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Home My WebLink About03419 - Technical Information Report i BAIMA & HOLMBERG INC. � I � � �t � TECHNICAL INFORMATION REPORT � � � (T.I.R.) � TAYLOR COURT-9 LOT SHORT PLAT � � I ( CITY OF RENTON FILE NO. LUA-OS-082/SHPL-H � I PREPARED FOR: BASIC VENTURES, INC. II 18211 240TH AVENUE SE MAPLE VALLEY,WA 98038 (425)222-6570 ( I p�pARED BY: BAIMA& HOLMBERG INC. � , 100 FRONT STREET IISSAQUAH, WA 98027-3817 (425) 392-0250 � ti,t? w�c�q J, ��°�` ��"�'��' DATE: JULY 5,2005 �. o ,rG I , REVISED: MARCH,26,2007 A y ' Z � JUNE 14,2007 . SEPTEMBER, 2007 �7j I � �� 9-/-G7 Baima & Holmberg, Inc Job No. 1673-023 jONAL , i � �x�s S-/�3 09� I il '�� a � � / 'I �� 3 �� •- � I '' v�d I o� aa I o� � , � � � � I100 FRONT STREET SOUTH • ISSAQUAH • WASHINGTON • 98027-3817 • (425)392-0250 • (425) 391-3055 , TAYLOR COURT I� SECTION I: PROJECT NARRATNE Project Overview This project involves the development of a 1.70-acre pazcel into 91ots. The site is located at 3711 Monterey Place NE, at the southwest side of the inter section of SE 86`h Place and Monterey Place NE. An existing residence currently occupies the site. The site generally slopes down to the north and northeast at 5%to 22%. Soil maps and onsite exploration show the site to be underlain with a thin layer of sand over silty till. Proposed Drainage Control Runoff from the developed conditions site will be routed to a combination detention and water quality control tank to be constructed onsite. The detention volume and release rate was calculated using the 1990 KCSWDM SBUH method matching the 2-year, 10-year and 100-year developed/existing peaks plus a 30% F.S. increase in volume. The R/D facility will discharge into the Monterey Place NE ditch. Provided in this Section is the following: 1. Vicinity Map 2. Site Plan I, 3. TIR Worksheet � , � � � � � _ . �� . �- . ,�.r;,�~ �„ �.,� , � .. � �; �,��:��`r.,� i'ir � �� . � ;II� � ��r� �■�� i�:�►n � .� � : � . � . .,.�►�;1� , �1� � �a�� :�'� rt�i�:� . \`� � ,��.�� .�. , _ -�` '�� ,r,.�, "' �� '!�1�l� ,� �r� � �'� _-, `` a � `!!.�►�;� �.� � --�,w;•� - -s��»y ° � -- y�i/ t_j ■ �.�/+S �,�� n/�:- �•�� '_;_�,�'�.Z-�� j � �—��:./'�� ''J��, . ► 1 �.`► � _� "'�-j�,,l"� � .�'!�r.��.,� , l � --- � ��—��..��/��,�,..�'1 y� �'••:~�i/ ,~'•,� �1� .� ti:�/`- _J�r�� Vii`��•�J�f c ��`�j�� \ �';� •.��r.�_._ • ��► .� Ir�.l\Y/ � 1� ,��✓''��' � �� .�� r=��. �i• ,�`�=r��•'�•%� �'�, t �,► �� •� � � `"� iil�':�:.:_. ��. ��' �L�I.`�� i/!/��'�� --� .�� - :�:�:•�-��'L%''' '� � � is��;�.��C:�� ,��:%�i� � �j►�. �� //�� iri �_��J,��;�..��✓ �I��rr"�►�,i��,c�� w� . .�., � '� � ��► �► � � �t� == i�n . ` ,` �/`�� ' � � �-� �1�i' ► ) //`��,�,��;�j��!*i� � �� r� ��i�.... d, 1 �1,��`��.�`�,, ��\\\\�� :...._. �� 'l: � � ur �` \1,��►•�_-_��.�♦\1�\\� �\' �- 1` �. �-- �:� : .� � ,�.�*RV�'' �� ►.�� ,�� . �`��'��►� ��` � � - �;�^� �� -�`� '� �'��''�'� `'\,� - : � � �.1�� .�►�i�rl�� \\ :.� ,�� rt� �■/! a� �� . 1� �► �, ��t� i � )))�ii:. �.r��'��II,�..�.■ - ��!��) I i f.�! :��1 �.��.� �� u■l��,,� r��v...t' ____�v��--. ►� 1�111��- � ��......r- -� - R �,�►`;�.-�•� ...��. ��- �� '��'i� .1::..�, �1r • ' \l,��w�� 1'-'`�/� � , � �r1��,��fir\ � � � � �11___ ,� � � �� - � �� _v .t �� c• V �� . `�� - = �� ,r � ,✓�---�,,f"� \ . �_ 1 , � � —�..��--:- � �`�jE;�� ;/' 'r'`, �,�"��, -�� , 1�1�� r�"i��,,�- � ,_,,,._ � � � �`1 �c�.� .�—�„�- —":__- : - - — - �■rr,�u�rm�►�i.��i��'��► ..il�►.- _� �Jll�I �'q�� s��.�i1�7� �rrv�� \ \ ,� � � \ �, \ \ __.,--_�,-__, ,.,._..-�--- -- -4-- , \� _ . � - n .. -.C.�_.. .. 4 1 � ` �� 0. � \ �;8 *•' ' . 1sg�g. � ia \ \ I � ` ` 1` ` \ ` /�SiuRwar � \ 'I � � \ � EJQSl�'U 1N1.� � � `` � . � � � � � )( �r p 2/ZO ST3 7!7 Sf3 � ��VN,� _, ` , \ ` \ ? \ \ \ li � ` � \ I \ \ I ` ` � � N Site Plan 1" = 60' King County Department of Development and.Environmental Services TECHNICAL INFORMATION REPORT (TIR) W4RKSHEET -Part:1 �PROJECT OWNER=AIVD ;Part 2.::PROJECT-LOCATION AND.. . �PROJEGT.ENGWEER`= � :DESCRIPTION : - _ Project Ov�r � Pro'ect Name `��iRs i� Urttilv� �'��Q ��r�.7— Address Location � Z�� 2�� /1�� '�' Township Z Phone�2 5�L�3�13 33 y A ' s . � Range Pro'ect ng'neer •• `v�.Section_ �Z Company ��i Address/Phone � 1Vr . S�J �"�� Pait 3 TYPE OFP�ERMtT c Part=� .OTHER REUIEVYS AND::PERMITS;; �„, .;.. .> -APR.,L•:1Ci4TtON ;�.._._ -'; - - _ -_ Subdivison � � DFW HPA Shoreline Management x Short Subdivision COE 404 Rockery Grading � � � DOE Dam Safety Structural Vaults Commercial FEMA Floodplain Other _ Other COE Wetlands • =: - -- : . , ,. .. ._ ._:- _::_ ..�,,: .» ...., .- __ . � �� .-�� .,T �� 0 1 .-. - . . Pait 5,:SITE COMMUNfTY,AND.DRAtI�2AG�B�151N - � :"� Community . Drainage Basin Part 6 _SfTE CHARA.CTEFiISTICS :.° - River Floodplain . Wetlands W�7i.r�1��FFr� Stream Seeps/Springs Critical Stream Reach High GroundwaterTable Depressions/Swales Groundwater Recharge Lake � Other Steep Slopes Part7 :SOILS - . : , - Soil Type. Slopes Erosion Potential Erosive Velcoties � f 2 `lo - 30�v w�A, �'rt�4/� Additional Sheets Attached _. ._ . , . , .. . _ - : Pait 8., DEVELOP_MENT LIMiTATIONS; , ':. � REFERENCE LIMITATIOiV/SITE CONSTRAINT Ch. 4—Downstream Analvsis �.�{iV�Z. L — ND �.� ��Ti'4�o?�s I . . I . Additional Sheets Attached �Parf:9 ESC REQb1REMENT�� - MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DUfiING CONSTRUCTION AFTER C�NSTRUCTION �Sedimentation Facilities � �. Stabilize Exposed Surface _ �Stabilized Construction Entrance - .. V Remove and Restore Temporary ESC Facilities J Perimeter Runoff Control � N Clean and Remove All Silt and Debris �Clearing and Graing Restrictions � Ensure Operation of Permanent Facilities �Cover Practices J Flag Limits of SAO and open space - / preservation areas V Construction Sequence Other Other ;P,art 10 =-SURFACE 1NATER SYSTEM - - � - Method of Anatysis Grass tined Tank Infiltration � Channe{ Vault Depression ��v Pipe System CompensatioNMitigati Energy Dissapator Flow Dispersal on of Eliminated Site Open Channel �Jyetfand Waiver Storage � Dry Pond � Stream Regional Wet Pond Detention Brief Description of System Operation �� I 11i1 �+ � � -tJ� ! Facifity Related Site Limitations ' Reference Facility Limitation �Part�i� `S�RUCTURAL ANALYSfS_^ 'Part 12_�EASElNEh1TS/TRACTS - - I Cast in Place Vault Drainage Easement � Retaining 11Va11 Access Easement ✓C�ockery>4'High Native Growth Protection Easement : Structural on Sieep Slope Tract � Other _ - Other - �- ,.. . ,. . :,_ .> _ , .Part..13:�SIGNAT.l1RE�F_PROFESSIONAL<ENGINEER:= . .. - �= �` ' _ ,;. I or a civil engineer under my supervision my suPervision have visited the site. 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/Date TAYLOR COURT SECTION II: CONDITIONS AND REQUIREMENTS SUMMARY The following information is provided in this section: A. Hearing Examiners Report. B. August 22, 200� Modification Request Approval � � �j }�� l December 6, 2005 OFFICE OF TI�E HEARING EXAMINER CITY OF RENTON Minutes APPLICANT_ Joe Pruss �� Basic Ventures, (nc 18211 240'�' Avenue Se C F�,: (3 v �;; � �� Maple Valley, WA 98038 8AIN6A&�i0l�M��R� 1;��. OWNER: Kenneth R. Taylor 3711 Monterey Place NE Renton, WA 98056 CONTACT: Tom P.cdding Baima& Holmberg, Inc. 100 Front Street S Issaquah, WA 98027 Taylor Court Short Plat LUA OS-082, SHPL-H LOCATION: 3711 Monterey Place NE SUMMARY OF REQUEST: Hearing Examiner Short Plat approval for a nine(9) (ot subdivision of a 1.68-acre site. SUMMARY OF ACTION: Development Services Recommendation_ Approve subject to conditions DEVELOPMENT SERVICES REPORT: The Development Services Report was received by the Examiner on November 17,2405. PUBLIC HEARING: After reviewing the Development Services Report,examining available information on file with the application, field checku�g:he pro�rty and surrour�dir�g area; iiic Exa�i�iner conducted a public hearing on the subject as follows: I1-iINUTES Tf:e.following ntinutes are a sumnrary of t/re Nuvember 22, 2005 hearing. Tlie legal reeord is recorded on CD. Tl�e hearing opened on Tuesday,November 22, 2005,at 9:00 a.m. in the Council 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 Ezhibit No.2: Neighborl�ood Detail Map application, proof of posting, proof of publ ication and other documentation ertinent to this re uest. Taylor Court Short Plat I'ile No.: LUA-OS-082, SHPL-H December 6, 2005 Page 2 Erhibit No.3: Preliminary Short Plat Exhibit No. 4: Preliminary Topography,Grading, Draina e, Utility,Tree,and Landscape Plan Exhibit No. 5: Zoning Ma Exhibit No.6: Marshall Short Plat Ma The hearing opened �aith a presentation of the staff report by Nanc,� 1y Veil, Senior Planner, Develo�ment Services, City of Renton, 1055 S Grady Way, Renton, V4'ashington 9805�. The site is located off Monterey Place NE, in the northern quadrant of the City, east of 1-405 and nortl� of NE 36'h Street. There is an existing house on the site, which is proposed to remain. There are some off-site wetlands that are part of a Native Gro�r�th Protection Area on the h1arshall Short Plat just�a�est of this site. A stream and wetland study�vas done and the applicant has redesigned the site, The only impact is a required buffer area. The actual :vetland is nct (ocated on this parcel and so no deduction to any area rvas required. The applicant requested a reduction in the 50-foot wetland buffer to 37.5 feet, staff approved. The applicant will also be providing a wall to restrict impact to the Native Grow�th Protection Area. The net density for this site is 6.2 dwelling units per acre, which is within the range for R-8 zoning. Access to the site is proposed offof Monterey Place NE via a new public street terminating into a cul-de-sac. All lots would front this new public cul-de-sac. This site dces fall within the Residential Single-Family designation of the Comprehensive Plan and does comply with the policies and objectives of the Comprehensive Plan Land Use and Community Design Elements. The density, lot dimensions and setbacks all comply with the requirements. � The existing structure will become new Lot 8,the carport and an additional structure on the site��i:l be removed. The ne�v public right-of-way intersecting with Monterey Place NE will have a radius of 25 feet,exceeding the required 1� feet. The site slopes dowmvard towards the northeast with an average slope of approximately 15 percent. There are no critical areas on the site. The site would be cleared of approximately 40 trees in order to grade and fill for the siie preparation. A five-foot wide irrigated or drought resistant landscape strip must be installed along the new proposed street. Additionally, a minimum of two trees must be planted in tl�e front yard or planting strip of every lot per City code. Fire,Traffic and Park l��titigation Fees are to be imposed as condition of sl�ort plat approval. The site is located �vithin the boundaries of the Renton School District. The School District has indicated that they can accommodate the additional students. A combination detention and ��ater quality control is proposed for this site and �vill be designed in accordance ��ith the 1990 Stormwater Manual. Water and sewer service would be provided by the Coal Creek Vi�ater and Sewer District. The applicant will need to provide a Certificate of both water and sewer availability prior to the issuance of the construction permit and prior to recording the short plat. Taylor Court Short Plat File No.: LUA-0�-082, SHPL-H December 6, 2005 Page 3 �� Tom Reddin�, Baima& Holmberg, Inc., 100 Front Street S., Issaquah, WA 98027 stated that he had notliing to add. The Examiner inquired if he had any information about the water and sewer availability letter. Mr. Redding stated that he did not ha��e his file, but he thought that they did have the letter. Greg Yahn, 3714 Lincoln Court NE, Renton, WA 98056 stated that he lives just west of the proposed site. He stated that he had some concerns with the buffer that is going to be installed and about the number of trees that would be removed as part of tl�e construction of this ne�v development. � Discussion continued as to which lots in the proposed development would back on the buffer and that the trees in the buffer area wou(d remain, and whicli lots would be graded and cleared of all trees for the construction of the new homes. He would hope that as few as possible trees would be removed. Mr. Yahn was also concerned about the runoff as well as the dust and noise levels. Kayren Kittrick, Development Services Division stated that dust, noise and construction is covered very severely in the DOE Manual and must be followed for all erosion control. Nothing is allowed off the site,all erosion control is in place prior to the builder removing anything. The noise ordinance with the City restricts the hours that work may be done. The site uses the 1990 King County Manual due to the fact that the flow does not go into a direct system and the area was not mapped for the 1998 manual. Further,the plat did not go before the ERC and so they fall under the 1990 manual due to being SEPA exempt. Tom Redding, Baima& Holmberg, Inc., ]00 Front Street S, Issaquah 98027 stated that the problem with the trees is that they are small lots and there is a lot of grading proposed. The site drops down and the plan is to put a retaining��all along the perimeter,there will be a lot of dirt coming in. The drainage depends on the grading in order to force every�thing to drain to the detention tank. The site wil) be raised a maximum of 8-feet. The Examiner called for further testimony regarding this project. There�vas no one else «�ishing to speak,and no further comments from staff. The hearing closed at 9:45 a.m. FINDINGS,CONCLUSIONS& RECOMMENDATION Having reviewed the record in this matter,the Examiner now makes and enters the following: FINDI1�tGS: 1. The applicant,Tom Redding,filed a request for a 9-lot Sl�ort Plat. 2. The yellow file containing the staff report, the State En�ironmental Policy Act(SEPA)documentation and other pertinent materials«�as entered into the record as Exhibit#f. 3. The Environmental Re��iew Committee(ERC), the City's responsible official determined that the proposal is exempt from environmental review. 4. The subject proposal was reviewed by atl departments with an interest in the matter. Taylor Court Shc��1 I'lat File No.: LUA-0�-08?, Sf IPL-11 December 6, 200� Page 4 5. The subject site is located at 3711 Monterey Place NE. The subject site is located on the west side of Monterey Place directly east of SE 86th Place cul-de-sac and north of NE 36th Street. 6. The map element of the Comprehensive Plan designates the area in which the subject site is located as suitable for the development of detached single-family homes, but does not mandate such development ��-ithout consideration of other policies of the Plan. 7. The subject site is currently zoned R-8(Single Family - 8 d��ellin� units!acre). 8. 7he subject site ti4•as annexed to the City with the adoption of Ordinance 4275 enacted in Juae 1990. 9. The subject site is approximately 1.68 acres or 73,173 square feet in size. The parcel is almost rectangular��ith 1�lonterey Place cutting at an angle across the northeast corner of the parceL The subject site is approximately 293 feet deep(east to west) by 254 feet wide. 10. The site slopes downward to the north and northeast and also toward a wetland in the south�vest. The slope ranges from 5%to 22%and averages approximately 15%. While no critical areas exist on the subject site,an offsite wetland west of the site would require a buffer that extends onto the subject site. The applicant received administrative approval for a modification to reduce the buffer to 37.5 feet from the required 50 feet. The reduction will be accompanied by buffer enhancement. 11. An existing home would be retained on Proposed Lot 8. Other outbuildings would be removed. 12. The applicant proposes clearing approximately 40 trees varying from 6 inches to 38 inches in order to prepare the site for homes and roadways. 13. The applicant proposes dividing the subject site into nine lots. Tl�e nine lots would be arranged around a cul-de-sac road that enters from Monterey Place. The lots would be arranged in a counterclockwise fashion with Proposed Lot I in the northeast corner and the remaining eight lots following around the cul-de-sac. l4. The western edge of Proposed Lots � and 6 would be preserved as part of the protective wrtland buffer for the wetland on the adjacent neighboring westerly parcel. 15. The existing home on what would be Proposed Lot 8 would be closer to the rear lot line than code now requires. Staff found that this is a preexisting condition as that home violates the current standards even if the subject site were not further di��ided. 16. Due to the overall shape of the parcel and the proposed cul-de-sac road,the lots, in the main, will be trapezoidal fanning out around the cul-de-sac. The lots provide sufficient area for single-family dwellings with the exception noted above with the pre-existing non-conforming status of Proposed Lot 8. 17. As noted, the new plat�voufd be served bv a short segment of road that almost immediately widens into a cul-de-sac bulb. All homes��ould have direct access to this ne�v public street. 18. 1�he applicant proposes grading the property to allo��-drainage to Flow to��ard the detention system and avoid stormwater issues on the�yest. The applicant proposes grading the site up to approximately eight feet(8')outside the area of the wetland buffer. il Taylor Court Short Plat File No.: LUA-0�-082, SHPL-H December 6, 2005 Page � 19. The deusity for the plat after subtracting approximately .30 acres for the public roadway would be 6.52 units per acre. 20_ The subject site is located�vithin the Renton School District. The project is expected to generate approximately 4 school age children(.44 students per home). The students would be spread across the grades and would be assigned on a space available basis. 21. The development will increase traffic approximately 10 trips per unit or approximately 90 trips for the 9 single-family homes. Approximately ten percent of the trips,or approximately 9 additional peak hour trips will be generated in tl�e morning and evening. 22. The subject site is located in the Gypsy Creek drainage basin. Stormwater flows mainly north and northeast across the site although there is a�vetland area located west of the subject site. The drainage report indicated a 30%safety factor over the values in the 1990 King County Stormwater manuai. Staff further recommended compliance with the Department of Ecology's Manual to control erosion. 23. The site will receive both sewer and water service from the Coal Creek Water and Sewer District. 24. The City has adopted mitigation fees for transportation improvements,fire services and parks and recreational needs based on an analysis ofthe needs and costs. These fees are applied to new development to help offset the impacts ne�v homes and residents have on the existing community and the additional demand for services. CONCLUSIONS: 1. The proposed short plat appears to sen-e the public use and interest. It provides additional housing choices. It provides urban lots in a growing region and it respects the sensitive character of the area by providing a buffer from the adjacent wetlands. 2. The development appears to provide reasonable lots. While the lots are not perfectly rectangular they do provide relatively straight property lines, �vhich work around the shape of the parcel and the cul-de- sac roadw-ay. ;. Proposed Lot 8 does present problems with respect to its non-conforming rear yard. The non- conforming nature of the rear yard does create probiems since the division of pruperty should not create nor tolerate non-conformity and any non-confonning structure should be made conforming. While the non-conformity does not raise any life safety issues code still suggests that non-conforming uses be converted to conforming uses. The home will have to be altered to provide a conforming rear yard. 4. Ne��plats are required, by State regulations, to make provision for the impacts of its new homes and future residents. The new homes proposed for this plat should not overtax the City's infrastructure but the applicant should help accommodate new residents and their demand for services by paying the appropriate fees for parks, fire and transportation. �. Again, it appears that this infill development will create new single-family lots in an area vrh�re urban services are available. The development �a-ill add to the tax base ofthe City. DECISION: The Short Plat is approved subject to the followin�conditions: Ta��lor Court Short Plat File No.: LUA-05-082, SHPL-H December 6, 200� Page 6 ]. The home on Proposed Lot 8 shall be altered to provide a conforming rear yard. 2. The applicant shall obtain a demolition permit and complete all inspections and approvals for tlie existing garage and accessory building located on the property prior to tt�e recording of the final short plat. The satisfaction of tl�is requirement is subject to the review and approval of the Development Services Project h1anager. 3. The applicant shall pay the appropriate Transportation Mitigation Fee equal to$75.00 for each new daily trip associated �vith the project. Credit given for one existing residence. The Transportation Mitigation Fee shall be paid prior to the recording of the short ptat. 4. The applicant shall pay the appropriate Fire Mitigation Fee equal to $488.00 per new single- family residence. Credit given for one existing residence. The Fire Mitigation Fee shall be paid prior to the recording of the short plat. 5. Tl�e applicant shall pay tlie appropriate Parks Mitigation Fee equal to $530.76 per��ew single- family lot. Credit given for one existing residence. The fee shall be paid prior to the recording of the sl�ort plat. 6. The short plat shall be required to comply with the Department of Ecology's(DOE)erosion and sediment control requirements in Volume [[ of the 2001 Stormwater Management Manual. 7. A maintenance agreement or homeowner's association shall be created concurrently�r•ith the recording of the short plat in order to establish maintenance responsibilities for all shared improvements, including utility easements, storm drainage facilities,and common landscaping areas. The agreement shall be placed on the face of the final short plat. 8. The establishment of Native Growth Protection Areas containing the areas determined to be required buffer in accordance to the city code. A note shall be placed on the face of the plat designating the area,as Native Growth Protection Area and signs posted along the�vall to be constructed on Lots 5 and 6 indicating the presence of an environmentally sensitive area prior to final plat approval. This condition shall be subject to the review and approval of the Development Services Division. ORDERED THIS 6'h day of December 2005 � .-- , � '��Z.i�� ,�/1,. FREDJ. KAUF AN HEARING EXAMINER TRANSMITTED THIS 6`h day of December to the parties of record: Nancy Weil Kayren Kittrick Joe Pruss 1055 S Grady VVay 10�5 S Grady VVay Basic Ventures, Inc Renton, Vb'A 9805� Renton, WA 980�5 1821 l 240`�' Avenue SE Maple Valley, �VA 98038 Taylor Court Short Plat File No.: LUA-OS-032, SHPL-H December 6, 200� Page 7 Tom Redding Kenneth R. Taylor Greg Yahn Baima& Hohnberg, Inc. 371 1 Monterey Place NE 3714 Lincoln Court NE 100 Front Street S Renton, Va'A 980�6 Renton, WA 98056 Issaquah, VVA 98027 TRANSMITTED THIS 6`�'day of December 2005 to the following: Mayor Kathy Keolker-1'�'heeler Stan Engler, Fire Jay Covington, Chief Administrative Officer Larry Meckling, Building Official Julia Medzegian, Council Liaison Planning Commission Larry Warren,City Attorney Transportation Division Gregg Zimmerman, PBPW Administrator Utilities Division . Alex Pietsch, Economic Development Neil VVatts, Development Services Jennifer Henning, Development Services Janet Conklin, Development Services Stacy Tucker, Development Services King County Journal Pursuant to Title IV, Chapter 8, Section 100Gof the City's Code, request for reconsideration must be filed in writing on or before 5:00 p.m.,December 20,2005. Any aggrieved person fee)ing that the decision of the Examiner is ambiguous or based on erroneous procedure, errors of(aw or fact,error in judgment,or the discovery of new evidence which could not be reasonably available at the prior hearing may make a written request for a review by the Examiner within fourteen(14)days from the date of the Examiner's decision. This request shaO set forth the specific ambiguities or errors discovered by such appellant, and the Examiner may, after review of the record,take further action as he deems proper. An appeal to the City Council is governed by Title IV, Chapter 8, Section 110, which requires that such appeal be filed with 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 5:00 p.m.,December 20,2005. If the Examiner's Recommendation or Decision contains the requirement for Restrictive Covenants,the executed Covenants will be required nrior to annroval bv Citv Council or finat processin�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�irith any decision-maker concerning the proposal. Decision-makers in the land use process include both the Hearing Examiner and members of the City Council. All communications concerning the proposa( must be made in public. This public communication permits all interested parties to kno��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 Court. The Doctrine applies not only to the initial public hearing but to all Requests for Reconsideration as well as Appeals to the City Council_ , r; ... ,., ,__ ., . �., , .,, , . . � , ,.... '�sy� ��,Y. ' , — �-r. ,,�. �ne:; , , _ � �' � � N A V �� fi � �.; :�� .ti,�- :_ � #� , -e-,y---r------ � � � � -....._ � I � � &g s ('n N � .s� o �' F » �G = ..1g s . �� . '��',1, a ' x n R - a �� , 1 �� .� N 'N j�� i w, 2 • � n�o�nn: �LINCOLN AYE N. FcSf== ��`� a '��,d Q M N '�'N � " ` a i � � �r , "°''�?'��LI . � � D � � " � � � x � � �d =E s t � 4 I ---t-�-1•- � � . � Z •, . , ,»' �a x N r x ,�. �': � e T� �► -�- ------ ; `' �, _ /; , g � 1 •tl 9a n w r e �► t ! s t _ �.._.. �� 1 ��- -� W O N �y�� O Z � Z i� � j � � � � Y s 3 a � ` T I ( }� � a � � � ��,�__ st_ t . M � � I� I �. ! g ! t � S t - � S !S �L:� R w � f! � ff bl 7C N „ s� 3� � 17� t � a . m . � _+,. 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SY OAT[ .qB MQ 16)3-02J OKO �/29/2005 DMO NQ 16)�-02J �' '�'uc cnKc, er sc� sMrrr .. LRna, nM/a NSJ 1'.30' 2 a� 2 . ,, .,� � I ;;, ,:,=# CITY OF RENTON � Planning/Building/PublicWorks pepartment Kathy Keolker-Wheeler, Mayor Gregg Zimmerman P.E.,Administrator August 22, 2005 Tom Redding RE�+E�v�� Baima&Holmberg Inc. 100 Front Street South A�� 2��t� Issaquah, WA 98027-3817 �AIMA & HOLMBERG iNG- SUBJECT: Taylor Court Short Plat (LUA05-082) Request for Modification - Street Width Reduction Dear Mr. Redding: We have reviewed the proposed street modification request associated with the proposed single- family residential short plat, located generally at the intersection of Monterey Place NE and NE 37`�'Place. This is an infill development in an existing neighborhood with a single proposed access point and cul-de-sac. The existing streets are pavement. The proposed modification requests allowing the proposed new road width to�e reduced to a 42-foot width for the road and 50-foot radius for the cul-de-sac, with 45 feet radius of paving and a portion of the sidewalk contained on easement for no net reduction in amenities. The Street Modification request is hereby approved. City Code 4-6-050 (Street Standards)requires full street improvements for all adjacent rights-of- way for, within, and dedicated by a plat. There aze also certain standards for width of dedication for proposed streets to be added to the City grid. One of these is the 35-foot half-street i improvement to provide 28 feet of pavement with parking only on the development side, 5-foot sidewalk and curb, and streetlights. 'This allows full use of the street in normal manner until such time as the remaining right-of-way is dedicated and improved by future development. The City can modify street improvements for new plats if there are practical difficulties in carrying out the provisions of the Street Improvement Ordinance. The Modifieation Procedures as defined in Section 4-9-250D clearly state the criteria for approval by the department Administrator. In order for a modification to be approved, the department Administrator must, "...find that a special individual reason makes the strict letter of this Ordinance impractical, that the modification is in conformity with the intent and purpose of this Ordinance, and that such modification: (a) Will meet the objectives and safety, function, appearance, environmental protection, and maintainability intended by this Ordinance, based upon sound engineering judgment; and (b) Will not be injurious to other property(ies)in the vicinity; and (c) Conform to the intent and purpose of the Code; and � (d) Can be shown to be justified and required for the use and situation intended; and 1055 South Grady Way-Renton,Washington 98055 R E N T 4 N Th'S poper cc,r;W��.n.ti 50�-��r�-ycied m:rierial,_'.fJ`.,b;:o�;ccnsun�er .-1HLAD OP "I111( �'CR\'f�. Tom Redding August 22,2005 Page 2 (e) Will not create adverse impacts to other properties in the vicinity." Meets objectives and safety, function: Due to the physical configuration of the parcel and the constraints of existing street location, staff supports the modification request. The intent of public and emergency access and pedestrian amenities is met with the proposal, as there is no reduction in the pavement width below fire lane standards or sidewalks. The proposed road cross-section meets the minimum standards providing two lanes of traffic, fire access, parking and sidewalks. Not injurious or adversel�pact adjacent pro erties: Adjacent properties are not injured nor adversely impacted as all dedications are from the proposed plat. No further connection is expected either north or east. Conforms to the intent of the code: The intent of providing for the City street network is met with the dedication and extension of NE 37`h Place. Justified and required for use and situation intended: The zoning of this parcel is R-8, Single Family. The modifications as requested allow the maximum`density and number of lots that still meet the various setbacks and access criteria. The plat provides the minimum necessary for full use for access, emergency and domestic, as well`as parking and pedestrian amenities. The Street Modification is approved. This decision to approve the proposed Street Modification is subject to a fourteen- (14) day appeal period from the date of this letter. Any appeals of the administrative decision must be filed with ihe City of Renton Hearing Examiner by 5:00 p.m.,September 2, 2005. � Appeals must be filed in writing together'with the required$75:00 application fee with: Hearing Examiner, City of Renton, 1055 South Grady Way, Renton, WA 98055. City of Renton Municipal Code Section 4-8-110 governs appeals to the Examiner. Additional information regarding the appeal process may be obtained from the Renton City Clerk's Office, (425)430- 6510. If you have any questions, piease contact Arneta Henninger at(42�j�30-72y8. Sincerely, a, �n ��ti�� ; , Kayr Kittrick Development En�ineerin�Supervisor Public Works Inspections &Permits ce: Neil Watts,Development Services Director Stan Engler,Fire Marshal Arneta Henninger,Engineerin�Specialist Jill Hall,Senior Planner � Land Use File TAYLOR COURT SECTION III: LEVEL 1 OFF-SITE ANALYSIS 'I This section contains the following information: I A. Level 1 off-site analysis provided in the first submittal of this TIR. B. Copy of Stafford Crest TIR Section III A. Project Overview This project involves the development of a 1.70-acre parcel into 91ots. The site is located at 37ll Monterey Place NE, at the southwest side of the inter section of SE 86`t' Place and Monterey Place NE. An existing residence currently occupies the site. The site generally slopes down to the north and northeast at 5%to 22%. Soil maps and onsite exploration show the site to be underlain with a thin layer of sand over silty till. Upstream Drainage A portion of adjacent, offsite backyards drain onto the site from the south. Any offsite runoff will be picked in the storm system to be constructed with this project. Downstream Drainage Runoff from the site generally flows north and northeast to the drainage ditch along the south side of Monterey Place NE (A). The ditch flows northwest, crossing a couple of 18"driveway culverts about 400' (B) where it turns west, flowing about 350' though an overgrown swale headed west(C). At Lincoln Avenue NE, a 12" inlet pipe directs flows into a storm system, about 750' downstream from the site (D). The storm system flows north along Lincoln(F), discharging into a deep swale along side of Lincoln(F). This swale/ravine continues north along Lincoln, crossing through a couple of 30" culverts. The ravine continues north, beyond '/4 do�mstream form the site. There are no apparent drainage problems along this downstream drainage way. Proposed Drainage Control Runoff from the developed conditions site will be routed to a combination detention and water quality control tank to be constructed onsite. The detention volume and release rate was calculated using the 1990 KCSWDM SBUH method matching the 2-year, 10-year and 100-year developedlexisting peaks plus a 30% F.S. increase in volume. The R/D facility will discharge into the Monterey Place NE ditch. Project Overview This project involves the development of a 1.70-acre parcel into 9 lots. The site is located at 3711 Monterey Place NE, at the southwest side of the inter section of SE 86`�Place and Monterey Place NE. An e�sting residence currently occupies the site. The site generally sIopes down to the north and northeast at 5% to 22%. Soil maps and onsite exploration show the site to be underlain with a thin layer of sand over silty till. Upstream Drainage A portion of adjacent, offsite backyards drain onto the site from the south. Any offsite runoffwill be picked in the storm system to be constructed with this project. Downstream Drainage Runoff from the site generally flows north and northeast to the drainage ditch along the south side of Monterey Place NE (A). The ditch flows northwest, crossing a ' couple of 18" driveway culverts about 400' (B)where it turns west, flowing about ' 350' though an overgrown swale headed west (C). At Lincoln Avenue NE, a 12" ' inlet pipe directs flows into a storm system, about 750' downstream from the site �, (D). The storm system flows north aIong Lincotn(F), discharging into a deep swale along side of Lincoln(F). This swale/ravine continues north along Lincoln, crossin� through a couple of 30" culverts. The ravine continues north, beyond '/a downstream form the site. There are no apparent drainage problems along this downstream ', drainageway. Proposed Drainage Control I�', Runoff from the developed conditions site will be routed to a combination detentior. � and water quaiity control tank to be constructed onsite. The detention volume and release rate was calculated using the 1990 KCSWDM SBUH method matching the 2-year, 10-year and 100-year developedlexisting peaks plus a 30%F.S. increase in volume. The R/D facility will discharge into the Monterey Place NE ditch. , � � , / �a I � G .t� � � � • � ` " � "'"rw..�. R� ( . � �� 0 S a.�� ,�� .� ,�� _ � dN .. � � � � �� g � N_ I C1 T I � Z = f"` f�' �' � I � ,... � �� _ �� - ,,... ..,.__ � �s'�� .�,''� ;'r'°a "�""'..�„� � � � � �� p � � ;.... .� . �, �, � °�,�� , ��\, 3 t t �--� \ �: �. � � ��,��\ � � _ � � N �Ja�wns�re�� Drai��e l�ap 1" = 150' OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE SurFace Water Design Manual, Core Requirement#2 Basin: Subbasin Name: Subbasin Number: ; Symbol ;; prainage ' ;Existinp Potent�al C�bservafians nf fiQld inspectar ; prainag� Gomp�nent Slape . Oistance ;: ,. , ,. Component Type, pes�r�ption . : ; fron�t site:. Problems ' Probt�ms resourCe reviewer, or resident Name and Size d'ischar `e ' Type;sheet f}ow,swale, ' ': ' cnhstr�cqons,under capac�ty,ponding; see map atream,channel,pipe, drelnage b�sln,vegetation,:cover, .:i 9b ;; '1�4 t�1�1,320;tt oyertopping;flooding;habitst Cr arganism lributary area,iikellhood af probtem, ; '' pond 5(ze:;d(smeter, depth,type;at aenaathre erea,valume : destruction;ecouring,bank slough(ng; over(iow pathweys,poteM(al Jmpgcts, surtace area ` ' > 'sedimentation incislon other eroslon' : � 12D�D 5 c �1 t'G6�►- "'Z � �p 2 ' �o _ p� ` 1.�6� 61 t'� I�, v� . � wa �D � t�� '� -- � � `Z << �N ` , N 1 ,• b �, �' � O• � Sw� ��' . � fi � �) N�� Y L N N � � / 1 t ' L1Table.dx 11l2/92 I Stafford Crest Techmical Information Report #97-8008 ,i l , SECTION III Off-Site Analysis GROUP FOUR,Inc. 16030 Juanita-Woodinville Way NE Bothell, WA 98011 Stafford Crest Techmical Information 1Zeport �97-8008 OFF-SITE ANALYSIS Downstream Analysis West Sub-Basin: Storm water runoff from the on-site west sub-basin currently exits the site as sheet flow across the northwest corner of the site. Flow continues northerly as sheet flow across private, single-family residential development roughly 750-800 lineal feet prior to entering a large, low-lying forested area. Refer to Figure 3(b) for delineation of the on- site west sub-basin downstream travel path, and approximate location of the low-lying azea. East Sub-Basin: Storm water runoff from the on-site east sub-basin currently exits the site across the east property line prior to entering a roadside ditch located along the west side of 112th Place SE. Flow from this roadside ditch is conveyed northerly along 112th Place SE to an 18 inch diameter concrete culvert located at the intersection of NE 36th Street and 112th Place SE. Flow from this culvert discharges again to the roadside ditch, which is relatively uniform in cross-section, and shows no evidence of significant scouring or erosion. This portion of the roadside ditch is vegetated with grass and weeds approximately 6 inches in height, is trapezoidal with a 1-1/2 to 2 foot wide bottom, 6 to 7 foot wide top, and is roughly 2-1/2 feet deep. Flow is conveyed northerly in this roadside ditch roughly 350 lineal feet to a gravel access road which appears to be serving the Prellwitz Short Plat. Flow is conveyed northerly under this gravel access road in roughly 25 lineal feet of 18 inch diameter ADS N-12 culvert. Flow from this culvert outfalls to the road side ditch, and continues northerly another 100 lineal feet to an 18 or 24 inch diameter steel pipe which conveys flow northerly roughly 25 lineal feet under the gravel driveway to the residence located at 3711. Flow is discharged on the north side of this gravel driveway,just north of the intersection of SE 86th Place and 112th Place SE. At this point, flow combines with developed flows from the plat of Whitehawk, which discharges westerly across 112th Place SE from the east. Flow continues northerly along the west side of 112th Place SE in a series of 18 inch concrete driveway culverts (to the residences located at 3767 and 3815) and roadside ditch. However, from this point northerly, this roadside ditch becomes less and less well-defined, and begins to meander away from the road. The roadside ditch becomes less of a constructed ditch in appearance, and more closely resembles a natural drainage course located in a broad, low- lying, heavily vegetated area. This drainage course is loosely rock-lined in areas. Visual inspection indicates that capacity prior to overtopping onto adjacent private properties may be limited in some areas. Flow is conveyed northerly roughly 400 lineal feet in this roadside ditch/natural drainage course prior to discharging to a large, low-lying, forested area. This area is roughly 100 feet wide by 400 feet long, and is located between 110th Avenue SE and 112th Place SE. Refer to the East Sub-Basin "Downstream Drainage GROUP FOUR, Inc. 16030 Juanita-Woodinville Way NE Bothell, WA 98011 Stafford Crest Techmical Information Report #97-8008 ' , Features Map" for delineation of the on-site east sub-basin downstream travel path. Refer to Figure 3(b) for the approximately location of the low-lying area. I Combined Downstream: I Storm water runoff from the west and east on-site sub-basins combine within the low- � lying, forested area., which is located within 1/4 mile downstream. No obvious signs of defined conveyance were observed within this area. Flow appears to disperse throughout this area, prior to draining generally westerly and eventually entering a 12 inch ADS N- 12 culvert located along the east side of 110th Avenue SE (Lincoln Avenue). This 12 inch culvert conveys flow westerly across 110th Avenue SE to an underground storm � system located along relatively newly constructed frontage improvements on the west side of 1 l Oth Avenue SE. Flow is conveyed northerly in this underground storm system roughly 100 to 150 lineal feet prior to discharging to a deep, grass-lined ditch located along the west side of 110th Avenue SE. Flow is conveyed northerly in this ditch to the intake of a 24 inch concrete culvert located under an earthen road/embankinent. Flow is conveyed northerly in this culvert prior to dischazging to vegetated drainage course and continuing downstream, eventually entering Lake Washington. Refer to the East Sub- Basin "Downstream Drainage Features Map" for delineation of the combined downstream travel path ; GROUP FOUR, Inc. 16030 Juanita-Woodinville Way NE Bothell,WA 98011 Stafford Crest Techmical Information Report #97-8008 OFF-SITE ANALYSIS Upstream Tributary Area Based on inspection of Figures 3(a) and 3(b), no significant flows from upstream, off-site areas are tributary to the subject property. I � i GROUP FOUR,Inc. 16030 Juanita-Woodinville Way NE Bothell,WA 98011 Stafford Crest Techmical Information Report #97-8008 I _ , ; . W� L� ' O � �.. Q �/� `w."h�""z� ' . > � ; ,- C . � , . , � � . �� . Q� f - Q� , . F �o�,,,.,�,�, � �o j . � � O� ❑ \ p f � o � � y � jN � � € � ,,, �' . / II(� � O � l'�,0 �.►...., ,... � � D� � j ��, 1f(� � � � �o ��= --- � t .J { � o d � � � �,. 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L A K E VI�A S H I tv � -r�n ni � �� 14A1n . - I TAYLOR COURT SECTION IV: FLOW CONTROL AND WATER QUALITY ANALYSIS DESIGN This section contains the following: A. E�isting Condition Basin information B. Developed Condition Basin information C. Flow Control & Water Quality Analysis Design D. Determination of Water Qualin�Requirement for Frontage Improvements. E. Treatment Trade TAYLOR COURT SECTION IV A: EXISTING CONDITION BASIN INFORMATION Information is provided concerning the inputs used in the creation of the Basins Ex-site and Ex- off. Basin Ex-site is the basin for the area within the internal boundary of the property. 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I ��11 � . � / , � I �''�'• � 6/13/07 7 :57 :27 pm Casey Engineering page 1 Taylor Court 1673-023 Hydraulic Analysis BASIN SUMMARY BASIN ID: D-Off NAME: Developed Frontage Off-site SBUH METHODOLOGY TOTAL AREA. . . . . . . : Q .11 Acres BASEFLOWS : O .OQ cfs ' RAINFALL TYPE. . . . : USER1 PSRV IMP PRECIPITATION. . . . : 3 .90 inches ARFA. . : 0 . 11 Acres 0 .00 Acres i TIME INTERVAL. . . . : 10 .00 min CN. . . . : 98 . 00 Q .00 TC. . . . . 5 .00 min 0 .00 min ABSTRACTION COEFF: 0 .20 , PEAK RATFs: 0 . 11 cfs VOL: 0 .03 Ac-ft TIME: 470 min �I BASIN ID: D-Site NAME: Developed Condition on-site SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 .70 Acres BASEFLOWS : 0 .00 cfs RAINFALL TYPS. . . . : USERl PERV IMP PRECIPITATION. . . . : 3 .90 inches AREA. . : a.87 Acres 0 .83 Acres TIME INTERVAL. . . . : 10 .00 min CN. . . . : 86 .00 98 . 00 TC. . . . . 6 .30 min 5 .00 min ABSTR.ACTION COEFF: 0 .20 PEAK RATE: 1.4� cfs VOL: 0 .43 Ac-ft TIME: 470 min BASIN ID: BX-Off NAME: Existing Frontage Off-site SBUH MFTHODOLOGY TOTAL AREA. . . . . . . : 0 .11 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERV IMP PRECIPITATION. . . . : 3 .90 inches AREA. . : 0 .11 Acres 0 .00 Acres TIME INTERVAL. . . . : 10 .00 min CN. . . . : 86 .00 0 .00 TC. . . . . 5 .00 min O .Od min ABSTRACTION COFFF: 0 .20 PEAK RATE: 0 .07 cfs VOL: O .Q2 Ac-ft TIME: 470 min BASIN ID: EX-Site NAMF: Existing Condition on-site SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 .70 ACres BASEFLOWS : 0 .00 cfs RA2NFALL TYPE. . . . : USER1 PERV IMP PRFCIPITATION. . . . : 3 .90 inches AREA. . : 1.47 Acres 0.23 Acres TIMF INTERVAL. . . . : 10 .00 min CN. . . . : 83 .00 98 . 00 TC. . . . . 13 .00 min 5 .00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 250 .00 ns:0.1500 p2yr: 2 .00 s:0 .1200 TcReach - Shallow L: bO .OQ ks :5 .00 s:0 .2500 PEAK RATE: 0 . 97 cfs VOL: 0 .34 Ac-ft TIME: 484 min � � � U. s Pleasure B � ZU �3 d, � 1 �� u � " �_--_-__ � �I Point�21 � / f� � �g� �� ;: ti� 'c xills ��.� ��Is�� .,re�� / � �� Pc I�� t � "n I �1`� � ��g� 2Z8� J l�J l� i � G :� � I� � q��ll .7 � �n � . 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' � �� '�' r , . ��- �►, �� .� , � ��i , i�e:�� .� �1��-�: .�.�� ., ��I�� r� �� r � 1_�� ►�► �� --�� r��i�� .. 1� �� '"�� ",�� , .si�, , �� r � �� .� �; � � — � ��w�� ,�� .�� --�- , �� ,� ' \ \�'-'�� /�.rr�� r � � _�siu�;�EE ,.. � � I :.. �� ` ' ,/�� ; t�' - � , � , ,r i�o a� ��► �' � ,�� ; ��: :�;�°•E; �!�F� �! . '%11 �'' ��1, ,,� .� r �� - ; ` , 1 � ' ..,. •�.�� .r � �� ' �iii/�Er�l�:�� . - . . . . . . . • � ,��E�� ' , ��; . � . • . �� . I�►IRr�e��.� , . . , ►�''�/// , - , � ��"�_ , — �� _—_—.____ ► � ' ''` � �, .., � KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TABLE 3.S:ZB SCS�'VESTERN WASHINGTON RUNOFF CURVE NUMI3ERS SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Pubiished by SCS in 1982) Runoff curve numbers for selected agricultural, suburban and urban land use(or Type �A rainfall distribution, 24-hour storm duration. CURVE NUMBERS BY HYDROLOGIC SOIL GROUP LAND USE DESCRIPTION A B C 0 Cultivated land(1): winter condition 86 91 94 95 ' Mountain open areas: low growing brush and grasslands 74 82 89 92 Meadow or pasture: 65 78 85 89 Wood or forest land: undisturbed or older second growth 42 64 76 81 Wood or forest land: young second growth or b�ush 55 72 $� 86 Orchard: with cover crop 81 88 92 94 Open spaces, lawns, parks, golf courses, cemeteries, landscaping. good condition: grass cover on 75% or more of the area 68 80 86 90 � fair condition: grass cover on 5o96 to 75°�6 of the area 77 85 90 92 Gravel roads and parking lots 76 85 89 91 Ditt roads and parking lots 72 82 87 89 Impervious surfaces, pavement, roofs, etc. 98 98 98 98 'i Open water bodies: lakes, wedands, ponds, etc. 100 100 100 100 ' Single Family Residential (2) � Dwelling Unit/Gross Acre % Impervious (3) 1.0 DU/GA 15 Separate curve number 1.5 DU/GA 20 shall be selected 2.0 DU/GA 25 for pervious and 2.5 DU/GA 30 impervious portion 3.0 DU/GA 34 of the site o�basin 3.5 DU/GA 38 4.0 DU/GA 42 4.5 DU/GA 46 5.0 DU/GA 48 5.5 DU/GA 50 6.0 DU/GA 52 6.5 DU/GA 54 7.0 DU/GA 56 Ptanned unit developments, � impervious condominiums, apartments, must be computed commercial business and industrial areas. (1) For a more detailed description of agricultural land use curve numbers refer to National Engineering Handbook, Section 4, Nydrotogy, Chapter 9, August 1972. (2) Assumes roof and driveway runoff is directed into street/storm system. (3) The remaining pervious areas (lawn) are considered to be in good condition for these curve numbers. � 3.5.2-3 11J92 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL (2) CN values can be area weighted when they apply to pervious areas of similar CN's (within 20 CN points). However, high CN areas should not be combined with low CN areas (unless the tow CN areas are less than 15% of the subbasinl. In this case, separate hydrographs should be generated and summed to form one hydrograph. FIGURE 3.5.2A HYDROLOGIC SOIL GROUP OF THE SOILS IN tiING COUNTY HYDROLOGIC HYDROLOGIC SOIL GROUP GROUP* SOIL GROUP GROUP' Afderwood C Orcas Peat D Arents, Alderwood Material C Oridia D Arents, Everett Material B Ovall C Beausite C Pilchuck C Bellingham D Puget 0 Briscot D Puyallup B Buckley D Ragnar B Coastal Beaches Variable Renton D Ea�imont Silt Loam D Riverwash Variable Edgewick C Salal C Eve�ett A B �Sammamish D Indianola A Seattte . D Kitsap C Shacar D Klaus C Si S�t C Mixed Alluvial Land Variable Snohomish D Neilton A Sultan C Newberg B Tukwila D Nooksack C Urban Variabte Normal Sandy Loam D Woodinville D HYDROLOGIC SOIL GROUP CLASSIFICATIONS A. (Low runoff potential). Sals having high infittration rates, even when thoroughly wetted, and consisting chiefly of deep, well-to-excessively drained sands or gravels. These soils have a high rate of water transmission. B. (Mode�ately low runoff potential). Soiis having moderate infiltration rates when thoroughly wetted, and consisting chiefty of moderately fine to moderately coarse textures. These soils have a moderate rate of water transmission. C. (Moderately high runoff potentia). Soils having slow infiltration rates when thoroughly wetted, and consisting chiefly of sols with a layer that impedas downward movement of water, or sols with moderately fine to fine textures. These sods have a slow rate of water transmission. D. (High runoff potential). Soils having very slow infittration rates when thoroughly wetted and consisting chiefly of clay soils with a high swelling potential, sols with a permanent high water tabte, so�ls with a hardpan or clay fayer at or near the surface, and shallow soils over nearly impervious material. These sols � have a very slow rate of water transmission. � • From SCS,TR-55, Second Edition,June 1956, Exhibit A-t. Revisio�s made from SCS, Soil Interpretation I Record, Form #5, September 1988. � �j 3.5.2-2 1t/92 ap, KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TABLE 3.5.2C "n" AND "k" VALUFS USED IN TIME CALCULATIONS FOR HYDROGRAPHS 'n,'Sheet Fbw Equatbn Manning's Values(For lhe irw�ial 300 ri d Uavel) n�• Smooth sur(aces(concrete,azphalt,gravel,or bare hard packed soM) OA�1 Fallow fields a loose soi surtace(no resldue) 0.05 CuRivated soi weh reskfue cover(s<=0.20 h/h) 0.06 Cultivated sal with residue cove�(S>0.20 h/It) O.t7 Short prair'ie grass and lawns 0.15 Dense g�asses 0.24 Bermuda grass 0.�1 Rarge(naturaij 0.13 Woods or(orest withh light underbrush 0.40 Woods or foreu with dense underbtush 0.00 •Manning values fot shcet flow oNy,hom Overton and Meadows 1976(See TR-55,t986) 'I�Values Used In Travel Time/Tirt�e d Conceriration Cakxilations Shallow Caicentrated Flow (After the inkial 3001L d sheet Ibw.R=0.1) k� 1. Faeu with heavy grou�d litter ard meadows(n=0.10) 3 2. Biushy qround wRh sort�e vees(n-0.060) 5 5. Fallow or mir�irrnxn t�age cultivation(n=0.040) 8 4. High g2ss(n=0.035) 9 5. ShoA grass,pasture ard lawr�s(n-0.0.70) 11 6. Nearly bare around(n=0.025) 13 7. Paved and gravel areas(n=0.012) 27 cr��FioW pm�m�>��u�ne��a��ae��5:a=o.2► k� �. Foresled swale wah heavy ground litter(n =O.tO) 5 2. Forested drainage caxse/ravine wah defuied Chamel bed(n=0.050) �p 3. Rockained waterway(n=0.095) �S 4. Grassed waterway(n=0.030) �7 5. Eartha�ned watervvay(n=0.025� pp 6. CMP pipe(n=0.024) 21 7. Concrete pipe(0.012) yp 8. Olher waterways and P�Pes O.SOB/n Charwiel Flow(Cauinuous stream,R=0.4) k� 9. Meandering stream wah some pods(n=0.040) pp 10. Rock-Iined sVeam(n=0.035) P3 tt. Grass-lined stream{n=0.030) p7 t2. Other streams,man-made chamels and pipe 0.807/n•• "See Chapter 5,Table 5.3.6C for additional Mannings'n'values tor open channels 3.5.2-7 1/'90 TAYLOR COURT SECTION IV C: FLOW CONTROL AND WATER QUALITY ANALYSIS DESIGN ' The information contained in this Section is an analysis of the site using a program written in the I' Waterworks hydraulic analysis. The program systematically creates hydrographs and routs them through the proposed detention tank. Provided in this section are all of the back-up Water�vorks printouts 6/13/07 7 :50 :17 pm Casey Engineering page 1 Taylor Court 1673-023 Hydraulic Analysis HISTORY OF HYDROGRAPH ACTIVITY Date of Session: 6f13f07 1;47:14 p� CLBARHIS I RBMARF FBBRUARY 26,2007 ', This proqram xas created to analyae t�e Taylor Court project. Hydroqraphs ate routed I and added to the point of compliance for each of the 2, 10, and 100-yr storm events ' to show compliance with the release criteria for the site. First all of the hydrographs in the registers are zeroed LSTgND ZBRO 1 20 RBMARR TH6 PRBCIPITATION IS CHANGBD FOR TflB 8%ISTING SITB ARBA AND THB OFF-SITB BXISTING ARBA TO R6FLBCT TflB 2-YR 24 STORM HYDROG�APH. LST6ND CHANGB PRBCIP 2.00 BX-Off BX-Site LSTSND MOVB 8X-Site to 1 D.293b cfs 0.1192 ac-ft 5.00 hrs MOVB BX-Off to 2 0.0218 cfs 0.0078 ac-ft 8,00 hrs R&MARR TH& HYDROGRAPHS FOR THB BXISTING ON-SIT6 AND OFF-SITB AR6 ADDBD AND STORBD IN HYDROGRAPH R6GIST$R 2, LSTBND ADD 1 2 2 0.315§ cfs 0.1264 ac-ft 8,00 nrs RBMARR THB PRBCIPITATION IS CHANGBD FOR TH& S�ISTING SITB ARBA AND THB QFF-SITB BXISTING AR6A TO RBFLBCT TflB 10-YR 24 STORM HYDROGRAPH. LSTBND CHANGB PRBCIP 2,90 B%-OEf B%-Site LSTSND MOVB RX-Site to 4 0.5942 cfs 0.2185 ac-ft 8.00 hrs MOV6 6X-Off to 5 6/13/07 7 :50 :17 pm Casey Engineering page 2 Taylor Court 1673-023 Hydraulic Analysis HISTORY OF HYDROGRAPH ACTIVITY G.0453 cfs 0.0145 ac-ft 7.83 hrs RBMARF TH6 flYDF.OGRAP�S FOR THB EXISi?NG ON-SITc �ti� GFF-SITfi ARB ADDBD AND �TC'��C IN HYDROGRAPH R&GIST6R �. LST6ND ADD 4 5 5 0.6385 cfs 0.2330 ac-ft 8.G0 hrs RBMARK THB PR&CIPITATION IS CflANG&D FOR T96 BXISTING 5IT6 ARBA AND THE GFF-5IT8 BXISTING ARBA TO RBFLBCT Tfl6 100-YR 24 STORM flYDROGRAPH. LSTBND CHANGB PRBCIP 3.90 BX-Off 6x-Site bSTBND MOVB BX-Site to 7 0.9669 cfs 0,3391 ac-ft 8.6C hrs MOVB B%-Off to B 0.0744 cfs 0.0225 ac-ft 7,83 hrs RBMARK TBB flYDROGRAPHS FOR TBB EXISTING ON-SITS AN� OFF-SITB ARB ADDBD AND STORBD IB HYDROGRAPH RBGIST6R $. LSTBKD A D D 7 8 8 1.0383 cfs 0.3622 ac-ft 8.00 hrs RBIlARK AT THIS POINT, HYD RBGISTBRS CONTAIN THB FOLbOWING INFORMATION; HYD 2: 2-YR 24HR ALLOWABI,B R6LBASB FROM THB SITB AND OFF-SITB ARBA TO BB IMPROVSD 6YD 5: 10-YR 29H& ALLOWABLg RSLBAS6 FROM THB SITB AND OFF-SIT6 ARBA TO B6 IMPROVBD HYD 8: 100YR 24HR ALL0IVABL& &BLBASS FROM TflB SITB A8D OFF-SITB AREA TO BB IMPROY6D NOiI BSGINS THB ANALYSIS OF THE DBVBLOPBD CONDITION RDNORF FROM THB SIT6 THAT F1ILL BB AOUTBD THROUGH THB PROPOSBD DETRliTION TANK. THB OOTFLOW HYDROGRAPH FROM THB TANK IS THBN ADD$D TO THS DBV6LOPBD COHDITION HYDRQGRAPH OF THB FRONTAG6 IMPROVBMBNT AR6A AND THB RBSULTANT IS COMPAR6D NiIT9 TfiB ALLOWABLB RSLBASB FROM TH6 PROJBCT. AT THB POINT OF COMPLIANCB. LST6ND CflANG6 PRBCIP 2.00 D-Off D-Site I,ST6ND 6/13/07 7 :50 :17 pm Casey Engineering page 3 . Taylor Court 1673-023 ' Hydraulic Analysis --------------------------------------------------------------------- --------------------------------------------------------------------- HISTORY OF HYDROGRAPH ACTIVITY MOVB D-Site to 10 0.5805 cfs 0.1843 ac-ft 7.83 hrs LPOOL 1 '2yr 24hr Storm" 1 10 Tank Orif 3 Description MatchQ PeakQ Sto Dis PkStg OutQ hyd Volume 2yr 24hr Storm 0.29 0.58 Tank Orif 174.77 0.35 3 462,30 cf M4VB D-Off to 11 0.0556 cfs 0.0163 ac-ft 1.83 hrs ADD 3 11 12 0.3694 cfs 0.2005 ac-ft 8.33 hrs CHANGB PR6CIP 2.90 D-Off D-Site I,STBND MOVB D-Site to 13 0,9623 cfs 0.2989 ac-ft 7.83 hrs LPOOL 1 �l0yr 24hr Storm' S 13 Tank Orif 14 Description MatchQ PeakQ Sto Dis PkStg 4utQ hyd Golume l0yr 24hr Storm 0.64 0.96 Tank Orif 175.97 0.41 14 1062,28 cf MOVE D-Off t0 15 , 0,0826 cfs 0.0245 ac-ft 1,83 hrs ADD 14 15 16 0,5001 cfs 0.3234 ac-ft 8.33 hrs CHANGB PRBCIP 3.90 D-Off D-Site LSTBND MOVB D-Site to 17 1.4047 cfs 0.4316 ac-ft 7.83 hrs LPOOL 1 "100yr 24hr Storm" 8 17 Tank Orif 18 Description MatchQ PeakQ Sto Dis PkStg OutQ hyd Volume 100yr 24hr Storm 1.04 1,40 Tank Orif 176,78 1.01 18 1508.83 cf MOVB D-Off to 19 0.1124 cfs 0.0336 ac-ft 7.83 hrs AGD 18 19 20 ' 1.OS28 cfs 0.4654 ac-ft 8.33 hrs RBMARK � AT THIS POINT, gYD RBGISTBRS CONTAIN THB FOLLOAIHG INFORMATION: HYD 12: 2-YR 24HR DBVBLOPBD CONDITION RBLBASB FRON THB SIT6 AND OFF-SITB ARBA HYD lb: 10-YR 24HR D�V&LOP6D CONDITION R6I,EAS6 FROM THB SITB AND OFF-SIT6 AREA / � 6/13/07 7 :50 :17 pm Casey Engineering page 4 / Taylor Court 1673-023 � Hydraulic Analysis --------------------------------------------------------------------- --------------------------------------------------------------------- � HISTORY OF HYDROGRAPH ACTIVITY HYD 20: 104YR 24HR DBV6t,OPBD CONDITION RBI,BAS6 FROM THB SiTB AND OFF-SITE AREF AYDROGRAPHS 12,16, AND 20 ARS TO BB COMPAR6D iIITH 2,5,ANQ 8 FOR COMPLIAlICB, I� IT BAS B6BN SHOWN THAT THB DBSIGN OF THB PROPOSBD DBTBNTION TANR WITAIN THB PRIVATB DRAIHAGB BA58MBNT SATISFIES THB R&LSAS6 CONDITIONS FOR TH6 SITH. � LSTBND Bnd program file C:�PROGRA"1�BGBNIOUS�TAYLOR`1�TAYLOA.pgm 6/13/07 7 : 50 :56 pm Casey Engineering page 1 Taylor Court 1673-023 Hydraulic Analysis HYDROGRAPH SUNIIKARY PEAIC TIME VOLUME HYD RUNOFF OF OF Contrib NUM RATE PEAK HYDRO Area cfs min. cf\AcFt Acres 1 0 .294 480 5191 cf 1.70 2 0 .315 480 5530 cf 1. 81 3 0 .349 500 8027 cf 1.70 4 0 .594 484 9520 Cf 1.70 , 5 0 . 639 480 10150 cf 1 . 81 II 7 0 . 967 480 14797 cf 1 . 70 8 1 .038 480 15778 cf 1.81 10 0 .580 470 8027 cf 1. 70 � 11 0 . 056 470 708 cf 0 . 11 12 0 . 369 500 8736 cf 1 .81 , 13 0 . 962 470 13021 cf 1 .7Q I 14 0 .470 500 13022 cf 1. 70 I 15 d .083 470 1066 cf 0 .11 16 0 .500 500 14087 cf 1.81 17 1.405 470 18799 cf 1. 70 18 1 . 013 500 18809 cf 1. 70 � 19 0 .112 470 1464 cf 0 .11 20 1 .053 500 20272 cf 1 . 81 6/13/07 7 : 51:4 pm Casey Engineering page 1 Taylor Court 1673-023 Hydraulic Analysis --------------------------------------------------------------------- --------------------------------------------------------------------- STORAGE STRUCTURE LIST UNDERGROUND PIPE ID No. Tank Description: Proposed Detention facility Diameter: 8 .00 ft . Length: 70 .00 ft . Slope . . . : 0 .0000 ft/ft upstr: CBil dnstr: MH#4 6/13/07 7 : 51 : 18 pm Casey Engineering page 1 Taylor Court 1673-023 Hydraulic Analysis -------------------------------------------------------�------------- --------------------------------------------------------------------- STAGE STORAGE TABLE UNDERGROUND PIPE ID No. Tank Description: Proposed Detention facility Diameter: 8 . 00 ft . Length: 70 .00 ft . Slope. . . : 0 .0000 ft/ft upstr: CB11 dnstr: MH#4 STAGB <----STQRAGB----> STAGB <----STORAGB----> STAG� <----STORAGB----> STAG6 <----STORAGB----> (ft) ---cf--- --Ac-Ft- (ft) ---Cf--- --AC-Ft- (ft) ---Cf--- --AC-Ft- (ftl ---cf--- --Ac-Ft- -------------------------------------------------------------------------------------------------------- ---------------------------------------------------------------•---------------------------------------- 173.28 0.0600 O.Q000 175.30 713.76 0.0164 177.40 1859 0.0427 119.50 2985 0.0685 173.30 0.9061 0.0040 175.40 763.61 0.0175 177.50 1916 0.0440 179.60 3632 0.069b 173.40 11.884 0.0003 175.50 814.20 0.0187 177,60 1973 0.0453 179.70 3678 0.0707 113.50 28.7�5 0.0007 17§.60 865.49 0,0199 177.70 2029 0.0466 179.80 3123 0.0717 173.60 49.769 0.0011 175.70 91T.43 0.0211 117.80 2086 0.0479 179.90 3166 0.0727 173.70 74.072 0.0017 i75.60 969.47 0.0223 177,90 2142 0.0492 180.00 3209 0.0737 173.80 101.20 0.0023 175.90 1023 0.0235 178.00 2198 0.0505 180.10 3250 O.OT46 113.90 130,80 0.0030 116.00 1071 0.0247 176.10 22§4 0.0517 180,20 3290 0.0755 174.00 162.61 0.0037 176,10 1131 0.0260 178.20 2309 0.0§3D 180,30 3328 O.Q764 174.10 196,44 0.0045 1T6.20 1185 0.0272 118.30 23b4 0.0543 180.40 3365 0.0772 174.20 232.1Q 0.0053 176.30 124D 0.0285 178.40 2419 0.0555 186.50 3400 0.0781 174.30 269.45 0.0062 176.40 1295 0.0297 118.50 2474 0.0568 180.60 3433 0.0788 179.40 308.37 0.0011 176.50 1351 0.0310 178,60 2527 0.0580 180.70 3464 0.0795 174.50 348.74 0.0084 176.60 1407 0.0323 178.70 2581 O.OS92 180.80 3487 0.0801 174.60 390.41 O.Q090 176.70 1463 0.0336 178.80 2b34 0.0605 18D.90 3488 0.0801 174.10 433.46 0,0100 176.80 1519 0.0349 178.90 2686 0.0617 181.00 3489 0.0801 174.80 477,63 0.0110 176.90 1576 4.0362 179.00 2738 4.0628 181.10 3490 0.0801 174.90 522.91 0,0126 177.00 1632 0.0375 179.10 2799 0,0640 181.20 3490 0,0801 17§,00 569.23 0.0131 177,10 1659 0,0388 119.20 2839 0.0652 181.30 3491 0.0801 175.10 616.51 0.0142 177.20 1T46 Q.0401 179.30 2889 0.0663 115.20 664.71 0.0153 177.30 1803 0.6414 179,40 2937 0.0674 6/13/07 7 :51:28 pm Casey Engineering page 1 Taylor Court 1673-023 Hydraulic Analysis --------------------------------------------------------------------- --------------------------------------------------------------------- DISCHARGE STRUCTURE LIST MULTIPLE ORIFICE ID No. Orif Description: Detention Tank Orifice Outlet Elev: 173 .28 Elev: 173 .28 ft Orifice Diameter: 3 .2500 in. Elev: 176 .03 ft Orifice 2 Diameter: 4 .5000 in. 6/13/07 7 :51 :51 pm Casey Engineering page 1 Taylor Court 1673-023 Hydraulic Analysis --------------------------------------------------------------------- --------------------------------------------------------------------- STRUCTURE REPORT EXISTING STRUCTURE R$ACH ID No. CB11 Location : UPSTREAM TANK STRUCTURF North . 0 .0000 Str Type : TYPE_2-54 East . 0 . 0000 Str Cat : Catch Basin Rim Elev : 180 .0000 Area/sump: 4 .00 sf/1.50 ft Bottom E1 : 171 .7800 Cont Area: D-Site Hgrade E1 : 0 . 0000 ft Bend. . . . . : No special shape Ent type. : Area/sump: Ent Loss: 0 .000 Exit : 0 .000 App Vel : 0 . 000 Junct: 0 . 000 Bend: 0 .000 , Reach <Invert> <Diam> < n > <End> EXISTING STRUCTURE REACH ID No. MH#4 Location : DOWNSTREAM TANK STRUCTURE North . 0 .0000 Str Type : TYPE_2-54 East . 0 .4000 Str Cat : Catch Basin Rim Fslev : 180 . 0000 Area/sump: 4 .40 sf/1 .50 ft Bottom E1: 171.7800 Cont Area: D-Site Hgrade El : 0 .0000 ft Bend. . . . . : No special shape Ent type. : Area/sump: Ent Loss : 0 .000 Exit: 0.000 App Vel : 0 .000 Junct : 0 .000 Bend: 0 . 000 Reach <Invert> <Diam> < n > <End> TAYLOR COURT SECTION IV D: WATER QUALITY REQUIREMENT FOR FRONTAGE IMPROVEMENTS. The information contained in this section is a Water Works program to determine the required water quality volume required for the frontage portion of the site. The program was originally intended to demonstrate that the on-site tank contained sufficient volume to provide compensatory water quality volume for the off-site area that could not be directed to the on-site facility. However, the design has been revised to be able to collect some off-site upstream runoff from Monterey place NE and direct it into the on-site system. The information presented is still valid in terms of the additional required ��-ater quality volume for the off-site area. 3/11/07 8 :9 :57 pm Casey Engineering page 1 Taylor Court 1673-023 Hydraulic Analysis HISTORY OF HYDROGR.APH ACTIVITY Date of Sessian: 3J11�07 8:9:48 pm CLBARHIS RBMARR MARCH 12 This praqram �as created to analyze the Taylor Court project. The purpose of this proqran is to detereine the required yater quality volume of tbe site and the off-site area that cannot be directed to the on-site facility. The tank rithin the site vill provide compensatory volune for the portion of the off-site area that cannot be directed to the on-site facility. First all of the hydrographs in the registers are zeroed t,STgND ZB&0 1 20 R8t4Afl� THB PABCIPI?ATIO� IS CHAIiGBD FOR TflB DBYBLOPBD SITB ARBA AHD TH� OFF-SITB DBVBLOPBD ARB� T4 RBFLBC'f THg AATB� QDALITY 2-YR�3 24 STOAM EYD&OGxAPH NHICH R6PA65BNTS THB ANUAL STORM BVBtI'f. LSTBND CHAHGB PABCIP .67 ; D-Off D-Site LSTBND � RBltARK The ilater Quality hydrographs for the developed condition on-site and off-site basins are created and placed in hydograph registers 1 and 2. bSTBND MOVB D-Off to 1 0.0148 cfs 0.0444 ac-ft 7.83 hrs MOVB D-Site to 2 0.1119 cfs 0.0372 ac-ft 7.83 hrs &BMAxX THB HYDROGRAPHS contained in registers 1 and Z are added and placed in reqister 3. Register 3 nov contains the required Nater Quality volu�e for the project. I,STBND ADD 1 2 3 0.1267 cfs 0.0416 ac-ft 7.83 hrs 3/11/07 8 : 9 :57 pm Casey $ngineering page 2 Taylor Court 1673-023 Hydraulic Analysis ---------------- HISTORY OF HYDROGRAPH ACTIVITY Bnd proqram file C:�BAINA�"1�TAYI,OR`1�fiATBRQ`2.pgm - - - - - - - - - - - - - -r - I �� ,, I �`y I ,�. °t :.:: ; :. t �:� ��, I ,�.� ��$,� I {K c �, 1 "�� I � � - - - - - - - - - - �� - - - - - - -� .�, � i�- \ � ;l\ �71.48 � N It. \ �{ �\ � ,�1,1 Fyi i ��F� �\,,,lll M♦ . `a � �� l'1 . � • ♦� I �'6---- c� �ty`�y � 30• �� '# �; i�, :•� ;".;. !:: �.� 1.�. � . . . � r � � �\ � t_� �� _ l� ,}; � -' � ' '�:•.� �$ B � � I � i �� s I ;a , IE+�46.19 \ Q (q ------ '".c _ (/� , � � � � � � �' ��ti ��, N � i .\ ' `�.� `•� '�� ' �.-`'� .�. / �\ \ � M�Y� r .� � ) �\ �� r INT)( STA 0+00 - ROAD '�___ - \ `.� a .:• s i � , \ -� STA 0+96.29 - MONTERY PLACE NE -v� ----- �-.,_ '�� , :,��,;:. � � � , , .� \ _ .�E.�_ _s. ,�. ..2 � � � � , . �-� \, �� Tj0 . ; � �� v! ; � , `,,___ - �G� _- _ _._.-- �—�� o' unu�� _ o M'. ; �.. '�"- �. .o- ` �8 , � �; `�._ _��.� Q �- w , �� c�� EASEMENT' ' .,\_._� :.,.. �,f,,k ---- �r � �.,�• .,_ � � G _____.._ ��`5,49i'SF-:.'TYP ��\ \ •.. � o� \ �V -= ' � � - � " � '`� `\ \ - .y � , �,�i. � N � ��' � �\\\ �`'Z�c,_ �t��.Y�, �y \ E� j __ -' � \ \ // � �':° t � = / J \ � Z � '�qr . .� � ''� \ � �. � 4�1V akp0 �k i �'� �- Q a• � ;� � � I�'��i � � � '�^� � �% � � � -. . .� . '� r _ � ��.. , S'�fS W`� ., ., . � ,� • .r.�. � .: .�1 '";' t �. ` � . , n �- ,' . 1 ,, � ;�f .` � ,�� \ \ . . � * � / 1 "� �� ,rP; �tir ,� ,�. _ ti \ r �� f i � g �'�' y • :�� t .i � : �- �w ,.�.� '�R y \ % � \ • � +0 1 � � � 1,� �'" ��. Q �� , = " ' '; ti ` � � � �� /�� . �+.:��` `` +.,, r \; � `� � P. STR � ' • + � �` '�� rr\� �� I 9 s � �<�ti�� `, ++ �a F�� N�� I ..•. �-. �_.' .:..� ,.... ' ..,� 1 ��1�,� �.., � '� \ � i�-r �� ti t� � � /� •_�i � �_�f . �`� � �r �1Q( > _V ' . �\ \ ;�� --�\ � l � \ � ��+i�, �� I , T __ < ��r� ,� �� : Ct;�...: :' � �` � � /� �.�..�.�� '�" �•� �" `, \ .� -, �� ,�� ,� �� ,�� ,- ��f� � � �� t�, �,� � � f'� � _NT�� \ I i � Q �, 3 \ ` �, \,,; \ . _ ._.._ -- \ � � a ,, � � \ _.___� , �\ `� �� es $ (v f^ \ ,,. � i � _._. ` \�.� i, �*�+`�"�+ __ .. Q \\ \ f�_, �� ' / s�,,"t' � ,,, . �i� . I \a �^' / .� \ ,,,,, ',{ �;fl80 SF` \�� i�., �,, �� \ � . �,� --�, 1 , \ °�� \ < o � ,�� I� o\ �'' �0 -, . �y � `, ��, Jf hiOUSF �- p SFi: �__ ,�� i�ll � � �� r V � � ��, _.. - � 1 „ - -- � � �N � � , o � .�, _ �a,�'s �,E;:� , � ; 3 �z. \ � �� r?�<�'Nf�� 1 , J ,;�.':� z I �� C" � � N � �,�� W \ � `S ,�-�•viP�;, �w I C�. I I � G \ coN , a � � o � � � , � M .}�k,r�iNi�4 f�atk�_ _ _.:�. � \ ��\ � _� �- .�- _.:i �' � , � c,� � /� � - -- _ _.._... _.__ _. _. \ �-� c�• _ _ �__ __ __ ___.., � � \ �p z�, i .....�,�. - ---•- � � � � � .�... _. \ c ``cr x _r� vn�v� ��--__ -- , � � � �l1y, \ � ;ATOR F'OSi' / ;�� ,, r'�,, �-'.. \ •� ,m�, \ ^�� Y � `c`' o Cn�� / , � a \ '' � \ _._._.s ._._, __.. ..__, � ,�_. � � -- \ � � � \ � �" � \ lv �?EMPORARY BENCHMARK �/ $ �0 \ / � ��,��"�, p � \ . / :.:;; - , \ ., � ;° �� I � N \ / � \ / ; � � � I � � � N � �� J � I ,� � � � � ,�� / -- 30 �, � � ' �.� � � � � � � . � � � � � I � � � � � � .$ `�. I ` � I � , , , . . I � n TAYLOR COURT SECTION V: CONVEYANCE SYSTEMS AND ANALYSIS DESIGN The following information is provided in this section: A. Conveyance Capacity check for on-site conveyance system. B. Determination of portion of the Gypsy Basin that contributes runoff to the proposed 24" conveyance at the entrance to the site. C. Discussion and HW/D analysis of proposed 24"conveyance and �os BAIMA & HOLMBERG, INC. SFiEETNO. OF 100 Front Steet South ISSAQUAH, WASHINGTON 98027-3817 CALCULATEDBY onre (425) 392-0250 FAX (425) 391-3055 CHECKEDBY DATE SCALE I __' � G%...f �� . _..... . __ __ _._.__ _.... _ I_ ,_ _ __ '__ �,/ '. _._ %� ` -. '_ ....._.�._.._....:._. __..... _ _. _ _. _ _ _ _ ...----. _ ' � . .E - °-'-- ' .. _ _._. �_.. ._. : : ._ _ _ __.__: . C',�� . _ � �l_ --.- -- --- -- _. : : : �� _ _ :. _ � __ _ ..b . . � . _:._ ., .__.__.____.__._ __ _ __ _ _ _ _ _ . _ ___. :_' : _ � : : : : __.� .._ _ ._ _ _ _ _ � — �--� _ _ . _ : .: . _ �� _. �-� : : : : ..;_....._ . �� : : __ _ ._._w._ _ _ _ . _ _ -.- ---- ---- - __ .___. ..... _�_ �.. , _, m = _ _._ ._._ _ _ _._ � m- . : t _ . 3� G� :S ;... : : ��_� __ : ---- �._.._._ _. _.. _ _ _. __ _ _ . ___ _ : . _ _ ; : -- .. �{�SL�r_�F� ' ��.�-. _ �c,p w� ��ut, �.�_' _ S�_ - _. ._.__._.:..... .�....._..j....._._._ ..__ _ _ __ : : : : : : _ U ��rvt,� � w�-�'� c.o�� W o�-�,a� ��Y I . -�-�-�:----�.----:----�- - : : : � � : : : : ; : : : : : - --.,_...._.._._.._._...._._�__.._.;__...., .. _ _ _. __ _ _ _ _. _ _ __. : : .. : ��_ �JC�r�t�Q �,�-�pN. _ : . : : : : : : : : --._:_._...._.---.._..:.__. _ .___..___�._.. , __ _ , __ __. _. __ -_ .. _ ,--_ __., _ _ : . _ ; ' - - : : ___. __ _:_ � ' : . . __ ,- �-�--�--....._ __._ .._. _ .. _ _ _ _. . : : : . . . . . ; : . . . . . . .. .. ._._._.._. :. .._.._._._.. _ _ __ � ;I� � :�� 7�- �-- 2 . 'z_. �� '� _L � � �� . _ _._..._._ � � _ _. _: . : _ _ _ . _ _ _ _ --.---- ---- _ _ _ _ . } Il :.. : : : : .,. __ �1�- ...._:_.. ._9. _:.. _:_. ..: _ _ _..- --. - ._ _ -- - - . - - - -.-.-- -. - - --- _. __ : .: .._. ..� : : ,�. : ., :. .:. ��,�s�,�,� �.� ' ., ,'' L�./`�^: 43.1 CULVERTS—METNODS OF ANALYSIS FIGURE 4.3.1.B HEADWATER DEPTH FOR SMOOTH INTERIOR PIPE CULVERTS WITH INLET CONTROL L�.� / ._ 160 10,OOU 168 $�ppQ EXAMPLE �1� �2� �3� ENTRANCE TYPE s. 156 s�� D=12 inches (3.o feet� g_ o��zo ds $ SQUARE EDGE WITH 144 5'� 6. 5 HEADWALL 4,000 HW HW 132 � (teery 5. 4• '� 3,000 i. (t) 2.s s.s 4. 120 �� 2.t �.s I I � 2,000 �s) 2.z �.� 4. 1 I 108 3. 3. •D in feet '+ � 3. ~ PLAN 11� 1.000 GROOVE END WITH 800 __y __� HEADWALL 84 2• 2- �7: 600 �� r 500 � I '�� 2. 72 4� � p^ I � —� = 300 �,j/ = 1.5 1.5 I Z � � �. . t7 / Z gp V 200 � W 1.5 ' ` PLAN l2� — Z � W GROOVE END 0 54 v � Q PROJECTING ~ � 100 � > 48 �/� 80 Z �� U / a � �.o �.o � �� 42 V 60 W / LL v� 50 �..�W ENTRANCE o �� 40 p SCALE TYPE ,g 9 !3� ¢ F 36 30 �� Squara edga with Q � � headMall � '9 Q � Q 20 (2) Groovs end�i W 0 � hsadwa = •8 ,$ (3) Groo end '$ ojectiog 27 10 •� .7' 24 8 .7 6 To u scale (2) or(3) project 21 5 h zontally to sca�e (t), then 4 s�stroight inclined lina througA D and Q scales, or reverse as •6 .6 3 illustnted. ,s �8 2 15 ' � ( 'S .5 1.0 �V� 5 � 12 r � � ��✓ 1998 Surface Water Design Manual 9/1/98 4-43 TAYLOR COURT SECTION V. B: CONVEYANCE SYSTEMS AND ANALYSIS DESIGN �, The information provided in this section was determined to establish the upstream stormwater ' that will be entering the 24" conveyance system at the entrance to the project. The information indicates that there is an upstream contributing basin of approximately 25acres that will have a 100-yr 24-hr peak flow of approximately 14.29cfs. �� . , _. . .�� _ .. ... i �- . .✓ _ = - . �_ � ✓( I -------- I i � e G f � � i � ,� ' � � � �G/Jf0/1� i /, �` /Ge ; �s,'n ��c c�f�nchc� C, � a , ; � s�o,-� Sysf�,� ,S//GGT �� oo - ; , , � � � � i �s�i�� /Gr��i�cfG�� }�-c4 = �, 7S�i� � � ' i � I , ,�, ,4��4 -. C�. 7s>C�oo Z)/�3s�G - '� � � - Z oc � _ 2 y, 79oc . . UsG s T--�-�Tor ; � Z . So.'/s ; �Sq�c �'rs S. f� f} ��o�.� C �--- so�'/s i �- � � 3. C�t/ Va/��s : l�s,�� To.6/� 3- S- z,� i C/V��rv - ��o �L qw�s Lq��sc4 �� — C/��c�✓ ; � 9av� Cor>�i "�i' �� ( CN�;,,�,«v = `'1�f : C'if/,ir� c� � Lf, /�re c i.o�'�Qfi a� ' (,S�rm e os ,S,i�e� C�Z - Z , 6 � �i� - Z 9 Q/ao = 3' 9 s T I/a/��s : ��4 SS��,��hQs��✓�o� E�� /��G/l7G�f� T �c�v = 2 S�r,i� � T P��v TG .I��cr�= /S`�� T I.r� �� / ^ i �o. /- err/ .L�n7 ie/^�/ /-t/'Gc7s % �s,'n9 /�/10�o G Lf q��/ c�ss v/�.� ..�c/w�//.'n� <in•j�/fcr,��orc�% � � ��J G/`G G/G d/O/�/'OX i m�t�G �O �C/ � / -- � v � // � . .', C�s,"r�� /4,6/e �.5. Z.� Z -Syo �ir��cr-v I i S c> ; .r/��r�/�r c v = �Z-��c � i Z S>=- �o , Z J`�a� .�—�}I rr�.�r_�"/ a �-r-�- �j /� � G��l�r ��r✓ ,9��4 = �Z ,So G) — (�� Z.�o C, _ � O�7So G �-/"1 �G /'#� � --� Cc�D y o � /C/t a� C � S !�o w i'n q �asi i� �ov�c%ry ; / ✓ / �f�t` - , 7,� �--� Co.ON o7� �a/G/"!/L/Ori�S�/'/�10v7� 7Co/` I / ./ I Z, �o, a n a� �a o y r- s�o�r�s I ��= - f' 9/30/07 7 :59:31 pm Casey Engineering page 1 Taylor Court 1673-023 Hydraulic Analy�is --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY z�� BASIN ID: UP-02 NAME: UP CONTRIB BASIN TO 24 CULVERT SBUH MBTHODOLOGY TOTAL AREA. . . . . . . : 25 .00 Acres BASEFLOWS: d . OQ cfs � RAINFALL TYPE. . . . : US£Rl PgRV IMP � PR�CIPITATION. . . . : 2 .00 inches AREA. . : 18 . 75 Acres 6 .25 Acres TIME INTERVAL. . . . : 10.00 min CN. . . . : 8&.00 98 .00 TC. . . . . 25 .00 min 15 .OQ min ABSTRACTION COEFF: 0 .20 PEAK RATE: 5 .22 cfs VOL: 2 .25 Ac-ft TIME: 480 min BASIN ID: UP-10 NAMB: UP CONTRIB BASIN TO 24 CULVERT SBUH METHODOLOGY TOTAL AR.EA. . . . . . . : 25.00 Acres BASEFLOWS: O .flO cfs RAINFALL TYPF. . . . : USER1 PBRV IMP PRECIPITATION. . . . : 2 .90 inches AREA. . : 18 . 75 Acres 6 .25 Acres TIMB INTERVAL. . . . : 10.00 min CN. . . . : 86 .00 98 .00 TC. . . . . 25 .00 min 15. 00 min AB5TRACTION COEFF: 0.20 PPsAK RATE: 9.36 cfs VOL: 3 . 85 Ac-ft TIMF: 4$0 min BASIN ID: UP-100 ATAME: UP CONTRIB BASIN TO 24 GULVERT SBUH METHO�LOGY TOTAL AREA. . . . . . . : 25 .00 Acres BASEFLOWS: O . Ofl cfs RAINFALL TYPB. . . . : USER1 PERV IMP PR$CIPITATIDN. . . . : 3 .90 inches AREA. . : 18 .75 Acres 6.25 Acres I TIME INTERVAL. . . . : 10 .00 min CN. . . . : 86.00 98.00 I TC. . . . . 25 .00 min 15 .00 min ABSTRACTION COFFF: Q .20 PEAK RATE: 14 .29 cfs VOL: 5 .75 Ac-ft TIME: 484 min � 1 B4 - 29 T24N R5E E 1/2 � 1 �l i i � ��'' � 'a�a � �� } �� :i � r' j �� `� � � i�.ii0 b'�' � i � i �� 1 � � 1 � � ' ' ._ �.'� . . � .`, � . � � ,G1 �� - .G10'-e ,� � �, � .�.,, � .n ,11.i�1 � 1 �. i ti �� i .' � �0-1 � � � 1d10-! ''� � ��'� � ti �� . �p�y,p f.GfO-6 �. in 17 A,�' � i,r' y 1,J10+11 � ' ' ;. io-s � ;� �� '� �� , � � �; f�� il; r��`�. i0 � �(�,�'�. i � � � �� , „ .. . . , �' �1 �\ V'.. . , �. , i ....... 1 I Q1 I� � � .J10-3 '� �ILLO ' U I \.�1 � �� . .-a '�\`, �. � ; i ,, . ,�. � . , . . .1,W0-18 I:.., J�10 i i ,P'3 1,F�4"1 R � ,�,111�i�1�',I��.� {y� �I� I � �/ .� /*�A*F�r�.� I.�_....„ •. 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HW/D Analysis of Proposed 24"conveyance � The proposal is to replace an existing 24"conveyance with a 24" conveyance. , Attached is an HW/D chart showing that the proposed conveyance has the capacity to convey � 18cfs using the assumption that there will be a 1' headwall above the top of the 24"conveyance. Following this page is a copy of Figure 4.3.SC of the 1990 KCSWDM. 2. Discussion: h The 100-yr 24-hr outflow from the site is 1.4cfs. The combined stormwater within the system is approximately 15.7cfs, which is less than 18cfs. li It is therefare argued that the 24" conveyance has adequate capacity to convey the off-site and on-site flows. � 1 i I TAYLOR COURT � SECTION VI: SPECIAL REPORTS AND STUDIES The following special reports and studies are provided in this section: 1. Wetland and Stream Study by Altman Oliver Associates,LLC dated November 5, 2005 2. Wetland Assessment by J.S. Jones&Associates,Inc. dated December 4, 1998 3. Geotechnical Engineering Report by Dennis Joule, P.E. dated June 29, 2005 _ _ , Altmann �liver Associates, LLC PO Box 578 Carnation,�VA 98014 Office (425) 333-4535 Fax (425) 333-45o9 En�zronmental Planning & Landscape Architecture November 5, 2005 AOA-3155 Joe Pruss Basic Ventures 18211 —240"'Ave. SE Maple Valley, WA 98038 SUBJECT: �'�'etland and Stream Stud1'for Ta}�lor Court, Renton,�VA Parce1334570-0205 Dear Joe: On September 9, 2005 I conducted a wetland and stream reconnaissance on the subject property utilizing the methodology outlined in the 1997 Washington State Wetlands Identification and Delineation Manual. Although no wetlands o�streams were identified on the site, a wetland and stream system was observed off-site to the west. This off-site wetland and stream was delineated by J.S. Jones and Associates, Inc. and is documented in their Wetland Assessmenf Reporf dated December 4, 1998 (Attachment 1). Under the current City of Renton code, the off-site wetland would meet the criteria for a Class 2 wetland and would require a standard 50-foot buffer. The small stream located within the wetland would be considered a Class 4 stream and would require a standard 35- foot buffer. Since the stream is located entirely within the wetland, and the wetland buffer is larger than the stream buffer, the wetland buffer would be more restrictive. Vegetation within the on-site wetland/stream buffer at the time of the field investigation consisted primarily of dense Himalayan blackberry (Rubus discolor), with scattered hazelnut (Corylus cornuta), sword fern (Polystichum munitum), and big-leaf maple {Acer macrophy!!um) trees. Due to the predominance of an invasive, non-native plant species (i.e., Himalayan blackberry)within the buffer, a buffer enhancement plan is proposed that would reduce the standard 50-foot buffer by 25% to 37.5 feet. It is my understanding that an 8-foot tall ecology block wall would then be constructed along the edge of the reduced buffer. This wall should provide a physical separation from the proposed development and prevent pedestrian intrusion into the wetland and buffer area. Buffer enhancement would consist of removing the blackberry and re-planting the buffer with a variety of native trees and shrubs. Implementation of the buffer enhancement plan should increase the plant species and structural diversity within the buffer, thereby increasing the area's value to wildlife. , � � � � r►. � � Joe Pruss November 5, 2005 Page 2 Candidate plant species to be used include Douglas fir (Pseudotsuga menziesii�, western red cedar(Thuja plicafa), big-leaf maple, vine maple (Acer circinatum), tail Oregon-grape (Mahonia aquifolium), clustered rose (Rosa pisocarpa), red-flowering currant (Ribes sanguineum), and sword fern. Trees would generally be planted about 8 to 12 feet on-center and shrubs wouid generally be planted 3 to 5 feet on-center. After approval of the buffer reduction and enhancement concept by the City of Renton, a detailed buffer enhancement plan and monitoring report would be prepared. As part of this detailed plan, the following performance standards would be required to be met to ensure success of the enhancement. Goal,Objectives,and Performance Standards for Enhancement Area The primary goal of the enhancement plan is to re-vegetate the reduced buffer with native plant species that provide a benefit to wildlife while screening the wetland from the proposed development. To meet this goal, the following objectives and performance standards will be incorporated into the design of the plan: Obiective A: Increase the structural and plant species diversity within the enhancement area. Performance Standard: Following every monitoring event for a period of af least five years, the enhancemenf area will contain at least 8 native plant species. In addition, there will be 100% survival of afl woody planfed species throughouf the enhancement area at the end of the �rst year of planting. Following each monitoring event after the �rst year of planting, there will be af least an 80% survival rafe of all planted tree and shrub species or equivalent replacemenf of a combination of planted and re-colonized native species. Obiective B: Limit the amount of invasive and exotic species within the enhancement area. Performance Standard:After construction and following every moniforing evenf for a period of at least five years, exotic and invasive plant species will be mainfained at levels be(ow 20% tofa!cover in a!!planted areas. These species include, buf are not limited fo, Himalayan and evergreen blackberry, Scot's broom, reed canarygrass, morning glory, Japanese knofweed, English ivy, thistle, and creeping nightshade. Summarv The 50-foot buffer from an off-site Class 2 wetland extends onto the subject property. Under the proposed project, this 50-foot buffer would be reduced by 25% to 37.5 feet with the implementation of a buffer enhancement plan. The buffer reduction and associated enhancement is warranted due to the existing dominance of Himalayan blackberry (an invasive, non-native species)within the buffer. Buffer enhancement would consist of removing the blackberry and planting a variety of native trees and shrubs that would increase the plant species and structural diversity within the buffer. Joe Pruss November 5, 2005 Page 3 If you have any questions regarding the wetland and stream study and buffer enhancement concept, please give me a call. 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' \G�o 8' ECOLOGY w � I I 0 t '"', ,,••� y � y�j'� a .��* �'..� \ '� , ! \ �� BLOCK WALL � �� O a ;� R4� ,.� 2+01.1,7 � �. _ A��,Kc�� . � p M _� � ✓ .' �'�� '. a-' � \� ��`� oo � � O ��o_-- - — ., - = � Q � � }''� .� � , C\� "'C E�s� �;, \ � � � —. , �sr�r/p(� -� h � '�� ti.i.' � --��. � ��BE� � � , � �� I; � ��.� ' '-.p�R�L T�'�T ( CHa` � I � -" EMO \ \ ��yrn.�`�. �- 2� a2 � CO�U NAR S CENT E I I � '�j �✓ . / '�LAN CAPING TRIP �,. � � . � .:- v 50' . \ ;�t, � �,r�/"r.:' v�t' '` ' �::��/�� \ ALIPNG _E BACK F _ ' \ 1 . ��I� - a- .; v� \ � a . ' �' " a �_y��:.,.; SIDEwALK, T ' I / `- SE6 ETAIL B W � �+ I 7.5 ., \ \ e, a // � % • I• 9 R�ED D � �.�/ u I , w; BUF R TOE�6B \ ilt5:'. \ � � � \ � C ��;r \ \ �'�7.� � � � I - ` �s�``" � � �� ---- �� \ \\ � Q 30 - `- _ - � _ _ . .. �r �S �7,498 F / / - - I �\ \ ,I �\ � \f \ I1t0..`,$� �n .. � . � ` �e��FF°aA� 'f' � � � £XIS�IIJC EX/STINC HOUS£TO REMAIN \ �° I � � \ � � � ti ." � � / / c.naaG FoorPRiNr � � ` °� I � N , FoorPj?i r zrzo sFt ,,,� ` \ ` � E��CHAIN�'� NK �� / x 785 SF. I � \ , � � I y. NCE BE f 5,708 F TO gE � H \ \ �%`" � 0 5 70 20 30 RE 0 D IN FFER � � ... I I '�ARE QF ON � ___ REAAQ D 9,541 SF \ \ �'.I,� � SUBJECT " --- L -' -- - \ \ �I� �\ � \ t� � SCALE 1" a 30 ROPERT� 1 � � -- -------, �__ � �� "' OP�B6 -7� � v 9�--�c,��n,�i��, � �� ; T � / FENbEUN � �0� 0o sy�-'��'�-�e`W`-�`� .. � m � .,.�., . . h � I� � ,. .. ' � \ "' N8 '10 6' 2 E, �� `"` , \.. � I I ' BUFFER REDU ON I �,• �----g& _l � C#� \ MIi1GAilON PUNTiNG � ��-�\ � �D� i �` WI7HIN SEN5111VE AREA \ � � I 1 I EASEMENT \ / / � � -- � W .. I . \ � 1 I / / / ��E��1r. Q7.4�,'� LL i � � . "� .� , qq -o3Q (�f) �. S. Jonee and �e8o � iaEee , ][n�. � �� . . �� ,��; ___ _ �, WETLAND ASSESSMENT . "`� of 3712 Lincoln Avenue N.E. Renton, Washington Prepared for: Phil Kitzes Charbord Deve[opment 231Z6S.E. 285ih Street Maple Valley, Washington 98038 {360) 886-7786 '�_. Cd,f Y i:��-�r�;�i t::"a :;;�:� � ^ � ` Y�] ��,' �' ' •�J :� v �::v. � ��'�,�� December 4, 1998 Prepared By: Cl:arles Repath, Wetland Biologist Jeffery S. Jones, Certi�ed Professiona! Wetland Scientist 3408 52nd Ploce . N . E f A C 0 � A , W A S H l N G T 0 N 9 8 4 2 2 253 -942 - 1131 / fAX Z53 - 942 - I132 �I��C�`�� , i ' J. S.Jones and Associates, Inc. �, ' Table of Gontents 1.0 Project Description..........................................................................................................1 I 2.0 Site Location and Directions...........................................................................................1 , 3A Methodology................................................................................................ .............1 � 4.0 General Site Description.................................................................................................1 5.0 Vegetation.......................................................................................................................3 ' ` 5.1 Vegetation Methodology ................................................................................................3 5.2 Vegetation Results...•---......--•••.......................................................................................3 6.0 Soils ................................................................................................................................6 . 6.1 Soils Methodology..........................................................................................................6 ', 6.2 Soils Results....................................................................................................................6 7.0 Hydrology.................................................................... .........................8 � .......................... � 7.1 Hydrology Methodology.................................................................................................8 ' � 7.2 Hydrology Results ..........................................................................................................8 ' 8.0 Wetland Determination...................................................................................................8 8.t Uplands...........................................................................................................................8 ' 8.2 Wetlands .........................................................................................................................8 ; 9.0 Wetland Rating and Buffer Regulations........................................................................9 ' 10.0 Functional Assessment.................................. .............9 � ................................................... 11.4 Authority.......................................................................................................................10 - 12.0 Limitations....................................................................................................................IO 12.0 References.....................................................................................................................11 ' ' Figures ' ! I 1.0 Vicinity Map...................................................................................................................2 I ; 2.0 Soils Map........................................................................................................................7 . Tables ' 1.0 Plant Indicator Status......................................................................................................3 2.0 Plant Species Found at Sample Locations................ -� 5 ....................................:................. Attachments Wetland Map King County Wetlands Inventory Sheets Wetland and Buffer Functions and Semi-quantitative Performance Assessment i ) . J.S.Jones and Associates.!nc_ 1.0 Project Description The applicant proposes to shortplat 1.73 acres. This study was conducted to determine if wetlands are present and the type and extent of wetlands on or near the property. 2.0 Site Location and Directions The site is located at 3712 Lincoln Avenue N.E. in Renton, Washington(see map). The King County tax parcel number is 334570-0020. The site is in Section 32,Tovmship 24 North, Range 5 East of the Willamette Meridian. Directions to the site from the junction of Interstate 405 and N.E. 44th Street in Renton are as " follows: Take N.E. 44th Street east;N.E. 44th Street becomes Lincoln Avenue N.E.; at the Y at the junction of Lincoln Avenue N.E. and I IOth Place N.E., stay to the right on Lincoln Ayenue N.E.; the site is the third property on the left south of N.E. 36th Street. 3.0 Methodology _ The wetland assessment and delineation were performed using the Routine Small Area Methodology as described in Part IV, Section D of the Corps of Engineers Wetlands Delineation Manual (COE, 1987). The Routine Small Area Methodology is "used when the project area is small, plant communities are homogeneous, plant community boundaries are abrupt, and the project is not controversial." The wetland determination was based on the presence of the three criteria for jurisdictional wedands: hydric soiis, wetland hydrology, and hydrophytic vegetation. All three criteria must be present in order to classify an area as a wetland. The wetland assessment included a review of the King Counry Wetlands Irrventory(King County, 1991), and the USDA Soil Conservation Service's Soil Survey of King County(Snyder, 1973). The on-site evaluation was completed on August l Oth, 1998. Wetland boundaries were delineated and marked with consecutively numbered orange flagging, based upon an evaluation of soils, . vegetation and hydrologic chazacteristics. The wetland boundaries and buffers are presented on the attached wetland map. 4.0 Gene�al Site Description The property is located on a north facing hillside. Slopes aze from 10%to over 30%. One single- family residence is present on-site. A drainage feature is located along the east proQerty line. The drainage feature flows to the north. On-site vegetation is deciduous forest with a dense understory of Himalayan blackberry (Rubus procerus). Surrounding land use is residential with areas of deciduous forest. � I � c� � o"i v k O ' M "��t� � � .ti� 't�"r �tY � �`��rl:��r'y"��i»�`�� `:' �` �rtse. � ' � ;� ik,t r �i�.}t`d 4� �� 1i!� �,'��ilt �k,�'�ir� , r� �'J l �" tY,r� � i 1 '' }� �., r -f�� ' � '� �r �rs �1/�� ?{�,�t��+�r' t7�:iisv0� �'�� "�w �t ��V,'3y..,� i l,nd, f P'.r1 �iy �y-��+ h�,it �1 li. �f �r/ � �. � �. �:!y �!R?'��61�A�1�'","�y�.,�M��4`S�'x��5i� �C�;,. ��..(.� � ' 11 �` , . � r {'� � �':�,�`C � f�r�ywf��e�. .;�'��(k��,1; � _ '.♦ � ` �- 4 j l,';�,� lic;u.'�;;ti tr.�i. �;�Jt.. It �� 1' 1�� tl y,... rA ��'� . i ;� . .. .. a ] �{ � ,, C� .::_..�:_�.-. __ _ - �.. . . � � : ��. �•Y. '. :`.; a ;; , , w � , i, f' �� Z a � ,{w�, � � �� ;a�)� � O Y��i ,( r � � � ��t{�+I� n: � C11� � i�� . � . . '.i • �� Vf wf .C'�. � � �{� � . '� ,i'- � � C �4y ' ffi /' � �! Q !0 •V �:;? , ,I,,:h; � � � N - �s,: ,yu,tr' O C O ."i`ii� ,Ur., O r . i �--� t'.. C1 �r • � �8�1WW[----------- ' ' . ,....._.-- �.. �Y Y� `�� f,,.r-- ~ � � ,.... . - - ;Pk�"�� •..},. ", a..��..._._. '� ' c�'1 LL ��ji'r " o`'". ,�G... �� c,�`�� ,.. �;e�l��{;;��'��'�r . "'� \� � .V a� 5 �r �. �� {� ��r�f j��Rl,1{.+, � ��s��'�}��gei��p'�`��'p�� `�c �I,• t��,�� ;� k�a�t�{�'hr� ; � _ ._ � ��`�� h�, .-try��s �,�NM ��sw1�F'�•� C "�b�"1 '``��`�q��A��i�'�'tk^�'!J6'j�t � � e '�� 4. y� �)�� ,i7��t5`��fg{+�q9�� ty��17p�,�n�f' �J��., . q � •Wr{at4�r5��`� K,trd��f°r�`�}`�{�rlsi�y'��A�","�''�,� . e}G �`r�l�}�YO��r� ��q ��i�1'.4 �� 1 r��1��1',� L.7 t� ^��y �F ,h.' iYN�{P�j'.,��'�.f�ra„`,��r^''��4 �rd�i,?�,�i��'��1�'f��,�,. Yy� ,a�, � +�,T��xy��r� �f��t��V�t��s�.r��e a �s f'�,�§+��*,";f�;r#�ry� _ oVµ, � � R T�..�"! 1��a�ay� 1 � E st �� M '� �� 1 � .i 7 �,.Lt r'��°��f{j� �kf7,��.�lr�-},F[yttrg,d i�$��ttir�ayy{y!a�_,4�I�C�rq�r� �•.��Y�� • ;�� {�. ,$'. '�t! �h��y �"�-�.,k`�' ��M1"�tr�,�`�'i��`��i'�>�'�.., 'e t._..—^'-� �______.�� _._i , ._.; .—�___. ��_ . ..� .._. � . .I.. . . — °` ..° `s ��.;a. .�.... �_:.- ,�z�. . .. . _ . .,. .. J.S.Jones and Associates. Inc. 5.0 Vegetation 5.1 Vegetation Methodology Rules for determining dominant species were established in the Corps of Bngineers Wetlands Delineation Manual(COE, 1987). Dominants aze determined using the 50/20 rule. To use this rule, percent cover is added by order of descending cover until 50%cover is reached. These species are considered dominants. The next most common species is also included as a dominant if it has over 20% cover. Species with less than 5% cover aze not considered dominant species. Hydrophytic vegetation has adagtations that allow these species to survive in saturated or inundated environments. These environments are classified according to the Classification of Wetlands and Deepwater Habitats of the United States(Cowazdin, 1979). The probability of species being found in wetland environments has been determined by the U.S. Fish and Wildlife Service in the National List of Plant Species that Occur in Wetlands: 1996 National Summary (U.S. FWS, 1996) (see Table 1). An indicator status was applied to each species according to its probability of occurring in wetlands. Table 1: Plant indicator Status jndicator Categ9rv Symbo! Occurrence in Wet(ands Obligate Wetland OBL > 99% . Facultative Wetland FACW 67-99% Facultative FAC 34-67°/a Facultative Upland FACU 1-33% � Upland UPL > 1% Note: FACW,FAC and FACU have+and-values to represent species near the wetter end of the spectrum(+)and the drier end of the spectrum(-). (Nationa!List ojPlant Species lhat Occw in Wetlands: 1988 Nationa!Summary, Reed 1988) 5.2 Vegetation Results A small area of lawn and ornamental Iandscaping is present around the residence. T`he remainder of the property is deciduous forest dominated by red alder and big-leaf maple (Acer macrophyllum) with a dense understory of Himalayan blackberry (Rubus procerus). The drainage feature is dominated by Himalayan blackberry, salmonberry (Rubus spectabilis} and lady fern (Athyrium filix femina), with azeas of reed canarygrass(Phalaris arundinacea). At sample location 1 (SL-1), an upland,deciduous-forested plant community is present. Dominant species are big-leaf maple, Scouler willow(Salrx scouleriana), Himalayan blackberry and sword fern(Polystichum munitum). Dominant species at SL-1 are 25% FAC and 75% FACU. An � uptand ptant community is present because less than 50%of dominant species aze FAC, FACU and OBL. At SL-2, a Palustrine scrub/shrub plant community is present. Vegetation is dominated by Himalayan blackberry, lady fem, giant horsetail (Equisetum telmateia) and reed canarygrass. Dominant species at SL-2 aze 75% FAC and FACW and 25% FACU. A hydrophytic plant community is present because over 50%of dominant species are FAC, FACU and OBL. 3 � i J. S.Jones and Associates, lnc. I At SL-3. an upland. deciduous-forested plant community is present. Vegetation is dominated by I' red alder and Himalayan blackberry. Other dominants within I00 feet of SL-3 in the same '� vegetation community include big-leaf maple and western hemlock(Tsuga heterophylla),two �� FACU species. Dominant species at SL-3 are 50%FAC and 50% FACU. To be considered ' hydrophytic, oyer�0%of the dominant sQecies must be FAC, FACW or OBL. , At SL-4, an upland, deciduous-forested plant community is present. Vegetation is dominated by i, big-leaf maple, western hazelnut(Corylus cornuta),Himalayan blackberry and bracken fern �, (Pteridium aquilinum). Dominant species at SL-4 are 100% FACU. An upland ptant community ��, is present because less than 50%of the dominant species aze FAC, FACW or OBL. I At SL-5, a Palustrine emergent piant community is present. SL-5 is located in a plant community. II, Vegetation is dominated by bluegrass (Poa sp.), large-leaf avens (Geum macrophyllum)and giant �, horsetail. Dominant species at SL-7 are 100% FAC,FACW and FACW-. A hydrophytic plant ', community is present because over 50%of dominant species aze FAC, FACU and OBL. '� At SL-6, an upland, deciduous-forested plant community is present. Dominant species are big-leaf I�, maple and Himalayan blackberry. Dominant species at sample location 6 aze 100% FACU. An ��, upland plant community is present because less than 50%of the dominant species are FAC, � � FACW or OBL. �� I II � � � ' I 4 � J. S.Jones and Associates, lnc. Table 2: Plant Species Found On-Sife and at Sample Locations Scientific Name Common Naate Indicator Sample Location(s) .>_ .�...;. ...:;. Status l 2 3 4 5 6 . Tee� .::.: .;.;:: : � ....::: ...::.:.: ,: , ,:,.. .. . ,..:. .:..>... ,.:::. :,. ..: .. .:: ..:...:.: Acer macrophyllum big-leaf maple FACU X X X X Alnus rubra red alder FAC X Tsuga heterophylla western hernlock FACU X ,_ 6�s. . ..:... �t � -:..::::. ,.....,.........._._... ... ....._ . .......... ..._.__.............._......:.::: ::::::::.:::.:>::::...,..,::....:::::.:.:::::::.::::.�::.:::.�::::.:::.::.:>. ::,:.�::: Coryfus cornuta western hazelnut FACU X Salrx lasiandra Scouler willow FAC X - ::>:�:» - >:>:�:<:::<>:,<;>�;>:::�:: - ;;_�:;::»:>::: :>::>:::.:::;::::::<�::.;::;;:;.;;::;:,::::.�:,;:.:.: :::..::..:::::::::..�._:::::...:.:: .............:.::::,.:. .:..:..:......:....:::.:_.:-::::::.,::::.::.:: :.::.::,:::<.,::.;>::;:::;::;.:.. . .... :...:::::.;:.::.:::.................-.:.:.:�::,......:.,...:..:.>:. ........::::...........:--•. ;,:;:: - :�ad:. �:�:nes�<»:::::>::>:::;><:<::>::<;<;::::: <>i�V. ::>�t� ::<£:<:=>:: �....::..::.:. - ,.:........... .... ... ........................... ....................................................... ..::,.::::::..:::::. .:_::::.:::.�:.�:.::.,.:::::.,::::.�:::.,:::<..�::::.:::.:: .:::::._::. Rubus procerus Himalayan FACU X X X X x blacicberry erbs_ :::' ... . ::. ;.: H .::;.:-r:;:;: ,. ,_., ... _: .... . . .....::.:.::... . .... :..:::,..:..:� .:::::;.::. ::::.:::.. ::.. ,. .. . _. _ . Athyrium filix femina lady fem FAC X Equisetum telmateia giant horsetail FACW X X Geum macrophyllum large-leaf avens FACW- X � Phalaris arundinacea reed canarygrass FACW X Poa sp. bluegrass FAC X ' Polystichum munitum sword fern FACU X ! Pteridium aquilinium bracken fern FACU X ' 5 J S. Jones arrd Associates, Inc. , 6.� SOI�S I 6.1 Soils Methodology �I Hydric soils are soils that are "saturated, flooded, or ponded long enough during the growing � season to develop anaerobic conditions in the upper part" (NTCHS, 1987). They are either �'�, organic soils (peats and mucks), or are mineral soils that are saturated long enough to produce soil , properties associated with a reducing environment. These soils have low chroma, and have redoximorphic characteristics (characteristics related to an anaerobic environment) such as redox , concentrations (mottles), redox depletions (gleying), or a reduced matrix(a matrix that changes color when exgosed to air). 6.2 Soils Results USDA Soil Conservation Service(SCS) mapped on-site soils as Alderwood gravelly sandy loam (AgC) (Snyder, 1973). The site visit confirmed Soil Conservation Service mapping. In a representative profiie for Alderwood gravelly sandy loam, "the surface layer and subsoil are very dark brown, dark brown, and grayish-brown gravelly sandy loam about 27 inches thick. The substratum is olive-gray silty clay loam. It extends to a depth of 60 inches or more. The substratum is grayish-brown, weakly consolidated to strongly consolidated glacial till that extends to a depth of 27 inches or more"(Snyder, 1973). An inclusion of Norma sandy loam is present in the drainage feature. This inclusion was not � identified by the SCS. In a representative profile for Norma sandy loam"the surface layer is black sandy loam about 10 inches thick. The subsoil is dark grayish-brown and daric-gray sandy loam and extends to a depth of 60 inches oc more"(Snyder, 1973}. The soil at SL-1 is non-hydric. From 4 to 18 inches, the "A"horizon is brown(lOYR 4/3) gravelly sandy loam. The soil is non-hydric because it has a high chroma matrix and lacks mottles at ten inches. The soil at SL-2 is hydric. From 0 to 18 inches, the "A"horizon is black(lOYR 2/1) silt loam. The soil is hydric because it has a one chroma matrix at ten inches. The soil at SL-3 is non-hydric. From 0 to 8 inches, the "A"horizon is brown(lOYR 4/3) gravelly sandy loam. From 8 to l8 inches, the"B"horizon is lOYR 4/4 gravelly sandy loam. The soils is non-hydric because it has a high chroma matrix and lacics mottles at ten inches. The soil at SL-4 is non-hydric. From 0 to 3 inches, the "A"horizon is very dartc grayish brown � (lOYR 3/2) gravelly sandy loam. From 3 to 18 inches, the"B" horizon is very dark grayish brown I�I (2.SY 3/2) graveIly sandy loam. T'he soils is non-hydric because it has a high chroma matrix and �, lacks mottles at ten inches. The soil at SL-S is hydric. From 0 to 20 inches, the"A" horizon is black(lOYR 2/1} gravelly sandy loam. Below 20 inches, the "B" horizon is dark brown (lOYR 3/3) with many yellowish red (SYR 5/6 mottles). The soil at SL-5 is hydric because it has a one chroma matrix at ten inches. 6 / / / / • ' .�� . 1 •��.FI�_��.. . . •'r. .�.,� - '� •.. •._�'ye R:rR'i�.a.� — 3sj+.::: .ao � «��'.Sy��}��'.Y�::�X:.� .. •� -. t.�i«f'� �++_.:t .�' _. �.".i : . L !4�y� :`• ! � I��p' .� '' �:.�`. � `•,::�a.�- :�.:. � � Y�.,..,rt„�: :;,.,.. _ ?..� =.i_ y:~�;~�•�•�.� I.' ��_� _�;� 1• � 4 •'`� +i�R''�y. '�� •t:�y� �1" � \�} .. . ' �� '+� . .�;*��n -v•�. .i-, p •J... � ` - _� }; t•: ;-i:�:��•�''-'••. �� y �� .• ��'�� ' � �': �.� ,,�::.� ;- � � s':: ,'�.��,•� � �� '•i .,- ^'.•-•;�.'�.;�:...' i`•� �,s�w'�';°!�*�''s� �t..�;s' ••�e:t:��'.�: •'�'��i�l .+�w sj�y,,,fi.My �� ;4..'�a.. �yt�:��F''c' ' I � �e. �•;� �-`� �-- � �,',,,5'.�- '� ` '.::��/i f ��r�� ""'4:�i� ' :_. •l .R:� � _ '!�'- � ��y�A ��,�"E'� �.: '{Y' -S --�` '�� .•• � '. ... • �;� 4_�� •, . • •:e:L,:}:-. . � / e' .��0._ �• .'Ft,\'+: t,yy'��l �1� ;,i_i,��' •.i�• .5,.% ��+/��•��. r��' � 'l'�.�f='s 'Ity��.�: '�•:y .•;I� '�� - – � �9 1?l.!f:�dr. .j::`', :� Y�= � ��.•+i.-o��,,.` ;�' � � ; , . �; :.ri:::j' �, M•! '�'� Ir�'•3��°''�d11cy'� ,�YYs"�:¢' � ,';"+I i� `7�• t /% •:t.�.�L'��• �f�7'"�rL ' �_ ya,� ��*i: � `�� '.✓i1y�� • , �; ��:;�i+ .�.�: .: � �7 • ,�i t�. �� : 14 .� �w�.`�y R' ir.i'� ti ��.�..r�' �' ��'�!►i�}.'7t�?~i.s..�e-S •Eir i+.7► s.;;S�:r;:. ;,. ,r:��-��;�,�� ; ��,K�:ry� ,�:�,, � V'~��r.. '' '.g .�-' '��'h`�' - - ` �'�� .�,, --'�- -•a '.�-. ';:�,�rKt 1%. � � '•<. 'f'�ti,�`a5�t�� ,�;.� ;� `. •'a s i ' .��'�T//1/•'� �� s� w s� S',f•��rt��il� ��.G� . ��'b '� ' 7�'i ,�'+�; � �.' . ,::+c ° .*.:' .�L� • . -�y. j ' , T.x�yt• q, •� ,•�f�+��: af ��.�� ., ��r��R v��, �� .� :. � + '��.�+• _ ".�t7_-+�t` t �� !�'� '��+�' . � I ��: �'•�� i.�illlt ,i' �.s��-. �•� ' ; /• y�:,3�',�'�.7� - . . ••.�rS.`"r��=�� .�i�_�•�� - �'- �� .�; *�`'�� .�r�'•�iv`�'�.� L� �a�� e`�'��`.s'Ai��G =i�.•'y'e,/.�: :�, '' �'`'.r!� s�-�'t• � •y 'k;,�►`� y.i=.'rt''�. ..y��` �� I�� ' `� .:��::�f� ��\ �7\ '� rw: '�`'Qil�� ( ;�� '�,��•. / ''!:'y'N, �`\�, ��o•++ '�. .. '/1�0�6Ri r; � r�� ;8 - ••_ �� ! .��' �.;f�� `i�l��i�- s�'►��T�—9'�� :. �.�.+�a� —- �[i va._7.� '•r ,,�.. �;+�'�� "T;��': \ .` �''� �� 't. �- :' =��1,��;� j '', :�µi� :.s�� `"'�",.'_��',..�� _ :.r��'•.� . �3i+il�� w :r,; ��:`— �```rc '.,�:,... �:�• �, �� `� .w•'�1�..�� •t��iY�ILa=b t• i.• •a.� ,i ��.cr�'.�i 11; _ 4�;y��tf�. ....'1:.+��,��. �' ��:�-!�} � :5+:.�'.r'..�.•s'_ °•�;�!„t'�� .��!r3. - 1��,�r�t��. i .�w -:.;_._- �.:M: Y ,,,�--��a�— . . . . . . � • � . , . � � . • 1 • . • J. S.Jones and Associates, lnc. The soii at SL-6 is non-hydric. From 0 to 2 inches, the "A" horizon is very dark grayish brown (lOYR 3/2) gravelly sandy loam. From 2 to 18 inches, the "B" horizon is dark yellowish brown (lOYR 3/4) gravelly sandy loam with common, distinct,yellowish red (SYR 5/6) mottles. The soil at SL-6 is non-hydric because it has a high chroma matrix at ten inches. 7.0 Hydrotogy 7.1 Hydrology Methodology The 1987 manual requires inundation, flooding, or saturation to the surface for at least 5%to 12.5% of the growing season to satisfy the hydrology requirements for jurisdictional wetlands (COE, 1987). In Western Washington, wetland hydrology is typicalty present between the months of December and May. The growing season can either be defined h}c the number-of fFos�-free days (temperatures above 28(F), or the period during which the soil temperature at a depth of 19.7 inches is abo�e biological zero (41(F). The growing season is all but a few weeks of the year. The delineation took place August 15th, during a week of heavy precipitation. At each sample location, wetland hydrology indicators such as inundation, saturation, water marks, and drainage patterns in wetlands were assessed in a twenty-inch soil pit. 7.2 Hydrology Results Wetland hydrology is associated with the drainage feature located near the east property line. Hydrology comes from rainfall, surface flow, seeps and the upstream portion of the drainage feature. A surface water flow 2 inches deep was present in the drainage feature at the time of the site visit. At SL-1, SL-3, SL-4 and SL-b, wetland hydrology was not present at�he time of the site-visit. V�etland hydrology indicators including water marks,drift lines, sediment deposits or drainage patterns in wetlands were.not present at these sample Locations. At SL-2 and SL-5, the wetland hydrology criteria was positive because the soil was saturated to the surface. A defined stream channel was present in the drainage feature at both sample locations. 8.0 Wetland Determination 8.1 Upfands SL-1, SL-3, SL-4 and SL-6 are upland sample locations. Upland vegetation is dominant. Soils are high chroma and lack redox features. Wetland hydrology indicators were not present. 8.2 Wetlands � The on -ite wettand is 8470 square feet. The tivetland is associated with the drainage feature located aIong the east property boundary. The wetland extends off-site to the north and south. On-site wetlands were not identified in the City of Renton Critical Areas Inventory(Renton, 1991) or the King County Wetland Inventory(King County, 1990). The on-site wetland was delineated on the basis of the presence of Norma soils and a hydrophytic vegetation community. Wetland hydrology was observed in the bottom of the drainage feature. 8 � , J. S.Jones and Associaces, lnc. Wetland hydrology was not present throughout the entire area of both Norma soils and hydrophytic vegetation because the delineation took place during the summer dry season. Himaiayan blackberry, a FACU is a dominant in both uplands and wetlands on-site. Himalayan blackberry is commonly found in wettands as well as uplands in Western Washington and was not considered in determining the wetland boundary. SL-2 and SI,-5 are located in the drainage feature along the east property boundary. Vegetation at both SL-2 and SL-5 is hydrophytic. Soils are one chroma at ten inches and soils were saturated to , the surface. 9.0 Wettand and Stream Rating and Buffer Requirement The wet(and in the drainage feature is over one acre in size. According to Chapter 32 of the wetlands greater than 2,200 square feet are Category 2 wetlands. Category 2 wetlands are required to have a 50-foot buffer. 10.0 Functionai Assessment . Wetlands have three primary functions. Wetlands improve water quality, as soils and leafy • emergents act to filter and bind water borne pollutants. Wetlands provide important water-holding and flood storage functions, by slowly releasing storm runoff to rivers, reducing the extent of flooding downstream. Wetlands provide important wildlife habitat for a large number of invertebrate, plant and animal species. Benefits to nearby human residents include buffering from surrounding development and opportunities for enjoying native wildlife and vegetation. On-site wetlands are in the upper third of the watershed. Hydrology comes from hillside seeps, � rainfal!and sheet flow from the surrounding uplands. Water quality improvement is high. Vegetation cover is over 90% and tlow-through is moderate. Water holding and storm water functions are moderate due to the unconstrained outlet and the size of the wetland. Wetland and wetland buffec functions were assessed using the Wetland and BuJfer Functions and Semi- quantitative Performance As.se.ssment (Cooke, 1995). Flood and stormwater functions are moderate. The wetland is associated with a tributary of May Creek, the wetland, includind ofl=site area, is 5 to 10 acres and is located in the upper t/3rd of the drainage. Base tlow and groundwater suppor[ is moderate because of the wetlands size, position in the watershed. seasonal flooding and low-flow sensitive fish populations downstream. Erosion and shoreline protection is moderate because of the dense vegetation along the ordinary high water mark and moderate development upstream. Water quality improvement is moderate because of the size of the wetland, high vegetation cover and moderately developed upstream basin. the on-site wetland provides moderate biological support because of its' size, variety of habitat types, high invasive species. seasonal surface water, moderate organic export and connection to upland habitats. Overall habitat tunctions are moderate because the wetland size, moderate habitat diversity and moderate function as sanctuary or refuge from surrounding development. Specific habitat functions are moderate for invertebrates, amphibians, mammals and birds and Iow for fish. Cu(tural and socioeconomic functions are low. The wetland is privately owned and therefore lacks 9 � ' J S.Jones and Associates, lnc. educational and passive and active recreational opportunities. Aesthetic value is low because views of the wetland are blocked by Himalayan blackberry. The presence of historical or archaeological resources is not known. 11.0 Authority This determination is in accordance with Section 404 of the Clean Water Act, the objective of which is to "maintain and restore the chemical,physical,and biological integrity of the waters of the United States" (COE, 1987). Wetlands are"azeas that are inundated or saturated by surface or ground water at a frequency and duration sufficient to support, and that under normal circumstances do support, a prevalence of vegetation typically adapted for life in saturated soil conditions. Wetlands generally inciude swamps, mazshes, bogs,and similar areas"(EPA,40 CFR 230.3 and CE, 33 CFR 328.3). � 12.0 Limitations Wetlands are subject to seasonal and annual variation. Wetland determinations and delineations are not final until approved by regulatory agencies and/or local jurisdictions. 10 , '� < ` • ' J. S.Jones and Associates, lnc. 13.0 References COE. I987. Cvrps of Engineers Wetlands Delineation Manual, Technical Report Y-87-1,US Army Engineer Waterways Experiment Station, Vicksberg, Mississippi. Cowardin, Lewis M. 1979. Classification of Wetlands and Deepwater Habitats of the United .States. C:.S. Fish and Wildlife Service. Jamestown,North Dakota. Federal Register. 1980. 40 CFR Part 230: Section 404(b)(1) Guidelines for Speci�cation of Disposai Sites for Dredged or Fill Material. Vol. 45, No. 249, 85352-85353. US Government Printing Office, Washington D.C. Federal Register. 1982. Title 33: Navigation and Navigable Waters; Chapter II, Regulatory Programs of the Corps of Engineers. Vol. 47,No. 138;p 31810. US Government Printing Office, WashinQton D.C. .. � King County. 1991. King Counry Wetlands Inventory. King County Environmental Division. BeIle�ve. Washington. King County. 1996. Zoning Code Title ZIA. King County Department of Development and Environmental Services. Renton, Washington. � MacBeth Division. 1990. Munsell Soil Color Charts. Koilmorgen Instruments Corporation. Baltimore. Maryland. Reed, PoRer B. 1988. National List of Plant Species that Occur in Wetlands: National Summary. I U.S. Fish and Wildlife Service. St. Petersburg, Florida. Renton. 1992. Code of General Ordinances of the City of Renton. Renton, Washington Snyder. Dale E., Phillip S. Gale, Russell F. Pringle. 1973. Soil Survey of King Counry Area, Wcrshingron. USDA, SCS. Washington; D.C. �,�' . � - i� � � i � � ' =� � , � ;� ,. ll ._ `' . • J.S Jones and Associates, Inc. l ' . Attachments . x--; 4�•' . .. . . . a..Y ".�..%y.� . . . � . . . �µi i :� . . . . . . .':�� I 12 r , ° ' J. S. Jones and Associafes, !nc_ Routine Wetland Determination Data Form (1987 COE Wetiands Delineation Manuai) Project/Site: Z .� o .c� u� . C, Dale: ApplicandOwner. G County:_1CL�r Investigator: �� L., State: �� ' Do Normai Circumstancos exist on che site? es No Community [D: Is tl�e site significantly disturbed(Atypical Situation) Yes � Transect 1D: Is the area a potential problem area? Yes � Plot ID: � Explain: Sa�nple Loc.: WetI./UpL• � �� VEGETATiON Dominant Indicator Percent Basal Dominant Indicator Percent Stem Tree S ep cies Status v r Area Woodv Vines $tatus ve Count I � /`�LU �f�. 9. �c� � Z. I 0. 3. !1. 4. 12. Dominant Indicator Percent Stem Dominant lndicator Percent h c' �d� �4Y�L SS9ut.t! �L� Cover ' �.� �� I 3. �,v �!J r 6. 14. 7. 15. 8. 16. Percent of Dominant Species that are OBL, FACW or FAC: (Excluding FAC-) 2� Basis for Decision: �� S� �o �� !A' _ ;..�ih C- 5'CG� / HYDROLOGY Wetland Hydrology Indicalors: Recorded Data(Describe in Remarks): Primary (ndicators: � _Stream, Lake or Tide Guage I�undated _Aerial Photographs Saturated in Upper 12 Inches . ' / Other Water marks I t�No Recorded Data Available: DriR Lines _ Seciiment Deposits Field Observations; Drainage Patterns in Wetlands Secondary Indicators(2 or more reyuired): Depth of Surface Water (in.) " _ Oxidized Root Channels(upper 12" Water-Stained Leaves Deptl�to Free Watec in Pit (i��.) _ Local Soil Survey Data FAGNeutral Test Depth to Saturated Soil: (in.) Otl�er (6xplain in Remarks) Dasis for Decision: ' ��/„ _ / I, / / �f �� /I�'{Gf /�,C�Yc�, IN�C/¢� N�t /L � '/ J. S. Jones and Associates, Inc. SOILS Map Unit Name /� Drainage Class: (Series and Phaze): C� � Do Field Observations Taxonomy(Subgroup)• Confirm Mapped Type? � Pofi{e Description: Depth Matrix Colors Mottle Colors Mottle Texture, Structure ( nc e n e! i (Munsell Moistl Abundance%ontrast Concretion�,etc. � '� �sL 3-r �� c. �5 Hydric Soil [ndicators: _ Concretions _ Histosol _ High Organic Content in Surface layer _ Histic Epipedon in Sandy Soils _ Sulfidic Odor _ Organic Streaking in Sandy Soils Aquic Moisture Regime _ Listed on Local Hydric Soils List _ Roducing Conditions _ Lisied on National Hydric Soils List _ G(eyed or Low-Chroma Colors _ Other(Explain in Remarks) _ 2 Chroma with Mottling Basis for Decision: l,v «�� ,�� WETLAND DETERMINATION Hydrophytic Vegetation Present? Yes [s the Sampling Point in a Wetland? Yes o Wetland Hydrology Present? Yes � � Hydric Soils Present? Yes � Remarks: � * This data form is a combination of the original and amended 1987 Routine Wetland Determination data torms. ' � � ' J. S. Jones and Associafes, lnc. i Routine Wetland Determination Data Form ' (1987 COE Wetlands Delineation Manual) ProjecdSite: –, Date: Z ApplicandOwner. �L-� County: /--�'�— Investigator: State: Do Normal Circumstances exist on the site? Yes No Community ID: Is tl�e site significantly disturbed(Atypical Situation) Yes o Transect ID: Is the area a potential probtem area? Yes � Plot ID: Expiain: Sample Loc.: !��Z Wetl./Upl: .( 1 .�i u� r�� ,��o�/�.�� VEGETATION � Dominant [ndicator Percent Basal Dominant Indicatoc Percerrt Stetn Tree Species Status Cover Area W V'i e tat ve �ount l. 9. �� v 2. � �o. 3. I I. 4. 12. Dotninant lndicator Percent Stem Dominant Indicator Percent � Sttrub pecies Status Cover un Status ve 5. l 3 �?� �L_ 6. t . � �_ 7. 15. a ��G��_ 8. I G. Percent of Dominant Species that are OBL, FACW or FAC: ��/ ' (Exc{uding FAC-) ��d �/�'� � ��Lt� Basis for Decision: ,¢� / ��0�� _/ /_,�� 0 G(� ��/ 6�/0 %�� /�i¢lCv HYDROLOGY • l�/etland Hydrology lndicalors: _Recorded Data(Describe in Remarks): Primary lndicators: • _Stream, Lake or TiJe Guage _Inundated Aeria! Photograpl�s �turated in Upper l2 Incl�es r Other Water marks _No Recorded Data Available: Drift Lines Sediment_Deposits Field Observations: �aiiiage Patterns in Wetlands Secondary Indicators(2 or more required}: Deptf�of Surface Water (in.) " Oxidized Root Cl�annels(upper 12" Water-Stained Leaves Deptti to Free Water in Pit ��(in.) Local Soil Survey Data ��AC-Neutral Test � Depth to Saturated SoiL• � (inJ _ Other (Explain in Remarks) i Sasis for Decision: � �� C �� S�✓�� J. S. Jones and Associates, Inc. � SOILS Map Unit Name /J ' _ � / / Drainage Class: (Series and Phase): /T"��f�l'SL Da Field Obsecvations Taxonomy(Subgroup): ! Confirm Mapped Type?�No � Pofile Description: Depth Matrix Cotors Mottle Colocs Mottle Texture, Structure (In Horizon (Munsell Moist) (]�tunsell Moistl Abundance/contrast cr t' ns•etc• �— � h'- cY c ��SL �t i3 � y S� Hydric Soil lndicators: Concretions _ Histosol _ High Organic Content in Surface layer _ Histic Epipedon in Sandy Soils _ Sulfidic Odo� _ Organic Streaking in Sandy Soils _ Aguic Moisture Regime _ Listed on Local Hydric Soils List _ Reducing Conditions _ Lisied on Nationat Hydric Soils List ' Gleyed or Low-Chroma Colors _ Other(Explain in Remarks) _ 2 Chroma with Mottling Basis for Decision: � <<�� f /��,�- WETLAND DETERMINATION Hydrophytic Vegetation Present? Yes Is the Sampling Point in a Wetland? Yes o Wetland Hydrology Present? Yes � Hydric Soils Present? yes Q�s' Remarks: * This data form is a combination of the o�ginal and amended 1987 RouGne Wetland Determination data forms. .• , '` ' J. S. Jones and Associafes, tnc. Routine Wetiand Determination Data Form (1987 COE Wetiands'Delineation Manual) ProjecdSite: Z � Dale: � ApplicandOwner County:=`;�1� Investigator: State: Do Normal Circumstances�xist on the site? No Community ID: Is tlie site significantly disturbed(Atypica(Situation) Yes� Trartsect ID: ls the area a potential problem area? Yes � Plot lD: Exptain: - Sample Loc.: �� WeHJCIpI: ��►'u�l�.u-C� � ,(�j/fj,v ��,¢�/j.e VEGETATtON � Dominant Indicator Percent Basal Domiaant lndicator Percent Stem ee c'e t Cover Area Woociv Vines Status Cover �! l. � ��— 9. � � � 2. 10. 3. I 1. 4. I 2. Dominant lndicator Percent Stem Dominant lndicator Percent Shrub Soecies Status Cover Count f{erb Soecies �i� Cover 5. t3. 6. l4. 7. I5. 8. Ib. Perceiit of Dominant Species that are OBL, FACW or FAC: (Excluding FAC-) �� ' Basis for Decision: �f �� 1!c , ��4 �� /��j / /� , / � U C �C.._� l HYDROLOGY �etland IiydroltLgy Indicators: _Recorded Data(Describe in Remarks): Primary Indicators: • _Stream,Lake or Tide Guage Inundated _Aerial Photograpl�s _Saturated in Upper 12 (ncl�es Otlier Water marks �Recorded Data Available: _ Drift Lines _ Sediment Deposits Field Observations: Drainage Patterns in Wetlands Secondary Indicators(2 or more required): Depth of Surface Water (in.) " Oxidized Root Channels(upper l2" Water-Slained Leaves Deptl�to Free Water in Pit (in.) _ Local Soii Survey Data FAC-Neutral Test Deptli to Salurated Soil: (in.) Other (Expfain in Remarks) Basis for Decision: l�d;�gf�s ��t ��°le,� J. S. Jones and Associates, lnc. � . �� SOILS Map Unit Name �Drainage Class:_j pd� (Series and Phase): �/��- Do Field Observations Taxonomy(Subgroup): �-- Confirm Mapped Type? Ye Pofile Description: Depth Matrix Colors Mottle Colors Mottle Texture, Structure <�e Horizon iMunseil Moist) (Munsell Moistl Abundance/contrast ncreti n e !�- LG�� 2/� Hydric Soil Indicators: Concretions _ Histosol _ High Organic Content in Surface layer _ Histic Epipedon in Sandy Soils _ Sulfidic Odor _ Organic Streaking in Sandy Soils _ Aquic Moisture Regime _ Lisied on Local Hydric Soils List Reducing Conditions Listed on National Hydric Soils List �leyed or Low-Chroma Colors _ Other(Exptain in Remarics) _ 2 Chroma wifh Mottling Basis for Decision: � ��0�� `b � / WETLAND DETERMINATION Hydrophytic Vegetation Present? No Is the Sampling Point in a Wetland? No � Wetland Hydrology Present? (� No Hydric Soils Present? _� No Remarks: * This data fortn is a combination of the original a�d amended 1987 Routine Wetland DeteRnination data forms. � ,� , ` . ' J. S.Jones and Associafes, Inc. Routine Wetland Determinatio� Da�a Form (1987 COE Wetiands De(ineation Manual) ProjecVSite: Z N Date: � ApplicandOwner. �� County: �_��/T� Investigator. State: � Do Normal Circumstances exisi on the site? e No Community ID: I� Is the site significantly disturbed(Atypica!Situation) Yes � Transect ID: Is the area a potential problem area? Yes � P{ot 1D: Explain: Satnple Loc.: � Wet1.NpL• j VEGETATION II Dominant Indicator Percent Basal Dontinant lndicator Percent Stem ; Tree Species ta u v r Area W Vi e Status ve �ount 4. i- �Cv � 9. ,�,� � � 2. � I0. �� 3. 1 I. 4. 12. Dominant Indicatoc Percent Stem Dominant lndicator Percent Stirub Species Status Cover ui ci Status ve 5. ;�� 3 d 13. /��fLs� � 6. ld. 7. i5. 8. (6. Percent of Dominant Species that are OBL, EACW or FAC: f� (Exctuding FAC-) � ? ; Basis for Decision:��/j� ��1�� 3 �, �y��. U%a �� -�GCv O_ G � HYDROLOGY ' Wetland Hydrolttgy lndicators: _Recorded Data(Describe in Remarks): Primary Indicators: • _Stream, Lake or Tide Guage Inundated _Aerial Photographs Saturated in Upper �2 l►�ches Otfier Water marks � (/No Recorded Data Available: Drift Lines _ Sediment Deposits Field Observations: Drainage Patterns in Wetlands Secondary Indicators(2 or more reyuired): Depth of Surface Water (in.) " _ Oxidized Root Channels(upper 12" �I Water-Stained Leaves ' Depd�to Free Water in Pit (i��.) _ Local Soil Survey Data FAC-Neutra!T'est � Depth to Saturated Soil: (in.) 011ier (Explain in Remarks) I Basis for Decision: ��«R�S � )� �jP�� I �v e J. S. Jones and Associates, lnc. � � SOILS Map Unit Name Drainage Class: (Series aad Phase): L Do Field Observations Taxonomy(Subgroup): `— ,� Confirm Mapped Type? � No Pofile Description: Depth Matrix Colors Mottle Colors Mottle Texture, Structure (Inchesl Horizon e i t (JV(unsell Moistl 06undance/contrast nc et' et �� H- p 2u SC- Hydric Soil Indicators: Concretions _ Histosol _ High Organic Content in Surface layer _ Hisiic Epipedon in Sandy Soils _ Sulfidic Odor _ Organic Streaking in Sandy Soils Aquic Moisture Regime _ Listed on Local Hydric Soils List _ Reducing Conditions _ Listed on National Hydric Soils List Gleyed or Low-Chroma Colors _ Other(Explain in Remartcs) _ 2 Chroma with Mottling Basis for Decision: 3 �� /�/Q%�yy�G7�� . �-c f i/ WETLAND DETERMINATiON Hydrophytic Vegetation Present? Yes N Is the Sampling Point in a Wetland? Yes �l o�� Wetland Hydrology Present? Yes � ' � Hydric Soils Present? Yes � Remarks: * This data fortn is a combination o(lhe original a�d amended 1987 Routine WeUand Determination data forms. J. S. Jones arrd Associates, Inc. Routine Wetland Determination Data Form (1987 COE Wetlands Delineation Manual) Project/Sit .c> uC � Date: f ApplicandOwner:_ /�j � �l s _ County:-�� Investigat�: %�j�� State: � Do Namal Circumstances exist on the site? No Community ID: Is the site significantly disturbed(Atypical Situation) es yl Transed ID: Is the area a perteatial problem area? Yes � Plot ID: ExQlain: Sample Loc.: � Wetl./[Jpl: G',�'� VEGETATION Dominant Indicata Percent Basal Dominant Indicator Percent Stem Tree�ies Status Cover Area Woodv Vines Status Cover Count 1. �9. 2. 1 Q. 3. 11. 4. 12. Dominant Indicator Percent Stem Dominant Indiptor Percent Shrub S acies Status Cover Count Herb� StahLs Cover 5. 13. Of}- �_ � /� 6. 14. ��i� �> 7. 13. t �/�� 8. 16. Percent of Dominant Species that are OBL,FACW a FAC: (Excluding FAC-) I O � l!> sasis for Decision: ,,;�,e/��.r/`�:��Gf��/, � /,�.',C� ��D,c) ..,�c%S z/� P�`/ �9'o T�t l.v HYDROLOGY Wetland Hydrolopv Indicators: _Recorded Data(Describe in Remazks): Primary Indicatas: _Stream,Lake or Tide Guage Inundated Aerial Photographs ✓3"aturated in Upper l2 Inches Other Water marks �o Recorded Data Available: Drift Lines _ Sediment Deposits Field Observations: ✓ISrainage Patterns in Wetlands Secondary Indicators(2 or moce requued): Depth of Surface Water (in.) " _ Oxidiaed Root Channets(upper 12") ' Watet-Stained Leaves Depth to Free Water in Pit �(in.) Locat Soil Survey Data �AGNeutral Test Depth to Saturated Soii: _�(in.) Other (Explain in Remarks) Basis for Decision: ��,t �j Sv��4 /.�jA„�� / � J. S. Jones and Associates, Inc. � SOILS Map Unit Name Drainage Ctass: l� (Series and Phase): - Do Fieid Observations Taxonomy(Subgroup): -- Confirm Mapped Type? Y o Po61e Description: Depth Matrix Colors Mottle Colors Mottle Texture, Structure Inches Horizon unsell Moist {Munsell Moist) Abundance/contrast Concretions etc. �—ZO /`�— / Z L �v�- �- v 2 �3 Z .6 �S'L Hydric Soil [ndicators: Concxetions _ Histosol _ High Organic Content in Surface layer _ Histic Epipedon in Sandy Soils _ Sulfidic Odor _ Organic Streaking in Sandy Soils � Aquic Moisture Regime _ Listed on Local Hydric Soils List Reducing Conditions Listed on National Hydric Soils List �{sleyed or Low-Chroma Colas _ Other(Explain in Remar�ks) _ 2 Chroma with Mottling Basis for Decision: I � �o�/r � /U'� WETLAND DETERMINATION Hydrophytic Vegetation Present? No Is the Sampling Point in a Wetland? Yes No Wetland Hydrology Present? No Hydric Soils Present? e� No Remarlcs: � * mis daca t«m is a cornbinaci«,of ine orginal and an,ended�s87 Rouc;ne wetland Dete�minac;on ci�a romu. � i J. S. Jones and Associates, lnc. Routine Wetland Determination Data Form (1987 COE Wetfands Delineation Manual) Project/Site: � ► ,cJ � Date: Z F ApplicandOwn • County: /� lnvestigator: State: Do Namal Circumstances exist on the site? No Community ID: Is the site significantly disturbed(Atypical Situation) Yes � Transect 1D: Is the area a potential problem uea? Yes � Plot ID: Explain: Sample L,oc.: -�—� Wetl./tlpl: o VEGETATION Dominant Indicata Basal Daninant Indicator Stem Tree Svecies Status Atea Wood Vines Status Count I Fi9Cc� � 9. LQ'�„'i� 2. l0. 3. it. 4. l2. Dominant Indicator Percent Stem Dominant Indicatoc Percent Shrub Saecies Status Cover Camt Herb Species Status Cover � 5. 13. 6. l4. 7. L 5. 8. 16. Percent of Dominant Species that are OBL,FACW a FAC: (Excluding FAC-) �� Basis for Decision: Ne � ��w o�� /�5,,,,��j HYDROLOGY Wetland HydroLoQy[ndicators: _Recaded Data(Describe in Remarks): Primary Indicatas: ' _Stream, Lake or Tide Guage Inundated _Aerial Photographs Saturated in UpQer 12 Inches �� Other Water marks `No Recorded Data AvaiIable: Drift Lines _ Sediment Deposits Field Observations: Drainage Patterns in Wet(ands Secondary Indicators(2 or more required): Depth to Surface Water (in.) _ Oxidized Root Channeis(upper l2") Water-Stained Leaves Depth to Free Water in Pit (in.) _ Local Soi( Survey Data EAC-Neutral Test Depth to Saturated Soil: (in.} Other (Explain in Remarks) Basis for Decision: I�dl� A� �� /�� J. S. Jones and Associates, lnc. SOILS Map Unit Name /�` Drainage Class: (Series and Phase): �'�(,��1�(� :� �' Do Eield Observations Taxanomy(Subgroup): � Confirm Mapped Type? Y No Pofi(e Description: Depth Matrix Colas Mottle Colors Mottle Texture, Structure Inch H�zon Munsell M ist (Munsell Moist) AbundanceJcontrast Con etions etc. `� /f- r v - �.- � Hydric Soil Indicatas: _ Concretions _ Histoso( _ High Ocganic Content in Surface layer _ Histic Epipedon - in Sandy Soils _ Sulfidic Odor _ Organic Streaking in Sandy Soils _ Aquic Moisture Regime _ Listed on�Loca( Hydric Soils Lisi _ Reducing Conditions _ Listed on National Hydric Soils List _ Gleyed or Low-Chrana Coiors _ Other(Explain in Remarks) _ 2 Chroma with Mottling Basis for Decision: l,��h,it-u��w��, ��D r�tiut WETLAND DETERMINATION Hydrophytic Vegetation Present? Yes Is the Sampling Point in a Wetland? Yes Wet{and Hydrology Present? Yes ,�o� Hydric Soils Present? Yes � Remarks: * This data form is a combination of fhe original and amerxied 1987 Routine Wetland Determi�ation d�a forms. � � ; . i � � . : Wetland and Buffer Functions and Semi-quantitative Performance Assessment Wetland# 3712 Lincoln Ave.N.E. Staff Repath Date 9/25/9g Location S T R Criteria Function Group 1 1 pt Group 2 2 pts Group 3 3 pts F'�ppd/ sizc<5 acrcs � siu 5-10 acres size>10 acres Storm W2te[ _ riverine or lakeshore wedand �(,mid-sloped wcdand . _deprcssions,headwaten,bogs,flats <10°/.forcsted cover � 1U-30°/.forcsted cover >30°/.foresud cova COI1ti0l x unconstrained ouUet scmi-constrained outtet culvcrt/bcrn�ed oudd tocated in lower 1/3rd of the locatcd in middle 1/3d of the x,locatcd in upper 1/3'�of drainage drainage drainagc Points J.¢ � (ma�c IS) B1Se FIOw/ X siu<5 acra siu 5-10 acrcs siu>LO aaes Ground Water — nvcrine or IakeshoR wcUand. �mid-sloped wcdand deprcuions,hcadwaters,bogs,flats located in lowcr 1!3"�of the locaeed in middle I/3 of �locatcd in upper l!3'�of drainage Support ��e drainage _ temporally flooded or saturated $, seasonaliy or semi-pecmanendy _pertnanendy flooded or sativaced.or I flooded a saturated intumiucndy exposed no 8ow-scnsidvc fish populations �low flow-scnsitive fuh high flow-sc�itive populations Pa�� on-site or downstream populations on-site or downsu+eazn contiguous with site in highly permeable (Mau 15) �� EcOSio[t/ _Spazu grsss/herbs or no veg along modcrate wood or vcg along �dense wood or vcg a{ong OHWM Shoreline OHwM OHwM PToteCtlon �wcttand cxtends <30 m from wctland extends 30-b0 m from wctland extcnds>200 m fran OHWM OEiWM OFiWM highly developcd shorcline or �[ moderately dcvdoped undevcloped shorcline a Points � subcatchment shoreline or subcatcfiment subcatchmcnt (Max 9) Watef Quality X�p�d flaw-through site _ naderate flow through site slow flow through sit,e Improvement — `�%veg cover Sa8o°�.cova �>8Q•/.vcg cover Po�� Z upstrearn in basin from weUand is � <_50°/.of basin upstream from >50'/.of basin upstream from wedand ��t2� undcveloped wedand is developcd developed � holds�25°/.overland runoff holds 25-50'/.overland runoff holds>50%ovcrland runoff N?A=Not Applicable,N/I=No Information Available . Dominant Vegetation: Deciduous forest,Himalayan blackberry understory pIant community. ' Wildlife: ' Wetland and Buffer Functions and Semi-quantitative Performance Assessment Wetland# 3712 Lincoln Ave. N.E. Staff R at Date /9 25/9g Location S T R Criteria Funccion Group 1 1 pt Group 2 2 pts Group 3 3 pts Naturat siu<5 acra � sizc 5-t0 aacs sizc>t0 acrcs BiologiC31 ag tand,low vcg sWctuce � 21cvc1 veg _high vcg strvcturc �scasonal surface watcr permanent surface water _open water pools through summcr Support one habitat type � two habitat types 2 3 habitat types PAB POW PEM PSS PFO EST PAB POW p�p,��PFO EST PAB POW PEM PSS PFO EST low plant divenity(<6 species) �(, moderate plant diversiry(7-I S _high plant diversity(>IS species) Points Zj specia) (max 36) >50°/.invasivc species �10.50°/.invasive species <lU°/.invasive spceics low primary productivity �moderate primary productiviry high primary productivity low cxganic accumulation moderate organic accumulation high aganic accamulation low organic export �[moderatc organic expoK high organic export few habitat feadues �[ some habitat features many habitat feat�ues buffers vcry disturbed � buffea slightly disturbed buffcrs not disturbed �solated from upland habitats _ partiatly connected to upland � well conneued to upland habitau habitats Over'81l HBbltat size<5 acres � size 5•IO aacs size>10 acrcs FunCtiolts �°M'habitat dirersiry � moderate habitat divcrsity _high habitat diversity Points� _low sancwary or rcfugc �[ modcrate sanctuary or ecfuge _ high sanctuary or retuge (mau 9) � SPeCifiC L.ow Invcrtebrate Habitat � modcraee invertcbratc habitat _high invertcbrate habitat Habitat bw amphibian habitat �(,moderate amphibian habitat _high amphibian habitat FunCtions � 1ON'fah habitat modcrate fish habitat _higfi fish habitat low mammal habitat � rtadcrate mamma!habitat _high mammal habitat Points Q low bird habitat �[ rtadcrate bird habitat _high bird habitat (max IS) — Cultuf3U X bw tducational oQportunitia rtadcrate educational opportunities high educational opportunitia SocioeconimiC � bw aathctic valuc _ moderate acsthetic value _high acsThetic value Poiatsl �lacks commercial fisheries, _ moderate commcrcial fisheries _ high commcrcial fisheries (max 21) �culwre,renewable rcsources agriculture,rcnewable rcsources agriculture,renewabk rcsourccs �[lacks historical or archcological modaate historica!or impoctant historical or resources arctrcobgical site archeological site . �lacks passive and active some pazsive and active recreationai many passive and active recrcational opportunities opportunides rccrcational opportunitia �privately owned _ privately owned,some public unrcstricud public access access �rwt near open space some connection to open space directly connerted to open space Notes: � � � � � � �� r • E��ici:� �.�� • _ � � i ' • �+��,_ .� ` �� ' . 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V1�. . � �� _ ._ � � �� /� �,'Lx., � �r...�`'w`� �x. . � �; .' I �."'_ ' �- '�� ' � � � � '�-R r ' =� :. .� - � �� ► T - . . ,� . , �, � ` _ -. . . ♦ 1� ' : .. �,� � o , l .r_1 �� : � "�y � i- • �� , ' • � � � v`� �d . r� y` ^ ` �� / :�. � `► � • • . I; ,k. � • / � • s� � .�� • ' � ya+ s '/P J �i i _�� *+ � �r r � . ':i . �� 1 :: �• . � •. • / w � � � I � • • � A , � r • �eote�hnicai Engineering Report Taylor Court Sliort Plat 3711 Monterey Place N.E. Renton, Washington June 29, 2005 Prepared For. i Joe Pruss ' 18211 240th Avenue S.E. Maple Valley, Washington 98038 Prepared By: Dennis Joule, P.E. 31700 S.E. 46th Street Fall City, Washington 98024 Consultant In Geotechnical Engineering i , -_>_,\ I �. �_�` North Scale: l"=50� New MSE!Ecology B�ock wal� See Report Text 8 Appendix A Wall Top=53' Wall Top=53' _ Wali Toe=45' WaII Tce=48' �_— � � �- -� `-.e— ' ��— _-an— —�.=— --� - so=� � � � - � �� , � , � '' _ --- ' - - --- — - � ��., i I�, II �. -��P-� an e -- -- -_- _ ` � .-�-- --�=- - ,� ' YJ �� i, r , Q r T_� � r--___. 1 co s � ;.t� � � � � �- ,� �.,\ Jr ` � i �,� � ��---_- jl $,'�,\ � C� .T� \�� ` , < �' � Lot 4� �'��;j - - - - � ��` � _,`,' � � \� Y,_ %;% '�` . � �_, - .. �� ao * �� . .�/, � j � \ \� 1;1 x/ � . f ' , !�\ \\ \\ I � �`a I l � �� .f�'� � � �72 �� `��_ � t �s,� . : . -�� ,� 1'R 3 , � , I � �. , � , :��''-_-:-�-�� ,\ •` S �� ' � �' �5 �� i:� �/_TTT_' :- �� i._� r ,�� i ' �__�,1�.IFSee�t e�"_'�: � � '� ieoMy r-1 � I,� � ,�� y`�' e �� i �!�'r� � I � : ' . . . , i j i / �/ �. � . \� � ! �� I 1 �' . y. �� . . . ��\ �� :. Wall Top--64� � �� r •` /� : ��. . . . . : ; � � � c ��_ �` \` .�; 1Matl Toe=56' � �� r ro ee`, ' \' ./: . . /f'y. .j' � �\ �,� � F .ti . . . �; j �� -r 1 riemoraf � : . .� `� �'� '. � �� 'l ti, ._ . ' ' ',js7'�' � '�, � 1 ,$ r ;; � ` !" Lot 8 , `� �� i `� �I � �' � �CONCRE7F � / � �' 'i �, �;�;#>6� }., ,,� , ; ° � ; , �o't 9 -o � j /��i i i� / �l��•. i� �� j� i �l!/�A ..� ��1 // � 'F�) i � �.i � � � � �: � � T�f� � '� 1�� e � i �`, 3 � J� �y.�� Ebsling Fbuse \ � �\� , `� I � � � �, �Ot ] l' Garage To Remain ••� `•� � �� \ �1 � A �� To Remain `��' � wki''a,ny�` ` �i �' � i ;� '�� 1 1 wal�Top�s� �¢s �; ,,;�{�`,_� �i 1 1 ' � � , ', � � tig� Wall Toe--64' �'� �i � � ��.y � -- �`� �—� ��' �� '� �� Y ��-� �_ _ � ' �� -- , � ---- `I � I ` \'�, 1�' � � i I i� ;% ��se ' � '',�', GEOTECHNlCAL INVESTIGATION Taylor Court Preliminary Subdivision King County,Washington ' TP-1 Dennis Joule,P.E. Indicates the location of the trackhoe test pits 31700S.E.46thSueet Fal]City,N'ashington 98Q24 (425)222-4661 � GEOTECHNICAL ENGINEERING REPORT TAYLOR COURT SHORT PLAT Renton, Washington June 29, 2005 INTRODUCTION The project site, located at 3711 Monterey Pl. N.E. (112`� Place S.E), is a little over 1.5 acres in area and approximately rectangular in plan. Vicinity maps are contained in Appendix C, this site is Parcel Number 3345700205. The planned development consists of creating nine single-family residential lots with associated road and utilities. There is an existing residence on the property (proposed lot 8) that is to remain. INFORMATION PROVIDED A CAD file drawing showing the site location, dimensions, topography, and proposed development plans was provided by Baima-Holmberg, Inc., Civil Engineers of Issaquah. 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. Engineering evaluation and analysis of field data and published documents for the purpose of providing recommendations regarding the geotechnical aspects of site development, and 3. Preparation of this report in accordance with Chapter 18 of the U.B.C., presenting the findings and recommendations. Page I Project 1901 June 29, 2005 FINDINGS Surface Conditions The property slopes down toward the northwest at an average slope of about fifteen percent. There is an existing residence with detached garage, one outbuilding, and a few small retaining walls on the property. At the time of the field investigation the area around the residence was landscaped. The I� remainder of the property supported a heavy growth of native grasses and berry bushes with alder, fir, and maple trees. I Geology I The soils and land types of the King County Area formed largely in deposits of glacial drift laid down during the Vashon period of the Fraser glaciation late in the Pleistocene. This site is mapped as Vashon till (Vt)(Galster & Laprade, 1991). The Vashon till consists of very dense, consolidated lodgement till that ranges in thickness to nearly one hundred feet and has a mantle of ablation till about three foot thick. The ablation till is loose, and it is in this material that soils of the Alderwood series formed. Subsurface Conditions The site is mapped by the U.S. Soil Conservation Service as Alderwood gravelly sandy loam (Ag)• { Within the fourteen-foot maxunum depth of exploration the site is underlain by very silty fine ' sands and fine sandy silts. The soils become more compact with depth, and are hard and slightly cemented below ten to thirteen feet.. No ground water was encountered in the test pits. However, color mottling was observed in all holes, and the soil was very moist in test pit 2. 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. Pc�ge 2 ' Project 1901 ' June 29, 2005 Even if severe ground shaking were to occur at the site, the very silty fine sands and fine sandy silts encountered in the exploration will not liquefy because they are not saturated and they do not have the characteristics of materials prone to liquefaction under dynamic loads. The sands encountered are too compact, and their hydraulic conductivity allows dissipation of excessive pour pressure. The silts are too compact, and can rely on the cohesive component of their shear strength. Compressible Soils No compressible soils �iJere encountered. Slope Stability No steep slopes were observed within the site or adjacent to the property. Groundwater The test pits were logged following a wet spring and no standing or seepage was observed in the test pits. The soil color mottling observed appears to be caused by seasonal surface water percolating down through the restrictive soil layers. RECOMMENDATIONS Existing Structures The existing residence is to remain. The small outbuilding is to be removed from the site. This outbuilding is set on pier blocks and does not appear to have an in-ground foundation system. All concrete and debris resulting from demolition must be removed from the site. Existing Fill Soil Reportedly, there is up to seven feet of fill soil in the lawn area just north of the existing residence. When the cul-de-sac is constructed the excavation will remove most of this material. The remaining material should be evaluated and removed or recompacted, if necessary. Site Preparation � Depressions and loose soil zones resulting from the removal of the septic tank, trees, large shrubs, or underground structures (that may be encountered during construction) should be carefully backfilled with thoroughly compacted on-site inorganic soil or approved import soil. Page 3 Project 1901 June 29, 2005 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. Moisture Sensitivity of On-Site Soils Neaz surface on-site soils are slightly plastic and sensitive to soil-water content. These materials tend to retain moisture, and become soft and muddy during wet weather. It may be difficult to operate construction equipment within this site when the soils are too wet. Excavation and Slopes Cut or fill banks should not exceed slopes of 2:l. 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. MSE Wall Along the North and West Site Boundary To improve rear yard grades within lots 3, 4, 5, and 6, a wall is planned along the north and west site boundary. While various wall types can be considered, it is felt that an MSE (mechanically stabilized earth) / Ecology Block wall system is the most efficient. A wall design for this wall system is presented in Appendix A. The wall will range in height up to eight feet. 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 dimension. 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 90 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 thickness, conditioned with water (or allowed to dry) and compacted to the requirements described previously. Page 4 Project 1901 June 29, 2005 Where the fill is to be placed on slopes exceeding ten percent the stripped ground is to benched prior to fill placement. Level benches are to be cut into the hillside at least five feet wide. Fill is to be placed in horizontal lifts. Utility Trenches Utility trench excavation can be performed with conventional mechanical equipment to depths up II to fourteen feet. See the section regarding ground water. Vertical trench excavations up to four feet deep should be capable of standing either unbraced or with minimal bracing for short construction periods. For the purposes of this section of the report, backfill is material placed in a trench starting one foot above the pipe or conduit or at the top of concrete formed around the pipe or conduit; and bedding is all material placed in a trench below the backfill. Unless concrete bedding is required around utility pipe or conduits, free draining sand should be used as bedding. Sand bedding should be compacted by mechanical means to a density equivalent to at least 95 percent of the compaction test maximum (ASTM D1557-70). Trench backfill should be placed in horizontal layers not exceeding 6 inches in loose thickness and compacted by mechanical means at least 90 percent of the compaction test maximum (ASTM D1557-70). � Residential Retaining Walls ' Retaining wall constructed as pazt 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 non- compacted 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 for the underlying soils. 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 six feet high. ' Rockery construction must comply �vith the City of Renton rockery specifications. Embedded Post or Columns When designing posts or poles as embedded columns in accordance with U.B.C. Section 1806.8.2.1, lateral bearing (Si or S3} may be taken at 1501b/ft2/ft depth below ground surface. Page 5 Project 1901 June 29, 2005 Residential 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 S�. 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 existing grade or adjacent finished grade, whichever is lower. Where footings are constructed adjacent to downslope rockeries, block walls, 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 cut bank, slope, or toe of any adjacent downslope wall or rockery. Footing embedment depth should be increased to meet this condition where foundations are near walls or slopes. Total Differential Settlement There are no compressible soils within the building areas. 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. Page 6 Project 1901 June 29, 2005 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 14-mil thick polyethylene or its equivalent. 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 required for all footings, rockeries, and 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 drainrock should be covered with filter fabric paper, and a layer of native soil should be placed over filter fabric as a soil cap. Soil Infiltration Data This site not considered suitable for the use of infiltration system as a part of the storm water facilities. The soil permeability is too slow. � Residential Lot Surface Drainage and Landscaping 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 discharge facilities. Drainage pipe should be provided to catch and dispose of downspout rainwater, discharge should be into the storm sewer. Landscaped ground should slope down away from building foundations at a minimum five percent slope for at least five feet from the footings. Surface drainage should not be allowed to flow toward or over any steep slopes, rockeries, or walls. LIMITATIONS Changes in development plans will render these specific recommendations invalid unless such changes are reviewed by this office and these recommendations modified accordingly. Page 7 Project 1901 June 29, 2005 Subsurface exploration of any site is necessarily confined to selected lacations, 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: I �/�r�ii....yN=� �r►�y�115 Jp��.. , a0� oF w�sH,y ��. , �,� ,��, ��, `''a, ' t � �� ti � S;'. \ _ � /'��'1� � �0�0 ,Q�1617•3R�0 �<cr��t� � .r GlSTti �� ,�! �`��NA1. EN�1�}s� Dennis Joule, P.E. EXPIRES 7-9-07 Page 8 �� . _ � '•r � . . . . .. . - . � .. . . . , . . . . . + �i f � � ..� . � � � . . €.r.�` � . . . .. Appendix A MSE/Ecology Block Wal/ ' '� I � I ; � � _ s . . � : �>. � . _ Taylor Court Preliminary Subdivision Renton, Washington MSE / Ecology Block Wall The reinforcement material selected for this project is Mirafi Miragrid 3XTc Geotextile Fabric. The geogrid material is to have a minimum long term design strength (LTDS) of 1500 pounds per foot or greater. The reinforcement shall be rolled out, cut to length, and laid at the proper elevation, location, and orientation. Orientation of the reinforcement is of extreme importance since geogrids vary in strength with roll direction. The roll direction of geogrid should be laid in the direction of main reinforcement. The contractor shall be responsible for correct orientation. � Reinforcement should be placed coincident with the compaction lift nearest the design , elevation on the drawing. Geogrids can be placed directly on the existing fill surface. The geogrid is to extend over the top of the block (exception is the bottom geogrid) and the next block above placed. After being rolled out, the reinforcing material should be tensioned by hand until it is taut, free of wrinkles, and lying flat. No overlaps will be allowed in the direction of strength. Adjacent roll widths should overlap a minimum of 4 � inches. The reinforcing material should be cut to length as shown on the drawing. A razor blade, scissors, or sharp knife are acceptable instruments to cut the materiat. Should it be necessary to section a roll width, a high speed, abrasive saw or vibrating knife-edge works well. Extreme care should be taken to prevent wrinkle development and/or slippage of reinforcement during fill placement and spreading. When practical, fill is to be placed in the direction in which the reinforcement was rolled out, to aid tensioning. However, if fill must be placed transverse to the roll length direction, slight (4-inch) overlaps between roll widths with the top piece of reinforcement being the first to receive fill, will prevent permanent folding of reinfo�cement. Rubber-tired equipment is allowed to pass over bare reinforcement at slow speeds, less than 10 mph, and without sudden braking. Track equipment should not be allowed onto bare reinforcement. To avoid damaging the reinforcement, there must be a minimum of six inches of fill on top of the reinforcement before tracked equipment can be operated. Reinforced backfill shall be placed and compacted in lifts not to exceed 6 inches where hand compaction is used, or 8 - 10 inches where heavy compaction equipment is used. Lift thickness shatl be decreased to achieve the required density as required. Reinforced backfill shall be compacted to 95% of the maximum density as determined by ASTM D698. The moisture content of the backfill material prior to and during compaction shall be uniformly distributed throughout each layer and shall be dry of optimum, + 0%, - 3%. Ecology Block Retaining Wall System Unit drainage fill shall consist of clean 1" minus crushed stone or crushed gravel meeting the following gradation tested in accordance with ASTM D-422: Sieve Size Percent Passing 1 inch 100 3/4 inch 75-100 No. 4 0 - 10 No. 50 0 - 5 One cubic foot, minimum, of drainage fill shall be used for each square foot of wall face. Drainage fill shall be placed behind units to meet this requirement. Leveling pad material shall be placed to the lines and grades shown on the construction drawings, to a minimum thickness of 6 inches and extend laterally a minimum of 6" in front and behind the wall unit. Soil leveling pad materials shall be compacted to a minimum of 95 % Standard Proctor density per ASTM D-698. Leveling pad shall be prepared to insure full contact to the base surface of the concrete units. First course of units shall be placed on the leveling pad at the appropriate line and grade. Alignment and level shall be checked in all directions and insure that all units are in full contact with the base and properly seated. Place and compact drainage fill behind wall units. Place and compact backfill soil behind drainage fill. Follow wall erection and drainage fill closely with structure backfill. Maximum-stacked vertical height of wall units, prior to unit drainage fifl and backfill placement and compaction, shall not exceed two courses. '�� /�A i j j//�.i ;j//j/ 5.�� / ,/ i/ %jj�%� 1 /j j/j� 5.� :i/ �� ,/� /��/ j%% V%�jj/ �. �ii!ii 4.0' ',�ii�iia 5.0' _ .i. � • ii i,,• ii�iii ;i!�ii I /�j,/ A ///i/� /�j//� . ��//�-J� • /�j/�j • 4 FT HIGH WALL 8 FT HI�H WALL GEOGRID 13 TO BE SECt BY CONTINUING THE F/U TOP 6F 1'HE$LbCK T01 BLOCK FACE,PIACING 1 BLOCK ABOVE,THEN TI( FABRIC AND PLACINC3 3t FABRIC __ Oripl�sl�Flnia �MITK L1►T MNb TIi � SPECIF{CATION PAGE � �i — �_— —�.-�*'� •R STANDARD BLOCK ►w$F/ECOIOgy BIOCk W&J! Jor�h & West Site Boundary Taytor Court Short PIat Renta�,Weshlnpton Dennis Joule, P.E. 31700 S.E 461h Sfreet, FeH City,Weshington 98024 Phone I FAX(425}222-4661 va � O .., � c�i � � U .—� cCi U •.--� .--� cC � W CJ] � program MGRSW (ver 2.21 August 1990) copyright 1990 Mirafi Inc. MIRAFI Inc. P.O. Box 240967 Charlotte, N.C. 28224 U.S.A NOTES: To the best of our knowledge the calculations performed by this saftware are accurate. However, Mirafi Inc cannot assume any liability whatsoever for the accuracy or reliability of the program and its related documentation. Therefore, results from this program are neither guaranteed nor implied to be correct. As such, Mirafi Inc cannot be held responsible for incorrect results or damages resulting from the use of this proqram. Design calculations performed by this program should be checked and verified by a registered professional engineer. A registered professional engineer should review the design prior to construction to ensnre proper wall drainage is established that will prevent the buildup of hydrostatic pressures over the service life of the structure. Additionally, the engineer should evalnate the GLOBAL STABILITY and the LOCAL STABILITY of the wall �acia since GLOBAb STABILITY an� LOCAL STABILITY of the facia are not considered in this proqram. Suitability ot any material or infringement of patents is the sole resgonsibility o€ the user. The user must satisfy himself/herself through independent investigation that all materials can be used safely. Mirafi Inc has described certain hazards in using this software and Mirafi Inc reinforcement products but cannot guarantee that these hazards are the only ones that exist. JOB: Taylor Court RUN: 1 DATE: 06-29-2Q45 �NGR: PROBLEM GEOMETRY: Wall Height = 8.0 (ft) Backslope angle = 1.0 (degrees) SURCHARGE DETAILS: Uniform surcharge starting at crest of wall Magnitude = 25.0 (lbs/ft"'2) SOIL DATA: COHESION FRICTION ANGLE BULK UNIT WEIGHT (lbs/ft"2) (degrees) (lbs/ft"3) REINFORCED ZONE 0.0 30.0 120.0 BACKFILL 0.0 30.0 120.0 FOUNDATION 100.Q 30.0 120 .0 RESULTS OF EXTERNAL STABILITY CALCULATIONS: �' r'.s. against bearing capacity failure = 5.39 BASE eccentricity = 0.76 (ft) REINFORCEMENT DETAILS: Base Reinforcement length = 5.0 (ft) Number of Reinforcement layers = 3 Reinforcement Type = Miragrid 3XT Long Term Allowable Design Load = 1500.0 ( lbs/ft) Coefficient of Shear Stress Interaction = 0.70 SUMMARY OF INTERNAL STABILITY CALCULATIONS: Assumed Earth Pressure distribution = Rankine, (i.e. Trianqular) Active Earth Force = 134.7E+01 (lbs/ft) Minimum F.S. against grid tensile overstress = 1.86 in laper 1 Minimum F.S. against grid pullout = 1.51 in layer 3 RESULTS OF INTERNAL STABILITY CALCULATIONS: LAYER TYPB BLEV. L FH4RIZ F.S. tensile V.Stress la Anch.CAP F.S. NO. NO. (ft) (ft) (lbs/ft) Overstress (lbs/ft"2) (ft) (lbs/ft) Pullout 1 1 2.0 5.0 805 1.86 726 3.8 2258 2.80 2 1 4.0 5.0 337 4.45 488 2.7 1061 3.15 3 1 6.0 5.0 205 7.31 249 1.5 309 1.51 *see NOTES above for reference to drainage systems and global/local stability �_: .r..•."' ` _ . . , . _� . . . . , 3'' � . . . - . . . . .�'_ ..,� �... . . - . . . - _� � � . . �.��,_. , � - i , � ~1 :r? I ' . -,.� ' . . � .. ., f � program MGRSW (ver 2.21 August 1990) copyright 1990 Mirafi Inc. MIRAFI Inc. P.O. Box 240967 Charlotte, N.C. 28224 U.S.A NOTES: To the best of our knawledqe the calculations performed by this software are accurate. However, Mirafi Inc cannot assume any liability whatsoever for the accuracy or reliability of the program and its related documentation. Therefore, results from this program are neither guaranteed nor implied to be correct. As such, Mirafi Inc cannot be held responsible for incorrect results or damages resulting from the use of this program. Design calculations performed by this proqram should be checked and verified by a reqistered professional engineer. A registered professional enqineer should review the design prior to construction to ensure proper wall drainaqe is established that will prevent the buildup of hydrostatic pressures over the service life of the structure. Additionally, the engineer should evaluate the GLOBAL STABILITY and the LOCAL STABILITY of the wall facia since GLOBAL STABILITY and LOCAL STABILITY of the facia are not considered in this program. Suitability of any material or infringement of patents is the sola responsibility of the user. The user must satisfy himself/herself through independent investigation that all materials can be used safely. Mirafi Inc has described certain hazards in using this software and Mirafi Inc reinforcement praducts but cannot guarantee that these hazards are the only ones that exist. JOB: Taylor Court RiJN: 1 DATE: 06-29-2005 �NGR: PROBLEM GEOMETRY: Wall Height = 6.0 (ft) Backslope angle = 1.0 (degrees) SURCHARGE DETAILS: Uniform surcharge starting at crest of wall Magnitude = 25.0 (lbs/ft"2) SOIL DATA: COHESION FRICTION ANGLE BULK UNIT WEIGHT (lbs/ft"2) (deqrees) (2bs/ft"'3) REINFORCED ZONE 0.0 30.0 120.0 BACRFILL 0.0 30.0 120.0 FOUNDATION 100.0 30.0 120 .0 RESULTS OF EXTERNAL STABILITY CALCULATIONS: F.S. against bearing capacity �ailure = 6.72 BASE eccentricity = 0.55 (ft) REINFORCEMENT DETAILS: Base Reinforcement length = 4.0 (ft) Number of Reinforcement layers = 2 Reinforcement Type - Miraqrid 3XT Long Term Allowable Design Load = 1500.0 (lbs/ft} Coefficient of Shear Stress Interaction = 0.70 3UNII�+lARY OF INTERNAL STABILITY CALCULATIONS: Assumed Barth Pressure distribution = Rankine, (i.e. Triangular) Active Earth Force � = 77D.2E+DU (lbs/ft) Minimum F.S. against grid tensile overstress = 2_65 in layer 1 Minimum F.S. against grid pullout = 1 .64 in layer 2 RESULTS OF INTERNAL STABILITY CALCULATIONS: LAYER TYPB ELEV. L FHORIZ F.S. tensile V.Stress la Anch.CAP F.S. NO. N0. (ft) (ft) (lbs/ft) Overstress (lbs/ft"2) (ft} (1bsJft) Pullout 1 1 2.0 4.Q 565 2.65 485 2.8 1116 1.98 2 1 4.0 4 .0 205 7.31 247 1.7 337 1.64 � *see NOTES above for reference to drainage systems and global/local stability t Appendix B Tesf Pit Logs � �- . . �:� ;� , , , , �, :�`'' , ;. �� :� � ,..I a �_� i � , ' � SOIL LOG - TEST PIT No. 1 PROJECT: Taylor Court Short Plat - Renton DATE: 6-28-OS EXCAVATED BY: Komatsu PC45 Trackhoe HOLE ELEVATION: 50' DEPTH TO GROUNDWATER: INITIAL None FINAL -- LOGGED BY: DJ SOIL DESCRIPTION � COLOR ; MOISTURE CONSISTENCY SOIL TYPE DEPTH PENITR.. TORVANE Very Silty Fine SAND with Occasional Gravel Brown ! Damp ' Loose SMN I � -1- ; �, � Medium I i Dense I �� -2- j � ------------------------ ------ ---- — ---- -----T ' Fine Sandy SILT, Slightly Plastic � Gray Damp Stiff MLS , _3_ ' ' Mottled 1.8 � Orange -4- � TSF , , I -5- I i i -6- ' H�a___ a.o+ ; I -7 - TSF � � I -$- : ; � , � � � -9 - i ' i � ', -10- i ' ' -11- Bottom Hole 11' i I No Water ' I -12- I � � � i -13- j , i � i -14- ' -15- ' ; �I -16- � I � ' I � i , I -17- � , � ; i i � j -18- i � ' ' I -19- I � I ' i I � -20- ' I , ; � � � ; , CONSISTENCY AND SOIL TYPE INDICATE SOIL CLASSIFICATION BASED ON THE SUGGESTED REVISIONS TO THE UNIFIED SOILS CLASSIFICATION SYSTEM - PENITR.INDICATES READINGS TAKEN WITH A SOILTEST POCKET PENITROMETER INSTRUMENT - TORVANE INDICATES READINGS TAKEN WITH A SOILTEST HAND TORVANE INSTRUMENT SOIL DENNIS JOULE,P.E. CI�7L Eh'GINEER SOIL LOG - TEST PIT No. 2 PROJECT: Taylor Court Short Plat - Renton DATE: 6-28-OS EXCAVATED BY: Komatsu PC45 Trackhoe HOLE ELEVATION: 68' DEPTH TO GROUNDWATER: INITIAL None FINAL -- LOGGED BY: DJ SOILDESCRIPTION COLOR MOISTURE CONSISTENCY SOILTYPE DEPTH PENITR.. TORVANE Very Silty Fine SAND with Occasional Gravel, Brown ; Moist Loose , SMN ; I ; ; i � � -1- i i Medium i I Dense I -2- � , I -----y-----g—y---- ----- ---- � ------ � ' Gray I, Moist Firm I MLS -3- � Fine Sand SILT, Sli htl Plastic � '� Motded I 0.9 i Orange ' -4- � TSF ; � � -5- 'I � � -6- i I I -7 - � i � ; _' -8- i � Very ------ ' II i Moist Stiff -9 - I 1.8 ! ' � � TSF I ; i -10- ', � ( i -11- i , i I � j i -12- - - I -13- � Mo�sc Haza- - ' a.o+ �, j -14- TSF Bottom Hole 14' � i No Water I � -15- � � ', -16- i i � I , I I • I -17- j � -18- '. ' I -19- � I , i � � � � -20- I � i � CONSISTENCY AND SOIL TYPE INDICATE SOIL CLASSiFICATION BASED ON THE SUGGESTED REVISIONS TO THE UNIFIED SOILS CLASSIFICATION SYSTEM - PENITR.INDICATES READINGS TAKEN WITH A SOILTEST POCKET PENITROMETER INSTRUMENT - TORVANE INDICATES READINGS TAKEN WITH A SOILTEST HAND TORVANE INSTRUMENT SOIL DENNIS JOULE, P.E. ClL7L F_',VGINF_F.R � SOIL LOG - TEST PIT No. 3 PROJECT: Taylor Court Short Plat - Renton DATE: 6-28-OS EXCAVATED BY: Komatsu PC45 Trackhoe HOLE ELEVATION: 68' DEPTH TO GROUNDWATER: INITIAL None FINAL -- LOGGED BY: DJ SOIL DESCRIPTION COLOR ' MOISTURE CONSISTENCY SOIL TYPE � DEPTH PENITR.. TORVANE Very Silty Fine SAND with Occasional Gravel Brown � Moist Loose ; SMN ' � � -1- , � Medium � � Dense � _2_ i I ' ------------------------ ------ ---- ' Fine Sandy SILT, Slightly Plastic Gray �� Damp Very ^ MI,S —+ -3- ; Mottled Stiff I 3.0 ! � Orange -4- � TSF I'', � -5- � I -6- � -7 - � � -8- I i -9 - � -10- i Haza--- a.o+ � -11- � TSF Bottom Hole 11' -12- No Water � I ' � -13- � I ' ! -14- � I � '� -15- I ; I I ; -16- � , -17- i ' -18- ; j i � � � i ' -19- ; � -20- i ; CONSISTENCY AND SOIL TYPE INDICATE SOIL CLASSIFICATION BASED ON THE SUGGESTED REVISIONS TO THE UNIFIED SOILS CLASSIFICATION SYSTEM - PENITR.INDICATES READINGS TAKEN WITH A SOILTEST POCKET PENITROMETER INSTRUMENT - TORVANE INDICATES READINGS TAKEN WITH A SOILTEST HAND TORVANE INSTRUMENT SOIL DENNIS JOULE, P.E. CIY7I_F.R'GIA'li1iR Appendix C Vicinity Maps �: . - � � � . � � � �. • - • �(_/1 � • Home News Services Camments Search �� • . . • • . • . r ;.�; s �� k�. 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T i5p # � � � ; ` � 1 ! 33�t370D7di 57 ? � � y7D01t3 � � � �,� � _ � � �� s � �"��- �` �� ! � .,� � W \ �� g �ul �3Y0o1d2 � Z� � - $g 30 i i t- � 10 ,s�„�-, 3Jt5700�a6 1 i :1 3'T 020p � $ .SbT .PL .f . { 33�5y00 dA � fi ' t ; 33�7QOtO�37 i!Y 33iST0o�'d3 ; � � s f00 � 4 s0 i � � 7'00}9d � i �sr � ` ' f s3+s�ooi � '},�. � � �� , � � �� s�a�n� �s�no�r�l � 37002t8 � 1�3�t57Q0209 S ��,.�_�3fs700?3� .Xi�510DT70� }.:� W � 7 � � z � � �� s � z — s�oa � r— "' a � Z �aa¢ mos:a f�, xusmors �,� � S � � � 3sss�ao?� �oa2n ��z �+ oo2a� : � � � ' J �" O � <,�_- '.;"�=.. 16�� .: � tc)�oosxyca+.er __.NE.36TN�T_-- ---._ � :��>.� ,,. e intortnation induded on this map has been compiled by King County sta(f irom a variety of sources and is subject to change without notice. 'ng County makes no representations or wartanties,express or implied,as to accuracy,completeness,timeliness,or rights to the use of such formatian.King County shall not be I'�abie for any general,special,indirect,incidentat,or consequential damages including,but not limited to, ost revenues or bst profits resuiting from the use or misuse of the information contained on this map.Any sale of this map or infortnation on his ma is rohibited exce t b written rmission of Kin Coun . King Coun��GIS Center�News�Services�Comments�Search By visiting this and other King County web pages,you expressty agree to be bound by terms and conditions of the site.The details. TAYLOR COURT SECTION VII: OTHER PERMITS 'There are no known other permits that apply the project. ii ' TAYLOR COURT SECTION VIII: SWPPP ANALYSIS AND DESIGN Plan sheet 8 of the Engineering Plan set contains the Temporary Erosion and Sedimentation Control (TESCP) and grading for the project. The basic features contained within the plan include the delineation of the clearing limits, silt fencing, and interceptor swales to direct silt laden stormwater to the sediment trap. Standard ESC Notes have been provided on Plan sheet 9. The total site area is 1.68 acres. The contributing area to the Sediment Trap is approximately .4 acres. In the existing condition,the undetained 2-year peak runoff from the entire site is .56cfs. Therefore the sediment trap is designed based upon the following: General Equation: SA=Qr(2080) Where SA=Surface Area Required Qi=2yr-24hr peak runoff Using ratio proportioning : Qi=[(.4)/(1.68)) x(.56)= .13cfs Therefore: SA= (.13) x (2080)=277 sf Plan sheet 7 calls out a dimension of 20'x20' � There are no known other permits that apply the project. i � • - I TAYLOR COURT SECTION X: OPERATIONS AND MAINTENANCE MANUAL This section is not used at this time TAYLOR COURT SECTION XI: APPENDIX ' This section is not used at this time