������������■■����� � ������������������r�������������■■����� � •� �����������.�t���������������������������� � ����������it����������■����■������������� �����■������1���1������������������■■���r� ���������������\�����������������■■����� ������������i����►������■��■�������■����� ���������������r��►�������■����������■����� � � • � :� ��������■�����i���►���■������������������ ����������������.��5:�������■������■����r� � �������������������������������■■������ � ��������������■��r�\������������■■■����� � � ���������� ������ii��������������■������� • ������������������lt�)������������������ ��������������■����►�►������������������� .� ���������� ��������������������■������� ,� ������������\������������■����� �����■���������■i�����������������■�■■�o�� ������������������������a���������������� . ' �����i��ii����i�����i����i����iiiiii��� • • ' ���������������������������������■������.� ' . .. ������■��������������■�����������■■������ ������■��������������■����:�■�������■■����� ���������� ����■����������■������■�������� ■ '' �����i��i� ���i�����i�i�i�����iiiii���� .� ���������� ������������2���������■������ .. ������■���������■�����■� ����������■��■���� ���������������■��������:i�■�����■■������� - , �����������������������►��■���■���������� , - ��������������������■�����������■■������� ��������■�����������■�����������■■����■�� �■��������t�����������������������■�■���� ���������������������■���r��������■■������ � �����■��������������■�����������■������ •� ���������t���������������������■■■����� • �����■��������������������������■������ �����■��������■�����������������■������ �����■��■i����������■����������■■������ ���������t���������������������■������� � �������������������������������■�■����� '� � ���������5����������■������������■����� ��������������■��������■�a■�����■■■■����� �■����■��.�����■���������������■��������■ , �������■��i■���i���u���i�i��������n■■i■■�����■������u�����■�■���� �� - . - - - - - - - _ - - - � . . - - - - � • �!� � ' . . - • � .' ' . . , �� � �� '� �m �. . • . ,'. • � : . : , . OVERFLOW ANALYSIS , � An overflow system will be installed to convey flows exceeding the developed 10-year, 24-hour storm event. The overflow system will be a 12"tightlined storm drainage system that will connect to the existing 12"tightlined storm drainage system on NE 3`d Street. An overflow riser will be installed within the water quality/infiltration vault at an elevation equal to the elevation of the m�imum water surface elevation for the 10-year, 24-hour storm event. The shallowest slope along the existing 12"is immediately downstream of the point of connection. This point of connection is the concentration point for the determination of the upstream area. See Section 2 Upstream Tributary Area for a description and exhibit of the frontage upstream area tributary to the existing 12" conveyance system along NE 3`� Street. The existing pipe slope immediately downstream of the point of connection is 1.9%. Upon proving that the 12" storm drainage system can safely convey the required flows at the shallowest slope will ensure that the system can convey the required flows to a point where the site's 100-year, 24-hour peak flow will become an insignificant portion of the entire contributing basin. The impervious and pervious areas of the frontage upstream basin were determined by use of either Table 3.5.2B of the 1990 KCSWDM for single family lots or assuming total forested conditions for multifamily and/or commercial lots or assuming 80%impervious coverage for main roads. Soils within the upstream basin consist of Arents, Everett material (An) or Type A soils. See attached Upstream Basin Map. The single family residences which will include Jefferson Avenue NE take up an area of 1.1 acres. There are 5 single family lots which would calculated to be 5/1.1 =4.5 DU/AC. T'he impervious area associated with the single family houses is therefore 46% of the 1.10 ' acres or 0.51 acre. The remaining lots consist of apartment complexes and an AM/PM on 4.8 acres. These ��I remaining lots were developed with detention systems. The ground coverage for the apartment complexes and AM/PM are therefore assumed to be pre-developed forested conditions. . The remaining basin or 5.9 acres, consists of roads. The impervious area associated with the remaining area is 80%*5.9 acres= 4.72 acres. The following infonnation was used to create hydrographs in VVaterWarks (also see attached printouts). UPSTREAM TRIBUTARY Total Area= 11.8 acres �I AREA TO POINT OF I��, CONNECTION ' GROLJND COVER AREA(acre) CN 2° Growth Forest 4.80 55 Lawn & Landscaping 1.77 68 Impervious 5.23 98 Time of concentration Assumed 10.00 min. Under Section 3A of this report, the 25-year overflow rate is 1.15 cfs. See Hydrograph 3. The upstream 25-year peak flow is 3.58 cfs. See attached Basin Summaty on the following pages. The combined 25-year peak flow is 3.59 cfs. See Hydrograph 5. The 100-year overflow rate is 2.70 cfs. See Hydrograph 7. The upstream 100-year peak flow is 429 cfs. See attached Basin Summary on the following pages. The combined 100- year peak flow is 5.28 cfs. See Hydrograph 9. The existing slope immediately downstream of the point of connection to the existing tightlined conveyance system on NE 3rd Street is 1.9%. At 1.9%, a 12"pipe is capable of conveying Q = 1.49/n*A*RZ'3*S1i2 = 1.49/0.012*(�/4*1z}* (0.5/2)z�3*0.019"Z = 5.33 cfs. The 25-year and 100-year peak flows are contained within the existing conveyance system. In the event the stortnwater flows exceed the capacity of the 12"storm line, water would overtop the frontage catch basin and flow safely within the curbline of NE 3`d Street, as allowed under Core Requirement 1. 3/29/Ol 2 : 9 : 1 pm Dodds Engineers, Incorporated page 2 RENTON MINI STOR.AGE 99121 " BASIN SUMMARY BASIN ID: UPS025 NAME: UPSTREAM 25 YEAR. EVENT SBUH METHODOLOGY TOTAL AREA. . . . . . . : 11 . 80 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 6 . 57 Acres 5 . 23 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 58 . 50 98 . 00 TC. . . . : 10 . 00 min 10 . 00 min ABSTR.ACTION COEFF: 0 .20 impTcReach - Sheet L: 300 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0050 impTcReach - Channel L: 1700 . 00 kc : 42 . 00 s : 0 . 0200 PEAK RATE : 3 . 58 cfs VOL: 1 . 62 Ac-ft TIME: 480 min BASIN ID: UPS100 NAME: UPSTREAM 100 YEAR EVENT SBUH METHODOLOGY TOTAL AREA. . . . . . . : 11 . 80 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 6 . 57 Acres 5 . 23 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 58 . 50 98 . 00 TC. . . . : 10 . 00 min 10 . 00 min ABSTRACTION COEFF: 0 .20 impTcReach - Sheet L: 300 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0050 impTcReach - Channel L: 1700 . 00 kc :42 . 00 s : 0 . 0200 PEAK RATE : 4 .29 cfs VOL: 1 . 95 Ac-ft TIME : 480 min C. ��'ater Quality Volume Calculations Dead storage within the water quality/infiltration vault will be used for mitigation of the stormwater to meet Special Requirement#5 of the 1990 King County Surface Water Design Manual. A biofiltration s�vale� will not be installed pe�r Core Requirement#3 as allowed by the City of Renton. According to the 1990 King County Surface Water Design Manual, the required volume for dead storage of the vault shall be equal to the water quality storm in the developed condition. The water quality storm is defined as a storm having a precipitation equal to 1/3 of the 2-year precipitation, The dead storage required for the vault is 11,168 ft'. See basin summary printout on the following pages. The vault will be designed with a depth of 5.6 feet with surface dimensions of 20 feet by 100 feet. The deacl storage ��rovided therefore «�ill be 11,200 ft' ��hich e�:ceeds the required minimum. I ; �, l �-� ,-- � 10/9/O1 2 : 40 : 50 pm Dodds �ngineers, Irccrporated �age L RENTON MINI STORAGE CORE NO. 99121 BASIN SUMI`�ARY BASIN ID : DEVWQ NAME : DEVELOPED WATER QUALITY EVEN'�' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 7 . 00 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMF PRECIPITATION. . . . : 0 . 67 inches AREA. . : 0 . 60 Acres 6 .40 Acr�c�.= TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . Od TC. . . . . 5 . 60 min - . ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 126 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 020 TcReach - Channel L: 670 . 00 kc :42 . 00 s : 0 . 0050 impTcReach - Sheet L: 126 . 00 ns : 0 . 0110 p2yr: 2 . 00 impTcReach - Channel L: 670 . 00 kc :42 . 00 s : 0 . 0050 PEAK RATE : 0 .71 CfS VOL: 0 . 26 AC-f* �'-r��' � I t tl^f�.( _, 4. CONVEYANCE SYSTENI ANALYSIS AND DESIGN: The conveyance system for the site was designed for both the 25-year, 24-hour storm and '� the 100-year, 24-hour storm. A conveyance sheet was generated for the 25-year and 100- , year storms using the rational method to calculate flows for each area collected by each ', catch basin. The precipitation rates for the 25-year, 24-hour storm and the 100-year, 24- hour storm are 3.40 inches and 3.90 inches consecutively. The flows generated from the 25-year, 24-hour and 100-year, 24-hour storms were input into a backwater analysis spreadsheet to confirm adequate sizing. A weighted C value was used for each area collected by each catch basin. The average C value for the developed site is (0.6 AC*0.25 + 6.4 AC*0.90)/7.0 AC= 0.84. The backwater analysis was performed to ensure that during the 25-year design storm, the maximum water surface elevation in each structure did not exceed an elevation equal to 0.5' less the rim and during the 100-year design storm, the maximum water surface elevation did not exceed the rim. Exceedance of a rim would be allowed if the topography of the basin would allow the overflow to be conveyed to the next downstream catch basin or if the topography could ensure that ponding would not cause structural damage. During the 25-year, the headwater elevations did not exceed 0.5' less the rim. During the 100-year, the headwater elevation exceeded the rims in CB 16 and CB 17. The overflow f'rom these catch basins will pond within the roadway and will not flood any adjacent buildings. � � r �� '> .ii /�:., i :.F'ta�� �F"� `r�i� �'� �j ���� � � � ,. r> �! � � s�� � ,.�f-�. ,{, f/� .u+� � �Pt °; <<_ � ,.,�� �_ .i; 'j .� �i' ,� " ,; ••► , > ., ,�:�� ; � ' ..,�. � _ � �.� c� �fn 'o�J `� ,µ^ '..� D Cj� .�, G"`� �4! ����� .�� � �f" � ��. .,r^'` �� f� � , �f . . , . � q �Ft • �q .� � fY h: ,,:�5 �'��tY�w ,.,..�`��� ��!!! %,» � f�' :'x ... 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I�� ., i.,..n.a�y.....� �..y.. '•�� �." ,1 � ,.... .. r �.... . .,...,.. �• . Ii? L'i 1, ik� . ..i+��-i:;: . .7 ..,. �..�ra.;_ �- , _ � �..,;�: �l �IU.Yl ����t�i:��l�l�� � I �7TE�.���.3�lJlr:' s LOCATION: HINGCOUNTY 24HRRAINFAL,L: 3.9 INCI�ES JOB NAME: ,Aegiti Self Slorakc and O1'ficc JUR NI!D1RICIt: v9121 PR('sPARI?D 13Y: K.Stcvcos DGSICN S'CORM: lU0 YEAR tt�cxe�sdem�a[, s[�r.oFr ��[eE��zo�s: rinz¢oN n,�nt�-,�.r rEuu�rr�ut rirr, i�«�, r�M,: Asru.w '. iw���L; PTPE�AYAGl7'Y tiUM1'fARY rrrE-:St;c:,�i�nt�.��: hR�� �:c�f�,P`FIt�EtYt ��,�stB� �.� StSm�F.��. CtaNt:- it�'.f��exti(1') -:.Ft.ixltr �:� rR�AMIrv:(:x YSI.UitK:'i�F;tt ;SiQP�: .i:EN(.YH �?k',t,tYr`,kTf' >- 7'tM1N >�.�: �){Flii.3�::i Y{Flili,> QtnC�YalQtFi'ta.i:: . .. , .. .. .. : . . :. :: :: .: .. :. ._. ... .. ... . :.. . . . . . .. 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II 10 0.200 U.$4 O.1fiN 016R IO.UO �.19 11.401 0_012 17, Oh00 1XF ?.Sl 1 ' �.990 __$1 13.4"' 10 9 0.400 0.84 0336 0.504 11.22 2.22 1.118 0.012 12 0.500 ]06 3.27 0.54 2.729 3.47 41.0% 9 8 0300 0.84 0.252 OJ56 11.77 2.15 1.628 0.012 12 0.500 ]00 3.61 0.46 2.729 3.47 59.7°/ 8 7 0.200 0.84 0.168 0.924 12.23 2.10 1.943 0.012 l2 0.500 100 3J5 0.44 2J29 3.47 71.2% 7 6 0.300 0.84 0.252 1.848 12.67 2.06 3J99 OAl2 12 0.500 60 3.47 0.29 2.729 3.47 139.2% 6 5 0.000 0.84 0.000 4.A72 12.96 2.03 9.874 0.012 18 0.500 56 4.55 0.20 8.047 4.55 122.7°/ 5 4 0.600 0.84 0.504 5376 13.16 2.01 10.788 O.U12 18 U.SUU 16U 4.55 0.59 8.047 4.55 134.1°/ 4 4a 0.700 0.84 0.588 5.964 13.75 L95 11.645 0.012 18 0.500 94 4.55 034 8.047 4.55 1449°/ 14 13 0.300 0.84 0.252 0.252 10.00 239 0.601 0.012 12 0.600 189 2.95 1.07 2.990 3.81 20.1°/ 13 12 0300 0.84 0.252 0.504 11.07 2.24 1.128 0.012 12 0.600 103 3.48 0.49 2.990 3.81 37.7°/ li 12 7 0.200 0.84 0.158 0.672 11.56 2.18 1.464 0.012 12 0.600 l43 3.77 0.63 2.990 3.81 49.0°/ l8 17 0.700 0.84 0.588 0.588 10.00 239 1.403 OAl2 12 OJ00 t27 3.93 0.54 3.229 4.11 43.4% 17 1G 0.200 0.84 0.168 0.756 10.54 2.31 1.745 0.012 l2 0.700 62 4.19 0.25 3229 4.11 54.0% 16 !S 0.100 0.84 0.084 1.848 10.79 2.28 4.205 0.012 l2 OJ00 95 4.11 0.39 3.229 4.11 130.2% 15 6 0.200 0.84 0.168 3.024 11.17 2.23 6.730 0.012 15 1.000 85 6.50 0.22 6.998 5.70 96.2°/ 19 IS 1.200 0.84 1.008 1.008 10.00 239 2.405 0.012 12 0.600 122 4.23 0.48 2.990 3.81 80.5°/ 3 2 0.100 Q84 0.084 0.084 10.00 299 0.200 0.012 12 0.600 59 2.06 0.48 2.990 3.81 6.7°/ II 2 I 0.400 Q84 0336 0.420 10.48 232 0.973 0.012 12 0.600 140 33� 0.69 2.990 3.81 32 50/ 1 vlt 0.600 0.84 0.504 0.924 11.17 2.23 2.056 0.012 12 3.000 9 7.41 0.02 6.685 8.51 30.8% 10/1/O1 DODDS ENGINEEKS, INC. 1'AGE 1 i3��.,1� ��1�E 1'����1,.Y.i .7 1 � l����E��1111 LOCATION: HING COUNTY 24H121tA1NrALL: 3.4 INCHES JOB NAME: Ae�is Sel[Sturage and Office JUB.ti'L�16[?It: 991'1 PREPARED SY': li.Stevens DESICN STORM: 25 YEAR t�cz��iei+re�. �ur�u��:: ime���csus ;: n�oF �mrR,uL r[�iat�raiax niei rirh; r�e�+, �Ttsnu `:��ta.ve:c:.;< �'II?�'CAF��I�'YSi�M]S?lAlt� Lt�S�G�1��`t ���� COi.4'��rcr�e �A Svmu�,� _:: cor�.; ,nrt��ers= r�.Enz� ,r,.ntitrvrs u��n��rerc ,io�c .L�t�attt. vt#,p�tr�r rcna� < 2ce��3.i;j v�ua.i;i <a�arriiUssirt,�.i:. YROM�:�_ "4Q �- fAGRES> C :{i?"C3 �> 1A•C) �:i�tFM4ALti1 UN/li�) :.�:(C��S� "n" � UNCi�E53 fPGit�Eta3�Y ..�F�?9 ���FT/$�i,'3 --;EM�'x�1't'�5)�: {CF&1.:: EFrl6fG:i (i'RR�FN'�1 ; ll 10 0200 0.84 O.IEiS O.l(iR 10_DU 2.02 0.340 0.012 I'_' 0.600 l86 2.40 1.29 2990 3.8] 11.4'% 10 9 0.400 0.84 0336 0.504 11.29 1.87 0.943 0.012 12 0.500 106 3.13 0.56 2.729 3.47 34.5°/ 9 8 0300 0.84 0.252 0.756 11.86 1.81 1370 0.012 12 0.500 100 3.47 0.48 2.729 3.47 50.2°/ 8 7 0.200 0.84 0.168 0.924 12.34 1.77 1.632 0.012 12 0.500 100 3.61 0.46 2.729 3.47 59.8°/ 7 6 0300 0.84 0.252 1.848 12.80 1.72 3.187 0.012 12 0.500 60 3.47 0.29 2.729 3.47 116.8°/ 6 5 0.000 0.84 0.000 4.872 13.09 1.70 8.282 0.012 18 0.500 56 5.19 0.18 8.047 4.55 102.9°/ 5 4 0.600 0.84 0.504 5376 13.27 1.68 9.058 0.012 I8 0.500 160 4.55 0.59 8.047 4.55 112.6°/ 4 4a 0.700 0.84 0.588 5.964 13.85 1.64 9.771 0.012 18 0.500 94 4.55 0.34 8.047 4.55 121.4°/ 14 13 0300 O.R4 0.252 0.252 10.00 2A2 0.510 0.012 12 0.600 189 2.76 1.14 2.990 3.81 17.1% 13 12 0.300 0.84 0252 0.504 11.14 1.89 0.951 0.012 12 0.600 103 331 0.52 2.990 3.81 31.8°/ 12 7 0.200 0.84 0.168 0.672 11.66 1.83 1.231 0.012 12 0.600 143 3.58 0.67 2.990 3.81 41.2°/ 18 17 0.700 0.84 0.58A 0.58R 10.00 2A2 1.191 0.012 12 OJ00 127 3.76 0.56 3.229 4.I1 36.9°/ j U 16 0.2U0 0.84 0.168 0.756 10.56 1.95 1.477 0.012 12 0.700 62 3.97 0.26 3.229 4.11 45.7°/ 16 15 0.100 0.84 0.084 1.848 10.82 1.92 3.554 O.U12 12 0.700 95 4.11 0.39 3.229 4.11 110.1% 15 6 0.200 0.84 0.168 3.024 11.21 1.88 5.685 0.012 IS 1.000 85 633 0.22 6.998 5.70 81.2°/ 19 15 1.200 0.84 L008 1.008 10.00 2.02 2.041 0.012 12 0.600 122 4.11 0.49 2.990 3.81 68.3°/ 3 2 0.100 0.84 0.084 0.084 10.00 2.02 0.170 0.012 12 0.600 59 1.92 0.51 2.990 3.81 5.7% 2 I 0.40U 0.84 0.336 0.420 10.51 1.96 0.823 0.012 12 0.600 140 3.20 0.73 2.990 3.81 27.5°/ 1 vtt 0.600 0.84 0.504 0.924 11.24 1.88 1.734 0.012 12 3.000 9 6.9R 0.02 6.685 8.51 25.9°/ 10/1/Ol Core Design, Inc. PAGE 1 >; ;:: «.: ;:: -< ,..:: , :..:::;;s� .�:� : :. � b.. ,, ,,. , ,.::. .... _ . _ :. ,, ,.: _ JOB NA1vIE: Aegis Sdf Storege end O�ce PREYAItM.11 BY: R STEVENS I JOB NUMBER: 99121 DESIGN STORM: 25 YEAR ENTRANCE ENTRANCE EXI"I' OUTLE7' IIYLET AYPROACH BEND JUNCTION PIPE P[PE MANNING'S OUTLET iNLET PIPE FLOW VELOCITY TAILWATE FRICTION HGL HEAD HEAD CONTROL CONTROL VELOCiTY HEAD F�AD i�ADWAT&R FROM TU FLOW LENGTH DL4. n ELEVATION ELEVATION AREA VELOCiTY HEAD ELEVATION LOSS ELEVATION LOSS LOSS ELEVATION ELEVATION HEAD LOSS LOSS ELEVATiON �� CB CB (CFS) (NEE'n (1N) VALUE (NF.E'1� (FEE't� (SQ F'1� (FTlSEC) (FEE'1� (FEE'I) (FEE'1� (PEE1'� (FEE'n (FEE'n (FEE'I) (FEE't) (FEE'I) (FEE'17 (FF,E'I) (FEE'I) RIM EL 1 vit 1.7 9 12 O.Ul2 307.50 307.77 0.79 2.21 0.08 309.00 OA2 �09.02 0.02 0.08 309.11 0.00 Q02 U.00 0.00 309.09 3I2 2 1 0.8 140 12 0.012 307J7 308.61 OJ9 1.05 UA2 3U9A9 0.06 309.61 0.00 0.02 309.63 0.00 0.00 0.00 0.00 309.63 312.9 3 Z 0.2 59 12 0.012 308.61 308.96 0.99 0.22 0.00 309.63 U.00 3U9.96 UAO UAU 309.9fi 0.00 0.00 0.00 O.OU 30996 312.5 19 IS 2.0 122 12 0.012 707J0 308.43 OJ9 2.60 0.10 310.11 0.34 310A5 0.02 0.10 310.57 O.OU 0.00 U.UU 0.00 310.57 312 � 15 6 SJ RS 15 0.012 306.60 307.45 1.23 4.6i 0.33 309.47 0.56 i10.03 0.07 03i 310.43 0.00 0.32 0.00 0.00 310.11 311.8 16 IS 3.ti 95 l2 0.012 307.70 30837 0.79 4.53 0.32 310.11 0.80 31091 0.06 032 311.29 0.00 0.05 0.00 0.00 31I.23 31235 1"7 16 1.5 62 12 0.012 308.37 308.80 0.79 1.88 0.05 31123 0.09 3ll32 0.01 0.05 31139 0.00 0.04 0.00 0.00 31135 312.3 I8 17 l.2 127 12 0.012 308.80 309J0 0.79 1.SZ 0.04 31135 0.12 311.a7 U.OI U.04 317.5? 0.00 0.00 0.00 0.00 31L52 313.3 12 7 12 143 IZ 0.012 307.15 308.01 OJ9 1.57 0.04 310.I2 0.14 - 310.2ti 0.01 0.04 31031 0.00 0.02 0.00 0.00 310.28 31 L8 13 12 I.0 103 12 OAl2 308.01 30R.63 0.79 111 0.02 31028 0.06 31035 0.00 0.02 31037 0.00 0.01 0.00 0.00 31037 312.3 � 14 l3 0.5 189 l2 0.012 308.63 309J0 UJ9 U.65 0.01 31037 0.03 310.7D n.on OAl 310.7I 0.00 0.00 0.00 0.00 3I0.71 3133 I 4 vlt 4.R 94 1R 0.012 304.80 30517 L77 2.71 0.11 309.00 0.17 309.17 0.02 0.11 30930 0.00 0.11 0.00 0.00 309.19 31t.2 ' 5 4 4.8 160 18 OAl2 305.27 306.P7 1.77 2.71 0.11 309.19 U.28 309.47 U.02 0.11 309.61 U.00 0.1I 0.00 0.00 309.49 310.5 6 5 4.8 56 ]8 0.012 3U6.U7 306.35 1.77 2.71 0.11 309.49 O.IU 309.59 0.02 0.11 309J3 D.00 0.26 0.00 0.00 309.47 312.6 7 6 3.2 60 12 0.012 306.65 307.15 0.79 4.06 0?6 309.47 U.41 309.88 U.US 0.2G 310.18 0.00 0.07 0.00 0.00 310.12 311.8 8 7 lb 100 12 0.012 307.15 307.65 0.79 2.OR 0.07 310.12 O.IS 310.29 0.01 0.07 310.37 0.00 0.05 OAO O.OD 31033 3122 9 8 1.4 IOU 12 0.012 307.65 308.15 0.79 1.74 OAS 31033 � �O.I2, 310.45 0.01 0.05 310.51 0.00 OAZ 0.00 0.00 310.49 31 L8 10 9 0.9 106 12 OAl2 308.15 306.68 OJ9 110 OA2 31Q49 U.U6 ;10.55 0.00 OA2 310.58 0.00 0.00 0.00 0.00 310.57 312.2 Il IO 0.3 186 12 O.OIZ 308.68 309.80 0.79 043 0.00 31U.57 0_UI 31U.80 U.UU 0.00 i10.80 0.00 0.00 0.00 0.00 310.80 313.3 10/1/O1 DODDS ENGINEERS,INC. PAGE I ,, ,. _ _ , _ � _, .; R..E.;,tM .. '<:: _.. _ ::.. , .,.: ,. ,,,. .. ,:. .. ...... ....... _ d0B NAME: Aegis Self S[orage and O ce PREPARED BY: R.STEVENS I JOB MIMBER: 9912] DESIGN STORM: 100 VEAR �� ENTRANCE ENTRANCE EXIT OUTLET INI,ET APPROACH BEND .fUNCTION PIPE PIPE MANIYiNC'S OUTLET INLET PIPE FLOW VELOCITY TAII.WATE FRICTION IIGL HEAD HEAD CONTROL CON'TROL VELOCITY HEAD HEAD AEADWATN;R FROM 'CO FLOW LENG7'H DIA. n ELEVATION ELEVATION AREA VELOCITY IiEAD ELEVATION LOSS ELEVATTO I.OSS LOSS ELEVATION ELEVATION HEM LOSS LO55 ELEVATIUN CB CB (CFS) (FEE1) (1N) VALUE (FEE'I) (FEE'1� (SQ F'1� (FT/SEC) (FEET1 (FEE1) (FEE'1) (FF.ET) (FF.F,T) (FF.F.7') (FB6'1) (FEE1') (FEET) (FM:E'I) (FEE7) (FEE'I) R1M EL 1 vlt 2.1 9 12 QUl2 307.50 307.77 0.79 2.62 0.11 309.50 0.03 309.53 0.02 0.11 3U9.GS O.UU UA2 O.UO O.W 309.63 312 1 1.0 140 12 0.012 307.77 308.G1 OJ9 L7.4 0.02 309.63 0.09 309.72 0.00 0.02 309.75 0.00 0.00 0.00 0.00 309.74 3129 2 0.2 59 12 OAI2 308.61 308.96 0.79 U.25 0.00 309J4 0.00 309.96 0.00 0.00 3099( 0.00 0.00 0.00 0.00 3U9.96 312.5 19 IS 2.4 122 12 0.012 307.70 308.43 0.79 3.06 O.IS 311.00 0.47 311.47 U.U3 U.15 311.65 0.00 0.00 0.00 0.00 311.65 312 t5 6 6J 85 15 0.012 306.60 307A5 I:Z3 5.48 0.47 310.I1 0.78 310.89 O.D9 0.47 311.45 O.pO 0.45 0.00 0.00 311.00 311.8 I6 IS 4.? 95 12 0.012 i07J0 30837 OJ9 5.35 0.45 311.00 1.12 312.12 0.09 0.45 312.65 O.DU 0.08 0.00 U.00 312.58 31235 I7 16 L7 62 12 0.012 30837 308.80 OJ9 ?22 0.08 312.58 O.13 312J0 0.02 0.08 312.80 O.DO 0.05 0.00 O.pO 312J5 3123 18 17 1.4 127 12 0.012 308.80 309J0 OJ9 1.79 0.05 312.75 0.19 312.91 OAI OAS 312.97 0.00 0.00 0.00 O.UO 312.)7 3133 12 7 1.5 143 12 OAl2 30ZI5 308.01 0.79 I.R6 0.0.5 311.U3 0.20 311.23 OAl OA5 311.29 O.DO 0.03 0.00 0.00 3111ti 311.8 13 12 1.1 103 l2 OAl2 308.01 308.63 0.79 L44 0.03 311.2G O.U'I 311.35 0.01 0.03 31139 0.00 0.01 0.00 0.00 31138 3123 14 13 0.6 189 12 0.012 308.63 309.70 0.79 0.77 0.01 311.38 0.05 311.42 0.00 0.01 311.44 0.00 0.00 0.00 0.00 311.44 3133 4 vit 5.5 94 18 OAl2 304.80 305.27 197 3.13 0.15 309.50 U22 309J2 0.03 0.15 309.90 0.00 0.15 0.00 0.00 309.75 31t1 5 4 5.$ (60 l8 0.012 30527 30G.07 1.77 3.13 0.15 309J5 038 310.13 0.03 0.15 31031 090 0.15 O.UO OAO 310.16 31Q5 6 5 5.5 56 IS 0.012 306.07 30ti.35 1.77 3.13 0.15 310.I6 0.13 310.29 0.03 0.15 3t0.47 0.00 036 0.00 0.00 310.11 312.6 7 6 3.8 60 l2 0.012 306.85 307.15 0.7y 4.84 036 310.I1 0.58 310.68 0.07 036 ;IL12 0,00 0.10 0.00 O.OU 311.U3 311_S 8 7 1.9 100 12 0.012 307.15 307.65 OJ9 2.47 0.10 371.03 0.25 311,'_8 0.02 0.10 31139 0.00 0.07 0.00 0.00 31L32 3122 9 8 L6 IW 12 0.012 307.65 308.15 0.79 2.07 0.07 3113? 0.18 311.50 0.01 0.07 311.58 0.00 0.03 0.00 0.00 311.55 3I1.8 10 9 1.1 106 12 0.012 308.IS ;08.6R 0.79 1.42 UA3 311.55 0.09 311.64 0.01 0.03 311.67 0.00 0.00 0.00 0.00 31LG7 3122 I1 10 0.4 186 12 0.012 30A.6R 309.fl0 OJ9 p.51 O.UO 3ll.67 0.02 311.69 0.00 0.00 311.70 0.00 0.00 0.00 0.00 311J0 3I3.3 10/1/O1 D011DS ENG(NEERS,INC. PAGE 1 � 5. EROSION/SEDINTENTATION ANALYSIS AND DESIGN: i The intent of this erosion and sedimentation control plan is to minimize erosion and the 'i transport of construction related sediments off-site. ' The following ESC measures are incorporated into the Erosion Control design: 1. Clearing Limits: Clearing limits have been delineated on sheet C2.01 of the clearing , and grading plans. The clearing limits extend only to those areas that will be disturbed during construction of the subject project. In general, clearing limits extend around the subject property. 2. Cover Measures: The temporary erosion and sedimentation control notes listed on sheet C2.31 specify specific times at which temporary and permanent cover measures will be installed. 3. Perimeter Protection: Per sheet C2.01, silt fence will be used for perimeter protection. Silt fence will be installed along the perimeters of those areas that will be receiving silt-laden runoff. 4. Traffic Area Stabilization: A construction entrance will be installed at the entrance to ' the project site. See sheets C2.01 and C2.31 far location of construction entrance ' and detail. 5. Sediment Retention: The detention/water quality vault will be used for sediment retention. Sediinent retention will be designed per the 1990 KCSWDM Sediment Pond Calculations The runoff tributary to the sediment pond was calculated using WaterWorks hydrology software utilizing SBLTH methodology. The soils on site consist of Arents, Everett material (An) and Gravel Pit according to the King County Soil Survey. See Section 2 of this report. According to the geotechnical consultant, the site has a large amount of fill atop the existing infiltrating soils. The site will therefore be considered to have pervious soils exhibiting characteristics of Type C soils. The precipitation rates used for this analysis are as follows: 2-year, 24-hour storm --� 2.00 in. —used for sediment pond sizing 2-year, 24-hour storm � 2.90 in. —used for riser sizing During the erosion control phase of the project, the site will be entirely cleared and will therefore be modeled as bare ground. The following information was used to ` � create the runoff hydrograph from Waterworks: � EROSION CONTROL PHASE Total Area= 7.6 acres GROUND COVER AREA(acre) CN Bare Ground 7.6 87 � Time of concentration Assumed 10.00 min. � The resulting hydrographs are: 2yr= 1.33 cfs l0yr=2.65 cfs Surface Area: SA=2080 sf/cfs * Qz Qz = 1.33 cfs � SA= 2080 sf/cfs * 1.33 cfs=2,766.4 SF The designed sediment pond is 78' x 36' at the standpipe overflow elevation '� SA =2,808 SF> 2,766 SF � OK Pond Geometry: 2:1 interior side slopes 3.5' depth The top of the sediment storage is EL 307.5. The elevation of the top of the standpipe is EL 311.0 (3.5 feet of depth). The bottom of the pond is 306.5 (1 foot of sediment storage). • Riser Pipe Design Flow= Q�o=2.65 cfs The flow capacity for an 18"diameter riser with 1 foot of head is approx � 8.Scfs»2.65 required. • Emergency Overflow Spillway Design Flow=Qloo=4.23 cfs ; H= 0.4' L=(Ql�/3.21H3�2))-(2.4Hz) _(4.23/0.812)—(0..384) =4.82 The overflow spillway shown on the plans is 6 feet wide>4.8 required. • Dewatering Orifice: Orifice area=AS(2h)0�5/(10.6)(3600)Tg°5 _(2,808)(2)(3.5)o.s/(10.6)(3600)(24)(32.2)0' =0.00202 sf Orifice diameter=24(orifice area/n)°' =24(0.00202/�)os =0.609 inch. USE 1 inch min. i MAY—al-2001 10�25 NORTHWARD 425 747 4157 P.01i17 ■" �1—�. �,�. ,,!r•�� ;� , � � .; �arth Gonsultants lnc. � �I�I '�� �' �j' i k�.xc•�-hnir�N Ln}{ina•<•n.C;c�,k�lcTs&tn.•irAnmMt�l SCI�,�n4:r.; i ',�/ I Post•itC Fax Natc 7671 De�3 r peges� L�5 —, - � .. From `��C.i�. �Y�[.�- To 'C,`c_r� `:�� ��'�; � March 29, 200i c'.'DeP` �`E4'I�'uaEiv� � C�e . Phone d Phone# Fax I+ Fax k Northward P�operties � .-- _ ... _ ._: 1560 - �40�' Avenue Northeast, Suite 100 � Bellevue, Washington 98006 Atte�tion: Mr. Dick Gilroy Subject: Infiltration Testin� and Sbpe Recommendations Renton Office and Mini Storage Northeast 3'� Street Renton, Washington References: Earth Consultants, Inc. Geotechnical Engineering Study E-8307-3 dated SeAtember 7, 1999 Earth Consultants, Inc. Geotechnicsf Engineering Study Update E-8307-4 dated February 26, 2001 Dear Mr. Gilroy: In accordance with your request, we have prepared this tetter to presen� the infiltration test results for the infiltration vault and permanent slope recommendations for the proposed Renton Office and Mini Storage devefopment. We understand that it is planned to construct an infiltration vault at the north side of the proposed site approximatety fifteen t15) feet below the existing grade. In�►ttration Recommendations Four test pits were excavated at the approximate locations shown on Plate 2. Piease refer to the Test Pit Logs, Plates A2 through A5, for a more detailed description of the conditions encountered at each location �xpio�ed. A description of the field exploration methods is included in Appendix A_ The following is a generalized description of the subsurface conditions encountered. 1805-136fh Place N.=.,S�Ite 20": �3e!fevu�,W3shington 98C05 Ballevue(,2•�j 653-:;??C FAX(4%�)746-0860 Toll Free(888)7S9-c670 z��� �HY-bl-Lbbl le��b NUKIHwHRD 425 747 4157 P.02i17 Northward P�operties E-8307-4 March 29, 2001 Page 2 The fili in the vicinity of ihe vault varied in depth from fou� and one-hslf feet in test pits TP-10'f and TP-102 to fifteen (15) feet deep in test pit TP-103. In general, the fill soiis observed in the vicinity of the vault consist of silty sand with gravel and construction debris incfuding asphalt, cancrete, bricks, ashes, rebar, and wood debris (Unified Classification SM). The native soils unde�lying the fi11 consist of poorly g�aded sand with sitt (SP-SM) to poorly graded gravei with sand (GP). Na groundwater was observed in our test pits. Three infiltration tests were performed in general accordance with the EPA falling head meth�d described in the 1995 King County Storm Water Manual. The test locations are shown on the attached Test Pit Location Plan, P1ate 2, and were approximately fifteen (15? feet below the existing grade. The tests were in the native soils underlying the fill. The measured rates were 46 inches per hou�, 32 inches per hour, and 69 inches per hour in test pit TP-1, TP-2 and TP-3, �espectively�: Averaging the rates and dividing by two for the test method, the adjusted rate would be 24.5 inches per hour, which is in excess of the maximum rate of 20 inches per hour for the soils encountered. We recommend using 20 inches per hour for a design �ate. The factors for clogging and geometry need to be applied to this rate. The proposed vault is located approximately one hundred fifty (150) feet from the top of ihe slope on the west side of the project. We do not anticipate the infilt�ation vault will impact , the slope. Our test pits indicate the depth of the silty sand fi{I increases west of the proposed vault, We anticipate the wate� infiltrated at the location of the proposed vault wi11 travel vertically through the cleaner sand and gravel layers u�derlying the proposed vault not I t�wards the slope. I Slope Recommendations Three additional test pits were excavated along the ridge below the west slope. Please refer to the Test Pit Logs, Plates A5 through A7, for a more detaifed description of the condRions encountered at each location explored. A description of the fie{d exploration methods is included in Appendix A. The fotlowing is a generalized description of the subsurface conditions encounte�ed. ' Test pits TP-104, TP-105, and TP-106 indicate a fill approximately seven to eighteen f 16) feet deep. The fi11 soils consist of inedium dense silty sand with gravel and construction debris including asphalt pieces, concrete, brick, ashes, rebar and other metal pieces, plastic sheets, broken bottles, and wood debris (SM). Unde�lying the fill, we encountered poorly I graded sand with silt and gravel (SP-SM). No groundwater was observed in the test pits. i Earth Consultents. Inc. . I � MAY-01-2081 10�z6 IyORTHWARD 425 747 4157 P.03i17 Northward Properties E-83�7-4 March 29, 2001 Page 3 Permanent cut and �einforced fill slopes should be inclined no steeper than 1.5H:1 V (Horizontal:Vertical). Recommendations for fill slopes were provided in our referenced Geotechnical Engineering Study Update. Cut and filt slopes should be observed by ECI during excavation and construction to verify that conditions are as anticipated. Water should not be allowed to flow uncontrolled over the top of the slopes. Permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve stability of the surficial layer of soil. We appreciate the opportunity to be of service, if you have any questions or need additional information, please contact us. Yours very truly, EARTH CONSULTANTS, INC. t � �, ��:, : . _ �. , , �� : R- L'�ir•' • 5: 'j+':� �: ^��'�; Rodney Dulla Palacios �,��.a�v���:� -.� "C� Staff Engineer �� � ,; M �'f. '��' � T 1 D a 3��I , ��, Kristi�a M. Weller, P.E. Project Manager RDP/KMw/{rrip E�![S '1 I 4�I 02 Attachments: Pfate 1 Vicinity Map Plate 2 Test Pit Location Plan Appendix A Field Exploration Appendix B Leboratory Test Results Eard►Consuhants, Inc. � r � m �., �%'`� � .� � I a. Pro�� �ry� '�( /' ' - � Storm Dlalnape �`� t � VauR �'� � � ' -��2�P-��1 -� TP•11 � ��� J � Approdmafe 5oale i TP-f07�t �' � � 0 50 100 200ft. � 3�� ---- ----� _{ A P-10 ' � ` � �� I �aa � ] -"!— � � ' v I � _lTp 9 TP$ TP-101-�-Approximale Locatian ol :N ' ECI Tesl Pit,Praj.No. ; � i �-s� E-8307-4,Mar.2001 ' � � � I ,._� I � TP-1-t-Approximale Lacation ul I i ECI Test PII,Proj.No. i � � E-8307-3,Sep1.1999 j � , _ __ • �-------------' --- 5ub'eclSite : �-------------� F � B i , 1 � r-� TP7�- -��- --- N � a Proposed Building � �'TP-106 i � 4P-5�i i � ' � � ; i i ` �, �"---i Proposed Future Addllion � � � 3 ( i ; i i i i i-----� (Phasell) _ � i i i i i I � � � i i � � ! i i i P l��i SjE j 1! i jTP-1 � � , i i I � 05 i i � �;_j____ i NOTE;This plele may conte;n area9 ot oobr.ECI cannot � � �TP-�I� ---- i 6erespaiaibletorenyeuEeequentmislnterpretaoonof I i i � � i -� P-4 � tha inlaimalion re�ukhp liom bluk d v�hile repraductlans • i i � � i E i ol thls plale. n � � , � � ,/ � v � � � � � � ;-� ; ; � ; ; , Earlh Consul�anls, Inc. , i �•�D4 I � ceuan�dolcr,aroaaca�v�au�Er.wammrw�se � � � � � I � � � � � � � � � i i ; ; i}� �a I Tesl Pi1 Locetion Plan ! v � � �___� �--- � Renlon Minl•Storage � - j Renlon,Washington � �I r-----"-------� � L I -- --- _'-..-----------� _. -- ----—-- --� Drvm. aLS Dete Mer,2001 Pro�.No, 8307-4 i: -_, C,Aedced FlDP Deta 3+30/01 Plrte 2 I. :�. ., ::�.: 'r.r. .�. • � _ rIHT-f01-�bbl 147�G f IYUK I HWHKll 425 747 4157 P.@5i17 �rG.�� A FIELD pCP�..ORATION E-8307-4 Our fieid exploration was performed on March 14, 2001 . Subsurface conditions at the site were explored by excavating seven test pits to a maximum depth of twenty-one (21) feet below the existing g�ade. The test pits were excavated by Northwest Excavating subcontracied to ECI, using a trackhoe. Approximate test pit locations were determined by pacing from site features. Approximate t�st pit elevations were determined by locating on the site plan. The 6ocations and elevations of the test pits should be considered accurate only to the deg�ee implied by the method used. These approximate locatio�s are Shown on the Test Pit Locatio� Plan, Plete �. The field exploration was continuousty monitored by a engineer from our firen w�h� �lassifi�� the soils encountered, m3intained s log of each test pit. obtained representative sample: measured 8roundwater levels, and observed pertinent site features. Samptes were visuaii� classified in acco�dance with the Unified Soil Classification System, which is prese�ted o� Plate A1, Legend. Representative soil samples were placed in closed containers snd returned to our laboratory for further examination and testing. Test Pit Logs are presented on Plates A2 through A8. The final logs rep�esent our interpretations cf the field logs and the results of the faboratory tesis of field samples. The stratification lines on the togs represent the approximate boundaries between soil iypes. In actuality, the transitions may be more gradual. The consistency of the soil shown on the logs was estimated based on the effort required to excavate the soil, the stability of the trench wafls, and other factors. Earm consulcen�s, �nc. fIr'"-�' !-. '�1v�_ �t%�� � N_Ir-'IHI�1-a-'L� -'�=� � � q^ _ -' Nr�- MAJOR DIVISIONS GRApH LETTER TYPIGAL DESCRIPTION SYMBOL SYMBOL Gw�%' Wau-�Gradce G�avels, Gravel•Sand A�Cv4� C�aar Gravels � •O •Q � / gw Mixtures, �i111E Or No Finas Graveny (Iittle or no fu+ea) • • GP _' Coerso Soits ' � 1 � ' ■ Poorly-Graded G�avels,Oraval- Gn�nad j'�9P :,y�� M�x�ures, L�tdo Or No Rnss Soils Morc Than (�M i� ,i�itv Gravela.Gravel-Sand- SOx Cosrse Gravels W�tn /'` gm Siu Mizmres Fraction Fines r aDOreGiaD�Y Rete+ned On �moum of lint9l GC �-� Gayey Gravgis,Grsua�-Sann- No. d Sieve i gC CIHy Mixiure5 Sand �v ,s ' rJ�1/ � Well-Caradcd Snnas, Greyblly An0 Cleyn ,;and � o °� o �'�W .`�'ands, Little Or No F��es Sanay 1 litti� or no fin0s! .,,�,YJ-,,.,'_Y;. ,.,:^ / Mere Than Soils y�,���:,;��1 v SP �- Poariy-Graaea Santls, Gravel�y 50�6 Material -•,�,fr`,,"+r:.:-,:�,< /' SP Sanas, uctle Or No Fines La�per Than More Than � Na.20J Sib�u SOx Co��se � �� =' Silry Sanda. Sana- 5ilt MiYtures S�ze ��++da Witn S�Tt franion Fines(appreciablc Se�eng No.s �mo�ns ul Ilnesl SC �-,C C,ayey Sanas, Sana-Gay Mictures Y 1 �i ML �.- Inorganle S�Ite&Vgry Fine SOnds,ROCk Flo�r,Silty- �'' m� Clayoy Fino Sands;Cloyay Silts w/Sllpht Plastic�ty Fine Silts Liauia Limi� (',�, Inprgan�c C�eYs Or Low To Medium P�aaticlty, Groinetl a+a Lco4 Then 50 � %+�.C� �ravelly GIayS, Sandy GIaYs, Silty Clays, Lean So�ls Glays � I � � � l �L � Organlc S�1[s and Organic � � � I � I O� S�Ity Clays Or Low PlaSticity MH ��urgnnlc S�Irs, Mieaceous Or D�etomaceous Fire More Than mh Sand Or Sil�y 5[+uc SOX Ma�er�al S;i� Smaller Tran q�d Lia�id UrtNt C�,,, �% Ina�aMC Clays O� H�4� No.200 Sirve C��y; Grearer Than 50 � �h ��as�ic�ty. Fat Clays. Siie /��/j OF� , Organic C�eys Of McCium 7o Hlgh r Oh Plasti�ity. Orgamc S�I[s `��� `��' `��' pT �'e�t. Humus, 5wemD Soils Nighly Or��me Soi1.� Pt W,tn Mlgh Orga��e Contert[s o b .�. .�� % TOD=��� �y�'y y� riumu: Ana Du�t Layar Fill Hiyhly v�risDle Conatiluanes �he discussior►in the text of th{a taport is r�aceesary for a proper understanding of ths nature of tM material proesnted in the attsched logs. DUAL SYMBOLS a�usa�d to Indieao�bord�rlfr»soil classl�ceaim. C TORVANE READING,saf � 7 O.D. SPLIT SPOOt�t SAMPLER qu PETtETROMETEA RE11DiNG,t!f W MOlSTUAE,96 dry woight � 24'I.D. R1NG OR SHELBY TUBE SAMPLB� P SAMPLER PUSHED ' SAMPLE NOT RECOVEAED � wATER OBSERVATION WELL P�'t DRY DENSITY,IOe.p�cubic ft LL L1�UID UMIT, 96 S DEPTH OF ENCOUNTERED GftOUNOWATER PI PLASTIC INOEX DURING D(CAVATION Z SUBSEQUENT GROUMD'WATEA LE1IE1.W/OATE Eartl� Consultants Inc. LEGElVD ��.1�If � ,� \ 1 � [.�r�.�rn�.dia��t��..r:.4«µu'ec�.w�n��a�i►��s��r�.. 1 Proj. Nu.6307— Date Mar. 2001 Plate e.l MflY-01-2001 10�27 N�THWARD 4z5 747 4157 P.07i17 � Test Pit Log Projed Name; Sheet ot Rerrton Mini-Stora e 1 1 1ob No. LogVed by: Date: Teet Plt No,: 8307-4 RDP 3/14/01 TP-101 F�cavaGon Contaaor Ground Surfaca Elevatfon: NW E.�avatin 315' Nates: � ' _ „ y Surfacs cor�itlons: Grass Gerleral a Noles yb � E � � � y E c � �, �, a � � N SM 8rown s�ity SAND with gravel, medium dense, moist(Fili) � � � 2 -construdion debris, bricks,ashes, concrete pieces 8.5 3 4' � � : SP-SM Srown pooriy graded SAND with sik and gravel, medium dense, molst :o. s � � � s Q ': e.;• 7 ` ,_ .�:�.p�:�:. r• 8 � •'.�':..,.. 9 . O. i ;,�',v ; , 'O li e,. o. . i • f� . ��Q�:; :� I '�. : . � �Z :.��.q�����'� �, �:: ` �,,; 13 . � c :' . •° � . 14 : � i5 � °� -6°r6 fines at 18' 7.B ! 1s Test pR terminated at 16.0 feet below e�asting grade. No groundwater enCountered during e�a�ation. NOTE_ Etevations obtained from Core Desgn Topographk Sun�ey,dated s 10/2000, Project Number 99121 , � 0 � � �a W � � ' � Test Pit Log � F�l�rl COI�.SUl��T1tS II�IC- Renton Mini-Starage � Kc;�.`�'"'`�"`w"�."`;�°�.�'""""'.""';""""'�': Renton,Washin�ton , r 6 M Proj.No. 8307-4 Qwn. GLS oate Mar. 2001 cnec�ced RDP oaee 3/29/01 Plat. A2 suosar.taoe oonditionc d.aefed rep► our ots�vatlo�at ene tlme and location of this e�loramrY Mle�!n°�fied tN e�r�eri�0�S��al�and NidgfrlanL TTxy are rwt neoe�iiy��tMc o(dt�er tlmas and locado�s.We e�nnot xcept r�orts�bYlly Iw the USe u 416e�fabtloll by elfiel5 of ��....ae�......�se...e..+...,rti:e�..�. I'1RY-01—z001 10�27 NORTH�ARD 425 747 4157 P.08i1? Test Pit Log prcjed►�me; Shoat of Renton Mini-Stora e 1 1 l Job No. Logged ey- �ace: Test Ple nro-: 8307-4 RDP 3/14/01 TP-10Z F�aaw,yon Contador. , Ground Surfaaa Elevatlon: NW F�avgtin 315' r�o� � L v � Surfaee conaltlons: Grdss ��I W � F �' � � � F SM Brown sifty SAND, medium dense, moist(F7l) � z � -construdion deb�is, concrete, asphal� bricks,ashes I 3 I ' d a-s % � 5 SP-SM Brovm poorly graded SAND with sllt and gravel, medium dense, moist o : l a. , . 6 � .s�. e... : � :.a:`.'. ' ;e .: 8 �o`� r 9 :,v" 10 ' ,_d - v . �� �tr:: .:.,; , e i.,.,; _. �.L :Q: ;.•` 13 � �° I e � 141 ;i,' •�' , 15 GP Brown pooriy graded GRA1/EL wit�sand, medium dense to dense, �r moist a.s i'i �6 -2°�fines Test pd terminated at 16.5 feet below e�dsting grade. No groundwater encountered dunng e�¢;a�ratian. 'e � � 0 � U W � a CY � Test Pit Log E�rrh Consultants Inc. Rentan Mln�storage � c�7mic�rn�•�.r.:�r++:c Firvemn�enre�xx,n►.�s Renton,�85�1111�0►I r s � Fro�.No. 8307-4 Dwn. GLS n�e Mar.2001 c�eeked RDP Dete 3129/01 Ptate A3 Suh9ulfaCe oondtio�depided r our obsarv�brts�ttre tlme ane lo�tfan o�tMe e�loratoiY Pale,mod�ed bY a^A��81�i,�fql�rais arla judg►nent They are not neo�sa�sertlative o(other thtlGs and laado�.We cannat axept responslbfl9h ror ehe u6e or h,terprstetlon b�r otheca or - .....�.:.i.... �HY—b1—�bbl ie:�� NukrHwA� 425 747 a157 P.09�17 � Test Pit Log p��{��: Slteet or Renton M�i-Stora e 1 1 Job No. LO�ed by: Daco: Test Ptt Ne.: 8307-4 ROP 3/14/fl1 TP-103 6acavatlon Contador, } G�ound Surfaoe Eleratlon: NW E�avating 315' Notes_ Gene131 V o t m y o SuAace Conditions: Grass Notes � L° > " � � � i. ( ) � v� � rn � �n SM Brown silry SAND, laase to medium dense, mois�(F�II) i � � �� -observed construdion debtis, concrete, asphalt, rebar, ashes, plastic 16.8 3 I 4 � I � 5 6 7 � ' i 8 , 9 I � L�, 10 11 12 13 ia s.o ' 15 SP Gra oo�t reded SAND with ravel medium dense moist 49�o fines Test pit terminated at 15.5 feet Delvw e�dsting grade. No groundweter encountered during e�acavation. � � ' � 0 � � W a C9 � Test Pit Log � �1'trl �OrlSUltal'1tS IrIC- Renwn Min�storage � c.�n�mia+i r,hmxzr.:��.���,�����. Rentan,Washington � s � Prn�.r�o. 8307-4 am. G�S oate Ma�. 2001 cnedced RDP v�are 3�29/01 P1ace A4 SubauSace oor�lfoflS depirxed r eserx aur observaUons at the tfine and{ocation a(t�es e�bratory hole,R�o�fled Cy�gl�rkep tae#+�snalysls end 00 judgme�. They are not n�n represerttatNe o(olhertin�and la:ations.We cannat accept re�nslbattY tor the�e or Iruerpels�tlon by athers of inFnrTvN'�n..wor�+�..��►%�w- �HY—b1—�bbl 1b��� NORTHWARD 425 747 4157 P. 10i17 � Test Pit Log a�o�ecc r�: st�eet m Renton Mini-Stora e � � Jab No. Lo9eod tiy: Date: Te�Ptt No.: 8307-4 RDP 3/14/01 TP-'!04 F�o�yation Cotrtaetor. Ground Surface Elevallon: NW E�a:avating 290' IVotes: - � $ r „ N $ surrace cc�dhlons; Depth of Topsoil 8 Sod 1"-2":grass GO�er81 w a � _ a U Notes (96) � cn � � m � rn � SM G�ay silty SAND, loose to medium dense, moist (Fili} t � -observed concrete, asphatt, bricks, plastic, broken glass, organic odor 20.t 3 4' I 5 25.4 8 7 8 -observed wood debris (small Chunks) i 9 1 10 „ , � 12 -grades to a brown ashlike ciastic 5and with broken glass and ashes 39.3 13 14 15 1fi ' � �� 17 0 � fi.B �g � ' SP-SM Brown poorly graded SAND with sitt, medium dense, moisrt � ` ::a � �� 19 i 7est p�terminated at 20.0 feet belaw e�asting grade. No groundwater ; i '.° encountered durtng e�avation. a c� � Test Pit Log Earth Consultants Inc. Rerrion Mlnl-Storage 8 �,"'�.�''n°",�;".�"w"�"�""�„"'�.,.'v`k,'."""` Renton,Washington � a WProj.No. 8307-4 own, GLS Dac� Mar.2001 Ched�ed RDP Date 3/29/Ol Plate AS SubstrtlaCe mnd�ions deploted�present otsr ohservdUons 8t tlx dme ane location ot this e�bratMl��!�+�►�b!I a+8l�eer&+0 teds.ae�alyele and jT+dBnxnk They are naa neoass�any repre�en�tive of ether Nn189 dnd locatlans.We Cannot aOCEpt�p01�OlIK)'1ar tlk uae or lrttarprelatlon by othe�s of �:..w wvs...r�w..w M:e 1...- �HY—F�1—�bbl lb-�� NUKIHWHKD 425 747 4157 P. 11i17 ' Test Pit Log � P��c��: sneet er Renton Mini-Storaqe � � Job No. Logged by: Dace: Test Pa Nc.: 8307-4 RDP ; 3/14/01 TP-105 Excavatlon Contactor. Ground Surfaee Etevadan: NW F�avati�g . 290' NotaS: �e�' ; w � g t a; N � sunace con�a,s: Depth of Topsoil �Sod 1"-2":grass Nctes % � E. °a' " q `�" > I � � � � � �'I � � j SM Brown silry SAND, loose to medium de�se, moiSt(FilO I � � � ,, ' concrete and some asphalt, red bricks,plastic, broken glass � 21.8 3 ¢ -becomes gray 5 -4596 fines b � SP-SM Bnown orl po y graded SRND with s�t, medium dense, moist ::� : o: • e ;`. 9 e, . 4.6 `��' 10 , ;..e.i .. 17 Test pit terminated at 11.5 feet below e�asting grade. No groundwete� encountered dunng e�a�ration. I �� � � � � U W � � a � � Test Pit Log � �1Cir1 COIZSU1taI1tS II1C_ Rerrton Mtnl-starage � Gaeiimlc.rFnmrksn�cn-nnplysAFim�amrrnr,w:ities,n.:; Rentfln,W8Sf1U1$tOn � e W Pro�.No. 8307-4 own. GLS D�te Mar. 2001 cnecked RDP oace 3/29/01 Plate A6 �subsurtace c«,amo�aep+a�d��,c o�r o�adon��n,s s;n,�and iocacio�o�mis�arawry nore,rrrodNled br anOfneerin9 t�es,anatysis�nd �Ud�2f1t. They ere not tleoes5af11r re�ve o(Gtl1M time5 and locatlor�We rannd acr.�ept re6port�bllKy lor the u�ar uRerpreladon by ofNers ot ..lww�.��i......,enn..�aA..�.1b�c�•.- rIHT-bl-Lbbl le:�y NUKIHWHKll 425 747 4157 P. 12i17 ' Test Pit Log Projec!Name: Sheat of Renton Mini-Stora e 1 1 Job No. Lopped by: Data: Test Pk No.: 8307-4 RDP ` 3114/01 TP-106 Etdevatlon Contador. Ground Surfaoa devallon: NW F�avatin 295' NoDes: ��' W � $ r � y $ su�r�cona�tion9: Depch of Topsoil 8 Sod 1"-2":grass and small trees Notes (a,6) ` � y� p 'L y � N SM Brown siiry SAND wRh gravel, ioose to medium dense, moist(Fill) � i 2 -constrv�ion debris obsenred,small pieces of concrete,asphalt, briCks, plestic, broken glass, organic odor 19-6 3 -becomes reddish brov�m , 4 5 I 6 � -ashes obsen�ed , e 9 � 10 - � 2-e `•: � �� SP Grades to brown pooriy graded SAND, medium dense, moist � Q., o : .e � �...o:° �2 e a . o . �a .� O:. b. �3 .° o,.,.. Tes�p�terminated at 13.5 feei below e�tlng grade. No groundwater encourttered during e�aYation, � o � � � 0 W I I 1 •L " � Test Plt Log � Earth Consultants Inc. Renton A�n�Stora�e j CefMR1N1fC'.L Pnf111Kc+T:Ge:a710�:.lS 4 FiWNdu�CMnl!ixnlLSe► ` Renton, Washngton s v Pm1,No. 8307-4 D�m. GLS oate AAar.2001 Check,ed RDP Date 3/29l01 Plate A7 r SuE�eu'faae ao�d�tans depicted r t our obaeivatlona at the tlma and IocaUon ot th�s a�or�dory hde,moeltied by englneering tmefs.artaiy6�and judprnerrt. They are not nec�san�es�ative of o!!�v times and IocaDons.We wnnot aocept fespons�biVty fof the u�or Interpretation by ott►ers ot .w�4.�.�{r��roeoNe�....M'o Y.r riHr—el—�eel le��y NUKIHWHKll 425 747 4157 P. 13ii7 � � Test Pit Log � , p��; sr,eet or Rerrton Mini-Starage 1 2 Job No, LoB9ed b�': Qate: Test Plt No.: 8307-4 RDP 3/14101 TP-107 E�xawtlon Co�tactor, Ground 5ul'faca Ele�raklon: NW E�avatin 310' Nvtas: surtaa conduions: Depth of Topsoil 8�Sod 2":grass and small trees GBtlOral w U $ � , n V a°E �83 , (aJfp� L° T p � m' � S� � h i � N SM Dark brown to brown silry SAND with gravel, loose to medium dense, � moist(Fil{) t 2 -construction debris obsen+ed, pieces of concrele, rebar, bticks, broken glass,wood debris I 9.9 3 I 4 5� , •becomes gray � -asphaft chunks 1'-2' observed � 14.3 8 .becomes gray with gravel 9 -23°�f�es 10 11 1 t2 . 13 14 15 � 16 17 � �e � � � W2-4 �g -observed a yellow sanCy so7, possibly foundry material � s 0 f Test Pit Log �y Earth Corisultants inr.. Renton NYnFStorage Q Gr.oRallflk'd�P�A1t1elntiGCiM�i141NR�V�x71M1:k1Mi1�N1 Renton,Weshington � � Pio�.No. 8307-4 Dwn. GLS �te Mar. 2001 Credced RDP Date 329J01 Ptaee /�8 Sub�urtaoe oondtlons depded repreaerrt au oba�wadons at me 6m.and�oaaion o+n,;s a�loraiory nae.modMMsa by a+o��w�.�h�� �r+eM. They are nad nec�ssariy represer�ive of aqx�times and Iaado�s.vue cannot accapt res�ar�biYtY ror the u9e ar frderpne�fon by ou,eis or ..�......N�...�.me.....+...,�wk w. 1'Ih-I T—YJ 1—LI�l71 t e��� IVUK 1 h1WHKL 425 747 4157 P. 14i 17 . Test P1t Log p��N�; Sheet of Renton Nfin�Stora e 2 2 Job No, Logged bY: Date: Tost PR No.: 8307-4 ' RDP 3114/01 TP-107 Excavefion Corrtactor: Ground Surtaoe Elavallon: NW E�avatin 39a' Notes; � 4 � C�YICrd� � w � E Q �. E ? E � � w ti SM Brown to gray silty SAND with gravel, loose to medium dense, maist z� (��) � � � ?4 � Test pR terminated ai 24.d feet below e�sting Qrade. No grnundwater encountered during e�a�ration_ I 2 m � � c� U (W 2 C! � Test Pit �.Og � Falrtrl C011SL11�I'1tS II1C. Renton M'�ni-Storage � lwONt11�1�1 FtrpRk�s G-ab�S k PI{VIIOINneR�AI:J(1rtUlas Rerrton,Vl�ashington � �' Proj.No. 83a7-d a�m. GLS oate Nter.2001 cneUcad RDP Date 3/29/01 Plate A9 � su6surtaoe mndltlo�s deplaedrepresbrrt our obeervffibHs at ths tlme and bcatlon ot tttis al¢�iontory hole,modfied bY���6��.�� �� 7ney arz not neee�enrilj�rsprexnrativa or offar timss and IocatMons.We c�not ac�capt resportaib�r fa the uee or blterp�eEatlon bY others o! ons. 1.�Me+..�:.:.,...4...w�....��.e i.•. �HY-b1-�bb1 lb��y NUkfHWRRD 425 747 4157 P. 15i17 . ' APPENDIX B LABORATORY TEST RESULTS E-8307-4 Eanh Conaulanta. �nc. � ��� . • . , . . �'�-- Y � � • � � • . 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