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HomeMy WebLinkAbout03234 - Technical Information Report - Drainage � 32� TIR& STORM DRA.INAGE REPORT . FOR PARKSIDE PLAT RENTON, WASHINGTON RENTON FII.E NO. LUA-04-155 FOR MR. KIETH DEMPS � PREPARED BY I TOUMA ENGINEERS IR H T � 6632 SOUTH 191ST PLACE, SUITE E-102 ���oF wAs � , KENT, WA. 98032 � �w f�� (425) 251-0665 � � : March 31, 2005 . 9470 � 1 � FILE NO. 871-001-041 xAL �'� , ! �e✓ /yI!�� ��, Z00� ��x�s 6 22 06 i 87101-SD-REPORT.DOC 3 23y TABLE OF CONTENTS Pages I. PROJECT OVERVIEW 1-3 II. CONDITIONS & REQUIREMENTS SUMMARY 4-5 ' III. OFF-SITE ANALYSiS 6-10 IV. FLOW CONTROL & WATER QUALITY 11-31 V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN 32-35 VI. SPECIAL REPORTS AND STUDIES 36 RESIDENTIAL STREET LIGHTINGS 36a, b, & c VII. BASIN AND OTFIER COMMUNITY AREAS N/A 37 VI�I OTHER PERMITS 37 IX. EROSION/SEDTMENTATION CONTROL DESIGN 37 X. BOND QUANTITIES WORKSHEET N/A XI. MAINTENANCE & OPERATIONS MANUAL N/A s��o i-su-ut�.�>otzT�.voc i I: PROJECT OVERVIEW The subject property involved in this plat covers an area of approximately 2.79 acres. The property is situated in the north end of the City, and is tributary to May creek. The site is bounded on the west by the Kennydale Lions Park, and on the South and East by existing residential lots along NE 24`�' Street. To the east is Jacques plat single family development, and sin�le family developed property directly north. Access to the property will be made from NE 24 street via a cul-de-sac that would serve the proposed 15 single lots. The project area is rolling with slopes that range from 3%to 6%. There is an existing house that will be retained and accommodated on lot 15. The development slopes in two directions with all existing drainage directed to the NE 27°i street Aberdeen Ave NE Drainage Improvement project. The southern surface water is directed to NE 24'�' street, and the northern po�tion slopes and drains to the west across Kennydale Lions Park, which drains into the May Creek drainage basin. The north subbasin will be directed to the existing drainage system in NE 24'!' street. The surface runoff from the site will be directed through smooth lined LCPE pipes to an under-ground vault system for water quality treatment and peak flow control. The system outflow will be controlled and released to follow natura( flow directions. The drainage plan is to be designed to meet the requirements of the 1998 KCSWDM and the Leve12 Flow control and water quality treatment and standards per the City of Renton. The soil type of the site is Indianola, InC, glacial till. Existing groundcover consists mainly of , ' pasture grasses, and a few trees, and gravel driveways, for the existing residential property on the site. The proposed plat will have 15 lots with lot sizes averaging 5771 square feet, ranging from 4602 sf. to 10,555 sf. The plat improvements will be designed to City of Renton Standards and reyuirements for streets, storm, sewer, water and streetlights. See the figures on following pages: REVIEW OF RESOURCES USED 1. Vicinity Map 2. King County Soil Survey Mapping. 3. 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I . —_ k-� SCALE 1 : 1,510 � N � 100 0 100 200 300 � j FEET � �� `j �� J http://rentonnet.org/MapGuide/maps/Parcel.mwf Monday, November 08, 2004 6:48 PM II. CONDITIONS & REQUIREMENTS SUMMARY CORE REQUIREMENT #1: DISCHARGE AT NATURAL LOCATION The allowable outflow from the site will be discharged to its natural locations. A high point on this property divides this project into north and south sub-basins. The north and south sub-basins will be directed to the south which does drain to the natural to the respective natural drainage courses. CORE REQUIREMENTS #2: OFF-SITE ANALYSIS The off site analysis will be included in this report on subsequent pages. CORE REQUIREMENTS #3: FLOW CONTROL Calculations are provided on subsequent pages addressing the storage volume requirements. The Level 2 flow control is required for this project and will be calculated to match the developed peak discharge rates of the existing site condition peak discharge rates for one half the 2-year through the 50-year return periods. The sizing for detention is based on the King County pond size worksheet provided with the KCRTS program. The lot coverage for impervious and pervious areas are included on the following pages. CORE REQUIREMENTS#4: CONVEYANCE SYSTEM The conveyance system will be designed using the rational method as presented in the King County 1998 SWM Manual. Refer to the"Analysis of Conveyance Pipes" calculation provided under this item. Based on the ;' topography of the site we anticipate pipe slopes to be equal to or greater than 1.0%. The 15 minute 100-year developed peak flow for the site was calculated to be about 2.11 cfs. The , capacity of a 12-inch pipe with 0.5% slope is able to handle 2.93 cfs. King County Surface Water � Design Manual 1998 requires that the conveyance pipes to be designed based on 25-year storm. ', CORE REQUIREMENTS#5: EROSION/SEDIMENTATION CONTROL PLAN The Erosion/Sedimentation control facilities will consist of filter fabric fences to be placed along I the west boundary of the site, sedimentation traps, and rock construction entrance. , CORE REQUIREMENTS #6: MAINTENANCE AND OPERATION N/A �I CORE REQUIREMENTS #7: FINANCIAL GUARANTEES AND LIABILITY N/A � CORE REQUIREMENTS #8 WATER QUALITY � The water quality facility proposed for this project consists of a wet-vault based on the 1998 KCSWDM. � Pg. - 4 I 87101-SD-REPORT.D(� SWM SPECIAL REQUIREMENTS Special Requirements#1: Adopted Area Specific Requirements. The site falls within the Honey Creek Drainage Basin. Special Reyuirements #2: Delineation of the 100-yr Flood Plain. Special Requirements #3: Flood Protection Facilities. Special Requirements#4: Source Control. Special Requirements#5: Oil Control I Pg. - 5 87101-5])-REPORT.IX�C 1[I OFF-SITE ANALYSIS 1. UPSTREAM The new Jacques Plat to the east, with new storm facilities constructed, intercepts road and roof runoff with its new drainage system and directs it's controlled runoffto the south into the NE 24'h St underground pipe conveyance system. Their outfall system connects to the NE 27`�' Street Aberdeen Ave NE Drainage Improvement project. The runoffbasin area upstream of this project site consists of the yard runoff from the new residential lots. The surface runoff directed from upstream will be small and cause no significant impact along the east side of this proposed plat. 2. DOWNSTREAM Surface runoff from this project site will be directed to the south and connected to NE 24�' Street system. A high point on this property divides this project into north and south sub-basins. The detained and treated site outflows from the sub-basins will be directed to the NE 24`h St. storm system. The drainage from north basin will be directed to the south drainage courses. This is not considered a diversion because it will be back in its natural flow pattern in less than a '/4 mile. By the time runoff emerges from the north side of the Kennydale Lions Park abutting on the west side of the project storm drainage will be back in it's normal course. The Parkside north basin will be directed to NE 24'h Street. The calculations supplied on the following pages indicate that the whole 12 acre runoff from a 50 year storm will be contained in the 12" pipe adjacent to our site in NE 24�' Street. Any runoffgreaterthan the 50-year will be contained within the right of way and would not cause any buildings or structures damage. The existing 12" drainage in NE 24`h Street flows to the west from this existing parcel of land about 95' to an existing catch basin on the north side of NE 24�' Street. A new 12" LCPE pipe was recently inst�lled as an outfall from the Jacques plat lying to the east. The new 12" pipe has ' a slope of about 5.06% and will carry about 9.3 CFS. From this point the drainage flows 13' south to a storm manhole with an 18" pipe that flows west about 73', with slope of 2.99% and capacity of about 21 CFS. See pipe and area calculation in this section of the report. There are about l2 acres that are directed from the Jacques plat and Parkside to NE 24'h Street and to the NE 27'h Street Aberdeen Ave Drainage Improvement Project. The NE 27`t' Street Aberdeen Ave NE Drainage Improvement project was designed by the City of Renton in 2000 and constructed to allow a positive gravity storm drainage outflow from this entire drainage basin. From NE 24'�' Street at the Kennydale Lions Park the outfall pipe is 24" C905 pvc pipe that directs storm runoffto the northwest and then west across Aberdeen Ave. NE. The outfall system flows and continues westerly beyond the north margin of NE 26�'Ct. No indication of flooding or backups were noted on the field visit in November of 2004. The drainage outfall system directs storm runofftoward May Creek which discharges into Lake Washington east of I-405 and Lake Washington Blvd. Pg. - 6 87101-SD-REPORT.DOC r'� � ' j � J i ' ' ' ' I � ,� �: i i 2r�`�� 6. � --i- ----� -�---� -- �--�-i�-s--L-;L75-- 3-� ---�-- -� - -. - � � � � 1 /. 6 �i�'� �-- la3__ f � 6S I I i � I ~ i�� ^� �) i/ i 1 I a I i � 1 I � 2 I/EMJR � � �, � i I N 1 1 I p LL ; i� � I �n • _ � � s I i �F � i i YO �_``Np � I 2717 � - iQ I v i � ' N b � � I ��'' � � II v�EMN i��^ �` o. A, c ��2i � �'i � '�Y i ; [�i � � � N � � � r � N ;', : � i � `V; �• e SS ' : I ' � � o �� �N '' ' i N 'INI ►' � i ' i ' " '' I � � � � ' � � � r , , N���'�� �7 � .� „27TH � .ST � . ' -- ' , , �, �� ,�] Q_.,, _ � . 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Fti�urs D _ 20D0 Cobr Aenal �r.tr r.C:A,�er-i PhOIOS w c: he information induded on this map has been compiled by King County staff from a variety of sources and is subject to change without notice. ing County makes no representatione or warranties,expresa or implied,es to accuracy,completeness,timelineae,or rights to the uee of such nformatio�.King County shall not be liable for any general,special,indirect,incidental,or consequential damages induding,but not limited to, ost revenues or lost profits resulting from the use or misuse of the information contained on this map.Any sale of this map or information on his ma is rohibited exce t b written ermission of Kin Coun . King County�GIS Center�News(Services�Gomments�Search By visidng this and othe�King County web pages,you expressly agree to be bound by terms and conditions of the site. The details. �i� S � T i-�l S h� �4 t-� F D /2 �7�N S 1 T � C�?�-GG�[. 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L 2T2 ' � -. I � > \ I , •� i r1 �, �•.• � 2 " � ' � �X 3�a s.E- �i_�Z__sr��32s � � ��� 262 � � � / I 1 �����— .--, .S Y_ .---. I �� � tmp#l.txt Manning Pipe Calculator Given Input Data: shape . . . . . . . . . . . . . . . . . . . . . . . . . circular solving for . . . . . . . . . . . . . . . . . . . . . Flowrate Diameter . . . . . . . . . . . . . . . . . . . . . . . . 12.0000 in oepth . . . . . . . . . . . . . . . . . . . . . . . . . . . 11.2500 in 51ope . . . . . . . . . . . . . . . . . . . . . . . . . 0.0506 ft/ft Manning's n . . . . . . . . . . . . . . . . . . . . . 0.0120 Computed Results: �C T' � Flowrate . . . . . . . . . . . . . . . . . . . . . . . . 9.3395 cfs � � � _�z� Area . . . . . . . . . . . . . . . . . . . . . . . . . . 0.7854 ft2 wetted Area . . . . . . . . . . . . . . . . . . . . . 0.7650 ft2 wetted Perimeter . . . . . . . . . . . . . . . . 31.6348 in Perimeter . . . . . . . . . . . . . . . . . . . . . . . 37.6991 in velocity . . . . . . . . . . . . . . . . . . . . . 12.2091 fps Hydraulic Radius . . . . . . . . . . . . . . . . 3.4821 in Percent Full . . . . . . . . . . . . . . . . . . . . 93.7500 % Full flow Flowrate . . . . . . . . . . . . . . 8.6822 cfs Full flow velocity . . . . . . . . . . . . . . 11.0545 fps Page 11 tmp#l.txt Manning Pipe Calculator Given Input Data: shape . . . . . . . . . . . . . . . . . . . . . . . . . Circular solving for . . . . . . . . . . . . . . . . . . . . . Flowrate Diameter . . . . . . . . . . . . . . . . . . . . . . . . 18.0000 in Depth . . . . . . . . . . . . . . . . . . . . . . . . . . . 16.7500 in slope . . . . . . . . . . . . . . . . . . . . . . . . 0.0299 ft/ft Manning' s n . � . . . . . . . . . . . . . . . . . . . 0.0120 Computed Results: Flowrate . . . . . . . . . . . . . . . . . . . . . . . . 21.1582 cfs -- l S�� Cp-P►4G i T� Area . . . . . . . . . . . . . . . . . . . . . . . . . . 1.7671 ft2 wetted Area . . . . . . . . . . . . . . . . . . . . . 1.7134 ft2 wetted Perimeter . . . . . . . . . . . . . . . . 46.9485 in Perimeter . . . . . . . . . . . . . . . . . . . . . . . 56.5487 in velocity . . . . . . . . . . . . . . . . . . . . . 12.3487 fps Hydraulic Radius . . . . . . . . . . . . . . . . 5.2553 in Percent Full . . . . . . . . . . . . . . . . . . . . 93.0556 % Full flow Flowrate . . . . . . . . . . . . . . 19.6773 cfs Full flow velocity . . . . . . . . . . . . . . 11.1351 fps Page 1 Z IV. FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN The Preliminary Application Review Comments meeting Nov. 15, 2004 states that this proposal drains to the May Creek drainage basin and should be designed in accordance with the 1998 KCSWDM Level 2 Flow control and water quality treatment. The outflow is to match the discharge durations for the range of predeveloped discharge rates from 50% of the 2-year peak to the full 50-year peak flow. The area of the plat to be developed is 2.79 acres, to include asphalt paving, driveways, houses and landscaping. The drainage basin and new added houses, asphalt paving and driveways will be directed through a detention/wet-vault for Water Quality measures. The roof runoff from the new houses will be collected in catch basin pick-ups and directed to the conveyance system, and detention/water yuality vault. Use the KCRTS program developed by King County for the calculations to estimate the required detention storage volumes. NORTH SUB-BASIN Pre-Developed Conditions (2.47 acres north subbasin) Pervious Pasture 101830 SF 2.34 AC I mpervious Roof Ex Home 2200 SF 0,05 AC Existing D/W 3540 SF 0.08 AC 0.]3 A(' Post-Developed (2.47 acres north basi►#s Pervious Lawn & Landscaping (33155 SI � t�. ;� :,� Impervious 15-lots see calculation below 55988 SF 1.28 AC Street 14247 SF 0.33 AC Sidewalk 4180 SF 0.09 AC Total 74,415 SF 1.71 AC SOUTH Pre-Developed Conditions (0.32 acres south subbasin) Pervious Pasture 10445 SF 0.24 AC � Pg. - 13 8710I-SI�RI�:POIt"I�.TXX' c Impervious Existing D/W 3524 Sf 0.08 AC 0.32 AC Post-Developed (0.32 acres south basin) Pervious Lawn& Landscaping (4750 SF) 0.11 AC lmpervious Street 7181 SF 0.16 AC Sidewalk 2060 SF 0.05 AC Total 9220 SF 0.21 AC The above information will be used in the King County KCRTS computer program to establish the proposed storage requirements. The calculated storage volume is about 24,665 cubic feet for the north and 1,759 cubic feet for the south basin. Refer to the detention storage calculations on the following pages. WATER QUALITY : The Wet-storage volume for a basic water quality treatment is 3 times the volume of the mean annual runoff hydrograph. The calculated water quality volume for the north basin will be 7432 cubic feet, and 774 cubic feet for the south basin. The water quality for the south basin will be in a tank. Per Section 6.4.2.2 on page 6-81 of the KCSWDM, the culvert section must provide the same top area as that of a vault with vertical wall with an average depth of 6 feet. The calculated � tank is 70 feet long. A vault 70 feet long and 6' deep would require a top area of 774CF/(70x6) = 1.84' wide, we are using a tank with a width of 8' See the attached water quality calculations later in this section of this report. IMPERVIOUS Density= 1 SDU/1.97 usable acres=7.61 DU/AC. Per KC zoning Table 21 A.12.030A. The density falls 80% of the way between 70% impervious and 75% impervious. Therefore use 74% for lot maximum impervious surface. Lots(use 4000 SF or 74%of the lot whichever is less Section 3.2.2.1 KCSWDM) LOT/AREA SQ.FT. 74% IMP. IMP AREA USED LOT 1 5236SF 3874SF 3874SF LOT 2 5065SF 3748SF 3748SF LOT 3 5065SF 3748SF 3748SF LOT 4 5065SF 3748SF 3748SF LOT 5 5065SF 3748SF 3748SF LOT 6 4809SF 3559SF 35595F Pg. - 14 871 O 1-SD-REPORT.DOC LOT 7 4602SF 3405SF 3405SF LOT 8 5462SF 4041SF 4000SF LOT 9 6065SF 4488SF 4000SF LOT 10 4816SF 3564SF 3564SF LOT 11 4682SF 3465SF 3465SF LOT 12 5021SF 3715SF 3715SF LOT 13 4669SF 3677SF 3677SF LOT 14 5064SF 3747SF 3747SF LOT 15 1O555SF 7810SF 4000SF LOT TOTAL IMPERVIOUS 55,988 SF=1.28 AC. Pg. - 15 87101-SD-REPORT.DOC CAMAS AV� Nf � ' 1i �I y ,� � �, .�► y, ----�� � _�'- � � t��? 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I � � ,�� J"' :' ;y ' 14 �• �J �i�,. i {;' LI"� �{I, � '� /� _ _;. �` I :1S , � , =•� . ; ' �� . . . � �� ' ' ' ; , . , : � ; �-------'----------'--' '�'------1� / '' I �,'- j, -#< �,i; � t� ,.� / ;'t2 � , 1 i : '� � .. ; �� � ; s, fi ' �---�f ' � , �'. -- �, � �, . f j r��7'F-'-'--�r�r=--' i K .�+r�:; � � � . � � . _ � ' � � � � � ' , ' � � � . f � � � ` r %� r - -'--- - --- � �- . __. . � / �.___� '1f- /- ��t; '{; i .� � � I i if �— � /, i i ;; I'q;� ,,� . .' . f� � �� �- ; � . � �� �, �,,,�,',,�,`� � �' '�, • , �' , � �i ,�; ',� �M�' / /, •� .-'�/ i i ................:......e......:.::....:.a....aa::.....:......a. .. . •° ¢.; I i �� r '� � °M'�'� .�' DE1/ELOPED �' I ` '' CONDI TIONS � ' I � .• ; . , ' �� _ t --7 ' Production of Runoff Time Series Project Location : Sea-Tac Computing Series : NDEV.tsf Regional Scale Factor: 1.00 Data Type : Reduced Creating Hourly Time Series File Loading Time Series File:C:\KC SWDM\KC_DATAISTTG60R.rnf 8 Till Grass 0.76 acres Scaling Yr:8 Loading Time Series File:C:IKC_SWDMIKC_DATAISTE160R.mf 8 Impervious 1.71 acres Adding Yr: 8 Total Area : 2.47 acres Peak Discharge: 0.969 CFS at 6:00 on Jan 9 in Year 8 Storing Time Series File:NDEV.tsf 8 Time Series Computed KCRTS Command eXit KCRTS Program KCRTS Program Version 4.42b run complete �� - l 8 � Flow Frequency Analysis Time Series File:npredev.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 0.186 2 2/09/O1 15:00 0.344 1 100.00 0.990 ���-�2 0.089 7 1/05/02 16:00 0.186 2 25.00 0.960 0.183 3 2/28/03 3:00 0.183 3 10.00 0.900 0.043 8 B/26/04 2:00 0.174 4 5.00 0.800 0.105 6 1/OS/05 8:00 0.166 5 3.00 0.667 0.174 4 1/18/06 16:00 0.105 6 2.00 0.500 Z�y Q 0.166 5 11/24/06 4:00 0.089 7 1.30 0.231 0.344 1 1/09/08 6:00 0.043 8 1.10 0.091 Computed Peaks 0.291 50.00 0.980�-��YQ Flow Frequency Analysis ��� 2 �{/2 r. • ( D 5/t _ D •D 5Z Time Series File:ndev.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 0.483 6 2/09/O1 2:00 0.969 1 100.00 0.990 0.400 8 1/05/02 16:00 0.640 2 25.00 0.960 0.579 3 2/27/03 7:00 0.579 3 10.00 0.900 0.490 7 8/26/04 2:00 0.528 4 5.00 0.800 0.528 4 10/28/04 16:00 0.513 5 3.00 0.667 ��� 0.513 5 1/18/06 16:00 0.483 6 2.00 0.500 ' 0. 640 2 10/26/06 0:00 0.440 7 1.30 0.231 0.969 1 1/09/08 6:00 0.400 8 1.10 0.091 Computed Peaks 0.859 50.00 0.980 ini ( ErG �I �L. S1Zr' st� .t2 P2EDEv- Sv D 2yQ�c�T �7FF -� ) , 29i --.n52 �35 - D• vDGB cFs (=112� T 1ti��2,��IL. . 5�°% -2y � o.�sz cFs �w�w-,� _ �/3 . J 5 Z = . D!�i � Z = 3/�{ H p f.tTL G i - 2 � i- � _ _ =�, � � �� Z ��7 � �i�,-t -- �� �. PARKSIDE WETVAULT Retention/Detention Facility Type of Facility: Detention Vault Facility Length: 63.00 ft Facility Width: 43.50 ft Facility Area: 2741. sq. ft _ Effective Storage Depth: 9.00 ft �����M �(f,S _ ZB`•�7� Stage 0 Elevation: 286.78 ft 9, D D Storage Volume: 24665. cu. ft Z g S• ']8' Riser Head: 9.00 ft Riser Diameter: 12.00 inches f 6f�K W� S. � DO-`/6�}-2 Number of orifices: 2 - Z � S, �d Full Head Pipe Orifice ## Height Diameter Discharge Diameter {ft) (in) (CFS} (in) 1 0.00 0.95 0. 073 2 4.75 1.30 0.094 4.0 - 2 � � , 53 - i=L , Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft� (ac-ft) (cfs) (cfs} 0.00 286.78 0. 0.000 0.000 0.00 0.01 286.79 27. 0.001 0.002 O.OG 0.02 286.80 55. 0. 001 0.003 0. 00 0.03 286.81 82. 0.002 0.004 0.00 0.04 286. 82 110. 0.003 0.005 0.00 0.05 286.83 137. 0.003 0.005 0.00 0.06 286.84 164. 0.004 0.006 0+!00 0.07 286.85 192. 0.004 0.006 0. 00 0.08 286.86 219. 0.005 0.007 0.00 0.09 286.87 247. O.00b 0.007 O. C` 0.24 287.02 658. 0.015 0.012 O.0 0.39 287.17 �069. 0.025 0.015 0.0 0.55 287.33 1507. 0.035 0.018 0.0�= 0.70 287.48 1918. 0.044 0.020 O.OG 0.85 287.63 2329. 0.053 0.023 0. 00 1.00 287.78 2741. 0.063 0.025 0. 00 1.16 287.94 3179. 0.073 0.026 0.00 1.31 288.09 3590. 0.082 0.028 0.00 1.46 288.24 4001. 0.092 0.030 0.00 1.61 288.39 4412. 0.101 0.031 0.00 1.77 288.55 4851. 0. 111 0.033 0.00 1.92 288.70 5262. 0. 121 0.034 0.00 2.07 288.85 5673. 0.130 0.035 0.00 2.22 289.00 6084. 0.140 0.037 0. 00 2.38 289.16 6522. 0.150 0.038 0.00 2.53 289.31 6934. 0.159 0.039 0.00 2.68 289.46 7345. 0.169 0.040 - 0.00 ` 2.83 289.61 7756. 0. 178 0.041 0. 00 2.99 289.77 8194. 0. 188 0.042 0.00 3.14 289.92 8605. 0.198 0.043 0.00 3.29 290.07 9016. 0.207 0.044 0.00 3.44 290.22 9427. 0.216 0.095 0.00 3.60 290.38 9866. 0.226 0.046 0.00 3.75 290.53 10277. 0.236 0.047 0.00 3.90 290. 68 10688. 0.245 0.048 0.00 4.06 290.84 11126. 0.255 0.049 0.00 4.21 290.99 11538. 0.265 0.050 0.00 4.36 291.14 11949. 0.274 0.051 0.00 4.51 291.29 12360. 0.284 0.052 0.00 4.67 291.45 12798. 0.294 0.053 0.00 4.75 291.53 13017. 0.299 0. 053 O.00 ?q - Z �� � 4.76 291.54 13045. 0.299 0.054 0.00 4.78 291.56 13100. 0.301 0.055 0.00 4.79 291.57 13127. 0.301 0.057 0.00 4.80 291.58 13154. 0.302 0.059 0.00 4.82 291.60 13209. 0.303 0.062 0.00 4.83 291.61 13237. 0.304 0.066 0.00 4.84 291. 62 13264. 0.305 0.068 0.00 4.86 291.64 13319. 0.306 0.069 0.00 5.01 291.79 13730. 0.315 0.078 0. 00 5.16 291.94 14141. 0.325 0.085 0.00 5.32 292.10 14579. 0.335 0.091 0.00 5.47 292.25 14991. 0.344 0.096 0.00 5.62 292.40 15402. 0.354 0.101 0.00 5.77 292.55 15813. 0.363 0.105 0.00 5.93 292.71 16251. 0.373 0.109 0.00 6.08 292.86 16662. 0.383 0.113 0.00 6.23 293.01 17073. 0.392 0.117 0.00 6.38 293.16 17484. 0.401 0.120 0.00 6.54 293.32 17923. 0.411 0. 124 0.00 6.69 293.47 18334. 0.421 0. 127 0.00 6.84 293.62 18745. 0.430 0.130 0.00 6.99 293.77 19156. 0.440 0.133 0.00 7.15 293.93 19595. 0.450 0.136 0.00 7.30 294.08 20006. 0.459 0.139 0.00 7.45 294.23 20417. 0.469 0.142 0.00 7.60 294.38 20828. 0.478 0.145 0.00 7.76 294.54 21266. 0.488 0.148 0.00 7.91 294.69 21677. 0.498 0.150 0.00 8.06 294.84 22088. 0.507 0.153 0.00 8.21 294.99 22500. 0.517 0.155 0.00 8.37 295.15 22938. 0.527 0.158 0.00 8.52 295.30 23349. 0.536 0.160 0.00 8.67 295.45 23760. 0.545 0.163 0.00 8.82 295.60 24171. 0.555 0.165 0.00 8.98 295.76 24610. 0.565 0.168 0.0�5 9.00 295.78 24665. 0.566 0.168 O. Oi-� 9.10 295.88 24939. 0.573 0.477 O.Oi: 9.20 295.98 25213. 0.579 1.040 0.0�_; 9.30 296.08 25487. 0.585 1.770 0.00 9.40 296. 18 25761. 0.591 2.570 0.00 9.50 296.28 26035. 0.598 2.850 0.00 9.60 296.38 26309. 0.604 3.110 0.00 9.70 296.48 26583. 0.610 3.340 0.00 9.80 296.58 26857. 0.617 3.560 0.00 9.90 296.68 27131. 0.623 3.770 0.00 10.00 296.78 27405. 0.629 3.960 0.00 10.10 296.88 27679. 0.635 4.150 0.00 10.20 296.98 27953. 0.642 4.330 0.00 10.30 297.08 28227. 0.648 4.500 0.00 10.40 297.18 28501. 0.654 4.660 0.00 10.50 297.28 28775. 0.661 4.820 0.00 10.60 297.38 29049. 0.667 4.970 0.00 10.70 297.48 29323. 0.673 5.120 0.00 10.80 297.58 29597. 0.679 5.270 0. 00 Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft? 1 0.97 0.34 0.61 9.12 295.90 25003. 0.574 2 0.48 ******* 0.16 8.81 295.59 24135. 0.554 3 0.99 ******* 0.15 7.81 294.59 21416. 0.492 4 0.51 ******* 0.13 6.91 293.69 18950. 0.435 5 0.58 ******* 0.12 6.48 293.26 17746. 0.407 6 0.30 ******* 0.09 5.21 291.99 14272. 0.328 7 0.40 ******* 0.05 4.15 290.93 11368. 0.261 8 0.44 ******* 0.05 3.46 290.24 °470. 0.21� G�� � Z� Route Time Series through Facility Inflow Time Series File:ndev.tsf Outflow Time Series File:NRDOUT Inflow/Outflow Analysis Peak Inflow Discharge: 0.969 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 0.610 CFS at 9:00 on Jan 9 in Year 8 Peak Reservoir Stage: 9.12 Ft � L f , $ ` F,p�E g DA2 D � Peak Reservoir Elev: 295.90 Ft - PEA� L� Peak Reservoir Storage: 25003. Cu-Ft T'DJ� DF /N S�DE Vf�yL T . 0.574 Ac-Ft Flow Duration from Time Series File:nrdout.tsf Cutoff Count Frequency CDF Exceedence Probability CFS $ $ � 0.002 37413 61.013 61.013 38.987 0.390E+00 0.007 3836 6.256 67.266 32.732 0.327E+00 0.012 4350 7.099 74.362 25.638 0.256E+00 � 0.016 3911 6.378 80.740 19.260 0.193E+00 0.021 3219 5.250 85.990 14.010 0.140E+00 0.025 2498 4.074 90.064 9.936 0.994E-01 0.030 1801 2.937 93.001 6.999 0.700E-01 0.035 1520 2.479 95.479 4.521 0.452E-01 0.039 903 1.473 96.952 3.048 0.305E-01 0.044 739 1.205 96.157 1.843 0.184E-01 0.048 469 0.765 98.922 1.078 0.108E-01 0.053 355 0.579 99.501 0.499 0.499E-02 0.058 20 0.033 99.534 0.966 0.466E-02 0.062 8 0.013 99.547 0.453 0.453E-0� 0.067 7 0.011 99.558 0.442 0.442E-0� 0. 072 19 0.031 99.589 0.411 0.411E-0�: 0.076 30 0.049 99.638 0.362 0.362E-0�: 0.081 25 0.041 99.679 0.321 0.321E-0_: 0.085 17 0.028 99.706 0.294 0.294E-0� 0.090 19 0.031 99.737 0.263 0.263E-0� 0.095 11 0.018 99.755 0.245 0.245E-0� 0.099 14 0.023 99.778 0.222 0.222E-02 0.104 10 0.016 99.795 0.205 0.205E-02 0.108 14 0.023 99.817 0.183 0.183E-02 0.113 15 0.024 99.842 0.158 0.158E-02 0.118 17 0.028 99.870 0.130 0.130E-02 0.122 15 0.024 99.894 0. 106 0.106E-02 0.127 10 0.016 99.910 0.090 0.897E-03 0.132 15 0.024 99.935 0.065 0.652E-03 0.136 8 0.013 99.948 0.052 0.522E-03 0.141 5 0.008 99.956 0.049 0.440E-03 0. 145 6 0.010 99.966 0.034 0.342E-03 0. 150 8 0.013 99.979 0.021 0.212E-03 0.155 3 0.005 99.984 0.016 0. 163E-03 0.159 4 0.007 99.990 0.010 0. 978E-04 0.164 3 0.005 99.995 0.005 0.489E-04 Duration Comparison Anaylsis Base File: npredev.tsf New File: nrdout.tsf Cutoff Units: Discharge in CFS -----Fraction of Time----- ---------Check of Tolerance Cutoff Base New $Change Probability Base New �Change 0.053 � 0.75E-02 0.56E-02 -24.9 � 0.75E-02 0.053 0.051 -2.8 0.063 � 0.54E-02 0.45E-02 -16.3 � 0.54E-02 0.063 0.053 -16.2 0.073 � 0.41E-02 0.39E-02 -5.1 I 0.41E-02 0. 073 0.071 -3. 5 0.084 � 0.30E-02 0.30E-02 -1.6 I 0.30E-02 0. 084 0.083 -1.2 0.094 I 0.22E-02 0.24E-02 11.9 � 0.22E-02 0.094 0.101 7. 0 0.104 � 0.16E-02 0.20E-02 27.6 � 0.16E-02 0. 104 0.113 8. 0 r�1 ` ? �' � 0. 115 I 0.11E-02 0.15E-02 31.9 I 0. 11E-02 0. 115 0.121 5.9 0.125 � 0.86E-03 0.98E-03 13.2 � 0.86E-03 0.125 0.128 2.3 0.135 � 0.65E-03 0.54E-03 -17.5 I 0.65E-03 0.135 0.132 -2.4 0.146 � 0.47E-03 0.33E-03 -31.0 I 0.47E-03 0.146 0.140 -4.0 0.156 � 0.24E-03 0.15E-03 -40.0 � 0.24E-03 0.156 0.149 -4. 6 0.166 � 0.15E-03 O.00E+00 -100.0 � 0.15E-03 0.166 0.157 -5.8 �_N r G. p k 0.177 � 0.82E-04 O.00E+00 -100.0 � 0.82E-04 0. 177 0.161 -8.9 Maximum positive excursion = 0.009 cfs ( 9.2�) � L �SS T/��`lf'/D % D� occurring at 0.098 cfs on the Base Data:npredev.tsf and at 0.107 cfs on the New Data:nrdout.tsf Maximum negative excursion = 0.014 cfs (-20.7�) occurring at 0.067 cfs on the Base Data:npredev.tsf and at 0.053 cfs on the New Data:nrdout.tsf Flow Frequency Analysis Time Series File:nrdout.tsf F�.K 5 Project Location:Sea-Tac J�( �D DU�1' � ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (ft) Period 0.165 2 2/09/O1 20:00 0.610 9.12 1 100.00 0.990 0.050 7 12/28/O1 18:00 0.165 8.81 2 25.00 0.960 ���e 0.122 5 2/28/03 7:00 0.149 7.81 3 10.00 0.900 0.045 8 8/26/04 6:00 0.131 6.91 4 5.00 0.800 0. 087 6 1/OS/OS 15:00 0.122 6.48 5 3.00 0.667 Z_yQ 0. 131 4 1/18/06 22:00 0.087 5.21 6 2.00 0.500 0.149 3 11/24/06 7:00 0.050 4.15 7 1.30 0.231 0.610 1 1/09/08 9:00 0.045 3.46 8 1.10 0.091 Computed Peaks 0.462 9.09 50.00 0.980 C pvvl ��� E- Z � fD `�I�'f� �'G 1�Gf> �-� ; .� �p or.�T- N P�2�D5V ; �-�/!Z _ p�08'? GFS p , It7SGF5 Ok ' �-�I� _ (�, I�l°) G�FS D � l S 3 G�S d K I �� - 2 3 SOUTH SUB-BASIN PEAKS Flow Frequency Analysis S Ou J l� Time Series File:spredev.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 p� _��6�g2 0.032 5 2/09/O1 2:00 0.067 1 100.00 0. 990 � 0.023 7 1/05/02 16:00 0.037 2 25.00 0.960 0.037 2 2/27/03 7:00 0.035 3 10.00 0.900 0.021 8 8/26/04 2:00 0.034 4 5.00 0.800 0.026 6 10/28/04 16:00 0. 032 5 3.00 0.667 Z_yF�� 0.035 3 1/18/06 16:00 0. 026 6 2.00 0.500 �---- 0.034 4 11/24/06 3:00 0.023 7 1.30 0.231 0.067 1 1/09/08 6:00 0.021 8 1. 10 0.091 Computed Peaks 0. 057 50.00 0.980 - 5� -��E142 Flow Frequency Analysis ��2 " Zy1�= � O ZL J (7. 0/3 Time Series File:sdev.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 0.061 6 2/09/O1 2:00 0.123 1 100.00 0.990 0.050 8 1/OS/02 16:00 0.079 2 25.00 0.960 0.073 3 2/27/03 7:00 0.073 3 10.00 0.900 0. 054 7 8/26/04 2:00 0.066 4 5.00 0.800 0.066 4 10/28/04 16:00 0.064 5 3.00 0.667 0. 064 5 1/18/06 16:00 0.061 6 2.00 0.500 0.079 2 10/26/06 0:00 0.054 7 1.30 0.231 0.123 1 1/09/08 6:00 0.050 8 1.10 0.091 ; Computed Peaks 0. 108 50.00 0.980 ' -- r � ��� i l:" l:. �,i + .- '� ' L- r- �" /IL J�2E AEV - S��lo Z yQ) ,DY� <CNToFFs - � � (, ds7 _ ,0,3 � / - /( 3 � _ , DJ / 7 ��'� T�_ ,- ; r ; � � �;_ , _ �IZ -z v� _ . v i 3 �;� _ �`f� PARKSIDE PLAT Retention/Detention Facility Type of Facility: Detention Tank Tank Diameter: 8.00 ft Tank Length: 70. ft Effective Storage Depth: 4.00 ft Stage 0 Elevation: 286.00 ft Storage Volume: 1759. cu. ft Riser Head: 4.05 ft Riser Diameter: 12.00 inches Number of orifices: 2 Full Head Pipe Orifice # Height Diameter Discharqe Diameter (ft) {in) (CFS) tin) 1 0.00 0.60 0.020 2 2.10 ��). 64 ��. ��le 4 . � Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation (ft) (ft} (cu. fty {ac-ft) (cfs) (cfs) , 0.00 286.00 0. 0.000 0.000 0.00 0.01 286.01 0. 0.000 0.001 O.OG 0.02 286.02 0. 0.000 0.001 0.00 0.03 286.03 0. 0.000 0.002 0.00 0.04 2B6.04 0. 0.000 0.002 O.00: 0.05 286.05 0. 0.000 0.002 0.0� 0.15 286.15 56. 0. 001 0.004 O.00 0.25 286.25 112. 0.003 0.005 O.00 0.35 286.35 168. 0.004 0.006 O. OL 0.45 286.45 224. 0.005 0.007 0.0=: 0.55 286.55 279. 0.006 0.007 0.0= 0.65 286.65 335. 0.008 0.008 0.0=. 0.75 286.75 390. 0.009 0.008 0.00 0.85 286.85 445. 0.010 0.009 0.00 0.95 286.95 500. 0.011 0.010 0. 00 1.05 287.05 554. 0.013 0.010 0.0,`_� 1.15 287.15 608. 0.014 0.010 O.00i 1.25 287.25 662. 0.015 0.011 O.UO 1.35 287.35 715. 0.016 0.011 O.00� 1.45 287.45 768. 0.018 0.012 O.00 1.55 287.55 820. 0.019 0.012 O.00 1.65 287.65 872. 0.020 0.013 0.0�" 1.75 287.75 923. 0.021 0.013 O.G�� 1.85 287.85 973. 0.022 0.013 0.00 1.95 287.95 1023. 0.023 0.014 O.OG 2.05 288.05 1071. 0.025 0.014 O.OG 2.10 288. 10 1096. 0.025 0.019 0.00 2.11 288. 11 1100. 0.025 0.014 0.00 2.12 288.12 1105. 0.025 0.015 0.00 2.13 288.13 1110. 0.025 0.016 O. OG 2.14 268.14 1115. 0.026 0.017 0.00 2.15 288.15 1120. 0.026 0.017 O. OU 2.25 288.25 1167. 0.027 0.019 0.00 2.35 288.35 1213. 0.028 0.021 0.00 2.45 288.45 1258. 0.029 0.022 0.00 2.55 288.55 1303. 0.030 0.023 0.00 2.65 288.65 1346. 0.031 0.024 0.00 2.75 288.75 1388. 0.032 0.025 0.00 2.85 288.85 1428. 0.033 0.026 0.00 2.95 268.95 1468. 0.034 0.027 0.00 3. 05 289.05 1505. 0.035 0.028 0.00 " cJ^ �� 3.15 289. 15 1542. 0. 035 0. 029 0.00 3.25 289.25 1576. 0.036 0.030 0.00 3.35 289.35 1609. 0.037 0. 030 0.00 3.45 289.45 1639. 0.038 0.031 0.00 3.55 289.55 1668. 0.038 0.032 0.00 3.65 289.65 1694. 0.039 0.033 0.00 3.75 289.75 1716. 0.039 0.033 0.00 3.85 289.85 1736. 0.040 0.034 0.00 3.95 289.95 1751. 0.040 0.035 0.00 4.05 290.05 1759. 0.040 0.035 0.00 4.15 290.15 1759. 0.040 0.344 0.00 4.25 290.25 1759. 0.040 0.908 0.00 4.35 290.35 1759. 0.040 1.640 0.00 4.95 290.45 1759. 0.040 2.430 0.00 4.55 290.55 1759. 0.040 2.710 0.00 4.65 290.65 1759. 0.040 2.970 0.00 4.75 290.75 1759. 0.040 3.200 0. 00 4.85 290.85 1759. 0.040 3.420 0.00 4.95 290.95 1759. 0.040 3.630 0.00 5.05 291.05 1759. 0.040 3.820 0.00 5.15 291. 15 1759. 0.040 4.010 0.00 5.25 291.25 1759. 0.040 4.190 0.00 5.35 291.35 1759. 0.040 4.350 0.00 5.45 291.45 1759. 0.040 4.520 0.00 5.55 291.55 1759. 0.040 4.680 0.00 5.65 291.65 1759. 0.040 4.830 0.00 5.75 291.75 1759. 0.040 4.980 0.00 5.85 291.85 1759. 0.040 5.120 0.00 5.95 291.95 1759. 0.040 5.260 0.00 6.05 292.05 1759. 0.040 5.390 0.00 �yd InfZow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft) � 0.12 0.07 0.11 4.07 290.07 1759. 0.040 2 0.08 ******* 0.03 3.68 289.68 1700. 0.039 ! 3 0.06 ******* 0.03 3.35 289.35 1609. 0.037 4 0.06 ******* 0.03 3.67 289.67 1698. 0.039 5 0.07 ******* 0.02 2.74 288.74 1383. 0.032 I 6 0.07 ******* 0.01 2.12 288.12 1105. 0.025 '� ? 0. 05 ******* 0.01 1.21 287.21 641. 0.015 o =5 _ . ��_. i���. 'il �. _ . _�- . _�� �i:3. i�. G_4 R.�a�e Time �eries through Facility �I =nflow Time Series File:sdev.tsf ! Ca�flow Time Series File:SRDOUT I �r,flow/Outflow Analysis =eak Inflow Discharge: 0.122 CFS at 6:00 on Jan 9 in Year 8 Feak Outflow Discharge: 0.107 CFS at 9:00 on Jan 9 in Year 8 Peak Reservoir Stage: 4.07 Ft Peak Reservoir Elev: 290.07 Ft Feak Reservoir Storage: 1759. Cu-Ft . 0.040 Ac-Ft Flow Duration from Time Series File:srdout.tsf Cutoff Count Frequency CDF Exceedence Probability CFS $ $ $ 7.000 46968 76.595 76.595 23.405 0.234E+00 0. 001 2647 4.317 80.912 19.088 0. 191E+00 0.002 1902 3.102 84.013 15.987 0.160E+00 0.003 2450 3.995 88.009 11.991 0.120E+00 0.004 1518 2.476 90.484 9.516 0.952E-01 0.005 1760 2.870 93.355 6. 645 0.665E-01 ,� - 2 � 0.006 1074 1.751 95.106 4.894 0.489E-01 0.007 778 1.269 96.375 3.625 0.363E-01 0.008 840 1.370 97.745 2.255 0.226E-01 0.009 493 0.804 98.549 1.451 0. 145E-01 0.009 147 0.240 98.788 1.212 0.121E-01 0.010 302 0.492 99.281 0.719 0.719E-02 0.011 84 0.137 99.418 0.582 0.582E-02 G. 012 79 0.129 99.547 0.453 0.453E-02 �. 013 95 0. 155 99.702 0.298 0.298E-02 0.014 27 0. 044 99.746 0.254 0.254E-02 0. 015 54 0.088 99.834 0.166 0.166E-02 0.016 1 0.002 99.835 0. 165 0.165E-02 ��. 017 2 0.003 99.839 0. 161 0.161E-02 0.018 10 0.016 99.855 0. 145 0.145E-02 ,�. 018 11 0.018 99.873 0.127 0.127E-02 J.019 4 0.007 99.879 0.121 0.121E-02 0.020 4 0.007 99.886 0.114 0. 114E-02 0.021 7 0.011 99.897 0.103 0.103E-02 0. 022 7 0.011 99.909 0.091 0.913E-03 0. 023 3 0.005 99.914 0.086 0.864E-03 0.024 6 0.010 99.923 0.077 0.766E-03 J.025 8 0.013 99.936 0.064 0.636E-03 0.026 4 0.007 99.943 0.057 0.571E-03 0.027 6 0.010 99.953 0.047 0.473E-03 �J. 027 4 0.007 99.959 0.041 �.408E-03 ��.028 6 0.010 99.969 0.031 0.310E-03 J.029 2 0.003 99.972 0.028 0.277E-03 0.030 7 0.011 99.984 0.016 0. 163E-03 0. 031 1 0.002 99.985 0.015 0.147E-03 �.032 3 0.005 99.990 0.010 0.978E-04 Du-ation Comparison Anaylsis Base File: spredev.tsf New File: srdout.tsf �utcff Units: Discharge in CFS -----Fraction of Time----- --------Check of Tolerance------- � Cutoff Base New �Change Probability Base New �Change I� �i.019 I 0.33E-02 0.26E-02 -22.7 � 0.33E-02 0. 014 0.013 -6.7 �.016 � 0.23E-02 0.16E-02 -29.4 I 0.23E-02 0.016 0.014 -11.6 0.018 � 0.18E-02 0.14E-02 -19.4 � 0.18E-02 0.018 0.014 -18.3 =i.020 I 0.14E-02 0.12E-02 -10.8 � 0.14E-02 0.020 0.018 -7.2 i.021 l 0.11E-02 0.10E-02 -7.4 I 0.11E-02 0.021 0.020 -4.2 �.023 � 0.85E-03 0.82E-03 -3.8 � 0. 85E-03 0.023 0.023 -0.2 0.025 � 0.57E-03 0.59E-03 2.9 � 0.57E-03 0.025 0.026 4.1 0.027 � 0.38E-03 0.96E-03 21.7 I 0.38E-03 0. 027 0.028 3. 6 v. 029 I 0.29E-03 0.31E-03 5.6 � 0.29E-03 0.029 0.029 1.2 0.031 � 0.16E-03 0.16E-03 0.0 � 0.16E-03 0.031 0.031 0.0 0.032 � 0.98E-04 0.65E-04 -33.3 � 0.98E-04 0.032 0.032 -0.9 �3.034 � 0.49E-04 O.00E+00 -100.0 � 0.49E-04 0.034 0.033 -3.9 P�iaximum positive excursion = 0.001 cfs { 4.6�) - L F SS T1-iA�N *�� `��� I �ccurring at 0.027 cfs on the Base Data:spredev.tsf p K. ' and at 0.028 cfs on the New Data:srdout.tsf Maximum negative excursion = 0.004 cfs (-20.4�} i cccurring at 0.018 cfs on the Base Data:spredev.tsf ' and at 0.014 cfs on the New Data:srdout.tsf �� - 27 I � 290.00 UV� STORAGE 4.00' 29J2 CF/FT ` i , � � 286.00' g ' �N) D 3.50 µ�ETppp� 23.82 CF/FT 6" SED 8' DlA = 96" DlA �-� - � PROJECT: PARKSIDE PLAT (NORTH} WATER QUALITY CALCULATION WET POOL SIZED PER SECTION 6.4.1.1, PAGE 6�8, KCSWDM Vr = (0.9Ai + 0.25Atg + 0.1 Atf+ 0.01 Ao) X (R/12) Vr = volume of runoff from mean annual storm Ai = area of impervious Atf = area of till grass Atf = area of till forest Ao = area of outwash R = rainfall from mean annual storm(fig. 6.4.1.A) f = volume factor Ai = 74415 SF Atg = 33155 SF Atf = 0 S F Ao = 0 SF R = 0.47 VOLUME FACTOR 3 Vr = {0.9Ai + 0.25Atg + 0.1Atf + 0.01Ao) X (R/12) Vr = 2947.8 C.F. Vb = 3(Vr) Vb = 8843.3 C.F. �� `,�� �t �.i �� �3� X `13•5� = Z7yD SF , �, iz�e ar� ��E � ���rN 8' 8�13 c ��z7yvsF = 3. Z3 � � s� 3� Zs ' 1��N, P�. - Z9 - � PROJECT: PARKSIDE PLAT(SOUTH) WATER QUALITY CALCULATION WET POOL SIZED PER SECTION 6.4.1.1, PAGE 6�8, KCSWDM Vr = (0.9Ai + 0.25Atg + 0.1Atf+ 0.01Ao) X (R/12) Vr = volume of runoff from mean annual storm Ai = area of impervious Atf = area of till grass Atf = area of till forest Ao = area of outwash R = rainfall from mean annual storm(fig. 6.4.1.A) f= volume factor Ai = 4750 SF Atg = 9220 S F Atf = 0 SF Ao = 0 SF R = 0.47 VOLUME FACTOR 3 Vr = (0.9Ai + 0.25Atg + 0.1Atf+ 0.01Ao) X (R/12) Vr = 257.7 C.F. Vb = 3(Vr) Vb = 773.2 C.F. .�� �C 'V.r ET Pvv� �owE � �{, v0 t�F B� P�I�E � 'F S S T�y � � J� oNt c�" = z3 � � �F/�r v V�.�, vh �. F�V �►`- �� L E F�7 2 7D� D F �"� I�l ��E = 7 D ?C Z3 . �2 = I (� �7 GF' ? Z73 D k. S u�e ��a-�<_ �z�,q �; v,s Q �c�Y. g-'� 7��_ �(�v 3F i�� — � D . ' SECTION III FIGURE III-2. RAINFAII REGIONS AND SCALE FACTORS ST 1.0/ ST 1.1 ST 1.0 LA 0.8 LA 0.9 LA 1.0 LA 1.2 „� y�aM" ` �NONOMi�N COUNTV � � �t�R[ OlrnRl M ■Iw0 COUNTY '" �ti 5i --J��-� t " _ ► � � , ��l, I _ � �, �`E, e ��J� �1 7 - f r•-- � �"'. =-- `�„�,i _t �F o .. . � �� � ' ." 1� � b •�ta i J �� �.+'-�RE OND . 1 1 � I � ^� ' (e � � a J� IA.� " (___' .Yf�.� I f \ . . I �� !—_ � ^ � q ( � ca�"u� �_ � , 1 i � ELIEWE�. s .'!Ilfa!! � j I � � � � e� � .� r uwc . � .� � _ �� rwr � . � YEIIGE� 4 ./. . � �ur�o �. —'C'^ I S {�\ _ �.� ,r � n . . � . . �.pr `�.a Z �o � � 't�� ` � � ��p ��ir�ocuuw�,, S � r 5�' �„ �^ '.� + '� ,..+L t' ,,,,.,� i � .�.,w 1 _�, o� � � ' ^�� * ��� ��? � . � 1�� .i', p �'L,> �uein� ��. rw ui` � � 1 . � . i .�. ���. : .j 'L id r I . . . ��nKP �r�8 7AC � �mnwiw � a LANDSBURG . . � :lJ� ` :.h, avrE "I 4 I•Ir�� � . �_. ��.:�� � �• � �?' N y O� •wi 7 ' . RtMf��� I � J �� s�� . fy�!( -. ,f .. •� � _ _R, INa�UM . SOYIId -Q` .. :..� � .� K�� y�-<-.' ' �' r� .s'"� �_1 �� � ! ? �� � 1 ' 4 }fi. T/`��' — `�.�". � �WWIM� d� K. � f � ST 1.1 ""` � � %�`Q, t � , ,�_ . `� c r� ►" K�ho��cour�Tr IIEIICE COUNTY ST 1.0 � . s �__ �a. Rainfall Regions and LA 0 8 t �� Regional Scale Factors LA 0.9 LA 1.0 LA 1.2 i=.�1 Incorporated Area � ...�� RivedLake ' Major Road III-4 �� KCR7'S User's Gutde December 15. 1995 ;�`� _ � � V. CONVEYANCE SYSTEM ANA�LYSIS AND DESIGN The required capacity of the storm water conveyance is estimated using the KCRTS 15 minute 100-year flow. We intend to use smooth wall �,CPE pipe, commonly designated as N-12 pipe. Note that the 100 yr. peak flow is 2.11 cfs. per KCRTS with 15 minute timesteps. The capacity of a 12" diameter LCPE pipe at s= 1.00%is 4.11 cfs, and at s= 0.50% is 2.93 cfs . Refer to the following calculations sheets. Pg. - 32 87101-SD-RI�:YORT.DOC KCRTS Command CREATE a new Time Series ------------------------ Production of Runoff Time Series Project Location : Sea-Tac Computing 5eries : DEV15.tsf Regional Scale Factor : 1.00 Data Type : Reduced Creating 15-minute Time Series File Loading Time Series File:C:\KC SWDM\KC DATA\STTG15R.rnf . Till Grass 1.19 acres Loading Time Series File:C:\KC SWDM\KC DATA\STEI15R.rnf . Impervious 1.28 acres -------------- Total Area : 2.47 acres Peak Discharge: 2.11 CFS at 6:30 on Jan 9 in Year 8 Storing Time Series File:DEV15.tsf . Time Series Computed KCRTS Command eXit KCRTS Program ----------------- 15 Minute 100-yr Peak =2 . 11 CFS for Conveyance. � . -- , .�.,� � tmp#l.txt Manning Pipe calculator Given Input Data: Shape . . . . . . . . . . . . . . . . . . . . . . . . Circular solving for . . . . . . . . . . . . . . . . . . . . . Flowrate Diameter . . . . . . . . . . . . . . . . . . . . . . . . 12.0000 in Depth . . . . . . . . . . . . . . . . . . . . . . . . . . . 11.3000 in Slope . . . . . . . . . . . . . . . . . . . . . . . . 0.0100 ft 'ft Manning's n . . . . . . . . . . . . . . . . . . . . . 0.0120 Computed Results: Flowrate . . . . . . . . . . . . . . . . . . . . . . . . 4.1515 cfs � = Area . . . . . . . . . . . . . . . . . . . . . . . . . . 0.7854 ft2 wetted�Area . . . . . . . . . . . . . . . . . . . . . 0.7669 ft� wetted Perimeter . . . . . . . . . . . . . . . . 31.8447 i ! Perimeter . . . . . . . . . . . . . . . . . . . . . . . 37.6991 i velocity . . . . . . . . . . . . . . . . . . . . . 5.4131 fp Hydraulic Radius . . . . . . . . . . . . . . . . 3.4681 in Percent Full . . . . . . . . . . . . . . . . . . . . 94.1667 4 Full flow Flowrate . . . . . . . . . . . . . . 3.8597 cfi� Full flow velocity . . . . . . . . . . . . . . 4.9143 fps Page — � y tmp#l.txt Manning Pipe Calculator Given Input Data: Shape . . . . . . . . . . . . . . . . . . . . . . . . Circular Solving for . . . . . . . . . . . . . . . . . . . . . Flowrate Diameter . . . . . . . . . . . . . . . . . . . . . . . . 12.0000 in slope . . . . . . . . . . . . . . . . . . . . . . . . . . . O100�0�ft/ft — �_ �` � Dlo Manning's n . . . . . . . . . . . . . . . . . . . . . 0.0120 Computed Resul ts: (�� �� _ � �� D K �I Flowrate . . . . . . . . . . . . . . . . . . . . . . . . 2.9326 cfs d Area . . . . . . . . . . . . . . . . . . . . . . . . 0.7854 ft2 wetted�Area . . . . . . . . . . . . . . . . . . . . . 0.7707 ft2 wetted Perimeter . . . . . . . . . . . . . . . . 32.2868 in Perimeter . . . . . . . . . . . . . . . . . . . . . . . 37.6991 in Velocity . . . . . . . . . . . . . . . . . . . . 3.8050 fps Hydraulic�Radius . . . . . . . . . . . . . . . . 3.4374 in Percent Full . . . . . . . . . . . . . . . . . . . 95.0000 % Full flow Flowrate . . . . . . . . . . . . . . 2.7292 cfs Full flow velocity . . . . . . . . . . . . . . 3.4750 fps Critical Information Critical depth . . . . . . . . . . . . . . . . . . 10.1533 in Critical slope . . . . . . . . . . . . . . . . . 0.0069 ft/ft critical velocity . . . . . . . . . . . . . . . 4.8755 fps Critical area . . . . . . . . . . . . . . . . . . 0.7388 ft2 Critical perimeter . . . . . . . . . . . . . 27.1562 in Critical hydraulic radius . . . . . . . 3.9177 in Critical top width . . . . . . . . . . . . . . 12.0000 in specific energy . . . . . . . . . . . . . . . . . 1.2339 ft Minimum energy . . . . . . . . . . . . . . . . . . 1.2692 ft Froude number . . . . . . . . . . . . . . . . . . . 0.8209 Flow condition . . . . . . . . . . . . . . . . . . subcritical Page — � �j� . V. SPECIAL REPORTS AND STUDIES RESIDENTIAL STREETS LIGHTINGS Pg. - 36 87101-Sll-I2EPORT.D(� RESIDENTIAL STREETS LIGHTINGS FOR PARKSIDE SUBDIVISION GENERAL INFORMATION: CONDUCTOR STREET CIRCUIT USE-RHH(XLP) PHOTO CELL CIRCUIT THHN CONUCTOR INSULATION 600 VOLTS SERVICE CONTRACTOR CABINET 120/240 VOLTS 3-WIRE SERVICE PHOTO CELL CONTROL 240 VOLTS 2-WIRE POLE MOUNTING HEIGHT 25 FEET LAMP VOLTAGE 100 WATTS UNIFORMITY RATIO 0.2 FOOT-CANDLE LUMINAIRE GE MODEL Na.J0�250A2 LUMINAIRE SPECIFICATIONS REFER TO ATTACHED SPECIFICATIOINS DETERMINE LAMP AND BALLAST OPERATION CURRENT LINE CURRENT DROP 0.76 AMPS FOR 240 VOLTS TOTAL LINE DROP LAMP AMPS POLES AMP-TOTAL 1 OR 4 0.76 1 OR 4 0.76 DETERMINE VOLTAGE DROP USING AWG WIRE SIZE#10 CIRCUIT NO 1 POLE AMPS WIRE LENGTH RES-OHM CONST. DROP WIRE# 1 OR 2 0.76 2 165 1.06 1000 0.265848 10 TOTAL 0.265848 PERCENTAGE OF VOLTAGE DROP 0.001108 0.11077 % OK IT IS LESS THAN 5% DROP DETERMINE VOLTAGE DROP USING AWG WIRE SIZE #1� CIRCUIT NO 2 =a - �; �, a � r POLE AMPS WIRE LENGTH RES-OHM CONST. DROP WIRE# 0.76 2 0.769 2 45 1.06 1000 0.073363 10 3 0.76 2 325 1.06 1000 0.52364 TOTAL 0.073363 PERCENTAGE OF VOLTAGE DROP 0.000306 0.030568 % OK IT IS LESS THAN 5% DROP ` � , ��r,C�S/�e �/�� ' t GE Li qhting S� stems - Road � a� Spacing Chart M-250A2 CUTO�FF HPS 50-15� PHOTOMETRIC ID : 7285 CALCULATION BASED ON 12�84 LUMENS ROAD WIDTH = �� . 00 MH= 25 . 0� CURB OVERHANG = � . 0� �J4-01 -2�05 2 . Q 11 i i i i i i i i W 1 , 8 - ! - - - ! - - �- - - - �- - - �M - �- - - ! - - -�- - - 1 - - - �� a I I I I I I I I I H U I I I I I I I I I 1 . 6 - -� - - - �- - - -� - - - i- - -� - - - i- - - � - - -�- - - + - - - 9 �- z � i � � � � i � � � � i i i i i i i i i � ��; 1 . 4 - - � - - - r - - -� - - - �- - - -� - - - �- - - � - - -�- - - T - - - Q � , � � � � � � � � � ► c� '—' 1 . 2 - - -���- - �- - - -� - - - �— — 1 - - - �- - - 1 - - -�- - - ! - - - 7 � I I I I I I I I } � � I I I I I I I i I � � 1 , 0 - - -� - - � - - � - - - � - - � - - - �- - - -� - - -�- - - t - - - 6 I I i I I I I I I H J I I I i I I I I - - � J � . 8 - - � - - - � - - � - �� - � - - - �- - - � - - -�- - - � - 5 � � � � � � � i � ~ -� - - - L — 1- - - 1 - - - - � 1 - - - 0 . 6 - - i i T i i i - ��- -i- - - i 4 0 � � i � i � � i � � B . 4 - - � - - �- - - � - - �- - - � - - - �- - - + - - -�- - - t - - - � �, � � � � � � � � � � ; i i i i i i i i i � I - - 0 . � - - i - - - i - - i - - \�� - - � - - - i- - - i - - -i- - - i - 2 � i i i i i i i i i 0 1 100 120 14� 160 1B0 200 2�� 24� 260 28� ��0 S T A G G E R . VII. BASIN AND OTHER COMMUNITY AREAS VIII. OTHER PERMITS IX. EROSION/SEDIMENTATION CONTROL DESIGN The temporary erosion plan will be designed to the requirements of the 1998 King County Surface Water Design Manual. The silt fence and silt trap are placed to help reduce the chances that any construction related silty runoff will leave the site and affect downstream facilities. The amount of cleared area for road and site construction will be similar to the 2-year developed peak, which will produce a peak flow of about 0.41 cfs. From pages D-26 and D-27 of the 1998 Appendix D Erosion and Sediment Control Standards a sediment trap for less than 3 acres development should contain a minimum surface area at 3.5' depth to allow settling of the silt particles. The minimum surface area is to based on the formula; SA=FS (Q2/VS) where FS = Safety Factor= 2.0 Q2 =Peak 2-year developed flow (0.48 CFS) V2 =Particle settling velocity=0.00096 f/s SA=(2} (0.48)/(0.0009b) = 1000 SF. Required 3:1 side slopes � 289.5 0'x26' bottom 290 2' x 3 2' ' 291 8' x 38' � 292 14' x 44' 293 20' x 50' SF at 3.5' deep 1000 SF overflow el. i' 294 26' x 56' top of berm The sediment trap should be constructed on the lower portions of the site. , Pg. —37 ; 87101�D-REPORT.DOC