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03102 - Technical Information Report
BAIMA & HOLMBERG INC. � I O �'I � '� �M r� � TECHNICAL INFORMATION REPORT 'I for � Morgan Court III ', February 26, 2004 ' ��UPE 'I �,ti oF was�o� ��"�w I�� � N � o �,-z; an :s � � � _ � dB � �������I STER����'� `'I�NAL � EXPIRES 11/30�04 Baima & Holmberg, Inc. Job No. 1673-014 Prepared For Joe Pruss I� 18211 240te Avenue SE Maple Valley,WA 98038 I � �3/O� � 100 FRONT STREET SOUTH • ISSAQUAH • WASHINGTON • 98027-3817 • (425) 392-0250 • (425)391-3055 I � TECHI�'ICAL INFORMATION REPORT for Morgan Court III February 26, 2044 S�U PE � �ti oF was�, �O� tii��' j�c� � �7 ��' o'�, �-I i: � � �-. ti � cc "d f d ?+ ��, A 11332 � ��'�. �I STER� .�r�' �'5103���L �'G EkPIRES 11;`30;'04 Baima& Holmberg, Inc. Job No. 1673-014 Prepared For Joe Pruss ' 18211 240t'`Avenue SE Maple Valley, WA 98038 , TABLE OF CONTENTS SECTION TITLE 1 PROJECT OVERVIEW 2 CONDITIONS AND REQUIREMENTS SUMMARY 3 OFFSITE ANALYSIS 4 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN 5 CONVEYANCE SYSTEM ANALYSIS AND DESIGN 6 SPECIAL REPORTS AND STUDIES 7 OTHER PERMITS 8 ESC ANALYSIS AND DESIGN 9 BOND QUANTITIES, FACILIT'Y SUMMARIES, AND DECLARATION OF COVENANT 10 OPERATIONS AND MAINTENANCE MANUAL Portions of this Report originated in"MORGAN COURT III—Technical Information Report"by Peterson Consutting Engineers, dated May 23.2003 SECTION 1 PROJECT OVERVIEW King County Department of Development and.Environmental Services TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 . PROJECT OWNER AND ` - Part 2 PROJECT LOCATION AND. - : . PROJECT ENGINEER DESCRIPTION - Project�wne ` Project Name ��rLlJSS M d2��n� Cou v�-� "3 Address Location � �2t � 2�oTH }h� s c 2 3 ��� V��Y R�J$ Township Phone 5 Range Project ngineer .•N.��.....Section �1 � . v�-r�- w`t�"� Company �/4�w1i4 L �� Address/Phone 1 IZt�v • fo 1 S QU �Part 3 'TYPE OF PERMlT: ; - 'part 4 .'OTHER-REVlEVIIS AND PEftM1TS `:= APP-LICATION �.. . , : : ' ,`; ,. Subdivison � DFW HPA Shoreline Management Short Subdivision COE 404 Rockery Grading � DOE Dam Safety Structural Vaults Commercial FEMA Floodplain Other _ Other COE Wetlands � Part� ;SITE CON4M.UNtTY.AND DRAINAGE BASlN = _ = Community C e"T�' o � (Z��fv . Drainage Basin �O��� ���L �.t V g(� Part 6, .SITE-CHARACTERISTICS River Floodpfain Wetlands Stream Seeps/Springs �I Critical Stream Reach High Groundwater Table Depressions/Srvales Groundwater Recharge Lake Other Steep Slopes � 'Part 7 ;SOILS _ �, . `- . � . ' Soil Type Slopes Erosion Potential Erosive Velcoties �t,L�'�Ud�6�� 2%� LDw --�, Additionaf Sheets Attached � Part 8. DEVECOPMENT LIMITATIONS I � REFERENCE LIMITATION/SITE CONSTRAINT Ch. 4—Downstream Analvsis Additional Sheets Attached , _ .: . . , -_. _ . _ _ �Part 9 ;�.ESC REQUIREMENTS .; , _ -„ ' " � ' - . MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION '�Sedimentation Facilities �Stabilize F�cposed Surface . �Stabilized Construction Entrance y Remove and Restore Temporary ESC Facilities ✓Perimeter Runoff Control �- �Cfean and Remove All Silt and Debris �Clearing and Graing Rest�ictions /� Ensure Operation of Permanent Facilities �Cover Practices i�Flag Limits of SAO and open space ✓Construction Sequence preservation areas Other Other -Part 70-.;SURFACEIIVATER SYSTEM °. � . Grass Lined �'ank Infiltration Method of Analysis Channel - �f—� 2��✓ _ Vault Depression Pipe System Compensation/Mitigati Energy Dissapator Flow Dispersal on of Eliminated Site Open Channel �etland Waiver Storage ' Dry Pond • Stream Regional Wet Pond Detention Brief Description of System Operation � � �^ � �w5 W l U l.t� r� Facility Related Site Limitations � G�� 5���� Reference Facility Limitation : -: . , ,. _ ._ . � � - . : _:Part11= STRUCTURAL ANALYS[S __; Part 12 EASEME(�1TSITRACTS :�: ' == Cast in Place Vault � Drainage Easement Retaining 111/a!I Access Easement Rockery>4' High Native Growth Protection Easement : Structural on Steep Slope Tract Other - Other ;:_ -. . .;;: .. . 'Part=13_�SIGNATURE OF PROFFSSIONAL-�ENGINEER . I or a civil engineer under my supervision my supervision have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attachments. To the best of my knowfedge the informati�n provided here is accurate. Si ned/Dafe � Technical Injormation Report Morgan Court 1II May 23, 2003 i SECTION 1 - PROJECT OVERVIEW The proposed project, Morgan Court III, is the subdivision of 0.70 acres into 3 single-family residences. The site is located within the City of Renton on Nile Avenue NE,just north of its intersection with NE 4`h Street; �gure 1 —Vicinity Map. More generally, the site is located within the Northeast quarter of Section 11, Township 23 North, and Range 5 East of the Willamette Meridian. The site is surrounded by single-family residences on the north, south and east and Nile Avenue NE on the west. Existing Site Conditions: The site is currently developed as a single-family residence with an outbuilding. On-site vegetation consists of grass, shrubs, and trees; Figure 2: Existing Conditions Map. The site slopes from east to west at about five percent and drains to an existing ditch along Nile Avenue NE. � The soils on site are classified as Alderwood gravelly sandy loam(AgC), classified as till soils by � Table 3.2.2.B in the 1998 KCSWDM; Figure 3: SCS Soil Survey Map. Developed Site Conditions: The developed site will contain 3 single-family lots, an access road and associated utilities, Figure 4: Site Map. Runoff from the developed site will be conveyed to the existing closed pipe conveyance system in Nile Avenue NE that was constructed with Morgan Court I and II. Peterson Consulting Engineers Page 1 I � ; t ���p 9 S�NSE ; COALF/ELD 2 2 SE f l6TH ST e Q 2 twn � J J � . 2 , � '• Q ' O � � MAPLE YALLf � . Q NE/Q4TS PARK � � �o h NE 4 TH ST SITE � � � � � � � e Q N � ,�AP�£►� � � � PARK � J w � MAPLEWOOD NE/CHTS � VICIN/TY MAP SEC. 11, TWP. 23 N., RGE. 5 E., w.n�f. MORGAN COURT lll DWN. BY.• DATE: JOB NO. 4030 Lake Washington �E��N Blvd. N.E., Suite 200 RSG 2�24�03 CARX-0007 CONSULTINC Kirkland, WA 98033 � � Tel (425) 827-5874 CHKD. BY.' SCALE.' Fax(425)822-7216 �As N. T s. 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BY.� SCALE.- .� �As N. r s FIGURE 3 � , N:\Pro�cls\CARX0007\ENC\DCiCAR07.dwq MAY 27 2003 10 2t�56 (RSC) (C) PCE NlL E A VENUE NE ♦ � ���` � � � �\ �.\� ���' ��� '�• \� \, `��\ \ ''� �`\ \. 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SECTION 2 CONDITIONS AND REQUIRMENTS S Y i Technical Information Repor-t Morgan Court III May 23, 2003 SECTION 2 - CONDITIONS AND REQUIREMENTS SUMMARY � King County Surface Water Design Manual Core Requirements: , 1. Discharge at the Natural Location Discharge from the site will be at the natural location,Nile Avenue NE. 2. Off-Site Analvsis A Level 1 Downstream Analysis was provided in the Preliminary TIR prepared for i Morgan Court, located directly downstream of the site, in 2001. See Section 3 for further ; details. 3. Flow Control 'r�E�p/tp JgG=' �S T��E�'�+ 'r ��C�pw� �o'N G�.�. �Q►'��'j 1 4. Conveyance Svstem � The proposed conveyance system will collect runoff and discharge it to the existing conveyance system in Nile Avenue NE. Refer to Section 5 of this report for more ; information. 5. Erosion and Sediment Control In accordance with the City of Renton Standards, a temporary erosion control plan will be designed and provided at the time of preparation of the construction documents. 6. Maintenance &Operations Maintenance & operations standards are provided in Section 11 of this report. 7. Financial Guarantees & Liabilitv Bond information has been provided to the City of Renton with the submittal of the consri-uction documents. 8. Water Quality : The water quality facility is located in the wet tank facility in the form of dead storage. Refer to Section 4 of this report. King County Surface Water Design Manual Special Requirements: l. Other Adopted Requirements The proj ect is not located in a critical drainage area or in an area included in an adopted master drainage plan, lake management plan or shazed facility drainage plan. The project � is located in the Puget Sound Basin and Lower Cedar River sub-basin but is not subject to � any specific requirements per the plan. 2. Floodplain/Floodway Delineation The project does not contain nor is it located next to a stream, lake or wetland. Therefore, Peterson Consulting Engineels Page 6 , Technical Injormation Report Morgan Court III May 23, 2003 no flood plain or floodway delineation is necessary. 3. Flood Protection Facilities The project is not anticipated to be located within a floodplain or a floodway area; therefore, no flood protection facilities are required. 4. Source Control The proposed project does not meet the threshold for source control requirements. 5. Oil Control + The proposed project does not meet the threshold for oil control requirements. ' April 1, 2003 Administrative Short Plat Report & Decisian � The Morgan Court III Short Plat, File No. LUA-03-022, SHPL-A, is approved subject to the ' following conditions: 1. The applicant shall pay the required Transportation Mitigation Fee at the rate of$75.00 per net new average daily trip associated with the project estimated at $1,435.50. The Transportation Mitigation Fee shall be paid prior to the recording of the short plat. � The Transportation Mitigation Fee will be paid prior to recording of the final plat. 2. The applicant shall pay the required Fire Mitigation Fee equal to $488.00 per new single family. The Fire Mitigation Fee shall be paid prior to the recording of the short plat. The Fire Mitigation Fee will be paid prior to recording of the final plat. 3. Tlze applicant shall pay the required Parks Mitigation Fee equal to $530.76 per new single farnily lot. The Parks Mitigation Fee shull be paid prior to the recording of the shorc plat. The Parks Mitigation Fee will be paid prior to recording of the final plat. 4. The applicant shall be required to install and maintain a Temporary Erosion Control plan to the satisfaction of the Development Services Division for the duration of the project. Temporary Erosion Control measures will be installed and maintained through the duration of the project. S. The applicant shall install a silt fence along the down slope pef-imeter of the area 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 Pelerson Consulting Engineers Page 7 Technical Information Report Morgan Court III May 23, 2003 � King County Surface Water Design Manual. This will be required duri�zg the : construction of both oJf-site and on-site improvements as well as building construction. Silt fence will be installed at the beginning of the project downslope of the area to be cleared and graded and will be maintained throughout the project. 6. The project contractor shall be required to provide weekly reports on the status and condition of the erosion control plan with any recommendations of change or revision to maintenanc.e schedules to be submitted to the Public Works inspector. The contractor will provide weekly erosion control status reports to the Public Works inspector. 7. Lot 1 shall be required to utilize the 20 foot private drive for vehicular access to Nile Avenue NE. This condition shall be placed on the face of the final short plat prior to recording. Lot 1 will take access from the new private drive to be installed. Peterson Consulting Engineers Page 8 f 'I SECTION 3 � OFFSITE ANALYSIS � Technical Information Report Morgan Court III May 23, 2003 SECTION 3 --OFF-SITE ANALYSIS � A Level One Drainage Analysis was provided in the preliminary TIIZ prepared far Morgan Court , I, located approximately 200 feet downstream of Morgan Court III. The preliminary TIR i� provided � . The downstream system for the site is now a completely closed pipe � system due to the construction of several plats along NE 4`h Street. Each of those projects has provided sufficient capacity in the pipe systems to handle the runoff from this site even in the � developed condition. ' � • i ; I I Pete�son Consulling Engineers Page 9 Prelrr�iinarv Technicallnforrnation Report forhlor�an Courf Januarv 29, 2001 TASh'4: DRAWAGESYSTEMDESCRIPTIOI�'ANDPROBLEMSCREENING Please reference KC Level 1 Tab(es and Downstream map � ' " ". Please see Figure 3: � Basin Map, for basin locations � BASIN "A" -DRAINAGE SYSTEM DESCRIl'TION i i - Please reference the drainage system table and location map found in Appendix "A". Drainage � from Basin "A" sheet flows southerly to a ditch on the North edge of NE 4� Street which also has ; existing flow from the east(point B). Runoff continues westerly along the north side of NE 4�` ' Street in the ditch until it reaches a concrete culvert at the intersection NE 4� Street and Nile j � Avenue SE (point C). The runof�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�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�` 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 southwesteriy direction (point G). Flow lea.ves the southwest corner of the property and continues to the southwest between two residences (point H�. -Flow continues overiand, and then enters a ditch between 14444 and 14422, two residences on SE 132"a Street. (Point I). ` Flow turns east on SE 132°d for approximately S' and either enters a 36' long - 24" diameter concrete culvert (point J) or continues east on the north side of SE 132"d for approximately 50' I ( before meeting a 30'long- 1' 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 then proceeds east in a � ditch on the south side of SE 132°a before entering the comer of SE 132°d and 146`� Avenue SE (point 11�. ; Discharge from point K continues south under SE 132°d and goes directly into the ditch and meets Peterson Consultrng Engineers Page 11 , Preliminarv Technica!Informalion Report for A�IorQan Court Janc�arv l9 2001 up with flow from point M,then flowing east to the corner of SE 132°d and 146`�Avenue SE (point N). Flow continues in the ditch and culvert system heading south on 146`�Avenue SE on the west,side of the road (point O). No problems were observed in the 1/< 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 Nle Avenue SE to the intersection of Nile Avenue SE and SE 4�' 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 SE from the intersection up to the northwest corner of the site. Flow will enter a catch basin at the corner of Nile Avenue SE and SE 4�` Street (point CC). Flow will then continue west under Nile Avenue SE and into the ditch (point DD) on the north side of SE 4�` 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 comer of the pond (point HH). The runoff is continued on the north side of NE 4`� 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 divetted south under NE 4`� Street through a concrete pipe to the south side of NE 4`� Street to another manhole(point 7J). 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 Petersaz Consulting Engineers Page I2 i Prelinrinarv Technica!Information ReDort far MorQan Court Januarv�9, 2001 i ' residence on the east side of SE 144�' Avenue SE and on the south side of SE 128`� (point�. � Flow continues meandering in the ditch east of SE 144�' 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), then enters a ditch between between two residences (point H). The continuing flow is described above, under Basin "A" past point H. , � No probiems were observed in the '/4 mile downstream reach. ; , i- ( � ' ; Pelerson Consulting Engineers Page 13 OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE SURFACE WATER DESIGN MANUAL, CORE REQUII2EMENT#2 Basin: Puget Sound Subbasin Name: Lower Cedar River Sub-Basin Subbasin Number: "A" � „ ,Syrlib'ol � �,;� � prainag� ���, i � ��� � �Dr�inage;� i ��� ' , �,Slope� �;��:�fl�stance ,!i '�,,�Existing � Potential i��Qbservafiions of field Caimpanent'Type,'; Com.�nnent � ��,'� � fram site� � Problems . Problems inspector resource ', { , , i i i ' It t � i� _, � ` I i, I i I i � 1 I ''`Narrae;'and'$i�e.' ', , :�Descri� tion � ; i��.;';� � � �disch'arge ,; ,,1� ,� :� I reviewer,;or resttlent , :;see m.ap, %;Type;sheet,flow,�wale `;:, � , dralnage basln,vegetation, . ; � °� %ml=1;32t1(t ; �, � constrlctfons,under capacity, ponding; trtbutfiry area,Ilkellhood oi,problem,, stream;'Ghannel,iplpe,'pond; cover,depth;type of sensltive ' ;„ ,"� � ' ovettopping,;flooding,habitat or,'organ(srri ' . overilowpathways,potentiallmpacts ,;_ , , Slze d(atnetef,surfa�9 01'Qd; . area;vo(ume , ', � , �', dAstructio�l,';scourlrl9;hank sloughing, , � ! '� , � s ,:. ;, i:, ' i ' ; ,' " " ' ' ' �. . ��� � . '� sedimentation inclsion Other erosion ,•;,, � ' A Site A Sheet flow +/- 4 0 None None n/a r� r 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" CMP 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 1SOS None None No erosion exists I Ditch Concentrated Flow +/ - 2 2125 None None No erosion e�sts '� 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 i 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�inB04 OFF-SITE ANALYSIS DRA,INAGE SYSTEM TABLE SURFACE WATER DESIGN MANUAL, CORE REQUIREMENT#2 Basin: Puget Sound Subbasin Name: Lower Cedar River Sub-Basin Subblsin Number: "B" ';� ' '� " g � � �Slope Distance ��' -Existing �� ' � Pofential Observations of fiefd '. Symbol Dra�na'ge��� �:a ' Draina��e � ��Component Type,r ' Camponent � ��'� � frar�'site � ����Problems Problems' �' iris'pector,'resource �� +.. �N�rtie�'and�Size�:�'; ' -� Descri �tioh � - ='dischar e ' � , ' ` � reviewer, ';or resident ';���`-� '�aee rpap � �TypeT-sheet flow;swale '; dralnage basfn,Vegetation, i °� �Y.ml'v 1;{320 R�,;, ': 'constrlctfons,under capaclty,.po�tling, ' '3rlbutary area,Ilkellhnod of problem,,' i � s�re�m;channel,plpe pond;', cover,depth;_type of sensttive � , , .,., ' ' � o'vertopping,flonding,habltat or organism ' <overffow pa!hways,potent(a{impacts ��� �! ' �Siie.d(atneter,��5urfa�e�C��{' � �,� atea;volurh9���. I , "; �;���, ' ,�'I i, '';'� ; ;8estruction'�,'�5courtn ��ba,nk��slou hin � �� , ' � ,��, :� - " _ ' ' � ' ':. ,, F sedimentation;incis on�other e osi n �, '- . ; '' 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 Concentrated 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 1510 None None n/a MM Ditch Concentrated flow +/- 2 1530 - 1610 None None n/a NN 15" ADS Culvert Concentrated flow +/-2 1610 None None n/a Inlet 00 Ditch Concentrated flow +/ - 2 1640 —2210 None None n/a PP 12"PVC Cu1veR Concentrated flow +/ - 2 2210 None None n/a Inlet Ditch Concentrated flow +/- 2 2450 None None No erosion exists H Ditch Concentrated flow +/ - 2 2650 None None No erosion exists �s-aw,Boa ��. l � �---�' U U `" � �-> > � :: � �'� U.5t5 AC.� �, 13�' :s � ,. �; �- � (� � _. ! } 30 30 �� _ � M a � � � � -�o �/ 80 �` �i� v 318.t (314_63) I � 313 3l5 (j89.�5� j � h ! �3�9-�1r,1 _ j13.315 � - v 2j0 7o I�T 3991 1 IOD l0� i4t.20 �5 v O �� f��326 o ESMT � " j I � 628?I —¢-____ ��Sc STl - ��, t 4 4 T _ K v E. o S.E. 6� � � 6• � ,,,• ese, � � i 311.�l--"---"- 26 b9 11�_375 30B 6 `L1 r� `31�.3�5_= l 11f.69 4o DO � 0 too 313.3�5 ■ 315.375 ��� �� — , - � � � — �---------- � � N �J g � (,/) � C�_� a � � N � � ... 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Existing Anticipated � ' Item River Mile Point C�tc�ory Prop. Proj. Conditions and Prohlems Conditions and Problems Recommendations i 22 0302 6 Habitat Trash in stream (auto, Area adjacent to corridor, - Remove trash. � RM 1.00 tires, appliances).. will continue to collect - Distribute educational trash and debris. Further materials to streamside worsenin� of water quality, residents. , sedimentation, erosion. - Cite violators, if problem � persists. 2� 0302 6 Habitat Trash in strenm. W�ter Area fldjacent to,corridor, - Rernove trash. RM 1.10 quality problem, will continue to collect - Distribute educationat unsightly. trash and debris. Further materials to streamside wdrsenin� of water quality. residents. - Cite violators, if problem persists. 24 0:�03 G Geoloby Extensive Unnk erosion in Nonc. Increase R/D volumes, slow relcase upper portions oE tribu- rate to nonerosive levels. tary. 25 0�03 6 Habitat Habitnt suit�ble for resi- Scdimcnts will eventual(y - Control stormwater volumes RM .25 dent fish. Sediment �ccu- cover graye(s, Habitat and discharge rates from mulating. will become unsuitable for developments. fish use. - Manually clean gravels when necessary. 36 0303 6 H1l�itat Trash and lifter in Furtl�er decreases in water - Remove trash and litter. RM .35 channel affecting w�ter quality. - Distribute educational materials quality, caus+ng erosion. to streamside residents. - Cite violators, if problem persists. P: 1.C,APC GS SECTION 4 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN .,� l6 �3 -o I �/ BAIMA & HOLMBERG� INC. 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Impervious = 0.12-acres Ex. Pervious = 0.48-acres Flow Frequency Analysis Time Series File: 1673u.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 0.062 5 2/09/O1 15:00 0.127 1 100.00 0.990 Qloo-e� 0.041 6 1/05/02 16:00 0.070 2 25.00 0.960 0.070 2 2/27/03 7:00 0.066 3 10.00 0.900 0.033 8 8/26/09 2:00 0.062 4 5.00 0.800 0.040 7 10/28/04 16:00 0.062 5 3.00 0.667 0.066 3 1/18/06 16:00 0.041 6 2.00 0.500 0.062 4 11/24/06 3:00 0.040 7 1.30 0.231 0.127 1 1/09/08 6:00 0.033 8 1.10 0.091 Computed Peaks 0.108 50.00 0.980 Developed Conditions RCRTS Peaks Dev. Impervious = 0 .29-acres Dev. Pervious = 0 . 41-acres Flow Frequency Analysis Time Series File:1673d.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 0.107 5 2/09/O1 2:00 0.224 1 100.00 0.990 Qloo-ae.. 0.081 7 1/05/02 16:00 0.130 2 25.00 0.960 Q.130 2 2/27/03 7:00 0.116 3 10.00 0.900 0.080 8 8/26/04 2:00 0.113 4 5.00 0.800 0.098 6 10/28/04 16:00 0.107 5 3.00 0.667 0.113 4 1/18/06 16:00 0.098 6 2.00 0.500 0.116 3 10/26/06 0:00 0.081 7 1.30 0.231 0.224 1 1/09/08 6:00 0.080 8 1. 10 0.091 Ccrnputed Peaks 0. 193 50.00 0.980 OQ100 - Q100-dev � Q100-ez = 0.224 - 0 .127 = 0.097-cfs < 0.10-cfs � � /tz /oy BAIMA & HOLMBERG, INC. SHEETNO. OF 100 Front Steet South ISSAQUAH, WASHINGTON 98027-3817 CALCUI.ATEDBY �L on,E (425) 392-0250 FAX (425) 391-3055 CHECKED BY DATE SCALE . __ C/(�i4tP�. 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(ft) = 5 PIPE X-SECTION PERCENT STAGE (ft) AREA (ft^2) TOTAL AREA 5.00 19.63 100.00% 4.50 18.61 94.80% 4.00 16.84 85.76% 3.50 14.68 74.77% 3.00 12.30 62.65% 2.50 9.82 50.00% 2.00 7.33 37.35% 1.50 4.95 25.23% , 1.00 2.80 14.24% _ 0.50 1.02 5.20% 0.00 0.00 0.00% i ; �i � , � SECTION 5 CONVEYANCE SYSTEM ANALYSIS AND DESIGN � i � � � � � - ; � SECTION 6 SPECIAL REPORTS AND STUDIES � H . � � � N a w R� � � E� O SECTION 8 ESC ANALYSIS AND DESIGN SECTION 9 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT iI SECTION 10 OPERATIONS AND MAINTENANCE MANUAL ; . � , ; - I �� - I , , . . ' � APPEI�IDIX A MAIN7ENANCE STANDARDS FOR PRIVATE[.Y MAINT'AINED DRAINAGE FACILITIES NO.3-CLOSED DETENTION SYSTEMS(PIPES/TANKS) � Maintenance Defect Conditions When Malntenance is Needed ResulLs Expected When Component Maintenance is Performed Storage Area Plugged Air Vents One-half of the cross section of a vent is blodced at Vents free of debris and any point with debris and sediment sediment Debris and Accumutated sediment depth exceeds 10%of the All sediment and debris Sediment diameter o1 the storage area for Yz length of storage removed from storage area. vault or any point depth exceeds 15%of diamete�. Example:72-inch storage tank would require Geaning when sediment reaches depth of 7 inches for more than Yz length of tank. Jants Between My crack allowing material to be transported into All joint between tank/pipe Tank/Pipe SecGon faality sections are sealed � Tank Pipe Bent My part of tanWpipe is bent out ot shape more than TanW pipe repaired or replaced Out of Shape 10%of i�s design shape to design. Manhole Cover t�ot in Place Cover is missing or only partially in place.Arry open Manhole is closed. • manhole requires maintenance. Locking Mechanism cannot be opened by one maintenance Mechanism oper�s with proper ' Mechanism Not person with proper tools.Bolts into frame have less tools. Working than)4 inch of thread(may noi apply to self-locking - lids.) Cover Difficult to �ne mainte�ance person cannot remove lid after Cover can be removed and ' Remove apptying 801bs of lift. Intent is to keep cover irom reinsiaqed by one maintenance sealing off access to maintenance. � perso�. Ladder Ria►gs IGng Camty Safety Otfice and/or maintenance person Ladder meets tlesign standards • Unsafe judges that ladder is unsafe due to missing rungs, allows maintenance person safe �"'� misalignment,nist,w cracks. access. ti _.. Catch Basins See'Catdi Basins'Standards No.5 See"Catch Basins'Standards No.5 4 ``/'� 1998 Surface Water Design Manual 9/l/98 A-3 APPENDIX A MAINTENANCE STANDARDS FOR PRNATELY MAINTAINED DRAINAGE FACILTI7ES NO. 5-CATCH BASINS(COM7NUEl7� Maintenance Defect Conditio�s When Maintenance is Needed Results Expected When � Component Maintenance is periormed • Fire Hazard Presence of chemicals such as natural gas,oit and No ftammabie chemicals gasoline. present. Vegetation Vegetation growing across and blocking more than No vegetation blocking opening 10%of the basin opening. to basin. Vegetation growing in inleUoutlet pipe joints that is No vegetation or root growth more than sa inches tall and less than six inches p�esent ap� Pollution Nonftammable chemicals ot more than 1/2 cubic foot No pollution present other than ; per ihree feei o(basin le�gth. surface film. � Catch Basin Cover Cover Not in P(ace' Cover is missing or only partially in place.Any open Catch basin cover is dosed catch basin�equires maintenance. . Lodcing Mechanism Mechanism cannot be opened by on maintenance Mechanism opens with proper Not Worfdng person with proper tools.Solts into frame have iess tools. than 1/2 inch of thread. Cover DifficWt to One maintenance person cannot remove fid after Cover can be�emoved by one Remove appfying 801bs.of lift;intent is keep cover from mainte�ance person. seaGng off access to maintenance. Ladder Ladder Rungs Ladder is unsafe due to missing n�ngs,misalignment, Ladder meets design standards Unsafe rust,cxacks,or sharp edges. and albws maintenance person safe access. Metal Grates Grate with operung wider than 7/8 inch. Grate opening meets design (If Applicable) standards. Trash and Debris Trash and debris that is blocld�g 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 siandards. � NO. 6 DEBRIS BARRIERS (E.G.,TRASH RACKS) Maintenance Defect Condition When Maintenance is Needed Results Expected When Components Maintenance is Performed. General Trash and Debris Trash or debris that is plugging more than 20%o( Barrier dear to receive capacity the openings in fhe barrier. flow. , Metal Damaged/Missing Bars are bent out of stiape more tfian 3 inches. Bars in ptace with no bends more Bars. than 3/4 inCh. Bars are missing or entire bartier missing. Bars in place according to design. Bars are loose and rust is causing 5096 deterioration Repai�or replace barrier to to any part of bartier. design standards. 9/1/98 1998 Surface Water Design Manual A-6 APPENDIX A MAIM'ENANCE STANDARDS FOR PR7VATELY MAINTAINED DRAINAGE FACILIT�S N0. 10-CONVEYANCE SYSTEMS(P(PES & DITCHES) � Maintenance Detect Conditions When Maintenance is Needed Results Expected When Component Mafntenance is Performed Pipes Sediment&Debris Accumulated sediment that exceeds 20%of the Pipe Geaned of all sediment diameter of the pipe. and debris. Vegetation Vegetation that reduces free movement of water All vegeta6on removed so water through pipes. flows freely through pipes. Damaged Protective coa6ng is damaged;rust is causing Pipe repaired or replaced. more than 50%deterioration to any part of pipe. Any dent that decreases the cross section area of Pipe�epaired or replaced. pipe by more than 20%. Open Ditches Trash&Debris Trash and debris exceeds 1 cubic foot per 1,000 Trash and debris cleared from , square feet of ditch and slopes. ditches. ' Sediment Accumulated sediment that exceeds 20 96 of the Ditch cleaned/flushed of aIl design depth_ sediment and debris so that it matches design_ � Vegetation Vegetation that reduces free movement of water Water flows freely ihrough through ditches. ditches. I Erosion Damage to See'Ponds'Standard No.1 See'Ponds'Standard No.1 Slopes Rodc Lining Out of Mainienance person can see native soil beneath Replace rocks to design Place or Missing(If the rock lining. standards. Applicable). Catch Basins See'Catch Basins:Standard No.5 See'Catdi 8a.s"�ns'Standard No.5 �� Debris Barriers See"Debris Barriers'Standard No.6 See'Debris Bamers'Standard (e.g.,Trash Radc) No.6 N0. 11 -GROUNDS{LANDSCAPING) � Matntenance DefeM Conditions When Maintenance fs Needed Results Expected When Component Maintenance ls Perto�med General Weeds Weeds growing in more than 20°�of the landscaped Weeds prese�t in less than 5% (Nonpoisonous) area(trees and shrubs only). of the landscaped area. Safety Hazard Any presence of poison ivy or other poisonous No poisonous vegetation vegetation. present in landscaped area. Trash or Litter Paper,cans,bottles,totaling more than 1 cubic foot Area dear of litter. within a tandscaped a�ea(trees and shcubs only)of 1,000 square feet Trees and Shrubs Damaged Limbs or parts of t�ees or shn�s that are split or Trees and shrubs with less ttian broke�which affect more than 25°k o(the total 596 of total foliage with split or foliage of the tree or shtub. broke�Gmbs. Trees or shrubs that have been blown down or Tree or shrub in place free of knocked over. injury. Trees or shrubs which are not adequately supported Tree or shrub in place and or are leaning over,causing exposure of the roots. adequately supported;remove any dead or diseased trees. � 1998 Surface Water Design Manual 9/I/98 A-9