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Home My WebLink About03376 - Technical Information Report 1AEGER El`IGII`IEERING �;�-��' 9419 S. 204 PLACE - KENT, WASHINGTON 98031 PHONE (253) 850-0934 FAx (253) 850-0155 9 . n �. ,Y, m November 2, 2006 Revised: Jan. 12, 2007 Revised: June 4, 2007 TECHNICAL INF4RMATION REPORT MAGNUSSEN PLAT 49 LOTS DUVALL AVE. NE @ NE 2nd PLACE RENTON, WA. , PREPARED FOR: c�eF � . . .i - � .. Lozier @ Laurel Crest LLC �� 1203 114t� Ave. SE ��''� ��'� Bellevue, WA. 98004 l,�� (425) 635-3937 � d �_�� PREPARED BY: �<}��.:,�,,�`= . t`�� { . ;�-�-..n�--�.,�.. '�w�g � James J. Jaeger, P.E. �� -�--�--�-a-�={� � 33y10 os�� TABLE OF CONTENTS I. OVERVIEW II. CORE DRAINAGE REQUIRE;'v1ENTS III. OFFSITE DRAINAGE IV. PREDEVELOPED DRAINAGE V. DEVELOPED DRAINAGE VI. DETENTION POND DESIGN VII. CONVEYANCE SYSTEM VIII. EROSION CONTROL I. OVERVIEW The proposed Magn�ssen Plat is an application for a 49 lot single family residential subdivision situated on 7 existing lots with a total area of 8.37 acres. It is located on the east side of Duvall Ave. NE, between NE 2�d St. and NE 3�d St., if extended. This project acquired preliminary plat approval and a SEPA MDNS determination by the City of Renton. The site is zoned R-8, residential. All of the proposed lots will be single family detached residences. The surrounding properties are also similarly zoned R-8. The site is currently has five existing residences. All of the existing houses and garages/sheds will be removed. All four of the existing houses have driveways connected to Duvall Ave. NE. and one has a driveway connection onto NE 2�d St. A recently constructed plat, Laurelhurst, is adjacent to the site, across Duvall Ave. NE to the west and across NE 2nd St. to the south. There is a small wetland at the north side of future lot #4 that is too small to be regulated. There is an off-site wetland to the norfheast that does not affect the site. There is a low-grade stream/ditch just east of the site that projects a 25' buffer onto the site. The site is flat. The steepest slope is approx. 8% near the existing d�iveway onto Duvall Ave. NE at the west property line. There are some similar slopes near the northeast porfion of the property. The soils on the site are a fine silty sand, with some and silt loam. The site is dominated by residential landscaping many trees. There are approx. 150 trees that are spread throughout the plat. The existing drainage in the west and central porfion of the site sheet flows across the properfy to a ditch that runs from the norfh to the south and then to the east, approx. in the center of the plat. The eastern porfion of the plat sheet flows to the east towards the offsite wetland and ditch. There is a constructed drainage pond within the wetland area to the east that collects the runoff from all of the low areas surrounding the site. Access to the new lots will be from a new internal public street that runs east/west and is connected to Duvall Ave. NE. and then turns to the south as an extension of Field Ave. NE. Field Ave. NE is currently undeveloped and will be constructed to connect to NE 2�d St., that was recently constructed as parf of Laurelhurst. Additionally, an internal loop road will be in the northern portion of the plat. These new streets are proposed to be 32' wide residential streets with a 42' right-of-way. Four joint driveways will be placed within easements and will be used to access 2 lots each. Duvall Ave. NE is currently improved on the west side (by Laurelhurst) but not on the east side. The proposed plat will construct the east side of the street to complete the full road section. The site will require minimal grading for the proposed road. The buifding pads for the lots will also require some minor grading but nothing over 2 feet. The main grading activity will be associated with the excavation for the detention ponds. The estimated amount of grading is 5120 CY for cut and 320 CY for fill. It is anticipated that the site will use some of the cut material on-site, but the majority may be exporfed off site if it is unsuitable for on-site fill. There are numerous trees on the site. There are approx. 150 i trees on the site. Most of the trees will need to be removed due to ; conflicts with the roads, utilities and building pads. Land that will be dedicated to the City include the internal public roads and the drainage pond tracts. , _ - Page 1 ot 2 King Cou�ty Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET - . . �• , - . . . ' • � 1 M' • Project Owner�1 L I� �,�d' D A tY� Project Name m��h U.5'm-� f �� Address P`� •�K �Q�� .w��S Location Phone �� ' 4 �- a 4 Township Z�� r Project Engineer �S Range �— Section I � Company �O.S2.L�-f �m-t�1e�e.��'�'t � Project Size �.3�? f� AC Address Phone `�`+�� S• ��.�4" F�- � Upstream Orainage Basin Size AC ean W f� . 3� 253—�—0 4 3�t— . � . . �- Subdivision � pOF/G HPA � Shoreiine Management ' 0 Short Suxiivision � CpE 404 � Roc�cery � Grading � DOE Dam Safety � Structural Vaults Q Commercia! 0 FEMA Floodplain � Other � Other Q COE Wetlands � HPA L - 't •• ,.� � ! � � - � 1 �I COff1fTlU�liy �1�I �� Drainage Basin � ��'�-Fif_��D� �1��r'- -� �-; .� I � � River � Floodp!2in (� Stream (tt� -.r� (� Wetlands � . , - �tG 0 Critical Stream Reach � Seeps/Springs � Depressions/Swales � High Groundwater Table � Lake �) Groundwate�Recharge i � Steep Slopes � O�her i � Lakesice/Erosion Hzzad I � _`• � -• .�: ISal T�-� Sic,�:s Erosio Potential Eros�.�e Velocities ' ��4.��.,-ocxQ.— —�--�'��------- —�-a�-#�----- —'�r--�'�S t-- - ; -!�-�'s-�� I - - - -- � -- - - � � ___; AddiUon�J Sheets Attalched � � 1;':� Page 2 ot King County Building and Land Development DIv(slon TECHN(CAL INFORMATION REPORT (TIR) WORKSHEET � . . REFERENCE L1MITATIOWS(TE CONSTRAINT [] Ch.4-Downstream Ana sis � _�s�-� � i ck. o �t-a �s � •e,� O O O Q Additional Sheets Ariatched • �i � MINIMUM ESC REOUIREMEPlTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION FOLLOWING CONSTRUCTION �Sedimentation Faaliiies � Stabilize Expaaed Surface � Stabilized Consiruction Entrance � Remove and Restore Temporary ESC Fadlities � Perimeter Runoft ConVol [� Clean and Remove Ali Silt and Debris �' Clearing and Grading Restrictions _ � Ensure Oper2tion of Permanent Fadlities - � � Cover Practices ��A� Flag Limits of NGPES : � �'_Construction.Sequence -_- -. ------ __ �.._Other _ - - -- � � Other - _. - - � �- �� Gr�ss Lined Channei 0 Tank � Infiliration h4ethod of Ana!ysis � Pipe System � Vauit � Depression _��,� 0 Open Channel � Energy Dissa�tor � Flow Dispersal Compensation.?�fitigation ! _ � Dry Pond � VJeUand 0 Waiver of Eli N-a�ted Siie Storage � � Wet Pond � Siream � Regional Detention � - � Brief Description cf ystem Operation � � S � � Q'^or � We-� � � d1 S � � � �y"''� I Faci(ity Related Site Limitations � Additional Sheels Ariatched I Reterence Faciliry Umi;ation I - --_ � �- - -- .� � _� � . � . � Dr2inage E2sement i � Cast in Place Vault � O,her � � Access Easement ; O Retaining Wall 0 Native Grov,�h Protection Easement � � Rockery>4'High � Tract j � Structura�l on Ste-Ep Slcpe � Other � • - . • � � ! or a civil engineer under my supervision have visited the site. Adua! I site condilions as observed wera incorporated into lhis worksheet and the attatchments. To the best of my knowtedge the informaiion provided � here is accurate. . 5'� ` I � i 1nn II. CORE DRAINAGE REQUIREMENTS 1. Discharge at Natural Location: The existing site currently sheet flows across the property to the existing central ditch and to the offsite ditch to the east and to the wetland offsite to the northeast. There is a public drainage system within the ROW for 140th Ave. SE (Field Ave. NE) that consists of catch basins, large piping, man holes and a storm drain main. The proposed drainage system will collect the runoff into the pond located at the southeast properfy corner and discharge it into the existing ditch to the east. A second, larger pond will be located near the center of the east property line and discharge ' into the existing drainage system within Field Ave NE. This is the same I drainage system into which the existing site runoff discharges. 2. Off-Site Analysis: I' An upstream and downstream drainage analysis has been performed � and is detailed in section II{ of this reporf. 3. Runoff Control: � This project is providing a 2005 King County level 2 standard flow control, i with conservation flow control criteria. This matches storm duration for the half 2 year through the 50 year storm event. lt matches peak flows for the half 2 year event. The consenration flow criteria requires using the historic ground surfctce conditions, which is forest cover with no existing impervious surface. The flow control will be accomplished using a detention pond with an orifice type flow restrictor. 4. Conveyance System: The project will provide conveyance piping for the street drainage and the lot roof downspouts. The piping will be sized to handle the 100 year developed storm event. 5. Erosion and Sedimentation 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 east and portions of the north and south property lines, construction entrance, seeding & mulching and clearing limits. A sediment pond will be designed as parf of the initiaf grading and development of the site. 6. Maintenance and Operation: The improvements to this site will dedicated to the City and will be maintained by the City. The private driveways and drainage piping will be maintained jointly by the applicable lots. 7. Bonds and Liability: The appropriate bonding and insurance forms will be secured prior to any construction on the site. SPECIAL DRAINAGE REQUIREMENTS There are 12 special drainage requirements that may apply to any I project. In this case, none of them apply to this project. II III. OFFSITE DRAINAGE A. UPSTREAM DRAINAGE The surrounding property that is higher than the subject plat is the property to the north and the west. Duvall Ave. NE runs along the west properfy line. This ROW has recently been improved by the Laurelhurst plat. The improvements include curb, gutter 8� sidewalk and a drainage system. These improvements will intercept any flows from the west and direct them into the Laurelhurst drainage system. The property to the north is nearly the same elevation as the subject properfy. There is a recently constructed short plat in the norfhwest corner with a drainage system. The property to the east of the short plat and norfh of the Magnussen plat generally drains to the east, towards the wetland and creek area. I do not anticipate any off-site flows entering the site that will cavse problems. B. DOWNSTREAM DRAINAGE The proposed project has 2 drainage ponds. Pond A is the larger of the two and will handle 85% of the plat. It is located just west of 140th Ave. SE (Nile Ave. NE) and near the center of the plat. Pond B is the smaller of the two and is located at the southeast corner of the plat. Pond A will discharge into an existing type 2 CB that is located within the 140th Ave. SE right-of-way. There is a 36" CPEP pipe that enters this CB from the north and exits to the south. There is a County constructed drainage pond just northeast of the subject plat. It appears that the 36" pipe is the outlet/overflow from that pond. It also appears that the 36" pipe may be an overflow or high flow conveyance system for the stream that is east of the plat. The 36" pipe runs due south within the 140th Ave. SE ROW. At 132nd Ave. SE, this R�W becomes part of an area along the eastern boundary of the Laurelhurst Div. 2 plat that was landscaped and left open as a buffer strip. The recent landscaping and retaining walls seem to have hidden some of the drainage structures within the 140th Ave. SE ROW. The City provided me with a generalized drainage system plan that shows the 36" conveyance system within 140th Ave. SE. A subsequent field inspection, with this map in hand, enabled me to find more of the type 2 structures. Based on this additional field observation, the 36" CPEP pipe continues south within the 140th Ave. SE ROW to approx. 100' norfh of SE 134th St. At this point, the 36" pipe turns to the southeast and runs through a vacant lot and into the cul-de-sac bulb at the west end of SE 134th St., in Puget Colony Homes subdivision. The 36" pipe then turns to the east and runs _ _ _ __ � along the south side of SE 134th St. There are 2 type 2 catch basins that were found along this run. The pipe crosses 142�d Ave SE to a type 2 CB in the east shoulder of that road. The 36" pipe then turns south and runs to the south along the east edge of the road pavement. There are 7 type 2 CB's along this run, from SE 134th St. to SE 136t" St. These 7 CB's were found in the field. '�, There is also a large ditch within the east shoulder of 142nd Ave. SE that flows to the south. This ditch displayed running water during a dry period and has signs of high flows. The 36" pipe discharges into this ditch just I south of SE 136th St. At this point, the ditch flows into a well-defined '� tributary of Maplewood Creek. ' nd II �ond a will discharge into a new catch basin within the NE 2 St. ROW and will be piped to the west for approx. 150' and connect to the existing ', 36" pipe within Field Ave. NE. This connection will be made with a new type 2 CB in the intersection of NE 2�d St. and Field Ave. NE. The downstream drainage system of the 36" pipe in Field Ave. NE is described , in the above discussion of Pond A. I A modification was approved by the City that allows the discharge of this pond into the 36" pipe. The pre-developed drainage basin for this pond area was the existing roadside ditch along the north side of SE 132�d St. This ditch runs for approx. 100' and enters an 18" culvert that flows to the south under SE 132�d St. This culvert continues within a 12" piping system that is located in various easements within the Puget Colony Homes plat. The easement runs to the south between lots 3 8� 4, then to the east behind lot 13. It then runs south between lots 12 8� 13 to SE 133�d St. It then crosses SE 133�d St. to the south and runs between lots 20 8� 21 and then lots 28 8� 29. It then meets SE 134th St. and crosses to the south under that street. It then continues to the south between lots 36 8� 37 and 44 8� 45 to SE 135th St. There are several CB's within the streets that are near the easement path. There are no open ditches or pipes that are visible within this easement path. However, there are previous drainage complaints that were obtained from King County that indicate incidents where a 12" pipe within this easement was repaired. At SE 135th St., the drainage easement ends. There are no pipes, ditches or catch basins that indicate where the 12" goes. It is assumed that the 12" pipe runs to the east within SE 135t" St. and into the large drainage ditch in the east shoulder of 142�d Ave. SE. There are several type 2 catch basins within 142nd Ave SE. These CB's were locked and unable to be opened. The 12" pipe can enter this shoulder drainage system within one of these CB's. SUMMARY The 36" downstream piping system is confirmed to bypass the Puget Colony Homes surface drainage system and it appears to be adequate to accommodate the discharge from Pond A. The surface drainage system within Puget Colony Homes appears to have had previous problems that were repaired, but may re-occur. The system is probably old and not built to current standards. Both ponds will use the King County Level 2 flow control with conservation flow standard. This will substantially reduce the flows that enter the downstream system. The City agrees with my recommendation that the discharge from Pond B also be piped into the 36" downstreQm system and bypass the Puget Colony Homes surface drainage system. - ,, _;, i i` ` u� u �'- , �+ f �I � -� `� '�- �w�se� � � %�, __. I ,, , ,% • 1l (, � ��'� j �- I �di �i a p i W�-t� ��.aio�rzs i - ��.He-c 1 . .� 63 N� -+�-:- � 1 � ULM - � ` I � - .1 1 �'y.. , r� -� � � . . �► �J �1 � � � *, � 1• 17 -11 , __ 1 �n .[e-v s 7 � ' • � -�• � "►-; �Nit-� ,. . ( � •�s �a -u tLt-u ��i'..s 111M��1 ! � \ - _' � '•\�� ,�� ' U �-l� 17.G['W 1 - l9l�['CC 1 l�'!1 19.f[- � / ��i �'=., � ....� �? 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'oJ . ;, . t � . � : . �� !� - � z � � . �. � '; N H � � ��! �. � . . � ��- -- � � � � � w , .� � � . � _ .. �� - w ' �s ; � �; �� - 1�' ► . e • -n � T �� • . _ �1� ' n 1 _ i W O '1 _ j �� • • ' r i : •,f ,� �~ � �� ' � � � . � � ... 1�6t#1 Pl �� . ..1.5�0►1�li�ts_� _ ,_ , �� .� r, _�.. ._..�_ . � . ,� ' "'" . ' � � � f� m � • '�.;..� 1 f � - _, �,' � • • a�� i•- - � ,13._ �+,� --,�-�- � . . . . . �.�� , ' . � . - � , _ � �� . . ,.. . . . ,. -� -= . '� i �� - � �� ' � ,. t � 1+ + .,t__�. � DEVELOPMENT STANDARDS FOR SINGLE FAMILY RESIDENTIAL ZONING DESIGNATIONS (Primary and Attached Accessory Structures) .� n, .`{,,.. [ � �f * d-,1�P�,y��.��°�i�Ft��.1��=Ko�N�x�-�l�i�y�^'�:��t�`��,!'.f Z� �.,} Y 1 `(.i:�)�rt ,l� �t BUILD,IN.G;�STAND/aR'DS ,.,r � � , Maximurn Bullding 2 stories and 30 ft. 2 stories and 30 ft. 2 stories and 30 ft. for stan- 2 stories and 30 ft. Helghtand Number dard roof. of Storfes, except 2 stories and 35 ft. for roofs for uses having a having a pitch greater than "Public Suffix" (P) • ' 3�12 designations Max(mum Helght See RMC 4-4=140G. See RMC 4-4-140G. See RMC 4-4-140Cx " See RMC 4-4-140G. for Wtreless Communicatton Factl(ties � N Maximum Bullding Lots 5 acres or more;2%. An 35%. Lots greater than 5,000 sq. Lots 5,000 sq.ft. or greater: Coverage additional 5% of the total area � ft.: 35% or 2,500 sq. ft., 35%or 2,500 sq.ft.,whichever is � (Including primary may be used for agricuiturai whichever is greater. greater. � and accessory buiidings. Lots 5,000 sq.ft. or less: Lots less than 5,000 sq.ft.:50%. buildings) Lots 10,000 sq.ft.to 5 acres: 50%. 15%.On lots greater than 1 acre, an additional 5%of the total area may be used for agricultural buildings. Lots 10,000 sq.tt. or less: 35%. Vertical Facade All dwelling units shall provide Modulatton vertical facade modulation at least every twenty horizontal feet(20'), including front, side and rear facades when visible from a street. � S. A k N 2S J � D Confllcts:See RMC 4-1-080. �- S�e�c h - . � � � � s+�re l�a�� 1 : q�� .. .� z_ ��Ycoxc - . 1' _• , ,. '., � � � , , , � �� , � zf dc�,.� �-�� ----� ' �� d _ `�_ - `r.A 1 � rCN�P �� - ` `�. _ . � � � e` � � • $�(Co�G t t�'� G 2 ' � !Z'�cdnG. �1 S{' � . r2'�ca,�c . �— . ,5'� 13ZK --� � — —� — _ � � _ ' � I 1 1 '4�/Q '�C a�t C ' • 4 l�0�� . I I " - . c��11�5 _�-- , .�. � - � • � i -�::. ' - � •� �� • ii spcau�r�E � �;>i � =•,- -�,r� !, �- �� i �. �.� n t t�' i "1 DOWNSTREAM DRAINA E MPLAINTS G CO I A list of the drainage complaints within the downstream drainage system were obtained from King County Water and Land Resources. The list resulted in approx. 30 incidents dating back to 1985. Copies of the pertinent complaints are attached. The most recent complaint was a 1999 incident that stated that a house was settling. It was mentioned that the settling may have been caused by previous repairs to the Puget Colony drainage system. Another incident was in 1995 that was based on the drainage review for a proposed ROW vacation for a portion 140th Ave. SE. The majority of the complaints were in 1991 after two years of heavy winter rains. The piping system within P�get Colony Homes was undersized for these events and failed in several locations. COMPLAtNT MITIGATION The complaints all centered around the drainage system within the Puget Colony Homes plat. These complaints were previous to the year 2000. It is my belief that the 36" CPEP pipe within 140th Ave. SE. was constructed after 2000 as a County project to relieve the Puget Colony drainage problem It appears that the stream east of the Magnussen plat flowed through this old system prior to the 36" pipe installation. Also, it may be a good idea to divert the dischorge from Pond B from the roadside ditch that flows into the Puget Colony System and into the 36" pipe. lvtay vu�F,u� :; � �j;� �fir�g C�untY � � - ' - - .� � ;; � ArcIMS HTML Viewer Ma � , -�� T�,: , # � - _ - ; ' I = �: � - _:a: W , . � �� ; �� ,«r „Y. . _ se'stst.st ' `- �'�� _- — „i 7..i � ; _'_ E�::,-_- -- Q .. � . . • J`.�i! D . .. r' r' � `� ...�... ��ir 't � �3'c � . 4iS: �L"- _ '.I 5E�7?ZND_5 i ��`'-'� SE.i32N�5T __.----_ ,_;SE 132ti[f=Si � '" �, ~-� ' ' A`�E� F1 ` �� , f � : '�'� - Z' ,•� [�F��l �: �.. �', `\ `�, ,;�, � ,t�'� '�'� : �. . � �5a� _ �#; ,� _ � � '. �� s,�6i!" SF-�� a �';. �: : �u � �� ,."�---$T � `` ' - rtrc:+ 7�. � � � �}� �?�Q -'.'.'—,_"-.- �� K r �; oq �`: N��s ` � _ � ;,�� _ - e' '�u �: 'Ti?� 4c�it 3':kt � '+ b �'e`� � �g� Q - c tY i7 0 ��1 �� 33 . .1 . ry ,. ijl�I: N i '.` ' ` ` S'.Y. � f . - � \ � � � •~,� 3eE� _��jN__SS_— ,- F _ ,� .�a� � c�_ . _ , �. - `-�''-R`` \ � s s;. �r 35+ '.$ :��: ;.. . .j -� , �� .�.,. ' ��` g `�':t:i`' ____5�t35TH St _ , � ..a.i'�t' i 1 s��,� ` ` � � '\_ �SE f3=7H�5f F�, .`, t,_ '.•i` +}L�' �1 f 'id`^ IL ((I�yj -_ ' " � � ai%.t � � �, r� . � 1 t a' � ' �� ___,_SE�_sND.P_L` � , 1-34 s'•�.o�� --- - f � f_ „ . .. . ,..� —_--��__.��._,5�335TH'5T = �3�1 3 � •.� __ _ _._ � � _;� _ _,. Yltt f� � i'�-�CXJ? !G�� _.. _ . � +c��ou K�s c...iy ato - r.-- 0.10 rn i ,,� . � f� , ,. . __ 7 LeyenU _•�:i+�:r 5.��=�<I:�-y ��e��:��t?1�atgt R:��,_; � �:I��'{-'QRII�ILrt R•kt.ti�'EI:I� . Slr��„r.• � S:'r`+G:�ri�at• fi!�r:1N� � 1�7�Ti3l�.1-i'9':+--l�i�:l hiea:il:��;r � �+•r<'�'�_•�'�;�b�tr�-�°l;.'ra;»a�� v`t_�tl•aii_1= u.,a..;_ � . � �jl�!h`'1'��'�cl'I!p Y�`:+i�8`i'��_� t�.� lk �4ti�J�'cc:l'!'�Icl�j!1'!!Yi4'��' � �y�. . ;' , - D ;�4 �:.��.=�-�1--��:_, .;:� ...�=,�..: .,� -. .;��, , . .. _-`J''�97=: ::;�t��:;:=�...��_: . e information included on this map has been compited by IGng County staff from a variety of sources and is subject to change without tice.King County makes no representations or warranties,express or imptied,as to accuracy,compieteness,timeliness,or rights to the use f su�infortnation.IGng Counry shall not be liable for any general,speciai,indirect,incidental,or consequential damages ir►cluding,but not imited to,lost revenues or lost profits resulting from the use or misuse of the infotmation contained on this map.Any sale of this map or nformation on this m is rohibited exce t b written rmission of�n Coun . King Counry�GIS Center�News�Services�Commenis�Search By visiting this and other King County web pages,you expressly agree to be bound by ierms and conditions of the site. ihe d�tail� �Cltei� COUNTY DF�AINAGE COMPLAtN'� MAP� /com.�sri.esrimap.Esrimap?ServiceNam�overview&ClientVersion=4.0&Form=True&Encod2/5/�.004 1 '�--.-._ —�.��•. f ' KINC COUNTY SURFACE �NATER fv1ANAGEMENT DIVlSlO —= DRA�NAGE IIvTV'�ST�GA.TI�N �p��T ��,. '� Page t: INVEST�GAYION R��UEST ' I Rece'rred by: Date,. , � �j G1fJ- OK'd b�� Fita No: F/� � _ ..�.e:.–_. I Received from: (r'iease prina p�ainly tor uanninp). N�y? . N��: ��cm�s�cl� ��r�a . . .., t PHONE �' aDDRESS: I�D�(� V�. �3 ! � 5� City /Q'f,f2� __ Stats �� ,��p � ' . � Location of problem, if d'�erent: � pQF,��s. �� D�'t �/� s�. � Repo�t�d P�ob/em: ' ( � +�L� ��Z��I . s i . �o� � �OPif�.'�fior� �'a� Va Gasfi an • oF c� Go�ty � f � � s�� ,P,ey ; I �e�ar� �%�vGS��ir�� . . . -,_. ��-�. �uq�.�- �'ola�y �.,,eS � - , :3 f �� ,.a: �. �.a v ic. _�c.i:.'�� I^•:Oi4�. T\�L3 r12�� fl:'�v5ilr'�ii11 I\�?$�c'y -.�s� ss�r:5rsx7cw�*�3c+C�cx�ttxuaitr�:�#r:ir:�'1�^(`•'lse t- i+•^_� .71 Q r�r.l• �xr.+�•�rr•rvs«�a�irnss�Frvr�rv� ..... . ... .:...� „..,. ..... .._.. .,,.„ ,. .' . 't'.--..v=.�i':.�I-�'J- '3Y;L:...�i��!?i i r C�.:.-,..•i S:-s,-. • ...., .... ..,, ,._�Y.,.._ .... ._ . ... .. . ... _....r'.. . . � -..A... �� 5 23 5 ' =�,�.� ;. l09� �oo a 3/Q � . ��d � ;►, ��: N��y � � o_ „��,I � .- s � � , c;d 3'5f�5 C2s;nGC� C�Jr��if Dis:.l2- C`1�rCe No: Rc'SPONS�: Ci:izen nati��ed on_`t��."6y _..._ Phone _ IeTer T �� erson ~�~_^• - � � ,�"� � G�`'� -y�,Q� �-�..�" � �r � -��.¢ Dv� V ' DISPOS��ON: 7urned to � on by Or,: No fi:�her actlon reco�mended be�? _ !ezd 2gency has be�n notified; �.. _ i-robl�rn h2s been correctsd, No problem j�zs be�n ide;tiiied, rrio; irt�e:��;iltifln addresses probl� , _' ___-Sce Fle i�__ _.. ...-------- _ P�i��;e prob/Ern - �lp,{,° wi!!noc consider becavse: � Water origina►es onsike znd/or on rteighbo�ne pa;c€I � �Location is c�uiside SWt�1 Szrvice Ar _ Other (SpecUy): - •--- -• --- ,n . r .� . �i � , . \+iiT/� � � . � � � � � compiaint 95-0763 DembiDski, Affred � investigated by Doug�Dobkins ar� 9-1&95 . Mr. Dembroski is requesting to vacate some ROV1l along 140th avenue SE. � The area in question is unopened ROW and not maintained. 7ha only drainage that I could.find was�at the end of SE �32nd avenue which crossed the 140th . Ave. SE ROW from the west to the east. This is a '12'concrete pipe. No other pipes or drainage systems were found in this ROW. - , Rrainage within the plat of Puget Colotiy Homes drains away from the 140�h � avenue southeast right-of-way fo the southeast On Ehe westside of the 140th Ave se R�W there are 4 large parcels which have no drainage systems afFected � by this proposed vacation of ROW. Righf of Way isn't improved far travel, see attached drawinQ � . � � - - —-- ��.41J r.iaiiy , . . 3ett(e, Larry • . from: Kara*Wendy Sent: Wednesday, January QS, 1999 8:36 AM - To: Ge�ie. Larry Cc: Jacobson,Je�ff SubJaci: dratnage complaint in Puget Colony Homes � �Here's Info on a�Irainage cflmplaint was reported to me at 1�013 S�133rd Sk Cindy Dearmit fsp?)called Teporfing that her hoyse and yard has settled_ 'T'hey releveled the house fast se�mmer and now�t`s settied agaln_ Csbinefs pulled away from wa(is,walis cxadcln fenceposts out of 1he ground,etc. She says the problems s�rted this past year. Her husband thinks it might be�e resuft of a small pro�ect tt�at we trad Jeff Jacobson do for� neighbors last year. We had a small drain line mstalled that outiets bo a basin near tt�eir house. Her husband thmks the bas� is'bra(cen",so the wafer doesn'�have anywhere to go. 1 th�k Jeff woufd be the ideal candidate to q�vestigate this one since he's aiready famliar wlth tl�e area. , Whoever goes can talk to me frrst We have a projecf planned for the ne�ct caup(e months(pendtng fi+nding) behind the house in ques6on; but it won't satve this probtem(though it may help slighffv).,Lst me tcnow when someone might go out so I can let Clndy know. Her phone numbe�Is(42�}277-6953.=fhanlc youl . �. Page� � � KING C�UNTY U�NAK! MCfV 1 vr ruoc.�ti. vrvnn� - � SURFACE WATER MANAGF�fENT DIVISION �GF fw� - '� � COMPl.AINT INVESTlGATtON REP � �� $ c � IO�te Aedo: NAn,�oF con�+Pu+�rrr: �LOo �.✓G— - — -_ sEc L.��rv ��'_E s ` �CAl10N: / 3 y0 S /�,lZ n� A Vt�.` S� �.�/l�/��t ` KROI.L PG. ;7�� COMPl.A1t�ANT- POTGFH/V/�N. �9/�/ COUNqLDfST. _�_ .� H�OM� ��S�a Q S y 4ddress l��/U�� /�Z�"'�VE 9� C1ry a�ma! State�Ztp`}�'OS yypRK: , D�TAfLS OF COMPLA�NT S�,gjo�,I�9� �/apO�NG- AnQ �O� yR �LOvos X 3yC�i2S �`►xQH�S� C��AN�M� ai o�rfa�f Raa�y�-- /33 K O s j !3 4�' S i Ant�/33''°Sr- f�rr� ��,o.r �..vQE2 / �s" sr ��3�.� r; = S�� n+rr�c�p— J tPViiM'RECEIVED BY: 1LS OF lNVFS71GA7iaN: Sketch nn teverse s(de:Yes C Nv O Photox Yes❑ No O ��a I . � . _ . � l ._ , i � � � � �-�MPLAINT IM/ESl1GATE0 HY; DATE: - IION TAKEN: �O�D� -4- t v� �d�' o� LOt�1�T�{ �dl R��. C..GTI�('�ILS�/ ��q r �� i v� �c`o�,.�j� ��'� , J �A10 a ef r�, l � . � �mplainant advised of action possible o�taken by: Phone � Letter� Personal Contact ❑ •�mplaint Action Handied By�A�� S�14 t,J Closed:� �� OK'd: �. " ��,��-y -- - ------ �.� l..�l� . ►�� r �,l�6 �' � 1�39� �s ' - o' r,�.� Iw"- � � �� a6M )41 G5 SE 133 � N � Rea�on, WA 98056 ! ' 19 Aug�cst �9�1 Sing County Council � King County �ourthonse - Seattle, WA 98104 'Dear Wes: � Daa Leona.rd ha� played "telephone ta.g" with you for �the past few days, and I •decided �hat a letter m�.ght make more sense at this point. Ia our June meeting here in Puget Colony, I agreed to get signatures from o`aners of two lots. Those signa-�ures - would permi.t County repair ve�i.cle�/personnel on the reapective lats. � Mr. I+eonard recieved a faz �rom Raady Sna�t, SWM, on 7-18. The �az wa.s the forma, whieh the property owners had only to sign. I braugh� them 'rovnd and �ot them signed an.d mailed back on 7-19. These signaturee were - obtained by me in good fai�h, lackiag informa.�ion which is readily avai,.7.able to County emplogeee, which states + n.ames a.n.d addresses oY 1ega1 ownera. � DToW, it seems, oae of the signatures I obta,ined was not, � in �act, a property owner'a. With the help o� Mr. Snow . � I got the na.me and. addseas o� the owners, eent them a registered letter expla•� the situatioa, enclosed the , Porm,s to sign an.d instructed th�m to re�.-urn them to Mr. 3now at SWM. '_ I recieved a call �rom Barbara Crogby, one o� the o�rners, this aYternoon. (The o�her own.er is Chris Crosby; addres�: � P.O. Boa 2851 , $enton, WA 98056, ) 3he stated that she Ksated to cooperat�e, but did uot want to �ign the papers becanae �he out�i� �hich is instzll.ing the draia�ields told _ her to give ao one access �o her property. I pointed out that the County agreed to return the property to i�s orig�nal r — cond.ition, and told her that i� she re�used �o sign, she might provide a canse of aetio�. �or �he County or for us i� � � the neighborhood. She asked to �peak to aomeone "in authori.ty." I gave her Jim Sramer's phone number. ' � � • � The point vf this l�:tter i� to keeo you posted on the status o� this matter, and to let yon ]�ow that T a,m begix�.ing ta � feel the agreement which flowered iu Juae ia rapidly beginning to wilt in Augue�. I � , ,....- _ � �"� s�� `� �� q� .��aj '�� . ,� .,� ��..� . � . . , . --, . + .. .�:�`.' .��r; �.�.-.��t�n� . �' - � u � t . `� _ - � , A��,a� 1991 K`NC, COUNIY ., ,�AjEA ��{i�6EWEl�j OIYtSi01� 14105 St. 1�3 g��fAtE �enton, :1� 98056 � 20 �ugust 1991 , Sur�ace `�later :�anageme�t Divi.sion 40� Yesler , � 3eattle, ;�lA 981 o4 _ . . � Dea.r i�ir. 3ramer: _ �.s you can see �rom the attached aopy, we aere in �uge� Colon� have li4ed up to our part o� ihe agreemen� •�re strack in June. Chris and Barbara. Crosby have been givea copies o�' the permission �os^�¢s to let C�tim,ty ' repa.ir crews ha�e access to their propert�. These �orms Were received by them oa Auguat 19, 1991 . , . - I think tha.t the rest is now up to you. I� y�ou }iave nat � recieved the forms bac� signed ia a reasonable ].en.�--�h of � time, then we here in .P�aget Colo�,p would ezpect the �avntg � to ta.ke en�orcement actioa a.ga�.nst the Croab�rs. . I� the Couatp sees Yit not to �ollow -�hrough �ri�h this, then Ke here in Puget Coloay will be �orced to aeek other remedies � available to vs at law. � I realize that thig i9 a strong letter, 'but "thrvXi.n.g down the gauntlet" is not what it is gbaut. Z want yon �o ua.derstand t�.at thia neighborhood is vezy serious in. �hi9 matter, and ue Gr�,I.1. nat let it rest until, we have 3 sa�is�actory resolutiou. `n�'1311$ �OZ1� I � �+�Z� �• JB.�� c: ?.andy Snow ;�es ��i.]..].ipps � . �,�.ris w- �ar'�ara �rosby DEC.22.z� 10�42AM KC I�RD P�0.415 P.i�i19 i � �*�� ' . „ . . : . � � .+ ' I � � Az�ythin.g you.can do to ao4e tla.is alang ,waul.d be I� greatlq appreciated. , i � . � :.,:�_:� I � � i Thank y�ou, ' � I � Benn 0. Zamb - CC: Randy Snow � Ji.m �amer II Bruce Liang - � 1� I 1 I � � � � � � � � . �. . � - � � . �inem --- ' � 1JGL.GL.GCJCJJ 1V•'-�Lf'M-1 (�l. WIJ�L �yU.�{�.� r.14/ly . .- . •- f � . . � �� ' _ _ }�f lv� p�"i� �.. Y i�-• .. - '_. - . • . ��r�f , K.ing Cou[tTy S�trface�'Varer Managemtpi Di'+�fsion ' Departmen�otPublic Works —. ' Yesler Bu:iding 400 7f�sler Way-Room 400 Scastle,ww 9814�263: (7A6)286-6529 I August 28, 1991 i MT. 8enn 0. Lamb 14105 S�utheast 133rd Street Renton, WA 98056 , — RE: Puge� Colony Project — pear Mr. Lamb: . . � Thank you for your August 20, 1991 letter concerning the planned repair of ' the pipe acress Lots 37 a�d 44 of Puget Colony Homes. � C�ris and Barbara Crosby have both expressed the�r willingness to gran� access to County forces ta �epai.r the pipe across their property. I expect to shartly receive their writt�n permissfon in the form of the tempa�ary ac�ess easement and right of ent�y documents which were fotwarded to them. Upon receivjng these, we wiil schedule the project at the earliest pessible date. . Thank you again for your concern and ass�stance in tE,is matter.� If further info rn�ation 9s needed, please caTl Randy Snow, Drainage Investigation llni� �rtgineer, at 298-6519. Sincere7y. � ' � l�� Jim Kramer ! Manager JK:RS:vs M22:LT12 " cc: Bruce Laing, KSng County �anncilmerrber ATTN: Wes Phillips, Legislative Aide Tim Hill , King County f�cecutive . Chris anG Barbara Crosby Rick 7hie1 , P.E. , Manager, Engineering Services Section " � ATTN: Cuft Crawford, P.E. , Acting Supervising Engineer, Drainage Investigation Unit � � � �--� �." K1NG C�UtVTY DEPARTM�NT OF PU�LI� WORK� SURFACE WATER MANAGEMENT DIVISION � O COMPL�INT INVESTIGATIC?N REP4l�1� , .J �w � oate Rec�a \ W7UR�UF COMPLAINT; �}//�/ � � xo►noN: -{?uC�T Co�on�� fi(��S PL�'r- —s� ��t.,oW �C (?� sEc �nrvP.�.,�� J f�iO�L FG. �ID OMPlA1NANT: R-T COtltJCtL DIST. �+ �Ko�� SE !33`� 5T' {co �3 S Ho E,z�5-711oS �dress cny ��1--scate� z� wo�K TAlLS OF COMPLAiNT: �►up/ar�.f' rec�.�ve�. Ly Gu,r�"' 4-� Q HeS�I ort,00� w.e�'t ng �� f-91 �e�o►h�+� -Fbo�th� �h �KS� �lo�y l��w�eh. '� ��kak�' S�5 a ►teW u►�dr�i 5�zr� r � �e`fu�� 5� 13�� SE. /35� Was IKS�!1� z-3 er�a a�r �a� -tE�' JU h�+ 1►L v+�iy�J�O�� l l �,�j �� i�O r�.S25 c.�2tt.2 �►11 ��'� A�O�f V1� �rto� �AG�} f�.co �a r�5, ,�s �•1 s I .5�r�c�i�cJ �jd� � � ' t,�/ 'v�; �ouSe �n A1. s►� o'� 135�' W�`�o-� -� �a�-N0`� eAa?.�.�`�� a� � +�,. �j.) - ��d� � - � pta�nrr RECEN�BY: C►r/�,'� VictW-t`Ni o� I 'Ai F INVEST7GAT10N: Sketch ort reversa side:Yes❑ Na❑ Phcta�Yes❑ No❑ /Y , • ��r �l.AIN7 INVESTIGATEQ BY: '� DA7E: IIV TAKEN: lr—l3—11 �' � c� ..,��. f�+"s R'��1 tR.D, �s a.0 ti l�w a�.Q.� fiY�w� /_'—v►.�.� .�J' ?a�...� �-•`--E` •��►�.e�,:-r � �5 '►��(e--� . �f-rg-�lr, s,C�Ct v�t'�'. cK. ��'�f��o rt'�rDc•�' iiiJJJ.,,�� tt-'\ �i � �('�avr�N►� 2`l►K4K �.� � 1 rOf. Q�r� �.Q� Ii.� �i,�f '�'{Oh1 .� 0�. �ISr �S�/ +�(��/ �y �M�.+,�� 0 7`-r�-7��f-•:4 N� ,,?r� r��E� ..�,71, P r�� .a-��.,► - „�-� ,•G, .,i:�, � ,��r�`e`- �-s .� f zz...f'� �..o�.,�� s � �s.�. �1-• o!0 8 Z t��v.6 �ta�..,....) �'S >lainant advfsed of actlon possibie ar taken hy; Phone C�letter❑ Persanal Contact O �IaintActian Handled 8y �.� ��-�"� Gcsed; ��Z�Q� OK'd; � ria�*• a,�� u...�.w -- - -- L: I�C.22.Z0Q3 10�41AM KC I�.RD N0,415 P.7/19 - - -►-- . � -. � ' �ti , �:in� Cuu�tlt• Grrt�ti��r � '.� T1J1i HILL .. . , :.._:.,,,,,.,..i.�.. ,....v-• -. . - ' 'r'• ' ' � fDA I:in�Cntmt}•(�mrllu�u�a• ' . .. ' ' . - 31F Thttd�i•run�• �x►11c.t�ariunR��m yN1r�; ' {3n61 2'96-�C110 . . Jafluary 14, 1991 Mr. Benn 0, Lamb ' 14}.05 Southeast 133rd SLreet Renton, tJA 98456 � � RE : Drainaoe Concerns - 5outl�east 133rC Street Dear Mr. Lamb: � .� 7hank yau for your November 25, 199D letter ezpressing your concerns about surface rrater problems on the street in fro�z of your prpperty. The Surface Water Management DiV9sion has campleted the "Yahn Drainage Study, ' Phase II. " The first phase af this stu�y ident�fied a71 of the problems With - this drainage basin and the magnitu6e af thase prob�ems. 7ne Pnase Ii porzion � i of the study identified solutions and reconmeedations for solving these problems. �he study has recommended three areas whitit m�st be addressed to solve the problem on y0ur street: (1) to provide an adequaie upstream s�orrn- � water, storage facility; (2) ta increase the capacity af the drainage sysLem in � the basin; and (3) to provide eros�on prote�xian of the do4+nstream natural chan- , nel and reduce the siltation or the Cedar River, Based on the results of the� study, the p�oposed solution t� the flooding and � erosion problems will require a Cap�tal Improvement Program ,iCIP� project • , estimated a� 300�OOQ. This projecr cannot be' started until a77 existir�g CiP �T; �� -projecf comnitments are fulfilled. The SurTace Water Mat�agement aivision has a ' cor�itment to design and COrtStrltGt 512;3 mil7io�1 in �IP projectis OVEr a five- �'` � �" year peri od (1987 - ].991). These CIP projects address 5Er1 otlS �i oodi ng and er�- � sion prableu�s similar to the problens you are fac?nc. A71 availa�le Tunds are ' being usec� to address these probiems anc+, kri�hou� additional funding-, yaur C�P project cannot be constructed in 2991. � The 5urrace Water Management Division Ki�l consider this CIP proj�ct Tor funding I as part or a new five-year CIp beginning fr 199Z. This 5300,000 project wil] 1 ikeiy oe high an the priori�y ii st, P iease be a►rare, ho�rever, �hat there are unmet CIP pr�ject needs in Kirtg County estimated ct over 580 milli�on. Given I this denand for project�, this proje�t raus� be evaivaLed along side other cam- peting projec�s and scheduled ac�ordingly. I I . � ' . . � _ Li� __ _____ _ IN.4 _ 1 __ _F � u ' _ � w a.�.� � 1 � l 11 ... � . . . :_ _. ._ _ , � � _ ; . _._.......� Mr. 8enn 0. Lamb � Januery 1�, 199i Pa9e Two Your request to clean the open ditr��es uas inves�.�gated. The diLches appear r.o � be cjear of deDris anG are functi�nino correctiy, Tne reason the area floads is due to a ]ack of capacity in the pipe system that connects to L►�e open ditcnes. These p�pe systems ar� on King Ceunty rignt-of-way and o�+ privaLe property. To correcL Lhe lack of capacity in this system, it will require tl�e CIP prpj�Ct . tiyat was identified in ou� engineer�ng study. 7he issue of the tuo mobile home5 on one site is a temporary condition. Toe sEcon4 n►�bile home ►+as instaTled because of a medical hardship. Befare this Nas aTlowed by the Buiiding znd Land Deve7opment Division. a notice ►ras sent to neighboring property awnErs for their comments. Tne Publi� Nea1Lh Department a rov d the se tic tank s stem f r t mobil t r e o hese e hames.- The Surface Na e PP P Y Management Division will inves�igate the filling of tne open ditch to detier'rnine if the draynage has been _itnpacted by the site changes. � 'fbank you again for bri�ging yaur concerns to rt� attention. If you need addi- tianal information concerning the drainage problem, please contact Jim Kramer� Surface Water Nanagement D�visior+ Manager, at 295-6585. . Sincerely, Tira Ni 11 • � King County Executive � TH:8fl:7m ;OI08-4,5) - cr: Lo�s Schwennesen, DirectQr, Parks, Planning anQ Res�urces Department ' Aifh': Gregory Kipp, tdanager, Building anQ Land Oeveiopr+ent �ivisior Gary Kohler, Manager, RPsioential Products Section Bruce Miyaiiara, �c�ing Dire�Lor, Seattl�-King County Departmant of Health Paul ianak�, Oirector, Department oT Publi� Warks �7TH : �ouis J. +iaff, Coran�y Road Engineer, Roads an6 Engineering Division Jin Kramer, Ma�d4er, SurfaCe Waxer Managem�nt pivision • , ' , . . , .r -- ' _ _ _._ . ..� ..",., - f�10.415 P.2i 19 �� KING �Q�lNTY DEPARTM�I�T OF PURLI� WOf�KS -- SURFACE WATER MANAGEMENT"Dtb�f9fON -- COMPLAINT 1NVE�T�GI�TION �EP�R�' � � � ��1Da�e Rec'e: NAT,URE OF COMPtAlNT: �,p,B � � � 3S-DS'" 3' "j ��CATION: S,L�� SEC TWP E ,� 6�6"-H Z �otL�G. ri'iOMPU�lNANT: ��✓c. I�V.1�. COUNCtLDIST. RIONE NO, � �-D.14 5� 1� `'�c�ty �st�te ap� t�onn� 25.�'- o$77 Address woRK Z9 f� — /,L¢'i o �cTA1LS OF COMPUiINT� . ��.� ��r��+ s-�.e.�" � we..a�' -� � � ` � ��,�C�..� ��c,,�„�s '�'�s ' s ��""�',° . (�-�f0 � G�, � ��"-� • � �-�"�-� -- � 7 - s � -� ' - �j ��.�t-° a✓G .�,� v��,,,.�2.. -� �... S. 13 2, s . � ��- � , �� r�,�.� ' � � a-� .; �' � , = uN7 RECEIVED SY: DniA��OF 1NVES71GA710N: Sketch on reverse side:Yes No� Photo�Yes Et' No❑ a� .-� Qn site 3-t5-91, The area of concern is relativeiy ievel with a general slope from north to south, Ther� is vacant property north of SE 132nd 5t that has been ditched to 1.32nd. To the west is a pr�vate residence that is ditched and eulverted under an access road to an R/D pond, ` and this is draining to the vacant property. The R/D pond aisa drains to the vacant lot. Ditches and culverts were clean and functioning. This run off is then culverted under 132nd and to the south. �- Photo 1� Fenced R/D pond north of I32nd. . 2 Looks west at end of 132nd and eccess road to right. � 3 Looks east at ditch on north side of 132nd.Cross cuivert beyond truck. ._. 4 pitched area that drains into di�ch on 132nd. � , �. r �}MPlA1NT INVESTIGATED BY; / � ' QA�: � � I8 � T1aN 1"AKEN: 3-2z-P! • r?. TK J�,/ c 1-!/.1 d.�P � f �t' ►•. i��rtq.v f a �r Q�' f�.t.6 � �+-LS' � �� ,' r �•s��s� �/ 4�Nwr sao.� . � o� � `� , 7 N.J i✓� FvcTBr�Z ,1�7,p.J �T' r�s�i1 �%/�1� . l'�1' �; .�, v� Vr"Pos/i/oa! � Pv+�G�. � 5�-� �9• o � f � �mplainant advised of action posslble or taken by: Pfione D' Lerter ❑ Petsonal Contact �, e r..��r z`� �r rla(nt Act(�n Hzn�le��y ��^s � ��JCl�sed: •K'�: ' n� dae M!�a�a IV. PREDEVELOPED DRAINAGE The drainage from the existing site currently sheet flows towards the existing central ditch and the offsite ditch to the east and offsite wetland to the northeast. The on-site ditch flows from the norfh to the south, in the center of the property and then to the east. It discharges into a catch basin in the Field Ave. NE ROW that then carries the drainage to an existing pond in the wetland area to the northeast. The existing site area is characterized by lawn, tall grass and shrubs, with many trees throughout the site. In addition to the central ditch, there are several culverfs within that ditch path and numerous small yard drains and small diameter piping within the site. The existing frontage along Duvall Ave. NE is half improved with the west half being constructed by the Laurelhurst Plat. This plat will construct the east half. The entire site area of 8.36 acres was used as the tributary drainage basin, plus the Y2 road frontage for Duvall Ave. NE, the ROW area for Field Ave. NE and the '/2 ROW for NE 2nd St. The total project area was determined to be 8.89 acres. There will be two detention ponds on this project. The area will be split into sub-basins to match the tributary areas for each pond. The conservation flow control criteria was applied. This requires that the pre-developed grovnd condition be 100% forest. The existing drainage analysis was performed using the "KCRTS" hydrology software and its summary tables and charfs are attached for reference. The methods outlined in the 2005 King County Surface Water DrainQge 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 is a brief description of the existing drainage characteristics: POND A: 2 year peak flow: 0.21 CFS 10 year peak flow: 0.37 CFS 100 year peak flow: 0.61 CFS total area: 7.59 acres pervious area: 7.59 acres ground cover: till forest impervious area: none POND B: 2 year peak flow: 0.03 CFS 10 year peak flow: 0.06 CFS 100 year peak flow: 0.09 CFS total area: 1.13 acres pervious area: 1.13 acres ground cover: tiil forest impervious area: none cS o _ 0 v��o� �-L . � � n , �o � - L� � — _ -!S SC�Z L _ �'v�'� (a'� -7�''�' i ' p - � � __ - .,�� , _ � � � S _ - , � � �' bS '� - - _ � . . :-�.� �� s � - - � �S' - � �fi - S _ .�� I _ I�,�n�� l ._ ��1 ��'S = �t-�1 � .�� -i s -- - _ , � � :� �� + �.s � �� Z �� b�' � �. -�a-"sd 1�C3' -� � �d �� ' = co l�Z - Q � ' � _ �S0.L�� _ �'c 4.S1 '.� � �? �c � �' �� 4 = =!s n S�C� 1 = i� S t-� - _'--� �► -��-{-: � � }�1 ' O = �S C�,�Z$ = Q� �L� `�''o�� - MC�T� � i '�/ � � ' Z� '�� ' Q '� '�� _ _� �'LZ Z 5 `�'P�- ��-�,,u Q��'c� - �� c • ! a.h�_ -��r� a - = �S � ),�. �..��..�►-; 24� �o+t=:�•� u,�c� j -',t�t ' -}7�0 b - C►C�Z � � , �� '�'�'n'T `��°`-�� 2z - .�� gj�'S : .Z oy.� .�.,��,,.o,,� � �b - ��w �V�1'i��"3:�j � �hs1�zL=a �� j�t.`-1 ;`'�.'� S 42b Sc�ZS . � ��_ - � r+osc� - MAGNUSON PLAT POND A - PRE-DEVELOPED DRAINAGE PCCRTS PEAR FLOWS i Sub-basin area: 7 . 59 Acres Impervious surface: None Pervious surface: 7 . 59 Acres Till, Forest - Historic Conditions Flow Frequency Analysis Time Series File:apre.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 0.479 2 2/09/O1 18:00 0. 612 1 100.00 0.99C 0.130 7 1/06/02 3:00 0.479 2 25.00 0.960 0.355 4 2/28/03 3:00 0.368 3 10.00 0.900 0.013 8 3/24/04 20:00 0.355 4 5.00 0.800 0.211 6 1/05/05 8:00 0.310 5 3.00 0.667 0.368 3 1/18/06 21:00 0.211 6 2.00 0.500 � D, �p(£' 0.310 5 11/24/06 4:00 0.130 7 1.30 0.231 0.612 1 1/09/08 9:00 0.013 8 1.10 0.091 Computed Peaks 0.568 50.00 0.980 MAGNUSON PLAT i POND � POND B - PRE-DEVELOPED DRAINAGE RCRTS PEAR FI�OWS ' Sub-basin area: 1. 13 Acres ', Impervious surface: None Pervious surface: 1 . 13 Acres ' Till, Forest - Historic Conditions Flow Frequency Analysis I Time Series File:bpre.tsf Project Location:Sea-Tac � ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob ' (C�'S) (CFS) Period � 0.071 2 2/09/Ol 18:00 0.091 1 100.00 0.990 ' 0.020 7 1/06/02 3:00 0.071 2 25.00 0.960 0.053 4 2/28/03 3:00 0.055 3 10.00 0.900 i 0.002 8 3/24/04 20:00 0.053 4 5.00 0.8G0 0.031 6 1/05/05 8:00 0.046 5 3.00 0.667 0.055 3 1/16/06 21:00 0.031 6 2.00 0.500 � D,�•'��' I 0.046 5 11/24/06 4:00 0.020 7 1.30 0.231 0.091 1 1/09/08 9:00 0.002 8 1.10 0.a91 Computed Peaks 0.084 50.00 0.9�0 V. DEVELOPED DRAINAGE The developed project will include two new detention ponds 8� wetponds. One will be located at the southeast corner of the site. The larger pond will be located near the center of the site, south of NE 2�d PI. and west of Field Ave. NEI. Both will be located within a drainage tracts that will be landscaped as recommended by the City. The site drainage will be routed into the ponds using catch basins and pipes located within the new roads. Each new lot will be furnished with a piped drainage stub that will be connected to the street drainage system or with a pipe in the rear yards of the lots. The areas used to calculate the flows were the same as those areas used in the predeveloped drainage calculations. The detention pond was sized to meet the performance criteria established by the King County Level 2 detention standard. This criteria is that the pond can only release at a rate not to exceed 50% of the 2 year pre-developed peak flow while retaining 50% of the 2 year developed peak flow. This is the same for the 25 year peak flows. Additionally, the storm event duration for the developed site conditions must match are be less than the pre-developed storm duration, for the 50% of the 2 year flow through the 50 year storm flow. This is the level 2 standard as specified in the 2005 King County Manual. A wetpond will be used to meet the water quality standards. The wetponds will utilize the detention pond areas and will provide the required dead storage below the detention live storage. The volume for the dead storage is based on the area of the impervious and pervious surfaces that drain into the pond. Similar to the existing condition, the KCRTS method was used to determine the peak flows for the various storm events. A duration curve comparison was performed to evaluate the vault performance. The computer data sheets for the developed flows follow this page as well as the works sheets and the time of concentration calculations. A brief summary of the devefoped drainage characteristics are: P4ND A: 2 year peak flow: 1 .45 CFS 10 year peak ffow: 1 .75 CFS 100 year peak flow: 2.93 CFS total area: 7.59 acres pervious area: 2521 acres ground cover: till grass impervious area: 5.07 acres ground cover: impervious i POND B I 2 year peak flow: 0.20 CFS ' 10 year peak flow: 0.24 CFS 100 year peak flow: 0.41 CFS � total area: 1 .13 acres 'i pervious area: 0.49 acres �', ground cover: till grass ' impervious area: 1.64 acres , ground cover: impervious �� I i . �� 1�Y o�� CITY OF RENTON � � � Planning/Building/PublicWorks Department "� Gregg Zimmerman P.E.,Admiaistrator � ,� Kathy Keolket,Mayor . • �l�O September 1, 2006 James Jaeger . . Jaeger En�neering 9419 South 204`�Place Kent,WA 98031 SUBJECT: AZagnussen Preliminary Plat Request for 11Todification Dear Mr. Jaeger: � The proposed modification request dated August 1, 2006, associated with the proposed 49-lot single-family residential plat located generally at the intersection of Field Avenue TTE and I�'E ?nd Street, has been reviewed and researched. This is a new development with rwo (2)proposed access points. The modification request is rather complicated,asl:ing for impervious surface limitations to be imposed on the residential lots, in particular Lots 1-�2 draining to Pond"A" be restricted to a maximum coverage of 3300 square feet, and Lots 43-49 draining to Pond"B" be allowed a maximum of 3000 square feet. No method of enforcement �aas suggested. The developer has requested to be allo�ved to limit the m�imum impervious surface per lot to control the size of the required storm water facilities serving the plat per the 2005 King County Surface��ater Desib Manual. This figure is below the maximum allowed by Renton City code. There is no minimum lot coverage threshold. There is a mix of proposed housing styles and lot sizes. The square footage proposal represents the maximum impervious surface covera�e to be allowed including porches, decks, pavers, or additional paving or concrete. y The modification request is appro��ed to allow final design of the pond using 3,300 square feet per lot for Pond "A"and 3,000 square feet per (ot for Pond "B" ��ith tw•o (2) conditions: � 1. A statement of covenant shall be placed and recorded both on the face of the plat and within the CC&R's for the HOA to be formed with the plat limiting the impervious coverage of the sinale family lots to 3,300 or 3,Od0 square feet in accordance with the drainage pond serving the lot. - 2. A resfrictive covenant shall be recorded limiting installation within the backyard setbacks to pervious landscaping only such as grass, shrubs, and trees. This decision to approve the proposed modifications is subject to a fourteen- (14) day appeal period from the date of this letter. Any appeals of the administrative decision must be filed with the City of Renton Hearing Examiner by 5:00 p.m., September 14, 2006. 1055 South Grady�'�'ay-Renton,�'✓ashington 98055 -�-` E 1.`r T 0 1 V .4HE.4D OF THF CCRt'E �ThK;�:��r r��'ai�s 5��,�rec��-^r:a!e��ial.3D`/�r�c:ca^su-�er � James Jaeger . . • September 1,2006 � Page 2 of 2 Appeals must be filed in writing together with the required $75.00 application fee with: Hearing Examiner, City of Renton, 1055 South Grady Way,Renton, WA 98055. City of Renton Municipal Code Section 48-110 govems appeals to the Hearing Examiner. Additional information regarding the appeal process may be obtained from the Renton City.Clerk's Office, (425)430-6510. Sincerely, " � �, �.��,n� -. K } en Kittrick - Development Engineering Supervisor Public Works Inspections &Permits � cc: Neil R'atu,Developrnent Sen�ices Director Land Use File � . . . � . � • . • . � . _ � � ' � - i . � � II _ . . . . . . - . . . . � � � ' . � .. ' ' .' • " , ' . . . 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FB: 16695. sq. ft 0. 383 acres Effective Storage Depth: 5.00 ft Stage 0 Elevation: 389.00 ft Storage Volume: 95203. cu. ft 2.186 ac-ft Riser Head: 8.00 ft Riser Diameter: 12.00 inches Number of orifices: 2 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) I 1 0.00 1.28 0.126 2 5.90 2.75 0.297 6.0 , Top Notch Weir: None ' Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation Surf Area �I (ft) (ft) (cu. ft) {ac-ft) {cfs} (cfs) (sq. ft) I 0.00 389.00 0. 0.000 0.000 0.00 8487. 0.01 389.01 85. 0.002 0.005 0.00 8495. 0.03 389.03 255. 0.006 0.007 0.00 8510. 0.04 389.04 340. 0.008 0.009 0.00 8518. 0.05 389.05 425. 0.010 0.010 0.00 8525. 0.07 389.07 596. 0.014 0.011 0.00 8541_ 0.08 389.08 681. 0.016 0.013 0.00 8549. 0.09 389.09 767. 0.018 0.014 0.00 8556. 0.11 389. 11 938. 0.022 0.015 0.00 8572. 0.24 389.24 2059. 0.047 0.022 0.00 8672. 0.38 389.38 3281. 0.075 0.027 0.00 8781. 0.51 389.51 4429. 0.102 0.032 0.00 8883. 0.65 389. 65 5680. 0.130 0.036 0.00 8993. 0.78 389.78 6856. 0.157 0.039 0.00 9096. 0.92 389. 92 8137. 0.187 0.043 0.00 9207. 1.06 390.06 9434. 0.217 0.046 0.00 9319. 1.19 390.19 10652. 0.245 0.049 0.00 9424. 1.33 390.33 11980. 0.275 0.051 0.00 9537. 1.46 390.46 13226. 0.304 0.054 0.00 9642. 1.60 390. 60 14584. 0.335 0.056 0.00 9757. 1.73 390.73 15859. 0.364 0.059 0.00 9864. 1.87 390.87 17248. 0.396 0.061 0.00 9979. 2.00 391.00 18553. 0.426 0.063 0.00 10087. 2.14 391.14 19973. 0.459 0.065 0.00 10204. 2.28 391.28 21410. 0.492 0.067 0.00 10321. 2.41 391.41 22759. 0.522 0.069 0.00 10431. 2.55 391.55 24227. 0.556 0.071 0.00 10549. 2. 68 391.68 25606. 0.588 0.073 0.00 10660. 2.82 391.82 27107. 0.622 0.075 0.00 10780. 2.95 391.95 28515. 0.655 0.076 0.00 10892. 3.09 392.09 30049. 0.690 0.078 0.00 11013. 3.23 392.23 31599. 0.725 0.080 0.00 11135. 3.36 392.36 33054. 0.759 0.081 0.00 11248. 3.50 392.50 34637. 0.795 0.083 0.00 11371. 3.63 � 392.63 36123. 0.829 0.085 0.00 11486. 3.77 392.77 37740. 0.866 0.086 0.00 11610. 3.90 392.90 39256. 0.901 0.088 0.00 11726. 4.04 393.04 40907. 0.939 0.089 0.00 11851. 4.17 393.17 42455. 0.975 0.091 0.00 11968. 4.31 393.31 44139. 1.013 0.092 0.00 12094. 4.45 393.45 45841. 1.052 0.094 0.00 12221. 4.58 393.58 47438. 1.089 0.095 0.00 12340. 4.72 393.72 49174. 1.129 0.097 0.00 12468. 4.85 393.85 50803. 1.166 0.098 0.00 12588. 4.99 393.99 52574. 1.207 0.099 0.00 12718. 5.12 394.12 54236. 1.245 0. 101 0.00 12839. 5.26 394.26 56092. 1.287 0.102 0.00 12969. 5.39 394.39 57736. 1.325 0.103 0.00 13091. 5.53 394.53 59578. 1.368 0.105 0.00 13223. 5.67 394.67 61439. 1.410 0.106 0.00 13356. 5.80 394.80 63183. 1.450 0. 107 0.00 13480. 5.90 394.90 64536. 1.482 0.108 0.00 13575. 5.93 394.93 64943. 1.491 0.110 0.00 13604. 5.96 394.96 65352. 1.500 0.116 0.00 13633. 5.99 394.99 65761. 1.510 0.126 0.00 13661. 6.01 395.01 66035. 1.516 0.139 0.00 13681. 6.04 395.04 66446. 1.525 0.156 0.00 13709. 6.07 395.07 66857. 1.535 0.176 0.00 13738. 6.10 395.10 67270. 1.544 0.200 0.00 13767. 6.13 395.13 67683. 1.554 0.208 0.00 13796. 6.26 395.26 694$5. 1.595 0.235 0.00 13922. 6.40 395.40 71444. 1.640 0.258 0.00 14058. 6.54 395.54 73421. 1.686 0.277 0.00 14194. 6.67 395.67 75275. 1.728 0.295 0.00 14321. 6.81 395.81 77289. 1.774 0.311 0.00 14459. 6.94 395.94 79177. 1.818 0.327 0.00 14588. �.08 396.08 81229. 1.865 0.341 0.00 14726. 7.21 396.21 83152. 1.909 0.354 0.00 14856. 7.35 396.35 85242. 1.957 0.367 0.00 14996. I 7.49 396.49 87351. 2.005 0.380 0.00 15137. I 7.62 396.62 89327. 2.051 0.392 0.00 15268. 7.76 396.76 91475. 2.100 0.403 0.00 15410. 7.89 396.89 93487. 2.146 0.414 0.00 15543. 8.00 397.00 95203. 2.186 0.423 0.00 15655. 8.10 397.10 96773. 2.222 0.739 0.00 15758. 8.20 397.20 98354. 2.258 1.310 0.00 15860. 8.30 397.30 99945. 2.294 2.050 0.00 15964. 8.40 397.40 101547. 2.331 2.850 0.00 16067_ 8.50 397.50 103159. 2.368 3. 130 0.00 16171. 8.60 397.60 104781. 2.405 3.400 0.00 16275. 8.70 397.70 106414. 2.443 3. 640 0.00 16380. 8.80 397.80 108057. 2.481 3.860 0.00 16484. 8.90 397.90 109711. 2.519 4 .080 0.00 16590. 9.00 398.00 111375. 2.557 4.280 0.00 16695. 9.10 398.10 113050. 2.595 4.470 0.00 16801. 9.20 398.20 114735. 2.634 4. 650 0.00 16907. 9.30 398.30 116431. 2.673 4.830 0.00 17013. 9.40 398.40 118138. 2.712 4. 990 0.00 17120. 9.50 398.50 119855. 2.751 5. 160 0.00 17227. 9.60 398.60 121583. 2.791 5.320 0.00 17334 . 9.70 398.70 123322. 2.831 5.470 0.00 17442. 9.80 398.80 125072. 2.871 5. 620 0.00 17550. 9. 90 398.90 126832. 2.912 5.760 0.00 17658. Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 2.93 ******* 1.64 8.25 397.25 99074. 2.274 2 1.45 0.57 0.41 7. 90 396.90 93573. 2.148 3 1.47 ******* 0.35 7. 17 396.17 82613. 1.897 4 1.75 ******* 0.36 7.31 396.31 64618. 1.943 5 1.55 ******* 0.22 6.17 395.17 68211. 1.566 6 0.92 ******* 0.11 5.54 394.54 59700. 1.371 7 1.20 ******* 0.10 5.12 394.12 54233. 1.245 8 1.31 ******* 0.09 3.77 392.77 37719. O. B66 ---------------------------------- Route Time Series through Facility Inflow Time Series File:adev.tsf Outflow Time Series File:ardout Inflow/Outflow Analysis Peak Inflow Discharge: 2. 93 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 1. 64 CFS at 10:00 on Jan 9 in Year 8 Peak Reservoir Stage: 8.25 Ft Peak Reservoir Elev: 397.25 Ft Peak Reservoir Storage: 99074. Cu-Ft . 2.274 Ac-Ft Flow Duration from Time Series File:ardout.tsf Cutoff Count Frequency CDF Exceedence Probability C FS a o °s 0.006 30398 49.573 49.573 50.427 0.504E+OC 0.018 5713 9.317 58.889 41.111 0.411E+OC 0.030 5449 6.886 67.776 32.224 0.322E+OC 0.042 4876 7.952 75.727 24.273 0.243E+0�' 0.053 4544 7.410 83.138 16.862 0.169E+0: 0.065 4126 6.729 59.866 10.134 O.101E+O: 0.077 2214 3.611 93.477 6.523 0.652E-01 0.089 1726 2.815 96.292 3.708 0.371E-01 0.101 1374 2.241 98.532 1.468 0.147E-01 0.113 611 0.996 99.529 0.471 0.471E-02 0.125 34 0.055 9y.58� 0.916 0.416E-02 ', 0_136 15 0.024 99.609 0.391 0.391E-02 0.148 15 0.024 99.633 0.367 0.367E-02 0.160 13 0.021 99.654 0.346 0.346E-02 0.172 8 0.013 99.667 0.333 0.333E-02 0.184 8 0.013 99.680 0.320 0.320E-02 0.196 10 0.016 99.697 0.303 0.303E-02 0.208 13 0.021 99.718 0.282 0.282E-02 0.219 20 0.033 99.750 0.250 0.250E-02 0.231 24 0.039 99.790 0.210 0.210E-02 0.243 9 0.015 99.804 0.196 0.196E-02 0.255 12 0.020 99.824 O.I76 0.176E-02 0.267 5 0.008 99.832 0.168 0.168E-02 0.279 8 0.013 99.845 0.155 0.155E-02 0.291 10 0.016 99.861 0.139 0.139E-02 0.302 11 0.018 99.879 0.121 0.121E-02 0.314 7 0.011 99.891 0.109 0.109E-02 0.326 8 0.013 99.904 0.096 0.962E-03 0.338 10 0.016 99.920 0.080 0.799E-03 0.350 13 0.021 99.941 0.059 0.587E-03 0.362 13 0.021 99.962 0.038 0.375E-03 0.374 6 0.010 99.972 0.028 0.277E-03 0.385 3 0.005 99.977 0.023 0.228E-03 0.397 3 0.005 99.982 0.018 0.179E-03 0.409 5 0.008 99.990 0.010 0.975E-04 0.421 4 0.007 99.997 0.003 0.326E-04 Duration Comparison Anaylsis Base File: apre.tsf New File: ardout.tsf Cutoff Units: Discharge in CFS -----Fraction of Time----- ---------Check of Tolerance------- Cutoff Base New oChange Probability Base New $Change 0.107 I 0.92E-02 0.68E-02 -26.0 � 0.92E-02 0.107 0.105 -1.9 0.135 I 0.62E-02 0.39E-02 -36.8 I 0.62E-02 0.135 0.107 -20.8 0.164 � 0.48E-02 0.34E-02 -28.7 I 0.48E-02 0.164 0.110 -32.8 0.193 � 0.37E-02 0.31E-02 -16. 1 � 0.37E-02 0.193 0.149 -22.8 0.221 � 0.28E-02 0.24E-02 -14.5 � 0.28E-02 0.221 0.207 -6.3 0.250 I 0.22E-02 0.18E-02 -17.9 � 0.22E-02 0.250 0.228 -8 . 6 0.279 I 0.15E-02 0.15E-02 6.7 I 0.15E-02 0.279 0.287 3.0 0.307 I 0.99E-03 0.12E-02 16.4 � 0.99E-03 0.307 0.323 5.0 0.336 � 0.62E-03 0.86E-03 39.5 I 0.62E-03 0.336 0. 349 3.i 0.365 � 0.34E-03 0.31E-03 -9.5 � 0.34E-03 0.365 0.363 -0.4 0.393 I 0.21E-03 0.20E-03 -7.7 � 0.21E-03 0.393 0.391 -0.7 0.422 I 0.16E-03 0.16E-04 -90.0 I 0.16E-a3 0.422 0.399 -5.4 0.451 I 0.82E-04 O.00E+00 -100.0 I 0.82E-04 0. 451 0. 416 -? . 8 Maximum positive excursion = 0.025 cfs ( 8.Oo) occurring at 0.312 cfs on the Base Data:apre.-_�:: and at 0.337 cfs on the New Data:ardout.tsf Maximum negative excursion = 0.055 cfs (-33. � ' ; occurring at 0.168 cfs on the Base Data:apre ard at 0.112 cfs on t�e P�Ie� Data:ardout.ts� � � ardout.dur � apre.dur - R - � - _-, - � o - `�_ - �Ot�tO � _ ,� _�-� .� � `�-�, �� o _ (n -- � , U J'� ' � - � - - II L i � � - .� i 1 I � � = Pireo�ea!. 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FB: 4558. sq. ft �, 0.105 acres Effective Storage Depth: 9.00 ft Stage 0 Elevation: 387.50 ft � Storage Volume: 12221. cu. ft 0.281 ac-ft Riser Head: 4.00 ft Riser Diameter: 12.00 inches Number of orifices: 2 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) , 1 0.00 0.60 0.020 2 2.90 1.25 0.094 4.0 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) 0.00 387.50 0. 0.000 0.000 0.00 2178. 0.01 387.51 22. 0.001 0.001 0.00 2182. 0.02 387.52 94. 0.001 0.001 0.00 2186. 0.03 387.53 66. 0.002 0.002 0.00 2190. 0.04 387.54 87. 0.002 0.002 0.00 2194. 0.05 387.55 109. 0.003 0.002 0.00 2198. 0.15 387.65 331. 0.008 0.004 0.00 2238. 0.25 387.75 557. 0.013 0.005 0.00 2278. 0.35 387.85 787. 0.018 0.006 0.00 2319. 0.45 387.95 1021. O.Q23 0.007 0.00 2359. 0.55 388.05 1259. 0.029 0.007 0.00 2401. 0.65 388.15 1501. 0.034 0.008 0.00 2442. 0.75 388.25 1747. 0.04Q 0.008 0.00 2484. 0.85 388.35 1998. 0.046 0.009 0.00 2526. 0.95 388.45 2252. 0.052 0.010 0.0a 2569. 1.05 388.55 2511. 0.058 0.010 0.00 2611. 1.15 388.65 2775. 0.064 0.010 0.00 2655. 1.25 368.75 3042. 0.070 0.011 0.00 2698. 1.35 388.85 3314. 0.076 0.011 0.00 2742. 1.45 388.95 3591. 0.082 0.012 0.00 2786. _ 1.55 389.05 3872. 0.089 0.012 0.00 2830. - 1. 65 389.15 4157. 0.095 0.013 0.00 2875. 1.75 389.25 4447. 0.102 0.013 0.00 2920. 1.85 389.35 4741. 0.109 0.013 0.00 2965. I 1.95 389.45 5040. 0.116 0.014 0.00 3011. I 2.05 389.55 5343. 0.123 0.014 0.00 3057. 2.15 389.65 5651. 0.130 0.014 0.00 3103. 2.25 389.75 5964. 0.137 0.015 0.00 3150. 2.35 389.85 6281. 0.144 0.015 0.00 3197. i 2.45 389.95 6603. 0.152 0.015 0.00 3244. ' 2.55 390.05 6930. 0. 159 0.016 0.00 3292. 2.65 390.15 7261. 0. 167 0.016 0.00 3390. 2.75 390.25 7598. 0.174 0.016 0.00 3388. 2.85 390.35 7939. 0.182 0.016 0.00 3437. 2.90 390.40 8112. 0.186 0.017 0.00 3461. 2.91 390.41 8146. 0.187 O.p17 0.00 3466. ' 2.93 390.43 8216. 0.189 0.018 0.00 3476. 2.94 390.44 8250. 0.189 0.020 0.00 3481. � 2.95 390.45 8285. 0.190 0.022 0.00 3485. 2.97 390.47 8355. 0.192 0.025 0.00 3495. 2.98 390.48 8390. 0.193 0.028 0.00 3500. 2.99 390.49 8425. 0.193 0.030 0.00 3505. 3.00 390.50 8460. 0.194 0.031 0.00 3510. 3.02 390.52 8530. 0.196 0.031 0.00 3520. 3.12 390.62 8885. 0.204 0.037 0.00 3569. 3.22 390.72 9244. 0.212 0.041 0.00 3619. 3.32 390.82 9609. 0.221 0.045 0.00 3669. 3.42 390.92 9978. 0.229 0.049 0.00 3719. 3.52 391.02 10352. 0.238 0.052 0.00 3770. 3.62 391.12 10732. 0.246 0.054 O.OQ 3821. I 3.72 391.22 11117. 0.255 0.057 0.00 3873. 3.82 391.32 11507. 0.264 0.060 0.00 3924. 3.92 391.42 11902. 0.273 0.062 0.00 3976. 4.00 391.50 12221. 0.281 0.064 0.00 4018. 4.10 391.60 12626. 0.290 0.374 0.00 4071. 4.20 391.70 13035. 0.299 0.939 0.00 4123. 4.30 391.80 13450. 0.309 1.670 0.00 4177. 4.40 391.90 13871. 0.318 2.460 0.00 4230. 4.50 392.00 14297. 0.328 2.750 0.00 4284. 4.60 392.10 14728. 0.338 3.010 0.00 4338. 4.70 392.20 15164. 0.348 3.240 0.00 4393. 4.80 392.30 15606. 0.358 3.460 0.00 4447. 4.90 392.40 16054. 0.369 3.670 0.00 4503. 5.00 392.50 16507. 0.379 3.870 0.00 4558. 5.10 392.60 16965. 0.389 4.050 0.00 4614. � 5.20 392.70 17429. 0.400 4.230 0.00 4670. 5.30 392.80 17899. 0.411 4 .400 0.00 4726. 5.40 392.90 18375. 0.422 4.560 0.00 4783. 5.50 393.00 18856. 0.433 4.720 0.00 9840. 5. 60 393.10 19343. 0.444 4.880 0.00 4897. 5.70 393.20 19835. 0.455 5.030 0.00 4955. 5.80 393.30 20334. 0.467 5.170 0.00 5013. 5.90 393.40 20838. 0.478 5.310 0.00 5071. 6.00 393.50 21348. 0.490 5.450 0.00 5130. Hyd Inflow Outflow Peak Storaqe Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 0.41 ******* 0.27 4.07 391.57 12496. 0.287 2 0.20 0.07 0.06 3.99 391.49 12165. 0.279 3 0.25 ******* 0.05 3.57 391.07 10542. 0.242 4 0.24 ******* 0.05 3.58 391.08 10579. 0.243 5 0.21 ******* 0.04 3.12 390.62 8870. 0.204 6 0.13 ******* 0.02 2.82 390.32 7846. 0.180 i 7 0.16 ******* 0.01 2.40 389.90 6448. 0.148 8 0.17 ******* 0.01 1.75 389.25 4450. 0.102 j ---------------------------------- i Route Time Series through Facility �I Infiow Time Series File:bdev.tsf Outflow Time Series File_brdout I Inflow/Outflow Analysis 'i Peak Inflow Discharge: 0.406 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: Q_274 CFS at 10:00 on Jan 9 in Year 8 � Peak Reservoir Stage: 4.07 Ft Peak Reservoir Elev: 391.57 Ft Peak Reservoir Storage: 12496. Cu-Ft . 0.287 Ac-Ft � Flow Duration from Time Series File:brdout.tsf I Cutoff Count Frequency CDF Exceedence Probability CFS $ � °s 0.001 34067 55.556 55.556 44.444 0.449E+00 0.003 4952 8.076 63.632 36.368 0.364E+00 0.005 4275 6.972 70.603 29.397 0.294E+00 0.006 4185 6.625 77.428 22.572 0.226E+00 II 0.008 5525 9.010 86.438 13.562 0.136E+00 0.010 1899 3.097 89.535 10.465 0.105E+00 , 0.012 2548 4.155 93.690 6.310 0.631E-01 ' 0.013 1603 2.614 96.305 3.695 0.370E-01 0.015 1269 2.069 98.374 1_626 0.163E-01 0.017 671 1.094 99.468 0.532 0.532E-02 0.019 65 0.106 99.574 0.426 0.426E-02 0.020 9 0.015 99.589 0.411 0.411E-02 0.022 13 0.021 99.610 0.390 0.390E-02 0.024 8 0.013 99.623 0.377 0.377E-02 0.026 11 0.018 99.641 0.359 0.359E-02 0.027 4 0.007 99.648 0.352 0.352E-02 0.029 5 0.008 99.656 0.344 0.344E-02 0.031 10 0.016 99.672 0.328 0.328E-02 0.033 33 0.054 99.726 0.274 0.274E-02 0.034 18 0.029 99.755 0.245 0.245E-02 0.036 18 0.029 99.785 0.215 0.215E-02 0.038 18 0.029 99.814 0.186 0.186E-02 0.040 12 0.020 99.839 0.166 0.166�-02 0.042 7 0.011 99.845 0.155 0.155E-02 0.043 13 0.021 99.866 0.134 0.134E-02 0.045 8 0.013 99.879 0.121 0.121E-02 0.047 5 O.00S 99.887 0.113 0.113E-02 0.049 6 0.010 99.897 0.103 0.103E-02 0.050 9 0.015 99.912 0.088 0.881E-03 0.052 9 0.015 99.927 0.073 0.734E-03 0.054 20 0.033 99.959 0.041 0.408E-03 0.056 7 0.011 99.971 0.029 0.294E-03 0.057 2 0.003 99.974 0.026 0.261E-03 0.059 2 0.003 99.977 0.023 0.228E-03 0.061 5 0.008 99.985 0.015 0.147E-03 0.063 4 0.007 99.992 0.008 0.815E-04 � Duration Comparison Anaylsis Base File: bpre.tsf New File: brdout.tsf Cutoff Units: Discharge in CFS -----Fraction of Time----- ---------Check of Tolerance------- i Cutoff Base New �Change Probability Base New $Change 0.017 � 0.82E-02 0.53E-02 -35.2 I 0.82E-02 0.017 O.OI6 -5.7 0.021 � 0.58E-02 0.40E-02 -30.5 � 0.58E-02 0.021 0.016 -22.4 ' 0.025 I 0.45E-02 0.36E-02 -20.1 � 0.45E-02 0.025 0.018 -30.6 0.030 I 0.34E-02 0.34E-02 0.0 I 0.34E-02 0.030 0.030 0.4 0.034 I 0_27E-02 0.25E-02 -6.7 I 0.27E-02 0.034 0.033 -2.7 0.038 � 0.20E-02 0.19E-02 -7.3 I 0.20E-02 0.038 0.037 -3.3 0.042 I 0.14E-02 0.15E-02 7.2 � 0.14E-02 0.042 0.043 1. 9 0.047 I 0.86E-03 0.11E-02 32.1 � 0.86E-03 0.047 0.051 8.8 0.051 � 0.54E-03 0.85E-03 57.6 � 0.54E-03 0.051 0.053 4.2 0.055 I 0.29E-03 0.31E-03 5.6 I 0.29E-03 0.055 0.056 2.4 0.059 � 0.21E-03 0.20E-03 -7.7 I 0.21E-03 0.059 0.059 -0.1 ' 0.064 � 0.15E-03 0.33E-04 -77.8 � 0.15E-03 0.064 0.061 -3.8 I 0.068 I 0.82E-04 O.00E+00 -100.0 I 0.82E-04 0.068 0.063 -7.4 ', Maximum positive excursion = 0.004 cfs ( 9.1�) occurring at 0.046 cfs on the Base Data:bpre.tsf and at 0.051 cfs on the New Data:brdout.tsf Maximum negative excursion = 0.008 cfs (-31.1�) occurring at 0.025 cfs on the Base Data:bpre.tsf and at 0.017 cfs on the New Data:brdout.tsf i � _ " ' . . .. . S x". �„}�''� ,�5 'X .,� '-'�F C! � � . ' � .. . � N � I. , i,�s'k. 'A . _ . � �� ' � '' brdout.dur o � � t � bpre.dur �-, I r` ` o �\^ _ `�� R � co . � ��,�, �or�� 13 j� �� ` \ 11) 1J`��.� O �� `� 1� � L.L `�� U �� .� v - - � -- - -- - _ - a� � - _ _. _ _ _ _ . _ rn . - -- ._ L � - - -- -- : __ � _ _. - _ _. T l:-� _ - - - _ _ .__ ;: V _ _- "�. �'�- . , , , M `�^ ,� O ' !�.., t'`^ _ __ __ . . - ; <i N `�� O � 00 � - _ O - � 0 . `f\ i J � 0 '� � , T ••/ 10 -5 10 � 10 -3 10 -2 10 -� 10° _ Probability Exceedence # � � �1'�� - � " ,��4� o� Z �__-- � L� = e� } � e � 2 ,� _ , ��L -� �toZ. : 2`�t'r °)` � � 6�7� = c ' ��,� ' "ala � : �� } -�' `� �I � � caz _ s ,L� � � ;ra � . I�v``' �° ~° ; — � �, nc�.�► �w�� o J� � -�, }� �"J �.� �� = L'� 1 I � _ ' �o � � � � II! - Z � � � L�1� I 1 = ��'c� S �� z = Z � �� O fi-b �IZ S2'O �- o43LS2 �' 4 = �s -t��= �� _ �� -s'�---11� _� - �s e� �� - -�o.a.�--o '►�-ra ",',� _ 1..-b 'O = 21 �! S2 '� + � Q = '� � :,,� � _ �v�1�c� o • �, �r-� � ts�o oNQd-�-�m � G��d VII. CONVEYANCE SYSTEM The piping was sized to accommodate the 25 year developed flows as identified in this section of the report. The modified rational method was used as shown in the King County Drainage Manual. The pipes for this plat are a minimum 12" diameter and all will be corrugated polyethylene, double-walled pipe such as ADS-N12 or equal. o� • Q =� � � � '� - � ��'_=�Z�Z "�� I � � (�J Z�1 _ __ o�Qs'•o e7►�2�V)� �-�-� --- �� _� � �� Q = � �� -L _ �i� � �"1 %��'� -��i2�" �� _.____ rZ.�. ��'0=� ` �fl �Z�0 = _�� 11 -- � ��Z)�z '� �z -�rv 21� �s�I � � S�' �� # S-'�''j °��'O � ��z 1 - �c>2I_ Z� �� "� � ��l 12'� _ �� b �2G r��72,OCc� .ZS �� (\ �/) ___ _l� QS�� , . ; �� # S-L� �,�QS•p �,��1 -�b21 � �Z-� � C�b� o=� ��d �� _ -�{� s�� = C��C� � .� i� �N �� /GS�o ,�, �,�1-�� 2 # ��,.5� � o - �S' C�Z S 1 _� s�t' _ �`z�s�► ,-� P�� '� �l� n� •o =� �S S��I 11 � ; z-b � 1-� S1c� _ �� o�,�� -,� -�z � � �p=� ' � �� b�' o - _�s _c�a�, = <z�s,�� , -a� �p� z1 � _ _ _ ��'° � ,,?, - �� sz# � ------ ---------------..__ o� o= � '� �`1�►�o s� � , --- — _ --- c,��o=� ',s� _--------- ---- ��,°' ro --- �� o =� � �� _ _ � s�.�� }.�L,,�� . �'.�9 '.�-� �,�►--,�`-�� s-�.�u,,� � ,� � �,�,�,�,��-env�e� �,e �� u c�v,,�v�.� -aS�1 •-z --__--------- �- ----- �°`�U J �'n°� �`�"'��.) �� . ��J �� v►s�� _ M Ga � Z��-tz� � o. ��lo �=D. 4p _ _ _ _ _ - - _ _ _ - - -- _ _ - ---_ _ �/Z � Q,re.l� �jDC� I��o �- .�,0� Ac - _ _ �,�' _ � qo�_,L �o.,�r, _ C.=c�.4� _ __ trz N� z pL : �07 (?�t � 2Z�{-? 5�== o.0�—�4�. . _ ---- C'��t� 31��-� �t�, n, S'a% ------ - ------ f��S 1 t �- (� ' - 3s 7S� S� C =c�, C� �/Z �tE 3� P�. � 3��z� �� S d-3�Zi .s�= _ � , �a � — Gf3�L�_ �Z NE 3 P� ' Z Z-�C2.�� c�..(��-( .St= = O . t I �� (a '�iz"�n� �'�° C = o . 4a �� S 7 L �(�rv�� G�': )C9 3�Z> = 3 �Z.3.5�= = O,O� ►� � 2�ct�- ► Z�� U,.Sb 9'a C= O .4 O � C� � ( 4- �o�- I�' �o, Sv% l�Ts Z( � ZZ � I I 1�5"' C ,o . f� �/z �� cC�. 3 aCZi = CQ�� 1�z d`i F— v�'PL: �o�z� �g� � S� '�, L 3"7oS �_ _ � . 3/ �. , c�*�13 ��-�i' c�- o. qzq� , �o�-S (�-20 .' 1 S(c�.7 C =o b,p � �/2 ��'r`o'' �� : 3��Z�� = �3`� � I S?�Z s� = � , 3c� A-�- ��(Z_ --Z2' —�L'� � S,I��o ------- (�oT� 5� � � � 1(e�d � .� o. �o ��L �I'� P� � � ( 3Z-CZ� = Z��Z ' I z �� ,SF- � o , 3� f� ; �3�-II �'-lz'� � o,�� ' _ - _ _--_ l�rs Z3 , z4- I i i �S'' C__o , (�o ,,._ i�L �� . �3�z� = Z��Z �` - ----- � t� PL . -- -- --- --- �Z I�� z ��Z�� Z � �.__ _ � d� 3� � � �, 3�- -�c_ ?� �8 (a �� _ 3��_ 12" Q� .sb/ _ _— =� 17,4�- tz� @ o. �b�o _ G =0 ,3� -� _ l��s -7 r �� `� " l S—�-I lo .�_ - o � �� -�- __. ,; � ----- --- � ►� .� g _ ------ ---- , __._ 3 d -i L O O..>�a �' ----. l�T� I, Z, 3, �{-- 2S'?S� c = o C� � -- - ��L �� Zr,� Pt„_ ; 3��u� � �� 3 2�� .5�=- _ _O .Z�- � ��#� I�Ot—�7�� e O ,��a G �� Q� _ ��Z ��Vo�-�, � '�C�C 3a� � 3 �� = � �, p'� �-G. '�, # G��' � �''' G� �•(0'7�(. C �o.4c7 �lz �� A�-� �� C3a� = 3�-�� Sr- = o . o� �-G �s , . zz�'- ��'' � � u9'o � 1�-,T 33 = �- ---- _ - _ - - ��-4--- 4�'- �- - _ l�or S 24-32 2��oo c = �, foc� ��2 �E 7�'`� PL', �IC��z� = �C7 �9 1 = D , (�Sl�� 3 ��Z. t•1�2r�(� : ��Z(� = (�4-?� s1= = p,a 3 Psc- ��8�-�Z� �. ¢,po� C=o , �a C� #Z � I�� - tz� �. D � �z� l�Ts zs,2.c� 3e = � -t 2..�a _ _ _ �(L �c z�� P� = �� > .- �,,� c=- o .�� _._ _ _ __ 2!�¢� S1=- = Ot �O��- __ — �� fa�s 2�1 z8 = _ = a. � __ Zc.� - �i'� '�- y Z:7,,9'� � Z 7.� 51= D, 7�-3 ►'�c. 3 �- P�. ��{� _ ll�,- Ig`` � (•�?D --------- Magnussen PIPE FLOW CALCULATOR(Courtesy of Barghausen Consulting Engineers,Inc.) using the Rational Method&Manning Formula KING COUNTY DESIGN FOR 25 YEAR STORM JOB NAME: Magnussen Plat NOTE ENTFR DEFAULTS AND STORM DATA BEFORE BEGINNING JOB#: DEFAULTS C= 0.9 n= 0.012 REVISED: 6.1.07 d= 12 Tc= 6.3 A=Contributinp Area(Ac) Qd=Design Flow(cfs) COEFFICIENTS FOR THE RATIONAL METHOD"If'-EQUATION i C=Runotf Coefficient �f=Full Capacity Fiow(cfs) STORM Ar Br T�Time of ConcenVation(min) Vd=Velocity at Design Flow(fps) 2YR 1.58 0.58 1=Intensity at Tc(iNhr) Vf=Velocity at Full Flow(/ps) 10YR 2.44 0.64 PRECIP= 3.4 d=Diameter of Pipe(in) s=Slope of pipe(%) 25YR 2.66 0.65 Ar- 2.66 L=Length of Pipe(ft) n=Mannin9 Roughness Coefficient 50YR 2.75 0.65 Br- 0.65 D=Water Depth at Qd(in) Tt=Travel Time et Vd(min) 100YR 2 61 0.63 FROM TO A s L d Tc n C SUM A A'C SUM A'C I Qd Qf QdIQf D/d D Vf Vd Tt ____-- ====_e =c_=c� �ce�= _e_vv_ ----'----__ ----- ------ =====- ====o= e_r_easeasz_ea _____e =__=_� �a�s» ==n__= rx=aao cc��e assssa s_ssn� 25 24 0.09 0.50 36 12 6.3 0.012 0.9 0.09 0.08 0.08 2.73 0.22 2.73 0.081 0.191 2.29 3.48 1.98 0.30 24 23 0.35 0.50 30 12 6.6 0.012 0.6 0.44 0.21 0.29 2.65 0.77 2.73 0.283 0.364 4.37 3.48 2.99 0.17 23 23a 0.03 0.50 50 12 6.8 0.012 0.9 0.47 0.03 0.32 2.61 0.83 2.73 0.304 0.377 4.52 3.48 3.04 0.27 23a 22 0.21 0.50 129 12 7.0 0.012 0.6 0.68 0.13 0.44 2.54 1.13 2.73 0.414 0.449 5.39 3.48 3.33 0.65 22 21 0.27 0.50 120 12 7.7 0.012 0.6 0.95 0.16 0.61 2.40 1.46 2.73 0.533 0.519 6.23 3.48 3.53 0.57 21 pond 0.16 8.02 46 12 8.3 0.012 0.3 1.11 0.05 0.57 2.29 1.31 10.93 0.120 0.235 2.82 13.92 9.29 0.08 10 9 0.00 0.50 34 12 6.3 0.012 0.3 0 0.00 0.00 2.73 0.00 2.73 0.000 0.033 0.40 3.48 0.73 0.00 9 8 0.35 0.50 124 12 6.3 0.012 0.3 0.35 0.11 0.11 2.73 0.30 2.73 0.110 0.225 2J0 3.48 2.27 0.91 I 8 4 0.74 0.50 30 12 7.2 0.012 0.6 1.09 0.44 0.55 2.51 1.38 2.73 0.505 0.503 8.04 3.48 3.50 0.10 I 6 5 0.08 9.67 46 12 6.3 0.012 0.9 0.07 0.07 0.06 2.73 0.16 12.00 0.014 0.075 0.90 15.29 5.15 0.15 11 12 0.34 0.50 30 12 6.3 0.012 0.6 0.34 0.20 0.20 2.73 0.55 2.73 0.200 0.300 3.60 3.48 2.70 0.19 12 3 0.30 5.14 72 12 6.5 0.012 0.9 0.64 0.27 0.47 2.68 1.26 8.75 0.144 0.255 3.06 11.15 7.87 0.15 7 5 0.07 0.50 110 12 6.3 0.012 0.9 0.06 0.06 0.06 2.73 0.17 2.73 0.063 0.171 2.05 3.48 1.92 0.98 5 4 0.15 1.22 220 12 7.3 0.012 0.3 0.3 0.05 0.18 2.49 0.45 4.26 0.105 0.220 2.64 5.43 3.51 1.05 4 3 0.65 1.81 97 12 8.4 0.012 0.6 2.04 0.39 1.12 2.27 2.54 5.19 0.489 0.494 5.93 6.61 6.62 0.24 17 16 1.00 0.50 30 12 6.3 0.012 0.6 1 0.60 0.60 2.73 1.64 2.73 0.601 0.555 6.66 3.48 3.62 0.14 16 15 0.11 0.50 19 12 6.4 0.012 0.9 1.11 0.10 0.70 2.71 1.89 2.73 0.694 0.613 7.35 3.48 3.75 0.08 15 14 0.08 0.50 129 12 6.5 0.012 0.9 1.19 0.07 0.77 2.68 2.07 2.73 0.757 0.650 7.80 3.48 3.82 0.68 14 13 0.31 0.50 30 12 7.1 0.012 0.6 1.5 0.19 0.96 2.53 2.42 2.73 0.886 0.729 8.75 3.48 3.92 0.13 13 2 0.36 0.92 64 12 7.2 0.012 0.6 1.86 0.22 1.17 2.51 2.94 3.70 0.794 0.673 8.07 4.72 5.23 0.20 20 19 0.11 0.50 30 12 6.3 0.012 0.9 0.11 0.10 0.10 2.73 0.27 2.73 0.100 0.214 2.56 3.48 2.20 0.23 19 1 B 0.04 0.50 77 12 6.5 0.012 0.9 0.15 0.04 0.14 2.67 0.36 2.73 0.133 0.247 2.96 3.48 2.39 0.54 18 2 0.05 0.50 90 12 7.0 0.012 0.9 0.19 0.05 0.18 2.55 0.46 2.73 0.168 0.275 3.30 3.48 2.58 0.58 2 3 0.50 0.82 197 12 7.6 0.012 0.6 2.55 0.30 1.35 2.42 3.27 3.49 0.935 0.760 9.12 4.45 5.03 O.6b 3 3a 0.03 4.00 96 12 8.3 0.012 0.9 5.23 0.03 3.24 2.29 7.43 7.72 0.963 0.783 9.40 9.83 11.11 0.14 3a pond 0.30 12.20 26 12 8.4 0.012 0.9 5.53 0.27 3.51 2.27 7.96 13.48 0.591 0.552 6.62 17.17 17.84 0.02 1 33 0.00 1.00 119 18 8.4 0.012 0.9 G.64 0.00 �Qe� 2.27 9.25 11.38 0.813 0.685 12.33 8.44 7.17 0.28 VIII. EROSION CONTROL SYSTEM The erosion control system was designed to eliminate any onsite runoff from entering the adjacent properties or right-of-way. In order to occomplish this, an interceptor swale wili be constructed along fihe west and south areas of the site. This swale will discharge into a sediment pond located near the center of the property. The permanent detention pond will eventually be constructed in the area of the sediment pond. The sediment pond will use infiltration to dispose of water until the discharge � pipe from the pond to the existing drainage in Field Ave. NE is �, constructed. 'i Additionally, silt fencing will installed along the east and south properfy lines which are the low property lines. The existing vegetation will be leff on the ground as much as possible during the site work. Disturbed areas will be covered with seed and mulch after disturbance. The minimal slope within the site minimizes the potential for runoff from leaving the ', property. The erosion control plans also show the clearing limits and the locations for � rock pad construction access points. �, , ��l rYl��T �� --__ _ � • _ _ (��- __ e- fi0_ `�a��r- rv�o� ��re�"-�-' _ _ _ _ - ---- - - ---------- '� • I"4 �e�.rr c�.�'� o� � ----- — --- C��o � i�7 S c� _ ----- -- -- -- - -__ �� .�� .. �� ---___ _ _ _ _ _ � . s�� _�,-� ��„ : �s� _ _ __ _ S4� = Z y� ar 2�� S� �-+�' c-�=S ,,,�-F(8w _ _----- , e��C, � � � D-� , �+� _ �`�^�� -- 4- ��o� � .�s�� 3C�4D S� r�-��re�� _ � - - _ _ _ __ ---- - _ __ S ��-�u-c.e- �re-c�. Qr-ov ��- � c'"�...` --- --- _ _ Q- � l.St�� (�—�-1 <�Y^e-Q--_ _ ID��x �3� � c.l��. 3�(�.a ---- ___ _-- -- 1� 3��3� � 4�-Z� � � i ��Z� � �� ' - -- -- -- --- ---- — ---- ---- --------- �, - - ,: ---- ----- - — ------- ----- , ----- __ --------______---. � �----------- --- ----