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Home My WebLink About03288 - Technical Information Report� BAIMA & HOLMBERG INC. QO N S�'� � Z �� TECHNICAL INFORMATION REPORT for Aberdeeo Place Short Plat August 7, 2005 (��vi�� L I 2-�--/0 5 �� i.-!4�v�E ''II _ c,xU PE �Y �' �,`� �� h�A.s� Of I' ti2 c�`�� I��✓ '�' � o�'�1 �� f =' z x � � c ,a �O �, 11332 w� , '�'`.��1ST�� 1�" �JONAL �'� EkPIRES ll%�30�06 � Baima & Holmberg, Inc. Job No. 1673-025 Prepared For ' Basic Ventures II 18211240th Avenue SE 'I Maple Valley,WA 98038 i ' 3�8� 100 FRONT STREET SOUTH • ISSAQUAH • WASHINGTON • 98027-3817 • (425) 392-0250 • (425) 391-3055 ' I TABLE OF CONTENTS � SECTION TITLE 1 PROJECT OVERVIEW T RY � 2 CONDITIONS AND REQUIltEMEN S SUIVIlVIA 3 OFFSITE ANALYSIS 4 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN � 5 CONVEYANCE SYSTEM ANALYSIS AND DESIGN - • 6 SPECIAL REPORTS AND STiJDIES � 7 OTHER PERMITS 8 ESC ANALYSIS AND DESIGN 9 BOND QUANTITIES,FACII�ITY StiR'vIlViARIES,AND DECLARATION OF COVENANT 10 OPERATIONS AND MAINTENANCE MANUAL 1 1 SECTION 1 PROJECT OVERVIEW ��~. � = - � . . � ' Project Overview This project involves the development of a 0_85-acre site into five single-family lots. The site is located at1732 & 1808 Aberdeen Avenue NE. The site is currently occupied by two residences, yard and a couple of outbuildings(one of the houses will remain). The site is fairly flat, sloping down to the west towards Aberdeen at 1%to 5%. The site is underlain with medium dense slightly silty to clean fine medium grained sand, suitable for infiltration of stormwater. ,�.- � �,� � �� ....-�,.$�.--�,.._.�� u � �:.....��:,I �...� �1 � r'.�� -�� ` �� . r�� --� �t'��e� �� r a �� 1`�,�� , �„�..._.,,,.._ �"�4 i ' , , ,�„� � � �� --Man�s�s..�a.ua.�� t"r' ':-...,�_..� .�. �:11.�.:..!-.;"",�,�.� �.� � ��,-,.'.w.. �• o �� ---�` J"r�� ; �,�� ,_� s�� —�,,.� � i ' ,)� � �l�,,..�. `� �� ai ,. � / �„� �-�ry g�, y „ e /� �,�'r�m.r�� r"ai w V� ��J��L.,.....1 ��:�O� \�'~�� 19 �� _�i.� �. �P l ae ��'�� : .r,.�' 'i' ��,son--Aya—f�l �, ,,�� -?�� , � l i ,��` � �� f,J �`�'�"�'��'�` �.. O � . . �I.� I�. � O �f, (}, �"�'�\�I ��+,�+y�V.'. 1ti� . I �.. . ��I �r . . . �,�✓W-" 4 ,^.,�u��M.�+�+1 �4�: 1��'�,�:�,�� I� ..'�� , � �� .. ^" \�� ,,._'^ v i�F 4�i �.� �'"r'�.ez •....�..—.... � �8 �i�I�I w . 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I � 7 � F ;� �' � � I � �� ; �`� O � . �^ I �,; 7�35 � 7.350 sq. (t. � �O � (�� '`(�� . � �� I ! u .> (5.595 s� I (5.598 sq. it) \ �Q �;: ��P�GP�� i w � , i ; � � o � _ . _ _„-._..,, ,: � --_ ; „ --�. U ,. . �� , �i�� 'T0 `�`� �� i �� i � � ,i �I � ! �' � s.�sz .q. re,. c�cE �' c��` �, ; FOU i�AG AC � J I ` (6.09� eq fC}' v'��0� � V � � '= i .h�� rGt�: ' ' �g � ---� �� I,' � � � N 3� , .- . � r.l: ` `�I> �� , �` \ s W,,,�.1 _.3.;._._ _ ' �� r ; Q IW � � HOUSE TL 4 ' . ��,2 � ��. � 33 3,9,� , 602 2 I LLI i � I 3n� SHE N I� � � o,a,. �H W I � � ¢ ,�;`�r �M ��,�;,�: _ I 0.29. ��.� �. � � I . . _ .. .. , i Q J Four�p RFs�a� � N 89 43'42" E a�a 252�3' � � er CAP 8' wOOD FFNCE i I�' ,�ES LOT 1 LOT 3 LOT �� _; _1 . , � � � � I _ � King County Department of Development and.Environmental Services TECHNICAL INFORMATION REPORT (TlR) WORKSHEET Part 1 :�FROJECT-OWNER:AND :Part 2 _PROJECT_LOCATION AND _ . . _,.. ,, ; _ . PROJECT-ENGINEER = . : :- - `DESCRIPTION - Project Owner� ` � ` ` Project Name �.��Q!�.1?�-�S .�191��- �� c� Address Location �—��1 Z��'� M �� v�LL�� Township__ ,S Phone � 2� Range Project ngineer ..��....Section � L Wt � Company /4 Address/Phone �i �' 2 �� Z 'Part3 TYPEOFPERMIT Part4 �OTHER.REUlEVVSAND�PERM)T.S.,, _::�, ,_� _- APPIICATION: ` - _- _ - Subdivison � � DFW HPA Shoreline Management 1( Short Subdivision COE 404 Rockery Grading � � DOE Dam Safety Structural Vaults Commercial FEMA Floodplain Other � _ Othzr COE Wetlands • _: , _ _ .- . , - Pait S;,�SfTE COMMUN�AND DRAINAGE BASIN , Community G� � r R�r�+�ti �, . Drainage Basin j � �� w,^��`�� t�Ft� I�'r 5 _ Part6;�_SffE�CHARACTEF.3IST(CS. � ,. ::. - - -- River Floodplain Wetlands Stream Seeps/Springs Critical Stream Reach High Groundwater Table DepressionslSwales Groundwater Recharge Lake � Other Steep Slopes P�rt:7 .�soi�s - � _ _ Soil Type SlaPes Erosion Potential Erosive Velcoties � o � � � ��r�. _� _ � � Additional Sheets Attached .. , _: ,_. . , ; . . . - Part 8_, DEVELOP.,MENT LIMlTATtONS`- . ':. . � : ' REFERENCE LIM[TATIOWSITE CONSTRAINT Ch. 4—Downstream Anafvsis _9,��1�� "' p�� . Additional Sheets Attached Part:9, ESC`REG2C31REMENTS _ - - - _ - MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUfREMENTS ' � DURING CONSTRUCTION AFTER CONSTRUCTION Sedimentation Facilities � Stabilize Exposed Surface . Stabilized Construction Entrance .. Remove and Restore Temporary ESC Facilities Perimeter Runoff Control �� Clean and Remove A11 Silt and Debris Clearing and Graing Restrictions Ensure Operation of Permanent Facilities Cover Practices Ffag Limits of SAO and open space Construction Sequence preservation areas Other Other � , . _ .: _ ... -._ . : . - . _ �i . . ,,._..: ..�_.._ , ._ .. _ , -:: _,�;. ... . -: . :r�. . _��-. �. -Part�0 ,>SURFACE:WATER SYSTEM _, ° _`� `� - �` � ' —.- _ . _.__ .,- .: _;... _ _ . :- .- - . .. . � � . � _. ... .: - , _: . .,_. .. . . _ . _, . � � � Method of Analysis 'I Grass tined ✓fank ��tration Channel _ Vault Depression Pipe System Compensation/Mitigati Energy Dissapator Flow Dispersal on of Eliminated Site Open Channel Wetland Waiver Storage � Dry Pond � Stream Regional Wet Pond Detention - Brief Description of System Operation � 1��Ll�`(2i4'�,(9 rV I /Y�MJ�_ Facility Related Site Limitations Reference Facility Limitation �F'art�i 1 S�RUCTURAL ANALYSfS,; 'f?art i2�;EASEMEt�1TSfTRACTS - Cast in Place Vaul# � Drainage Easement Retaining 11Va11 Access Easement Rockery>4' High Native Growth Protection Easement : Structural on Sieep Slope Tract � Other - Other , _:- _: . , Part�3 :SIGNATURE�OF PROFES.SIONAL ENGINEER_" - - I or a civil engineer under my supervision my supervision have visited the si�e. Actual site conditions as observed were incorporated into this worksheet and the attachments. To the best of � ! my knowledge the informati�n provided here is accurate. - Si ned/Dafe ' � i SECTION 2 CONDITIONS AND REQL;�IRIV�NTS S Y � � � � ` r j��tober 6,2005 OFFICE OF THE HEARING EXAMINER RG�+��f�� CITY OF RENTON OCT 0 6 2fl05 Minutes BAIMA&HOLNlBERG INC. APPLICANT: Joe Pruss Basic Ventures, Inc 18211 240`h Avenue Se Maple Valley, WA 98038 OWNER: Theresa McKenna Linda Buettner 1808 Aberdeen A�e NE 9130 120'"Ave SE Renton, V�'A 98055 Newcastle,WA 98056 CONTACT: Tom Redding Baima&Holmberg, Inc. 100 Front Street S Issaquah, WA 98027 Aberdeen Place Short Plat LUA OS-092, SHPL-H LOCATION: l 732 and 1808 Aberdeen Avenue NE � SUMMARY OF REQUEST: Hearing Examiner Short Plat approval for a five(5)lot ' subdivision of a 0.85-acre site. SUMMARY OF ACTION: Development Services Recommendation: Appro�e subject to conditions DEVELOPMENT SERVICES REPORT: The Development Services Report was received by the Examiner on September 22,2005. PUBLIC HEARING: After reviewing the Development Services Report,examining available information on file with the application,field checking the property and surrounding area;the Examiner conducted a public hearing on the subject as follows: D-1INUTES The following minutes are a summary ojthe September 27, 2005 hearing. The legal record is recorded on CD. The hearing opened on Tuesday, September 27,2005,at 9:02 a.m. in the Counci) Chambers on the seventh floor of the Renton City Hall. Parties wishing to testify were affirmed by the Examiner. The following exhibits were entered into the record: Exhibit No. 1: Yellow file containing the original Exhibit No.2: Preliminary Short Plat application,proof of posting,proof of publication and other documentation pertinent to this request. ' _ _ Aberdeen Place Short Plat File No.: LUA-OS-092, SHPL-H October 6, 2005 Page 3 Tom Reddin�, Baima& Holmberg, Inc., l00 Front Street S., Issaquah, WA 98027 stated that they F�repared the preliminary plat maps, engineering plans and reports. The storm water can be handled on site with infiltration. Joe Pruss,Basic Ventures, lnc., 1821 I 240'�'Avenue SE,Maple Valley, WA 9803,8 stated that they would like to keep the access to Lot 4 off of Aberdeen Avenue,with the new setbacks and easements requirements for front, back and corners the house would only be as wide as a two-car garage. They would like to incorporate the landscape requirements on the site plan,there would be one]ess piece of paperwork to follow throughout the building process. Kayren Kittrick, Development Services Division stated that they have been looking at a straight up modification, as well,the trees must be planted prior to occupancy of the homes. It is not before the recording of the short plat. It would be better if Lot 4 used the joint use driveway rather than Aberdeen Avenue for their access. There are some problems with the setbacks, however, if there�vere an easy fix, from a tra�c standpoint, it��vould be best to not take access from Aberdeen Avenue. Ms. Din�stated that the applicant could access Lot 4 off of the new joint use driveway and sti11 maintain the front yard setback. Ms. Kittrick stated that the storm�vater and sewer applications will be watched. The area is very pervious and there is no concern over the use of infiltration. They will make sure that the water quality is in place ;n some manner,there are several variations from each house that can be used. The Examiner called for further testimony regarding this project. There was no one else wishing to speak, and no further comments from staff. The hearing closed at 9:22 a.m. FINDINGS, CONCLUSIONS &RECOMIVIENDATION � Having revie�ved the record in this matter,ihe Examiner now makes and enters the following: FINDINGS: l. The applicant,Jce Pruss,Basic Ventures, Inc.,filed a request for a five-lot short plat. 2. The yellow file containing the staff report,the State Environmental Policy Act(SEPA)documentation and other pertinent materials was entered into the record as Exhibit#1. 3. The Environmental Review Committee(ERC),the City's responsible official determined that the proposal is exempt from environmental review. 4. The subject proposal was reviewed by all departments with an interest in the matter. 5. There was no opposition from the public regarding the subject proposal. 6. The subject site is located at 1732 and l 808 Aberdeen Avenue NE. The subject site consists of two side-by-side lots located on the east side of Aberdeen about half way between NE 16th Street on the south and N E 20 Street on the north. ' Aberdeen Place Short Plat File No.: LUA-OS-092, SHPL-H - ' October 6, 2005 Page S 21. Both sanitary se«�er and domestic water will be provided by the City from lines located in Aberdeen Avenue. Any septic system serving this property will have to be abandoned and secured a�cording to Health Department regulations. 22. The City has adopted mitigation fees for transportation improvements,fire seryices and parks and recreational needs based on an analysis of the needs and costs. These fees are applied to ne�v development to help offset the impacts new homes and residents have on the existing community and the additional demand for services_ CONCLUSIONS: 1. The short plat appears to serve the public use and interest by increasing the available stock of single family housing while not undulytaxing the City's infrastructure. The plat or re-plat in this case wi11 , create five lots in an area where there were two homes. This will provide addifional housing choices for those desiring detached single-family homes on modest sized lots. ' 2. lt appears that the.plat design has appropriately accommodated the existing home on Proposed Lot 5 with the required yards and setbacks. 3. The lots are rectangular with two of them facing the public street and the others facing south, on a private access easement. A hammerhead turnaround will accommodate emergency vehicles and residents and visitors alike. i 4. While the five new homes should not overtax the City's infrastructure they will increase the demand for City services. Therefore,the applicant should helpaccommodate new residents and their demand for services by paying the apprapriate fees for parks, fire and transportation. New plats are required, by State regulations,to make provision for those and other services. 5. The development of the easement roadway along the south margin of the subject site will create traffic impacts on the adjacent property to the south that would not nonnally affect property neighboring si►igle-family development. Thirty vehicle trips will now be generated along the side yard of this adjoining single-family property. Therefore,the applicant should be required to buffer the neighboring property from these additional impacts by constructing a fence along the property line that effectively screens both noise and view. 6. In conclusion,the proposed plat is an appropriate addition to the City. DECISION: i The Short Plat is approved subject to the following conditions: ' l. The applicant shall pay the appropriate Traffic Mitigation Fee based on $75.00 per new average daily trip attributed to the project prior to the recording of the final pfat. 2. The applicant shall pay the appropriate Fire Mitigation Fee based on a rate of$488.00 for�:ach new I single-family residence prior to the recording of the final plat. i � 3. The applicant shall pay the appropriate Parks Mitigation Fee based on $530.76 per new single-family lot prior to the recording of the final plat. � , Aberdeen Place Short Plat File No.: LUA-OS-092, SHPL-H October 6, 2005 Page 7 Pursuant to Title IV, Chapter 8, Section 100Gof tl�e City's Code, request for reconsideration must be filed in �vritin� on or before 5:00 p.m.,October 20,2005. Any aggrieved person feeling that the decision of the Examiner is ambiguous or based on erroneous procedure,errors of law or fact,error in judgment, or t�:e discovery of new evidence which could not be reasonably available at the prior hearing may make�written request for a review by the Examiner within fourteen (14)days from the date ofthe Examiner's decision. This request shall set forth the specific ambiguities or errors discovered by such appellant, and the Examiner may, after revie�v of the record,take further action as he deems proper. An appeal to the City Council is governed by Title IV,Chapter 8, Section 1 10, which requires that such appeal be filed �vith the City Clerk, accompanying a filing fee of$75.00 and meeting other specified requirements. Copies of this ordinance are available for inspection or purchase in the Finance Department,first floor of City Hall. An appeal must be filed in writin�on or before S:OQ p.m.,October 20,2005. � If the Examiner's Recommendation or Decision contains the requirement for Restrictive Covenants,the executed Covenants will be required prior to approval bv Citv Council or final nrocessin�of the file. You may contact this office for information on formatting covenants. The Appearance of Fairness Doctrine provides that no ex parte(private one-on-one)communications may occur concerning pending land use decisions. This means that parties to a land use decision may not communicate in private with any decision-maker concerning the proposal. Decision-makers in the land use process include both the Hearing Examiner and members of the City Council. I All communications concerning the proposal must be made in public. This public communication permits all interested parties to know the contents of the communication and would allow them to openly rebut the evidence. Any violation of this doctrine would result in the invalidation of the request by the Cour�:. The Doctrine applies not only to the initial public hearing but to all Requests for Reconsideration as well as Appeals to the City Council. � �l W CITY OF RENTON ABERDEEN PLACE rovNn�owwarw a � Z usc r a+�u asK�� W cwc.v uu av 8HORT PLAT rwa+c..c i+c ary w > SHORT PLAT � I.UA— SHPL ��+��a Q NE 1/4 OF THE 8E 1/� BEC. 6, TWN, 24 N., qG@ 6 !„ W.M. ��u�ar No,Hs l�D- �wno./iaa+ � (� lq/MD�O`/WCN�w �,.p . � C�SC wM upV/w( r// ��µ�W � Z W1M PIN / �u InOQi � 0 NSII[0 I/700! ( NE 20TH ST IAJ4 N I[MNO O /y�,Mp ypy(AV(N1 N GSf 7'MISJ MSY � 1,777.7 R / JOf70'1�'W W CqvC/N GS[p/WT(Y[DMM�O iK N! � \ ton+tr IJSJ.lJ. M(AS) IJ7t77 MGi) -\NYKO�/?00.! ,.'� ,� I C.D.NKLYw'3 UNC WA3W1bTON I .� I � ! l0 p N� W�OW 0�CDM pV.!LOT tN ,---�'„ � � � � � � �- �. � i I o.� I a,,�� r►000 raa I,''p,a SCALE 1' � 20' •�.� ■i� 1 �I • ��'aa�j '- � �� N69YJ'�2'E 2S 19' �� 0.0Y rz.1YD.a(�Yeos-r� .' ' , �' � Q „ . 30.00 �0.00 50.00 ` 01�' . � . . l � 110 IIY ^_� r n e�1ru e�eu . • ^ . .• . IIIu.70l.N . � I '.�� :'. 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CATW iAtMl � ff _ � ;�1 /WNG�R[�M�('�J � -i- ti eo�a}'aa•��,,,( ;.sz.sa � �i� / m suwr,ur scMa uiwNa[ � � .�r Cu �'rOM�Wcl 0.�� / � I � l�G10NCi I . ' . .• . . 0 SAN�iMY j�1KR fN� ,'.J � . �U.utJ I Y CM _ . �............_..._....�__ "_I'_�I I I1O1T011 YUM1��112�LML I U Gp/Z I Q1 OAS VALK I �tu" ��T T�CC - � . � � i I ' ��1. CWA11 iNCC i ACC[SS�NO7[ ' d1Y OF R£NTdV CdJ7ROL I i• TM[iK sNAti K ra KMCu.AR wwKss w!c�[ss ow[eftr cwfi ��m M 1MC qy�/ A�(RD(p/AKMK KL/ROY LOf 4[JAC[I/AS M01qC/QOK , BRASSAI pN�N1/N��WA. I 7,ICCCJ7/D[09 I�Z J AW 1 W Tq YIOt/KII,1�4LL K NA ��_h.�OOLM TII(C HSI7E0�/T003 v� n+[N/b01 r0[Mrv�K�ttlts�w0 4A/P'[�tMNf K Op1tRC � � u�a+n.r rro.�ruc —..-��c rau I a �ecesr ro iar s w nxs.v�ur n..i awut�r w�nr rbsrra -�—w000�[nt[ g P ow�ew�r eowvrenew ro,unrora��tr�et�ve � � ��40�t�{�.�� . I �k �� ABERDEEN PLACE , /� J0�N0. 167J-0 S DWO NO.t 7 - 65P '� IIM� 1 ti 6-10�06 � u �y� � � �Q1�� y ' wu�M �K a� i oQor uMM �„�w H wua 1'.70' _ � wr n ura rn r�r�_w� � ►-.� C/1 M � � � . � � � � V1 � � __ . � _ _ _ I Project Overview This project involves the development of a 0.85-acre site into five single-family lots. The site is located at 1732& 1808 Aberdeen Avenue NE. The site is currently occupied by two residences, yard and a couple of outbuildings(one of the houses will remain). The site is fairly flat, sloping down to the west towards Aberdeen at 1%to 5%. The site is underlain with medium dense slightly silty to clean fine medium grained sand, suitable for infiltration of stormwater. Downstream Drainage Because the site is underlain with permeable soils, there may be that no stormwater runs off from the site. If it did, it would drain west onto the Aberdeen Avenue NE pavement and enter the City storm system in front of the site through a CB (A). Flows would continue north though an 18" storm pipe, past NE 20'� Street(B) (500' downstream), continue north(C), becoming a 24" pipe to NE 24�' Street {D) (1800' downstream)then turning east, well beyond '/4 mile downstream from the site. There are no apparent drainage problems along this downstream drainageway. Proposed Drainage Controls , �I An infiltration tank located in the private access easement road will provide the required '� onsite stromwater control. I .�; , . .".j_':... , � .:� �i�,R . . . . . ' ..� ^� � �,-. i ' � . ; 6 W000 FENCE 5' MARE I �T � 0.00• 5' WOOD FENCE pENCE ' 1MRE FENCE 0.09' � 1 r �I �,o ° �� Na9 43'4YE 25019' � � - � �� 0.1 a' 0• ERY a . ��. �__ � i� � �� ,��"� 34�90-1607 '�,, `i � .. � . r �a�� a J�s\ I . I � �\ �a, � � �� J � �,+t ��S '' � �� I � 6J40 eq. tt. . _7 , �, h � �,•—• —•— �/ 3 ; �� 1 �,s� � I Ql I H Q U302S4.5E � } �'\ 7.350 aq. ft. ! � i , '� �F' OF ,1.� . i ,� ;,: � � . ~ �/� I � �� 7.35 !.�„ � 7.350 sq. ft. �/�� i ., \,/1 � � (5.595 eq. ft.) ``"'�• � (5.598 aq. ft.) J Q� � II �..�. � ;: r �,� P� � � G �_ I w �i► I � ' � - o _ _}_,.�; ..-,;a .�` �� '--- ; .. CD ''�r �' PROPANE ��W—TO �\ O�\�� ' `Os TANK ` `�` 4 ��,��_\ o`V �; FOUt�D MAG AG� I 8�7$2 sq. fL . �A� �� !.\' '' � � �6.084,sq.-1C�` ,�A ��Ci � r� I�I,j�j � ' 1' �G��`fr'�'' ° `, t V �``— _ '$ �z � I ► � � � • � 30o r w.� � i `�I> �� ; � � ' W,,,�.L _,3.i._._ — _� `�'� >�z � � � HOUSE ��. Q�W �` I r�-2�.ao �.,`„�, ��. � TL 33439, .,. 602 .� �I W � � I {� J�o SHE r.l.� i� ��.��! 'E:J, - ' :1i' r1Ck N�;;? i�� ', �I. t—�W i FOUND RW R 0.29• ��.'c , i ,,, '',,,' „ h . ,�t, i I m _ _. 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TYPE-lA DISTRIBUTION ******************** ********* 1-YEAR 24-HOUR STORM **** .67" TOTAL PRECIP. ********* ---------------------------------------------------------------------- DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN . .2 .0 68.0 .2 98.0 6.3 PEAK-Q(CFS) T-PEAK(HRS} VOL(CU-FT) .02 7.83 258 = 1-year runoff � -.-� SBUH Existing Conditions 100-year Peak ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3.90" TOTAL PRECIP. ********* ---------------------------------------------------------------------- DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .9 .8 68.0 .1 98.0 26.5 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .19 7.83 4861 SBUH Developed Conditions 100-year Peak ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3.90^ TOTAL PRECIP. ********* ---------------------------------------------------------------------- DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN ; ; .9 .4 68.0 .4 98.0 6.3 PEAK-Q(CFS} T-PEAK(HRS) VOL(CU-FT) .52 7.83 7811 OQioo = 0.52 - 0 .19 = 0.33-cfs <0.5-cfs => No Detention Required , SBUH Developed Conditions 10-year Peak ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 10-YEAR 24-HOUR STORM **** 2.00" TOTAL PRECIP. *******x* ---------------------------------------------------------------------- DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .4 .0 68.0 .4 98.0 6.3 PEAK-Q(CFS) T-PEAK(HRS} VOL(CU-FT) .22 7.67 2898 ' 24" Infiltration Tank Design--l0-year Design for Road, Roofs and Driveovays STRUCTORE DATA: R/D TANK (FLAT GRADE) RISER-HEAD TANK-DIAM STOR-DEPTH TANK-LENGTH STORAGE-VOLUME 2.00 FT 2.00 FT 2.00 FT 116.4 ET 365 CU-FT ROUTING DATA: STAGE(FT) DISCHARGE(CFSy STORAGE(CU-E"P) PERM-AREA(SQ-FT) .00 .00 .0 .0 .20 .00 19.0 .0 .40 .00 52.1 .0 .60 .00 92.2 .0 .80 .00 136.6 232.7 1.00 .00 182.8 232.7 1.20 .00 229.0 232.7 1.40 .00 273.3 232.7 1.60 .00 313.5 232.� 1.80 .00 346.5 232.7 2.00 .00 365.6 232.7 2.10 .21 365. 6 232.7 2.20 .58 365.6 232.7 2.30 .92 365.6 232.7 2.40 1.06 365.6 232.7 2.50 1.19 365.6 232.7 AVERAGE VERTICAL PERMEABILITY: 4.0 MINUTES/INCH ' Frontage Improvements Water Quality Design (1,725 sq-ft impervious improvements) �,� l�Z'�� fJai�� 6 /`��• ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 1-YEAR 24-HOUR STORM **** . 67" TOTAL PRECIP. ********* ---------------------------------------------------------------------- DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC (MINUTES) A CN A CN .0 .0 68.0 .04 98.0 6.3 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .O1 7.83 68 �Required W/Q Volume = 68 cu-ft -�Required W/Q 1� Surface Area = 17 .25 sq-ft ' � ; ; ; SECTION 5 CONVEYANCE SYSTEM ANAI,YSIS AND DESIGN �--�:;: . � . 1 I SECTION 6 SPECIAL REPORTS AND STUDIES 1 . � �eatechnical �ngineerin� Re�ort AbeYdeen Place Short Plat Renton, Washington � July 7, 2005 � Prepared For: Joe Pruss 18211 240th Avenue S.E. Maple Valley, Waslungton 98038 Prepared By: Dennis Joule, P.E. 31700 S.E. 46th Street ' Fall City, Washington 98024 ' Co�asultatat In Geotechtaical Engineering , _ _ . _ �... . . .....� _ ._. _ ..._._ _ . . ,. ._ _., .._.__. I I�(�11 `1\;� � North Scale: 1"=40' o �o � o M ��2 � � I � � �J 1� \ Existing �� House II � To Remain __ i — � ,TP-1 I � \ � Lot 5 i � o II � � �--- ' � �' ' o� �� Lot 3 Lot 2 Lot 1 , � � � � � — — — -� Lot 4 � ; j I � � — — — — —' �i � � Existin ouse r___, Md Outb ' ings � � � � To Be Remove i-- I � 1 Access Road I TP"3 �torm Water ' TP-2 � Inj��h�ier�-�4�ex-- GEOTECHNICAL INVESTlGATION Aberdeen P/ace Short Plat Renton, Washington , TP-1 Indicates location of the frackhoe test nits Dennis Joule,P.E. ' N 31700 S.E 46th Street Fal]City,Washington 9b024 (4�5;1222-466] i � , � I GEOTECHNICAL ENGINEERING REPORT i I Aberdeen Place Short Plat i 1732 & 1808 Aberdeen Avenue N.E. � J Renton, Washington July 7, 2005 INTRODUCTION i The project site, located at 1732 and 1808 Aberdeen Avenue N.E., Renton Washington, is about � 0.85 acres in area and approximately rectangular in plan. �, � The planned development consists of a short plat creating five new single-family residential building lots, with associated access road and utilities. There are two existing residences on the property, one will remain and the other is to be removed. , I I INFORMATION PROVIDED j A drawing, showing the site location, proposed lot lines, topography, and existing buildings, II titled Aberdeen Place, dated 3-5-05, prepared by Baima & Holmberg, Inc., Civil Engineers of ' Issaquah, was provided. This information was used in preparing the drawing on the opposite page, which also shows the locations of the trackhoe test pits. SCOPE The scope of work in this investigation included the following: 1. Subsurface exploration by means of three trackhoe test pits, 2. Evaluation of infiltration rates for the storm water system, 3. Engineering evaluation and analysis of field data and published documents for the purpose of providing recommendations regarding the geotechnical aspects of site development, and 4. Preparation of this report in accordance with Chapter 18 of the U.B.C., presenting the findings and recommendations. Page 1 ' Project 1899 July 7, 2005 FINDINGS Surface Conditions The property slopes down very gently toward Aberdeen Avenue. At the time of the field investigation there were two single-family residences and three old storage buildings. The remainder of the site was landscaped with trees, grass, and shrubs. No wetlands or surface water was observed within the property. Geology The site is underlain by Vashon recessional sand and gravel (Galster & Laprade, 1991). Subsurface Conditions The site has been mapped by the U.S. Soil Conservation Service as Indianola loamy fine sand (InC), ground slopes 5 to 15 percent. Within the fourteen foot maximum depth of exploration, the site is underlain by medium dense slightly silty to clean fine to medium grained sand. No ground water, wet soil, or soil color mottling was encountered in the test pits. Test pit logs are appended. CONCLUSIONS Seismic Considerations and Liquefaction As with all land in the Puget Sound region, this property lies in Seismic Zone 3. Seismic hazards can be divided into two general categories, hazards due to ground rupture and hazards due to ground shaking. Since no faults are known to pass through the site, the possibility of earthquake induced ground rupture appears to be remote. Even if severe ground shaking were to occur at the site, the medium dense sands encountered in the exploration will should liquefy because they are not saturated and do not have the characteristics of materials prone to liquefaction under dynamic loads (too porous and compact). Page 2 ' Project 1899 July 7, 2005 Compressible Soils No compressible soils were encountered. Groundwater While the test pits were logged during the dry season, there were no soil indicators to show a seasonal water table within the upper fourteen feet of soil. RECOMMENDATIONS Removal Of Existing Buildings , The residence on lot 5 is to remain. All other buildings are to be removed from the site. All concrete slabs, foundations, buried tanks and vaults, and buried utilities (not selected to remain) must be located and removed from the site. Site Preparation Depressions and loose soil zones resulting from the removal of trees, large shrubs, or underground struchues (that may be encountered during construction) should be carefully backfilled with thoroughly compacted on-site inorganic soil or approved import soil. The surface of the site within the proposed building and pavement areas should be stripped to remove vegetation and organic topsoil. Soil containing more than two percent by weight organic matter should be considered organic. Stripping depths should be decided in the field at the time of construction but for planning purposes an average stripping depth of six inches may be assumed. Strippings may be stockpiled for subsequent use in landscaped areas. Excavation and Slopes Cut or fill banks should not exceed slopes of 2:1. These slopes should immediately be covered with visqueen. The visqueen should remain until they can be landscaped. Soil stockpiles should be covered with visqueen to prevent saturation and erosion. Page 3 ' Project 1899 July 7, 2005 Grading and Compaction If any import fill is required it should be inorganic, of low expansion potential, and should contain no rocks or lumps larger than 4 inches in greatest d'unension. Stripped soil surfaces in those areas to receive structural fill, foundations, slabs-on-grade, or pavements, should be scarified to a depth of at least six inches. The soil should be moisture conditioned (or allowed to dry) to produce a moisture content of two percent above the optimum value and then compacted to a density equivalent to at least 95 percent of the maximum value as determined by ASTM Test D1557-70. (U.B.C. Standard 70-1: Field-tests by U.B.C. Standards 70-2, 70-3, 70-4, or 70-5). Structural fill using on-site or import inorganic soil should be placed in layers not exceeding eight inches in loose thicl�ess, conditioned with water (or allowed to dry) and compacted to the requirements described previously. Utility Trenches Utility trench excavation can be performed with conventional mechanical equipment to depths up to twenty feet. Excavations to at least twenty feet should not encounter groundwater. Excavations will not likely stand vertical, but will slough to the natural angle of repose of about seventy percent (assume 1.5:1 slope). Trench backfill should be placed in horizontal layers not exceeding eight inches in loose thickness and compacted by mechanical means at least 95 percent of the compaction test maximum (ASTM D1557-70). Retaining Walls Retaining wall constructed as part of the foundation system cannot be allowed to "rotate", developing "active" soil pressures. Therefore an "at rest" lateral soil coefficient of 0.5 should be used. Retaining walls may be designed using the equivalent fluid pressure method. For granular soil an average backfill soil unit weight of 100-1b/cu ft may be assumed (lateral pressure would then be 50-1b/cu ft). The lateral coefficient of sliding between the concrete base and the soil may be designed at 0.35. Rockeries Rockeries are not earth retaining structures. Rockeries may be used as slough wall against stable earth cuts only. It is recommended that rockeries not be constructed over four feet high within this site. Page 4 , Project 1899 July 7, 2005 Building Foundations When determining minimum earthquake forces for structures in accordance with U.B.C. Section 1629.1, consider the site to be underlain by soil Profile Type SD. The proposed single-family residences may be supported on conventional shallow foundations bearing on firm natural soil or compacted structural fill. Reinforced concrete continuous footings may be designed to impose pressures on foundation soils up to 2000 pounds per square foot from dead plus normal live loading provided the resulting foundation width is not less than 12 inches for one story, 15 inches for two story, and 18 inches for three story portions of the structure. Individual reinforced concrete foundations, such as may be used for supporting columns, may also be designed to impose pressures of up to 2000 pounds per square foot from dead plus normal live loading, but should be at least 24 inches in minimal plan dimension. As a minimum, isolated concrete pads shall have two #4 bars. These bars shall form a cross (as seen in plan view), and shall be set mid depth in the concrete. Foundations should be embedded at least twelve inches below pad grade, or adjacent finished grade, whichever is lower. If footings are constructed adjacent to downslope cut banks or slopes, there is to be a minimum 2:1 slope drawn between the bottom of the footing (point nearest the slope) and the toe of the cut bank or slope. Total Differential Settlement No compressible soils were encountered in the test pits. Soils are uniform in compactness and thickness within each building pad. Therefore, the total differential settlement for buildings designed and constructed in accordance with the recommendations presented in this report should be negligible. Settlement should occur during the initial framing period. Concrete Slabs-On-Grade Concrete floor slab should be constructed on compact soil subgrades prepared as described in the sections under Grading and Compaction. Where floor dampness must be minimized, a minimum 4-inch section of capillary break material covered with a membrane vapor barrier should be placed between the floor slab and the compact soil subgrade. The capillary break should be free draining, clean gravel or rock, such as 3/8" pea gravel. The membrane vapor barrier should be at least 10-mil thick polyethylene or its equivalent. Page 5 ' Project 1899 July 7, 2005 Where floor dampness is not objectionable, concrete slabs may be laid directly on the compact soil subgrade. Footing and Retaining Wall Drains Footing drains are recommended for all perimeter footings, and required for all retaining walls. A perforated drainpipe should be placed at the upslope base of the footing. The drainpipe ' should be covered with at least a twelve-inch wide zone of washed 1/2" to 1" drainrock. The drainrock layer should be about twelve inches thick for footings and should extend at least half way up the back of retaining walls. The drain rock should be covered with filter fabric paper, � and a layer of native soil should be placed over filter fabric as a soil cap. i Soil Infiltration Data With respect to infiltration, the site is underlain by fine sand (S.C.S. Type 3 soil) to eight feet, and medium sand (S.C.S. Type 2 soil) from eight feet to fourteen feet. No groundwater is anticipated within the upper twenty feet. Tests were performed in accordance with Table 3-8 (Falling Head Percolation Test Procedure) of the EPA Design Manual, Onsite Wastewater Treatment and Disposal Systems, dated 1980. Infiltration zone is fine-grained sand (S.C.S. Type 3) and percolation rates range from one to two minutes per inch (1-2 Min./in.). Using the conservative end of the range, this is an infiltration rate of 0.5 Inches Per Minute. When calculating I a��gn using equation 5-9 in Section 5.4.1 of the King County Surface Water , Design Manual: I ��,�a = 0.5 In/Min =30 In/Hr F�� = 0.30 (EPA Method of testing used) F P�„��ng = 0.8 (fine sands) F g�� : D= 20' minus the depth of the proposed facility Surface Drainage and Landscaping For the Lots Drainage pipe should be provided to catch and dispose of downspout rainwater, discharge should be the storm sewer system or individual infiltration systems. i Surface drainage gradients should be planned to prevent ponding and to direct surface water away from the building, slabs, edges of pavements, and towards suitable collection and 'i discharge facilities. Landscaped ground should slope down away from building foundations at a minimum two percent slope for at least five feet from the footings. � ,i Page 6 1 Project 1899 July 7, 2005 LIMITATIONS Changes in development plans will render these specific recommendations invalid unless such changes are reviewed by this office and these recommendations modified accordingly. Subsurface exploration of any site is necessarily confined to selected locations, and conditions may and often do vary between these locations. Should varied conditions come to light during project development these conditions should be reported to this office for evaluation. Report Prepared By /��ii....�,4= ��1��'�,�5 �/��.. ,��Q��F W ASy�yGo��` ,� :a '` � y � � � — � � A '0� ,p ,s,�3 �a �,� �� ,c� FGiST�R ��"�!� �"-�,,y��NAt ��/1�1 Dennis Joul , P.E. EXPIRES 7-9-07 Page 7 ��i ' Appendix A Test Pit Logs ' SOIL LOG - TEST PIT No. 1 PROJECT: Aberdeen Place Short Plat - Renton DATE: 6-28-OS EXCAVATED BY: Komatsu PC45 Trackhoe HOLE ELEVATION: 306' DEPTH TO GROUNDWATER: INITIAL None FINAL -- LOGGED BY: DJ SOIL DESCRIPTION COLOR OISTURE ONSISTENCY OIL TYPE � DEPTH INFL.RATE Sil Sand To soil Brown Moist Loose SPN ' Slightly Silty to Clean Grained Medium SAND Gray Damp �, Medium SP j -1- (S.C.S.Type 3 Soil) Brown ' Dense i � ' -2- ' 2 Minlin i -3- i -- � Dry , -4- ; , ; � ; � -5- 2 Minlln ' -6- , ----- , Gray I� -7 - � i -8- Clean Medium Grained SAND Gray ' Dry Medium ; SP , (S.C.S.Type 2 Soil) -9 - 1 Min/In ' -10- � Bottom Hole 10' No Water -11- ' -12- i I ' -13- � � �, -14- i, � ' -15- -16- -17- � ' -18- ! I � -19- � � � -20- SOIL CLASSIFlCATION IS BASED ON THE SUGGESTED REVISIONS TO THE UNIFIED SOILS CLASSIFICATION SYSTEM AND THE SOIL TYPE NUMBER IS BASED ON THE SCS CLASSIFICATION-INFILTRATION RATES ARE BASED ON THE SCS TEST METHOD(EPA FALLING HEAD PROCEEDURE) -UNLESS OTHERWISE NOTED ALL TEST HOLES ARE BACKFILLED IMMEDIATELY AFTER LOGGING ' DENNIS JOULE, P.E. ClVIL ENGINEER SOIL LOG - TEST PIT No. 2 PROJECT: Aberdeen Place Short Plat - Renton DATE: 6-28-OS EXCAVATED BY: Komatsu PC45 Trackhoe HOLE ELEVATION: 300' DEPTH TO GROUNDWATER: INITIAL None FINAL -- LOGGED BY: DJ SOIL DESCRIPTION COLOR OISTURE ONSISTENCY OIL TYPE DEPTH , INFL.RATE Sil Sand To soil Brown Moist ' Loose SPN Slightly Silty to Clean Grained Medium SAND� Gray Damp Medium i SP -�- (S.C.S.Type 3 Soil) Brown Dense -2- � 2 Min/ln , Dry—— -3- -4- -5- ; 2 Min/In ' �y-- -6- , -7 - � -8- `, Clean Medium Grained SAND � Gray ' Dry � Medium SP (S.C.S.Type 2 Soil) -9 - 1 Minlin -10- , -11- Bottom Hole 11' � No Water -12- , , -13- I i � -14- � -15- -16- I -17- I I -18- -19- -20- , SOIL CLASSiFICATION IS BASED ON THE SUGGESTED REVISIONS TO THE UNIFIED SOILS CLASSIFICATION SYSTEM AND THE SOIL TYPE NUMBER IS BASED ON THE SCS CLASSIFICATION—INFILTRATION RATES ARE BASED ON THE SCS TEST METHOD(EPA FALLING HEAD PROCEEDURE) -UNLESS OTHERWISE NOTED ALL TEST HOLES ARE BACKFILLED IMMEDIATELY AFTER LOGGING ' DENNIS JOULE, P.E. Cl6"7L EIYGINEER SOIL LOG - TEST PIT No. 3 PROJECT: Aberdeen Place Short Plat - Renton DATE: 6-28-OS EXCAVATED BY: Komatsu PC45 Trackhoe HOLE ELEVATION: 300' DEPTH TO GROUNDWATER: INITIAL None FINAL -- LOGGED BY: DJ SOIL DESCRIPTION COLOR MOISTURE ONSISTENCY OIL TYPE DEPTH ; INFL.RATE Sil Sand To soil Brown Moist Loose SPN I Slightly Silty to Clean Grained Medium SAND Gray Damp Medium SP ', -1- (S.C.S.Type 3 Soil) Brown Dense , �� I -2- , � � ' 1 Min/ln ii � ---- -3- Dry � -4- ; -5- 2 Minlln � ----- I -6- Gray -7 - i � -8- Clean Medium Grained SAND Gray Dry Medium SP (S.C.S.Type 2 Soil) -9 - 1 Minlln -10- '. i -11- �� ; -12- � -13- -14- Bottom Hole 14' � No Water j -15- �, I � '�, -16- � -17- -18- -19- � � � -20- � � � ' � SOIL CLASSIFICATION IS BASED ON THE SUGGESTED REVISIONS TO THE UNIFIED SOILS CLASSIFICATION SYSTEM AND THE SOIL TYPE NUMBER IS BASED ON THE SCS CLASSIFICATION—INFILTRATION RATES ARE BASED ON THE SCS TEST METHOD(EPA FALLING HEAD PROCEEDURE) -UNLESS OTHERWISE NOTED ALL TEST HOLES ARE BACKFILLED IMMEDIATELY AFTER LOGGING ' DENNIS JOULE, P.E. CIVIL E.NGINEER V1 E--+ , � �� a � � Vw1 � E-+ O � ,� _ I � �� ,I . � I�I SECTION 8 ,�� ESC ANALYSIS AND DESIGN ' i < � �"I� , ; 11�1?a��=. �. ,.:._� ' . . . . .�� _.. � .� �.�._ ; . . ;;,;; :. . � . . � . . SECTION 9 BOND QUANTITIES, FACILITY S ES, AND DECLARATION OF COVENANT ��. � . � I��:: . � . . . -; i ;.,: � � ' SECTION 10 OPERATIONS AND MAINTENANCE MANUAL �h - ,. � . t - ... ' � . . � � : �� ,�,; : _ - ��:_ . - . . �:�_ - . '