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HomeMy WebLinkAbout02977 - Technical Information Report - Drainage � .1AEGER ENC IN�ERINC s 9419 S. 204 PtACE - KENT, WASHINGTON 98031 � n��� �K, -' �:e, I PHONE (253) 850-0934 F�►x (253) 850-0155 November 20, 2041 , _ '� 1.•.,c�. 'R�c/ 3����U2 • Ar si�cri�t� I DRAINAGE REPORT KENDALL COURT SH ORT PLAT 6 LOTS 13815 NE 20`� PL:�(�F: l2F1T(l�T. ��' �. YK�YA.i�(� r ulZ: _ o-+1�t4�s 6��.� \• Tom Kauzlarich ��,���W� �'� � � 2029 Field Ave. NE �� ,:;� ��' ��� � Renton, WA. 98056 � ` . (425) 22b-0621 , ' , . �� � _h`..;� .�4. £ . 'Z�fo� ����. _� ��� 1 ._ ��.�:� PREPARED BY: ��� 2a��i:`�"`�"� . James J. Jaeger, P.E. cmroFr�rra�� RECEiir"�' Nt?�' �' i';;;` �:;�<;•�r�.�„2� ,.-.._ , 2 / ? 7 . � TABLE OF CONTENTS ' I. OVERVIEW � i II. CORE DRAINAGE REQUIREMENTS Iil. OFFSITE DRAINAGE ' IV. PREDEVELOPED DRAINAGE V. DEVELOPED DRAINAGE Vi. CONVEYANCE SYSTEM VIi. ADDITIONAL STUDIES OR REPORTS VIIl. EROSION CONTROL , i I. OVERVIEW The proposed short plat consists of one existing vacant lot with a total area of 0.94 acres. The proposed project will subdivide this lot into 6 single family residential lots. There are no existing structures or any other improvements currently on the lot. There are no mapped wetlands, streams, or steep slopes on this property. However, visual review of the site reveals a potential small wetland area at the inlet to the existing culvert at the south property line. This potential wetland area appears to be less than 1000 SF and would not be regulated per the City wetland code. The property is "L" shaped and is bordered on the norfh and east by the existing Summerwind subdivision and on the south by the new Briere Creek II subdivision that is currently under construction. Lorge residential parcels are to the west of the property. The property fronts along NE 24m Place, which is a private road that is surfaced with gravel, approx. 10' wide. NE 20th Place connects to Duvall Ave. NE. The property is basically flat throughovt most of the site. It rises up about 3 ft. to the north and to the east. The private road on the south side is approx. level or 1 ' higher than the body of the site. There is an existing culvert al�nu the south property line that runs south under NE 20th PI. and into Briere _ r_ ee II. �s culvert drains the site., Water and power/phone can be accessed from NE 20rh Place, along the south frontage of the property. An 8" sewer main currently runs along the entire east property line. NE 20th Place will have to be improved ��ith 2Q' of asphalt s;;rfcce tc provide offsite access to the property. The new private road and joint driveway will be located in the center of the site and within easements. The private road will provide access to all of the proposed lots. There will be a "hammerhead" turnoround at the apex of #he private road. The new access will be a private road and then a joint use driveway west of , Lot 5. The easement will be 26' wide for the private road and 20' wide for the joint driveway. The road and driveway will be surfaced with osphalt � paving. The paved surfaces will be sloped to the north and east, where a thickened edge asphalt curb will collect the drainage. The properfy in its current condition has a numerous trees and is primarily wooded with small alder and many brambles. It has not been maintained throughout its recent existence. The trees are shown on the erosion control plan. The site will re uire a mass fill so that the finished grade can be raised approx. 3' above the exis ing grade. This increase in elevation is necessary or e connect�on and construction of the gravity sewer system within the shorf plat. The proposed drainage will be �� I . , coflected by the thickened edge curb. The runoff from the road will routed to a new biofiltration swale prior to discharge from the site. The new houses wili have roof downspout drains that are connected to a col{ection pipe within the private street/driveway system. This roof .—_. raina e stem will bypass the biofiltration swafe. All of the sitP,�rainaqe will discharge from e site via the e ' that flo Place an �nto the Briere Creek II system. The site soils are of the Alderwood series as mapped by the SCS soils survey. � ' Page 1 of 2 ' King County Building and Land Development Dlvision TECHNICAL INFORMATION REPORT (TIR) WORKSHEET - . . i�. � - . . . . � - . > ». . . � .,-� • . Projec�Owner �/Y'1 Z��,i�N ProjectName _Kf�uZLA�' ��N Sh-!Jf�l P�� Address �Z� '-I�t7 �tVG ti�. �,��..�"�.! Localion Z3 � I Phon��-�S���� - D(.D=! '� Township I Project Engineer �Rm�S ��EC�F�' Rar'9e � E Company 3���F�2 �l(-�;r��-2ir.1G Section � , Project Size �, '�4 AC ; Address Phone_ �- S, R-• r Upstream Drainage Basin Size ��� AC j � �1 0 - 3� O3! , • • �- �� • • • �- I � Subdivision I 0 pOF/G HPA � Shoreline Management ' �hort Subdivision 0 COE 404 0 Rodcery � Grading � pOE Dam Safety L^] Strudural Vaults � Commercial 0 FEMA Floodplain � Other (� Other � COE t'Vetlands L� HPA .. � . i� � - . , . . �� II Corr��munity ! . ��+�r�� r �,=,NLF.►�D� _ � Dr�r,age Basin �y✓ W+-;�--1 !ti�!'-�-i-�''t�.� - ?�(�i�=�y �--����� i � --- .. ,.. .., i Cj River � Fiood�lain ' � St;eam �1 �"Jetlands ' � Critical Stream Reach —' SeepySprings � � Depressions,'Sw21es � High Groundwater Table � Lake �; Groundwater Recharge ' 0 Steep Slo�es ^' Other ---- - -_ ------ i' La�es�ce'Erosicr H��c I � --- --- - - - -------- ------ - �• �� ,' So:!T�;r.: 5�;�-„s � Ero �on Pcte�t'�l Er�siVC VQIOC1�;�?S �lc�ex-w� �G --Q t�_-_�_/� _ l��a.t� ---— --� -FPS _ _ � ---- -- ,---- — - - I ------ - - -- - � _ - --- _ _ - - ,^,�;�J:� - . _ i;: \ \ � r Page 2 ot;� • King County Bullding and Land Development Dlvislon TECHNICAL INFORMATION REPORT {TIR) WORKSHEET . � . . � � „ . � REFERENCE UMITATIO!�1;'SlTE CONSTRAINT r r 0 Ch.4-Downstream Anafysis — Ou� � 1 � � �r' � s aG , o O [] — - 0.c�ces O O Q AdditionaJ Sheets Attatched � � - a� i� I MINIMUM ESC REQUIRE��'�t�7S �."INIl�4Ut�i ESC REQUiREMENTS I DURING CANSTRUCTION FOLLOWING CONSTRUCTION � � Sedimentation Faalities �Stabifize Exposed Surface Stabilized Construction Entrance ��� Remove and Restore Temporary ESC Faalities Perimeter Runoff ConVol � Clean and Remove All Silt and Debris � Clearing and Grading Restnctions �Ensure Operation of Permanent Fadiities I � Cover Praciioes � Rag l�mits of NGPES ��� I � � Construction Sequence � Othe� j � Other j � �� �- �� � Grass L�ned Channel `� Tank � Infiltration Method of Analysis ! � Pipe System Cj V2uit �1 Deores�ion C�t_ 1 t--1 � " ' I i_] Open Channel L� Enercy Diss�ator � Flow Dispersal Compensation,?�litig2tio� � � Dry Pond �J Wetla�d 0 Waiver ot�liminated Site Storage , � Wet Pond � Stream 0 Regional�etention NO ��'��� � ' ����� c�l� (-��.s Brief Descr.ption of S stem Operation �� � 1-'`P '� �i� .� j Yl �y t � . t�'r �.� aV�(� c. O � P S�� EJ�',, IFacility Related Site Limitations 0 Additional Sheeis Attatched ! Reference Facili,y Limi;ation j I � L � ��� � _�r'�. 1 �I ! � Drainaqe Easement 0 Cast in Place V2u!t � Other � Access Easement � Retaining Wall � Naiive Grow;h Pro',ection EasemeM � Rockery>4'H�gh ' 0 Tract , L � S2rucfuraJ on S'.eep Slope � Other -• . -,. -�ti.� . � r »- i . I er a civil e^�:ncN�� unc'�; r,�y �u,:c-^:�sicn �::�,e �:is�;c�' ;�e si!e. Aclual si;e conditions os cbserved wc-re incarperaic-d in;o this woricsheet and the ariatchments. To the best of my knowledge the iniormation provided ' � here is accurate. Sb ad• O� �_ � � , ,, PUGET SOUND MAP � �� � � � �,�E —� , —— ��n�� _. __ --- -- --- �, / � N M d � � � -v —� �-�-- -�� —mc�f—a--i--„l-r�,- - w .^ri,7S-- �: _ � � (V .. 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L�� ,,, `, '�l"� W � (��cc �i� � '�•/� �c i5_ '�J.E. ��� � � � "�' N.E.1i8TN SI ' �5 )+�jpc� ^ 3e � b 9•c'� �Q ,,. ` ` y � 14 _ p . � �6 , A, .h � /;,. ,� ��,n��z � ���f� -- --� - _ � ^^ i c� � � � '� � � �� , r . � %n x O O � m r > 'y i � ��j � P�� � 2fi T T � r ` � ys 39 �'r. °"� i0 F � � i3 � �1 �2 ,3� s ��0 J '` �` ;�G s� �o ss s ` 6 �-.: ae,, • V" � -,,� �� �` rE. I �3) $.P 07 79 � � �� :s " ,�� 1 �s 7 ` � � - < ,,..3 N . �p � 4 -o , Pu r'.=`-�-_`_'T' . ' , ?��tay 22, 2001 OFFICE OF THE HEARLtiG EX.ATIL�'ER CITY OF RE�TON REPORT A1�D REC0:�11l1E:��ATIO\` APPLICANT: Jim Hanson Hanson Consultina 17446 I�lallard Cove Lane Ait. Vernon, 1�'A 98274 File No.: LUA01-02�,SHPL-H LOCATION: I�E 20'h Place and Duvall Avenue l`E Sli:�1MARY OF REQUEST: Subdivide an approximately 0.943-acre property into 6 lots suitable for single family residential development SUi�t�1ARY OF .ACTION: De��el�pment Services Recommendation: Approve �;ith conditions DE�'ELOP`1�;�T S�KVICES K.EF'UK1: I he Ue�elc�pment Sen-ices keport was recei��ed by the Examiner on :�lay 1, 2001. PLBLIC HEARI'v'G: After re�ie��ing the De��elopment Sen�ices Report, esaminine available information on file with the application, field checkino the property and surrounding area; the Examiner conducted a public hearing on the subject as follows: ?11I�Z.TES Tlre folloK�in�n:inutes nre a summary ojthe ltlay 8, 2001 hearing. The le�al record is recorded on tape. The hearing opened on Tuesday, 1�tay 8, ''001, at 9:�3 a.m. in the Council Chambers on the seventh floor of the Renten Ciry Hali. Parties ���ishing to testify w�ere affirmed by the Examiner. The following e�chibits ���ere entered into the record: Eshibit h'o. 1: Yello�v file containing the original Exhibit No. 2: Vicinity I�1ap application, proof of posting, proof of publication and other documentation pertinent to this request. Exhibit No. 3: Sheet 1 of l 6 Plat Preliminary Short Exhibit No. d: Sheet 2 of 2 Short Plat for Kendall Plat Plan, including Vicinity Map and Utilities Plan Court � j Exhibit No. �: Zoning Map Erhibit No. 6: Tree Eachibit �, � �I Exhibit No. 7: Aerial Photograph ' � � Kendall Court Short Plat ` File No.: LL'A01-(125,SHPL A9ay 22, �001 Pa�e 2 ?he hearing opened ���ith a presentation of the staff report by Elizabeth Hiceins, Senior Planner, De��elopment Ser��ices, City of Renton, 1055 S Grady 1'�'ay, Renton, ��1�ashington 98055. The proposed project is located in northeast Renton, east of Du��all Avenue'�E, and nonh of NE Sunset Boulevard. The project is located w�est of the Summer���ind development. The applicant has proposed subdividing, by means of the short plat process, a 4I,073.5 square foot (0.943 acre)property into six lots suitable for single family residential de��elopment. The , 1ot sizes are proposed at ben��een 6,1�2 and 8,230 square feet. The property is currently��acant. ', The project��•ou]d be accessed from Du��all A��enue T�'E by a new public street,NE 20`h Place, and a ne�v pri��ate road. Duvall runs north/south just v��est of the proposed project. NE 20'h Place is currently a pri�•ate drive���ay that serves the abutting property and a half-acre property to the east. Lots l, 2, 5 and 6 ���ould ha��e access from the private street. Lots 3 and 4 would be accessed by a shared drivew�ay along the southern boundary of those lots, ��hich .�+�ould connect to the hammerhead of the new pri��ate road. A 26 foot wide easement�;-ould be required on lots 1, 2, 5 and 6 for the pri��ate road and the hammerhead turnaround. A 20 foot �z�ide easement for utilities and access would be required to benefit lots 3 and 4. The private road would ha��e a�0 foot v�•ide dm�e ]ane in the n��ent}�-six foot easement and ��•ould terminate in a hammerhead turnaround that would meet standards for emer�ency �•ehicle access. The applicant"�ould provide a 28 foot pa��ed drive lane, curb, gutter and six foot side"�alks on NE �0'h Place for the propem� frontage only���ithin the 35 feet of dedicated public ri�ht-of-Nay. On the remainder of'�E�0'" Place from the south���est corner of the property to Du��all, the applicant ��ould pro�•ide a ?8 foot dri��e ]ane in a �0 foot public right-of-���ay. The pri��ate road ���ould be posted, "Fire Lane, ;�'o On-Street Parkino." The property is ce��ered ti�ith vegetation at the present time. Sixry-four existing deciduous trees and l 3 e��erereens ��oLld be remo•�ed because of the necessity for patting fi;] on the property, out ���ou;d be replaced b�� Jandscaping ��hen the property is de�eloped. The property is near]y ]e��el, ���ith the exception of the northeast corner,��•hich s)opes up to the abuttina subdivision at a grade of approximately l2 to 1� percent. This slope, ho��e�•er, is not re�ulated under the Critical ,�reas Ordinance of the City. The average lot size is 6,84� square feet. The lots ranee from a little o�er 6,000 square feet to a little o��er 8,Q00 square feet. There being no areas �l-.; � ���nl . � ��. I�n (�;�..� nrTJ-.,,t-.., (�'�;+�r�l �r o (lr �n n i �r � ! n ' ;t., nf'tl�� i..r..,� t}��o ,^r. in , � , ,' t.. . ,._.. . ._,._ _ C�' ,. C �� ,.1 1.:` 'C?I1. ...- i `��'. ... project is e�empt from en��ironmental re�ie�v and no em•ironmental miti�ation measures ���ere placed on the project. '�1s. Higeins re��ie�;�ed the project's consistency ���ith Plat Criteria. It is consistent«�ith the Comprehensi��e Plan desi�nation of Residential Sin�le Family. It is particularly appropriate in meeting the objecti��e of LU-J by p:o��iding a subdivision of a propem•that�i�ould result in six new family homes. The potential increase in transit rider ship«�ould impro��e opportunities for public transportation in the area. The concentration of homes w�ould make more efficient use of urban services and infrastructure. The proposed density of the project�;�ould be 7.13 dwelling units per acre, .;fiich is ��,�ithin the range of the R-8 Zone. This would be an infill project in an area that has been undergoing rede��elepment in recent;�ears. lt«rould meet the minimum density requirement of the area and be appropriate to the ]ot sizes of ne�;�ly subdivided properties in the area. The project complies ���ith ]ot arrangement requirements of the Street Improvement Ordinance. The lot size, shape and orientation meet the minimum requirements of 4,500 square feet,the minimum width of 50 feet for interior lots. There are no corner lots proposed. T7�e radius of the corners at I�TE 20'h Place���ould be 15 feet, as required. I The proposed project ti�ould eenerate up to 57.4 ne��v average���eekday vehicle trips (9.57 trips per day per lot). Duvall has recent]y been ���idened and is able to handle the additional volume of traffic. A Traffic Mitigation Fee of$75 per each new trip ��-ould be required before recording the final short plat. The Police, Fire and Recreation Departments have indicated they can pro��ide service to the proposed new development. A Fire Mitigation Fee of$488 per lot���ould be required prior to recording the final short plat. A Parks Mitigation Fee of$530.76 per lot ���ould also be required prior to the recording of the final short plat. The project is ���ithin the 1 � Kendall Court Short Plat File No.: LUA01-025,SHPL May 22, 2001 , Page 3 Renton School District. Approximately three children would be generated by the project. Students would attend Sierra Hei�hts Elementary, Mc}Cnight Midd]e School or Hazen Hieh School. ?he project �vould utilize existin� storm «�ater facilities that are located to the south in the Briar plat and facilities at Summerwind. An advisory note to the applicant will be added to request that the technical information report be supplemented �;ith information that demonstrates these dow�nstream systems are sized adequately to accommodate additional runoff from this project. The site�;ould be served from an existing sewer main in Duvail Avenue NE and at the Summervvind development to the east. Staff recommends approval of the Kendall County Short Plat, subject to the conditions outlined in the Staff Report. Jim Hanson, Hanson Consulting, 17��6 1�lallard Cove Lane, I�It. Vernon, WA 98274 stated that the applicant a�rees with the recommendation and staff conditions. The fill will be primarily located on Lots 2 and 6, w�hich have to be raised sliohtly in order to access the sanitary sewer on the adjacent parcel. The property drains throueh an existin� cul��ert across NE 20`h Place and goes to the south into ihe drainage swale being used by Summerw�ind and the Briar de��elopment. The applicant is proposing to install full curb, gutter, side�valk and street pavin� abuttinQ the applicant's property on NE 20'h Place. A 20 foot ���ide access road from there to I)uvall A�enue is bein� proposed. 7he City is askin� that this access road be �+�idened to 28 feet with curb. The applicant intends to comply�vith �vhatever the Street Standards require. Trees would only be removed in the area of the private road, the fill area, and the utility connection area beni�een lots 2 and 6. Kavren Kittrick, Development Ser��ices, 10>j S Grady «'ay, Renton, W,� 9805� clarified the issue of storm drainage. The applicant's enaineer did a Qood analysis of what ���as downstream irom the site in that he located the sizing and made that fairly clear. The only statement missin� was that the system was adequate to handle the runoff. The Duvall system is right on the edge of a draina�e basin. It most likely flows south at this location. The Citv has asked for verification that the dow�nstream flo«s south on Duvall, not north. If it flo«-s r.ort}�, the more srringent 199Q Kin�� Count}' Manual standards ���ill be used. T�he Examiner called for further testimony reearding this project. There ���as no one else �vishing to speak, and no further comments from staff. T7�e hearinQ closed at 10:20 a.m. I FLti`DLVGS. CO\CLL'SIOi�S & RECO�I:�IEI���TION Havin� revie��ed the recerd in this matter, the Examiner now makes and enters the following: FLti�INGS: 1. The applicant, Jim Hanson, filed a request for approval of a 6-lot Short Plat. 2. The yellow file containing the staff report,the State Environmental Policy Act (SEPA) documentation and other pertinent materials was entered into the record as Exhibit#1. 3. The Environmental Review Committee (F.RC), the City's responsible official, determined this proposed short plat is eYempt from SEPA review. 4. The subject proposal was reviewed by all departments with an interest in the matter. 5. The subject site is located along NE 20th Place east of Duvall Avenue NE. The eastern property line would correspond with Field Avenue NE if it were extended. . Kendall C�urt Sh�r-t Plat � � File T`'o.: LUA01-0?S.SHPL T'Iay ?2, �0o] Page 4 6. The subject site is approximatel} 0.94 acres in area. The subject site is an "L-shaped" parcel. The subject site is approximate)y 302.34 feet long(east to���est) by approximately l 79.84 feet deep. These dimensions include the dogleg extension. 7. The subject site is generally le��el, although it has a noticeable 12 to 15 percent rise in the northeast corner of the site. The applicant proposes regrading that area as ���ell as the entire site to create a more le��el plat. 8. The subject site N•as annexed to tl�e City r��ith the adoption of Ordinance 3972 enacted in January ]986. l0. Tl�e subject site is currenth�zoned R-8 (Single Family- 8 dwelling units/acre). l 1. The map element of the Comprehensive Plan designates the area in v��hich the subject site is located as suitable for the de��elopment of single family uses. 12. Tl�e appiicant proposes di��iding the subject site into 6 parcels. .Access to the proposed parce] would be ��ia a hammerhead turnaround and pri��ate road and easement scheme off of T�E 20th Place. l3. Proposed Lots l and 2 �vould both front on NE �Oth Place ���ith Proposed Lot ] «�est of the access road�+�a}� and Proposed Lot 2 east of it. A second tier of four lots �vould be north of Lots 1 and 2. Proposed Lot 3 ���ould be the�.�esternmost lot and Proposed Lot 6 ���ould be the eastemmost. l4. The proposed !ots ��ould ran�e in size from :.pprcximately 6,15� square feet to 8,230 square feet. 15. 71�e net density of the short plat�rould be 7.l 3 d�velling units per acre. l 6. In order to provide sufficient emergency access to the subject site, the applicant „�ill be required to do n{f�i!r i.?�nrrn en,Pr.tc tn T��F "'��h Place h�+�..•�rn Tli�t>all �t,� 11,e ��re�tern hni�n��r�r �f ih� ci�h;e�t �i?P 71�e road���a�� is no more than an unpa��ed narrow path and it���ould be ���idened to 28 feet ofJpavement ���itll curbs, euriers and side���alk in a 30 foot public right-of-���ay. ]7. ]n front of the subject site, along the site's south boundary,the applicant«�ill have to create a 35 foot public rioht-of-���ay���ith the same�8 feet of pavement, c�rbs, gutters and sidewalks. 18. The private road and hammerhead�vould be 26 feet ���ide«�ith 20 feet of paving��hile the easement to serve Proposed Lots 3 and 4 «�ould be 20 feet. l9. Development of 6 single family homes ���ill aenerate approximately 58 vehicle trips per day (based on approximately 9.57 trips per d«elling). Approximately l0% of the traffic trips���ill occur at each of the morning and evening peak hours. 20. T�he development of the subject site���ill 2enerate approximatel}�3 school age children. T�hese students ���ould be spread among the different grades. 21. The City��'iil provide domestic ���ater and sanitary se���er service. 22. T�l�e City needs more information to determine ��hich drainage basin serves the subject site. Depending on ti�hich basin the site is in �a�ould determine which King County Manual applies to the subject site. � � Kendall Court Short Plat Fi1e No.: LUA01-025,SHPL May 22, 2001 Pa�e 5 23. The subject site is not located near any developed recreational parks. CONCLUSIONS: 1. The proposed short plat appears to serve the public use and interest. The short plat, like many, is creating an interior tier of lots that create a landlocked, thoueh private, compound "�here there is no open street setback and front yard. Instead, these interior houses all look at the rear y�ard and ��all of their neiohbors. 2. The short plat«�il! have an impact on emergency services, streets and parks. Therefore, in order to provide for the public welfare, the applicant will be required to pay the fire, traffic and parks mitigation fees that the City has established to offset those impacts. 3. For some reason, there was a bit of uncertainfy about w�hich drainaoe basin surrounds the subject site. In order to make sure that the proper retention and detention methods are employed, the applicant will be subject to meet the requirements of the Public `Vorks Department up to and includine the )998 KinQ County '�lanual, if that is necessarv. 4. The proposed plat will pro��ide additional housing choices in an area in «�hich urban ser��ices can reasonabl}�be provided. The de��elopment of the subject site will increase the taY base and should not overly taY the City's infrastructure, parcicularly«ith the payment of the offsettin� miti�ation fees. 5. The applicant ��ill be providin� the needed roadway connections to this some��hat isofated parcel by extendina impro��emerts from Du��all to tne subject site, and along the subject site's south propert}� line. There wi11 be the needed hammerhead for emer�encv access. 6. Development ofthe site �tiill introduce additiona] noise and population. 7. The proposed density of 7.13 d«ellin� units per acre meets the demands of both the Cemprehensi�e Plan and the Zonin� Code. The lots are all reasonably rectangular. 8. ln conclusion, the proposed short appears to be a reasonable subdivision of]and. DECISION: The Short Plat is approved subject to the follo���ing conditions: 1. The acquisition of the pubfic rieht-of-way for NE 20th Place shall be completed and recerded as a condition of approval of the short p1at. Such recording shall take place prior to recording the short plat. 2. The applican[shall either draft and record a Homeowners' Association or a maintenance agreement for the maintenance of all common improvements, including private storm water facilities, utility and other easements, the private road, and other common areas. A draft of the document shall be submitted to the City of Renton Development Services Division for review and approval by the City Attorney prior to the recording of the fina) plat. 3. The private road, shared dri��e�vay, and hammerhead turnaround shall all be siened "Fire lane,l`'o On- Street Parking." � 4. A Fire I�IitiQation Fee of$-�85 fur each ne��• lot «ill be required prior to recording the final short plat. . Kendall Court Short Plat , File I�'o.: LU.A01-025,S}�PL May 22, �'001 PaFe 6 5. A Parks 1�1iti�ation Fee of��30.'6.+�i11 be required for each new lot prior to recording the final short piat. 6. Traffic mitigation fees of S i 5 per net ne���averace daily trip�•ill be required prior to recording the fina] short plat. 7. The City in its sole discretion ���ill determine���hat King County Storm Water Alanual applies after determining the drainage basin that sen�es the subject site. ORDERED THIS 22"d day of May, �001. � � � �� FRED l. MAN HEARING MINER TR.4NSMlTTED THIS 22°d day of!�9ay, �001 to the parties of record: Elizabeth Hie�ins Jim Hanson 1055 S Grady �Vay Hanson Consulting Renton, �'�'A 950�5 ]74�6 I�9allard Co��e Lane '�9t. \'crnon, `.'�'.� 9S2'� Kavren Kittrick ]O55 S Grady �'�'ay ', Renton, 1�VA 980�5 ?RANSMITTED THIS 22"d day of J�9ay, ?00] to the following: Mayor Jesse Tanner Gregg Zimmerman, Plan/Bldg/P�'J Admin. Members, Renton Planning Commiscion I�'eil Watts, Development Services Director Larry Rude, Fire Marshal Sue Carlson, Econ. Dev. Administrator La���rence J. 1'�'arren, City Attorney Larry I�9eckling, Bui]ding Official Transportation Systems Division Tay Covington, Chief Administrative Officer Utilities System Di��ision Councilperson Kathy Keolker-Wheeler South County Journal Betty Nokes, Economic Development Director Pursuant to Title IV, Chapter 8, Section 100Gof the City's Code, request for reconsideration must be filed in ��ritin�on or before 5:00 p.m.,June �, 2001. Any aggrie��ed person feeling that the decision of the Examiner is ambiguous or based on erroneous procedure, errors of la�v or fact, error in judgment, or the discovery of new evidence���hich could not be reasonably available at the prior hearing may make a��Titten request for a review by the Examiner���ithin fourteen (14) days from the date of the Examiner's decision. This request sha11 set forth the specific ambiguities or errors discovered by such appellant, and the Examiner may, after revie���of the record,take further action as he deems proper. . � II. CORE DRAINAGE REQUIREMENTS . _� 1 . Discharge at Natural Location: The site will continue to discharge at the natural drainage outlet. This is , the existing 12" concrete culverf that is along the south property line near �' the southeast corner. This culvert flows across NE 20th Pface and into the Briere Creek II subdivision that is currently under construction. 2. Off-Site Analysis: An upstream and downstream drainage analysis has been performed and is detailed in section IIl of this reporf. 3. Runoff Control: This project is exempt from peak rate runoff control due to a negligible increase in the 100 year storm for the developed project when compared to the predeveloped 100 year condition. That 100 year difference is 0.56 - 0.22 = 0.34 CFS. ;�._,� �,_Mz � ,: . 4. Conveyance System: The project will provide conveyance piping for the roof downspouts for � of the 6 new lots. The piping wi{I be sized to handle the 100 year developed storm event from the lots. 5. Erosion and Sedimen#ation Control Plan: An erosion control plan will be prepared and will be included with the engineering plans. This erosion control system will include silt fencing along the west and south property line, construction entrance, seeding 8� mulching and clearing limits. A sediment trap will be located near the outlet of the proposed biofiltration swale. 6. Maintenance and Operation: The improvements to this site will remain private and within private, joint use easements. Covenants will be recorded with the short plat that define the maintenance responsibilities. 7. Bonds and Liability: The bonding and insurance forms will be secured prior to any construction SPECIAL DRAINAGE REQUIREMENTS There are 12 special drainage requirements that may apply to any project. !n this case, none of them apply to this project. y.��• • r.'� 1� .,� � m ' � � I � �• � \ I . �.-- - - .1/- �'1'f � � � ♦ .� m �o y • ��.•� I�; ��r �•� � 'li�� . j � Iv � � jp'i• : �{ ��.�. � -I J � ' � 1^ �'--�'T-- ' .•ti;�, �' '�. ,, .�;��f, I •! � ��� . ..... Y , � f�� I �'' ` � ��s:� 't � � ..i s� . m . . � • .�' ' ' ,,• , • . �, �• :��,�`', ��,{: z � r ;► �, � ��► '. �( � - 1 r . . ,p . � • � , 9 � �� �..1�, ��. _��." • ' a � '�.� �1 ` � / � • S • �y ^ ' �rl1' ~• ' ���i� / , �ti{,; , '� I ',,� � j t. 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'+K —r `�_ � +c ,-,f_ `�j � � ��'^i I, i ,J' � i� �r � V —� �-� � (,.�' � .� l� �,� ;.�y, > - � � :.. . � 3-; � - ry '�' ,.'�^� ���. - _ - �� -`+.�I�LLyjJ,.� I �.�/ � '-] -' j�.� r�l �':f, �� ' ''Y , : /r'� {L � �t' � . a ',s-�'`. � - �' ' 'x _ ���1 � i I'.���+ I 4_' ""�`I -- - -- \_ . ,�� = , -�� ;: 1 �� ° �1-- � ��� , ., r�-- ` � . . �. . 1�� � ,'f .�. ,i ! ��,:�:� ,m� �� I - � � l ,� � ,` , I •, � ..� . ;�� '� ` } , (' ' �, � �:-�, ��'� � � =y� ..1� �.,.��-��.., �.1 � a� �� , ,�- �� , � - , � , :.��...�, _f- � ��-- ��i � � ��.� ."�� " - �: .� \� '� 'T ' � �a; ,t r ��, � r. - _. r. .,.;, i /r �,...� .. r...u-�_'�-ic -'i ,/ �.. z ,"' _ � �I Y".����" ', ` f «. � , _.. _ - ` u�! ' l/ ---r W !'F .,� � 1 I � ,. � .� �'��i'1 � �;.; �! S��� - ... T�1 `V r I�']�I-r� _ .r' � �"' 1 •�\ �.i� , �1.`�.�� :'.— 1�., C1 11II / �_L �r�� ���� � d I � ��_, ^, �� .' .'� { / L,� r ./ y r��''1� -�,-�' � �/� �/ +'..l .[ a � � � if n _� ~ �' ��� .�F� — `J ,.- , -.�..� , ;�^ ;,.� f/..t ��' �' ' k~,� ; � �� ,*-. I �j ` � 7l'i���.i��' 1-��.I �5 :�"': St � /', ' f ..,�� " �� � � l� ^^- .. ( , �' �. . �,�,'��^�v� �� �'` a i�.�� ��. 'fi -- - J •rTd�^ �.:-..�' ��!`,'',�.� ,�.' f _l.!� � �_� '�.^.� v J . � ���E , , �T f �� :�.,.� �._�,�--:�.;-+--�-�-_-�-�,�,-�-� y_;;#�;._�- ,r�':.�.:��1 �.. � �: �� _ �-�s�-� --.,---- � . . `�,� � !�:;_. =. � �� r �,I �. ��- r r III. OFFSITE DRAINAGE A. UPSTREAM DRAINAGE ; The upstream offsite drainage contribution to this site wilf be negligible. The properties that are up-gradient from the site ore to the north and east. The existing plat of Summerwind is along both of these property lines. This subdivision has an approved drainoge system that controls all of the runoff within its boundaries. There may be some minor rear yard drainage that flows onto the property. The parcel to the east is the Tract that contains the drainage vault for Summerwind. To the south, NE 20tn Place was elevated and keeps any runoff #rom entering the site. Actually, the ground slopes away from the site (to the south) on the other side of the road. The property to the west is lower or at opprox. the same elevation as the short plat and does not appear to have any runoff that flows onto this site. B. DOWNSTREAM DRAINAGE The drainage from the site will be discharged into the existing culvert along the south property fine that flows south under NE 20'h Place and into the Briere Creek II svbdivision. This adjacent subdivision is currently under construction. A new type 2 CB was place at the south end of this culvert. The pipe out of this CB then runs to the southeast for a short distance and into a drainage ditch along the east side of the Briere Creek II project. This drainage ditch also is the discharge point from the drainage vault for the Summerwind subdivision. The difich along the east side of Briere Creek II is approx. 4' deep, 3' bottom width and lined with gravel and grass. It flows south along the east side of the new subdivision for 270', then enters an 18" conc. culvert. This culvert is 70' long and connects to a type 1 L CB within a drainage easement within Summerwind Div. 4. The drainage continues within the 18" conc. pipe for 200' to a type 2 CB (with an overflow weir structure) on the west side of Field Ave. NE., just south of Field Place NE, within Summerwind Div. 4. The overflow weir structure appears to control the ditch flow that follows the pipe system from the north. The drainage then flows to the southeast, under Field Ave. NE within 192' of 18" conc. pipe. This pipe outlets into a type 2 MH within a drainage tract within the Summerwind 4 plat. The drainage leaves this MH via 244 ft. of 18" CPEP and into a large pond/wetland area at the south end of Summerwind r r and just east of NE Sunset Blvd. This large pond/wetland area is approx. 900' downstream from the project. The pond/wetland has an outiet at its south end, near NE Sunset Bivd. This ovtlet is a 18" CMP that flows to the southwest within the drainage tract and then into a 72" type 2 MH just northeast of NE Sunset Blvd. and Field Ave. NE. From this MH a 24" steel pipe runs to the south, under NE Sunset Blvd. and into a large wetland area just south of NE Sunset Blvd. This wetland appears to be the headwaters for Honey Creek. This point is approx. 1600' downstream from the site. The downstream network of catch basins and piping appear to be good condition. The overfiow weir at Field Ave. NE within Summerwind Div. 4 appears to have been constructed as some sort of flood control. 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I 5303 CATCH BASIN AND OUTLET PIPE INVENTORY - SHEET 9 ' The inventory information for the storm drainage system was compiled from numerous sources and is the best information available at this time and should be used only for GENERAL guidance. The City of Renton is not responsible for errors or omissions when this information is used for engineering purpose. Designers are to field verify this information. DWN GRATE GRATE UPPER UPPER LOWER LOWER GRATE PIPE PIPE LENGTH LENGTH STREAM STRUCTURE INDEX # TYPE ELEV EL (M) IE IE (M) IE IE[M] TYPE DIAM TYPE [M] STRUCT PLAN FILE 5303 CB 9,D 8 - 11 1 411 125.27 405.1 123.48 401.2 122.29 S 12 CC 300.0 91.44 9,D8-12 2-1-125 5303 CB 9,D 8 - 12 1 404.9 123.42 401.2 122.29 397.76 121.24 S 12 CC 265.0 80.77 9,D7-1 2-1-125 5303 CB 9,D S - 13 2-48. 417.69 127.31 414.95 12r,.48 410.85 125.23 C 12 CMP 37.0 11.28 9,D8-14 16-1-580 5303 CB 9,D 8 - 14 2 414 126.19 410.85 125.23 404.58 123.32 S 18 CMP 374.0 114.00 9,D8-15 16-1-580 5303 CB 9,D 8 - 15 2-54. 408.58 124.54 404,58 123.32 399.71 121.83 C 18 CMP 218.0 66.45 9,D7-9 16-1-580 5303 CB 9,E 3 - 1 1 463 141.12 - - - - S 12 CC - - 9,E3-2 FIEL� 5303 CB 9,E 3 - 3 1 - - - - - - S 12 CC - - 9,E3-4 FIELD 5303 CB 9,E 3 - 4 1 - - - - - - S 12 CC - - DITCH FIELD 5303 CB 9,E 4 - 1 1 422.3 128.72 420.4 123.14 419.98 128.01 S 12 CMP 30.0 9.14 DITCH 2-2-155 5303 CB 9,E 4 - 2 1 451.57 137.64 447.71 136.46 436.63 133.09 S 12 CC 180.0 54.86 9,E4-3 16-3-51 5303 CB 9,E 4 - 3 1 440.99 134.42 436.63 133.09 428.09 130.48 S 12 CC 125.0 38.10 9,E4-4 16-3-51 5303 CB 9,E 4 - 4 1 431.29 131.46 428.09 130.48 417.38 127.22 S 12 CC 150.0 45.72 9,E5-4 16-3-51 5303 CB 9,E 4 - 5 1-C 420.2 128.08 415.53 126.66 - - S 12 CC 10.0 3.05 OUTFALL 16-3-51 5303 CB 9,E 5 - 2 1 422.4 128.75 418.91 127.69 418.5 127.56 S 12 CC 126.0 38.41 9,D5-11 18-1-1 5303 CB 9,E 5 - 5 1 418.55 127.58 416.26 126.88 415.79 126.73 S 18 CMP 90.0 27.43 9,E5-7 16-3-51 5303 CB 9,E 5 - 9 1 439.69 134.02 436.11 132.93 415.14 126.54 S 12 CC 105.0 32.00 9,E5-15NAULT 16-3-51 5303 CB 9,E 5 - 11 1 422 128.63 417.11 127.14 416.23 126.87 S 12 CC 180.0 54.86 9,E5-12 16-3-51 5303 CB 9,E 5 - 12 1 421.17 128.37 416.23 126.87 415.53 126.66 S 12 CC 170.0 51.82 9,E4-5 16-3-51 5303 CB 9,E 5 - 19 1 413.38 126.00 408.38 124.48 405.11 123.48 C 12 CMP 280.0 85.35 9,E5-20 17-4-6 �� 5303 CB 9,E 5 - 21 INLET-2 409 124.66 406.69 123.96 406.22 123.82 S 18 CC 70.0 21.34 9,E6-8 17-4-6 5303 CB 9,E 5 - 23 1 420.68 128.22 418.39 127.53 417.93 127.39 S 12 CC 82.0 24.99 9,D5-11 17-1-17 5303 CB 9,E 5 - 24 1 - - - - 417.52 127.26 S 12 CC - - 9,E5-14 17-1-17 5303 CB 9,E 6 - 4 1 411.42 125.40 407.17 124.11 405.94 123.73 S 12 CC 244.0 74.37 9,E6-5 17-4-6 5303 CB 9,E 6 - 5 1 410.89 125.24 405.89 123.72 404.59 123.32 S 12 CC 298.0 90.83 9,E6-6 17-4-6 5303 CB 9,E 6 - 6 1 408.09 124.39 404.29 123.23 403.85 123.09 5 15 CC 95.0 28.96 9,E6-7 17-4-6 5303 CB 9,E 6 - 10 1 418,90 127.68 416.43 126.93 416.17 126.85 S 12 CPEP 30.0 9.14 9,E6-11 R-2123 5303 CB 9,E 6 - 11 1 418.96 127.70 416.17 126.85 414.68 126.40 S 12 CPEP 100.0 30.48 9,E6-12 R-2123 5303 CB 9,E 6 - 12 1 417.35 127.21 414.64 126.38 414.06 126.21 S 12 CPEP 21.0 6.40 9,E6-13 R-2123 5303 CB 9,E 6 - 17 1 415.97 126.79 413.5 126.04 413.39 126.00 S 12 CPEP 30.0 9.14 9,E6-18 R-2123 5303 CB 9,E 6 - 18 1 415.99 126.80 413.34 125.99 412.77 125.81 S 12 CPEP 16.0 4.88 SWALE R-2123 5303 CB 9,E 6 - 22 1 419.42 127.84 415.4 1�6.62 413.58 126.06 S 12 ADS 79.0 24.08 9,E6-23 R-2156 Dec, 1999 Page 4 530309mh ti 5303 MANHOLE AND OUTLET PIPE INVENTORY - SHEET 9 The inventory information for the storm drainage system was ccmpiled from numerous sources and is the best information available at this time and should be used only for GENERAL guidance . The City of Renton is not responsible for errors or omissions when this information is used for engineering purpose. � Designers are to field verify this information. DWN GRATE GRATE UPPER UPPER LOWER LOWER GRATE ONV PIPE PIPE LENGTH LENGTH STREAM PLAN STRUCTURE INDEX # TYPE CB 7 ELEV EL[MJ IE IE[M] IE IE[M] TYPE SEP. DIAM. TYPE (MJ STRUCT FILE 5303 MH 9,D 7 - 24 2-48. Y 404.5 123.29 398.87 121.58 395.51 120.55 S N 12 CC 215.0 65.53 9,D7-23 WSDOT SR900 5303 MH 9,D 7 - 25 2-48. Y 405.8 123.69 401.08 122.25 401 122.23 S N 12 CC 160.0 48.77 HONEY CR. WSDOT SR900 5303 MH 9,D 8 - 9 2-54. Y 395.2 120.46 390.75 119.10 390.6 119.06 L N 12 CC 15.0 4.57 72"X44"CUL 2-1-125 5303 MH 9,D 8 - 16 2-54. N 394.1 120.12 385.57 117.52 385.22 117.42 L N 72"X44" CMP 254.0 77.42 HONEY CR. 2-1-125 5303 MH 9,E 5 - 4 2-48. N 422.48 128.77 417.38 127.22 415.79 126.73 C N 18 CMP 155.0 47.24 9,E5-7 16-3-51 5303 MH 9,E 5 - 6 2-48. N 419.38 127.83 415.79 126.73 414.8 126.43 C N 18 CMP 175.0 53.34 9,E5-7 16-3-51 5303 MH 9,E 5 - 7 2-48. N 429.03 130.77 414.8 126.43 - - C Y - - - - - 16-3-51 5303 MH 9,E 5 - 8 2-48. Y 443 135.03 437.44 133.33 436.11 132.93 C N 12 CP 75.0 22.86 9,E5-9 16-3-51 5303 MH 9,E 5 - 9 2-54 . Y 419.2 127.77 413.07 i25.91 413.02 125.89 L Y 24 CC 5.0 1.52 9,D5-11 17-1-17 5303 MH 9,E 5 - 13 2-48. Y 420.73 128.24 417.48 127.25 412.25 125.66 C N 12 CC 206.0 62.79 9,E5-14 17-1-17 5303 MH 9,E 5 - 14 2-48. Y 421.6 128.51 417.54 127.27 412.25 125.66 C N 12 CC 206.0 62.79 9,E6-1 17-1-17 -� 5303 MH 9,E 5 - 15 2-72. Y 418.83 127.66 411.48 125.42 411.62 125.46 C Y 21 CC 35.0 10.67 OUTFALL 16-3-51 5303 MH 9,E 5 - 16 2-54. Y 425.5 129.69 419.18 127.77 419.09 127.74 C N 64X43 CMP 133.0 40.54 9,E5-18 18-1-1 5303 MH 9,E 5 - 17 2-48. Y 425.27 129.62 419.9 127.99 419.27 127.80 C N 57X38 CMP 113.0 34.44 9,E5-16 18-1-1 5303 MH 9,E 5 - 18 2-54. Y 425.49 129.69 419.09 127.74 418.91 127.69 C Y 12 CC 29.0 8.84 9,E5-2 18-1-1 5303 MH 9,E 5 - 20 2-48. Y 413.66 126.09 405.11 123.48 404.94 123.43 S N 12 CC 34.0 10.36 9,F6-20 17-4-6 5303 MH 9,E 6 - 1 2-48. Y 419.32 127.81 411.81 125.52 410.26 125.05 C N 18 CC 331.0 100.89 9,E6-2 17-1-17 5303 MH 9,E 6 - 2 2-48. Y 416.65 127.00 410.13 125.01 408.36 124.47 C N 18 CC 206.0 62.79 9,E6-3 17-1-17. 5303 MH 9,E 6 - 3 2-48. Y 415 126.49 408.26 124.44 407.36 124.16 C N 18 CMP 301.0 91.75 9,D6-1 17-1-17 5303 MH 9,E 6 - 7 2-54. Y 410.01 124.97 403.85 123.09 402.69 122.74 C N 18 CC 270.0 82.30 9,F6-18 17-4-6. -�5303 MH 9,E 6 - 8 2-48. Y 410.61 125.16 406.02 123.76 405.1 123.48 C N 18 CC 192.0 58.52 9,F6-21 17-4-6 5303 MH 9,E 6 - 13 2-54. Y 417.88 127.37 413.6 126.07 413.55 126.05 C Y 15 CPEP 10.0 3.05 SWALE R-2123 5303 MH 9,E 6 - 15 2-72. N 416.22 126.87 409.3 124.76 409.16 124.71 C Y 18 CPEP 32.0 9.75 9,E6-16 R-2123 5303 MH 9,E 6 - 16 2-48. N 415.8 126.74 409.11 124.70 209.14 63.75 C N 18 CPEP 15.0 4.57 9,E6-3 R-2123 5303 MH 9,E 6 - 19 2-54. N 417.97 127.40 409.12 124.70 409.25 124.74 C Y 36/60 STEEL 82.0 24.99 9,E6-20 R-2123 5303 MH 9,E 6 - 20 2-54. N 416.89 127.07 409.13 124.70 409.14 124.71 C Y 36/60 STEEL 84.5 25.76 9,E6-15 R-2123 5303 MH 9,E 6 - 24 2-48. N 412.39 125.70 407.8 124.30 405.25 123,52 S N 12 ADS 40.0 12.19 9,E6-25 R-2t23 5303 MH 9,E 6 - 25 2-48. Y 410.65 125.17 405.16 123.49 403.53 123.00 S N 12 ADS 25.0 7.62 DETEN R-2156 5303 MH 9,E 6 - 27 2 N 410.26 125.05 403.44 122.97 403.1 122.87 C Y 12 ADS 75.0 22.86 DETCH R-2156 5303 MH 9,E 7 - 3 2-54. Y 413.9 126.16 406.53 123.91 403.93 123.12 C N 36 CMP 125.0 38.10 9,E7-5 16-4-5 5303 MH 9,E 7 - 4 2-54. N 411.73 125.50 404.48 123.29 403.93 123.12 C N 36 CMP 110.0 33.53 9,E7-5 16-4-5 Dce , 1999 Paye 5 530309mh 5303 MANHOLE AND OUTLET PIPE INVENTORY - SHEET 9 The inventory information for the storm drainage system was compiled from numerous sources and is the best information available at this time and should be used only for GENERAL guidance . The City of Renton is not responsible for errors or omissions when this information is used for engineering purpose. Designers are to field verify this information. DWN GRATE GRATE UPPER UPPER LOWER LOWER GRATE O!W PIPE PIPE LENGTH LENGTH STREAM PLAN STRUCTURE INDEX # TYPE CB ? ELEV EL(M] IE IE[M] IE IE�M� TYPE SEP. DIAM. TYPE �Mj STRUCT FILE 5303 MH 9,F 6 - 9 2-48. Y 438.87 133.77 431.27 131.45 427.73 130.37 V N 12 CMP 115.0 35.05 9,F6-10 17-4-6 5303 MH 9,F 6 - 18 2-48. Y 428.81 130.70 402.69 '22.74 401.24 122.30 C N 21 CC 265.0 80.77 9,F6-19 17-4-6 5303 MH 9,F 6 - 19 2-48. Y 405.39 123.56 401.24 122.30 345.51 105.31 C N 21 CMP 35.0 10.67 OUT 17-4-6 5303 MH 9,F 6 - 20 2-48. Y 413.99 126.19 404.89 123.41 404.16 123.19 S N 15 CC 81.0 24.69 9,E6-7 17-4-6 -� 5303 MH 9,F 6 - 21 2-48. Y 409.85 124.92 405.1 123.48 395.83 120.65 C N 18 CPEP 244.0 74.37 OUT 17-4-6 � 5303 MH 9,F 6 - 25 2-72. Y 407.93 124.34 393.04 119.80 392.53 119.64 C Y 18 CMP 11.0 3.35 9,F6-26 17-4-6 ----r- 5303 MH 9,F 6 - 26 2-60. Y 406.7 123.96 392.53 119.64 - - C N 24 STEEL - - OUT 17-4-6,VERIFY 5303 MH 9,F 6 - 27 2-48. Y 403.63 123.03 398.64 121.51 397.1 121.04 S N 18 CMP 29.0 8.84 9,F6-26 17-4-6 5303 MH 9,G 3 - 4 2-48. Y 328.36 100.09 315,95 96.30 314.89 95.98 C N 36 SD 192 58.52 POND R-2202 5303 MH 9,G 3 - 7 2-48. Y 324.97 99.05 317.17 96.67 315.82 96.26 S N 12 SD 173 52.73 9,G3-4 R-2202 5303 MH 9,G 3 - 12 2-48. N 321.59 98.02 310.26 94.57 310.54 94.65 C Y 12 SD 205 62.48 9,G4-14 R-2202 5303 MH 9,G 3 - 14 2-48. N 315.86 96,28 310.59 94.67 310.69 94.70 C N 12 SD 90 27.43 OUT R-2202 5303 MH 9,G 3 - 15 2-48. N 332.15 101.24 325.91 99.34 324.65 98.95 C Y 24 CMP 63 19.20 SWALE R-2202 5303 MH 9,G 3 - 16 2-54. N 322.16 98.20 314.75 95.94 315.78 96.25 C N 18 SD 110 33.53 DITCH R-2202 5303 MH 9,G 4 - 9 2-48. N 355.59 108.39 348.91 106.35 347.85 106.03 S N 18 SD 57 17.37 9,G4-10 R-2202 5303 MH 9,G 4 - 10 2-48. N 356.64 108.71 342.97 104.54 342.22 104.31 S N 24 SD 190 57.91 9,G4-16 R-2202 5303 MH 9,G 4 - 13 2-48. N 351.99 107.29 347.16 105.82 346.24 105.54 S N 12 SD 47 14.33 9,G4-14 R-2202 5303 MH 9,G 4 - 16 2-48. Y 352.37 107.40 342.02 104.25 345.03 105,17 S N 24 SD 105 32.00 9,G4-17 R-2202 5303 MH 9,G 4 - 17 2-48. Y 353.66 107.80 345.3 105.25 340.3 103.72 S N 24 SD 170 51.82 9,G4-18 R-2202 5303 MH 9,G 4 - 18 2-48. N 356.71 108.73 340.18 103.69 339.59 103.51 C N 24 SD 135 41.15 9,G4-21 R-2202 5303 MH 9,G 4 - 22 2-48. Y 346.45 105.60 338.94 103.31 335.88 102.38 S N 24 SD 168 51.21 9,G4-23 R-2202 5303 MH 9,G 4 - 27 2-48. N 386.39 117.77 377.9 115.19 360,68 109.94 C N 18 SD 201 61.27 9,G4-28 R-2202 5303 MH 9,G 4 - 28 2-48. N 368.91 112.45 360.68 109.94 347.69 105.98 C N 18 SD 140 42.67 9,G4-30 R-2202 5303 MH 9,G 4 - 30 2-48. N 353.28 107.68 342.67 104.45 340,61 103.82 C N 18 SD 111 33.83 9,G4-31 R-2202 5303 MH 9,G 4 - 31 2-48. N 347.26 105.85 340.66 103.83 328.38 100.09 C N 18 SD 239 72.85 9,G4-32 R-2202 5303 MH 9,G 4 - 32 2-48. N 339.03 103.34 328.56 100.15 325.91 99.34 C N 18 SD 248 75.59 9,G3-15 R-2202 5303 MH 9,G 5 - 6 2-54. N 440.3 134.21 427.83 130.40 426.66 130.05 C Y 18 SD 44.5 13.56 9,G5-7 17-2-18 5303 MH 9,G 5 - 7 2-48. N 437.46 133.34 426.66 130.05 423.55 129.10 C N 18 CC 130.0 39.62 9,G5-8 17-2-18 5303 MH 9,G 5 - 8 2-48. N 427.95 130.44 422.92 128.91 404.38 123.26 C N 18 SD 130.0 39.62 9,G5-9 17-2-18 5303 MH 9,G 5 - 9 2-48. N 408.41 124.48 404.38 123.26 388.99 118.57 C N 18 SD 132.0 40.23 9,G5-10 17-2-18 5303 MH 9,G 5 - 10 2-48. N 394.2 120.15 389 118.57 377.98 115.21 C N 18 CMP 43 13.11 9,G5-12 R-2202 , Dce, 1999 Page 7 f 1 _' -- �� � � .. ' ,.� � �� ,� �s.=: �rt� �> .�;-,��i'c� �ec� �� ��°'/�`on -��`2�'�2�� G�` r ;� IV. PREDEVELOPED DRAINAGE The droinoge from the existing site currently sheet flows towards the low area in the south center of the site near the existing culvert inlet. It appears that the entire existing site drainage exits the site through this 12" concrete culverf and south under NE 20th Place, onto the Briere Creek II project. Other than this culvert, there are no droinage improvements on the site. For the purpose of calculating the peak drainage flows from the predeveloped and from the developed site, the entire parcel area was , used asin. The time of concentration was ccalculated �' using a critica �s ance o ' (of sheet flow) across woods and br�sh to �� the existing culvert inlet. The entire vel�nPd site was considered as p�us surface, second growth forest. il The existing drainage analysis was performed using the "Waterworks" I�� hydrology software and its summary tables and charts are attached for ', reference. The methods outlined in the King County Surface Water ', Drainage Manual were used as guidelines. Following this page are the �i data sheets used for the computer input data. The computer summary sheets for peak flow and time of concentration calculations are also attached. Below is a brief description of the exisfiing drainage characteristics: Time of concentration: 61 .540minutes � 2 year peak flow: 0.05 CFS 10 year peak flow: 0.12 CFS 100 year peak flow: 0.22 CFS total area: 0.94 acres pervious area: 0.94 acres curve number: 81 impervious area: 0.00 acres curve number: NA S�J �Z' V = CO� � ',� S�� Z 1 '(� _ �I }� V S�� SO ' O � �� �' I ��,cs�l�' 1�'�l�� 1��:;=-�,!� 'S j � �,;,, b ,� _ ��r� -� v�i b• Z _ �'�C � L" � ' L = `C�'. C� ; s�� fnn�� �ST � t' �''`a a l�; � ''�1-�r� � �,-a �.,: ����� aaS ) S a�.,r`v`,u,1 -�7 � � ��' " �-� � �J J / �� � ', , �- , -- - � , `,��� �- 1 � - ��. ; _ �'� , � --���j� -�� �;�-���. � � �,�,�� ����.. �����s -�•�,�. ,,. L v�:�� �u l S.S c�-� t-��-f1`i� t,J, ��,�.i�� '�J�;�. o.� { I � . 4 �.:J.-a:..�-- . . :\-1 C7�J C.1/SQ �L�` --�� U�✓�J1\,!1 �l'1(\� 1 y���...lU �1 � �t . `/ � � -=� (�==rn S=C:-��.=.� r'"'.G � _.�c }� C�Q� , \��,f 2�`''`-'v-� �` � �� 1--�1�v c^o / � `�� , `. '�1 O' 1d-��1 =��1 C'r� = C = J�►�. ; � -� `- -� � � 1 C� c�nc��--✓ �) �c: C.� ;�`.--1 ' > ,1 w ,pc�C�M�'�� 1 � � / 1 � ' �.� � a � �1 r:-�y,q � J'����v �_� _c:;.l�,J� /��a o c�l S) � ; i � t�c` ����/'?l(�-'a.�i d aJ+l.�.t-n'a �� , �. �. �►�`U�n� =���n� -� � -f� b ' o = _c� � i � � :- � ��� �_� � �:.e-` , ; d��'�` I �`J-� � -a � �.J _ C���, � -_�� �,�y �� _.�.�C.t-,S �'', .. ��"d� �,--;'ct�j � �,. . • Jaeger Engineering KAUZLARICH SHORT PLAT DRAINAGE CALCULATIONS PREDEVELOPED HYDROGRAPH SUMMARIES BASIN SUMMARY BASIN ID: A10 NAME: PREDEVELOPED, 10 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 94 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 2 . 90 inches AREA. . : 0 . 94 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 81 . 00 TIME OF CONC. . . . . : 61 . 54 min IMPERVIOUS AREA ABSTR.ACTION COEFF: 0 .20 AREA. . : 0 . 00 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 300 .00 ns : 0 .4000 p2yr: 2 . 00 s : 0 . 0233 PEAK RATE : 0 . 12 cfs VOL: 0 . 10 Ac-ft TIME : 490 min BASIN ID: A100 NAME: PREDEVELOPED, 100 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 94 Acres BASEFLOWS : 0 . 00 cf� RAINFALL TYPE. . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 81 . TIME OF CONC. . . . . : 61 .54 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 .20 AREA. . : O . GU r`_ _. CN. . . . . 98 . 00 TcReach - Sheet L: 300 .00 ns : 0 . 4000 p2yr: 2 . 00 s : 0 . 02� � PEAK R.ATE: 0 .22 cfs VOL : 0 . 16 Ac-ft TIME : 490 �,,__: BASIN ID: A2 NAME : FREDEVELOPED, 2 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 94 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 2 . 00 inches AREA. . : 0 . 94 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 81 . 00 TIME OF CONC. . . . . : 61 . 54 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 .20 AREA. . : 0 . 00 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 300 . 00 ns : 0 .4000 p2yr: 2 . 00 s : 0 . 0233 PEAK RATE: 0 . 05 cfs VOL: 0 . 05 Ac-ft TIME : 540 min . � File Basin Hydrograph Storage Discharge Level pool 3e2e5eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee2eeeeeeeeeeeeee2ee ; eeeeeeeeee ; � ° SHEET FLOW CALCULATOR - INITIAL 300 FEET ° o 0 0 0 0 °DES°Mannings Sheet Flow. . . . . : 0 .400U ° o °ARE°Flow Length (ft) . . . . . . . . . 300 . 00 °HOICES ° °RAI°2 yr 24 hr rainfall (in) : 2 . 00 ° ° °TIM°Land Slope (ft/ft) . . . . . . : 0 . 0233 ° ° °TIM° COMPUTED TRAVEL TIME (min) : 61 . 54 ° ° oRAIo TYPICAL MANNINGS VALUES FOR INITIAL 300 FT °A ° oABSo 0 0 °BAS°Smooth Surfaces . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 011 ° o °STO°Fallow Fields of Loose Soil Surface. . . . . . . . . . . . . . . 0 . 05 °Y ° ° °Cultivated Soil with residue cover (s<=0 . 2 ft/ft) : 0 . 06 ° ° °PER°Cultivated Soil with residue cover (s>0 . 2 ft/ft) . : 0 . 17 ° ° °ARE°Short prairie grass and lawns . . . . . . . . . . . . . . . . . . . . . 0 . 15 0 ° °CN °Dense grasses . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 24 ° ° 0 oBermuda grass . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 .41 � o 0 oRange (natural) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 13 � o °PEA°Woods or forest with light underbrush. . . . . . . . . . . . : 0 .40 ° ° °PEA°Woods or forest with dense underbrush. . . . . . . . . . . . : 0 . 80 ° ° °TOT° ° � ° OFlOKey: QUIT F5Key: CLEAR °ete ° ° Pgaeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeefit ° e .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. _ .. .. ,. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. _ .. .. .. .. .. .. .. .. .. .. _ _ .. .. .. .. .. .. aeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee P��o����P�a T�,� �� C����,��o� � • I l � � V. DEVELOPED DRAINAGE �M�� '�����/d� � �� � . The developed project will include the private asphalt road and driveway that is onsite, but not the off-site portion along NE 20th Place. The rood asphalt surface will use a thickened edge asphalt curb to control and direct fihe drainc,ge. The driveway and the road will drain to the east to the end of the turnaround at lot 2/6. At this point, the runoff will be directed from the asphalt gutter and into the biofiltration swale. The biofiltration swale will run along the east side of the road. It will flo�v to the south at a minimal slope of 0.4%. It will discharge into a new catc�- basin that will be located at the end of the ewsting culvert extension. T� catch basin will also receive the collector pipe for the roof drains from each lot and from a catch basin that will collect drainage from NE 20th PI. Detention is not required for this project, it meets the criteria to quaiify for the exemption allowed in the code for negligible increase in the peak flows when comparing the predeveloped 100 year storm and the developed 100 year storm. If the 100 year peak flow for the developed condition is less than 0.5 CFS greater than the 100 year flow for the predeveloped condition, then the site is exempt from drainage detention. The calculated 100 year peak flows for this site are 0.56 CFS for the developed site and 0.22 CFS for the predeveloped site. The difference is 0.34 CFS which is less thon the 0.5 CFS that is the threshold for the exemption. Water quality enhancement is being provided in the form of the biofiltration swale. This is required because the new onsite road and driveway is approx. 5700 SF. This exceeds the 5000 SF of new impervious surface subject to traffic that triggers a water quality facility. Similar to the existing condition, the SBUH hydrograph method was used to determine the peak flows for the various storm events. The computer data sheets for the developed f{ows follow this page as well as the works sheets and the time of concentration calculations. time of concentration: 18.05 minutes 2 year peak flow: 0.24 CFS 10 year peak flow: 0.39 CFS 100 year peak flow: 0.56 CFS total area: 0.94 acres pervious area: 0.44 acres curve number: 86 impervious area: 0.50 acres curve number: 98 � " r- 07; � � S_� L. 'G % � s_� ���� p _�� � � S� -�z ��,, - z� _ �,o _ _ _� --- --- . 5�—�-� �f-�c� Q��r1�J\�' � = �,,,�,, ��� _ ���� C� ���'"� '�'� _ �''c� <� - �^�w c�z - �d �� - - -----__-- - _ -------- --------- ---,. S �.� { r` n-�� �s� - .-� --- _----- - - -- - -- _ _ _;.,;���� `��r+-j �►�aLr,c��w� aaS s��..�La� W ��C� ' 8 � �1., � - �� , . c'� �, v _ ��,_ _ ^^y _ Zc�01� �(1� -- - /: .� .. �= �- - v , . _ _ - .rz.1�� r - _ �-Z U a�''j -^ aU,.-:�, c� - � (r,}� �'��,- �^.,�� � ;,o- 1, ��-o� z,U � _���'so rnej� ^- �` ' ` � , V � _ •. -,���y ,`� C�U� � j � � .;�=',,� ���'� ' � J�-� `Z, �� � �_� I `T ' _ _ ��_, '� � ��1�3����;a,�r!���;�O J �Q �UJ�1 � c' " -� v � � SnO�r�� " - ---- -- , C��' _ �- j�,�_ _ _ � �^ � � � � � - - . , , _--_ �_--- = _ - _ -- _ _- - ---- __ _ ,�.: - - - -- -s a+'-'---� �S 'O = _� b�,L�Z � �-v8 L 1 Z = 85 -} 4�b�l , s~t�'��,,t=ac�v�� . �� - _, 00�51 _=��) ��oS�Z - ���=��'�n�:�� + TUw��oc�._ - -- - -�nG;� > V�r�7 �s-- �S�Z -. -��,.:�an��J -�h, _2s�1oH _��' --- _ V � � � ---2:.c'-=� °:1.�::� 17'��L% - ��r� � b��b'S v � � � � _ '. �,� r.o�-�,���� � v��o� 3 ��.t a.�o�l.�c� - a�.�-u(p �-� -- U ' ' ; ��` V��N �!\�C,'J -` ' �� -�,b ' O �a��ro -a�:��-_ _�ol__ - ----- --- - - --- ___s� 1 n'J c�o-�l� a� -.s� � _ -- - _ _ ) � � ---f �'`�° - -- S3�_ `�Vvt�1 ' ��JrY� �I ls' - -�-�o+Q� __aSn ___ _ ' -_---__ - '. ��+�d , 1 =���l r�I��d�� ���o ��\� �, , d1� -,�.,�� � � ,� 'dT��� . � Jaeger �ngineering KAUZLARICH SHORT PL,AT DR.AINAGE CALCULATIONS DEVELOPED HYDROGRAPH SUMMARIES BASIN SUMMARY BASIN ID: B10 NAME : DEVELOPED, 10 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 94 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 2 . 90 inches AREA. . : 0 . 44 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 TIME OF CONC. . . . . : 18 . 05 min IMPERVIOUS AREA ABSTR.ACTION COEFF: 0 .20 AREA. . : 0 . 50 Acres CN. . . . : 98 . 00 TcReach - Shee�t L: 100 . 00 ns : 0 . 2400 p2yr: 2 . 00 s : 0 . 0200 PEAK RATE : 0 .39 cfs V"OL: 0 . 17 Ac-ft TIME : 480 min BASIPI iD : B100 I�'�1�IE : DE'v'�LGPED, 100 YE=R SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 94 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . � ' '. _� = TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 0 TIME OF CONC. . . . . : 18 . 05 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 0 . �� :; CN. . . . . 98 . 00 TcReach - She�t L: 100 .00 ns : 0 . 2400 p2yr: 2 . 00 s : 0 . 02 � PEAK R.ATE : 0 . 56 Cfs VOL: 0 . 24 AC-ft TIME : 480 � � BASIN ID: B2 NAME: DEVELOPED, 2 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 94 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 2 . 00 inches AREA. . : 0 . 44 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 TIME OF CONC. . . . . : 18 . 05 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 .20 AREA. . : 0 . 50 Acres CN. . . . . 98 . 00 TcReach - Shee� L: 100 .00 ns : 0 . 2400 p2yr: 2 . 00 s : 0 . 0200 PEAK RATE : 0 .24 cfs VOL: 0 . 11 Ac-ft TIME: 480 min i . , File Basin Hydrograph Storage Discharge Level pool 3eee5eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee ; eeeeeeeeee ; o � SHEET FLOW CALCULATOR - INITIAL 300 FEET ° o 0 0 0 0 °DES°Mannings Sheet Flow. . . . . : 0 . 2400 ° o °ARE°Flow Length (ft) . . . . . . . . : 100 . 00 °HOICES ° �RAI°2 yr 24 hr rainfall (in) : 2 . 00 ° ° °TIM°Land Slope (ft/ft) . . . . . . : 0 . 0200 ° ° °TIM° COMPUTED TR.AVEL TIME (min) : 18 . 05 ° ° °RAI° TYPICAL MANNINGS VALUES FOR INITIAL 300 FT °A � o�So 0 0 °BAS°Smooth Surfaces . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 011 ° ° °STO°Fallow Fields of Loose Soil Surface . . . . . . . . . . . . . . . 0 . 05 °Y � ° °Cultivated Soil with residue cover (s<=0 . 2 ft/ft) : 0 . 06 ° ° °PER°Cultivated Soil with residue cover (s>0 . 2 ft/ft) . : 0 . 17 ° � °ARE°Short prairie grass and lawns . . . . . . . . . . . . . . . . . . . . . 0 . 15 ° ° °CN °Dense grasses . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 24 ° ° ', � �Bermuda grass . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 .41 ° � I 0 oRange (natural) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 13 � o °PEA°Woods or forest with light underbrush. . . . . . . . . . . . : 0 .40 ° ° °PEA°woods or forest with dense underbrush. . . . . . . . . . . . : 0 . 80 ° ° °TOT° o ° OF10Key: QUIT FSKey: CLEAR °ete ° Pgaeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeefit aeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee � ��.�l2�0� �1Y`l�_ oT ���Cs-1v��Y�o� . � DETENTION ANALYSIS AND DESIGN Detention Storage is not required for this project as stated above. B10FILTRATION A biofiltration swale was designed for this site using the criteria established in the 1990 King County Drainage Manual. The design flow was determined using the developed 2 ear discharge peak rate of 0.24 CFS. e specified design parameters from the Manual include the slope of ,�Q�, the "n" factor of 0.3�, the der�t�a�4" and the side slop,e�zf..�. Using Manning's equation, the required bottom width is 2.11 ft. The swale length is 100 ft. �' hy cl��.�l��s The swale-h-��elegy was also checked for the developed 100 year flow. This flow was determinQ_d ta be 0 57 CFS. Using the actual swale slope of 0.5% , an "n" factor of 0.03 and the 2.11 ft. bottom width; the 100 year flow would cause a flow depth of 0.20 ft. e total swale de th is 1 .0 ft. � leaving a 0.80 ft. freeboard for the 100 year even . e velocity during the 100 year storm will be 1.04 FPS. �%,-��.G�Z '�L, �� � A Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: Kendall Court SP Comment : Biofiltration Swale, Design 2 year flow Solve For Bottom Width Given Input Data: Left Side Slope. . 3 . 00 : 1 (H:V) Right Side Slope. 3 . 00 : 1 (H:V) Manning' s n. . . . . . 0 . 350 Channel Slope. . . . 0 . 0200 ft/ft Depth. . . . . . . . . . . . 0 . 33 ft Discharge. . . . . . . . 0 . 24 cfs Computed Results : Bottom Width. . . . 2 . 11 ft Velocity. . . . . . . . . 0 . 23 fps Flow Area. . . . . . . . 1 . 02 sf Flow Top Width. . . 4 . 09 ft Wetted Perimeter. 4 . 20 f- Critical Depth. . . 0 . 07 f� Critical Slope. . . 4 .4921 ftj � Froude Number. . . . 0 . 08 (flow �� �u�����_�a,; � :� � ., .r��_� i ��� �r''• "�d Lt.� ; � • ._ l � r .S `v � �< < � ���'^ `�-' /1 y'�n '1��p ��, I ��� � � � � i r �(Q!�� �r e� ...'�a�-� b� �I`c1 Y',� �-c>�c :i ►� , 2 , f ! "� / j. � �� �u� r,��--�,�.-�. , i � / ,�� �OD L� �, f�C��.�=u2e GJ � �; . , ,. Open Channel Flow Module, Version 3 . 12 (c) 1990 Haestad Methods, Inc . * 37 Brookside Rd * Waterbury � � J Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name : Kendall Court SP Comment : Biofiltration Swale, Peak 100 year flow Solve For Depth Given Input Data: Bottom Width. . . . . 2 . 11 ft Left Side Slope. . 3 . 00 : 1 (H:V) Right Side Slope . 3 . 00 : 1 (H:V) Manning' s n. . . . . . 0 . 030 Channel Slope. . . . 0 . 0050 ft/ft Discharge. . . . . . . . 0 . 57 cfs Computed Results : Depth. . . . . . . . . . . . 0 . 20 ft velocity. . . . . . . . . 1 . 04 fps Flow Area. . . . . . . . 0 . 55 sf Flow Top Width. . . 3 . 32 ft wetted Perimeter. 3 . 39 ft Critical Depth. . . 0 . 12 ft Critical Slope. . . 0 . 0281 ft/ft Froude Number. . . . 0 .45 (flow is Subcritical) , � _ ! � (�f ^ � �t�'(U�V � , ,� � /'� ��l�.i L. � �r 'E� ✓' �.�.� �,,�._�'. ; /� c' � � �S l/ f '-� � I � L�� I�� - � � � r ` ',1._� ':�G1*�� = I� O -� r-FS F , � E n,,• �-��t'.�����d ���������� . + I i Open Channel Flow Module, Version 3 . 12 (c) 1990 Haestad Methods, Inc . * 37 Brookside Rd * Waterbury, Ct I VI. CONVEYANCE SYSTEM TI�� i ized to accommodate the 100 year developed flows� as idenfifisdin the previous section of the report The cc,lculated 100 year developed #low for the entire site is 0.57 CFS. The pipe segment with the least c a within the entire conveyance system will be a 12" polyethylene pipe a a s ope of 0.5%. Thi ass pipe olong the frontage road improvements. The capacity of this pipe is 2.73 CFS. Thus, all of the pipes within the conveyance system will be abte to handle the 100 yeor developed flow for the entire project. VII. ADDITIONAL STUDIES OR REPORTS Following are the vertical curve data sheets for the public and private roads within the shorf plat. I � � Jaeger Engineering JJ 17:25 21-Nov-DI Project GO-0^2 Sample prc�le�s icr `est`_r.g ��:� ex�erir�er.ti�g VERTICAL HIGfiFAY CURVE 2G PL.T�CE ?�� aFpro�ch c�aue = -0.��_ r�I statioa = 919. G0 ft. FVI elevatic� _ -:9.50 ..�L departure gr��e = 0.5c= curve lencth = F�. G� :,.. A.D. = 1. OB � = 74.G7 station e3evation €grade 3^v0.Q0 y20.10 -�, �� ?�0.00 420.C�5 -O.SC 320.00 420.00 -p.5�' � 330.00 4=9.°5 -0.5C �40.00 419.�0 -0.5� 3�0.�0 9i9.85 -�. �: 360.00 419.80 -0.`0 370.00 419.�5 -0.5� 379.0� �,9. ;�� ��-C -n.5�: 380.00 �19.?0 -�. '� 390.00 419.E� -0. �� 4C0.00 9i°.o2 -0.�� �lO.00 4;9.r= -0, � � 416.G9 yi9. ci ..._ . -0._ _ �19. 0 0 919.6_ ?'�': 0. C" t20.00 419. _; Q. C.= 930.00 �i9.c� 0. ;� ;40.00 4i9. o� 0._� �i50. 00 4i9. �.9 '_1, �- _ =o � - �- _ -: _-� - - . .. . Jaeger Engineerinq JJ 17:22 21-Nov-01 Project ��-��'� Sample pre�,e:�s fcr test::,g a^d e>:pe_i^er.ti^g VERTICAL HIGF?WAY CURVE 20 r�CE tiE �pproach gra�e = -0.5C= rVI station = 97.41 ft. P�'I elevatic� = 525,3q ,v,c� ceparture crade = -2.Si= curve :er:gt:. = 60.00 ft. A.D. _ -1 .91 k = 91 .�8 station eZevation €grade 57.y1 �LJ.`J� �VC -0.50 C'�.�� r?5.53 -0.SC �0.00 5�5.37 -i . G4 97.�, �25.i5 :�'= -i.4E 100.�0 525.1: -1 .52 120. �0 92�.%6 -1.99 137.41 "24.�8 E`dr -2.41 Jaeger Engineering JJ 17:24 21-Nov-01 Project 00-002 Sa:aple F_cb?e:ns for test;�g �::� experi:-er.t_r.g VERTIGAL HIGHWAY CURVE L 0 :LACr :�: Y'J1 SLGi.i��Iy= �:�. JC iL. ?VI elevat�cn = 420. _ . .._- ceparture c��ce = -. . c�ar�e ler.c-~ _ - - • - - H.D. = 1 . k = 41.$c station e�e�-at�cn =y�a�-. ��o.co �22. �� -z.�_ Zio.00 �Z2. E3 -2.� = 22�.00 �22.3� -2.� - 230. 00 922. 14 -2.� : 240.00 421.°0 -2,a. _ 250.00 421. E6 -2.9_ ! 260.00 921.42 -2.:- 270.00 921.18 -2.4= 279.00 420.90 BL'C -2.9� 280.00 4�0.°9 -2.�� 290.00 920.71 -2.1� 300.00 920.51 -1.9� 310.00 420.33 -l.o 319.00 920.19 PVI -l.�c 320.00 420. 18 -� .9� 330.G0 �20.05 -l.i'= 390. 00 419.94 -G.9 350. 00 919.85 -0.?" � � ` Jae er Engineering JJ 15: 00 25-Nov-01 9 Project ��-��2 Sa�.ple prob:ems -cr test�-g ��� ex�e:'_mer.tir.g V£RTICAL HIGHWAY CURVE :hI'�'r�� h�A� E?�TR]' apYroach crade = 3.?9� r'Y_ Sta:�C:l = bC. JO ft. r''�'T elevat_oa = 920.70 ^:S� :e�:r�Lre crace = -1.CCx �•�=:-e leagt:7 = �O.C�O �t. ...�. _ -y .�4 _ _ � .�G station elevation ggrade "_O.v� 4i9.�� ?�'�. ., .79 �O.:C �20.So ^rt'_ 1.37 91 .�5 920.�9 �i.?. -1 .�� _�.�. _. ����.�C �'�'C -i . ��..�� Jaeger Engineering JJ I5: 02 25-Nov-OZ Project 0�-0'�2 Sa�ple �rcble..,s fcr tes==r.g a::.. ex�er:�,�e::.._:,g �e.RTICAL HIGFiWAY CURVE _. _ ,..__ =:�:� ���Ry -.._,.'". :��7 r,r�rF = -� , , _ .�1 S=aT.1��:] _ �5 . �i� _'�. = , � ei�•.�a�_,._. = 918.°� '�.5� .=^d'_"�uYE :cC2 = .�i. /�'_ _..rve le:,ctz = 40. 00 �t. ._.J. = 5.,4 }: = 6.9? station elevation $qraae 19 . 00 419.38 b'd� -2. C� _ , . 94 d19.24 �._. 3.7� �� .00 919.27 F;'I 0. 8? �9 . 00 �19.-3 �:'� 3. ;9 V111. EROSION CONTROL SYSTEM The erosion control system was designed to eliminote any onsite runoff from entering the adjacent properties or right-of-way. In order to accomplish this, an interceptor swale will be constructed along a portion south and west property lines. This swc,le will discharge into the biofiltraton swale which will act as a temporary sediment trap. The bio-swale will be rough graded during the clearing and grading operation. The bio-swale/ sediment trap will have a discharge pipe that is connected to the existing culvert that runs under NE 20th Ploce to the south. This pipe will be replaced and wi11 become the permanent discharge point. Additionally, silt fencing will installed along a portion of the west and south property lines , just inside the property line. These are the downgradien# property lines and is the most sensitive regarding neighboring fots. The proposed grading for this plat is a well-defined mass grading effort to raise the entire site approx. 2-3 ft. This grading will encompass the entire onsite area. The existing vegetation will need to be removed due to the mass grading over the entire site. The erosion controi plans also show the clearing limits and the locations for rock pad construction access points. The ewsting trees are also shown on the erosion confirol plan. i 1 1 3 3 1 �j ] l�PPENDIX a► CH�RTS, TABLES, GRJ�PHS FRON RING COUNTY SWM ?i?�NU�L . „ � R1NG COUNTY, wASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 3.S.2A HYDROLOCIC SO1L CROUP OF THE SOILS IN i�NG COL)NTY � HYOROIOGIC HYDROLOGIC• SO1L GROUP GROUP• SO1L GROUP GROUP• ' Alderwood C Orcas Peat D Arents, Aldervvood �Jlaterial Oridta D Arents, Everett Materia) 8 Ovaq C Beausite C Pdchuck C Be(IlnQham D Pupet D Brlscot 0 PuyaDup B Buckley D Rapnar B Coastal Seaches VartaNe ReMon D Earlmortt Stlt Loam D Riverwash Variabie Edpewick C Salal C Everett A Sammamish D Indtanoia A Seattle D Iaisap C Shacar D ►aaus C SI Snt C Mbced Aflwlal Land VariaNe Snohor�+lsh 0 NeAton A Sulian� C Newbe�9 8 Tukv�nla D Nooksack C Urban Variabte Normal Sandy Loam D WoodimrIIle 0 _ HYDROLOGIC SOIL GROUP C1ASSIFlCATIONS _. , A (Low runoH potentiat), Sals having hi�h irtfiltradon rales;even when thoroughty wetted, and consisting chietiy ot deep, wetl��xcess}vely dralned sands or qravels. These soils have a high rate o(water transmission. � 8. (Moderately low n�raff potentta�. So�s havinfl moderate in.�1i tratton rates when thoroughly wetted, and consisting chiefly of moderately fine to moderately coarse te�nures. These so�ls have a moderate rate d water transmissiorL C. (Moderalely high runofl potentlal�. SoDs havin� slow InlDtration rates when thorouQF�y wetted, and constsUn� chlePy d sads wCh a layer that impedes downward mwemerrt d water, or so�s with moderately flne to flne textures These so�s have a slow rate of water transmissiorL D. (High runolf po.en:ht). SoEs havin9 very slow irrlAtration rates when thoroughly wetted and conslsitng chletly of day so�s wRh a hl�h swetlin� perientSal, solls wtth a pemsanerrt hlgh water table. soHs with a hardpan or day layer at or near the svrface, and shallow soifs aver nearfy impervious material. These saHs have a very siow rate d water traramission. • From SCS.TA-55. Secand Edh}on, Jtme 1988, Exhibtt A-1. Revisl�ns made from SCS, Sol Irrierpretaiton I Record. Form �YS. �eptember 1988, 3.5.2-2 1/9� .• . „ � K1NG COUNTY, WASNINGTON, SURFACE WATER DESIGN MANUAL TABLE 3.52B SCS R'ESTERN�'F'ASHINCTON RUNOFF CUR�'E NUMBERS SCS WESTERN VYASHINGTON RUNOFF CURVE NUMBERS (Published by SCS In 1982) Runoft curve numbers for selected apricultural, suburban and urban land use 1w Type tA rafr�faA dtstrtbution, 24-hour storm du2tfon. � CURVE NUMBERS BY HYDROLOGIC S ROUP IAND USE DESCRIPTION A B D CultMated land(1): winter condhlon 86 91 94 95 Mountain open a�eas: low growing brush and qrasslands 74 82 89 92 Meadow or pasture: 65 78 89 � WOod or (orest 18nd: undisturbed 42 64 7 T KfJ�►� Wood or torest land: young second growth or brush 55 i2 86 �,y-V�p U S Orchard: with cwer crop 81 88 94 Open spaces, tawns, parks, gdt courses, cemeteries. �Qv�JPQ landscaping. P2�1rV tOt�' good condltfon: grass cover on 75% or more o(the area 68 80 86 90 tair condhlon: grass cwer on 50% to 7596 of the area 77 85 90 92 -- C r�-vt.� Gravel roads and parking lots � 76 85 89 91 Dir! toads aad parking lots 72 82 89 � Impervious surtaces, pavement, roofs, etc. 98 98 9B 98 � Open water bodles: lakes, wetlands, ponds, etc. t00 100 t00 Single FamNy Aesidential (2) Qwelling Unit/Gross Acre 96 Impervious (3) 1.0 DU/GA 15 Separate curve number 1.5 Dl!/GA 20 shall be selected 2.0 DU/GA 25 for pervious and 2.5 DU/GA 30 impervious portlon 3.0 DU/GA 34 of the she or basin 3.5 DU/GA 38 a.0 DU/GA a2 4.5 DU/GA 46 5.0 DU/GA 4g s.s ou��A so s.o �u��A sz 6.5 DU/GA 54 7.0 DU/GA 56 Flanned unit develcpments, % impervicus condominiums, apartments, must be computed commercial business and industrial areas. (t) For a more detailed description ot agricultural land use curve numbers refer to National Engineering Handbook, Sectlon d, Hydrd�gy. Chapter 9, August 1972. (2) Assumes roof and drtveway runoH 1s directed Into street/storm system. l,3) The remaining pervious arezs ('awn) zre considered to be �n good condilion for these cur.-e numbers 3.5.2•3 1/90 -�.�,, • • • � • • • ri���� �� �; � � `�--�, ,� i� ► tl��� .. � �� ,�,- �l�ii�� , r � � . l� , : ����� :. � � � ,�11., w ; ���� % " � _, .. w� f � � \� ,. � �� w I �� . .� � ��_ ����1� a �� � � ���� �.�A � � .I e b►� - . - �� -. `- � � .. � �. - : � � � • � _ _��r� yI� • � .� �- � �slr�°�a..,.,.�-'�� � �� ��'%.','��'�� ���tS�; � / `�i=• - � �J � ���� i���,. �� �-�..� ,� -�,:� �� ���� ,������ �%��- � ��� ;� .r�r',f.--����-�� . • �+ �� , � �, ����� � ,���� .�, � '1� - � _ . _ � � �►4�� ,, , . �ati4 __ �!- - :� �,�► � �.. ���t � - " � '� ,�� _ � � .. _.,�; �' r!+=�� � � ' �h , �i,� �►�-� Z.� � � �t� ,,�►`� �,���' -� - � �,1ua � � ����.�'��� ' � �� ���� �f a . �_ ��,��•� ,�. .._��� ,. ��� �i ��= � '`�, . _� -� �' � - ► � �� �'��� �41 � � � �� �' - � �. , .� � �► ��� ,���, _ _ ,� ,� ���►�i�,�� �! y ; � ��� � - —� �.r�aww ` -- � _ _ _�,. � � x��u� ' • .� Si" • } � - -. . � � � '�. -�i+ � �' �� ! �. � � . � � _ • `'�I�� I. �`i��I����l�l�� . - . . - - • - . � � ,�'�i/'.�,'�I�;� ,. , . . � r��.�a� , , ��'��►/'�� , . .,� _------ - .� . � � # KJNG COUNTY. WASHINGTON, SUR FACE WATER DESIGN M ANUAL FIGURE 3S.IE 10.�'EAR 24-HOUR ISOPLLJ�'ULS � 11 -- -+ I ' �•, -y� �- �= -� -�--- ._ ------ --�_. ,.�-- ! - — � � � � i \ � � `1� � .. 24 f _ � � �� �i � /� : � `f � 2s ' ' y � � ?� / — ; j = �`a I _ � � 2.� ; - - I � .-- 1 ?.8 �.- �_ ' ' :/. _ � , � � ` Z9 ,�� '`� — _,'� f :,. ' j - 4 � �� � � =� ;� ; �` I� - � � , � � 3.0 ; .-� �_ ��� r- : _ - -�' , .1 � �4 � � ~' '• � � ' 4 i! . , i � �� i � ��' �.� + �+ : 3r ;f _ � _.,,,, � - r ; _ .i e �, i.r.. , l � -- _ _tiJ 1 1 � - 3? � r ' ' " r - -�. .�'� � ' � � I � =d �� =� , _ �, � �. . 3 3 _ �- r - _"'\ � � ; . � - ' �1 - '�; i�;_ �. •JI i � - � � ,, _ ^ � � , ; � n� t� " , t, i �� �s- i , •� r, ' ��_ /• ^- � '� � � � �� _ � ' \ _�- � . ; �", T c 1 .e-�� � _ � � a � ;I S � �—�-�i ,� r �_ �� - �� - I i� ,�� � ;_ I � -, �` J r _ ��— t` , — � ' `� i r � `,� ` � °� � � J r ' � ; , +• � y n,�'./ r � J � : t 1 ~�ll ��.. \ L �� � � �, � � '' � Y . � • � •�\ � 1 I ; � i i_ , _� � i �-- � , �� � ... r� � � ��� �" �' r •f c ( � ;,:� � ' � .f � � f i . �� j y`� � � � � _� o� - ��� ,�_ , ��� �� .:... -' � � !", _ �j�F = 1 �` r .;-=; � \ . � � - i �' .. -,_. �_ �� ,� �; ' � _ �` _ �, - �. � ^� - - � _ �\ '�� .^f � `f' _� W �' r � � _ _ � '; � i � �- ' . � i r i - �^,/�l -�... ' __ - � 10-YEAR 24HOUR PRECIPITATION � � _ .' � � �� � S �. � 3.4�"' lSOE�LUVIALS OF 10-YEtiR 24-HOUR ' �' � �-/—" � �'•-� i _ �'� TOTAL PRECJPITATION 1N iNCHES � ,30 ,� �y I _ - � � 3' ���� I o � z 3 < s 6 � a N r,ts ��nj � t _ ��_, _.'-�� ,_ _ �• . �G ---� _�__ ' ' .1AEGER Ei�ICIhIEERING 9419 S. 204 P�.a►CE - KENT, WASti1NGTON 9803 1 PHot�E (253) 850-0934 FAx (253) 850-0 i 55 November 20, 2001 'I Re�. 31�t��z � DRAINAGE REPORT KENDALL COURT SH ORT PLAT 6 LOTS 1381� \E 20`h PLACE RENTON, �'�'A. �-297y � PREPARED FOR: Tom Kauzlarich ��.� - 2029 Field Ave. NE � � �'�de w�sy�r� Renton, WA. 98056 . 1 �' (425) 226-0621 � y � . `'�. �• ior� PREPARED BY: '������ R�`�• ��V�►L �,F��'' 02 �� ��� �:. .� James J. Jaeger, P.E. .. __�!-,,e?ao4 , IV. PREDEVELOPED DRAINAGE The drainage from the existing site currently sheet fiows towards the low area in the south center of the site near the existing culvert inlet. It appears that the entire existing site drainage exits the site through this 12" concrete culvert and south under NE 20th Place, onto the Briere Creek II project. Other than this culvert, there are no drainage improvements on the site. For the purpose of calculating the peak drainage flows from the predeveloped and from the developed site, the entire parcel area plus the 36' wide x 179' long frontage strip NE 20th PI.) was used as the drainage basin. The time of concentration was calculated using a critical distance of 300' (of sheet flow) across woods and brush to the existing culvert inlet. The entire predeveloped site was considered as pervious surface, second growth forest. � The e�sting drainage analysis was performed using the "Waterworks" hydrology software and its summary tables and chcarts are attached for reference. The methods outlined in the King County Surface Water Drainage Manual were used as guidelines. Following this page are the data sheets used for the computer input data. The computer summary sheets for peak flow and time of concentration calculations are also attached. Below fs a brief description of the existing drainage characteristics: Time of concentration: 61.540minutes 2 year peak flow: 0.06 CFS 10 year peak flow: 0.14 CFS 100 year peak flow: 0.26 CFS total area: 1.09 acres pervious area: 1.OS acres curve number: 81 impervious area: 0.04 acres curve number: 89 (existing gravel) I r � ��;c_,��- l�P�(\l '� 1-{ S M�'�j �� �T �R F -L��1 F Lc�P��� L r�Z ►?-- +r,, a--c��� f ;�R�(� � Q� �-;-z� I �.=z a�r-2 c`. ; �+- 1 0�l �= S!_ = o.`�4 {�� i.ic zp '(-�-• : �!o(�q�= C��t-�- 5F = O. t 5 f� b� Fr�3,�.�.e� � 1 • 04 �L 2_ cv R�r� NV t�l��f� �. C �{�,0� �es , s��� .���� c� I�,� e�,-h�-e- �r�-�..�e�(v�ec� s��� `�,'1 �.ni`� a��� n (�, (} � � , �S l�OC7 d�c�(' �l'Y`,r)__�_� ��C Y S.-�' E �� 1T�--'�r� `_ P - � T�l� fYU'r��'c.�c.�,e. C'U�(�e0. 1'YkS C� ��-�� roa-�'_� 4 � l.0 t�t. , .- �s-�-. �.v.�-( : l�q(q� _ �cQ �i SF = o,o�-Prc_ C� _ �� � � ► �c��-` w�� �A. I ��`� - D ,o :� _ � ,os aG , �1= 8 � � 3 � '.r('� = � � �t� �_ N`-+�_f�,'� 'o N . '� ti L' a-� C�-�'-, -� I �, s;���-,�,z, �I \ , 3 0�' �',� �e `,— ='o�, I ��;-c^J ss- w cX� S , ,� � b r�s�, . -�z,�,rv� t�11� c�1r-v�-y' �``"- �r�r2�-��r , . � -�^� �T Z ^ '��l Y�� ^�,�ll�-V-t C�J�l nC; c�..1'!'v�, ? `?�1(�� SC u i�,1 �^�`J� ��.1'�IL � �lh'--����j 2._ ��C�=-`"�. � � � ; _ ''i - 1 '' ,� " `� , , � , _ , 3 c�� TG = (�( 5 4- rc,,�nv�'e.s � See G.;rr� ����" � , � c�.�. ~h,��� -� , ,�s� �-Lv v i +��S : 0.� �� = 2, c� �►� b �r� = Z -� ��1 � P,o� = 3. 9 �� . S, ��R;�C[�. ��F�i-'� �l�w � � �Z = O . O CD G F.S � Q ,� = O. I :� C�s , G ���� = � �Z �o �S ' • � 2/25/02 Jaeger Engineering KENDALL COURT SHORT PLAT DRAINAGE CALCULATIONS ! rJ ��� PREDEVELOPED HYDROGR.APH SUMNiARIES ��l S1+�% t' �" � r' ' j ' ""' BASIN SUMMARY BASIN ID: A10 NAME : PREDEVELOPED, 10 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 09 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 2 . 90 inches AREA. . : 1 . 05 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 81 . 00 TIME OF CONC. . . . . : 61 .54 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 0 . 04 Acres CN. . . . . 89 . 00 TcReach - Sheet L: 300 . 00 ns : 0 .4000 p2yr: 2 . 00 s : 0 . 0233 PEAK RATE: 0 . 14 cfs VOL: 0 . 11 Ac-ft TIME : 490 min � BASIN ID: A100 NAME: PREDEVELOPED, 100 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 09 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 1 . 05 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 81 . 00 TIME OF CONC. . . . . : 61 . 54 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 .20 AREA. . : 0 . 04 Acres CN. . . . : 89 . 00 TcReach - Sheet L: 300 . 00 ns : 0 . 4000 p2yr: 2 . 00 s : 0 . 0233 , PEAK RATE : 0 . 26 cfs VOL: 0 . 19 Ac-ft TIME : 490 min ' BASIN ID: A2 NAME: PREDEVELOPED, 2 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 09 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 2 . 00 inches AREA. . : 1 . 05 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 81 . 00 TIME OF CONC. . . . . : 61 .54 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 .20 AREA. . : 0 . 04 Acres CN. . . . . 89 . 00 TcReach - Sheet L: 300 . 00 ns : 0 .4000 p2yr: 2 . 00 s : 0 . 0233 PEAK RATE: 0 .06 cfs VOL: 0 . 06 Ac-ft TIME : 540 min File Basin Hydrograph Storage Discharge Level pool 3eee5eeeeeeeeeeeeeeeeeeee2eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee ; eeeeeeeeee ; 0 o SHEET FLOW CALCULATOR - ZNITIAL 300 FEET ° o 0 0 0 0 °DES°Mannings Sheet Flow. . . . . : 0 .400U o ° °ARE°Flow Length (ft) . . . . . . . . : 300 . 00 °HOICES ° °RAI°2 yr 24 hr rainfall (in) : 2 . 00 ° ° °TIM°Land Slope (ft/ft) . . . . . . : 0 . 0233 ° ° °TIM° COMPUTED TRAVEL TIME (min} : 61 . 54 ° ° °RAI° TYPICAL MANNINGS VALUES FOR INITIAL 300 FT °A ° o�so 0 0 °BAS°Smooth Surfaces . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 011 ° ° °STO°Fallow Fields of Loose Soil Surface . . . . . . . . . . . . . . . 0 . 05 °Y ° ° °Cultivated Soil with residue cover (s<=0 . 2 ft/ft) : 0 . 06 ° ° °PER°Cultivated Soil with residue cover (s>0 . 2 ft/ft} . : 0 . 17 ° ° °ARE°Short prairie grass and lawns . . . . . . . . . . . . . . . . . . . . . 0 . 15 0 ° °CN °Dense grasses . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 24 ° ° 0 oBermuda grass . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 41 0 0 0 oRange (natural) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 13 0 0 °PEA°Woods or forest with light underbrush. . . . . . . . . . . . : 0 .40 ° ° °PEA°Woods or forest with dense underbrush. . . . . . . . . . . . : 0 . 80 ° ° °TOT° � o ° OF10Key: QUIT FSKey: CLEAR °ete ° ° Pgaeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeefit ° aeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee P��o����P�a T�,� �� C�����,�o� � , � V. DEVELOPED DRAINAGE The developed project wiil include the private casphait road and driveway that is onsite, plus the 36' wide x 179' NE 20th PI. frontage strip. The road asphalt surface will use a thickened edge asphalt c�rb to control and direct the drainage. The driveway and the road will drain to the east to the end of the turnaround at lot 2/6. At this point, the runoff �� will be directed from the asphalt gutter and into the biofiltration swale. i The biofiltration swale will run along the east side of the road. It wi11 flow to the south at a minimal slope of 0.4%. It will discharge into o new catch � basin that will be located at the end of the existing culvert extension. This catch basin will also receive the collector pipe for the roof drains from each lot and from a catch basin that will collect drainage from NE 20th PI. Detention is not required for this project. It meets the criteria to qualify�or the exemption allowed in the code for negligible increase in the peak flows when comparing the predeveloped 100 year storm and the developed 100 year storm. If the 100 year peak flow for the developed condition is less than 0.5 CFS greater than the 100 year flow for the predeveloped condition, then the site is exempt from drainage detention. The calculated 100 year peak flows for this site are 0.67 CFS for the developed site and 0.26 CFS for the predeveloped site. The difference is 0.41 CFS which is less than the 0.5 CFS #hat is the threshold for the exemption. Water quality enhancement is being provided in the form of the biofiltration swale. This is required because the new onsite road and driveway is approx. 5890 SF. This exceeds the 5000 SF of new impervious � surface subject to traffic that triggers a water quality facility. Similar to the existing condition, the SBUH hydrograph method was used , to determine the peak flows for the various storm events. The computer data sheets for the developed flows follow this page os well as the works ,, sheets and the time of concentration calculations. ' time of concentration: 18.05 min�tes 2 year peak flow: 0.29 CFS ' 10 year peak flow: 0.56 CFS I 100 year peak flow: 0.67 CFS � total area: 1.09 acres � pervious area: 0.46 acres curve number: 86 impervious area: 0.63 acres curve number: 98 J � �vzL�R� c4-I SLcr.T t�LF�' -- _ __- - - - --- ----- -------- � EZ � - CF�'F=OPF� � '��t.� ��� - --- -- ------- 1_-- ���_ �- _. _ ------ ------ - _ _�1s� -- -�-o���-- .s�:�_ c�-�� r�.�� N� � P�. -�,�, - - --- , ------- _Sa� _�__ � -__o��(�s o�� -- c�-t c�v(�-��s--- - - - _ --- -------�o`{z--l_---���e..- -o�e� - --- _ _- �.�4_----�'�- _ - - --- _ - - ------- _ __ --- _ - ---- - ---- -_ _ _____ � . 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eeeeeeeeee ; o ° SHEET FLOW CALCULATOR - INITIAL 300 FEET ° o 0 0 0 0 °DES°Mannings Sheet Flow. . . . . : 0 .2400 ° ° °ARE°Flow Length (ft) . . . . . . . . : 100 . 00 °HOICES ° °R.AI°2 yr 24 hr rainfall (in) : 2 . 00 ° ° °TIM°Land Slope (ft/ft) . . . . . . : 0 . 0200 ° ° °TIM° COMPUTED TR.AVEL TIME (min) : 18 . 05 ° ° °RAI° TYPICAL MANNINGS VALUES FOR INITIAL 300 FT °A ° o�so 0 0 °BAS°Smooth Surfaces . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 011 ° � °STO°Fallow Fields of Loose Soil Surface. . . . . . . . . . . . . . . 0 . 05 °y ° ° °Cultivated Soil with residue cover (s<=0 . 2 ft/ft) : 0 . 06 ° ° °PER°Cultivated Soil with residue cover (s>0 . 2 ft/ft) . : 0 . 17 ° � °ARE°Short prairie grass and lawns . . . . . . . . . . . . . . . . . . . . . 0 . 15 ° ° °CN °Dense grasses . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 24 ° ° 0 oBermuda grass . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 .41 � o 0 oRange (natural) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 13 � o °PEA°Woods or forest with light underbrush. . . . . . . . . . . . : 0 .40 ° ° °PEA°Woods or forest with dense underbrush. . . . . . . . . . . . : 0 . 80 ° ° °TOT° d � ° °F10Key: QUIT F5Key: CLEAR °ete ° ° Pgaeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeefit ° aeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee ��e..�l F�Op� ��`�- o� ��.eTY�Csz���a� 1 - ,I � DETENTfON ANALYSIS AND DESIGN Detention Storage is not required for this project cas stated above. 610FILTRATION A biofiltration swale was designed for this site using the criteria established in the 1990 King County Drainage Manual. The design flow was determined using the developed 2 year discharge peak rate of 0.24 CFS. The specified design parameters from the Manual include the slope of 2.0%, the "n" factor of 0.35, the depth of 4" and the side slopes of 3:1. Using Monning's equation, the required bottom width is 6.20 ft. The swale length is 100 ft. The swale hydrology was also checked for the developed 100 year flow. This flow was determined to be 0.57 CFS. Using the actual swale siope of 0.5% , an "n" factor of 0.03 and the 6.20 ft. bottom width; the 100 year flow would cause a flow depth o# 0.11 ft. The total swale depth is 1 .0 ft leaving a 0.89 ft. freeboard for the 100 year event. The velocity durinc � the 100 year storm will be OJ8 FPS. '� Jaeger Engineering KAUZLARICH SHORT PLAT DRAINAGE CALCULATIONS DEVELOPED HYDROGR.APH SUMMARIES BASIN SUMMARY BASIN ID: B10 NAME : DEVELOPED, 10 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 94 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 2 . 90 inches AREA. . : 0 . 44 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 TIME OF CONC. . . . . : 18 . 05 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 .20 AREA. . : 0 . 50 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 100 . 00 ns : 0 . 2400 p2yr: 2 . 00 s : 0 . 0200 PEAK RATE : 0 . 39 cfs VOL: 0 . 17 Ac-ft TIME: 480 min � BASIN ID: B100 NAME : DEVELOPED, 100 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 94 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 .44 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 TIME OF CONC. . . . . : 18 . 05 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 0 . 50 Acres i CN. . . . . 98 . 00 TcReach - Sheet L: 100 .00 ns : 0 . 2400 p2yr: 2 . 00 s : 0 . 0200 PEAK RATE : 0 . 56 cfs VOL: 0 . 24 Ac-ft TIME : 480 min BASIN ID: B2 NAME: DEVELOPEI7 2 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 94 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 2 . 00 inches AREA. . : 0 . 44 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 TIME OF CONC. . . . . : 18 . 05 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 0 . 50 Acres � CN. . . . . 98 . 00 TcReach - Sheet L: 100 . 00 ns : 0 . 2400 p2yr: 2 . 00 s : 0 . 0200 � PEAK RATE: 0 .24 cfs VOL: 0 . 11 Ac-ft TIME : 480 min i ����� P�m �w , �- ��� �r�� �,� �� � - 5��� �� _ � , ��-,- Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: Kendall Court SP Comment : Biofiltration Swale, Design 2 year flow Solve For Bottom Width Given Input Data: Left Side Slope. . 3 . 00 : 1 (H:V) Right Side Slope. 3 . 00 : 1 (H:V) ' Manning' s n. . . . . . 0 . 350 Channel Slope . . . . 0 . 0200 ft/ft ' Depth. . . . . . . . . . . . 0 . 33 ft I Dischar e . . . . . . . . 0 . �? cfs 9 Computed Results : Bottom Width. . . . 2 . 11 - Velocity. . . . . . . . . 0 . 23 Flow Area. . . . . . . . 1 . 02 s. _� Flow Top Width. . . 4 . 09 ft Wetted Perimeter. 4 . 20 ft � Critical Depth. . . 0 . 07 ft Critical Slope. . . 4 . 4921 ft/ft Froude Number. . . . 0 . 08 (flow is Subcritical) � c�Jl S �'��` � 1� _---- :.r � ., .� r' S � L �f?_�l.1�� �C�G_ .r� L--';�� : C� , .:. C : �. �' , r � � �• v� �v�e�✓ �� , — �Q!'� ir2� �`�.t�ct ��-C Dc� �(`c.JV� l-t>���1 ►� , 2 , f ( � �r ��' � ` J.J�0./�t { F � ` ��4C(F V S l �� ��C7� 5l.¢..'C�'.� I 2.�C�i'�'�f1 ' — � �2ale� '�1� '.,t� S d.�`�'�, ; ��,O�' `J�� (O`'���°� ' �^ �; �,% 7Oo (�4 � t'2m'J'1"o� _ ���r��:��-�...��e �r r���.�.� ��Y�- ,�, . --�o ��}� � - �3. �� �,,r ���.��. J ' I 1 `_� �.. ' _ �ncr.��..sed► �,-, `��, ��,��:~��, : �, i � - Z (. :?�3 = �, z0 _... � , � i � r � � 1� ', U �� ���iC� � i.i l.�'Jl vU� y^� � �C> ` �- '�'• � J ..� �l-�:' Open Channel Flow Module, Version 3 . 12 (c) 1990 -. Haestad Methods, Inc . * 37 Brookside Rd * Waterbury �`'f'"����~' Trapezoidal Channel Analysis & Design Open Channel - Unifonr► flow Worksheet Name : Kendall Court Comment : Biofiltration Swale, Peak 100 year flow Solve For Depth Given Input Data: Bottom Width. . . . . 6 . 20 ft Left Side Slope. . 3 . 00 : 1 (H:V) Right Side Slope. 3 . 00 : 1 (H:V) Manning' s n. . . . . . 0 . 030 Channel Slope. . . . 0 . 0050 ft/ft Discharge. . . . . . . . 0 . 57 cfs Computed Results : � Depth. . . . . . . . . . . . 0 . 11 ft velocity. . . . . . . . . 0 . 78 ps Flow Area. . . . . . . . 0 . 73 sf Flow Top Width. . . 6 . 87 ft Wetted Perimeter. 6 . 91 ft Critical Depth. . . 0 . 06 ft Critical Slope . . . 0 . 0334 ft/ft Froude Number. . . . 0 .42 (flow is Subcritical) � C_�` tSC�`-- I v`-'" }�'�C'� '� �12. �O�"� � � ��.� - .r�\� �ro� � �-�� � / — �, 5 � G FS , l � �e-P`�fl ; �� E L � I �/��vc�c,� � O.� � ��.� �i Open Channel Flow Module, Version 3 . 12 (c) 1990 Haestad Methods, Inc . * 37 Brookside Rd * Waterbury, Ct 0670 � 2/25/02 Jaeger Engineering KENDALL COURT SHORT PLAT DR.AINAGE CALCULATIONS i �� DEVELOPED HYDROGRAPH SUMMARIES �� 'e + ��� �`_ ZO" � -----==t'�__�����__�_______ BASIN SUMMARY 1 .3 � hure s BASIN ID: B10 NAME : DEVELOPED, 10 YEAR SCS METHODOLOGY TOTAL AREA. . . . . . . : 1 . 31 Acres BASEFLOWS : 0 . 00 cfs R.AINFALL TYPE. . . . : PElA PERVIOUS AREA PRECIPITATION. . . . : 2 . 90 inches AREA. . : 0 . 53 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 TIME OF CONC. . . . . : 18 . 05 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 0 . 78 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 100 . 00 ns : 0 . 2400 p2yr: 2 . 00 s : 0 . 020C BASIN ID: B100 NAME : DEVELOPED, 100 YEAR ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 31 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 53 Acres TIME INTERVAL. . . . : 0 00 min CN. . . . : 86 . 00 TIME OF CONC. . . . . : 8 . 05 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . - � AREA. . : 0 . 78 Acres � CN. . . . . 98 . 00 TcReach - Sheet L: 100 . 00 ns : 0 . 2400 p2yr: 2 . 00 s : 0 . 0200 PEAK RATE: 0 c18 fs VOL: 0 . 35 Ac-ft TIME : 480 min BASIN ID: B2 NAME: DEVELOPED, 2 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 31 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 2 . 00 inches AREA. . : 0 . 53 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 TIME OF CONC. . . . . : 18 . 05 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 .20 AREA. . : 0 . 78 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 100 . 00 ns : 0 .2400 p2yr: 2 . 00 s : 0 . 0200 PEAK RATE: 0 . 35 cfs VOL: 0 . 15 Ac-ft TIME: 480 min � � '� p�o.-%� �.=�ow S. �, r- �n - .-�fi�. -?- �n i;re. �e.ti�.�.�-���„ %- N� Zo� P� , � i� vv��l P;�e� i�� . �� , C�e� Y�-�; �'���1 '��.e-� �� `:.�1 �c�� � ,3� � r�.,���---� �E��e-'�-�-a. : C�`�c Q " � ' `�� ��-�e�-zx�ce� : � � 40 G�-s T . � 1�� :�'��,��.;�, -� � �" - , � - ., 2/25/02 Jaeger Engineering KENDALL COURT SHORT PLAT DRAINAGE CALCULATIONS PREDEVELOPED HYDROGRAPH SUMMARIES BASIN SUMMARY BASIN ID: A10 NAME : PREDEVELOPED, 10 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 31 Acres BASEFLOWS : 0 . 00 cfs � RAINFALL TYPE. . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 2 . 90 inches AREA. . : 1 . 20 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 81 . 50 TIME OF CONC. . . . . : 61 . 54 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 .20 AREA. . : 0 . 11 Acres CN. . . . . 89 . 00 TcReach - Sheet L: 300 . 00 ns : 0 . 4000 p2yr: 2 . 00 s : 0 . 0233 PEAK RATE: 0 . 18 cfs VOL: 0 . 14 Ac-ft TIME: 490 min � BASIN ID: A100 NAME: PREDEVELOPED, 100 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 31 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : YPE1 PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 1 . 20 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 81 . 50 TIME OF CONC. . . . . : 61 . 54 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 0 . 11 Acres CN. . . . : 89 . 00 TcReach - Sheet L: 300 . 00 ns : 0 .4000 p2yr: 2 . 00 s : 0 . 0233 PEAK R.ATE: . 3 cfs VOL: 0 . 23 Ac-ft TIME : 490 min BASIN ID : A2 NAME : PREDEVELOPED, 2 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 31 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 2 . 00 inches AREA. . : 1 . 20 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 81 . 50 TIME OF CONC. . . . . : 61 .54 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 0 . 11 Acres CN. . . . . 89 . 00 TcReach - Sheet L: 300 .00 ns : 0 .4000 p2yr: 2 . 00 s : 0 . 0233 PEAK RATE : 0 . 08 cfs VOL: 0 . 07 Ac-ft TIME : 540 min