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Home My WebLink About03195 - Technical Information Report �� C 9►��g�Q�� C�� 1471 1 N E 29th Piace Soite #i 0� �.� Bellevue,Washrngfon 98007 \ i DESIGN �� `/ 425 8857877 Fax 425.8857963 / � TECHNICAL INFORMATION REPORT FOR LAURELHURST -PHASE I RENTON, «'ASHINGTO\ ^�,� 5 A. 11�0 � w,�s,� �� o � � i � � SI�� ExPtREs 12/14/ �> Prepared by: James A. 1�Iorin, P.E. Project Nlanager: Robert H. Stevens, P.E. Core Project No.: 02052 Date: September 2004 ENGINEERING PLANNING SURVEYING 3 /�5 9/22/2004 LAURELHURST -PHASE I TABLE OF CONTENTS L Project Overview �� II. Conditions and Requirements III. Off-Site Anal��sis IV. Flow Control/Water Qualit�� Facilit�� Anal��sis and Design I A. Hydraulic Analysis B. Existing Conditions C. Developed Conditions D. Detention Routing Calculations E. Water Quality Volume V. Conveyance System Anal,ysis and Design , VI. Special Reports and Studies ' VII. Other Permits VIII. ESC Analysis and Design IX. Operations and 111aintenance 1�lanual -- — '�.� ' CORE ' ��.� 9/22/2004 L PROJECT OVERVIER' The Laurelhurst Plat is located in Section 15, Township 23 North, Rang 5 East W.M. near the intersection of 138th AVE, SE and SE 132nd ST in Renton, Washington(See Figure 1-Vicinity Map). The site is approximately 30 acres. The project proposes to construct 1361ots with the supporting roads, curb, gutter, side��alk and utilities. There is a 2.1 acre area in about the middle of the site that is not part of the project. See Figure 2- Site Plan, for the overall site plan. The existing site is a 50/50 mixture of forest and pasture with individual homes and outbuildings scattered through out the property. See Figure 3- Landcover for a scaled aerial map of the property. The City of Renton requires Leve12 flo«� control and the Basic Water Quality menu for the site as specified in the 1998 King County Surface Water Desi�n Manual. The on-site generated runoff will be conveyed to a combined detention/ water quality pond in the southwest comer of the property. All drainage discharge from the pond will be conveyed via pipe to Maplewood Creek as shown in the plan. � CC�RE � 9/22/2004 II. OFF-SITE ANALYSIS Upstream Tributary area The site is located at the top and edge of a drainage basin. There is approximately 5.1 acres of offsite tributary area. There is also a 5.5 acre portion of the site that flows to the east that will be redirected to the west (called East Basin). This area has seen resent storm drainage improvements to mitigate flooding problems along the adjacent stream corridor. This project proposes to relieve some of the still remaining flooding problems by redirecting the runoff from this 5.5 acre portion back to the west and into the proj ects detention/water quality pond. Included, in the Appendix of this report,is a complete King County Water and Land Resources Division complaint list for this area. Three areas are tributary to the project. A 2.10 acre group of parcels in the middle of the site (TA2), a 2.46 acre parcel on the north end (TA1) and a 0.56 acre parcel at the south end (TA3). The tributary areas v��ill flow through the pond but it is assumed it w�ill have its own detention and water quality facility when it is developed. See belo«- for a detailed narrati��e of the remaining do��nstream s5�stem. Do�rnstream Analysis See Figure 6-Downstream Hydrology, as an aid in the following discussion. On January 14, 2004 A site visit was conducted. The weather was cool, 45 degrees and overcast. The week priar to this site visit �y�as moderately rainy and cold. The downstream portion of the investigation began at the southwest corner of the project where the proposed outfall from the pond will be. This area is a steep, forested slope. The stream channel the area of the proposed pond outfall is �, CQRE � � � 4TN ST � � � � ,� � r--- Q Z ��p 1 � "J SE 132Np ST _ � � � �7 Q Q � � � 8$ L36TH ST �� RENTON � _ _ J 14�T 8� 8T Fi ure 1 �I C I1�I�'� l��i� g r� ,,� . 3��t 9/22/2004 I!i wooded and steep. The energy dissipater proposed at the edge of the Maplewood I Creek will be located on the opposite side of the stream from an existing structure ' that conveys stormwater from the plat to the west along Bremerton Ave. This ' outfall is about 30-feet upstream of the one proposed. On the day of this report the stream was flowing, the water surface was about 10 feet wide with gravel and large cobble-stones visible. Slow pools of water show signs of sediment deposition and steeper stream channel areas show signs of bank erosion and scour. The stream channel is heavily wooded with alders and low brush in this area. Approximately 0.3 miles downstream of the proposed pond the stream valley opened wider and this stream combines with a stream that flows from the east. This stream conveys the flow from the eastern 5.5 acres of the proj ect site. From this location the stream valley opens even more. Isolated pools of sediment deposition and steeper areas of erosion exist along the channel here. This continues unti10.8 miles from the discharge point where the stream enters a pond at the North-East edQe of Maplewood Golf course. Downstream Analysis—Special Note The drainage area located on the eastern edge of the property receives approximately 5.5 acres of runoff from the project site as detailed in the first paragraphs of this section. This area, knowrn as Puget Colony Homes, has had significant storm water runoff complaints (see King County Drainage Complaint Map and individual complaint reports)received by the county both before recent conveyance system improvements and after. Rather than adding flows to this problematic basin and exacerbate the situation, this project proposes to remove the 5.5 acres from this basin and redirect it to the proposed pond which discharges to a basin with more capacity. This redirecting of storm water may reduce the level of problems in the Puget Colony Homes project. Note both these basins combine approximately 0.3 miles downstream of this project. �� C�RF .....�=- . 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W�.- � _. � _ ., � �_ _ tl _�.. _ r I _ ; � o o � O � � � D � � �, z z C � m � � Z ` —n � � � � I� � m • ►v C � Z � � ��J I $ � � � �, C M �' (� � b z � � y � z � m � � I n T � � U � V V/ V Z � n _ � �J = � m , Z m � N rn � � � � � Rl f�l T �, � e' � N � � �V '° � � , N O � � � k m o tiz � � ` � g � � DO � w � N � y � � � Map Output Page 1 of 2 '�� King County � � - - • � ArcIMS HTML Viewer Ma ,•. --- � �� fYS�y: :t_`Is uj � i' rL � 9E�IG � 4iR�i� ' ytaQf itl ui ,."t'- �n yx SE 1313T Si " � W - y .•+. � _ �,•�: i s=�i - � o :•�.;,; -'-'`' �"� y�'3 � �v ' a� y�'7 I Af7T -` t- 921t y��+ ^ r1.:! r._: + c..�.: rc': - _ SE 132ND-St !I - 5 t.`^-5E 1�ND-Si� SE-t�lp-gi - �' SITE AREA SIG FI '�' �; ��s i DRAI E P �� 'y; i .. .._ W G�� s�_ �,,,. i �: ati ��RD gT � W � N , �' � I � otTO '. _ �� ►Z- �ry '� Ot�OC`" �QtO �' Tio( �t.;i l 9�t`� � = it•_�! f` . •4Q C;1'2� .�',�? i 9l't'c �� 03�G'-1; t..y l�[5(: � t � '`t' gE-13��5 ___1 .` g'`�� +� I .. �.,.,,.. ! s ` � - � i ��o(i � �1�\ �=., •i�� I ♦ f Ei u �.� .q:..i � � i� �- SE 135tH S7_ j 3ir `�[� 1 �J ` � � y� i �135T11 ST - �P . .,,, I �4� � • � :r�.c:; .��_ . ��`=y tA3 u� C7G� ! GSC�ii - - .+,ti <+:ii' J I + L'�#ti + \. .� .•``r n, � �`.1 SE�IHD�PL '11 V = {3t} •r;.� ,.�� ---$E 136TH'S � r,� �j .�� r��- ---- �OR054f, T m,� 4 �� `.� 3�1{3 - �•.t_r ?c:' {c�ao�K:�c«�iy w�.� ',0�4 _.a�; �,f `�° . -- D.10�rni Leyend �c,u��ty 84�un�ia?y �akes and Larg�Rwef, � Thomas Bwlhe�s Map Paye �,' Streams � 5VY5 Drariaye Siud�es . 1990 Nal�nai UVc+tland Irwenlc�ry � 5WS Neghborhood Oranage ��nds Pt�J�+r.�5 ■ 1990 Kmg Countr V'�tla�ti 5ur,rer � SvVS Ftegmnal Stomrwals� � Par;e1 Fe�,�s 0 ��_ � SVYS Ra=clem�a!5t<�mmalr� Fat�tie r h' Siteet_ vVLRL U+aa�a�e C.c�mpia�nls he information included on this map has been oompiled by King County staff from a variety of sources and is subject to change without fice.King County makes no representatans or warranties,e�ress or implied,as to accuracy,completeness,timeliness,or rights to the use � f such infurtnation.King County shall not be liable tor any general,special,indirect,incidental,or consequential damages including,but not imited to, lost revenues or lost profits resulting from the use or misuse of the infortnation contained on this map.Any sale of this map or nformation on this m is rohibited ex t b written rtnission of Kin Coun . King County�GIS Center�News�Services�Comments�Search By,visiting this and other King County web pages,you e�ressly agree to be bound by terms and conditions of the site. The details. ING COUNTY DRAINAGE COMPLAINT MAP ..Jcom. sri.esrimap.Esrimap?ServiceName=overview&ClientVersion=4.0&Form=True&Encod2/6/2004 DEC.�2.200� 10-40AM KC WLP.D . Np,41s p,��lg � KING �.Q1lNTY DEPARTM�MT OF PUBLIC WORKS SURFACE WATER MANAGEMENT"Dt1tf9�ON --. C011r1PLA[NT INVESTIGATION REPt�R'� � c.� �� • Da4e fiac'C; � NA?URE oF COMPLAlNT: �,p,� 3S-D�' �'' �'( � SEC 1WP GE LOCATION_ -� Z ��..�_ tS'6 H Kr�otL PG. COMPLAINANT; ��4 �,, V..i� COUNCII DIST. ONp+E NO. HOM�: �SS�� Address � '� O�I ( 5� / Z�� Ctty �State ap�� woRK Z9 G— �4�'i a QETAILS OF CQMPLAINT: II � . f-�e-- G�� S-�r� �' GtJ� � o" - y��u� � � �- C��" t — � � + S �t'�t'�'S �3 � � � '? �, � � �'0'"�"� • � 1/'�...R�.t-�J/ . _� 7 S' ',� -� � .�� a,rc .�,� w�,�,.�•. -� ;r.. 5. 13 Z s . � � �P�.-�-- c.�..Q� . �� c�,,� r�.u�' ' �^ �-"�-4 -b� . PLA►N7 RECEIVED BY: D�TAILS OF INVESTIGATI�N: Sketch on reverse side:Yes No 0 Photos:Yes C�` No❑ a�,��Y On site 3-15-9I. The area of concern is relatively level with a general slope from north to south. There is vacant property north of SE 132nd St that has been ditched to 132nd. To the west is a private residence that is ditcf�ed and culverted under an access road to an R/D pond, and this is draining to the vacant property. The R/D pond also drains to the vacant lvt. Ditches and culverts were clean and functioning. This run off is then culverted under 132nd and to the south. Photo 1) Fenced RJD pond north of 132nd. . 2 Looks west at end of 132nd and access road to right. � 3 Looks east at ditch on north side of 132nd.Cross culvert beyond truck. 4 pitched area that drains into ditch on 132nd. r /J , �OMPL4IN?INVESTIGATED BY; / s-+�� ' pATE: � "' �� ACTIQN TAKEN: 3-2s-�( • r�. ri�l J� c1.(/..� dv� �`fjf �t f� ��. i e�rlw r nq�r Q i� C`�.�.I+�,, �+'�S rf r ,' r �.Sc��s.A c1 4�N+,r S'.�o.� . ,n/rs �v�g�2 ,/cy,o.� �fT �r/h�1 T�t�.r r�tN� ST�J�'� Vr�Or/1/OaJ 7�� v�7G�. / s�-� �9• � !� � Cvmplainant advised of actlon posslble or taken by: Phone J' Letter ❑ Personai Conta�ct L (��,.✓o.,� ..,..� : G�— � � , . Complalnt Actlan Handled 8y ��^s,�� +�-��T, ��+�Cioseci. �'� QK d, ��y Na�r+ ��DEC.22.2A0�10�40Ah�•�KC WLR NQ.41� P.�i19 Sketch - � N sca�e I�d rl� I�tC��/F� z- ?q�Yc��c � f , {. �.' � :' � � 4 �� , .4�a��"G � --a --_�. �` � ` `. A � �Y Y�N1 P �� ; � � � ��. .. � � �° � ' +� '�coKc • E r�� G �,L rf��c �-,r Z��Gd�e 4 ,��, S� i3zKF t� —�► � — --� � �. 3_ € — � , �j ir`/Q ��CaA� ��0�� cS�il� � I _�-- 'r". ' '��t t � - - � �� it�D0uA�1r1E ` �� 1 � `,_ � :� 1� • il � � f 1 �`'1�� ,� r`t ►., t'1 I t"'� � '� L��.��.�d�� 1e�41AM KC WLRD N0.415 P.b/�9 � � KING COUNTY DEPARTM�NT OF PUSLIC WORKS � SURFACE WATER MANAGEMENT DIVISI�N � COMPLAiNT INVESTIGATIQN REP4R�' � � �� o��e Rec�o: \ - i. NA7URE OF COMPIAINT: �//�/ �. � ; lOCA710N: � SEC �1WP.�RGE�` �L(C�T_ COLON� {�iM�S PL�1T S�� l,o4J �J�1/� KAOLL PG. $ID � COMPIAItVf+NT: 2T COUNCiL DIST. ,�,� ' (�lo��{ 5E f 33rd 5T' C[.o �3 S oME �. S- OS ; Address City ��_._.State� z1 WORK ; DETAILS�F COMPLAINT: �Mb�R11n� Irp,�Vf�L. �� VGt,r`i q'� Q (ne�4�yDY'hOoO� iMC�I�'la� ` ' �{-9 � � re,�ahd�� -��6odr��► �ti �KS� �lony t�or�eh. C'orhpj�Ka�.�' �y a neW �c►�srucC dro�chp�� befweP..h 5� �3�f� � 5� !3�'� was f�sf(1�C z-3 e� 4� �,�C -�' ta121't.� �k1 1� Q afh� .�rto'`r �AGb f�caw+h�aK 5, ,�s �I s �f"N10 h�,� �no�5�5 � � �e5�r 1 c��g ��a�,1 � . ��nl �+n5; �o�tSe �n l�, sre� o� 135�' We.6�"o� -�a �a�h� euaP�.+ti'f"rv� �a� � +�►. �9.� — 4�ew�c� , I I PlA1NT RECENED BY: (��-� �/ZaW�dh d DETAiLS dF INVESIIGATION: Sketch on reversa side;Yes❑ No❑ Photos:Yes� No❑ , ��r !Y � �OMP�AIN7 iNVESTIGATED BY: DATE AC110N TAKEN; t ,,,;,�, �s R'�+f�rt..D wti �-w ��R +w l' .�t' a•�- � (r-t'3-'1 1 (�o c , �s -� T/Y �' � � -`"'y'� ..r. '�'�� . e�`�Jt�:-T 1 i5 �y�l(e,..� , Lr'-IB-9(. S�o(ct .r,��► �.turf,��-O re'avd�'�.� � �'It� `'� a�L�avw1.w—)�''l'� 2M�W+S ♦� � ►!rol iQ.rQ tiat' ��j f.t-( '�'tar3 . Ov. ��5� �S✓ "�P IYc�+�p 3 � rMt.a�� f E r✓d.f' �C�rK,I T^a� /�! �� v�C t �.J. �j IP �� '' ��+ � +"'� ,�J J!'K, D"�- �lL.�e � '+�41-�c S'�f'e.� wo�„�, Cc S � �6�. �1� O�O 8� C.�'Lu� ��w-� '�6'�? "/�.�-s Cornplainant advised of act(on possible or taken l�y; Phone C�l.etter ❑ Personal Contact D Camplaint Action Ha�dled 8y �p�-�•+��"'~ Clcsed: D��Z��t�,,, OK'd; � qaT• O��e �mr��b +��..� . ,� -- ----— - - DEC.GG.��e� 10�41AM KC WLRD N0.415 P.7�19 --�_-_ �_._ ' •. • - . ' •, �:i»� Cot�n�� G�.er�iii�•r TIJ�f H1LL •� , _.�_:�..,,,,.,�,,,, ....«., „ -_ . . �:. . , 40�1 1.fn�Cotinl�•(:�ruYlilm7w• ' , , _ • • S1F Th1rd .l�t•un�• `rHr�1c.tti'hr]�w�A�i�n M�1��i � (3O61 296-iUsO • - Ja�uary 1< , 1991 Mr, Benn 0, Lamh ' 14105 Southeast 133rd Street Rer�ton, wA 98056 � RE : pra�naoe Concerns - Sout►�east 133rd StreeL Dear Mr. Lamb: . Thank you for y our November 25, 1990 letter expressing your concerns about surface r+ater probiems on the street in fror►z of your property. The Surface Water Management Division has comp1e�ed the "Yahn Drainaqe S�udy, Phase II. " ihe first phase of this study identified a71 of the problem5 wi�n this drainage basin and the magnituoe of thase problems. 7ne Pnase Ii par�icn � i of the study identified solutions and recommendations for solving these � ' problems. The study has recommended three areas which must be addressed :o solve the problem on yaur street: (1) to provide an adequate upstream s�orm- water, szorage facility; (2) to increase the capactity of zhe drainage systiern in the basin; and {3) to provide erosion protectian or the do►+nstirean natural chan- nel and reduce the siltation of the Cedar River, Based on the results of the� study, the prpposed solution to the flooding and erosion problems_will require a Capital Improvement Program ,iCIP� project • estimated a; 300,00�, This �project cannot be' started until a71 existi�g CIP ; �.: : : �- -project comnitments are fulfilled. +he Surface Water Management Division has a � ` commii,,.ment te design and construct 51?;3 milliort in CIP projeczs over a five- `�°�� '�' year period (1987 - 19927 . these CTP proje�ts address serious flooding and sr�- sion problems similar to the problems y ou are facinc. All availaDle Tunds are bei ng usec� to address these probl ems and, ►.�i Lhou� addi ti onal fun0i ng�� your CIP project canno� be constiructed in 1991. The Surface w'ater Management G1Y1510f1 r+iil consider this CIP proj�ct Tor funding as part or a new five-yaar CIP beginning ir� 1992, This 5300,000 project will likeiy �e high on the priori�y iist, Piease be aNare, h�Never, �nat there are unmet CIP pro,?ect needs in KiRg County estimated at aver S80 milli�on. Given this oeraand for prcject�, this project mus� be evaivated along side other com- petino projec�s and schedul_d accordinglS�. . ;_ .�_ �� ;�. . _-; N0.415 F.��i� DEC.22.20e3 10�41AM K� W�P.D � + . � � ; - � wo� ; J � 1 11 . . . . . _ ... : � � . __.._.� � Mr. Benn 0. Lamb � January 1�, 199i � Page Two � � � Y our request to clean the open di�ciles Nas invest�gated. The ditches �ppear zo � De cjear of deDris and are functionino correctly, Tne reason the area floods �s due tG a lack of capacity i� the pipe system thdt conneGts to ttie open ditcnes. These pipe systems are on King County rign�-of-wa�� and or+ Dr1VaLe prOpePty. 7a correct Lhe lack �f capacity in this system, it will require tlie CIP projtict . tiaat was identified in our engineering study, 7he issue of the two mobile homes on one site is a temporary conditiion. Tne second mobi�e home ►+as insLailed because of a �aedical hardship. Before this r�as a11o+�ed by the Building znd Land Development Division. a notice was sent to nei�hboring property own�rs for their com�nents. Tne PubiiG Health DeparLment approved the septic �ank sysrem for these mobile hames.- The Surface Nater Management Division wili investigate the fi]ling of tne open ditch to d�zermine if the drainage has been .impacted by the site changes. Thank you again for bringing your concerns ta rqy attention. If you need addi- tional informati�n concerning the drainage problem, please c.ontact Jim Kramer� Surface Water Management Division Manager, at 296-5�85. . S�nCerely, Tirn }ii I 1 • King County Executive TH:HD:7m ; 0108-4,5� . cc: Lo�s Schwennesen, Directpr, Parks, Planning ann Res�urces Departtrwnt • A+Th ; Gregory Kipp, hsanager, Building an4 Land Developnent �ivisior Gary Kohler, M�anager, R�sidential Products Sect�on Bruce Miyai�a�a, Rc�ing Dire�zor, Seat�le-King County Department of Heaiih Paul ianakz, Oirec�or, Qeparttnen� oi Pubti� Works �1ih' : Louis J. Haff, Co�n�y Road Engineer, Roads anC Engineeri�g Division Jin Kramer, Ma�ager, SurfaCe Wa�er Management D�vis�on • � IlEC.22.2003 10�41AM KC WLRD NO.�'15 P.9i19 � �. KING COUNTY DEPARTM�NT OF PUBLIC WORKS , �'�"' SURFACE WATER MANAGEMENT DiViSION � - � �G� sw� ' COMPLAINT INVESTIGATtON REP � �'�� $ c � oaae pe�da: NATURE OF COMPLAINT: f�p /�/(� • — SEC�L.� RGE -s LOCAiION: / 3�!O S /�/Lh i1 /�✓� SG` �,�NlD/1I''v ` KROLL PG. CQMP�.41NAN7• PO��yN1.N- �9^I COUNCII DIST, .�_ pi,�E Z�SLo a 8 y Address 13 yr/�� !yZ"��9VE 5c. ��N a�vm�! State��p9�G5 �ypRK DEI'AILS OF COMPtJ11NT: J��,gl0/V�9/ �/O'vp/NG- 19NQ �� Y'¢ FL�'�S J�'3yc'i9�r2S IQ�QNCS73 C�I�AN�,t�G- 06 O�Tlyi6J RGa�y F• /33'�O ST !9 4} s T AM�7/33''�SP'• ftN�! �iiD� H.v,oE2 / 'SS" s�' ��/SG�� Si� = S�� A�J7�CH�EO- J � �PLAIN7 RECEIVED BY: '� DETAILS 0� lNVES'RGATIGN: Sketch on reverse slde:Yes O No O Photos:Yes O��ryNo O , ' � i , i � • � COMPLAINT INVESTIGATED 6Y; DATE:� ACT10N TAKEN: /�D��.� i h �GF�/h�.�Ol' o� l.Ot+thT�{ �dl RT��'R. C.G�/V(�l 'LS� ��OI�I( � �..� J l V� �ArwQJt ��.�"�@/� � J `No ae+ Y�-� � Complainant advised of action possible or taken by: Phone ❑ Letter'C�. Personai Cantact ❑ Complaint Action Handled By�A�� s A�10� _ Closed:g �� OK'd: �.Te a�. Mm.i� DEC.2c.2603 10�42AM KC WLRD N0.415 P. 18i19 � � � KING COUNTY DEPARTM�NT OF PUBLIC WORKS � SURFACE WATEA MANAGEMENT DIVIS�ON C � � � ��. � i � COMPLA1NT iNVESTiGATION REPORl� sw� ' Q , , o�Z -z �=� � ��a� C-� � NAIURE OF COMP[AIN'f: �Q /�i4 f��F �. Z 3 • � ' LOCA?TON: �f'f�IGF_T L'O�ONI/ . SEC /�7wP Zi }�;E s !T�/y/G S 35�,� KAOLL PG, 8 GD ; �Mp��p�; � �.t/►/ L/�M COUNCIL DIST. Lo � M�OME NR � �/as 5� /33� sr koM� ' Address Giry ��_State Ztp_.., yy�}�K DETAILS OF COMPLAINT: A oO�OL�aa r�x� ��,. �q / =fE�fl7TACHE> � '� ��vb� ��o�� q i.o3�s -� ��PG�v �yi��gZ y�.o��z ,�9 ��o�/j ; �q/•o.�L3 q/,u�39 • yl.vrr� � 9t�0�'/Z : i _ � i.oy�� PLAINT RECEIVED BY: ��HII.S OF tNVF_STIGAT]ON; Sketch on reverse slde:Yes❑ No❑ PhOtos:Yes� No❑ . �xlq COMPLAINT 1NVESTIGATED BY: DAT�: aCT10H TaKEN: mr, �r+n� G(� G�� ON �aTi1S o� �WfVI —rMl� 5 �IY� 0� �(� _ ��ros s Lo�-s �7 � �(�, ` I�o �c,f re$ � �� c�� 8-�8-41 (et'f�,� Complainant advised of actio�posslble or taken by: Phone O Letter� PerSona!Contact ❑ Complaint Action Handfed By S� � Closed: 4 (3 `� OK'd: N�^+ '�,re +�miaa DEC.22.2003 10�42AM KC WLRD N0.415 P. 11i19 � ,�,,,� S„r1 � �� ? . . . � , . ,. � , . � . , ,;;., -;;: :�.�; .t..;��^u� . �' - � �� I� � :� - � �U�2� 1991 KINC� COUNTY �A�E� ��,x�fiEMEi�j a1�tiSt4N 14105 3E 1�3 SIIAfACE �enton, ;�� 9ao56 � z0 �u6�-ust 199� Surface `�later :Iazlageme�t Division 400 Yesler , 3eattle, �A 98704 � , Dear �Lr. 3ramer: � �is you can see �rom the attached oopy, we here in 'uge� � � Colon� have lived up to our part o� the agreement •�re 9truck in �une. Chris and Basbara Crosby have been � given copies of �he pez�ai�sion �orm9 to let �ovnty � repair crews have access to their property. These �orms I were received by them oa Auguat 19, 1991 . I thi.nk that the rest is now up to you. I� �ou have not recieved the form.s back sigaed in a reasonable length of � : ti,�e, then we here in Puget Colomy would eapect the County to take en�orcement action aga�st the Crosbys. � . I� the Couaty sees 2it nat to toLlow through with this, then ; Ke here in Puget Coloap tirill be �orced to seek other remedies � � availab�e to us at 1a�. � ; . I realize that this i9 a strong letter, but "throWi.ng down � the gauntlet" is aot what it is acout. I wan,t pon �o ; uuderstazd that thia neighborhood i� verg serious �n thls � mat�er, and ��re w�ll aot let it rest until we have a satisfactory resolutioa. "_'�ank y0u, � � �eun J. �am� c c: ?.andy 5now ';tes '�i.11ipps �:1ris .'c aarbar3 �rasog DEC.22.2003 10�42AM KC I�RD . N0.415 P. 12i1g r��.., �,��`y - - _ _,,, __�"��rri r� ��;.� _. , , L 1 �"�'�� 'r .� t�� l6 �1199 W,s , - p' r�' t�' � 14105 S� i33 COU�n ,! �#� �� Ren�on, WA 9805 6 �`� 19 August 19�1 8ing County Gouncil � Sing County Qourthouse Seattle, WA 98104 'Dear Wes: Dan I,eonard has played "teleohane tag" with you f�r the past few da,�s, a.nd I �decided that a letter might make more sense at this point. Tn our June meeting here in Puget Colony, I agreed to get signatures from o�aners of two 1ots. Those sigaatures would permit County repai.r vehiales/personnel on the reapec�ive lots. Mr. �eonard recieved a faa �rom Randy Snow, SWM, oa 7-18. The �as wa9 the forms, which the propertg owners had only to sign. I brought them 'rovnd and got them signed and ma.iled back on 7-19. The�e sigaatures were obtained by me in good faith, 1.acking inforsaa�ion which i$ rea,dily available to County employees, which s�a�es n.ames and addresse� oY 1ega1 ownere. Now, it seems, one of the signatures I obtained was nat, in �act, a property owaer's. With the help o� Mr. 9nvw I got the name and address oP the owaer$, oeat them a regietered letter exp� '� the situatioa, enalosed the Yorms to siga and ia.str�cted them to return them to Mr. 9aow at SWM. I recieved a call �rom Barbara Crosb�, one o� the o�rners, this a�ternoon. (The o�her owaer is Chri� Crosby; addres� : P.O. Boz 2851 , Reaton, WA 98056. ) She stated that �he wanted to cooperat�s, but did aot want ta aiga the papers becauae the outfit which is instal7.i.n.g the drain�ields told her to give ao ane access to her property. I pointed out that the County a.greed to return the property to its ori$inal condition, aad told her that i� she re�u.sed �o sign, she might provide a canse o� action �vr �he County or for us in � the neighborhaod. She asked to apeak to someone "in authority." I gave her Jim �ramer's phone number. ' The point of this lt:tter i� to keep you pos�ed on the s�atus o� this matter, and tio let you lmov�i that I am beginn�slg ta fee]. the agreement which flowered i.a June is rapidly begznni.ng to wilt in Auguat. DEC.�2.z003 10�42Af1 KC WLRD N0.415 P.13i19 _ , ,,.�, .. : , ,� . A�ything you.can do to mo4e tr.is along ,would be greatlq appreciated. ' ;. Thank y�ou, � � Benn 0. Zamb � CC: Rsndy Snow Ji.m Sr�amer Bruce Liang . DEC.22.2093 10�42AM KC WLRD N0.415 P. 14i19 _ , f , � �� - � -L . }W n1 ov-- �. � i'•• ., tr.a.. '`'yarR`/ . Kine County Surface R'ater Managemtnt Diviaion Dcp,rtmen�of Pablic Works Yesler Building 400 Yesler way-Rootr,400 Seattle,WA 9b104-263: (206)286-6319 August 28, Z991 Mr. Benn 0. Lamb 14105 So�utheast 133rd Street Renton, WA 96056 RE: Puaet Colonv Project pear Mr. Lamb: Thank you for your August 20, 1991 letter concerning the planned repair of ' the pipe across Lots 37 and 44 of Puget Cotony Homes. � Chris and Barbara Crosby have both expressed their willingness to grant access to County forces to repai.r the pipe across their property. I expect to shortiy receive their written permiss9on in the form of the temporary access easement and rigttt of entry documents which were fotwarded to them. Upon receiving these, wa will schedule the project at the earliest po5sible date. . Thank yau again for your concern and assistance in this matter. If further information is needed, please cail Randy Snow, Drainage inve5tigation Unit Engineer, at 296-6519. Sincerely, � /`� r r Jim Kramer � Manager JK:RS:vs M22:LT12 cc: Bruce Laing, King County Councilmember ATTN: Wes Phillips, LegiSlative Aide Tim Hill , King County Executive . Chris and Barbara Crosby Dick Thie1 , P.E. , Manager, Engineering Servi�es Section � ATTN: Curt CraWford, P.E. , Acting Supervising Engineer, Drainage Investigation Unit �� DEC.2�.2a03 10�43AM KC WLRD N0.41S P. is�19 �..� —�� ' KING COUN71' SURFACE WATER MANAGEMEN"f DIVlSIO ---� DRA�TAGE II�T�V'ESTZGAT70N RE�'D�T ��>, � Page t: INVESTIGAYION FiEOUEST . ,,� Received by: �..v��- .^� Date;. , 9 �'j G1GJ OK'd by+:�� ^FI4e No. � = _.._: ReceivBd fram: (Ple�se prin;plainty for scanninp). (D'sy) � �F NA61E: ��U'I�I�S/�.,// lJN T/ uiC. PHONE ��. /`�0/(> J�LC. /3`f � ST R � state ..;,... , .:�P ADDRESS: ' City '�2 Locacion of prob{em, if di;�erent: ( �p�Y,�,lUl'!S. ,�G �i1�� /� s� __..�..�.� � ----- � � _ Repor.sd Prab/em: � s�� -�.�� ,o�.�f,a.-� �'ar vcrca�t7a� � oF Q �ow�ty ��! s�� .�,ey , e�'or-e. ��v�s�i��ir�� - , �'=� -��- �u.q � Cola�y y�•,�s � - :a:3� �� .o: J♦ I "� '= =trc;�C�c.. I�`'Oil•'�. ��v r'12�Cj �r1':c5tlr"_i111 I�?�2f�'cC 'r.,s.t. F�rir:YYlli��*�3+ekx.�srsrrai�►+sst::ar:�'1�� "1se ;'��. �`�L.,71 rC? ^.:"►� ,�r�•.�<.•r, rVTi�77��yT�T�ki'r�w�Yl . . �V ........�__l_�'�Y;t,,...,i_..xllVi. Cv..-�,.•, Sirr;. ...... .... ,,:, ,..��.,•� _ . , , „ ..... ... ........ ......:...... ...... .,..„ ,. .. . , , , . „ . . �, ,. . ,,, N� �5 2✓ .r"� ~�;C"si ;:o.... ..tY74� �� J�/� . .. .��Oil �l� Ci i'', �r��5: N��ti�l.Z .- 5 . - - o,� 35a5 BasnLC� Cour.�il �is:.�2-- Ch�r�e No: Rc"SPONS=: Cr�zen not'm"ed on �! �,�-�-6y J phone � IeZer � �;� pBf50f1 ---•'�•_�.-- ��. � i � �I�� ry�� .�' ,,� �-�—�� '� -�--� � DlSPOSr'/ON: 7urned to on by OR: No fu�ther accion recommended b�cz Lead 2gency has be�n notified' _ rroblem hes been carrected, Na problem h�s be�n ide:�ti�ied. "rrio� ir��c::��iu�t��n addrssses probl� '_" �See Rle �+_� ... .,.�----- , _ Priva;e problerrr - TJD:�..° wil!nor consid�r because: Water origina►es onsite and/or on nei�hboring pa-cel �Location is outside SWt�1 SeNice kr . O:hQr (Specli��): DA7� CLOSED: /� // ,5� / J�S b , Y' ,r n., , .� � DEC.22.2003 10�43AM KC WLRD N0.415 P.16�19 � � complaint 95-0763 Dembfoski, Alfred investigated by Doug�Dobkins on 9-1&95 . Mr. Dembroski is requesting to vacate some ROW along 140th avenue SE. The area in question is unopened ROW and not maintained. Ths only drainage that I could find was�at the end af SE t32nd avenue which crossed the 140th Ave. SE ROW from the wes#to the east. This is a 12'concrete pipe. No other pipes or drainage systems were found in this ROW. � , Drainage within the plat of Puget Colony Homes drains away from the 140th avenue southeast right-of-way to the southeast. dn the westside of the 140th Ave se ROW there are 4 large parcels which have no drainage sys#ems affected � by this proposed vacation of ROW. Right of Way isn't improved for travel, see attached drawin4 I I , II �I DEC.22.2003 10�43AM KC WLRD N0.415 P.17i19 �� • KING COUNTY WATY�h'�4�D LAND RESOiT�CFS DIVISIQl!I�,,: .� ' ' � �,r; '� !y � 1 r �� ' • DI�II�'AGE INVESI'xCATIOI�RL�QitT�� ,� � , - . � �. � Page 1; INv�szx�►'nort REQt�s�r, � . � �+pc � PxoBr�M:_�,f�/�Il�t�� ... � , . . � , �. � � , . . o ;�`o - xecei`red fiom: � ��. .�� '�� : ,� . � .' , . .. ., .�. ..�',..,,ti; .. �.. . . .� � .. .. �, __ , �. . . ' Q vss " ' .Qc I�1 r M�•+�' -..,. � : ,(Da�►�"`�� , . , _(Ev�) � + R . NA�: L�iw./0 Y � � � - � � � -- �G � .� � . . . ' �� r � � �� , . , � "t ^ . ,h. ., .. i a�D�ss. �.,C�v�� /_� St- �3�2 rs��ty� r�t/.Stste_�/�Zip� . . . ,. . � -a.: , .. .. . . .; .. . � - � , � ��, .� ; . � ,.,. - Locatioa�of problee� if differeat. - _ ..� . . .. .�... , c :` .��ti.:�,- - ,�.,. ' : , � . ._ .+ � . . . , � . , .-�, . „ .�,.. . � . , . >.,�: r=°� �, � � � � Reporled Prroble�t.'� �CALL F�LS'I'�❑ (Would L�i7ce.To Be Presmq � �. . �', :`;� ',,v. . ' .. � � � � '. . ' ' . 'h:•'1 .'/.�t'. . ' , .. . i ' � ' � .. . . . , . . ' , . . .,�_ ` . _1� � .. ��. ... . � � ... ' . . �L�...c��'�4 � �t=�c.i•.✓� �-o'� � c�� 77"�/�t!Tc� �� C-Y/a`��. � � . . . , . .� . , ,. . � �o.J a"�� , • ... , r :. . . . . . . p/y9�/.�f�-��s . , ' . ; . . . . ' . - , � � � � , . � � . � . , 7 , PIat nam�: ��p� C D t� �s, . Lot No: �Q Btock No: Other ageacies involve.d: No fidd investigation required � initials �C I J � �J I 1 � ' _ � � /a S T R P 1 N (Q°12�G1D 'D/ D� ��0 %� . arce o, � KroIl� Th.Bros: Ne�w ' old �D� Basin-�. ' Cuut�cil District � . Ghsrge�To, RES1�o�vsF: Citizea notified on by: phone letter in persoA Disposrriolv: Turned to on / / by OR: No further action recommended because: Lea.d agenry has been aotified: � � ' Prob2e�n has boea coizcctod. ' No pmbkm has betn idcatified. • Prior iuvestigation addtesses probl�m: S�cs lfi�* Private problem-NDAP will not consider because: Water originates onsite and/or on neighboring parceI. Location is outside WL1tU Se.z�vicc Area. Other(Specify): �. DATE CLOSED: � / By, � � . ��P`''� � DEC.2z.z003 10�43AM KC WLRD N0.415 P.18i19 Gettle, Larry From: Kara�Wendy . Se1tt: Wednesday,January 06, t998 8:36 AM ' , To: Gettls� l.arry Cc: Jacobson,Jsff SubJact: dralnage complaint ln Puget Coiony Homes Here's Info on a dralnage complaint was reported to me at 14013 S� 133rd Sk. Cindy Dearmit{sp?)cailed repo�ting that her house and yard has settled. They releveled the houss last summer and ncw it's settfed agaln_ Cabmets pulled away fram walis,waiis cracking�fenaeposts out of the ground,atc. She says the problems started this past year, Her husband thinks it might be the result of a small project that we ttad Jeff Jacobson do for their neighbors last year, We had a small drain Ilne installed that outlets to a basin near their house. Her husband thinks the basin is"broksn", so the water doesn't have anywhere to go. I think Jeff would be the ideai candidate to investigate this one since he's already fiamiliar with the area. , Whoever goes Can taik to me first. We have a project planned fer the next coup(e manths{panding funding) behind tfie house in question;but it won't solve this problem(though it may help slightIy)�.,Let me know when someone might go out so I pn let Ctndy know. Her phone number ts(425)277-6953. Thank youl Page 1 DEC.22.2003 10�44AM KC WLRD N0.4].5 P. i�i19 �� --+� ��. KING COY]NTY WATER AND LAND RESOURCES DIVTSION �—�• . - �DRAINAGE INVESTiGA1'ION�EPO�tT �ST�C�,q77dN R�QUEST Type,�" �i tOHLEM: �� A �'� . RECE1 v,�'� a9� c.� . . .Date: � 2 5 � O 'd .N — 7 ! Received from: � . � . .. . . . . . . . . _ � �Y) �3 (EvC) �� x,�: ,/�ItZ�i. �A H�•1 �ornE 2Zb - 29 S� ADDR�SS� f`T � �� S� ��Z� City�-+� d„�. State Zip �l �� LOCAT(ON QF PROBLEM, IF DI�FERENT: � ' Access Perm�ssion Granted � CaU FitSt (Would La'lce To Be Present)� : G2�� w � . , � � . ' ` /�� yA�� s�d�� +J .. . ��2�'Y � T�',°.�/`�' 1 . - �p✓4 ��1'�'C"� L.- ��iv��( a b� �t/o IS�D /.�Qt�� , �� f,�.� ,�l�.�- �Qt� � /�oqd�s �'a.�'i��y 8�1� 13,�� r-e v a��t� G�� was �70 . co��. �je� �/��j �iS c.�ss� .�c�l �rnl A"Gr/��/t.rLa_ • � �d�,J w I<<. �GG l�S y/f'/�7'� � D�rc�s�� J�o�1.�-c-�, / /� y��L ��5�,✓.� Plat name: �� rja,�, � Lot No: Block I�a: pther agencies involved: No field investigation requued__D�� 4 J �„'� -- � � _� _� .� �+ p 7 /� —,, 1/a S T R Pazcel No. I �r.�[J�f�f/ Kr�ll�� Th.Bros: New !O �� V � Basin�� Council District �� Charge No. RESPo1vSB: CitiQen notifed on a � a a by; '�� , phone lettef in persun Do�► ��-rNs�►ssa_. � .� � n,,,t�. YAr1� �� DJS��lS �P�a+M r..� e 1►� Pl�,��'. ,�sa c �V. IU � c6s�qrLy s�G r.��►s s�a 7"��F.� L.r ��'� f�� S /N-��T� :N • DISPOSTTCON; Turned to on I I by OR; No further action recommended because: �, Lead agency has been notified: �� . .�� ./ /9 L`7"t-��► rlS��--- _ Problem has been corrected. No problem as been idenrified. Prior investigation addresses probiem: SEE FILE# Private probiem -NDAP will not consider because; Watar originates onsite andJor on neighboring parcel. Location is outside WLRD Service Area. Other(Specify): DATE CLOSED: �. / � /�b By: ��'� . � G n -�'n c��J�� c 9/22/2004 IV. FLO`V CO:�TROL /«'ATER QL'ALITY FACILITY ANALYSIS /DESIGN A. HYDRALZIC AITALYSIS The drainage analysis was modeled using the King County Runoff Time Series (KCRTS) soflware version 4.2. The site soils are Alderwood (AgC), KCRTS group, Till. The site is located in Sea-Tac rainfall region with a sale factor of 1.0. See the Appendix for the soils map and scale factor exhibits. B. E7IISTI\G COI�DITIO\S The Laurelhurst Property is 30.1 acres and currently drains to the east, three areas totaling 4.92 acres (2.26 + 2.10+ 0.56) are also tributary along with 1.10 acres of roadway along Duvall Ave NE. By using the topographic survey for the project the measured exiting impervious, farested and pasture areas were measured. Below is a summary of the areas, see Figure 3a for a detailed tabulation of the measured areas. Note that the 5.50 area on the east side of Phase II is not included in the predeveloped timeseries because it flows to the east. This information was used to produce the Predeveloped Runoff Timeseries (PREDEV) in the KCRTS program. 9/22/2004 AREA TABULATIONS TRIBUTARY AREAS Area/Ground Cover Area (ac AREA T1 Till-forest 0.70 Till-pasture 1.38 Im ervious Area(measured) 0.38 Subtotal: 2.46 A.REA T2 Till-forest 0.23 Till- asture 1.35 Im ervious Area(measured) 0.52 Subtotal: 2.10 AREA T3 Till-forest 0.10 Till- asture 0.26 Im ervious Area(measured) 0.20 Subtotal: 0.56 Tributarv Area Totals Till-forest 1.03 Till-pasture 2.99 Impervious Area(measured) 1.10 FRONT (Fronta e) Area (ac) Till-forest 0.25 Till- asture 0.35 Im ervious Area(measured) 0.50 Total: 1.10 ONSITE (Phase I + II) Area {ac) Till-forest 11.06 Till- asture 11.63 Im ervious Area(measured) 191 Total: 24.60 � PREDFVELOPED CONDITIONS T�tal area — 30.8' ac (Com lete Summa � of Areas) Ground Co�er Area (ac) Till-forest 12.34 Till- asture 14.97 Impen�ious Area(measured) 3.51 See the KCRTS calculations in the Appendix for the detail 9/2212004 PREDEVELOPED TIMESERIES Flow Frequency Analysis Time Series File:PREDEV.tsf Project Location:Sea-Tac I ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- I Flow Rate Rank Time of Peak -- Peaks -- Rank Return Prob I�! (CFS) (CFS) Period 2.42 2 2/09/01 15:00 4.34 1 100.00 0.990 1.34 7 1/05/02 16:00 2.42 2 25.00 0.960 2.42 3 2/27/03 7:00 2.42 3 10.00 0.900 0.941 8 8/26/04 2:00 2.35 4 5.00 0.800 1.43 6 1/05/05 8:00 2.18 5 3.00 0.667 2.35 4 1/18/0616:00 1.43 6 2.00 0.500* 2.18 5 11/24/06 4:00 1.34 7 1.30 0.231 4.34 1 1/09/08 6:00 0.941 8 1.10 0.091 Computed Peaks 3.70 50.00 0.980 *Allowable release rate = '/2 1.43 cfs = 0.72 cfs 9/22/2004 EAST BASIN TIMESERIES PREDEVELOPED CONDITIONS Total area= �.50 ac East Basin Ground Cover Area (ac) Till-forest 0.50 Till-pasture 4.75 Im ervious Area(measured) 0.25 Flow Frequency Analysis Time Series File:EASTBASIN.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak --Peaks -- Rank Return Prob (CFS) (CFS) Period 0.405 2 2/09/0115:00 0.728 1 100.00 0.990 0.186 7 1/05/0216:00 0.405 2 25.00 0.960 0.392 3 2/28/03 3:00 0.392 3 10.00 0.900 0.083 8 8/26/04 2:00 0.372 4 5.00 0.800 0.223 6 1/05/05 8:00 0.354 5 3.00 0.667 0.372 4 1/18/06 16:00 0.223 6 2.00 0.500 0.354 5 11/24/06 4:00 0.186 7 1.30 0.231 0.728 1 1/09/OS 6:00 0.083 8 1.10 0.091 Computed Peaks 0.620 50.00 0.980 9/22/2004 C. DEVELOPED CO\`DITIONS The developed site will consist of 1361ots, 691ots in Phase I and 67 lots in Phase II. The impervious area for the plat was determined by measuring the right of way area which is 100°/o impen�ious and adding 4,000 SF per lot. Phase I: measured rhv = 3.16 Ac Impervious area= [69 x 4000]143560 + 3.16 = 9.50 Ac Phase II: �Vleasured r/w =2.91 Ac Impervious Area= [67 x 4000]/43560 - 2.91 = 8.55 Ac The remainder of the area was assumed to be lawn. Below is a summary of the areas, see Figure 3a for a detailed tabulation of the measured areas. Note that the 5.50 area on the east side of Phase II is included in the developed timeseries. This information was used to produce the Predeveloped Runoff Timeseries (DEV) in the KCRTS program. The entire east basin (5.50 ac)will be directed to the west basin in the developed state. The difference between the predeveloped area(30.82) and the developed area(36.32 ) is the 5.50 acres. 9/22/2004 AREA TABULATIONS TRIBUTARY AREAS Area/Ground Cover Area (ac) AREA Tl Till-forest 0.70 Till-grass 1.38 Im ervious Area 038 Subtotal: 2.46 AREA T2 Till-forest 0.23 Till- ass 135 Im ervious Area 0.52 Subtotal: 2.10 AREA T3 Till-forest 0.10 Till-grass 0.26 Impervious Area 0.20 Subtotal: 0.56 Tributa Area Totals Till-farest 1.03 Till-grass 2.99 Impervious Area 1.10 FRONT {Fronta e} Area {�c) Till-forest 0.0 Till-grass 0.20 �', Impervious Area 0.90 �, Total: 110 i �NSITE (Phase I + lI Area (ac) Till-forest 0.0 Till-grass 12.05 Impervious Area 18.05 Total: 30.10 DE�'ELOPED COVDITIONS Total area = 3b.3? ac (Com lete Summar • of Areas) Ground Cover Area (ac) Till-forest 1.03 Till- ass 15.24 Impervious Area 20.05 See the KCRTS calculations in the Appendix for the detail 9/22/2004 DEVELOPED TIMESERIES Flow Frequency Analysis Time Series File:dev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak -- Peaks- - Rank Return Prob (CFS) (CFS) Period 6.28 6 2109/01 2:00 12.80 1 100.00 0.990 5.00 8 1/05/0216:00 7.68 2 25.00 0.960 7.56 3 2/27/03 7:00 7.56 3 10.00 0.900 5.28 7 8/26/04 2:00 6.66 4 5.00 0.800 6.38 5 10/28/0416:00 6.38 5 3.00 0.667 6.66 4 1/18/0616:00 6.28 6 2.00 0.500 7.68 2 10/26/06 0:00 5.28 7 1.30 0.231 12.80 1 1/09/08 6:00 5.00 8 1.10 0.091 Computed Peaks 11.09 50.00 0.980 9/22/2004 D. DETENTION ROL'TING CALCULATIONS The City of Renton requires that the Leve12 Flow Control standard apply to this project. This standard requires that the proposed pond outfall match 2-year predeveloped release rate and the not exceed the other predeveloped design storm events up to the 10 year event. The pond is also required not to exceed frequency and duration for %z the 2-year up to the 50-year storm events. Using the appropriate release rates the developed timeseries was modeled in a pond with 2:1 sides slopes, 12-feet of water depth and a pond bottom of 21,762 sf (234 x 93). A two orifice control structure was design to meet the release rates and frequency duration standards. See the Appendix of this report for the detailed KCRTS calculations. The resultant pond volume required was 355,215 cf. The volume provided on the plan is 402,785 cf. Therefore the pond, as shown on the plans is adequate to provide the required volume and maintain the frequency and duration of storm runoff from the project. Pond Outfall Timeseries, release rate Check Time Series File:rdout.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (ft) Period 2.41 2 2/09/0120:00 7.80 11.76 1 100.00 0.990 0.618 7 12/29/0110:00 2.41 11.23 2 25.00 0.960 1.75 4 3/06/03 22:00 1.94 10.05 3 10.00* 0.900 0.538 8 8/26/04 7:00 1.75 9.67 4 5.00 0.800 0.688 6 1/05/0518:00 1.45 9.18 5 3.00 0.667 1.45 5 1/18/06 23:00 0.688 7.30 6 2.00** 0.500 1.94 3 11/24/06 8:00 0.618 5.89 7 1.30 0.231 7.80 1 1/09/0810:00 0.538 4.48 8 1.10 0.091 Computed Peaks 6.00 11.66 50.00 0.980 * release rate at or below Predeveloped release rate ** release rate at ar belo��- '-� the Predeveloped rate 9/22/2004 Comparing Predeveloped with Pond Outfall, Frequencv and Duration Check Durarion Comparison Anaylsis(see complete listing in the Appendix) Base File:predev.tsf I`'ew File: rdout.tsf Cutoff Units: Discharge in CFS -----Fracrion of Time--------------Check of Tolerance------- G�toff Base I`ew %Change Probability Base New%Change 0.719 , 0.65E-02 0.52E-02 -20.7 � 0.65E-02 0.719 0.703 -2.3 0.774 i 0.57E-02 0.27E-02 -53.3 � 0.57E-02 0.774 0.712 -8.0 0.829 � O.S1E-02 0.24E-02 -52.6� O.S1E-02 0.829 0.721 -13.1 0.884 ', 0.45E-02 0.22E-02 -50.2 � 0.45E-02 0.884 0.728 -17.7 1.21 � 0.19E-02 0.17E-02 -11.1 ! 0.19E-02 1.21 0.981 -19.1 1.27 � 0.17E-02 0.17E-02 1.0� 0.17E-02 1.27 1.32 43 1.32 � 0.15E-02 0.17E-02 133 � 0.15E-02 1.32 1.44 9.1 1.38 � 0.13E-02 0.16E-02 253 I 0.13E-02 1.38 1.50 9.2 1.43 � 0.12E-02 0.15E-02 28.2 � 0.12E-02 1.43 1.54 7.5 1.49 � 0.11E-02 0.13E-02 24.6 j 0.11E-02 1.49 1.57 5.5 1.54 � 0.96E-03 0.11E-02 18.6� 0.96E-03 1.54 1.60 3.7 1.60 � 0.86E-03 0.98E-03 13.2 � 0.86E-03 1.60 1.67 4.7 1.65 I 0.73E-03 0.88E-03 20A� 0.73E-03 1.65 1.73 4.5 1 J 1 ' 0.68E-03 0.80E-03 16.7 � 0.68E-03 1.71 1.74 2.0 1.88 'i 033E-03 031E-03 -5.0 � 0.33E-03 1.98 1.98 -0.2 2.03 i 0.29E-03 0.26E-03 -111 � 0.29E-03 2.03 2.00 -1.5 2.09 ; 0.23E-03 0.24E-03 7.1 � 0.23E-03 2.09 2.13 2.1 2.14 0.16E-03 0.20E-03 20A � 0.16E-03 2.14 2.23 4.0 2.20 0.98E-04 0.18E-03 833 � 0.98E-04 220 232 5.� 2.25 . 0.98E-04 0.15E-03 50.0 � 0.98E-04 225 2.32 2.9 231 j 0.98E-04 0.98E-04 0.0 0.98E-04 2.31 232 0.4 236 j 0.82E-04 0.65E-04 -20.0 � 0.82E-04 2.36 234 -1.2 2.42 � 033E-04 O.00E+00-100.0� 0.33E-04 2.42 239 -1.� Maximum positive excursion = 0134 cfs ( 9.9%) �< 10% occuring at 1.35 cfs on the Base Data:predev.tsf and at 1.48 cfs on the New Data:rdout.tsf Maximum negative excursion=0344 cfs(-31.0°o) occuring at 1.11 cfs on the Base Data:prede<<.tsf and at 0.766 cfs on the New Data:rdout.tsf Therefore, the pond as modeled is adequate. The volume summary is: Live Storage: 355,215 cf required 402,785 cf provided 9/22/2004 E. WATER QUALITY VOLUME The water quality volume (dead storage)was determined using the procedure outlined in the King County Surface Water Design Manual Page 6-68. In this procedure a volume is determined using the areas of Impervious, Forest and Grass land-covers in the developed basin. The volume(Vr) is then multiplied by a factor (3 in this case) to determine the total minimum volume required. The land-covers, as determined in the pond sizing calculations, are repeated in the following table: DEVELOPED CONDITI�NS Total area = 3G.32 ac � (Com lete Summa �of Areas) ' Ground Cover Area (ac) Till-forest 1.03 Till- ass 15.24 ' Impervious Area 20.05 The calculation for minimum required dead storage volume is: The basic water quality menu(KCSWDM 6.4.1.1,page 6-68): Vr=0.90*Ai + 0.25*Ag+ O.lOAtf X R/12 Vr= [0.90*(20.05*43560)+ 0.25*(15.41*43560) + 0.10(1.03*43560)] x R/12 Vr = (786,040 + 167,814 +4,487) x 0.47 / 12 Vr= 37,535 Vb = 3xVr Vb =3 * 37,535 Vb = 112,605 cf Dead Storage: 112,605 cf required 122,008 cf pro��ided DETENTION / WQ POND VOLUME SUMMARY Laurelhurst 02052 By: JAM 9/22/2004 CUMLATIVE ELEVATION AREA HEIGHT VOLUME VOLUME (SF) (FT) (CF) (CF� 378 47.078 1 46,035 448,820 377 44.991 ;�-,: 1 43,991 402,785 376 42.990 '�- �:,�� 2 82,044 358,795 � 374 39.054 i ��y, = 2 74.288 276,751 3'72 3�.234 ;�,,�N�F� 2 66.78� 202,463 370 31,SSU �.�' 2 59,545 135,679 368 27.y9� , 2 52.497 76,134 366 24.502 '�'�` 1 23,637 23,637 365 22.771 = live/dead interface 365 22J71 1 21,726 122,008 364 20.6�0 2 3 7,83 8 100,282 362 17,158 2 31,12b 62,444 36� 13.96� 2 24,�6� 31,318 358 10,900 .,-1, 6,450 6,450 357 2,OOU = SHEET NO. 11 KING COUNTY AR,EA, WASHINGTON (RENTON QUADRANGLE) 10� 1680000 FEET 122°��'3��?^ � . 47°_., ' � . . . . qgp .... . . 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FB: 40356. sq. ft �, 0.926 acres ' Effective Storage Depth: 11.35 ft Stage 0 Elevation: 365.00 ft Storage Volume: 339047. cu. ft 7.783 ac-ft Riser Head: 11.35 ft Riser Diameter: 24.00 inches Number of orifices: 2 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in} (CFS) (in) 1 0.00 3.06 0.857 2 8.70 6.00 1.589 8.0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation Surf Area (ft) (ft) (cu. ft) (ac-ft} (cfs) (cfs) (sq. ft) 0. 00 365.00 0. 0.000 0.000 0.00 21762. 0. 03 365.03 653. 0.015 0.045 0.00 21801. 0.06 365.06 1308. 0.030 0.064 0.00 21841. 0.10 365.10 2183 . 0.050 0.079 0.00 21893. 0.13 365.13 2840. 0 .065 0.091 0.00 21932. 0.16 365.16 3499. 0 .080 0.102 0.00 21972. 0. 19 365.19 4158. 0 .095 0 .111 0.00 22011. 0 .22 365.22 4819. 0 .111 0 .120 0.00 22051. 0 .26 365.26 5702. 0.131 0.129 0.00 22103 . 0.45 365.45 9926. 0.228 0.170 0. 00 22354. 0 .64 365.64 14197. 0 .326 0.204 0.00 22606. 0.83 365.83 18516. 0 .425 0.232 0. 00 22859. 1.02 366.02 22883. 0 .525 0.258 0.00 23113. 1.22 366.22 27533. 0 .632 0 .281 0.00 23382 . 1.41 366.41 32000. 0.735 0 .302 0.00 23638. 1.60 366.60 36515. 0.838 0.322 0.00 23896. 1.79 366.79 41080. 0.943 0.341 0. 00 24155. 1.99 366.99 45938. 1 .055 0.359 0. 00 24428. 2 .18 367.18 50604. 1.162 0.376 0. 00 24689. 2 .37 367.37 55320. 1.270 0.392 0.00 24952 . 2 .56 367.56 60086. 1.379 0.407 0.00 25215. 2 .76 367.76 65157. 1.496 0.422 0.00 25494. 2 .95 367.95 70026. 1.608 0 .437 0. 00 25760. 3 .14 368.14 74946. 1.721 0.451 0. 00 26027. 3 .33 368.33 79917. 1.835 0.465 0. 00 26295. 3 .53 368.53 85204. 1.956 0.478 0.00 26579. ' 3 .72 368.72 90280. 2 .073 0 .491 0.00 26849. � 3 . 91 368 .91 95407 . 2 .190 0 .503 C . 00 27121. ' 4.10 369.10 100586. 2.309 0.515 0.00 27394. 4.30 369.30 106093. 2.436 0.527 0. 00 27682. 4.49 369.49 111379. 2.557 0.539 0. 00 27957. 4.68 369.68 116717. 2 .679 0.551 0. 00 28234. 4.87 369.87 122108. 2 .803 0.562 0.00 28511. 5.06 370.06 127551. 2.928 0.573 0.00 28790. 5.26 370.26 133339. 3 .061 0.583 0 .00 29085. 5.45 370.45 138892. 3 .189 0.594 0 .00 29366. 5.64 370.64 144498. 3 .317 0.604 0.00 29648. 5. 83 370.83 150158. 3 .447 0.615 0.00 29931. 6.03 371.03 156174. 3 .585 0.625 0.00 30231. 6.22 371.22 161945. 3 .718 0.635 0.00 30517. 6.41 371.41 167771. 3 . 851 0.644 0.00 30804. 6.60 371.60 173651. 3 .986 0.654 0.00 31092 . 6.80 371.80 179900. 4. 130 0.663 0_00 31396. 6.99 371.99 185892. 4.268 0.673 0.00 31687. 7.18 372. 18 191941. 4.406 0.682 0.00 31978. 7.37 372 .37 198044. 4.546 0.691 0.00 32271. 7.57 372.57 204529. 4.695 0.700 0.00 32580. 7.76 372 .76 210748. 4.838 0.709 0.00 32876. 7.95 372 .95 217022. 4.982 0.718 0.00 33172 . 8.14 373 .14 223353. 5.127 0 .726 0.00 33469. 8.33 373 .33 229741. 5.274 0 .735 0.00 33768. 8.53 373 .53 236526. 5.430 0 .743 0.00 34083 . 8.70 373 .70 242343. 5.563 0 .751 0.00 34353 . 8.76 373 .76 244407. 5. 611 0.764 0.00 34448. 8.83 373 .83 246822. 5.666 0.798 0.00 34559. 8.89 373.89 248898. 5. 714 0.851 0.00 34655. 8.95 373 .95 250980. 5.762 0.924 0.00 34750. 9.01 374 .01 253068. 5.810 1.010 0.00 34846. 9.08 374 .08 255512. 5. 866 1.360 0. 00 34958 . 9. 14 374 .14 257612. 5. 914 1.420 0. 00 35054. 9.20 374 .20 259718. 5. 962 1.460 0. 00 35150. 9.39 374.39 266425. 6.116 1.590 0.00 35455. 9.58 374.58 273191. 6.272 1.710 0.00 35761. 9.78 374.78 280375. 6.437 1.810 0.00 36085. 9. 97 374.97 287261. 6.595 1.900 0.00 36393 . 10.16 375.16 294205. 6.754 1.990 0.00 36703. 10.35 375.35 301208. 6. 915 2 .070 0.00 37014. 10.55 375.55 308644. 7. 085 2 .150 0.00 37342 . 10.74 375.74 315768. 7.249 2 .230 0.00 37655. 10 .93 375.93 322953. 7 .414 2 .300 0_00 37970. 11.12 376.12 330197. 7 .580 2 .370 0 .00 38285. 11 .32 376.32 337887. 7 .757 2 .440 0 .00 38619. 11 .35 376.35 339047. 7 .783 2 .450 0 .00 38669. 11 .45 376.45 342922. 7 .872 3 . 100 0 .00 38836. 11 .55 376.55 346814. 7 . 962 4 .260 0 .00 39004. 11.65 376.65 350723. 8.051 5.750 0.00 39172 . 11.75 376.75 354648. 8.142 7.510 0.00 39340. 11.85 376. 85 358591. 8.232 9.500 0.00 39509. 11.95 376.95 362550. 8.323 11.690 0.00 39677. 12 .05 377.05 366526. 8 .414 14 .080 0.00 39847. i2 .15 377.15 370519. 8.506 16.230 0.00 40016. 12 .25 377.25 374529. 8.598 17 .080 0.00 40186. 12 .35 377.35 378557. 8.690 17. 890 0.00 40356. 12 .45 377.45 382601. 6 .783 18 .660 0.00 40527. 12 . 55 3?7 . 55 386E62 . 8 . 87� 15. 390 0 . 00 4C697 . 12 .65 377.65 390740. 8.970 20.090 0.00 40869. 12 .75 377.75 394836. 9.064 20.770 0.00 41040. 12 .85 377.85 398948. 9.159 21.430 0.00 41212. 12 .95 377.95 403078. 9.253 22.060 0.00 41384. 13 .05 378.05 407225. 9.349 22 .680 0.00 41556. 13 .15 378 .15 411389. 9.444 23 .280 0.00 41729. 13 .25 378.25 415571. 9.540 23 .860 0.00 41902. Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 12 .80 4_34 7.80 11.76 376.76 355215. 8.155 2 6.28 2.42 2 .41 11.24 376.24 334627. 7.682 3 7 .68 2 .42 1.94 10.06 375.06 290507. 6.669 4 7.56 2.35 1.76 9.67 374.67 276433 . 6.346 5 6.66 2 .18 1.45 9.18 374.18 259074 . 5.948 6 6.38 0.72 0.69 7.30 372 .30 195910. 4.497 7 5.00 ******* 0.62 5.89 370.89 151820. 3 .485 8 5 .28 ******* 0.54 4.48 369.48 111140. 2.551 -- -------------------------------- Route Time Series through Facility Inflow Time Series File:dev.tsf Outflow Time Series File:rdout Inflow/Outflow Analysis Peak Inflow Discharge: 12.81 CFS at 6 :00 on Jan 9 in Year 8 Peak Outflow Discharge: 7.80 CFS at 10 :00 on Jan 9 in Year 8 Peak Reservoir Stage: 11.76 Ft Peak Reservoir Elev: 376.76 Ft Peak Reservoir Storage: 355215. Cu-Ft . 8.155 Ac-Ft Flow Frequency Analysis Time Series File:rdout.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (ft) Period 2.41 2 2/09/O1 20:00 7.80 11.76 1 100. 00 0.990 0.618 7 12/29/O1 10:00 2 .41 11.23 2 25. 00 0.960 1.75 4 3/06/03 22:00 1.94 10.05 3 10. 00 0.900 0.538 8 8/26/04 7:00 1.75 9.67 4 5. 00 0.800 � 0.688 6 1/05/05 18:00 1.45 9.18 5 3. 00 0.667 ' 1.45 5 1/18/06 23:00 0.688 7.30 6 2. 00 0.500 1.94 3 11/24/06 8:00 0.618 5.89 7 1.30 0.231 7.80 1 1/09/08 10:00 0.538 4 .48 8 1. 10 0.091 Computed Peaks 6.00 11.66 50. 00 0.980 Flow Duration from Time Series File:rdout.tsf Cutoff Count Frequency CDF Exceedence_Probability CFS � � $ 0.034 37920 61.840 61.840 38.160 0 .382E+00 0.102 4300 7.012 68 .852 31.148 0.311E+00 0.169 4499 7.337 76.189 23 .811 0 .238E+00 0.237 3835 6.254 82 .443 17 .557 0 .176E+00 0 . 305 3318 5 .411 87 .954 12 . 146 0 . 121E+00 0.372 2458 4 .008 91 .862 8 .138 0. 814E-01 0.440 1730 2 .821 94.684 5.316 0.532E-01 0.507 1144 1.866 96.549 3.451 0.345E-01 0.575 747 1.218 97.767 2 .233 0.223E-01 0.643 566 0.923 98.690 1.310 0.131E-01 0.710 473 0.771 99.462 0.538 0.538E-02 0.778 177 0.289 99.750 0.250 0.250E-02 0. 845 17 0.028 99.778 0.222 0.222E-02 0. 913 16 0.026 99.804 0.196 0.196E-02 0. 980 12 0.020 99.824 0.176 0.176E-02 1.05 9 0.015 99.839 0.161 0.161E-02 1.12 5 0.008 99.847 0.153 0.153E-02 1.18 2 0.003 99.850 0.150 0.150E-02 1.25 1 0.002 99.852 0.148 0.148E-02 1.32 3 0.005 99.856 0.144 0.144E-02 1.39 3 0.005 99.861 0.139 0.139E-02 1.45 15 0.024 99.886 0.114 0.114E-02 1.52 7 0.011 99.897 0.103 0.103E-02 1.59 7 0.011 99.909 0.091 0.913E-03 1.66 6 0.010 99.918 0.082 0.815E-03 1.72 S 0.013 99.932 0.068 0.685E-03 � 1.79 10 0.016 99.948 0.052 0.522E-03 1.86 6 0.010 99.958 0.042 0.424E-03 1.93 6 0.010 99.967 0.033 0.326E-03 1.99 3 0.005 99.972 0.028 0.277E-03 2.06 2 0.003 99.976 0.024 0.245E-03 2.13 3 0.005 99.980 0.020 0.196E-03 I 2.20 1 0.002 99.982 0. 018 0.179E-03 2.26 3 0.005 99.987 0. 013 0.130E-03 � 2.33 3 0.005 99.992 0. 008 0.815E-04 2.40 4 0.007 99.998 0. 002 0.163E-04 Hyd Inflow Outflow Peak Storage ' Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 12 .80 4 .34 7.80 11.76 376.76 355215. 8.155 2 6.28 2 .42 2 .41 11.24 376.24 334627. 7.682 3 7.68 2 .42 1.94 10.06 375.06 290507. 6.669 4 7.56 2 .35 1.76 9.67 374 .67 276433 . 6.346 5 6.66 2 .18 1.45 9.18 374.18 259074. 5.948 6 6.38 0.72 0.69 7.30 372 .30 195910. 4 .497 7 5.00 ******* 0.62 5.89 370.89 151820. 3 .485 8 5.28 ******* 0.54 4 .48 369.48 111140. 2 .551 Duration Comparison Anaylsis Base File: predev.tsf New File: rdout.tsf Cutoff Units: Discharge in CFS -----Fraction of Time----- ---------Check of Tolerance------- Cutoff Base New �Change Probability Base New �Change 0.719 I 0.65E-02 0.48E-02 -26.7 � 0.65E-02 0.719 0.695 -3 .4 0.774 I 0.57E-02 0.25E-02 -55.8 � 0.57E-02 0.774 0.707 -8.7 0.829 I 0 .51E-02 0.23E-02 -54 .5 I 0.51E-02 0.829 0.715 -13 .7 0.884 I 0 .45E-02 0.21E-02 -54.2 I 0.45E-02 0.884 0.724 -18.0 0.939 I 0 .40E-02 0.19E-02 -53 .4 I 0.40E-02 0. 939 0.732 -22 .G 0.993 � 0 .35E-02 0. 17E-02 -52 .3 � 0.35E-02 0. 993 0.738 -25 .7 1.05 � 0 .31E-02 0. 16E-02 -47.6 I 0. 31E-02 1 .05 0.746 -28 . 9 � . 10 I 0 .27E-02 0 . 16E-02 -42 . 9 0 .27E-C2 1.10 0 .754 -31 .6 1. 16 I 0.22E-02 0. 15E-02 -32 . 8 ; 0 .22E-02 1. i6 0.839 -27 .5 1.21 I 0.19E-02 0. 15E-02 -22 .2 � 0 .19E-02 1.21 0.934 -23 . 0 1.27 � 0.17E-02 0.15E-02 -10.8 I 0.17E-02 1.27 0.995 -21.5 1.32 � 0.15E-02 0.14E-02 -2 .2 � 0.15E-02 1.32 1.28 -3 .4 1.38 I 0.13E-02 0.14E-02 11.4 � 0.13E-02 1.38 1.42 3 .0 1.43 I 0.12E-02 0.13E-02 8.5 � 0.12E-02 1.43 1.45 1. 1 1.49 � 0.11E-02 0.11E-02 3 .1 I 0.11E-02 1.49 1.50 1.2 1.54 I 0.96E-03 0.96E-03 0.0 I 0.96E-03 1.54 1.55 0.4 1.60 � 0.86E-03 0.91E-03 5.7 I 0.86E-03 1.60 1.65 3 .2 1.65 � 0.73E-03 0.83E-03 13 .3 I 0 .73E-03 1.65 1.70 3 . 1 1.71 � 0.68E-03 0.72E-03 4 .8 I 0.68E-03 1.71 1.73 1. 6 1.76 � 0.62E-03 0.60E-03 -2 .6 � 0.62E-03 1.76 1.75 -0.4 1.82 � 0.55E-03 0.49E-03 -11.8 � 0.55E-03 1.82 1.77 -2 .3 1.87 � 0.51E-03 0.41E-03 -19.4 I 0.51E-03 1.87 1.81 -3 .1 1.93 ( 0.41E-03 0.34E-03 -16.0 I 0.41E-03 1.93 1.87 -2 .7 I, 1.98 � 0 .33E-03 0.28E-03 -15.0 I 0.33E-03 1.98 1.93 -2 .4 �, 2 .03 � 0.29E-03 0.24E-03 -16.7 � 0.29E-03 2 .03 1.98 -2 .9 I 2 .09 I 0.23E-03 0.23E-03 0.0 � 0.23E-03 2 .09 2 .12 1.3 ', 2 .14 � 0.16E-03 0.20E-03 20.0 � 0.16E-03 2 .14 2 .22 3 .7 � 2 .20 � 0.98E-04 0.18E-03 83 .3 � 0.98E-04 2 .20 2 .32 5.6 , 2 .25 I 0.95E-04 0.15E-03 50.0 � 0.98E-04 2 .25 2 .32 3 .0 , 2 .31 � 0.98E-04 0.98E-04 0.0 I 0.98E-04 2 .31 2 .32 0.6 2 .36 � 0.82E-04 0.65E-04 -20.0 � 0.82E-04 2.36 2 .34 -1.2 � 2 .42 I 0.33E-04 O.00E+00 -100.0 I 0.33E-04 2.42 2 .39 -1.0 � Maximum positive excursion = 0.137 cfs ( 6.3�) I' occuring at 2 . 19 cfs on the Base Data:predev.tsf and at 2 .32 cfs on the New Data:rdout.tsf , Maximum negative excursion = 0.354 cfs (-31.9�) ', occuring at 1. 11 cfs on the Base Data:predev.tsf , and at 0 .756 cfs on the New Data:rdout.tsf SECTIO:v'S.3 DETENTION FACILITIES Riser Overflow The nomograph in Figure 5.3.4.H can be used to determine the head (in feet)above a riser of�iven diameter and for a given flow(usually the 100-year peak flow for developed condirions). FIGURE 5.3.4.H RISER Ii�'FLOW CURVES i oo ------ ______ ' 72 54 48 i ' ; 42 i � i 36 � 33 � 30 I � 2� i � � I I 24 � � I � ' 21 � i � p ,Zt i - W � o , 1 8 rii d a � ._...._. .._. - _._ ai a a°', �� 1 5 � � ' � � � p 12 ( � � 10 , � ' 1 �, � � � � I ' i I ( � ; i I �� , � ' F 1 I � i �� HEAD IN FEET (measu�red from crest of riserj �� , Qwe�r=9.739 DH°�2 x t�: Q o�t��.=3.782 D H Q in cfs, D and H in feet �I Slope change oceurs at weir-orifice transition , 9/1/98 1998 Sudace Water Design Manual 5-50 9/22/2004 V. Conveyance System Analysis and Design The storm drainage conveyance system was designed in accordance the 1998 KCSWDM to provide for all the conveyed runoff for the 100-year event to be totally contained with in the catch basins. The King County Backwater Analysis program, version 4.22 was used to model the system. The total 100-year maximum storm rate of 12.39 CFS from the 28.1 acre site was proportioned to the individual sub-basins based on area. For example a catchment 5.5 acres in size would have a 100-year flow of: 5.5/28.1*12.39 =2.4 cfs Q ratios were computed for each catchment based on the area entering flow at the junction divided by the total area upstream of the node. A detailed list of the q ratios, a schematic of each drainage conveyance model, and the results follow. Q �atIOS J.Morin I� Laurelhurst 02052 06/30/04 node area at node area upstream Q ratio Pond 0.0 28.1 100.00 CB 3 14.3 13.8 1.04 CB 2 0.0 13.8 0.00 CB 27 10.1 3.7 2.73 CB south 3.7 0.0 0.00 CB 39 0.2 0.3 0.67 CB 40 0.3 0.0 0.00 CB 36 0.0 8.8 100.00 CB 43 1.4 7.4 0.19 CB 44 0.9 6.5 0.14 CB 46 4.1 2.4 1.71 CB 47 0.3 2.1 0.14 CB 48 0.2 1.9 0.11 CB 49 1.3 0.6 2.17 CB 50 0.1 0.5 020 CB 46 0.0 3.8 100.00 ' CB 52 1.1 2.7 0.39 C B 53 0.1 2.6 0.04 C B 54 1.2 1.4 0.84 CB 55 0.4 1.0 0.39 CB 56 1.0 0.0 0.00 CB 27 0.0 1.5 100.00 CB 28 0.1 1.4 0.07 CB 29 0.1 1.3 0.08 CB 30 0.4 0.9 0.44 CB 31 0.7 0.2 3.50 CB 3 0.0 14.3 100.00 CB 4 0.3 14.0 0.02 CB 5 1.4 12.6 0.11 CB 6 1.8 10.8 0.17 CB 7 0.1 10.7 0.01 CB 8 1.2 9.5 0.13 CB 13 4.6 4.9 0.94 CB 14 0.6 4.3 0.14 C B 15 1.0 3.3 0.30 CB 16 0.8 2.5 0.32 CB 17 0.3 2.2 0.14 CB 18 0.9 1.3 0.69 CB 19 1.3 0.0 0.00 � r�atl� node area at node area upstream Q ratio ' CB 13 0.0 4.6 100.00 CB 24 0.9 3.7 0.24 � CB 25 0.9 2.8 0.32 CB 8 0.0 2.1 100.00 CB 9 0.5 1.6 0.31 CB 10 0.1 1.5 0.07 CB 11 0.5 1.0 0.50 CB 12 1.0 0.0 0.00 CB 15 0.0 0.9 100.00 C B 34 0.3 0.6 0.50 CB 58 0.5 0.1 5.00 CB 58a 0.1 0.0 0.00 � ��$i o kJn - � �__ _ _ y t ,,�� r i� F�k� 3�tT i(7�- -��'�'.✓" k'L-►-' � �� •� 1 `L- '�`i�1t 1�L�=jt;�1 �12�Q ; ; i�---- — � �� gas�a; 2� i Ac � �.)� t2•S$ �'�' ��` �3 � c��1 ,�� l50�, �q`�� C�?c� ��r� �i,2� R{►V� �'�y.7L ��m �`i54S 1��r�Lr 7�7�� ;��'�� 3��:� i`�''�� 3��c� �Z�,r 3q;,�x t��-�� Wa= ° �1�- � �3 �- `` ��-�,� v.�� .,:� �c�r�otn�� •' �3'` - ��h = Z�'J3 ib 1` i;�� C�,O�2y � t�:aJ;� ��.� f 4 5 ' Q,L�-Y' �'��p� �;1E� t6�m ,�t��(1`;r�-� ., ;� r�.- _ �� j�C�� 1�. '�:U37= ' ( '.�..'^ ��' Z . � Pt N� �� I l ' ' _ _ _ , ` .�: 3��1��(m,�) - . �� . c�� — �3�?�- ' � R,,� ;`�� !� �Z„ �C �`�:��IJ '', �r� - � .,� �'�� j I � .�_. � ��"�,s�"� ,I �e-� _ Pi�� :'�1��e1, Run�l BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:run-l.bwp Surcharge condition at intermediate junctions Tailwater Elevation:377. feet� � Discharge Range:12.39 to 12 .39 Step of 1. [cfs] Overflow Elevation:391. feet Weir:NONE Upstream Velocity:0. feet/sec PIPE NO. 1: 45 LF - 18"CP Q 17.87�r� OUTLET: 372.30 INLET: 380.34 INTYP: 5 JUNC NO. 1_ OVERFLOW-EL: 388.34 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 1.04 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 12.39 2 .75 383.09 * 0.012 1.33 0.52 4.70 4.70 1.33 ***** 2 .75 i/ PIPE NO. 2 : 167 LF - 18"CP @ 2.22� OUTLET: 380.34 INLET: 384 .04 INTYP: 5 JUNC N0. 2 : OVERFLOW-EL: 395.65 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 0. 00 Q(CFS) HW(FT� HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 6.07 1.52 385.56 * 0.012 0.96 0.63 2.75 2 .75 0.96 ***** 1.52 / PIPE NO. 3 : 188 LF - 18"CP @ 0.50� OUTLET: 384.04 INLET: 384 .98 INTYP: 5 JUNC NO. 3 : OVERFLOW-EL: 399.25 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 2 .73 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *********�********************************************************************* 6.07 1.54 386.52 * 0.012 0.96 0.98 1.52 1.52 1. 08 1.54 1.47 ✓ PIPE NO. 4 : 244 LF - 12"CP @ 0.50� OUTLET: 385.48 INLET: 386 .70 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *******************x�*********************************************************** 1.63 0.86 387.56 * 0 .a12 0.55 0.56 1.04 1.04 0.56 0.86 0. 80 I I Pipc� '�1ode1, Run-1 i ', z-an� ��aNu� adi� _,,�--,�- ��. _ � � � � �2�b�4 ?��' � -'�`- :��f � - �'t�.� al��2. ac,rn�� - 24� b 51'��4��'� H�t .� � �+�Q=�It� -c.�.o,o , �4� �°,� "�`, � � '�� r_ : , , <i � ;��Ig� � „� � �1��,�.W�71 , , =r�� n,o�� '�� 'b ��` �� r�. �pg��al„i i �� 4�' �� - � ' �f�. '►�17��,��►�?i �`'��v '�. bg•'�c,`� �'�� t,�rQ ��5� �'I =� � � ,o�v=�/� ,;"t _ ��o �� l�, ,, ,,-� �co ,,t� dr5�� ,�21 � �.;-� ; C►Z'!(�fM�� mv ?�'�t�� 1i , � C�'�`c��`j �'� CGC+O'n � �Scb'0 �� 4' ,�V1 �2"Q,�+� v'�n� � ' . pl. �� r r ,�'LZ ��=�� ,2� � ��2� �I � ,� � C'�s�'� �1� Z��`-/ I nr �K`.3�+ �ir2) i�� _1-' I � ecr�i�,ai ,�Zt 4t,�i�7 �� '►2 bti4� �►��TI. � ct�i p ► � c�; ��,, c5 �� +�;, ��J �4,'(Y-�ll) h2! �,��i4:��i��1� �a '� �� ,��b _ Q ,�.., ��,�� '�`� �h,4��l� � � .y��C�= J(� � -b �'� '� �► � ��'' __��_ }n-(,'�..��2► ^`-x�o �� ►�ob l��) �,Z'4�� 3� �:21 } �Z ,p:�11t� ' �' �,� � ��ob w�'�! ►:S;l! `� �J �c�=�l �,��o ��: � �� `� � `�� 4=zl� V � , _ � C� �, 1 � �� a�� _� BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:run-2 .bwp Surcharge condition at intermediate junctions Tailwater Elevation:383 .09 feet Discharge Range:6.31 to 6.31 Step of 1. [cfs] Overflow Elevation:402 .8 feet Weir:NONE Upstream Velocity:0. feet/sec PIPE NO. 1: 132 LF - 18"CP � 0.50� OUTLET: 380.34 INLET: 381.00 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 385 .26 BEND: 90 DEG DIA/WIDTH: 4 .0 Q-RATIO: 0.20 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 6.31 2.86 383.86 * 0.012 0. 98 1.01 2 .75 2.75 2 .50 2 .86 1.58 PIPE NO. 2 : 138 LF - 18"CP @ 2.32� OUTLET: 381.00 INLET: 384 .20 INTYP: 5 JUNC NO. 2 : OVERFLOW-EL: 388.63 BEND: 10 DEG DIA/WIDTH: 4 .0 Q-RATIO: 0.14 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 5.26 0.89 385.09 * 0.012 0. 89 0.57 2 .86 2 .86 0.89 ***** 0. 87 PIPE NO. 3 : 248 LF - 12"CP Q 2.48� OUTLET: 384.70 INLET: 390.84 INTYP: 5 JUNC NO. 3 : OVERFLOW-EL: 395.63 BEND: 45 DEG DIA/WIDTH: 4.0 Q-RATIO: 0. 17 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 4.61 1.84 392.68 * 0.012 0. 90 0.66 0.39 0.66 0.90 ***** 1. 84 PIPE NO. 4: 150 LF - 12"CP @ 1.20� OUTLET: 390.84 INLET: 392 .64 INTYP: 5 JUNC NO. 4: OVERFLOW-EL: 396. 84 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.01 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 3.94 1.82 394.46 * 0.012 0. 85 0.77 1.84 1.84 1.61 1.82 1.29 PIPE N0. 5: 78 LF - 12"CP @ 1.18� OUTLET: 392 .64 INLET: 393 .56 INTYP: 5 JUNC N0. 5: OVERFLOW-EL: 398.23 BEND: 30 DEG DIA/WIDTH: 4 .0 Q-RATIO: 0. 13 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI �� ******************************************************************************* I 3 . 90 2. 08 395.64 * 0 .012 0 . 84 0 .77 1. 82 1. 82 1.71 2 . 08 1 .44 PIPE N0. 6: 140 LF - 12"CP � 0 .50% OUTLET: 393 . 56 INLET: 394 .26 INTYP: 5 JUNC NO. 6: OVERFLOW-EL: 402 .44 BEND: 90 DEG DIA/WIDTH: 4 . 0 Q-RATIO: 0.94 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ****************************************�*****�***********�*****************�** �1�)t '��(!t�r"�. ��,t1��- Z 3 .45 3 . 02 397 .28 * 0 .012 0 . 80 1 . 00 2 . 08 2 .08 2 .50 3 . 02 1 . 51 PIPE NO. 7 : 220 LF - 12"CP � 0 .50°s OUTLET: 394 .26 INLET: 395 . 36 INTYP: 5 JUNC NO. 7: OVERFLOW-EL: 400.95 BEND: 5 DEG DIA/WIDTH: 2.0 Q-RATIO: 0. 60 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 1.78 2 .49 397 . 85 * 0 .012 0 .57 0 .59 3 . 02 3 . 02 2 . 39 2 .49 0 . 83 PIPE NO. 8 : 47 LF - 12"CP � 0 .51F OUTLET: 395 .36 INLET: 395 . E0 INTYP: 5 JUNC NO. 8: OVERFLOW-EL: 401.20 BEND: 0 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0.30 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 1. 11 2 .33 397 . 93 * 0 .012 0 .45 0.45 2 .49 2 .49 2 .30 2 .33 0 . 62 PIPE NO. 9: 80 LF - 12"CP '�- 0 .50°s OUTLET: 395 .E0 INLET: 396 . 00 INTYP: 5 JUNC N0. 9: OVERFLOW-EL: 400.50 BEND: 90 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0 .32 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0 .86 2 .01 398.01 * 0.012 0.39 0.39 2.33 2.33 1.98 2 .01 0.55 PIPE N0.10: 150 LF - 12"CP @ 0.50� OUTLET: 396.00 INLET: 396.75 INTYP: 5 JUNC NO.10: OVERFLOW-EL: 401.22 BEND: 0 DEG DIA/WIDTH: 2.0 Q-RATIO: 0 .14 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* C .65 1 .32 398. 07 * 0 . 012 0 .34 0 . 34 2 . 01 2 . 01 1 . 31 1 . 32 0 .46 PIPE NO. 11 : 139 LF - 12"CP 'z 0 .50% OUTLET: 396 . 75 INLET: 397 .45 INTYP: 5 JUNC NO. 11 : OVERFLOW-EL: 401.92 BEND: 0 DEG DIA/WIDTH: 2 . 0 Q-RATIO: 0 . 90 Q(CFS) HW(FT) HW ELEV. * N-�AC DC DN TW DO DE HWO HWI ******************�*******�********************************�******************* 0 .57 C .68 398 . 13 * 0 . 012 0 . 32 0 .31 1 . 32 � .32 0 . 6E 0 .68 0 .43 PIPE N0. 12 : 167 LF - 12"CP � 0 .50% OUTLET: 397 .45 INLET: 398 .29 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0 . 30 0.34 398 .63 * 0.012 0.23 0.23 0.68 0.68 0.23 0.34 0. 30 e� -, _ r - '?�� i�;� � i ,' j"��! ��if 'i'�r � � •� �� ' + �� . ' . ' ... ' �..�-'-�— ��. � �� - � � � � �= �� - �� °'� � � ��,�� 7� ��,�,�,r �4D�� .,, �_.� �1 tL � ��;c 1�'� 3 �_ _� y �/ �� "� ,. � �,�, �� A� ��'l�� .,,:��,��- _ . _ �z�, {l =� ��' , �. _� - -- .�� - o, � (��r� 4vi�°`' � � - � �,�, � ` 24 � 1�,''�e 3�'4� ��' � �+i __�_ .. _ . i ,�� `t vt�4" ! �i� f J J 7� �t' ��s's ��rl�i ��--. r�i.�f`�•..�',� � I� �' "f ._. --__.._1 � .��i -� -- ��?.�'._ _'L �. Pipe lV1 c�del, Run-2 a BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:run-2a.bwp Surcharge condition at intermediate jur_c�ions Tailwater Elevation:398.28 feet Discharge Range:2.03 to 2 .03 Step of � . [cfs] Overflow Elevation:404.76 feet Weir:NONE Upstream Velocity:0. feet/sec PIPE NO. 1: 77 LF - 12"CP @ 5.42% OUTLET: 394 .26 INLET: 396 .43 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 402.09 BEND: 60 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.24 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 2 . 03 0 .89 399.32 * 0 .012 0 .61 0.33 4 . 02 4 .02 0. 61 ***** 0. 89 PIPE NO. 2 : 148 LF - 12"CP C 0. 89% OUTLET: 398 .43 INLET: 399.74 INTYP: 5 JUNC NO. 2 : OVERFLOW-EL: 403 .47 BEND: 0 DEG DIA/WIDTH: 4 . 0 Q-RATIO: 0 .32 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 1 .64 0 .77 400. 51 * O .C12 0.55 0.48 0. 89 0 . 89 C .55 ***** 0 .77 PIPE NO. 3 : 129 LF - 12"CP C 1.00°s OUTLET: 399.74 INLET: 401 .03 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *************************************************�***************************** 1.24 0.67 401.70 * 0.012 0.48 0.39 0.77 0.77 0.48 ***** 0.67 pl�?� � ��t:��`=, �llili�a - �rt� -��' '� ��.� -��b r� p,= I.D ��`� ., - �� ;�;a� L�� j,z � �� _. � � � � (�— ��. , � - L' �° d�� y�:.� _ . �,� 4�� i; �;�;: __ iL"�� '�a7.� _. ^� .+.a- � 7� �`;. Z�,,. � ��.; � � � �' � =�,� �r�� j a .� "� ` r �f�, � ,�., t ,� a �1�Z� 1�.�� (L�w� 3t� .5 �,..- �+�,=i},�� o°�� (�'� �L�• _��`�'S`'�3 - �- f � ��_�a.�<- �m �y�$, i`I io tZ"� 3'i4•$L ` , , �. ` ;��;�. ,' ��f� ,-� i j�, d ,�`� V �,,,�f,fl�,�t�, � °� � ' - (}.7i 1L''��, '��`�`�',, �, �(� ; � f� '.� �' t �f 1�:.�: ---��—�_.__-,, _�-�' 1 't 9�f�--� i/f2�'1 �v � . �L��L �h� "�t; '� ��..�� Pipe Madel, Run-2b � BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:run-2b.bwp Surcharge condition at intermed'a�e jur_ctions Tailwater Elevation:395.46 feet Discharge Range:0.93 to 0.93 Step of l. [c�sj Overflow Elevation:403.2 feet Weir:NONE Upstream Velocity:0. feet/sec PIPE NO. 1 : 74 LF - 12"CP Q 0.51°s OUTLET: 393 .56 INLET: 393 . 94 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 397.62 BEND: 90 DEG DIA/WIDTH: 4 .0 Q-RATIO: 0.31 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* � 0.93 1.61 395.55' * 0.012 0.41 0.40 1.90 1. 90 1.57 1.61 0.57 PIPE NO. 2 : 88 LF - 12"CP Q 1.00� OUTLET: 393 .94 INLET: 394.82 INTYP: 5 JUNC NO. 2 : OVERFLOW-EL: 398.39 BEND: 15 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.07 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *****************************,r************************************************* 0.71 0.78 395.60 * 0 .012 0.36 0.30 1.61 1.61 0 .76 0. 78 0.47 PIPE NO. 3 : 35 LF - 12"CP C 0.60% OUTLET: 394.82 INLET: 395. 03 INTYP: 5 JUNC NO. 3 : OVERFLOW-EL: 398.59 BEND: 90 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.50 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0. 66 0.63 395 .66 * 0.012 0.34 0 .33 0 .78 0. 78 0 .58 0. 63 0.47 PIPE NO. 4 : 200 LF - 12"CP @ 1. 60% OUTLET: 395. 03 INLET: 398.22 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* C .44 0.37 398 . 59 * O. G12 0.28 0 .21 0 .63 0. 63 0 .28 ***** 0 . 37 Pl�� '�1�t��°�� tl�i�� 1�✓►� -�� ,�- �• �i �= a � (,�.�ti) � t3 �� _ �--�. .. 2g,� �' ' A= i�� .�__� �(�2� f: -.i , r �/ / ! � � . �� --- ' . 4 �' �� i��J� �t��E 3�1•�L G�/tt� �+ i �,� 0��u.,k, 3 ; (t,IM�{uZ,S� q_ 5�.n, , 12'!+� 3f8�� „ � � �..____-- '�� 12 �' � it {w�_L� 152 "l� � ,L,� � 21" �y'�,E 3�`j•(� �i--- �.0�� (,;1 p.�;d� � n�o�'Zv J, (�+r`9�'y.�,, ""��n► �4��-- __�_ )2'�� '��43L ' �;�+� •, �� J � M�"{`` �'�'� , ��t�• � //1(+�,_�S� �\ 47� �� `,�n,t,l `�-._�_ . Pipe M�del, Run-2c BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:run-2c.bwp Surcharge condition at intermediate junctions Tailwater Elevation:400.22 feet Discharge Range:0.4 to 0.4 Step of 1. [cfs] Overflow Elevation:402 .57 feet Weir:NONE Upstream Velocity:0. feet/sec PIPE NO. 1: 152 LF - 12"CP @ 0.80� OLTPLET: 395.60 INLET: 396.82 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 403.36 BEND: 90 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0 .50 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.40 3 .43 400.25 * 0 .012 0.27 0.23 4.62 4.62 3 .42 3 .43 0 .35 PIPE NO. 2 : 78 LF - 12"CP @ 2 .29$ OUTLET: 396.82 INLET: 398.61 INTYP: 5 JUNC NO. 2 : OVERFLOW-EL: 404.46 BEND: 0 DEG DIA/WIDTH: 2.0 Q-RATIO: 5.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ***************************�*************************************************** 0.27 1.65 400.26 * 0.012 0 .22 0. 15 3 .43 3 .43 1 . 65 1 .65 0. 28 PIPE N0. 3 : 27 LF - 12"CP � 1 . 00% OUTLET: 398 .61 INLET: 398 .88 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0 .04 1 .39 400.27 * 0. 012 0.09 0. 08 1. 65 1.65 1. 39 1.39 0 . 11 Pipe Model, Run-2c I i �•- i v � ��Jl�c- � ��-� �' �- �a, �'z 3�� ; (�.G G � � i� � � � � ��i -� , � t _ r-'-' ' - _ /� O •� -� \ � • ��'��•�� 1�� `. �i„�� 11 ��f- ;v - - ��:, L,�� ' (,LJ'9 _..._-/'�' �' '�'l�18.oS r✓J 1 `�j 4 � 5� f� �� Ia� R�+n q�'��+1 ,br, ��:. 3 �5� IL�K �, � -� '3� � '�i'S ,L„ o,�' ,,, D L f ' 4 � �, ,� ��; .c7'� iln'�,�i'U'�cy . ^ �ZIM CiJ`'NG � �?.$� �1 I2"±� _i`il sY —�—�` � 4 ;,-=" Qirh d�•i4 �`f l•�'� fr� �Z��r �jt1.7� f�� /.��-'� � .. 1� �.U�`�' �----� � -� �; i �,�, vf �- , � � , �(R = �,�� '►t. `�� r �►� �= .� (;�/�:�,� j � �tZ"iC 3�t�,�i� ._ ._r�.. - __ - �L�� C c��:i IL�� , r—..o- _;.��_4 27 . , �� y� ,,,<,� Pipe Model, Run-le ��;� +l, � f�'.1� . BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:run-le.bwp Surcharge condition at intermediate junctions Tailwater Elevation:386.55 feet Discharge Range:0.66 to 0.66 Step of 1. [cfs] Overflow Elevation:401.07 feet Weir:NONE Upstream Velocity:0. feet/sec ?IPE NO. 1 : 166 LF - 12"CP Q 6.50� OUTLET: 385.48 INLET: 396.27 INTYP: 5 JUNC NO. 1 : OVERFLOW-EL: 400.08 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RAT20: 0.07 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************�************************************ 0.66 0.44 396.71 * 0. 012 0 .34 0 .18 1. 07 1. 07 0.34 ***** 0.44 PIPE NO. 2 : 181 LF - 12"CP �� 0.23% OUTLET: 396. 77 INLET: 397 .18 INTYP: 5 JUNC NO. 2 : OVERFLOW-EL: 400.98 BEND: 0 DEG DIA/WIDTH: 4.0 Q-R.ATIO: 0.08 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0 .62 0.50 397.68 * 0 .012 0 . 33 0.40 0 . 00 0 . 33 0 .40 0 .50 0 . 44 PIPE NO. 3 : 30 LF - 12"CP � 0 .50g OuTLET: 397 . 18 INLET: 397 .33 INTYP: 5 JiTNC NO. 3 : OVERFLOW-EL: 400.98 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.44 Q(CFS) HW{FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *****************************************#**++********************************* 0.57 0 .48 397 . 81 * 0. 012 0 .32 0 . 32 0 .50 0 .50 0 .36 0 .48 0 .43 PIPE NO. 4 : 67 LF - 12"CP � 0.5i% OUTLET: 397. 33 INLET: 397 . 67 INTYP: 5 JUNC NO. 4 : OVERFLOW-EL: 400.97 BEND: 45 DEG DIA/WIDTH: 4 .0 Q-RATIO: 3.50 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI **********************************************�**********************�********* 0 .40 0.35 398 .02 * 0 . 012 0 .27 0 .26 0 .48 0 .48 0 .27 ***** 0. 35 PZPE NO. 5 : 34 LF - 12"CP � 0.50% OL'TLET: 397 .67 �NLET: 397 . 84 INTYP: 5 Q (CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0 . 09 C .21 398 . 05 * O . Ci2 0 . 13 0 . 13 0 . 35 0 . 35 0 . 19 0 .21 0 . 16 Pipe Moc�el, Run-le 9/22/2004 VI. Special Reports and Studies Geotechnical En�ineering Studv, Laurelhurst Single-Family Residential Development , Earth Consultants, Inc, January 28, 2004 Storm Detention Pond Liner Earth Consultants, Inc. April 15, 2004 04116,'2004 1�: 17 425746F�8E0 E�RTH �;UNSULTANTS PHGE 01:''03 i Earth Consultants, tnc. c.c•o�odwrcr E7�Ccrs«a�agL,�sa�nM�scra,.�ls cor�are,�.lnn�es�kY!8 ICBo/wnBo t�spoclan Scrv�c�s Reference: � ' � � �� Date: �'�1 (.0�0�„ __ FAX CQ1L�B_.S.HEET To: (Z. �i1�yU� �� 1, C��C;S_�.,_r FAX Number.��a J �"}'(o�'��Q . ..__ ..�. � _. .. Frarn:l��<<- �l�C�S �- - ` � sub�e�ct:�-C--� - --�C-� a�c �n,.c, u�-� (e��L J --- - Number of Pages i�cluding Cover Sheet: _� .,.._. .._....._.__,.. ..___.___._... If you do not receive all of this FAX or have any questions, please cali (425) 643-3780. I Comrnents: I cc_ ,.C�-.�--�c�. _ �� ; �. �� -c�✓�--� � C,�zsJ �s-��c�3 Z. Original Copy to be mailed: I�I'Yes O No 7his FAX is inbended solely for the use of the indhridual tc whom It fs addres9ed and may contaln inforrnation that is privileged,confide�tial o►otherwise exempt from discbsure under appliceble law. If the receiver of this FAK is not the intended�dpient or the employee or agent responsible for delivering the message to the intended recipient,you are here6y no#ffied tha!�ny dlasaminatfon, di9tribution or copying of this communicatlon is strictly prohiblted. 1805- 136th Place N.E.,Suite 201, BeNevue,Washingte�n 98005 Bellevue (425) 643-3780 FAX(425)746-0860 Toll Free (888)739-6670 04/16r`2064 13:17 4257466860 EARTH COrISILTANTS PA6E 02/@3 �rth Gonsultants� Ir�c. c;rYnrY-lm�rs�l Fi�6rxzY�c�.*n;latiA I�ai��Irryirnc�Xnl St�initivx ESI�f)�IS�'lf'l� 1�)?:� ('rmqRK'1K�1'fi:qlilSd h K]Y I;W��I it 1 fnvTw�linn�r7�'kY;� Aprif 15, 2004 E-10988 Conner Homes 846 — 108�' Avenue Northeast, Suite 202 Bellevue, Washington 98004 Attention: Mr_ Pau! 011estad Subject: Storm Detention Pond Uner Laurelhurst, Tract U i Renton�Washington ' Reference: Earth Consultants, Inc. Geotechnical Engineering Study E-10988, dated January 28, 2004 � Dear M�. 011estad: � at your request, Earth Consultants, Inc. (ECI) is pleased to provide this letter presenting our rec�mmendations for the pond liner in the proposed Tract U storm detention pond. We previously �repared the referenced geotechnical engineering study for this project. In preparing this letter, we reviewed the proposed storm drainage plans and ou�previous work. The approximately 30-acre, irregular shaped site, located at 138th Avenue Southeast and Southeast 132"d Street in Renton, Washington, is to be developed wi#h one hundred thiriy-nine (139) single-family residence lots. Stormwater runoff from the proposed development is to be dive�ted to a large stormwater co�trol pond to be located in Tract U near the southwest corner of the site. The stormwater control pond is to contain two cells, each r++rith a battom elevation of approximately 364 feet. Excavations of twelve (12} to twenty-four (24) feet below existing grade are expected to reach this proposed grade. The proposed stormwater po�d wiU be bordered immediately to the west by an approximately 20 to 30 foot high southwest-facing slope that descends southwest to a creek at gradients of aro�nd 65 to 100 percent. A totaf of fifteen (15) test pits were excavated at the subject site on December 31, 2003, to determine subsurFace soi( conditions. At our test pit locations, we generaNy encountered six (6) to twelve (12) inches of topsoil and duff. Underlying the topsoil and duff layers, we encountered loose to medium dense silty send with gravel averlying weathered to unweathered silty sand with gravel, which we classified as glacial till. At five of our test pit locations, we encountered one and one-half to iwo and one-half feet of gravel with varying amounts of silt and sand. This gravel layer was observed between the suficial layer of silty sand the underlying glacial till. Four of the five test pit locations containing this gravel lens were located north of the proposed pond, at distances ranging from forty (40) feet to three hundred (340) feet north of the north dge of the pond. As such, we anticipate gravel may be encountered in the proposed pond xcavativn. 1805 136th Place N.E., Suite 201, Bellewe,WA 98005 Bellevue(42S)643-3780 FAY. (425)746-0860 Toll Free (688)739-6670 a4; lti2b04 1�: 1� 4�574b9°E0 EARTH CONSULTANTS PAGE 03i0� Conner Homes E-10988 April 15, 2004 Page 2 Conclusions and Recommendations Due to the proximity of the pond to the slope and the potential for encountering a relatively I permeabfe gravel fens in the pond excavation, which could provide a conduit for water seepage between the pond and slope� it is our opinion that the proposed pond should be lined with a low permeability soil liner. The soil liner should be at least eighteen (18) inches thick and meet the following gradational requirements: Gradational Requlrements Sieve Size Percent Passin 6-inch 90 4-inch 100 No. 4 70 — 100 No. 200 20 — 100 The pond liner should consist of a g�acial till derived fill. Based on laboratory testing of test pit samples, there are soils within the site that meet tttese gradational requirements. The liner materials should be placed in six-inch thick loose lifts and each lift should be compacted to 95 percent of maximum dry density per ASTM D-15�7, Modified Proctor. A representative from ECI should be on-site during the compaction operation and liner placement to observe the materials, soils that are encountered, sample and test ti�e (iner, and test the relative compaction of the soil liner. We trust this information meets your needs. If you have any questions, please call. RespectFully submitted, �oE�?sh;� � A,. EARTH CONSULTANTS, INC. � � �r . �---� -.� ��hl�t �, � �� 2, `" ��S�d Gc�� ` . _ � Eric L. Woods Scott Staff Geologist Associate Principal ELwJSDaresm cc: Core Design Attention: Mr. Rob Stevens, P.E. Earth Consuftards,Inc. 9/22/2004 VII. Other Permits 9/22/2004 VIII. E5C Analysis and Design Total area= 36.49 Ac Therefore a sediment pond will be used The E.S.C. manual page D-28: SA=2 x Q2/0.00096 Q2 =6.28 cfs SA = 2(6.28)/0.00096 SA= 13,083 SF of Sediment Ponds See the E.S.C. Plans for locations of the sediment ponds. 9/22/2004 IX. Operations and Maintenance Manual The detention/water quality pond, along v�7th all the conveyance pipe and structures are all , public so the Operations and Maintenance Manuals are not required.