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HomeMy WebLinkAbout02917 - Technical Information Report f i �_' - _ _ `�'.x� � $ • I � - � ETERSON ' � C ONSULTING � � 4030 Lake Washington Blvd. N.E., Suite 200, Kirkland, WA 98033 .� � MURGAN C OURT As-Built Technical Information ' Report City of Renton Revised: May 20, 2002 Prepared For: Abney Revard, Inc. 9375 SW Commerce Circle Suite 7 Wilsonville, OR 97070 �g N ��ti��oF � � � Prepared by: � � - � � Robert Stewart "' � 32 4� ��.� ��'�ISTER�� ��'�' ��.J Reviewed by. �SSI�hALE��l � �, Jennifer A. Steig, P.E. EXPIRES 09;o9;oa PCE Job No. ABRE-0001 King County Department of Development and Environmental Services TECHNICAL INFORMATION REPORT (TIRj WORKSHEET _ - --- � - �. ParT 1 PRO��CT C�WNER ANd , Part 2 P��,iECT LOCATI�J#V;ANU ' , PROJEGT �NGINEER ;. � DESC�{Fr�'€Q� ' ' ; Project Owner Ribera-Balko Enterprises Project Name MorQan Court Familv Limited Partnership Location Address 19025 92nd Avenue West Edmonds, Wa. 98020 Township 23 North Phone (206) 394 -4022 Range 5 East ProjectEngineer JenniferSteiq �•�����•••••.Section 11 Company Peterson Consulting EnQineers Address/Phone 4030 Lk Washinqton Blvd Suite 200, Kirkland, Wa. 98033 (425) 827-5874 �art 3 TYP� C��P��2M�T Part 4 OTHER REU{�WS AND PERMITS , � APPLfCA�'IQI�I �,� Subdivison IJ DFW HPA � Shoreline Management ❑ Short Subdivision ❑ COE 404 ❑ Rockery � Grading ❑ DOE Dam Safety ❑ Structural Vaults ❑ Commercial ❑ FEMA Floodplain � Other ❑ Other ❑ COE Wetlands Part 5 S1T� �QMftJIUNITY ANQ [?RA#NAGE�ASIN � Community I Newcastle Community Planning Area Drainage Basin Puqet Sound Basin, and Lower Cedar River Sub-basin � P 8 SITE CHARAC3ERESTIGS ❑ River L_� Floodplain n/a n/a C� Wetlands n/a ❑ Siream n/a __ ❑ Seeps/Springs n/a L� Critical Stream Reach n/a ❑ High Groundwater Table n/a ❑ Depressions/Swales n/a ❑ Groundwater Recharge n/a ❑ Lake n/a ; ❑ Other � i I Steep Slopes n/a Part 7 SO1LS �v -- Soil Type Slopes Erosion Potential Erosive Velcoties AQC 6% - 15% none none Aq6 0% -6% none none ' ❑ Additional Sheets Attached _. ._. . .. __........ ..__ . .......__.............__... _ _.... ..... _.. ... ...... ....._.__ _....... ;Part 8:. C���LC�PM�I�T L1�t11"�A�`I�NS ..: _ ` ' ;, , , , ; ; ;: . ,;; _ ,:. <. > ,. REFERENCE LIMITATION/SITE CONSTRAINT I � Ch. 4—Downstream Analysis , � ❑ ❑ ❑ ❑ ❑ Additional Sheets Attached _ _ Par#9 ESC;�EG2U.IREMENT� > MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION `` Sedimentation Facilities �. Stabilize Exposed Surface � Stabilized Construction Entrance L� Remove and Restore Temporary ESC Facilities � Perimeter Runoff Control �. Clean and Remove All Silt and Debris � Clearing and Graing Restrictions � Ensure Operation of Permanent Facilities I ��. Cover Practices ❑ Flag Limits of SAO and open space i —, preservation areas �. Construction Sequence r-- ❑ Other �� Other 'Pa� �a suR�ac�waT�R s�rs��nn : ; ;' ❑ Grass Lined U Tank ❑ Infiltration Method of Analysis Channel [� Vault ❑ Depression 1998 KCRTS � Pipe System ❑ Energy Dissapator ❑ Flow Dispersal Compensation/Mitiqati ❑ Open Channel IJ Wetland ❑ Waiver on of Eliminated Site ry Stora e D Pond �] Stream ❑ Regional �- � Wet Pond Detention I Brief Description of System Operation Runoff will be conveyed via a tiqhtline system into a ro osed combined detention and wet ool facilit and released at allowable rates at natural discharqe lo tion Facility Related Site Limitations Reference Facility Limitation , , , : Part 11 STRU�TURRk.ANALYSIS Part 1� �4S�MENTS/T1��'� _ .:; � , .: , : >. ;.. i ❑ Cast in Place Vault �J Drainage Easement ' ❑ Retaining Wall ❑ Access Easement ' ❑ Rockery> 4' High ❑ Native Growth Protection Easement ❑ Structural on Steep Slope � Tract ❑ Other ❑ Other i Part �3 SlGNATURE OF PROFESS1t�NAL��IG#NEER , , ; ; < . : : I or a civil engineer under my supervision my supervision ha�e visited the site. Actual site conditions as observed were incorporated into this worksheet and the attachments. To the best of my knowledge the information provided here is accurate. , �� � � � � � � �_) �,) 1.���1 1��-"I��r ���-- � � �='I I Si ned/Date _�_�� � i . � TABLE OF CONTENTS SECTION 1 -PROJECT OVERVIEW 1 Figure 1: Vicinity Map 2 Figure 2: SCS Soils Map 3 Figure 3: Site Map 4 SECTION 2-CONDITIONS AND REQUIREMENTS SUMMARY 5 SECT'ION 3-OFF-SITE ANALYSIS 8 TASK 1: STUDY AREA DEFINITION&MAPS 8 TASK 2:RESOURCE REVIEW 8 Figure 4:Basin Map 9 Figure 5:USGS Map 10 TASK 3:FIELD INSPECTION 11 TASK 4:DRAINAGE SYSTEM DESCRIPTION AND PROBLEM SCREENING 11 SECTION 4-FLO�V CONTROL&WATER QUALITY ANALYSIS AND DESIGN 14 E�cisting Site Hydrology 14 Developed Site Hydrology 15 Facility Design 18 SECTION 5-CONVEYANCE SYSTEM ANALYSIS&DESIGN 24 SECTION 6-SPECIAL REPORTS AND STiJDIES 24 SECTION 7-OTHER PERMITS 24 SECTION 8—ESC ANALYSIS AND DESIGN 24 SECTION 9-FACILITY SUMMARIES 25 SECTION 10-OPERATIONS AND MAINTENANCE MANUAL 29 APPENDIX A King County Level One Tables and Maps ', APPENDIX B King County Drainage Basin Map King County Community Planning Areas Basin Reconnaissance Report for the Lower Cedar River Sub-Basin Sensitive Area Folio Maps (Landslide, Seismic, Erosion, Coalmine, Streams and 100-Year Floodplains and Wetlands) APPENDIX C Basin Reconnaissance Report for the Lower Cedar River Sub-Basin Pete�son Consulting Engineers Page i As-built Technicnl lnformation Report(or MorQan Court Revised May 20, 2002 SECTION 1 - PROJECT OVERVIEW Project: Morgan Court PCE Job Number: ABRE-0001 Site Area: The site consists of 85,378 Square feet— 1.96 Acres. Site Location: The site is located within the City of Renton on the northeast corner of the intersection of Nile Avenue NE and NE 4`h Street, (see Figure 1: Vicinity Map). More specifically, the site is located within Section 11, Township 23 North, Range 5 East, W.M. Existing Adjacent Development: Existing development adjacent to the site includes the following: North—Single Family Residential East— Single Family Residential South—NE 4th Street West—Nile Avenue NE Pre-developed Site Conditions: The site generally slopes from northeast to southwest with slopes ranging from 6- 15%. An existing single-family residence is located in the northeast corner of the site. The ground cover consists of mainly deciduous trees with only a few evergreens and an understory of ferns, blackberries and other low-growing vegetation. The soils on the site are classified as Alderwood Gravelly Sandy Loam, which are considered till soils by the 1998 KCSWDM, (see Figure 2: SCS Soils Map. Post-developed Site Conditions: The proposal is to construct 7 lots with associated roads and utilities (see Figure 3: Site Map). Runoff patterns from the developed site will be similar to the existing conditions. The detention facility for this site will be sized to detain the , runoff from Morgan Court as well as the expected development of the parcel directly north of this site. Runoff from the proposed development will be conveyed via tightline system to a detention facility located at the corner of Nile Avenue and NE 4`h Street before being released to the existing storm drainage system within NE 4`�' Street. Peterso►i Consulting Engineers Page 1 B�� 900 S�Ns�t COALF/ELD N z z sE »srH sr Q Q z � � � � � � � Q � Q � � � � MAPLE VALLEY � � Q HE/GHTS P,4RK � � w � NE 4lH ST " � Sl TE � � � y � � � Q Q Q �� MAPLEWOOP � � PARK � p J ^ � MAPLEWOOD HEIGHTS V/C/N/TY MAP MORGAN COURT ,� SEC 11, TWP 23 N., ROE. 5 E., W.M. :, = D WN. B Y.• DATE: JOB NO. ' 4030 Lake �'�`ashin�ton J� �ETERSON Bh�d. N.E., Suite 200 RSG 4�4�01 ABRE-0001 `'� CONSULTING Kirkland, WA 98033 �o Tel (425)827-5874 CHKD. BY.• 3CALE: FlOURE: �� Fa�14251 822-72 1 6 JAS N/A 1 J� ��`�0.`" ... � . i � �� ��� �� "r _'l��) �fe� li;t W ` ! • �q+E'k y+Y _.�lv��y;. I �' �� I� � ��'. '3� � �� t � 1 f, -i:` � ,z'� , ?� ; . ���I f � , "�r� II �� �•�����.: ����'•: �� ,, y�+Ct� ,r �--,F.�� ,;�z ��.. � .i �;�I ,�r�, "��.'4i�. s' � �y- •.,q�, f �'. x+�,1-y i •�� �� _ �t 5` �t, j �': '� � "� , II` �r, � '°`� I = i � �`� ..�i � - - `�g���� �; ,'1n 3��' �`'�cyl.���I� ',4, i�.� II•.%L=..' ;,^` � ' "cc-- ' � `1 I ' , 6r � � ' r: f '�.�,�.:,, a •�� � �, � ' F�+'� , Ra�ei u��,.�`� � � flh . . _ �' S ,3. ��i I■ >�J'.� _IJ'��a��� '� • �• ' nr•i t- �� d �"BM�.,�'• '�" 4 �� � �1 � '�Pt � -.° �� A :� u .1t.�, • 3�`:", 4�.�l. '�' � :�` . � L � � ri. iY�. k . ' . 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E�I��i. �;.E.. �u,t� '�u�� RSG 4/4/O1 ABRE-0001 COt�JSULTIN�G i�:.���.i.����i. �,� :�. ��;c�:�.� r-i _,_-,. .:_;-:_;;;� CHKi.�, r3 Y� �C,�LF: FIGURE: � ,1.. , -- '= �-,�,, �;�S �'�';'; 2 I N ► 0 30 60 II — — ---- -----—�-- --- � I I 1 �, I SCALE IN FEET ——— --- — � — --— ----a � �I NE 4 TH PL. II I -- I � --- - - -� �- - - - -� i�. � � � � I ' � � � - - � � � W � � I I 2 � I � � I � i . I 6 II 2 i: I � � � � W i: �- - - ---� � - - - J I � � I i ' � I Q j i• (- - - -1 �- - - - -► �u � � - - - - - - I I i � � ' � � � Z � � I i . � I �- - - - _ _ � i . I ,3 � I I 5 I � �- - - - - - -� �' � i i � - - - - - --� i , I . ' �- - - - - - -� � � - TRACT A � 4 I ' � 1 � � I� -- � _ I ; � - --- _ - - - - -1 �� - � � -_- -- � _ - - . —9. �_' ,D __ �_p_ _•— _—_ —_ _ __ —__ __ _ — � _ _ — •� � p � , •o • , .> . p ° .,D . , — — r�— _ . _ — P— _ � • a r � • � D ' -�p s • a . • D .p � � , > � ' a — �'"_��-5—, — �—�--�__ �— � ' ' NE 4 TH S T. • D� � � ° f ' • � �-_I e., • • i • • D s ' •D , � ' , � ' • • � � e • • ' ° �c . D *• ' ,� � � p —��_ � � � SITE MAP MORGAN COURT � SEC 11, TWP 23 N., RGE. 5 E., W.M. D WN. B Y: DA TE: JOB NO. P ETERSON 4030 Lake Washtngton Blvd. N.E., Suite 200 RSG 4�4/U7 ABRE—GGi�1 C ONSULTING Kirkland, WA 98033 . Tel (425)827-5874 CHKD. BY.• SCALE: F/GURE: Fax(425)822-7216 JA:: N/�,� 3 As�-huilt Technicnl l�iforrnation Report for MorQan Court Revised May 20, 2002 SECTION 2 - CONDITIONS AND REQUIREiVIENTS SUiVIMARY Preliminary plat approval for this project was granted April 16, 2001. 1998 King County Surface Water Design Manual Core and Special Requirements and Hearing Examiner's Conditions are being met in the following manner: King County Surface Water Design Manual Core Requirements: 1. Discharge at the Natural Location The site will discharge at the natural location. 2. Off-site Analvsis An offsite analysis has been prepared for this site and can be found in Section III. 3. Flow Control Calculations performed under Section IV of this TIR conform to the 1998 KCSWDM requirements. 4. Convevance Svstem All conveyance systems proposed conform to the 1998 KCSWDM requirements; see Section V of this TIR. 5. Te►��porarti� Erosion & Sediment Control All TESC measures proposed conform to 1998 KCS`VDM reqtiirements, see Section VIII of this TIR and the construction plans. 6. Maintenance &Operations A maintenance and operations manual is provided in Section L�� of this TIR. 7. Financial Guarantees & Liabilitv A bonds worksheet will be completed after first review. The project owner will provide bonding as required by the City. 8. Water Qualitv A water quality facility, in the form of a�vetpond, will be provided on the site. King County Surface Water Design ;Vlanual Special Requirements: 1. Other Adopted Area-specific Requirements There are no other adopted area-specific requirements for this site. Petersai Constrlting Engineer•s Page 5 As-beailt Technical l►i(ormation Report Tor MorQa�i Cotu�t Revised Mny 20, 2002 2. Floodplain/Floodwav Delineation This site does not lie within the 100-year floodplain or floodway of any stream, lake, wetland or closed depression. 3. Flood Protection Facilities There are no flood protection facilities located on or directly adjacent to this site. 4. Source Control This site does not meet the threshold for source control requirements. 5. Oil Control This site does not meet the threshold for source control requirements. Hearing Examiner's Conditions: 1. A Fire RTirr�rrtin,r Fc�� nf�'=1,Q,� f�r r�rr�h >>r���.� ln� „�rll 1�r� ,�r����ri�-E�rl��,�%��� r;� r-r��o����lit�� !1��� f�rrri short pl�; T'1Ce Tllltlgalivii 1��� '��iii i�� �J.tlu �)I�i��l i�� C��vl���ili� vi :iic iiil.ii �u��ii �)l�i'�. 2. There shall be an "emergency only"access to NE 4th Street (an extension of the nerv prrr<<r�� road). This access is to he gated rit its intersection tivith NE 4th Street and shall have a curb cut at NE 4th Street. The "emergency only" access has been provided on the plans. 3. A Parks Mitigation Fee of$530.76 ivill be required f0)"BQCjl 1�E1V IOl JJYIOI' CO Y'2COYCIlilg llle final short plat. The parks mitigation fees �vill be paid prior to recording of the final short plat. 4. The applicant shall pay Issaquah School District Impact Fees of$2,797.00 per sirigle family residential lot prior to recordi�tg the final short plat. The school district impact fees will be paid prior to recording of the final short plat. 5. The reqz�irements of the 1998 King County Surface Water Design Manual shall be met. The stormwater runoff control has been designed in accordance with the 1998 KCSWDM. 6. The applicant shall install a silt fefzce along the down slope pef-imeter of the ar-ea that is to be disturbed. The silt fence shall be in place before clearing and grading is initiated, and shall be constructed in conformance with the specifications presented in the 1998 King County Surface Water Design Manual. This will be required darring the cor�str�a�ctio�z of bot/� off-site and on-site improvernents as tivell as bi.�ilding constructioji. Silt fence���ill be installed as requested. Petersor� C'or�s<<lring E�igi��eers Page 6 As-built Technical lnformation Repa•t for MorQan Court Revised Mav 20, 2002 7. Shallow drainage swales shall be constructed to intercept surface water flow and route tlre flow away from the construction area to a stabilized discharge point. Vegetation growth shall be establishecl in the ditch by seeding or placing sod. Depending on site grades, it nicrl� be necessary to line the ditch with rock to protect the ditch from erosion and to reduce flow rates. The design and construction or drainage swales shall conform to the specificatio►is presented in the 1998 King County Surface Water Design Manual. Temporary pipe systems can also be used to convey stormwater across the site. This will be required during the construction of both off-site and on-site improvements as well a.r building constritction. Interceptor swales have been proposed for this project as requested. 8. The project contractor shall perform daily review and maintenance of all erosion and sedimentation control measures at the site during the construction of both off-site and on-site improvements as well as building construction. The contractor will review the TESC as requested. 9. Weekly reports on the status and condition of the erosion control plan with any recommendations of change or revision to maintenance schedules or installation shall be submitted by the project Engineer or record to the public works inspector for the preliminary plat construction. Weekly reports will be provided as requested. 10. The applicant shall either draft and record a Homeowners'Association or a maintenance agreement for the maintenance of all common improvements, including private stormwater facilities, utility and other easements, the private road and sidewalk, and other common areas. A draft of the document shall be submitted to the City of Renton Development Services Division for revietiv and approval by the City Attorney prior to the recording of the firtal plat. The required documents will be prepared as requested. 11. Trafftc mitigation fees of$75 per new average daily trip will be required prior to recordijr� the final short plat. The traffic mitigation fees will be paid prior to recording of the final short plat. 12. The dedication will have to be fonvarded to the City Council which othe�tivise does ilot review short plats. So Noted. 13. The applicant shall erect a sign indicating that NE 4`�'Place is intended to be a through street and may carry additional trafftc. The appropriate sign has been added to the plans. Peterso�i Co�isulting E�tgineers Page 7 As-bceilt Technical lnrormatio�:Report for MorQan Coi�rt Revised May 20, 2002 SECTION 3 - OFF-SITE ANALYSIS TASK 1: STUDYAREA DEFINITION& MAPS The 1.96-acre site is located on the east side of Nile Avenue NE and north of NE 4`h Street, in the City of Renton, Washington. More generally, the site is located in Section 11, Township 23 North, Range 5 East, W.M. in King County, Washington(see Figure 1: Vicinity Map). The site is located in the Puget Sound Drainage Basin and Lower Cedar River Sub-basin as defined in the King County Basin Reconnaissance Program Summary Volume II. The Lower Cedar River Basin Map and a portion of the Basin Reconnaissance Report NO. 13 have been provided in the Appendix. The site contains ri�vo basins identified as Basin "A" and "B" (see Figure 4: Basin Map). UPSTREAM DRAINAGE ANALYSIS There is no upstream area tributary to the site, see Figure 5: USGS Map. TASK 2:RESOURCE REVIEW Support documentation for the following items may be found in the Appendix. Community Plan The site is located in the Newcastle Community Planning Area (see Community Planning map in Appendix "B"). Adopted Basin Plan /Basin Reconnaissance Summary Report The site is located in the Puget Sound Basin and, Lower Cedar River Sub-basin Collection Point Area# 6 (see Basin Reconnaissance Summary in Appendix "C"). Critical Drainage Area The site is not located in any of the Critical Drainage Areas as identified in the 1998 King County Surface Water Design Manual. Peterson Consulting Engi�teers Pnge 8 ' i�i� ,PRu✓cci�\ABRcuuvi � � � O I , ��. � I HOUSE � .�,�In1�� � L — I � J ; i, _� � __ , _ , ,.. �I ' -._' G '-_._'_" � � , " H'n N I II` `,I ` �.`iI, ��n � GR �� � � A I U U� � I �� f � r�n� t ry�,�..� � 1 � \.l � O p \ `vc2> I� `1 � �i {ec . ��iF�., SH� 4 I � 1 �I �. _ __�..`_,�\. �,i � ty� � �\ , 1 \ M.�u i� ` , , I �- " �,.. 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I ' � � � � f _ _-- - � �i � f 1 � ''�_ -- ` ��" .`-�\, _ - r I `� `• � _ a , . , _ \ `_ � ,_ i '' ` �.� `�\'�� j I - ---- i-- � t - . -_.�.� � _ _ _ , 1- � � — — - � _ , . _ � ,; _. l , � � ,., , � ��`��� � � - � � ' qi� r.5 h � _�� i� � I � i - `\� � � 1 `/. \� .� � �I1 f a`r�����j' ''. I . .� � ��. � )i 7. ! . .. . .i '� 1 il � ',li. .��>���-.-�i�����. f - USGS MA� - A90RGAN COURT � SfC 11, T b+YP 23 1V., RGE. 5 E., W.M. D�YN, B Y.- DA TE: JOB NO. -s�_i3i) L�tie Wa�hington � - � ETERS0�1 Bi�d. �.e.. �wce 20o RSG 4/4/O1 ABRE-0001 f C�NS������ F:ir};I�tid. ��-.\ �i8033 - _ -1-r� ���;;. ;�f-��;:� CH�CD. BY: SCALE: FIGURE: F.�� t-+'�.,�;ri��� ,-2�6 JAS N/A 5 � As-built Technical In(onnation Report for MorQan Court Revised Mav 20, 2002 Sensitive Area Folio The King County Sensitive Areas maps did not reveal that the site was located in hazard areas, such as, landslide, coal mines, erosion and seismic. The site does not contain any classified wetlands or streams (see Appendix"B" for maps). SCS Soil Survey The soils on the site, per the SCS Soils mapping, are AgC and AgB-Alderwood Gravelly Sandy Loam, (see Figure 2: SCS Soils Map). I Wetlands Inventory There are no classified wetlands on-site. TASK 3: FIELD INSPECTION A site visit was made on January 4, 2001, during a cloudy overcast day. The majority of the site i is currently undeveloped with grass, shrubs, small and large trees. The site contains a single- family residence. Access to the site is from Nile Avenue NE, (see Figure 1: Vicinity Map). Land use description for the site is classified as young second growth forest with pasture in some areas. The topography of the site is mostly flat with the northern part of the site sloping westerly and the southern part sloping southerly, (see Figure 5: USGS Map). No visible do�vnstream drainage problems ���ere observed at the time of the field investigation. TASK 4:DRAINAGE SYSTEM DESCRIPTION AND PROBLEM SCREENING Please reference KC Level 1 Tables and Downstream map in Appendix "A". Please see Figure 4: Basin Map, for basin locations. Basin "A" - Draina�e Svstem Description Please reference the drainage system table and location map found in Appendix "A". Drainage Peterson Consc�lting E�igineers Page 11 As-built Technical lnformation Report for MorQan Court Revised Mav 20, 2002 from Basin "A" sheet flows southerly to a ditch on the North edge of NE 4`h Street which also has existing flow from the east(point B). Runoff continues westerly along the north side of NE 4`h Street in the ditch until it reaches a concrete culvert at the intersection NE 4`h Street and Nile Avenue NE (point C). The runoff continues south across the intersection to the east side of the new road construction (point D). Runoff continues into the ditch for approximately 5'on the south side of NE 4`h Street reaching a culvert (point E). Flow continues through the corrugated metal pipe, type 1, asphalt coated then enters the ditch on the south side of NE 4`h Street and on the west side of the newly constructed road (point F). Flow continues to the west in the ditch eventually turning in overland flow in a southwesterly direction(point G). Flow leaves the southwest corner of the property and continues to the southwest between two residences (point H). Flow continues overland, and then enters a ditch between 14444 and 14422, two residences on the north side of SE 132"d Street. (Point I). Flow turns east on SE 132"d for approximately 5'and either enters a 24" diameter concrete culvert (point J) or continues east on the north side of SE 132"d for approximately 50'before meeting a 24" diameter concrete culvert(point K). Flow from point J enters a catch basin on the , south side of SE 132°d (point L). Flow from point L proceeds east in a ditch on the south side of SE 132"d before entering the intersection of SE 132"d and 146`h Avenue SE (point M). Discharge from point K continues south under SE 132"d and goes directly into the ditch and meets up with flow &om point M, continuing easterly to the corner of SE 132"d and 146`h Avenue SE (point I�. Flow continues in the ditch and culvert system heading south on 146`h Avenue SE on the west side of the road (point O). No problems were observed in the '/4 mile downstream reach. Basin "B" -Drainage System Description Please reference the drainage system table and location map found in Appendix "A". Drainage from Basin "B" sheet flows over the site westerly entering the ditch (point BB). Flow runs down the ditch on the East side of Nile Avenue NE to the intersection of Nile Avenue NE and NE 4`n Peterson Consirlting Engineers Page 12 I As-built Technical Information Report for MorQan Cotert Revised May 20, 2002 Street where new construction is in progress. The new construction will place a buried 2' PVC pipe in the ditch on the east side of Nile Avenue � NE from the intersection up to the northwest corner of the site. Flow will enter a catch basin at the corner of Nile Avenue NE and NE 4th Street(point CC). Flow will then continue west under Nile Avenue NE and into the ditch (point DD) on the north side of NE 4th Street eventually into a PVC pipe(point EE). Flow continues to a manhole on the northwest side of the detention pond (point FF). Runoff continues through a concrete pipe where it empties into the detention pond (point GG). Once in the detention pond water leaves flowing through a concrete culvert located in the southwest corner of the pond(point HH). The runoff is continued on the north side of NE 4tn Street in the drainage system for approximately 600'where it enters a man hole that contains two pipes, one coming from the west and another from the east, both concrete (point In. Flow from the east and west is then diverted south under NE 4`h Street through a concrete pipe to the south side of NE 4`h Street to another manhole (point JJ). Flow appears to be discharged south to an open ditch (point KK) where runoff enters a culvert(point LL). Flow discharges in the ditch (point MM) until passing through a advanced drainage system culvert under a dirt road behind a residence on the east side of SE 144`h Avenue SE and on the south side of SE 128th (point�. Flow continues meandering in the ditch east of SE 144`h Avenue SE (point 00) until reaching a PVC culvert leading to the southeast (point PP). After exiting the PVC culvert, the runoff flows for approximately 70' (point QQ), and then enters a ditch between two residences (point H). The continuing flow is described above, under Basin"A"past point H. No problems�vere observed in the '/.�mile do�vnstream reach. Peterson Consulting Enginee�s Pnge 13 As-built Technical I�r/'ormntion Report for MorQan Court Revised Mny 20, 2001 SECTION 4 - FLOW CONTROL & WATER QUALITY ANALYSIS AND DESIGN The calculations are based on the 1998 King County Surface Water Design Manual (KCSWDM) requirements. The proposed flow control facility will be a Level 2 detention pond with a basic wetpond for water quality. The proposed detention facility will discharge to the downstream system from Basin B. The downstream system from both Basin A and Basin B converge less than '/a mile downstream of the site. It was determined that the site should discharge to Basin B's downstream system given that the majority of the site is tributary to this downstream system and Basin A's downstream system has more potential for overtopping and erosion given the sheet flow, wetland flow and open channel flow throughout the system. The detention facility for this site will be sized to include the proposed future development directly north of this parcel, (see Figure 6: Existing Conditions Map). The northern parcel will be submitted for preliminary plat by the end of May and may be under construction before this project is completed. The target duration curve and developed inflow will include the I, combined site area. Existin,�Site Hydrolo,�� The existing site runoff patterns are generally from northeast to south�vest, (see �'igure 6: Existing Conditions Map). . The onsite slopes range from 6-15%, generally flat throughout the entire site. An existing single-family residence is located in the northeast corner of the site and a barn and sheds are located on the northern parcel. The remainder of the site contains ground cover that consists of deciduous and few evergreen trees with an understory of brush and shrubs. The soils in the location of the detention facility are Alderwood Gravelly Sandy Loam(AgC), classired as till soils by Table 3.2.2.B in the 1998 KCSWDM. Peterson Co�istilti�tg F.�tgrriee�s Pnge 14 As-btrllt Technical lnformation Report for-�lor•,�a�i Coirrt Revis•ert�i1ay Z0, 2002 Developed Site Hti�drolo.�v The proposed development of this site will consist of 7 lots and approximately 0.24 acres road, the upstream expected development will consist of an additional 71ots and approximately 3600 square feet of roadway, (see Figure 7: Developed Conditions Map). Runoff from the roadways and lots will be conveyed in a closed pipe system to the detention facility. The facility ' will be located within a Stormwater Tract at the intersection of Nile Avenue NE and NE 4`n Street. A basic wetpond will also be constructed for water quality purposes. Runoff time series were created using the reduced 8-year data. The hourly series was used to size the detention facility. The regional scale factor is 1.0 and the soil type is till. All pertinent calculations and printouts for the time series are included within this report. 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CADR x.ciaEo+ ' ! - � _%�/ i - I � / � '-- �=� - � � � � `f: , � a� DA7E �/2/or - _"'_ —_.'—� _�-'__._ ____ '— __ - � �� � � .� � . , . . ' — _,_r-' - _-� ��� ` � � ..a }1E NAt�IXtnHRO� � � ___. '__ .-_. '�. __� ssr- '__ ._- — -' --_,__ _ _ _ — _ - - _ — _ __ _ , . .� � - --------_ �'--- r-- _" ' --. `_ .. �� � ..��� __ . - _- � - _ �' — _ _ � � - -_. ` '-- — �S ' _ •7' , _i , . . __. ----r —� � —. - --.--.�t . --- — -._- . --.- -- --!�� _ �s , I . � m - -` --' . � � . . f_ . . .- -,, Y , ' _. . � � ; ' � Y� � . � � — _ ., � . — �' . _ . . > _ _ � ' NILE A VE. NE oNSlTE & OFFSITE WILL� f�.,a V � ',, , '(. I ;�_ BE DETAINED WI TH —-� : ' � - --- -- — - _- -- - -- -- -- PROPOSFD POND. - , -- -- - -- - - _ --- --- ---- -- ---- _,� � � p` ` . � .: • ;; - - - - - _ -- __ , . o , ---- —— --- --- - — _ _- , , ,- � � � � ����� ¢ UMEQ SICcVfD AND DAiLU ; J0i8N1"�"ABHE-OOG; � � ,� ,� Fl RE 7 As-built Technical Information Report for Mor,ean Court Revised May 20, 2002 Facilitv Desi�n The detention facility was sized by trial and error in accordance with the KCRTS detailed routing method. The design intent for the detention facility is to maintain the duration of high flows to their predevelopment levels for all flows greater than one-half of the 2-year peak flow up to the I 50 year peak flow (Level 2 flow control standard). � Existing Conditions: ONSITE: Impervious Surface = 0.11 acres Till Pasture = 0.93 acres Till Forest = 0.92 acres OFFSITE: Impervious Surface = 0.13 acres Till Pasture = 1.41 acres TOTAL Impervious = 0.24 Pasture = 2.34 Forest = 0.92 Flow Frequency Analysis Time Series File:predev.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 0.262 2 2/09/O1 15:00 0.463 1 100.00 0.990 0 .128 7 1/05/02 16:00 0.262 2 25.00 0.960 0.254 3 2/28/03 3 :00 0.254 3 10.00 0.900 0 .070 8 S/26/04 2 :00 0.244 4 5.00 0.800 0. 147 6 1/05/OS 8:00 0.229 5 3 .00 0.667 0.244 4 1/18/06 16:00 0.147 6 2.00 0.500 0.229 5 11/24/06 4 :00 0.128 7 1.30 0.231 0.463 1 1/09/08 6 :00 0.070 8 1. 10 0.091 Computed Peaks 0.396 50. 00 0 .980 Peter•son Co�rst�lti�tg E�igirtecrs Page 18 .As-bui(t Tec{rnica!Informatiort Repor•t for MorQma Co�n7 Revised May l0, 200? Developed Conditions: The onsite development will be limited to approximately 2900 sf of impervious per lot, an average of about 35 percent coverage per lot. The offsite development will be allowed 46 I percent impervious coverage on the entire site as allowed for in Table 3.2.2.D in Section 3.2.2 of '� the 1998 KCSWDM (4.5 DU/GA). ' ONSITE: Roads = 0.39 acres 71ots = 0.48 acres Total Impervious = 0.87 acres Grass = 1.09 OFFSITE: Roads = 0.08 acres 71ots (roof&drive� = 0.63 acres Total Impervious (46%max) = 0.71 acres Grass = 0.83 TOTAL Impervious = 1.58 Grass = 1.92 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 0.555 5 2/09/Ol 2 :00 1.15 1 100.00 0.990 0.425 S 1/05/02 16:00 0.673 2 25 .40 0.960 0.673 2 2/27/03 7:00 0.623 3 10.00 0 .900 0.429 7 8/26/04 2:00 0.586 4 5.00 0 .800 0. 524 6 1�/28/04 16:00 0.555 5 3 .00 0 .667 0.586 4 1/18/06 16:00 0.524 6 2.00 0.500 0 .623 3 10/26/06 0:00 0.429 7 1.30 0.231 1.15 1 1/09/08 6:00 0.425 8 1.10 0 .091 Computed Peaks 0 .992 50 . 00 0 . 980 � Peterson Co�tsulting Enginee�s Page 19 � As-built Technical lnformalion Repo�•t for MorQan Cotert Revised May 20, 2002 Facility Sizing: This facility was sized using the 1998 KCSWDM Leve12 standard. The following is the output I from KCRTS. , Retention/Detention Facility I e of Facilit : Detention Pond TYP Y Side Slope: 2.00 H:1V Pond Bottom Length: 88.65 ft � Pond Bottom Width: 44.32 ft ', Pond Bottom Area: 3929. sq. ft Top Area at 1 ft. FB: 7696. sq. ft 0.177 acres Effective Storage Depth: 5.00 ft Stage 0 Elevation: 454.18 ft Storage Volume: 26960. cu. ft � 0.619 ac-ft Riser Head: 5.00 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 1.25 0.095 2 2.51 1.50 0.096 4 .0 Top Notch Weir: None Outflow Rating Curve: None Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 1.13 0.46 0.63 5.12 459.30 27824. 0.639 2 0.66 ******* 0.15 3.66 457.84 18202. 0.418 3 0.59 ******* 0.09 2.66 456.84 12425. 0.285 4 0.57 ******* 0.15 3.79 457.97 19004. 0.436 5 0.54 ******* 0.19 4.87 459.05 26046. 0.598 6 0.50 ******* 0.05 1.63 455.81 7115. 0.163 7 0.41 ******* 0.06 2.34 456.52 10708. 0 .246 8 0.41 ******* 0.05 1.47 455.65 6345. 0.146 Route Time Series through Facility Inflow Time Series File:dev.tsf Outflow Time Series File:rdout Inflow/Outflow Analysis Peak Inflow Discharge: 1.13 CFS at 6:00 on Jan 9 in Year 8 'i Peak Outflow Discharge: 0.632 CFS at 10:00 on Jan 9 in Year 8 ' Peak Reservoir Stage: 5.12 Ft Peak Reservoir Elev: 459.30 Ft Peak Reservoir Storage: 27824 . Cu-Ft . 0.639 AC-Ft Duration Comparison Anaylsis Petersa� Carsz�lting Engineers Puge 20 As-built Technical lnrormation Report(a•Ma•Qan Court Revised r'Lfav 20, ?002 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 0.074 � 0.71E-02 0.66E-02 -7.6 I 0.71E-02 0.074 0.070 -6.1 0.089 � 0.53E-02 0.57E-02 7.4 I 0.53E-02 0.089 0.094 6.3 0.103 � 0.40E-02 0.45E-02 12 .3 � 0.40E-02 0.103 0 .107 4.2 0 .117 � 0.30E-02 0.31E-02 4. 9 � 0.30E-02 0.117 0.122 4 .2 0.132 � 0.21E-02 0.26E-02 21.7 � 0.21E-02 0.132 0.142 7.5 0.146 � 0.15E-02 0.18E-02 19.6 I 0.15E-02 0.146 0 .150 2 .2 0 .161 � 0.11E-02 0.93E-03 -13.6 � 0.11E-02 0.161 0.158 -2 .0 0.175 � O.BSE-03 0.49E-03 -42.3 0.85E-03 0.175 0.164 -6.� 0.190 � 0.64E-03 0.18E-03 -71.8 � 0.64E-03 0.190 0 .171 -9. 8 0.204 � 0.46E-03 O.00E+00 -100.0 I 0.46E-03 0.2�4 0.176 -13.? 0.219 � 0.24E-03 O.00E+0� -100. 0 I 0.24E-03 0.219 0.187 -14 .7 0.233 � 0.15E-03 O.00E+00 -100.0 � 0.15E-03 0 .233 0 .192 -17 .6 0.248 ( 0.82E-04 O.00E+00 -100.0 � 0.82E-G4 0 .2�8 0 . 795 -21 . 0 Maximum positive excursion = 0.010 cfs ( 7.8%) occurring at 0.129 cfs on the Base Data:predev. tsf and at 0.139 cfs on the New Data:rdout.tsf Maximum negative excursion = 0.063 cfs (-24 .2%) occurring at 0.261 cfs on the Base Data:predev. tsf and at 0.198 cfs on the New Data:rdout.tsf ' � � - � - ❑ X � N � r�Jnut.�_i�_ir � � tai���tdur ♦ N - O � O \+�'R ; �.-� N � O --t'.� +� I LL ��� _,' � , (� � �:Jy� � .�. >,�. �1 � ,/ ��r � �y ��, � � �:� � O � N �.. � O ` ` O 00 '�- T 1-X� � '-`'%4.:. O �-i. ..,� O � O � O O ' >�1--TTfTfI 10 -5 10 -4 10 -3 10 �2 10 -1 10° Probability Exceedence Wetpond Sizing_ Petersor: Consulting Engineers Page 21 :ls-biri(/ 7eci�nical lrrr�rmalion Reporf(or:llor�an Coirrt Rei�isec�,�Iav?0, 3002 V�_ [0.9A; + 0.25A,g](R) Where: _ [09(68,82-�)+0.25(83,635)](0.039) V� =Runoff Volume from Mean Annual Storm(c� A; =Area of Impervious Surface (s fl = 3,231 cf A��=Area of Till Grass (s� Vb =Required Wetpool Volume(c� f =Volume Factor(3.0 for basic ponds) Vb =f V� R =Rainfall from Mean Annual Storm (ft) (from KCSWDM Figure 6.4.1.A) = 3.0 (3,231) = 9 694 cu ic fe�� Volume Provided in the Wetpond = 10.182 cubic feet (see note belowl Note: Per E�cisting and Developed Water Quality Volume Table in Appendix C, the asbuilt pond contains appro�cimately 6,947 cubic feet of dead storage. After pond reconstruction is complete the pond shall contain appro�cimately 10,182 cubic feet of dead storage. ,I Peter.sou Corrsi�lti�ao I'�rgt�ieers Pa�e '? As-built Technical lnformation Renort for MorQan Court Revised May 20, 2002 Outlet Riser The outlet riser for the combined detention / wetpool facility was sized per Section 5.3.4 of the '98 KCSWDM. A 12-inch diameter riser,with 0.50 feet of head can convey 2.67 CFS. The 100- year developed peak flow is 1.09 CFS; see Section 4. Qo�F�cE= 3.782 x D2 x H ��Z Where D = diameter(ft)— 1.00' H=head(ft) —0.50' Qo�►cE= 3.782 x (1.00)z x (0.50)��Z=2.67 CFS Emergency Spillway The emergency spillway was sized per Section 5.3.1.2 of the '98 KCSWDM. The following equation was used to size the spillway: �__ L= [Qioo�(3.21 H3�Z)] — 2.4H or 6 feet minimum Where Q�oo =peak flow for the 100-year runoff event (CFS); Q�oo= 1.09 CFS H =height of water over weir(ft); H=0.2' L= [1.09 /(3.21 (0.2)3�2)]—2.4(0.2) L= 3.80'; a 6' spillway has been proposed Secondary Overflow A secondary overflow has been designed in case the inlet to the control structure becomes blocked. The "jailhouse" has been designed to convey the 100-year developed storm using the weir equation above and H= 0.5'. L= [1.09 / (3.21 {0.5)3�2)] —2.4 (0.5) L= �1 foot Petersof� Consulting Engineers Pnge 23 As-bciilt Technical Information Report for Mor�an Court Revised Mav 20, 2002 SECTION 5 - CONVEYANCE SYSTEM ANALYSIS & DESIGN The discharge from the entire project site, plus expected upstream development, was estimated to be 1.09 cfs during the 100-year storm event. Haested Methods, Inc. computer software was utilized to determine the full flow capacity of the project's conveyance system piping at the minimum slope. The minimum pipe slope within this project is 0.50% and can convey 2.73 cfs (see below), over 50% more than the 100-year flow. Therefore, the on-site system has sufficient capacity. SECTI0�16 - SPECIAL REPORTS AND STUDIES No additional studies have been done for this site. SECTION 7 - OTHER PERMITS No other permits are required at this time. SECTION 8 - ESC ANALYSIS AND DESIGN Several standard erosion control procedures will be utilized by the contractor to minimize the amount of erosion and sedimentation perpetuated by the construction of the site. Some of the measures include a rock-lined construction entrance, filter fence, and standard ground cover practices. A construction sequence will be used to minimize the impacts of the construction to onsite erosion. The permanent detention facility will be used as a temporary sedimentation pond, the required surface area is calculated belo«�, per Section D.4.5.2 of the KCS��'DM: SA=2 x Q,o/0.00096 where SA=required surface area at top of riser Q�o=0.55 cfs (See Developed Conditions) SA= (2 x 0.55)/0.00096= 1,145 SF The detention pond as designed has a surface area of 6,988 SF at the top of the riser. The permanent control structure will be used for the temporary facility, with the addition of gra��el to restrict the bottom orifice, to increase residence time in the pond. Peterson Cons�dting Engirieers Page Z4 �1 s-built Technical l�irormatioit Repor•t for Nfor•Qan Cot�rt Revised A�Iav 20, 2002 SECTION 9 - FACILITY SUMMARIES I A facility summary follows. I' Peter•son Co�tsc�lti�rg Erigineers Pnge ?.i � a � � \ Q b � � �U � � a� � � '�a � � I � 470. � F �470 � I i � I e � � _ z � I I E.�lS'T7NG 6"Mp� �� I I Q fXI5i9VC 1'MGH � f'gNC£ J FFN�F � 0 7 I I ; I a;, ,,, i�' ;, �. _ � �—�— ----L— — �-- —�� j I= r----r---- � ( I � Q ~ 2 � � � � ---=�-1-----=��------� -+-� � � I ' I O � � � � � -•� � i .� ��`. U U � � � ,� �' �\ �O / _ � AE7ENiKW N.KS EL 159J9 _ _ I 460 Q �y � . R. W i � �' — / � ' - . ' , Q � � .," .'�' I I ; \ . ^t- � ————' I 1�/ \� =I I.� '�EA757YIG CROl,ND � 1 � � I f � � , .�I � � \ I S'NmE 9 �� Q � !.� � \ 'v"y y _/ fM7FIEN BERN ; /' -_ ��'� Q I { � j � \\ .t �.�1 I �" � 7Ci�fl.�3500 ' � 0 T -W � 1 _ . . '�F I 1 •+ � -'�I . .�'. ...'J�R OfJA(/TYM.W.S. z � j \> > ' I EL�SI.14 � O 2 � I � � � .. `` I' I � � � I i � � �.� I '.,j i ��E�:5� 7YPE. PR�OPoSED F7My� '�' -- ' �� � - � TfW 1639C -�,I � ' f/UOE(IYP.J � � I ; ;-��' � � tx aa�alaos e-�e us.se � � 450� �-�� --r--��50 ,�, i. j, rs-�tss.0 t -� \ I f i . . .'� I �\ �EX�,� �, � i, ,' , 'fr7 I�_ ; £X� ----- B---- �� �.� : ':.1 I � ! ��� J � � : . ��. � �� � %;-� -_ _ _ �,�--_-�-o� -i .I;1 � � � � ; 1 � � p, o p. ��. ��, ~ -- „ ��9 ' � ..� ; °8 o"i v�0 1 r. . � � , ..+�5�-_ KiNli COUN�1'Y. WASHINU"1'ON. SURI'110E WATI:R Dl;S1GN MANIJAI, STORMWATER FACILITY SUMMARY SHEET Dcvelopment: Moraan Court Date: �EV rSCi)—�/2�:�p Z Location: 5715 NE�l'�Place.Renton. Wa. ENGINEER DEVELOPER Name: Jennifer Stei Name: Mark Lundber Firn�: Peterson Consultin En ineers Firm: Carleton Develo ment Grou Address: 4030 Lake Washin on Blvd Suite 200 Address: 19025 92nd Avenue West Kirkland. Washin on 98033 Edmonds, Washin ton 98020 Phone: (425)827-5874 Phone: (425)822 -5981 Developcd Site: Acres 1.96 Number of lots 7 Nuii�ber of detention facilities on site: Number of infiltration facililies on site: 1 ponds n/a ponds n/a vaults n/a vaults - n/a tanks n/a tanks Flow co�itrol provided in regional facilit��(give location) n/a No flow control requircd n/a Exemption number n/a Downstream Draina e Basins Immediate Ma'or Basin Basin A Loa�er Cedar River Sub-basin Pu ct Sound Basin Basin B n/a n/a Basin C n/a n/a Basin D n/a n/a Nu►ubcr�i type of water quality facilities on site: i�/a bioCiltration swale(regularhved or n/a sand filter(basic or large?) conUnuous inilow?) n/a sand filter,linear(basic or large?) 1 combined detention/WQ pond i�/a sand filter vault(basic or large?) (WQ portion basic or large?) n/a combined detention/wetvault n/a stormwater wetland n/a compost filter n/a wetpond(basic or large'?) i�/a filter strip n/a wetvault n/a flow dispersion n/a farm management plan i�/a laiidscape management plan n/a oiVwater separator(baffle or coalescing plate?) n/a catch basin inserts: Manufacturer n/a n/a pre-settling pond n/a pre-settling structwe: Manufacturer n/a n/a flow-splitter catchbasin , DESIGN INFORMATION INDIVIDUAL BASIN A B C D Water Qualit��desi n IIow n/a WVater Qualitv ireated volume or�vet nd Vr 3;L31 � 1998 Surface Watcr Dcsign Manual 9/1/9S � 1 j KINU COUN1'Y; W�ISHINU'1'ON, SURPACL WA"fl:slt 1)I:SIUN MANUl�L DESIGN TOTAL INDIVIDUAL BASIN INFORMATION. cont'd Drainage basin(s) A B C D Onsite area 1.96 Offsite area 1.5=� T � of Stora e Facili Pond Live Stora e Volume 26960 cf Predevelo d Runoff Rate 2- ear 0.147 cfs 10--ear 0.254 cfs 100- ear 0.463 cfs Develo ed runof�rate 2- ear �> 2,.�! �Fs 10-vear ���'L3 �=�� 100- ear (:/ clrs Ty of restrictor riser Size of orifice/restriction No. 1 1.0 inches No. 2 2.5 inches No. 3 No. 4 FLOW CONTROL&WATER QUALITY FACILITY SUMMARY SHEET SKETCH All detention. infiltration and�vater quality facilities must include a sketch per the follo�ving criteria: 1. Heading for the drawings should be located at the top of the sketch(top right-hand corner). Tl�e heading should contain: • Nortli anow(point up or to left) • D9# • Plat name or short plat number • Address(nearest) • Date drawn(or updated) •Thomas Brothers page, grid number 2. Label CBs and M�Is with the plan and profile designation. Label the control stnicture in ���ritin�or abbre�iate with C.S. Indicate�vluch stnichires provide spill control. 3. Pipcs--indicatc Pipe size Pipe lengtll Flow ditectio�� Use s single h�a"u���in ��n�. -�. Tanks--use a double, heavy��•eigl 5. Access roads • Outline the limiis of the roac • Fill the outline with dots if tl�u ruad i��r3�cL Lab�i ilt �tii;�ine ii aiioul��su�lac� 6. Other Standard S�mibols: • Bollards: • •�• ■ ■ ■ ■ • Rip rap o00000 000000 Fences --x---x---x---x---x---x--- • Ditches �tr���>v�---�D 7. Label trash racks in�vriting. 8. Label all streets with the actual street sign designation. If you don't kno�v the actual street name, consult the plat map. 9. Include easements and lot lines or tract linuts�r•hen possible. 10. Arrange all the labeling or�vriting to read from left to right or from bottom to top H�th reference to a properly oriented heading. 11. Indicate driveways or features that may impact access,maintenance or replacement. 9/1/98 1998 Surface Water Desi�n Manual 2 As-builc Tecl��iical Infor»tation Report for•MorQan Court Reviserf May 2�, 2002 SECTION 10 - OPERATIONS AND MAINTENANCE MANUAL The storm drainage elements requiring maintenance attention include the detention ponds, the storm conveyance lines, and Type 1 and 2 catch basins. Following are general operation and maintenance guidelines applicable for the proposed storm drainage system for the project. P_�� �,; i� � �,��:�..��;« .,. _,.���� i, �� APPENDIX A MAINTEIVANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITTES NO. 4-CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Defect Condition When Maintenance is Needed Resuits Expected When Component Maintenance is Performed � General Trash and Debris Dislance between debris build-up and boriom of All trash and debris removed. (Includes Sedimeni) orifice plate is less than 1-1/2 feet. Structural Damage Structure is not securely attached to manhole wall Structure securely attached to and outlet pipe sWcture should support at least wail and outlet pipe. 1,000 Ibs o(up or down pressure. Struciure is not in upright position(allow up to Structure in correct position. 10%from plumb). Connections to ouUet pipe are not watertight and Connections to outlet pipe are show signs of rust. water tight;structure repaired or replaced and works as designed. Any holes—other than designed holes—in the Structure has no holes other sUucture. than designed holes. Cleanout Gate Damaged or Missing Cleanout gate is not watertight or is missing. Gate is watertight and works as designed. Gate cannot be moved up and down by one Gate moves up and down easily maintenance person. and is watertight. Chain leading to gate is missing or damaged. Chain is in place and works as I designed. Gate is rusted over 50%of its surface area. Gate is repaired or replaced to meet design standards.. Cnfice Plate Damaged or Missinn Control device is not working property due to Plate is in place and works as missing,out of place,or bent orifice plate. designed. � Obstructions Any trash,debris,sediment,or vegetation Plate is free of all obstructions blocking the plate. and works as designed. Overf!ow Pipe Obstructions Any trash or debris blocking(or having the Pipe is free of all obstructions potenUal of blocking)the overflow pipe. and works as designed. hlanhole 5ee"Closed �Jetention Systems' Standards P�lo.3 See"C�osed Detention Systems' Standards No.3 Catch Basin Sze"Cat�h 8asins"Standards No. S See'Catch Basins"Standards No.5 � ')!I/�15 ]998 Surface A�'a�er Design h�lanual a-a AYN1:NllIX A RIAINTENANCE STANDARDS I'OR PKIVATELY I�tAIM'A1NED DRAlNAGE FACiLI'I1ES NO. 5-CATCH BASINS � Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is pertormed General Trash 8 Debris Trash or debris of more than 1/2 cubic foot which is No Trash or debris located (Includes Sediment) located immediately in front of the catch basin immediately in front of catch opening or is blocking capaciry of the basin by basin opening. more than 10% Trash or debris(in the basin)that exceeds 1/3 the No trash or debris in the catch depth from the bottom of basin to invert the lowest basin. pipe into or out of the basin. Trash or debris in any inlet or ouUet pipe blocking Inlet and outlet pipes free of more than 1/3 of its height trash or debris. Dead animals or vegeta6on that could generate No dead animals or vegetation odors ihat could cause complaints or dangerous present within the-catch basin. gases(e.g.,methane). Deposits of garbage exceeding 1 cubic foot in No condition present which volume would attract or support the bre2ding of insects or rodents. Structure Damage to Comer of frame extends more than 3/4,inch past Frame is even with curb. Frame and/or Top Slab curb face into the street(If applicable). Tap slab has holes larger than 2 square inches or Top stab is free of holes and cracks wider than 1/4 inch(intent is to make sure cracks. '1 all material is running into basin). / Frame not sitting flush on top slab,i.e_,separation Frame is sitting flush on top of more than 3/4 inch ot the frame from the top slab. slab. I Cracks in Basin Walls! Cracks wider than 1!2 inch and longer than 3 feet, Basin replaced or repaired to Bottom any evidence of soil particles entering catch basin design standards. I through cracks,or maintenance person judges that structure is unsound. Cracks wider than 1/2 incn and longer than 1 foot No cracks more than 1/4 inch at ihe joint of any inleU outlet pipe or any evidence wide at the joint of inleUoutl2t of soil particles enteriny catch basin[hrough pipe. I cracks. SedimenU Basin has settled more than 1 inch or has ro[ated Basin replaced or repaired to I 1�lisa6gnment more than 2 incn2s cu[uf ahanment. design standards_ I I`•)')S Ju�t::�c LG:,�.�r[1�::;,n �I.itiu.�l 9/Il9R :1-� � . . _ � APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE 1=ACILIT'!ES II NO. 5-CATCH BASINS(COMlNUED� Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is performed (� Fire Hazard Presence of chemicals such as natural gas,oil and No flammable chemicals gasoline. present. Vegetation Vegeta6on growing across and blocking more than No vegetation blocking opening 10%of the basin opening. to basin_ VegetaUon growing in inleVoutlet pipe joints that is No vegetation or root growth more than six inches tall and less than six inches present. apart. Pollution Nonflammable chemicals of more than 1/2 cubic foot No polfution present other than per three feet of basin length. surface film. Catch 8asin Cover Cover Not in Place Cover is missing or only partia�ly in place.Any open Catch basin cover is closed calch basin requires maintenance. - Locking Mechanism Mechanism cannot be opened by on maintenance Mechanism opens with proper Not Working person with proper tools.Bolts into frame have less tools_ than 1/2 inch of thread. Cover Difficult to One maintenance person cannot remove lid after Cover can be removed by one Remove applying 80 Ibs.of lift;intent is keep cover from maintenance person. sealing off access to maintenance. Ladder Ladder Rungs Ladder is unsafe due to missing rungs,misalignment, Ladder meets design standards Unsafe rust,cracks,or sharp edges. and aibws maintenance person safe access. MetaJ Grates Grate with opening wider than 7/8 inch. Grate opening meets design (If Applicable) standards. Trash and Debris Trash and debris that is blocking more than 20%of Grate free of trash and debris. �� grate surface. Damaged or Grate missing or broken member(s)of the grate. Grate is in place and meets Missing. design standards_ NO. 6 DEBRIS BARRIERS {E.G.,TRASH RACKS) Maintena�ce Defect Condition When Maintenance is Needed Resutts Expected When Components Maintenance is Performed. General Trash and Debris Trash or debris that is plugging more than 20%of Barrier clear to receive capacity the openings in the barrier. flow. tvtetal Damagedl Missing Bars are bent out of shape more than 3 inches. Bars in place with no bends more Bars. than 3/4 inch. Bars are missing or entire barrier missing. Bars in place according to design. Bars are loose and rust is causing SO%detenoration Repair or replace barrier to to any part of barner. design standards. �� yi L'lS I 99ti Surface W ater Desi,-r�-tanu:il A-6 � APPEND[X A MAINTENANCE STANDARDS FOR PRNATELY MAINTAINED DRAINAGE FACILITIES NO. 8-FENCING Maintenance Defect Conditions When Maintenance is Needed Results Expected When Components Maintenance is Performed � General Missing or Broken Any defect in the tence that permits easy entry Parts in place to provide adequate Parts to a facility. security. Erosion Erosion more than 4 inches high and 12-18 No opening under the fence that inches wide pertnitting an opening under a exceeds 4 inches in height. (ence. Wire Fences Damaged Parts Post oul of plumb more than 6 inches. Post plumb to within 1-1/2 inches. Top rails bent more than 6 inches. Top rail free of bends g�eater than 1 inch. My paR of fence(including post,top rails,and Fence is aligned and meets design fabric)more than 1 foot out of design alignment. standards. Missing or loose tension wire. Tension wire in pl�ce and holding tabric. Missing or loose barbed wire that is sagging Barbed wire in place with less than more than 2-1/2 inches between posts_ 3/4 inch sag between post. Extension arm missing,broken,or bent out of Extension arm in place with no shape more than 1 1/2 inches. bends larger than 3/4 inch. Deteriorated Paint or Part or parts that have a rusting or scaling Structurally adequate posts or Protective Coating condition that has affected structural adequacy. parts with a uniform protective coating. Openings in Fabric Openings in tabric are such�at an 8-inch- No openings in fabric. diameter ball could fd through. NO. 9-GATES f Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed I General Oamaged or Missing Missing gate or locking devices_ Gates and Locking devices in Members place_ I Broken or missing hinges such that gate cannot Hinges intact and lubed.Gate is be easily opened and closed by a maintenance working freely. person. Gate is out of plumb more than 6 inches and Gate is aligned and vertical. more than 1 foot out of design alignment. Missing stretcher bar,stretcher bands,and ties. Stretcher bar,bands and ties in place. , Openings in Fabric See"Fencing"Standard No.8 See"Fencing"Standard No.8 � � 9I1/98 1995 5u:fai.e�1/ater Desi�n Manual A-8 .APPENDIX A MAIN"1'ENANCE STAIJDARDS FOR PRIVATELY MAINTAII��D DRAINAGE FACILITIES NO. 12-ACCESS ROADS/EASEMENTS Maintenance Detect Condition When Maintenance is Needed Results Expected When Component Maintenance Is Performed t General Trash and Debris Trash and debris exceeds 1 cubic foot per 1,000 Floadway free of debris which square feet i.e.,trash and debris would fill up could damage Ures. o�e standards size garbage can. Blocked Roadway Debris which could damage vehicle tires(glass Roadway iree ot debris which or metal). could damage tires. Any obstruction which reduces clearance above Roadway overhead clear to 14 feet road surface to less than 14 feet high. My obstruction restricting the access to a 10 to Obstruction removed to allow at 12 foot width for a distance of more than 12 feet least a 12 foot access. or any point�estricting access to less than a 10 foot width. Road Surface Settlement,Potholes, When any surface defect exceeds 6 inches in Road surface uniformly smooth Mush Spots,Ruts depth and 6 square feet in area.In general,any with no evidence of settlement, surface defect which hinders or prevents potholes,mush spoLs,or ruts. maintenance access. Vegetation in Road Weeds growing in the road surface that are Road surface free of weeds taller Surface more than 6 inches tall and less than 6 inches than 2 inches. tall and less than 6 inches apart within a 400- square foot area_ Modular Grid Build-up of sediment mildly contaminated with Removal of sediment and disposal Pavement petroleum hydrocarbons. in keeping with Health Departrnent recommendations for mildly contaminated soils or catch basin sediments. Shoulders and Erosion Damage Erosion within 1 foot of the roadway more than 8 Shoulder free of erosion and �' Ditches inches wide and 6 inches deep. matching the surrounding road. Weeds and Brush Weeds and brush exceed 18 inches in height or Weeds and brush cut to 2 inches hinder maintenance access. in height or cleared in such a way as to allow mafntenance access. � 9i 1/�)� 1998 Surface 1�Vater Design I�1anual A-10 APPENDiX A MAINTENANCE STANDARDS FOR PRIVATELY MA[NTAINED DRAINAGE FACII.I7TES C.)Wetponds Maintenance Defect Condition When Maintenance is Needed Results Expected When � � Component Maintenance is Performed Wetpond Vegetation Vegetation such as grass and weeds need to be Vegetation should be mowed to mowed when it starts to impede aesthetics of pond. 4 to 5 i�ches in height. Trees Mowing is generally required when height exceeds and bushes should be removed 18-inches.Mowed vegetation should be removed where they are interiering with from areas where it could enter the pond,either pond maintenance activities. when the pond level rises,or by rainfall runoff. Trash and Debris Accumulation that exceeds 1 CF per 1000-SF of Trash and debris removed from pond area. pond. InIeU Oudet Pipe InIeU Outlet pipe dogged with sediment and/or No dogging or blockage in the debris material. inlet and outlet piping. Sediment Sediment accumulations in pond bottom that Removal of sediment from pond Accumulation in Pond exceeds ihe depth of sediment zone plus 6-inches, bottom. _ Bottom usually the first cell. Oil Sheen on Water Prevalent and visible oil sheen. Removal of sediment from pond bottom. Erosion Erosion of the pond's side slopes and/or scouring of Slopes should be stabilized by the pond bottom,that exceeds 6-inches,or where using proper erosion control continued erosion is prevalent. measures,and repair methods_ Settlement of Pond Any part of these components that has settled 4- Dike/berm is repaired to Dike/Berm inches or lower than the design elevation,or specifications. inspector determines dike/berm is unsound. Rock Window Rodc window is clogged with sedimenL Window is free of s�ment and debris. _ Overflow Spillway Rock is missing and soil is exposed at top of Replace rocks to specifications. \ spillway or outside slope. ' � 91l/9S 199�Surtscc ti'r'�tc::Dc:sign,ti'f:u�ua( A-12 OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE SURFf#CE WATER DESIGN MANUAL, CORE REQUIREMENT#2 B1sin: Puget Sound Subbasin Name: Lower Cedar River Sub-Basin Subbasin Number: "A" Symbol Drainage Drainage Slope Distance Existing Potential Observations of field Component Type, Component from site Problems Problems inspector, resource Name, and Size Descri tion discharge reviewer, or resident see map Type:sheet flow,swale, drainage basin,vegetation, 46 '/.ml=1,320 ft. constrlctions,under capacity,ponding, tributary area,likelihood of problem, stream,channel,pipe,pond; cover,depth,type of sensitive overtopping,flooding,habltat or organism overtlow pathways,potential impacts Size:diameter,surface area area,volume destruction,scouring,bank sloughing, sedimentation,incision,other erosion A Site A Sheet flow + / - 4 0 None None n/a � B Ditch Concentrated Flow +/ - 2 0-200 None None No erosion exists C 30" Concrete Concentrated Flow + /- 2 300 None None n/a Culvert Inlet D 30" Concrete Concentrated Flow + / - 2 350 None None n/a Culvert Outlet E 24" CMI' Culvert Concentrated Flow + /- 2 355 None None n/a Inlet F Ditch Concentrated Flow +/ - 2 405 None None No erosion exists G Overland Flow Concentrated Flow +/ - 2 655-1805 None None No erosion exists H Ditch Concentrated Flow + / - 2 1805 None None No erosion exists I Ditch Concentrated Flow +/ - 2 2125 None None No erosion exists J 24" Concrete Concentrated Flow + / - 2 2130 None None n/a Culvert Inlet K Concrete Culvert Concentrated Flow +/ - 2 2180 None None n/a Inlet L 12" Concrete Concentrated Flow +/ - 2 2180 None None No erosion exists Culvert Inlet M 12" Concrete Concentrated Flow +/ - 2 2230 None None No erosion exists Culvert Inlet N Ditch Concentrated Flow +/ - 2 2350 None None No erosion exists O Ditch Concentrated Flow +/ - 2 > 2350 None None No erosion exists 98-4 in13U,! OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE SURFACE WATER DESIGN MANUAL, CORE REQUIREMENT#2 Basin: Puget Sound Subbasin Name: Lower Cedar River Sub-Basin Subbasin Number: "B" Symbol Drainage Drainage Slope Distance Existing Potential Observations of field Component Type, Component from site Problems Problems inspector, resource Name, and Size Description dischar e reviewer, or resident see map Type:sheet flow,swale, drainage basin,vegetation, °,6 Y.ml= 1,320 ft. constrictions,under capacity,ponding, tributary area,likelihood of problem, stream,channel,pipe,pond; cover,depth,rype of sensitive overtopping,flooding,habitat or organism overtlow pathways,potential impacts Size:diameter,surface area area,volume destruction,scouring,bank sloughing, sedimentation,incision,other erosion A Site Sheet flow + / - 4 0 None None n/a BB Ditch Concentrated flow + / - 2 0-300 None None No erosion exists CC 24" Culvert Inlet Concentrated flow +/ - 2 300 None None n/a DD Ditch Concentrated flow +/- 2 350 None None No erosion exists EE 24" Culvert Inlet C.oncentrated flow +/ - 2 610 None None n/a FF Manhole Manhole n/a 960 None None n/a ' GG Detention Pond Detention Pond +/- 2 960-1060 None None n/a HH 24" Culvert Inlet Concentrated flow +/ - 2 1060 None None n/a '� II Manhole Manhole n/a 1360 None None n/a JJ Manhole Manhole n/a 1410 None None n/a KK Ditch Concentrated flow +/ - 2 1410 - 1510 None None n/a LL 36" Culvert Inlet Concentrated flow +/ - 2 l 510 None None n/a NIM Ditch Concentrated flow +/-2 1530 - 1610 None None n/a NN 15" ADS Culvert Concentrated flow +/ - 2 l 6l 0 None None n/a Inlet 00 Ditch Concentrated flow +/ - 2 1640 —2210 None None n/a PP 12" PVC Culvert Concentrated flow +/ - 2 2210 None None n/a Inlet QQ Ditch Concentrated flow +/ - 2 2450 None None No erosion exists H Ditch Concentrated flow +/- 2 2650 None None No erosion exists 9R-4�ui13(14 C � .�� I s �� �\f � V� o M �'+� �o) � � � ��l ( !� ao C `� � � 0� � I `� ��s � � g NC 0.58 AC.,,,� � 3� � � '° � 3t8.1 i314.b3) � 313.315 {jU9.15) � � (309�1 313315 30 230 •- 10 1.T 3991 100 l00 i49.20 j25 TI � J' �g 0 �' .. �.� �� _�¢S.,T �g tc ��• 144TH AVE. g S.E. �____ � 6�.,� � 6. � i ,�. : � yp r ' ' , - 6' •.-_ i i 317.9-�'---- -LJ r� `319.375-= 'l tft.69 40 30 Rb.89 119_315 30a 60 f00 313.3?5 ■ 31�.375 '�� � ' ' ¢ o �------------ ! �� N _ i �. �t ■P• � I � Y�. �t - = n � � � o ��„'• ���� ���� /,� � �l � �"` '., � � 4o L*! ` o W rn �e, � 1 N O� D ��` �' • � (� _, ^ 6 8s t � � � D N �� • ! i ' D ��j ; � � �N C� � ,, ••''' : �, ; � � � �*' L, D � .--rY `� � C ---' � ) N � o � - . • oo , � c r � � � r• .� ^-.. c �� o A � T �156.6 113.315 � 2 N .L � � a� ': � b26.68 'va, � C�+ ;.t � �� Z � � Li V. � � � p'� � ia '� _ v ur O rm� � � �, � �' +�` �Y � ; LL � �, °° � � r' Q "4 0 � � l+ � �, � _ � o . <•- a � xH � •.. o Z � � � '���• J IS4.S � i54.9 � I o i � �M . � F� � w � � � $ N �( K t; - � 0`� � �CJ � rr O a �n � V O� � � � � � d �� O �a � $ • V�1 �S. 3i .�15 O IS bE ' � 156. 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"_ _ I �C � � I \ 4 � wt �� � �j a .... ,� �. 1 _ _ ►, � ,. ., , _ o . ,. 2 . _... , t j � F —i=� `, .� _ __�,� oz99 -� � y � � . �I - �=- � .. O 7 t w� V �� ..,.....�y c ^n�'��` r ,� Q V I -- _ 3109 � o \ y ° ,�' � ��'''� o ��\ � � o o-. �; � .._._ o �' y „ .�,� 3117 �''•._ � '' '' � `� a .. � `-- _ _ � T� i ��,' 03121 1�,-,..'./'�. �j y ^ `� .�,.�. - � - � � - - ` -� � r�' � \ 3118 . o _ - �>�,s�:_�t� � � ``� i '3122.. '.o'' �' 31a6 p32�� == 4ti �03 ' , � i v �� �� r�, 75 � \ _ % r — — ._ � �7 p; `_ ,s -^ c ,� \�\� a / _ � O \.. �f'*�. �r��5 '_ =Q\i �� �J j • ��� . . � , O ., ;. .. �i�..�. .,, w �� _ �' _ r / .. •• . N �'� •, , ... . � .. r.�.. � �c� _ . . : 5 . � ,_�,�� �� ! � C.� � 1 1 i , I " 8 I :� � � . , • � i ,.� ., 7� •':, t , .: _._. -- ----- • :. =--= — -� _, ,. �_ _ .._._...... � -- --�— � P �� � �� O M � _ i _ 0' w ' w N 9 � ,�3 3115 , > ' N� ^� rL,l :' w O �� / �.. :. /--,-. � p ryoi , _ , CI 'OF SEATTLE WATERSN � oaC�C ' �/� � I . . : i ...�. ' , i _... `r � �_�. . ; 12 F " 11 • ' � ,-� �' "",• 3 I! __._ ----=�_. ^; �I , :� �,,., . „ , . .� _�_ --- -;,----- ,= �" � �I� � ..:.a. ._ .»_te_.L M�YYV . �. , '� � � : � . •> .1 ` �� '� sii . .._. _ _.. ..._ . . .� � •'.'.. ' . ... � . ..: ..� ' _ u �y n � � 1' � ' . � �i r.....�1 � .�,` � \a . _ _ ____ � , :� �:: w. �\ I . ' � .� , ��� � _ � i; �,i - �`r ! �, ; i � - r -- - _._ . ._.. _ ��.. ,,, `� ��nb. cC Collecc. Existing Anticipated Ii�m P.ivcr Mile Poin� Catc�orv Prop. Proj. Conditions and Prohlems Conditions and Problems Recommendations 3_' 0303 6 Habitat Trash in stream (auto, Area �djacent to corridor, - Remove trash. RM 1.00 tires, appliances). will continue to collect - Distribute educational trash and debris. Further materials to streamside worseninb of water quality, residents. sedimentation, erosion. - Cite violators, if problem persists. ?:, U�,i_!� i, I l:,hi���� Trash in stream. Water Area adjacent to corridor, - Remove trash. l:".? 1.10 quality problem, will continue to collect - Distribute educational unsiohtly. trash and debris. Further materials ,to streamside worseninr of water quality. residents. - Cite violators, if problem persists. . :� �a ���_�; r; C;�ol���v Extcnsive bank e►�osion in Nonc. Increasc R/D volumes, slow relcase upper portions of tribu- rate to nonerosive levels. c��y. � � 35 �):��>; 6 I lah�i,�� H��birat suitable for resi- Scdiments will eventually • Control stormwater volumes Rhf .Z� dent fish. Scdimen� �ccu- cover gravcls. Habitat and discharge rates from mulating. will bccomc unsuitable for developments. fish use. - Manually clean gravels when necessary. :r6 �_�:�0� G Iiahitat Trash and litter in Further dccreases in water - Remove trash and litter. fZ?�1 35 channel �ffecting water quality. - Distribute educational materials quality, c�using erosion. to streamside residents. - Cite violators, if problem persists. (' 1.c .�I'C: C_S � . -- -_ - � - - - _, r: 1. > > L!�, '.. t,'�`,�, tT � L i` ` ��� ; .i `% �iL��--\'�'� ,� - ��-�.�-�w -�_.-��-.-_- ��- �---- ." _. "-__-. --_-�- - 4/17/02 9 :55 :2 am Peterson Engineering Consulting page 1 ', STAGE STORAGE TABLE CUSTOM STOR.AGE ID No. Deadl Description: Dead Storage-Celll to Benn STAGB c----STORAGE----> STAGB <----STORAGH----> STAGS <----STORAGE----> STAGS <----STORAGE----> ��. (ft) ---cf--- --Ac-Ft- (ft) --cf--- --Ac-Ft- (ft) --cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- 450.00 0.0000 0.0000 451.00 344.00 0.0079 452.00 688.00 0.0158 453.00 1591 0.0365` 450.25 86.000 0.0020 451.25 430.OQ 0.0099 452.25 913.62 0.0210 � 450.50 172.00 0.0039 451.50 516.00 D.0118 452.50 1139 0.0262 450.75 258.00 0.0059 451.75 602.D0 0.0138 452.75 1365 0.0313 CUSTOM STORAGE ID No. Dead2 Description: Dead Storage-Ce112 to Berm STAGE <---STORAGfi---> STAGE a---STORAGE----> STAGE r---STORAGE----> STAGE <----STORAGS---> (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-F't- (ft} ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-E'[- ______________________________________________________________________________________________________- ------------- I� � 450.00 0.0000 0.0000 451.00 460.50 0.0106 452.00 921.00 0.0211 €453.00__1686i0.0433a �i 450.25 115.13 0.002fi 451.25 575.63 0.0132 452.25 1162 0.0267 '. 450.50 230.25 0.0053 451.50 690.75 0.�159 452.50 1404 0.0322 . 450.75 345.38 O.OD79 451.75 805.67 0.0185 452.75 1645 0.0378 CUSTOM STORAGE ID No. Dead3 Description: Dead Storage-Berm to Top WQ STf?GE <----STORAGE---> STAGE r---STORAGE---> STAGE r---STORAGE---> STAGE <---STORAGE----> (ft) --cf--- -Ac-F't- (ft} --cf--- --Ac-Ft- (ft) ---cf--- -Ac-Ft- (ft} ---cf--- --Ar Ft- 453.00 0.0000 0.0000 453.50 1444 0.0332 454.00 2889 0.0663 1454.18 3�?0 "v.�]?9? �.__-....... . . ... . __.-. - - . -153.25 722.13 0.0166 453.?5 2160 0.0497 45?.lE 347D G.0797 � - -_ ( L I r' h � ! ` . ., -r, , - 7 � ' ��''1!_ . . _.. + . . � � � - ,. .. . � `�_ \.:�.-', � - ._ -�, � � '_ _� �, � , �� �` (- t . ��� J � = 4,/�'� T � Developed / Modified Designed Water Quality Volume Node ID: Cell No. 1 -to top of berm Desc: Manhole structure Start EI: 448.0000 ft Max EI: 453.0000 ft Contrib Basin: Contrib Hyd: Stage Area Volume Volume 448.00 12.00 0.00 cf 0.0000 acft 450.00 382.00 394.00 cf 0.0090 acft 452.00 1066.00 1842.00 cf 0.0423 acft 453.00 1465.00 3107.50 cf 0.0713 acft Node ID: Cell No. 2-to top of berm Desc: Manhole structure Start EI: 448.0000 ft Max EI: 453.0000 ft Contrib Basin: Contrib Hyd: Stage Area Volume Volume 448.00 168.00 0.00 cf 0.0000 acft 450.00 496.00 664.00 cf 0.0152 acft 452.00 945.00 2105.00 cf 0.0483 acft 453.00 1205.00 3180.00 cf 0.0730 acft Node ID: Part No 3 -top of berm to top of WQ Desc: Manhole structure Start EI: 453.0000 ft Ma�c EI: 454.1800 ft Contrib Basin: Contrib Hyd: Stage Area Volume Volume 453.00 2965.00 0.00 cf 0.0000 acft 454.00 3533.00 3249.00 cf 0.0746 acft 454.18 3638.00 3894.39 cf 0.0894 acft Total designed volume � 3107.50 cf+ 3180.00 cf+ 3894.39 cf = 10,182 cf RequiPed pe� report m 9,694 cf I