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HomeMy WebLinkAbout03372 - Technical Information Report � REEDSHAW PLAT � Renfon, Washington � Technical lnformation Report Prepared For: RAY MAWDSLEY`, LEGEN� DEVELOPMENT , LLC. 510 Rainier Avenue S., Seattle, WA 98144 Phone: (206) 391-0647 Fax: (253) 631-4343 Prepared by: Pacific Engineering Design, LLC. 15445 53RD Avenue S., Seattle, WA 98188 Phone: (206) 431-7970 Fax: (206) 388-1648 , CITV OF RENTOh RECEIVED '� �soNG �, FEB 21 2007 �� �F w�s,y��C � �� � BUILOINGDlVISION � a I ; � � ,� %5?5 ;;�,� '<�\r,n ����i O .S,P,,�I S T�R� `�1�NAL 0�/z T,po1 EXPIRES: 2/18/07 January 22, 2007 Pacific Engineering Job No. 06085 �337,2 TABLE OF CONTENTS I. PROJECT OVERVIEW....................................................................... 3 II. OFF-SITE ANALYSIS ........................................................................ 5 III. CORE AND SPECIAL REQUIREMENTS....................................... 12 IV. FLOW CONTROL / WATER QUALITY FACILITY ANALYSIS ANDDESIGN.................................................................................... 14 V. CONVEYANCE SYSTEM ANALYSIS ........................................... 16 VI. EROSION / SEDIMENTATION CONTROL DESIGN ................... 17 I. PROJECT OVERVIEW Site Location and Project Proposal The site of the proposed Reedshaw Residential Subdivision is located in Section ' 4, Township 23 North, Range 5 East, W.M., at 3705 NE Sunset Boulevard on the west side of Redmond Place NE in the Highlands area of Renton. The site (Tax lot # 0423059064) is approximately 2 acres in size. The surrounding properties consist of existing single-family. The proposal is to subdivide the parcel through the platting process into approximately 13 single-family lots ranging from approximately 3,100 square feet to 5,200 square feet in size. Street , improvements will consist of extending public roadway improvements (TRACT E) from Redmond Place NE into the plat, terminating in a cul-de-sac. The proposed right-of-way will be 42-feet wide with 32-feet of pavement. This road will include curb / gutter/ sidewalk improvements as required by City of Renton. Major utilities (sanitary sewer, water, storm drainage) along with franchised utiiities (power, gas, telephone and cable T.V.), will be extended into the site as necessary to serve this development. There will be a separate tract for a storm I, drainage detention /water quality facility (TRACT D). Utility lines across ! lots/private property will be within easements. Per the R-10 zoning requirements, building height is restricted to 30 feet. Site Use History The site has been used as single family residences lot since 1925. The 3 single family residences on the site were built in 1925, 1946 and 1957. Existing Site Conditions The property is currently owned by RAY MAWDSLEY, LEGEND DEVELOPMENT , LLC.. The site currently has 3 single family residences and some out buildings. The existing topography slopes north. The south 2/3 of the site is between 2% and 6% and the north 1/3 between 6% and 10% with some portions approaching 12%. On-site soils have been classified by the Soil Conservation Service as Alderwood series (AgC). There is a 100 fest wide power transmission easement (Record number 3350591, and record number 2002103602362) located in the east portion of the site. One power transmission tower is located in the easement. This tower and the overhead power transmission lines in the easement will be remained. There is a gas easement along the west side of Redmond Place east of the site , with a 16" and a 20" gas main inside the easement. A gas stub has been '� prepared for the Reedshaw development. Adjacent Developments in Process There is no adjacent development in process near the site while now, but there were two newly finished developments around the area (The Wood Brier Plat at � the east side of Redmond Place developed in 2003 and the High Pointe Division j, II at the cul-de-sac of Redmond Place developed in 2004). Both of these finro ' subdivision developments have their own detention/water quaiity facilities. Proposed ReedShaw Detention and Water Quality Facility Stormwater runoff from the ReedShaw proposal will be collected in a storm drainage system and routed to a detention/wet vault to be constructed within proposed Tract E in the northwest portion of the site. The combined detention/water quality wet vault will be designed to meet the Levei 2 flow control requirements and comply with the Basic Water Quality menu as specified in the 1998 King County Surface Wafer Design Manual. The outfall from the vault will be discharge to an existing catch basin at Sunset Boulevard which eventually drains to Honey Creek. Reedshaw Plat Legal Description Reedshaw is located in the SE '/4 of Section 4, Township 23 North, Range 5 East, WM, on the west side of Redmond Place NE, south of NE Sunset Boulevard, in Renton, Washington 98059. The site is located directly north of the High Pointe Division II residential subdivision, and west of the Wood Briere residential subdivision. Address: 3705 NE Sunset Boulevard Renton, WA 98059 Legal Description: THAT PORTION OF THE WEST 470 FEET OF THE SOUTHEAST QUARTER OF THE SOUTHEAST QUARTER OF SECTION 4, TOWNSHIP 23 NORTH, RANGE 5 EAST, IN KING � COUNTY, WASHINGTON, LYING WEST OF THE CENTERLINE OF THE RELOCATED DIABLO-SEATTLE TRANSMISSION CENTERLINE RIGHT-OF-WAY; EXCEPT THEREFROM THE SOUTH 470 FEET AND ALSO EXCEPTING THAT PORTION LYING NORTH OF THE SOUTH L1NE OF PRIMARY STATE HIGHWAY NO. 2 (RENTON- ISSAQUAH ROAD); ALSO EXCEPT THAT PORTION CONVEYED TO THE STATE OF WASHINGTON BY DEED RECOREDED UNDER RECORDING � NO. 7107300165. 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Planimetric 2 M�ies detail obtained from USGS 7�minute seri2s maps. 10000 Feet Polyconic projection. 1927 North American datum. 10,000-foot gr�d based on Washington coordinate system, north zone. ��i'�� ��� , � ;� �����'�'��.�, ' .�'�, �HEET NO. 5 II. OFF-SITE ANALYSIS Upstream Tributary Area Off-site storm water does not currently enter the site and is not anticipated to do so in the future. There are some new housing developments at the east side of Redmond Place NE (Wood Brier Plat, developed in 2003) and at the south side of the Reedshaw site at the cul-de-sac of Redmond Place NE (High Pointe Division II, developed in 2004). These new developments have their drainage system that drains to the Redmond Place NE storm drain system which drains to NE Sunset Boulevard drainage system that drains to Honey Creek near the intersection of Union Avenue NE. Downstream Analysis On April 8, 2005, Pacific Engineering conducted a site visit of the Reedshaw site's downstream drainage corridor beginning at a catch basin at NE Sunset Boulevard. This catch basin is located approximately 180 feet west of the Redmond Place NE intersection at the south side of NE Sunset Boulevard. The outfall from the Reedshaw site will be connected to this catch basin. The weather was sunny during the visit after raining for a few days. � Started from the catch basin (CB 8, G7-3 in sheet D5 of City of Renton Storm Drainage System Map) mentioned above, there is a 12" storm drains to the catch basin from the west and an 18" storm drains out from the catch basin to the north, the catch basin is about 6.6 feet deep from rim to the invert of the 18" storm. The 18" storm (approximately 60 LF.) drains to a catch basin (CB 8, G7- 7) at the north side of NE Sunset Boulevard, and then drains to another catch basin near Honey Creek (CB 8, G7-10, approximately 140 LF.) and then drains to Honey Creek (approximately 50 LF.). The 18" outfall to Honey Creek has a trash rack. � e= »�;�s�,. � �' �" _ �� �� �,�� � 1 ,� � � �- � _�, �+� _ 'k � �� `#" 4xi� =����� '�✓ . �..kj,� � ,.. 4�. . . 'n � .. ... ,_ . �Y . s�,;�z .. .a � ' � F� � � � �iy��q�q �I .�� � �"x`3�� ��., � � g� , 11��� � r, �.�: , ��.�' �,�, ��-r � �; � �� ;�`� ` .�� �`�'�`�m ! :�. :'�'i s�ssT�`��"v. ,�� �4�t: ��, _ r. x � �. ,�:r�€,��� , �K����� .� , � � � `{:::� , �`� t! �.��7��d �,:...nS � ��='h"�'�'s°._`3+' ..... .. . . . .:.-. F` �,X. 1 g" SIOI�TTl LO Honey Creek Proposed 12" Storm outfall from ReedShaw Catch basin (CB 8, G7-3) at Sunset Boulevard $, 4 . ��;�.�, - � ,. .� 71��� .Y f :M.#� '�k,. � `i �. �� .q �'r�6�1 �^s' -. x iNt ��ac � k'�} �.- t s r : �� -'�:, .�� ic , �+��� 7'q Y " . `�. a' ^ �'�. . a''� �3.4 �_..-� �n- ���� ,� ��*�� � ,/�� �;- � �' � � �'�rr c �> �� ±.�,. �����:5 �, .�; -��:.�_ � -.. ti k -�x Gravel Trail v ����p_, E� �� :.,. �-� � ��` � ��, � -� Honc� Crcek �. �, � „�,�"�i �, � �y:� ��H�� � -=�. '�s..r_ �, ,.'Th . �'iG"C°�'��`" )S.CI �t �3' �.�" - 1N,c yy„_ ^ �`` .q�_� �� " 3 ^+M{ : �.�.±� �''�E; . k.¢ 3�r ���t�.i.�� '�}�t8 F . . '.Rl._ 5 _a�} F'' . r .. � . � . ��� Ot�' � ..'�,�'�,� Y' ���„ .+ ;�j � � w-��'�a 'p � "�;�� � V�� 'i �T 'g.- _ '.a._ �,. ��{ ��� S xY . � � ����' : �� � ?f.n 7% � � � g X � �5:�. � f ::� . ? �f.".`t° �J ,;Y,�y, �� S� . ,..P' � s�f�'J i ,�3c �'r�.� �',�" ;�� �' .�P . .. --. „-..�.� '1. . :.s �.,r.,��. . View of Honey Creek from top of slope near CB 8. G7-7 ���,�� � �, I� I� �.�: �� ��`��-N�y 1°���';�� '-a�� 1 ' ��� �� Gravel Trail ' , x;.� c Honev Creek ��' - "� �. �E.; r1 l�., � 'i �''� �� EX. 18" StOrin ' ' � s'� .�:. . �t� _, '�'y r . � ��3�' �`. � >$ 'k-� � �' � .�l�#`�;�L i� ' � �.. r "- -��_ .? �'� �� `.,: 6 � S U I l 5�'T E3�V(�. '�E. '� '"�=� `�� .:,,,_ ,�--- -- � �` e";` � �; f' , a �� :.a e�_ �. ' '�''' !' i�},f j ,�;. � K �.t r # � ��Y . f...�. . ... .1 .. .. .- .... .s< _ ? � � i ' �I T E ��:,- 'K�dmond - � i� '°� ... ��� :" Pl. NE. � s� ■ I y .� rty M1 'S'« g� aa�� � �� ` �.+f2-w�i .. . y- �` .� . .. � ..�. .. . � Aerial photo of Honey Creek near project site The 18" outfall is about 30 feet below NE Sunset Boulevard. Side slope from NE Sunset Boulevard down to the Creek is about 40%. There is a gravel trail running parallel with the Creek at the north side of the Creek. The bottom of the Creek is about 8 to 10 feet wide, longitudinal slope of the Creek is about 8% to 15%, average side slope of the Creek is about 2:1, the bottom of the Creek is protected by riprap and gravels, at place where side slope is steeper than 2:1, the slope is protected by rockery, averaqe depth of the Creek (from the trail to the bottom of the Creek) is about 5 feet. The cross sections of the Creek are identical from this 18" out fall to the 0.25 mile downstream point. The 0.25 mile downstream point locates at somewhere below the NE 17�h Place, there is an 18" storm outfall with trash rack from NE 17th Place to the Creek near the 0.25 mile downstream point. 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Y �t V 1 ��� '{x���.� r S � 3 � ''��; � �.� � ��� ���.�+ 7`_� ... . �"s _a. ���#' 't„��� t � i �t , `' �': � � �# � � � � 't �� `'��� l r Jnc •��Y• t ��-� } �� dz� ,.il �,�� ���-- � c H �� �� f� �} ���� � � � { .� P# � � � � A� �� �r� �". t�� r #����1 � P �;r 4 a �,�� "g� 't'���y� ',�.�i� � � r � � � t r {:, �� � i -`>% $� .�f' � Ss#�a�"`-EF�,sNy ., a �-r k a k' 3 .�t � ""f �-� �� �� ,t G�� ro`r�r`�s '�''t� � 3+t-�4 ,�`����'�'{ r �S. ` ar...� ����� ';, ,� � �� ��f{��+��a,�''- ,� ��'��,� � r .i��-�*�o-�,�} � .� d� `{� �.s� ��`�� �j �"" 'i � � ��.�.. � ��� '' �� �x �� ��t �`� � � �� py � {�� gv� :..� � �i : ��� � � � ���E� £�. �` $yt '�( '" r � A L, � n'. r,' t +�tx�` &�;. t�# ��" 77 S �i� i Y} . .,1 �'ti��, � u`•��i :t��4l� & $ � id �t �j T�' � A r ���-., '���>� �r �{�w� �� k'��`yt� �:��� �i ..�, �.f? y � ,.� �Y�,,,3° , .�� r � � ��'� 4�� . �`.P�'$;' -3 �� �`�#���W'r.�.� "�� a �"2 }� --a� :� � „p:� �'.t. �`s'., x ?-t� ,. ' ,�az. �. ����t ��u p� .��`' { ��' t�p a��� �y d#+� .. -'-��`'�y�y., '�.�`� �:�3�� . . i� `e3 � .... �s 5 f s� .�. Nj'4�{t�3' "^ 3� �.y�� �q . �t �" sts:'. . 'c�•` � k '�`p 'J .�P� �'Ya.`'IIt,i_jg` ,l6 '9 ' i �� Z aw R � ; �' ^Ci T .� d '` �j e�?" �` �,�, �-. 7�^� � .?�„ ;y,�fi �+�#�.�w- 1 �> �"}�'� �' l "� m # ` r � t �u. � g�i x "iL '�s„��as�: �` -r m -��:. � _ �;�c� x � �•. r��/ ���, .�a.;t.s'� Z+a.��. ..�d��' �..�.'_. } ��:� �� . �.':�k...y ;.S•..^�e4��'�. View of Honey Creek upstream of a.bridge at NE 27`� Street At approximately 1200 feet down stream from the bridge, Honey Creek cross under NE 27th Street through an arch pipe, from that point on the Creek runs along a valley between NE 27�' Street and 120`h Place SE until it joins with May Creek. The longitudinal slope of the Creek become steeper and the bottom of the Creek become wider as the Creek runs downstream. 4 �',. ��'�� ,�..s-.,�. , �r _ F�.�, t r'"� , ;�� � ;� � � ��;�-"�''�'`�� ' ' '_ ���' ���� _ � ����`w- �,�-� �5' '", :: , �. - }�r v� ''� a��I � � `"����'�f� � '� ��� j��� � ��; �.sr+�,��s��,-` �a� `.�rs-� � 4 ��-�`��,�-� �r, }.; ,�,,;� � - `� t rr�� �' ��i� � �� .��� _��w� �,- ,r, ., � ��t ; : !I ��?� t �w':�.. r ' .5 c �i_, t i;:.�, y �`'�- ~:} .� ;!� 1� 1'� 4�`� ^S� .*?as�,' `�,� " ��,gA c � 'y�$a �� i' �-.,��Sc .�� � � . � d LL '� ' / � .<< q � -� �� � i ��,� � . Q��ti -i.. 'i'r ry'y� k*.. y hti ���',. X '� ��r� x.. � `����;' � _ ✓� S r � :�,�r,�'" -t .ti�J �`:. w��;��� � t.r'�•'�� Ei:: , r ,.-�a �:-t �s r�� { �-+5,.+�:,�t,�'l a� ' .j :>Y . � �.' .r� +!" ,-*'4. °* �.. w' -. . _ . h � . ������+!�i � , ;��y(`� , -� �� a`r ����� �. � :_ �,�. "—�`�,y— S,� '7'�^ � i` � � �s �_i�� M �_ 'Y�'�.� . *t jY r a Y. S�, .. .....�,y�„ 'S3'��y�..��Y��' "i..y"� _:_�' .��"�-, � �� y�,;c,.� �`'�Sa�G ����`*y �'� :""T���''='3;YR` � � �* _,��.�` � . ��,�,..���'l.��,' ¢'a�t M...�xr--.��''a��.���:,a:'=+f .':"��- �,�=p�=�J.,C Yt�. � View of Honey Creek downstream of a bridge at NE 27 Street �� = ���-��}.�- i��''III�I��- ' ��� � .: .. , � � , } ,� �� � ���° � T � ��� �,�.g�� .� � �,,_ . � :� 120`�Place SE i �� ;;�` � .�s. ��� �'� r �� � � .:�. »„�: :.3 �, f.� :sz � ����� �� "� 4�4�1. � �.+" - .�� � �� ` T� � . � � � + ' � : '� '� E ��4 ��, :a *��i ��� � +�i;. , � .� � � �� � ��+� �a�. . �� �7� �tCtf'I � �s`�,� � � ;���'� •� 's-`' ;�;�� .� �` �'�-�� � k r ' �:. � Arch Culvert ,� � :x � � y< � � � ��� ��: unc�cr hrid��c .-� � �#'"� ��' `� }`�, �.�� � &`o � . � `� �. :; `; ' �.' i � ,��-�� ��� ��� '� ��� � �� '� .�.� � � l l�neti �,_, ,> � � "�` a� ���' � Creek �' � r.���, q3��� � �� �1—�-�—��i {� - M1r4 3° . � �{ LY r # '�$'a}. iK •�� '�p' � . � • ..�Fs �� � a� �:� �� ��� %��: � � �e ��'. � f,,,,�' � < * .,z ;;;, � �u � � ,� �: � r�= .`�£� r',, " .' � �'s ��� R��� s � >>.. ._ .. . . .. � �lerial photo of Honey Creek at NE 27�' Street � '� �"sn � .. -s 3 ...- t` a �•�� ���• �� # ���� ��.r..� �� ` _ '�� �i��, �` �` � � � �� �;� � a �_� '�. � �'&�'�`� v` ` r R � qe �"" ��a l r w�5. �� - ayp,: � i ' . r "7�� �.s}��� � j �'`� � yt �w s.�- �`'i �,,tp P� r�5. — ' �a_�i 1� '�+ ` � ,. a. 'r�J� �. . f,�,z� ., ih '� ` ,�'�Sh� �1:� � ;��'� � u� �� Ak �� ''i.� � ��,�� �y � � � ���„� � r� _.s <�'� ��� � ti} �S' �-� � e . � "�4 9� .. ,r� t' �, �° �:.. �� P� � � � � � �� ��_.� � � � ,. � �� ,� ,�� � � � �`' _� ; �� . . . � -{�A.._ '� � � ��v[ll;Y L CC�.� �` .,,. ,� .e `�..'�< � '�r .P _.y� . • :j����;� k S. �. . a - �✓..� �-. ' � �„��-� rr_ � . ._ � ` i �� a.,�` ����. ` �� . � �� � , . �' �S � '; ' - - � � �; '�� ._d �"` � _ �+..�r.� _fh._ ��. _�.�.'. ��f..::s� Aerial photo of Honey Creek downstream NE 27 Street at where honey Creek joins May Creek This study ends at NE 27th Street. No channel erosion was evident in the section of Honey Creek studied, yet erosion was found along the shoulder of 120th Place SE, in some places half of the street was collapsed due to erosion and the street was closed for traffic. Given the steep side slopes along the Honey Creek corridor, erosions may happen during heavy storms. Thus Level 2 detention is req��ired for the development of the Re�dshaw site for stream pratection. III. CORE AND SPECIAL REQUIREMENTS SECTION 1.2 OF KCSW 1.2.1 CORE REQUIREMENT #1: Discharge at the Natural Location The proposed project's storm water will be discharged to an existing catch basin at the south side of Sunset Boulevard which drains to Honey Creek. The existing stream corridor of Honey Creek is located in a Landslide and Erosion hazard sensitive area. 1.2.2 CORE REQUIREMENT #2: Off-site Analysis This core requirement has been addressed elsewhere in this preliminary report. Please refer to the Off-Site Analysis Section (Section II). 1.2.3. CORE REQUIREMENT#3: F1ow Control On-site flow control will be provided by an on-site detention vault designed to Level 2 Flow Control using KCRTS analysis, a design that will match flows and durations, effectively preventing severe erosion and sedimentation damage caused by development induced increases in flow-durations. 1.2.4 CORE REQUIREMENT#4: Conveyance System Site runoff will be collected by means of yard drains, catch basins and roof � drains. Collected runoff will be conveyed to the detention facility within pipelines designed to 25-year peak flows and checked for flooding conditions at the 100 year event. 1.2.5 CORE REQUIREMENT #5: Erosion and Sediment Control During construction of the infrastructure for the ReedShaw subdivision, temporary erosion control methods will be implemented to prevent sedimentation and erosion using those methods as outlined in Section 1.2.5.1 of the KCSWDM. Sedimentation control of the construction of roads and utilities will be part of the detention/wet vault function. 1.2.6 CORE REQUIREMENT #6: Maintenance and Operations This requirement will be fulfilled by the property owner until bonds have been released and public drainage system(s) have been conveyed to the City of Renton. 1.2.7 CORE REQUIREMENT #7: Financial Guarantees and Liabilitv Bonds and insurance in accordance with City of Renton requirements will be provided by or at the behest of the owner during site construction and until the drainage facilities in public street rights-of-way have been accepted by the City of Renton for ownership. 1.2.8 CORE REQUIREMENT #8: Water Quality Water quaiity for the project will be provided by means of a wet vault associated with the detention facility designed per Secfion 6.4.2.2 Basic wet vault and Section 6.4.4.2 Combined Detention and Wet vault. SPECIAL REQUIREMENTS - SECTION 1.3 OF KCSWDM 1.3.1 Special Requirement #1: Other Adopted Area Specific Requirements No other area specific requirements are applicable. 1.3.2 Special Requirement #2: Flood Plain / Floodway Delineation Not applicable to this site. 1.3.3 Special Requirement #3: Flood Protection Facilities Not applicable to this site. 1.3.4 Special Requirement #4: Source Controls Not applicable to this project. 1.3.5 Speciat Requirement #5: Oil Control Not applicable to this project. IV. FLOW CONTR�L / WATER QUALITY FACILITY ANALYSIS AND DESIGN IV.1 HYDRAULIC ANALYSIS The drainage analysis used King County Runoff Time Series (KCRTS) software version 4.2. The on-site soils are (AgC) Alderwood Series KCRTS Soil Group , Till. The proposal is located in Sea-Tac rainfall region with a scale factor of 1.0. IV.2 EXISTING CONDITIONS The Site of the proposed ReedShaw Subdivision encompasses approximately 2.25 acres excluding 0.37 acres utility easement, total 1.88 acres. Using the topography map based on field survey of the site, the existing impervious surface (pavement, buildings, decks concrete pads and sidewalks) is approximately 0.16 acre. Approximately 1.71 acre of the site was covered by trees, brushes (assumed till forest) and tiil lawn. IV.3 DEVELOPED CONDITiONS The ReedShaw Subdivision proposed 13 single-family homes. Based on calculations from the preliminary plat map, impervious area for roadway and sidewalk is approximately 0.37 acre. Total lot size of the 13 lots is approximately 1.27 acres, assume that each lot will be approximately 70% impervious, impervious areas in the 13 lots wiil be approximately 0.7 * 1.27 = 0.89 acre. Impervious area on top the proposed detention/wet vault will be approximately 0.08 acre. Total impervious area will be approximately 0.37 + 0.89+0.08 = 1.34 acres. The remaining 1.88 — 1.34 = 0.54 acres is assumed to be tiil lawn. IV.4 DETENTION ROUTING CALCULATIONS The City of Renton requires that Level 2 Flow Control Standard be applied to this project. This standard requires "maintaining the durations of high flows at their predevelopment levels for all flows greater than one-half of the 2-year peak flow up to the 50-year peak flow." Also, the pre-developed peak flow rates for the 2-year and 10-year runoff events are also maintained when applying the Level 2 flow control standard. Using the appropriate release rates, the developed time-series were modeled in a vault with 9.5 feet of water depth for live storage and a bottom of 2304 square feet. A control structure with three orifices was designed to meet the release rates and frequency duration standards. These calculations have been included. Based on our calculation the volume required to meet the Level 2 Flow Control Standard for the site is 21,888 cubic feet (using a 9.5 feet design depth for live storage). IV.S WATER QUALITY VOLUME The basic water quality menu (KCSWDM 6.4.2.1 page 6-80) for a basic wet vault is as follows: Vr = [(0.9)(Ai) + 0.25 (Atg)](R112) Ai = impervious surFace = 1.34 acres Atg = area soil covered with grass = 0.54 acres R = rainfa!! from ,�ear a��nual storm 0.47" Vr = [(0.9)(1.34)(43560) + 0.25(0.54)(43560)](0.47/12) = 2288 c.f. Vb = 3Vr = 3 * 2288 = 6864 c.f. Dead Storage Required = 6864 c.f. Dead Storage Provided = (57.6)(20)(3) + (57.6)(20)(3) = 6912 c.f.>6864 c.f.(o.k.) (First cell) (Second cell) • SECTION 3.2 RUNOFF COMPUTATION AND ANALYSIS NI�THODS �'IGURE 3.2.1.� 25-YEAR 7s1-HOUR ISOPLLJVIALS ' �S - —'� �� -�- � SN NOYI$N LOUNTY 2sti�i�l .-� � . __ i�E- _-- -- —_ -- —_ KINO COUNTY � ` � � ea4: . . , �_ _ ^//f I '~` f �� . . .. •/ � `.V� • ._ .. 2, m ?' � + h � p�. 30 � _� �; ` � , �y � �� o. �a � � � _ - '.+�,,.. _ �` ; - �� :� a � � �� ' -��__I - ti: 3s� .. r� �y� . o I �' � ��.� �..�� r 4�' . ,,.,.:� � � x�a� %, ; � ' . «..�� . 'If�ei: � �y e'. . � r I .. -- .. ' - i'i'��� .F � � .\ ,.� '� _.. � �., " =�-, su i ��,(� � � �;�� -- � ,� � .�. ,^�1 '� _ 5.0 .a; `` r � ;f �, l �S1 � �` � �� ��:: m �_, ,� ,` S. �= lu• � . . �iV+. �V< , _�._ . . ,`` / � ,'�? oA� ��• T�:-' 1_�`--�, \ �• - ��. - ... _ ��1 ' ;y �g�1 Q _ � ,� �, _� . KR� � � j-,� . .."_ � '. i "� «Mt� ' ' '.l / `! � ¢a -= - . �� . ��. - . . ._... . - :,� , .. � .. ., - .. . �o. . . . ._._.� •'" . ._ .- _ , �.� . .r� '� . . � . � . � '�1 �: , n rf � � ' �� : ? '� - .. � m. ro•- i � ' . u � � ' ' ' _ •�:� : . j` .` �_ _, .. ._., � ,... . . , . , . ....... ,. ._ c �. P�i4� �. - - � � � � _ _ \ (1' . , . �.. . in . - ,. . \� �¢ . ..��. �_ �i J/ _ ;',z ^' >a w C r � `\ �r,- � ` _—, , �• , � � ' ` �� � tp � �\ �,���� <, ` .. � � � ; ` ' � ��e�---._�n �Ki_a eouHTr � �i �� PIERCE COVHiY �-' WESTERIV � '��=�:; - ; ' KINC� COUIVI'Y � y� ---- _ _ s.s , . N ^` �..'. :� 5 O �-� 25-'Year 24�'"'�OLIB' � � \ � 4.5�i PI"eC1�91t�t1Ol"1 �• � w -`� � -.,��.�� � in Inches � 2 4M�� `�' �•,�� �- � �___�___� 9/1/98 :998 Surrace Wate:Desi�n yianual 3-15 . . 3.2.1 RATIONAL METHOD FIGIJRE 3.2.1.D 100-YEAIP 24-HOUR ISOPLUVIAT.S (y�� _ � � '� _�_�� ��_ ��� � C O U N T Y � • - '�. - � _ _—— _ �, _ N COUNTY ���. '. ��000 4 „5 � �^� �4-. ......_ . �� \..i bY�L\'. t�� � f i � _ ;; , S t �, . ; • , t3 C� :�..,n� ". � - ..,..o i .g _ .wb� � �� 1. -'��M1 , ,� . Y�'\� ._ .�y.. 1 ...'. �� ,ii� � � � � ... �1_ ��: - CM4.: . �6I \ . � '-_ . � �.. �S t A _._ I ,�,� ' � � _ ...: ...- r •�. . �a.�..v � �1 0� �y '�, 7 : t �� i..� � \ ��` � �_` .. _ � � �'{` Q_ At t ;� /� �1 •�D :..�y , `.. v . � ]-. ,, t7 �' �.. . �. / ti t �� _ y^�.. inc r.�.��� p � ,� � �,i � � - � ,,J d r� d� - �X `� ��ti - ;\ , . . :` �R,� � ,. ; Y �. � � � ,.,o, -- - , �: � �� .�... '�. �.: � � _,�j .°w' '� . ..�.�'; � ~ � ��, - — '� ��� � ,� � �es , i�'. \ %' � r -- � . �� � �.�� ��� � � , � �. �b . - ' - 0�4 - f M-e ` � E > : . � ' 4 �. . ' , q • � __ �.. _.t.`Y __.._'_. ir � et ' _ 's `� 4"* �� -- � �. s �.s � ' \ v i� � E, . ._ \ � " t,�•,_�-�- \ �'• � � e O ,�, -� � _� � 'y \ ;� / . � '.-��- '' 1 ;� _�' NI O COUN7Y `�. \ Y{x r—PIE CE CDUNTV � V1/E�TERIV � `�' � ��` � �. ,���, �CI(V� COUNTY ' - — _ s.� � p S�o O � N �� ��y '_�,� 5.5 100-1(ear 24-Hour °`� �:� �,,� � -� . ' ,f-�=� �recipitatiora �' � ` ��-� = � —� i--.,�'�.�% in lnches �Miles °`' yo � �,� �`°' 1998 Surface Water Desi;n Manual 9/1/98 3-�7 ¢ . AREAS CALCULATIONS QEVELOPED CONDITION LOT# TOTAL,SF TOTAL,AC IMP AREA,SF AC PERV.AREA,SF AC LOT#1 6007.0 0.14 4204.90 0.10 1802.10 0.0 lOT#2 3737.0 0.0 2615.90 0.06 1121.1 0.0 I LOT#3 3707. 0.0 2594.90 0.0 1112.1 0.0 I LOT#4 4496.0 0.10 3147.2 0.0 1348.8 0.0 I LOT#5 3615.40 0.08 2530.5 0.0 1084. 0.0 � LOT#6 3615.00 0.0 2530.5 0.0 1084.5 0.0 LOT#7 3223.00 0.0 2256.1 0.0 966.90 0.0 LOT#8 3550.0 0.0 2485.0 0.0 1065.0 0.0 LOT#9 3600.0 0.0 2520.0 0.0 1080.00 0.0 LOT#10 3600.0 0.0 2520.00 0.06 1080.00 0.0 LOT#11 4751.0 0.11 3325.70 0.08 1425.3 0.0 LOT#12 6080.0 0.14 4256.0 0.10 1824.0 0.0 LOT#13 5460.00 0.1 3822.0 0.0 1638.0 0.0 TOTAL 55441.0 1.27 38808.7 0.89 16632.3 0.38 TRACTS A-D TRACT A 7070.0 0.1 3676.40 0.08 3393.60 0.0 TRACT D 1400.0 0.0 0.00 0.00 1400.00 0.0 ROAD A 17817.0 0.41 16035.30 0.3 1781.7� 0.0 26287 0.60 19711.7 0.45 6575.3 0.15 TOTAL 81728 1.88 58520.4 1.34 23207.6 0.53 EXISTING CONDITION TOTAL,SF TOTAL,AC IMP AREA,SF AC PERV.AREA,SF AC EXISTING PAVEMEN 7087.0 0.16 7087.� 0.16 TILL FOREST 74641.0 1.71 74641.0 1.71 TOTAL 81728.0 1.88 7087.00 0.16 74641.00 1.71 pRi -p�vcLoP�ll DRAitvAC�r �4R� pre-area.txt King County Runoff Time Series Program version 4.42b ------------------------------------------------------------------------------- KCRTS Command CREATE a new Time Series ------------------------ Production of ►tunoff Time series Project Location : Sea-Tac Computing Series : predev.tsf Regional Scale Factor : 1.00 �ata Type : Reduced Creating Hourly Time Series File Loading Time Series File:C:\KC_SWDM\KC_DATA\STTF60R. rnf 8 Till Forest 1.71 acres Scaling Yr: 8 Loading Time Series File:C:\KC_SWDM\KC_DATA\STE160R.rnf 8 Impervious 0.17 acres ,4dding Yr: 8 -------------- Total Area : 1.88 acres Peak �ischarge: 0.�04 CF5 at 9:00 on �an 9 in Year 8 storing Time Series File:predev.tsf 8 Time series Computed Page 1 �PR� - o�vct,u��� PEAK i'Lows predev.pks Flow Frequency Analysis Time series File:predev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency ,4nalysis------- Flow rtate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.135 2 2/09/O1 15:00 0.204 1 100.00 0.990 0.064 7 1/05/02 16:00 0.135 2 25.00 0.960 0.123 3 2/28/03 3:00 0.123 3 10.00 0.900 0.043 8 8/26/04 2:00 0.120 4 5.00 0.800 0.074 6 1/05/05 8:00 0.109 5 3.00 0.667 0. 120 4 1/18/06 16:00 0.074 6 2.00 0.500 0. 109 5 11/24/06 4:00 0.064 7 1.30 0.231 0.204 1 1/09/08 9:00 0.043 8 1.10 0.091 Computed Peaks 0.181 50.00 0.980 Page 1 p�vi:LoptD Dfz�INAc�� AI'�i� dev-area.txt King County Runoff Time Series Program version 4.4Zb ---------- - KCRTS Command CREATE a new Time Series ------------------------ Production of Runoff Time series Project Location : Sea-Tac Computing series : dev.tsf Regional Scale Factor : 1.00 Data Type : Reduced Creating Hourly Time 5eries File Loading Time Series File:C:\KC_SWDM\KC_DATA\STTG60R. rnf 8 Till Grass 0. 54 acres scaling Yr: 8 Loading Time Series File:C:\KC_SWDM\KC_DATA\STE160R. rnf 8 zmpervious 1.34 acres Adding Yr: 8 -------------- Total ,4rea : 1.88 acres Peak Discharge: 0.747 CF5 at 6:00 on 7an 9 in Year 8 storing Time series File:dev.tsf 8 Time Series Computed Page 1 ���/G1'p P�I� pCAI< �LDW S I3t}' OIZL 17t'TcNTf�I`) dev.pks Flow Frequency Analysis Time series File:dev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow ttate Rank Time of Peak - - Peaks - - Rank tteturn Prob (CFS) (CFS) Period 0.373 6 2/09/O1 2:00 0.747 1 100.00 0.990 0.311 8 1/05/02 16:00 0.500 2 25.00 0.960 0.447 3 2/27/03 7:00 0.447 3 10.00 0.900 0.344 7 8/26/04 2:00 0.412 4 5 .00 0.800 0.412 4 10/28/04 16:00 0.397 5 3 .00 0.667 0.397 5 1/18/06 16:00 0.373 6 2.00 0.500 0. 500 2 10/26/06 0:00 0.344 7 1. 30 0.231 0.747 1 1/09/08 6:00 0.311 8 1.10 0.091 Computed Peaks 0.665 50.00 0.980 Page 1 � D�v��v��,r� P�AIL ��'f FLows i-RoM '°r��r�ioN �wb-� �auLT RDOUT.PKS Flow Frequency Analysis Time Series File:rdout.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow rtate Rank Time of Peak - - Peaks - - rtank Return Prob (CFS) (CFS) (ft) Period 0.125 2 2/09/O1 20:00 0.498 9.48 1 100.00 0.990 0.034 7 12/28/O1 18:00 0.125 9.28 2 25.00 0.960 0.093 4 3/06/03 22:00 0.110 8.33 3 10.00 0.900 0.030 8 8/26/04 7:00 0.093 7.38 4 5.00 0.800 0.038 6 1/05/OS 16:00 0.088 7.19 5 3.00 0.667 0.088 5 1/18/06 23:00 0.038 5.69 6 2.00 0. 500 0.110 3 11/24/06 7:00 0.034 4.81 7 1.30 0.231 0.498 1 1/09/08 9:00 0.030 3.88 8 1.10 0.091 Computed Peaks 0.374 9.45 50.00 0.980 Page 1 Reter_tion/�etent�on Facility Type of Facility: Deten�ior. Vault Facility Length: 57.60 ft Facility Width: 40.00 ft Facil=ty Area: 2304. sq. ft Effective Storage Depth: 9.37 ft Stage 0 Elevation: 100.00 f� Storage Volume: 21588. cu. �L Riser Head: 9.37 ft Riser Diameter: 12.00 incnes Number of orifices: 3 Full Head Pipe Orifice # Height Diameter �ischarge Diamer�� (ft) ;in) (CFS) {_�) 1 0.00 0. 60 0.030 2 1.20 0.50 0.019 � . Q 3 6.00 1.24 Q.07? 4 .0 Top �otch Weir: None .,��il�w 3a�_�� ..�r-,�. �Icn�� I ,t „ r ,- �� � - �tage -1evu_i.,n S�o-age �_scr�rge _�_�o-a�_c=� (ft; (ft} (cu. ft) (ac-ft} (cfs) (crs; 0.00 100. 00 0. 0.000 0.000 0.0� 0.01 100.01 23. 0.001 0.001 0.�� 0.02 100.02 46. G.001 0.001 O.CC 0.03 100.03 69. 0.002 0.002 O.CG 0.04 100.04 92. 0.002 0.002 O.GC, 0.05 100.05 11�. 0.003 0.002 0.0:� 0.23 100.23 530. 0.012 O.005 0.�;; 0.42 100.42 968. O.C22 0.006 O.CC 0. 60 100. 60 1382. 0.032 0.008 O.C9 I 0.78 100.78 '797. 0.041 0.009 O.G.� 0. 97 100.97 2235. 0.05i 0.010 O.G:� 1.15 �01. 15 26�0. 0.061 0.010 O.�C 1.20 101.20 2765. C.063 0.011 O.CC 1.21 101.21 2788. G.064 0.011 O.CO 1.22 101.22 2811. 0.065 0.012 O.Q:� 1 .23 101.23 283a. 0.065 0.012 O.��J 1.29 '01.24 2857. 0.066 0.012 �.�C ' 1.43 101. 43 3295. O.C76 0.015 O.OQ 1.61 101. 61 3709. C.085 0.0�7 O.CG 1.79 101.79 4124. 0.095 0.018 O.GO 1. 98 101. 98 4562. 0. 105 C.020 0.0� 2 .16 102. 16 4977 . 0.114 0.021 0.�� 2.34 102.34 5391. �.124 0.022 O.00 2.53 102.53 5829. 0. 134 0.023 O.Cr 2.?1 102.71 6244. 0. 143 �.024 O.QO 2. 9Q 102.90 6682. 0. 153 0.025 0.0� 3.08 103.08 7096. 0.163 0.026 O.J� 3.26 103.26 75�1. �.172 0.027 O. �C 3.45 103.45 7949. 0.132 0.028 O.CG 3. 63 103. 63 8364. 0. 192 �.029 O.GO ? .gl ?03. �1 �??8 . 0.2';�� , .G30 � .��J 4 .00 iO4.00 9216. 0.212 0.031 0.00 4. 18 104.18 9631. 0.221 0.032 0.00 4.37 104.37 10068. 0.231 0.032 0.00 9.55 104.55 10483. 0.241 0.033 0.00 4.73 104.73 10898. 0.250 0.034 0.00 4. 92 104. 92 11336. a.260 0.035 0.00 5. 10 105.10 11750. 0.270 0.035 0.00 5.28 105.28 12165. 0.279 �.036 0.00 5.97 105.47 12603. 0.289 0.037 0.00 5. 65 105.65 13018. 0.299 0.038 0.00 5. 83 105.83 13432. 0.308 0.038 0.00 5.00 106.00 13824 . 0.317 0.039 0.00 6. 01 106.01 13847. 0.318 0.039 0.00 �. C3 106.03 13893. 0.319 0. 040 0.00 5. 04 106.04 13916. 0.319 0.042 0.00 o'. G5 106.05 13939. 0.320 0.044 0.00 6. 06 106.06 13962. 0.321 0.047 0.00 0'. 08 106.08 14008. 0.322 0.050 0.00 c. 09 106.09 14031. 0.322 0.052 0.00 0. 10 106.i0 14054 . 0.323 0.053 0.00 c. "_2 106.12 141CG. 0.324 0.053 0.00 c. 30 106.30 14515. 0.333 0.063 0.00 F. 48 106.48 14930. 0.343 0.069 0.00 F . 67 106.67 15368. 0.353 0.075 �.00 E. 85 106. 65 15782. 0.362 O.C80 0.00 i . �3 107.03 16197. 0.372 0.085 0.00 7 .22 107.22 16635. 0.382 0.089 0.00 ' . 40 107.40 17050. 0.391 0.093 0.00 - . 59 i07.59 17487. 0.401 0.097 0.00 � . ?7 107.77 17902. 0.4ll 0. 100 0.00 I . 95 107. 95 18317. 0.420 0. 103 0.00 � . =4 108. 19 18755. 0.431 0.107 0.00 � . 32 108.32 19169. 0.440 0. 110 0.00 � . �0 108.50 1958a . �.450 0. 113 0.00 � . 09 108. 69 2002�. �.460 0.116 0.00 � . 87 108.87 20436. �.469 0. 119 0.00 9. 06 109. 06 20E�4 . C . 979 0. 121 0.00 9.24 109.24 21289. 0.489 0. 124 0.00 9. 37 109.37 21588. 0. 496 0. 126 Q.�O 9. 47 109.47 21819. 0.501 0.435 0.00 9. 57 109.57 22049. 0.506 1.000 0.00 9. 67 109. 67 22280. 0.511 1.730 0.00 9. 77 109.77 22510. 0.517 2.520 0.00 9. 87 109.87 22740. 0.522 2.8i0 0.00 9. 97 109. 97 2297=. 0.527 3.060 0.00 10. 07 110.07 2320_. �.533 3.300 �.00 10. 17 110. 17 23432. �.538 3.52C 0.00 10.27 110.2? 23662. 0.543 3.730 C.00 10.37 110. 37 23892. 0. 548 3. 920 0.00 10. 47 110. 47 24123. 0.554 4 . 110 0.00 10.57 i10.57 24353. 0.559 4 .280 0.00 10. 67 110. 67 24584. 0.564 4.460 0.00 10. 77 110.7� 24814 . 0.570 4 . 620 0.00 10.87 110.87 25044 . 0.575 4 .780 �.00 10. 97 110. 97 25275. 0.580 4. 930 0.00 1�.07 111.07 25505. 0.586 5.080 0.00 11. 17 111. 17 25736. 0.541 5.220 0.00 Hyd Inflow Outflow Peak Storage Target �alc Stage Elev (Cu-Ft) (Ac-Ft) 1 0.75 ******* 0.50 9.48 109. 48 21844. 0.501 2 0.37 ******* 0. 12 9.28 109.28 21375. 0.491 3 0.50 0.12 0. 11 8.33 1C8.33 19203. 0.441 , 4 0.45 ******* 0.09 7.38 107.38 16999. 0.390 S 0.40 ******* 0.09 7.19 107. 19 16565. 0.380 6 0.41 0. 07 0.04 5. 69 105. 69 13113. 0.301 7 0 .31 ******* 0.03 4.81 109 .81 11094. 0.255 8 0.34 �**�*** 0.03 3.88 103.88 8944 . 0.205 ---------------------------------- Route T?me Series �hrough Facility Inflow Time Series File:dev.tsf Outflow Time Series File:rdout Inflow/Outflow Analysis Peak Inflow Discharge: C .74i CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 0.498 CFS at 9:00 on Jan 9 in Year 8 Peak Reservoir Stage: 9.48 Ft Peak Reservoir Elev: 109.48 Ft � Peak Reservoir Storage: 21844. Cu-Ft . C.501 Ac-Ft Flow Freq�ency Analysis Time Series File:rdout.tsf , Project Location:Sea-Tac '� ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (C�S) (ft) Period 0. 125 2 2/09/O1 20:00 0. 498 9.48 1 100.00 0. 990 0.034 7 12/28/O1 18:00 0. 125 9.28 2 25.00 0. 960 0.093 4 3/06/03 22:00 0.110 8.33 3 10.00 0. 900 0.030 8 8/26/04 7:00 0.093 7.38 4 5.00 0.800 , 0.038 6 1/05/C5 16:00 �.088 7. 19 5 3.00 0.667 0.088 5 1/18/06 23:00 0.038 5. 69 6 2.00 0. 500 O. liO 3 "�1/24/06 7:00 0.034 4 .81 7 i.30 0.231 0. 498 1 1/09/08 9:00 0.030 3.88 8 �. 10 0.091 Computed Peaks 0.374 9.45 50.00 0. 980 Flow Duration from mime Series File:rdout.tsf Cutoff Count Frequency CCF Exceedence_Probability CFS °s % $ 0.002 29304 47.789 47.789 52.211 0.522E+00 i 0.005 9470 15.4�4 63.232 36.768 0.368L+00 I 0.^v09 7395 12.060 75.292 24.708 0.247E+00 0.012 5671 9.248 84.540 15.460 0.155E+00 0. 016 1977 3.224 87.764 12.236 0.�22E+00 0.019 2344 3.823 91.587 8.413 0.841E-01 0.023 "�624 2.648 94.235 5.765 0.576E-01 0.026 1254 2.045 96.280 3.720 0.3i2E-01 C.030 731 1.192 97.472 2.528 0.253E-01 � 0.033 i00 1. 142 98. 614 1.386 0.139E-01 0.037 446 0.72� 99.341 0.659 0.659E-C2 O.Q40 221 0.360 99.702 0.298 0.298E-02 0.044 1 0.002 99.703 0.297 0.297E-02 0.047 2 0.003 99.706 0.294 0.294E-02 0.051 5 0.008 99.715 0.285 0.285E-02 0. 059 8 0. 013 99.728 0.272 0.272E-02 0. 058 7 0. 011 99.739 0.261 0.26�E-02 0.061 5 0. 008 99.747 0.253 0.253E-02 0.064 11 0.018 99.765 0.235 0.235E-02 0.068 13 0.021 99.786 0.214 0.214E-02 0.071 12 0.020 99.806 0.194 0.194E-02 0.0�5 12 0.020 99.826 0.174 0.174E-02 0. 076 13 0.021 99.847 0.153 0.153E-02 0.082 12 0.020 99. 866 0.134 0. 139E-02 0.085 11 0.018 99. 884 0.116 0. 116E-02 0.089 10 0.016 99. 901 0.099 0. 995E-03 0.092 10 0.016 99. 917 0.083 0.832E-03 0.096 9 0.015 99. 932 0.068 0. 685E-03 0. 099 9 0.015 99. 946 0.054 0.538�-03 0. 103 5 0.008 99. 954 0.046 0.457E-03 0.106 6 0.010 99. 964 0.036 0.359E-03 ' 0. 110 5 0.008 99. 972 �.028 0.277E-03 0. 113 5 0.008 99. 980 0.020 0.�96E-03 0.117 2 0.003 99. 989 0.016 0.163E-03 0. 120 4 0.007 99. 990 0.010 0.978E-04 0. 124 4 0.007 99. 997 0.003 0.326E-04 • Duration Comparison Anaylsis Base File: predev.tsf New File: rdout.tsf Cutoff Units: Discharge in CFS -----Fraction of Time----- ---------Check of Tolerance------- Cutoff Base New sChange Prcbability Base New °Change 0.038 I 0. 65E-C2 0.48E-02 -27.2 I 0.65E-02 0.038 0.03� -3.3 0.045 I 0.48E-02 0.29E-02 -39.0 I 0_48E-02 0.045 0.038 -16.7 0.053 I 0.36E-02 0.28E-02 -2'_.9 I 0.36E-02 0. 053 0.038 -27.8 , 0.061 0.27L-02 0.25E-02 -4.3 I 0.27E-02 0. 06i 0.056 -7 .4 ', 0.068 j 0.18E-02 0.21E-02 �5.2 ! 0.1�E-02 0. 068 0.074 8 .3 0.076 I 0.14E-02 O.i7E-02 24.1 I 0. 14E-02 0. 076 0.082 8 .1 ', 0.083 I O.10E-02 0.13E-02 24.2 O.10E-02 0.083 0.088 6.2 0.09� I 0.80E-03 0. 93E-03 16.3 I 0.8GE-03 0.091 0.093 2.6 0.098 I 0.55E-03 0.55�-03 0.0 I 0.55E-03 0.098 0.099 0.7 0. 106 I 0.49E-03 0.36E-03 -18.5 I 0.44�-03 0.106 0.103 -2. 4 0. 113 I 0.15E-03 0.2CE-03 33.3 I 0.15E-03 �.113 0.118 4.2 0. 121 I 0.11E-03 0.82E-04 -28. 6 I O.11�-03 �. 121 0.120 -1. 0 ', 0. 128 � C.49E-04 O.00E+00 -100.0 � 0.49E-C4 0. 128 0.123 -3. 9 , �ax�_mum positive excursion = C.00? cfs ( 10.00) occurring a� 0.071 cfs on �he Base Data:predev.ts� and at 0.078 cfs on the New Data:_rdout.tsf Maximum negative excursion = 0. 018 cfs (-31.2°s) occurrina at 0. 057 cis or_ the Base �ata:oredev.tsf ar_u at C .C�9 c=s cr �re �]e�.� �G�a:rdoLt. �st � Discharge(CFS� QG � — Q.00 0.0? 0.04 0.06 0.06 D.70 0.12 0.14 0.76 (C = � j i I i � I i ~- i O i � � � � r. R� I � � � i � ' i ; � � � i ' J ` I � ; i 1 �� - � ,r. j,i �: ..i F" ,1 r: y.�r I i � �� , i I � � i j�:^ � � ' // ' �� _ . i".��; .���. � - s A I rJ _ � .`� �'��. _ i y ti, i � ' � I i � ' � I . �_- � '�, i �.. ' �' 1t T f i ' f7 � i r' i / i � � � t ♦ 1 /, J �, � f i / � i �+:.=.�-�� � �: I .��~ ��� � i I Fk I 1�� ♦ I 4 n I C rt_ � _� � � ■ � _. . . m � Raturn Feriud � c' 5 1�i �0 50 tnp lil1. .___._____----- --------- .___.... _.. ------ � . — _--- -- - __._.�._ — _ _ .i.___ _._..... i -----1---1 �.�._I ...,'.i. .��_&.. ♦ I�tfl��.)l,I f'f•::S , • �n lL � U m � Q+ �fl t ..___.......... ......._. . __...._.. ........_ ._.... . .._ .. . ... _ ___ .___. __.___ __.__ __.._..... ........._— _ _...._ ..._._........... ..._..._. �u _ . _''_'—..._...__ C • V N � ♦ ♦ ♦ ; � ! .......... .I......... ......... � � . ...�..... ....... .._......� .......... I ......... ..r . . � .� . .. _._.�.. ____...._ ......� � ._............... . .......� ............I I < . 10 20 :�U 4Q SG 6U 70 SG 30 ':� 9d 9J �wru�lative Probabilit/ ,: .�[ r- Fi�ure 2 Pcak flows chart dev15-area.txt I' King County Runoff Time Series Program I version 4.42b I ------------------------------------------------------------------------------- KCRTS Command CREATE a new Time Series ------------------------ Production of Runoff Time series Project Location : Sea-Tac Computing Series : devl5.tsf Regional Scale Factor : 1.00 �ata Type : Reduced Creating 15-minute Time series File Loading Time Series File:C:\KC_SWDM\KC_DATA\STTG15R. rnf 8 Till Grass 0. 54 acres Scaling Yr: 8 Loading Time Series File:C:\KC_SWDM\KC_DATA\STEIlSR. rnf 8 Impervious 1.34 acres Adding Yr: 8 -------------- Total Area : 1.88 acres Peak �ischarge: 1.85 CF5 at 6:30 on ]an 9 in Year 8 Storing Time series File:devl5.tsf 8 Time series Computed Page 1 devl5.pks Flow Frequency Analysis Time series File:devl5.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 0.638 6 8/27/O1 18:00 1.85 1 100.00 0.990 0.445 8 9/17/02 17:45 1.33 Z 25.00 0.960 1.33 2 1�/08/02 17:15 0.884 3 10.00 0.900 0. 514 7 8/23/04 14:30 0.749 4 5.00 0.800 0.715 5 11/17/04 5:00 0.715 5 3.00 0.667 0.749 4 10/27/OS 10:45 0.638 6 2.00 0.500 0.884 3 10/25/06 22:45 0.514 7 1.30 0.231 1.85 1 1/09/08 6:30 0.445 8 1.10 0.091 Computed Peaks 1.68 50.00 0.980 D�v�L�P�p I'�AK i Zow (3rrol�L ut7�N7', oIV c�sr�� � 5— M�NuT� 7�Mz si�P Q,��,� = 1. ss crs �, i z iZ�SClZ w/ n.5 � H�-A D (7V�rLOW C.Ap/�tG(Ty = Z •4 ZG�-S 7 J, g.� G�S � l7. I<. � Page 1 ' S�Ci'ION 5.3 DETENTION FAC[LITIGS Riser OverFlow The nomograph in Figure 53.4.H may be used to determine the head(in feet)above a riser of given diameter and for a given flow(usually the 100-_year peak flow for developed conditions). FIGURE 5.3.4.H RISER INFLOW CURVES _ �o0 72 54 48 42 , i 36 I i � 33 { 30 27 I 24 � � � _ t ! 21 � � � 18 � i � � � ` � Q. I O � 10 � 15 'w � � � � ' � � � d 12 � 10 ,Z��}t Gu .r. ' i � f� � ' � � i � �-� � i ! E 1 0.1 a`5 1 110 HEAD IN FEET(measured from crest of riser) QW�;�9.739 DH'n Qa;f,�=3.782 Dz�„��n Q in cfs, D and H in feet Slope change occurs at weir-or�ce transition 1/24l2005 2005 Surface Water Design'.Vlanual 5-48 V. CONVEYANCE SYSTEM ANALYSIS The conveyance analysis included in this report at construction document submittal (see attached tables). The system will be designed to convey the 25-year peak flows and checked for flooding conditions at the 100-year event per 1998 King county Surface water Design Manual. ONSITE STORM CONVEYANCE SYSTEM . � ', PF10P�DETBdT10N VAI�T � � 70Bs.2s '� �� � L I � INLET 1 ELEV � 422538 12 RCP INV IN EIFV e 418.54 R�IAI�ElEV = 411.351 � � � ` ��14��ti 12� CP INV IN ELEV = 418.54 SY RCP INV IN ELEV � 407.35 ,1 12 CP INV OUT ELEV � 418.54 � , PAA�CELS RIM EI.EV s 423.410 �------ �2' RCP INV IN ELEV - 8.4t� � � ce� PARCEL AREA IN SF AREA IN AC 12" RCP INV IN ELEV � 9.41� LOT 13 � � } � IM ELEV � 421.164 12" RCP INV OUT ELEV = 419.�t1 1 � � l '. 12" RCP INV OUT ELEV � 418.75 04037 Breck Scott Plat 98082.67 2.25 eto-s�s.s� 1 �� ;, : L--- -----�--5; 'TRACT B LOT 1 6006.84 0.14 ', s4s�s� � �----_.� �' l '� ` LOT 2 3737.30 0.09 RIM�ELEV = 424.457 - 12" RCP INV OUT ELEV - 420.50 � I j } 11 j. � '� LOT 3 3706.90 0.09 I I I � � ' I � 11 j j LOT � LOT 4 4495.89 0.10 I � � �;� �+r'�'�2 �: LOT 5 3614.67 0.08 I .- _ j L - -/ �, t L---- ----� ss-`�aoo.� LOT 6 3614.67 0.08 e� � 2 AAD A � �� e�s}�ss: ,{ LOT 7 3222.70 0.07 m � LOT 8 3549.55 0.08 � r � �� � " � IM ELEV = 425.567 r-- -i r-� --, r^ N 12' RCP INV OUT ELEV = 421.57 LOT 9 3600.41 0.08 I �I j - - i I� \ � � ' LOT 10 3600.41 0.08 I I I I I \ \� 'A.�% LOT 11 4750.54 0.11 I RIM�V = 425.562 �LOT 1 O� � LOT 9 I ts .� 12' RCP INV IN ELEV �421.39 � CP 12' RCP INV IN ELEV �421.39 I I I � �� � 1 � �1� LOT 12 6080.18 0.14 w L----J ��'_i�� L---L--, , 1 12 RCP INV OUT � 421.39 �, 1 �� �RACT C S � ' , ��9,18 LOT 13 5459.91 0.13 i i----�1 �` TRACT A 7069.28 0.16 �I r---� r---� � � TRACT B 8487.81 0.19 � I I j � LOT 7 1 1�� ' � I I I � �� T R A C T C 7 8 4 9.1 8 0.1 8 i i i i �-----L�; � (;g� j LOT 6 j �LOT 5� r------.�-� L m �� TRACT D 1419.05 0.03 ' RIM ELEV = 434.08 I � � � � � IM s 431.513 12' RCP INV OUT � 4.30, r _ � i LOT 4 �1 U �Z" R INV OUT ELEV � 427.67 ROAD A 1 7817.37 0.41 L__ J L_ J L____ 85�32�5. �' + �- _ .�, �_'�� .r'J0�' � _ - ' 1 ���- ` •��,���8 � �� ��r ��,�� � _ --� � ----, r -----� 3438.59 RIM�FI.EV � 431.513 � I I - I I - - 1 � 12w RCP INV IN ELEV = 427.51 12 RCP INV IN ELEV = 427.51 i LOT 3 i i LOT 2 i ( LOT 1 �1 � 12" RCP INV OUT ELEV � 427.51 �------� �-----� L------L-! RACT D roTAt s�rEa B'a'�0769 '�2�79 "°"'�" S(JBBASINS MAP , v AREAS CALCULATIONS � SUMMARY OF CALCULATIONS AREA TOTAL TOTAL PERVIOUS IMPERVIOUS PERVIOUS IMPERVIOUS RUNOFF NAME AREA(SF) AREA(AC) AREA(SF) AREA(SF) AREA(AC) AREA(AC) COEFFICIENT TOTAL 98082.0000 2.2517 81 19606.0 0.450 5881.80 13724.20 0.135 0.315 0.317 0.71 B2 782.0 0.018 78.20 703.80 0.002 0.016 0.015 0.84 B3 3440.0 0.079 344.00 3096.00 0.008 0.071 0.066 0.84 B4 2864.0 0.066 286.40 2577.60 0.007 0.059 0.055 0.84 B5 13274.0 0.305 3982.20 9291.80 0.091 0.213 0.215 0.71 B6 17552.0 0.403 5265.60 12286.40 0.121 0.282 0.284 0.71 B7 1398.0 0.032 139.80 1258.20 0.003 0.029 0.027 0.84 88 7296.0 0.167 729.60 6566.40 0.017 0.151 0.140 0.84 B9 1586.0 0.036 396.50 1189.50 0.009 0.027 0.027 0.74 B10 5460.0 0.125 1310.40 4149.60 0.030 0.095 0.093 0.74 TRACT A 7070.0 0.162 3393.60 3676.40 0.078 0.084 0.095 0.59 TRACT D 1400.0 0.032 1400.00 0.00 0.032 0.000 0.008 0.25 0.00 0.00 TOTAL 81728.0 1.876 23208.1 58519.9 0.533 1.343 TRACTS B-C TRACT B 8488.0 0.195 8488.00 0.00 0.195 0.000 TRACT C 7849.0 0.180 7849.00 0.00 0.180 0.000 TOTAL 16337.0 0.3750 16337.0 0.0 0.3750 0.0000 Project: REEDSHAW PLAT ' JOB#06085 � CALCS BY:TLR � DATE: 1/22/2007 ' __ _ _ _ - --�- - � ----_ , _ _.. - - • - ; - ---- � � �_ RATIONAL METHOD PEAK RAINFALL INTE � - --- r--- - NSITY Q=CIR A�---- �- r-- -- - - 9 �y- � --, � _ j � --- I - -r -- i - -- --- P P ( ) �- ---- i __ -�--r I -- - --- - --- -- 24 hr.n ec rm in ears 3 5 Enter 10 or 25' i i ._r I � � LOCATION AREA cum.A Tc i, I, Q, pipe dia. slope n (�„i� V�,ii Q/(�„ii V at Q, ipe leng travel tim from to (acres) C AC (min) (cfs) (in.) (ft/ft) (cfs) (ft/s) (fUs) (ft) (min) 61 CB#1 0.450 0.71 ' 0.320 0.320 �I 6.3 0.80 ' 2.81 0.90 --- -- � ---._ - - -_ __. - � � - - � CB#1 CB#3 12 0.0249 0.012 'I 6.11 7J8 0.15 4.86 103 0.4 _ � , . . - - • - i - - -- -- � i i , I - -i � _ � ..-_ � _ --, ---- - _- _-_-- -- -_12 r 0.0050�0.012 2J4 �--_ _-- ---- - _ �---� ...- -- - -�--- -- rt--- - --- - ------- 62 I CB#2 0.018 0.84 0.015 0 015 6.7 0.78 2J2 0.04 _ _ � CB#2 ' CB#3 � 0.91 31 0.6 - - - - - , � ,---� _- ---- - --- � � , , , -- - � -- --� f �--- � i _ ; - +- -- , ---_ .- � - � --- -- 0.401 7.2 0.74 _ 2.58 1.03- - _ � - -- ,� - I � - C --- 12 0_0456 i 0.012 ; 8_27 , 10.52 I 0.12 6.29 t 134 0.4 63 r CB#3 { 0.079 0.84 0-066 �- -- ---- - -- ---- --- - CB#3 CB#5 � I - -- C I CB#4 CB#5 -- � - - ---- - _ - 64 CB#4 � 0.066 0.84 � 0.055 0.055 6.3 0.80 2.81 0.16 - � -. .__ - - - - --- - -- -- -- - -- -- -- -__ . ; 12 0.0056 0.012 2.90 3.70 0.05 1.60 31 0.3 , - --- --- _ _ _ -__ _ --- -- -- -- - - -- -- - - - - --- CB#5 CB#7 --- I �- - ---- 12 0.0294�0.012 6.64 _ --- -- � -- - - -- - 0 305 I � ___-- -- �---� 0.71 0.217 0 673 I 7.6 0.71 2.50 1.68 _ _ � -- � __ __ _-- i --r - ----- ---- 8.45 I 025 5_88 67 _0.2 - _5 5 ! ! - � f- -- -- ----i -- CB#6 CB#7 j - � _- - --- -. ---- --- - - -- -- -- - - -- --- _ _ - , 0.403 0.71 0.286 0.286 6.3 0.80 2.81 0.81 � - ---- - --- - -- --- --- - - - - i _ --- 12 0.0206 0.012 5.55 7.07 0.15 4.40 � 53 0.2 , � _- j - ---r -_ - -- -- - - --- --- --- - -- --- - ' ' -- ---- _ -- --r- � - - - --- -- � ------- B7 I CB#7 I 0.032 0.84 _OA27 0.986 ', 7.8 0.70 2.46 � 2.42 � --� --- _ -- i ---- -- __ ----- .. ; . 0.012I 6.89 8J8 0.35 � 6.59 28 0.1 _ ,I l i __ _ + -- I - --- -- - - ---- - - CB#7 CB#9 � 12 0.0317 --- I � BS CB#8 j 0.167 � 0.84 I 0_140 I 0.140 6.3_I 0.80 � 2.81 0.39 ---_ ' - i----- �- ---- --- -T-- - _---- -__._ _ CB#8 I', CB#9 i . _ _ --- - --12 _1 0:0049 0.012 271 3_45 0.15- i 2.15 _ __43 I - �-- i _ 0.3 -- � , ---- - ---- - - � + I ' --- _- --__ _ __ _ B9 CB#9 I 0.036 � 0.74 L 0.027 1.153 7.8 0.70 2.44 2.82 ! ! I 1 CB#9 ' CB#10 -- � � � ---- - ---- -- - .. 0.012 12.69 �16.16 0.22 ( 10.98 104 , 0.2 � , I--- --� --- ��- 12 �0.1075__ _ � _---i----�--- - --- r-- r ,--- i -- -T , , ! ', I I _ � --- i _j ---- ---- - - � . --- ----- - , - -- - - 610 CB#10 0 125 , 0.74 0.093 , 1.245 8.0 0.69 � 2.41 3.00 � ;-- __ . - -- , � i - - ' - ---- _ _ --- -- - ; � �__ _ 12-�0.0691 I 0_012 10-1� 12.95�0-30 9.30 34 0.1 _- -- --- _ --- - f- --- � 1 1-- CB#14 VAULT - - _-� -- -- � _ -- i - 0.162 . 0.59 � 0.096 1.341 8.1 0.69_I 2.40 � 3.22 i I . - - - - Y- -- - -- 12 0.3000� 0.012 21.20 26.99 , 0.15 j 16.99 6 0.0 . . . . ' , I 15445 53RD AVE. S., SEATTLE,WA 98188 PHONE(206)431-7970; FAX:(206)388-1648 i � Project REEDSHAW PLAT I � JOB#06085 i CALCS BY:TLR DATE: 1/22/2007 � - - _ � --- i --- - -- - - -- - --- I r--- l-- ----�---;-- � I-' � RATIONAL METHOD PEAK RAINFALL INTENSITY Q=CIRA ---- --. - - - -- - --� - --- - _ , - ---- � �-- - ---- -_ -- design storm (yea�'I R= 100 Enter 2 or 100, i � � -- - ___I 24 hr.precip.(In.) PR= 3.9 I �-__ _ --- - -- ----- � _ ---- - - -- ----- - _- - ---- -- -- { i i --- , ' I i ---- 'I � i LOCATION AREA Sum Tc i, I, C1, pipe dia. slope n G1f„�i V�,ii Q/(�„ii V at Q, ipe leng travel tim from to (acres) C C-A C-A (min) (cfs) (in.) (ft/ft) (cfs) (Ws) (ft/s) (ft) (min) B1 , CB#1 0.450 0.71 0.320 0.320 6.3 0.82 3.19 1.02 I _ _ _ __- ._-- - __ --- -_ ------- -- - ---- ---- ---_ _ __ CB#1 � CB#3 � ; 12 0.0249 0.012 6.11 7J8 0.17 5.00 ' 103 0.3 __ i ..- � � i -- -- -- - - _--- - __ __._. , I - --- -- -__ __ -._ _--�-- - - - _ _ - 62 CB#2 0.018 � 0.84 � 0.01�0.015 6.6 0.79 3.09 0.05 r _...- --- � � ----- --�--- - ---- -- -- - - - - � - -- ----- - i. _I _ � - -_._...------�---- -- - - --- � 0.95 31 0.5 CB#2 CB#3 I i 12 0.0050 0.012 2.74 3.49 0.02 i --. r --- -- - --- - - _ _ _ - - - -- -- --- --- --- ---.- -__ B3 CB#3 �, 0.079 0.84 0.066 0.401 7.2 0.'75 2.94 1.18 . -- - -- ---- --- ---� -- - - - ---- -- - -- --- -- CB#3 � CB#5 I � 12 0.0456 0.012 8.27 10.52 0.14 6.52 134 0.3 --__ , � _ - -- - ._._ _ -- --�- -- -- - - _ _- - -- ---- - � - -- - _ _- - --..- - - _ _ 0.055 6.3 0.82 3.19 0.18 � - ----I _ � _--- -- - �-- -- -- -- CB#4 CB#5 � � � 12 I 0.0056 0.012 2.90 3J0 Y 0.06 � 1.69 31 0.3 - - 4 B i __ . . . --- ---- --- _--_ - - -- - - - -- ��. . . _T. .� I � --r----- i I -�--- � - � --_. .. _ - _ . . _ - - -�-�- �--- -�-- � -- -- � B5 CB#5 0.305 �' 0.71 i 0.217 0.673-j 7.5 0.73 �.85 1.92 -- _-- . __- _-. __ -- --- - _ - _- _ __ CB#5 i CB#7 ' 1 � 1 12 0.0294 0.012 6.64 8.45 I 0.29 � 6 04 67 0.2 _ I- -- � --._ __ ---- -- --- --- --_ _ --- --- _ - -- - -� -- ---- ---- _ - ----- -- I- -- ,_ � 3.19 0.91 + -- I - - � -- - --- - --� -- - - CB#6 CB#6 � 0.403 I 0.71 0.286 0.286 6.3 0.82 , . 12 0.0206 0.012 5.55 7.07 0.16 4.53 i 53 0 2 B6 i I _- -- r----_� � _ _fi __ __,_- �-- - - - --- --- -- - ---- __.. ._ CB#7 � 0.032� 0.84 0_027 _0.986 7.7 I 0.72 I 2.81 �' 2.77 _ __------_ ;- -- --- -- _---- --.__ .+ � - - ( 67 -- - -- , --- - - t--. CB#7 CB#9 12 0.0317 0.012 � 6.89 8.78 0.40 6.87 28 0.1 ---- -- -- -- --- -- - .--- _ ' � �_ _- - ----- -- -_ __- - - - -- -_ . __.- , - - --- --- B8 CB#8 ' 0.167 0.84 0.140 0.140 6.3 0.82 3.19 0.45 -- --_ _ ----- --- __ - ---- -� - -- - ----- -- CB#8 CB#9 _ 12 0.0049 0.012 �271 3.45 0.17 _2.21 43 0.3 -- - -- ' -- -- -- -- ---- � -- B9 CB#9 ' 0.036 -- -- __ _ _-- ---- ---- - -- _ _ - - ------ - I-- _ _ _ _ F_. . .. -- - '� 0.74 0.027 i 1.153 7.8 OJ2 2.79 r 3.22 � i _-- � - j---- ----- - -- - 12 0.1075 0.012 12.69 16.16 ----_._ _---- --- -_ CB#9 �, CB#10 0.25 11.25 104 0.2 __ � _ _ I _ _ --1-- - ------ ---- _ --- - -- . - ----- ----- - _ -------- -- __ -- -- --- ---- -_ _ _ _ _- --- -- -- CB#10 0.125 0_74 0.093 1_245 7_9 0.71 2.76 3.44 -�_-_ I_- i_ -_ �_ - -- - -�-- +-- - - CB#10 � __ I - OJO 2.75 3.68 0.012 10.17 12 95 ! 0.34 9.62 34 0.1 - . . -- .. . T- -- ---- I--___ _ .-__ I ._ ____- I '.___. - . _ .-__. - - _ _ 12 0.0691 -- , -__ -- �-- 12 � 0.3000 -r---- , � ---r ----� -- --- - --_ .. -- CB#14 � VAULT . 0.162 , 0.59 0.096 1.341 8.0 , --- 1 ' � 0.012 21.20 26.99 � 0.17 17 51 t 6 � -- 0.0 TOTAL I 0.547 2.586 8.0 0.70 2.75 7.11 15445 53RD AVE. S., SEATTLE,WA 98188 PHONE(206)431-7970; FAX:(206)388-1648 ' � OFFSITE STORM CONVEYANCE SYSTEM I � y.p...,>- _.:� ��.r:''.'< u�v�a•.r���r.. � � ,..._ .. ...__ ..._ .' .. .. � _ -� w'� /�f{�.,1 l�'�a, . . _.. . ' ' . . . . _ 0 1 � . �� - w.N _ : . .. . �,.. a�, -� . . r.. � ,' -- - ' ,�1 .. -;l ' ' �'� � � - _ ' � ' .., ... . ' . " .� � ��� Sth °y � _ w ,.—� , �T , S�._9_ v, . � ,;,... ; ,"_' . ,` � � , , . � � `. .. , _ � . - � �'. � � , - _ . ,. . .._ _ . � . . � , -.. .. �,_; �- ._. . _ , ,, .. . ,� � ' ' �.,. '. � � .... .. ��... .,:,' �•.., .� ' .. � .� ��h � l / ; . .... . . �..... //, / ,(��,L, -.' �` ' .' � _..- .� . .. .. ._ .._.... . - '- _ ... ' � � �/� }�~Z : � , . �.. . . 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' - � 1 ;� /,�..-.+�� �' ` � / �'� BdBi �l 1 ' �_ r� � Q,E9-6 -�. _ �.-'.. ./ �� ' 1 i\ , `I I � B_9 _ 8_1 �� ... _ � � � . FB'Y � � � � � � B - B.GY-1 ' . _3 (� . �'' 'i 1 ' � I � � � lJ � c� I� ��� L� i' .� . I � . � �� 1� , � . ♦�. , -�-a� ��i ; � i . . . ._- '1 �. N � I ,1��1I' � 3 I ' � � N li h� �- Z :� - > I � , - _ ,. �5 - 9 T23N R5E E 1/2 Q 2pO 4QO ,, 1't o i:aaoo �� U�� '�' .StiOY�][1 ►Sjl'Stetn � ; � � PB/PW TECH1�iICAL S�RVICES �� ,�o� �,oZ 4 'I'�3N R.5E E 1/�� N '"• I SECTION 5304 STORM DRAIN STRUCTURES AND OUTFLOW PIPE INVENTQRY I The inventory information for the storm drain system was compiled from numerous sources, is the best information availabie at this time and � shouid be used for general guidance only. The City of Renton is not responsible for errors or omissions when this information is used for engineering purposes and design. Users of this information must field verify the data and are responsible for the accuracy of their work. ID STRUCTURE INDEX TYPE cb GRATE UPPER LOWER GRATE O/W DIAM PIPE LENGTH DWN STREAM DS PLAN FILE I ? ELEV(ft) IE(ft) IE(ft) TYPE sep (in) TYPE (ft) STRUCTURE INDEX - - - — �' _— ----.. 9974 5304070617 8,G6-17 1 Y 4293 426.32 424.7 S N 12 CPEP 92 8,G6-19 R-3243 9975 530407061A 8,G6-18 1 Y 428.03 425.16 424.7 S N 12 CPEP 78 8,G6-19 R-3243 --------_ _.._..___ . ..--------... ..------- -------.�_....------- __ ------------�_._----._ .----------__.—_.._ .._.._....---- -. ___ ..... _. ..------- __..__------ ._. _... .. . _ __ 9976 5304070619 8,G6-19 1 Y 428.04 424.7 424.01 S N 12 CPEP 121.5 8,G6-20 R-3243 _._..._---.._..._. .------..... ..__ _----- __.__...____ _ .__._.._.__... ------_�---._.. _. ---.._ . _ _...---------- -----_..__.__.._. ---�-------- . __...__.._.�.�_. .... _ ........------------_ ...._.._.. 9977 5304070620 8,G6-20 1 Y 428.59 424.01 421.5 S N 12 CPEP 39 8,G6-21 R-3243 -- -....__ __...., . ... _.._._, __..... . ...__..._... ..... .. __ 9978 5304070621 8,G6-21 ON-INl N 421.5. 421.5 --- . - N 12 �CPEP _ � 8,G6-22 R-3243 __.. ... ......... ...__...__ _....... _ _.._._ .__. .._...... . ....._._.......�.. . ._. _.._.._... �. _ _....._. ._...... __... ._._... __ .......__.._. _...._ _............. ...__. ... _........_ __ .. 9979 5304070622 8,G6-22 POND N 8,G6-23 R-3243 998U 5304070623 8,G6-23 �N-OU N 421.5 421.5 423.38 S N 12 CPEP 14 � 8,G6-24 tt-32a3 � � - - - - _ � — -- -- ---- — 9981 5304070624 8,G6-24 2-54 Y 430 42335 422 C N 12 CPEP 30 8,G6-25 R-3243 9982 5304070625 8,G6-25 2-48 Y 426.63 422 379.68 C N 12 CPEP 146 8,G6-26 R-3243 __._ _.._ _.__....__ . __.. --- --- ___..__...---- _. _.___. _ _ _..---- _....------�- -- - --. __... ..-- -- -- __..... .----__._ .----------. __ .._.- ----.. _ _ ____.... _ .--�--.._ __._ ___.__..------ --...._.._ . 9983 5304070626 8,G6-26 JLV-OL N 379.68 379.68 R-3243 _ ----._. . _.___.—_� .....__ --�--. _--__ __-----.....----------------__-------__..-----------.--------- ._._...,____...-- ---------__--_ .____ ._.___. ..._.._. 1431 53040707at 8,G7-1 1 397.8 394.26 392.16 S 12 PCP 210 53047702 8,G7-2 wsDo'r SR9oo _ . . _.... ..... . ----- -�__.�----_...--_. ..-------�----...._ . .__-----._. .... �_..------..__ ..------.._____._. . .....---------........ ..� ------._.._ .__... ._..._._........_.... 1432 5304070702 8,G7-2 1 396.2 392.16 389.77 S 12 PCP 209 53047703 8,G7-3 WSDOT SR9oo --_------ -- - ---- ---- _ --_..-- --- 1433 5304070703 8,G7-3 1 396.4 389.77 389.11 S 18 PCP 56 53047707 8,G7-7 WSDOT SR900 -------- —_. —. _ -- --..___—.__.____._...----- 1434 5304070704 8,G7-4 1 3953 392.11 391.09 S 12 PCP 154 53047705 8,G7-5 WSDOT 5R900 - -- — -- - ----___.--- - - - 1435 5304070705 8,G7-5 1 394.9 391.09 389.91 S 12 PCP 176 53047706 8,G7-6 WSDOT SR900 — - - -- --- - - - - _.�—__,.-------- __ 1436 53U4070706 8,G7-6 1 394.7 389.91 386.73 S 15 PCP 259 53048701 S,H7-1 WSDOT SR900 _ _..----. .. _.._--- _ --- ----.._ _..-----------_.- --------- ----------- ------ --..______---- ._.----•------------------..__._ -------- ._..__.. __ _ ..._.._._..__. . ----..---._ _.._._ . __.... . 1437 5304070707 8,G7-7 2 Y 0 386.4 348.6 S N 18 CMP 75 53047710 S,G7-10 S-296 _ _.. _.__...... __... . __�.�. __.._..._..-- _. _ ___----------- __._ ._... .____ _- __ _ ___ _ _ ......__ ..._.. .__ _._....._._. _.__.._.__ -----.. _.._.... ..----___. _ _......_ ... .. _. 1438 5304070708 8,G7-8 1 397.7 394.36 391.7 S 12 PCP 210 53047709 8,G7-9 WSDOT SR900 Monday,Septeinber 18,2006 Page 100 of 569 i � � SECTION 5304 STORM DRAIN STRUCTURES AND OUTFLOW PIPE INVENTORY - � The inventory information for the storm drain system was compiled from numerous sources, is the best information available at this time and should be used for general guidance only. The City of Renton is not responsible for errors or omissions when this information is used for ' engineering purposes and design. Users of this information rnust field verify the data and are responslble for the accuracy of their work. � ID STRUCTURE INDEX TYPE cb GRATE UPPER LOWER GRATE O/W DIAM PIPE LENGTH DWN STREAM DS PLAN FILE ? ELEV(ft) IE(ft) IE(ft) TYPE sep (In) TYPE (ft) STRUCTURE INDEX � — -- ----- ---------- ---- --- -------- --__...--------- - ------__.---.__ _ - I 1439 5304070709 8,G7-9 1 396.2 391.7 389.05 S 12 PCP 209 53047707 8,G7-7 WSDOT SR9oo ---- --- --- -- ----_ -- 1440 5304070710 8,G7-10 2 Y 357.4 348.1 331 S N 18 CMP 88 OUT OUT 5-296 J �J _ _.-------- -_..-------- --- ..- ------------ --- --- -------- — - --.__....._—_.. ._....... .. . ----- .. __ _..... 9272 5304070711 8,G7-11 2-48 Y 430.9 424.85 420.24 N 12 CPEP 86 8,G7-13 R-2983 ' ___----....------___�.._..--- -------- — _..--- --___---------.._ ,._..-----_ --- .._ . ..... _.__._ ._..___..._.. ... i _ __ 9273 5304070712 8,G7-12 1 N 431.4� 428.07 427.07 N 12 CPEP 12 8,G7-11 R-2983 � � _. ----�--�---..___.._.. ... ...------...._-----�---._..._._. _......_ _..____-----..__..._.__�-__-_-------...._...- ---__... __—_�_ �________.............__------ . .... _ . _ .._ _........ � 9274 5304070713 8,G7-13 1 Y 423.74 420.41 409.32 N 12 CPEP 77 8,G7-IS R-29A3 _ _......... ........._. .._. . ..... _..._ . .._...._ _ _...-- --...__ __ _.__..._._. . _.__....... __ � _____.....----...... _... 9275 5304070714 8,G7-14 1 Y 424.44 421.32 42034 N 12 CPEP 10 8,G7-13 R-2983 — --- -- ----- -- --- 9276 5304070715 8,G7-15 I Y 412.92 40938 409.25 N 12 CPEP 12 8,G7-17 R-2ys3 y277 5304U70716 8,G7-16 1 Y 412.63 410.03 409.82 N 12 CPEP 30 8,G7-15 R-2983 9278 5304070717 8,G7-17 2 Y 413 409.25 393.77 N 12 CPEP 66 VAULT R-2983 - --------��---------------- -------------- __._.__ ._------------------- --- -___ -----•---------_ .___.. _-----.._--------�-----_.__ .. __�-------------- _..--- _..__.__ ._. _ .. _._ __ 9279 5304070718 8,G'7-18 AULT-� Y 398.71 398.71 394.1 N 12 CPEP 57 8,G7-5 R-29g3 _...-------- -....�------ ___.._...-----...--- ----. __.---- -- ---- --- _.. --- - . _....----------�-----... __....._. _ _......... ..... _ __._ ___. 1441 5304070801 8,G8-1 1 0 0 0 S 12 PCP 120 53046803 8,F8-3 FIF.LD ___._.. _ ._.._. ___._. _ _ . ..... _....._._ _ _.._.. _ __.__..._.._ _ _......�_. ... _... . .. __.. .._. _... __.... _ _ _.._. . 9280 5304070802 8,G8-2 2-48 Y 435.38 426.12 425.52 N 12 CPEP 86 S,G8-3 R-2983 --— ------- - --- --- ----- ----- ------ 9281 5304070803 8,G8-3 2-48 Y 433.46 425.44 424.9 N 12 CPEP 81 8,G7-11 R-2983 _ -- --- - ------- ---._ ...------- 9282 5304070804 8,G8-4 1 Y 433.29 430.09 429'.6 N 12 CPEP 32 8,G8-3 R-2983 9283 5304070805 8,G8-5 1 Y 430.1 ` 426.5 425.71 N 12 CPEP 155 8,G8-3 R-2983 7921 5304070806 8,G8-6 2-54 N 440.77 434.72 434.72 C 36 LCPE 40 53047807 8,G8-7 R-2985 __ --------------------------- — - ___.._--------------..-- ----------- _�--- - ...._. __---• - -------- _.__.. ---- -_.__._ . _...-----------------. ._ .�. .- -----...----- ._ . __. 7922 5304070807 8,G8-7 2-54 N 44031 434.7 C 12 PVC 5 W-vault W-vault R-2985 __...---- -_....- —.__ _..... _..._..- -------._ _..------- ---------- _.------------....._ _-- ----------... _. ------- --.._..------._.._ . .___... _ .__._.___.._..-- 7923 5304070808 8,G8-8 2 N 434.46 C 12 PVC 9 53047809 8,G8-9 x-2985 IVlonday,September 18,2006 Page 101 of%9 `-' _ • _ \ - - - -N � I' & l TR�N`.MI:�`,1,1f! 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' � N 5 E i. i (:� �'��I..11.1 i 1 � S fi � .1 . u i � o � t � . � _ ,:� : � , _ n a .: , . , w . z _ � ��e - � � �. � os 1 o ` �1 v,��y �2, FF 51 T� 570R1�1 4 NG # � t�K ar�t �► I Q,00yt = 6•�-g �FS g� �7�rd (�'�+ap��,c"��S a�.�=oae� ���� �z a�oo yt = b.� ��5 ,( ����3 A 3 � � ---�' g �,? A� Az ' ' 7 � g, �`t- q `1 �4-r,�s�,�+A� � ���g t °us�Tz r�� �`'L- No i r� �L�V, p j c,iYy SpoftM D�tA� s TRUc7�12�-S AN� p r,�j r L v ti v �' �'�1.5' = �Z�V, q� c l v�L. a P l� I U Vt�t J rorty R qw�ur�s oi- T�1s ��oJ��j CNav� �g� � �� r�RFr�I/G� i'o1l►I�' R►� �L�V, OF �'t7- 3 �IM = 3 g6 , �- c ��►y s��M «��N;�R y� Rll�l = 399 35 C �v,L h�lhl��y�s o , F T�I S plzo�cGT� BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:osl.bwp Surcha-ge condition at intermediate junctions Tailwater Elevation:332.5 feet Discharge Range:6.48 to 6.98 Step of 0. 1 [cfs] Overflow Elevation:397.7 feet Weir:NONE Upstream-Velocity:0. feet/sec PIPE NO. 1: 88 LF - 18"CMP @ 19.43$ OUTLET: 331.00 INLET: 348.10 INTYP: 2 JUNC NO. 1: OVERFLOW-EL: 357.40 BEND: 10 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 4(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ***�***�******�***************�***+*******+*��**�*****�***+****�*�***+***+***** 6.48 1. �8 349.28 * 0. 024 0.99 0.53 1.50 1.50 0. 99 ***** 1. 18 PIPE NO. 2: 75 LF - 18"CMP @ 50.40$ OUTLET: 348. 60 INLET: 386.40 INTYP: 2 JUNC NO. 2: OVERFLOW-EL: 396.90 BEND: 9C DEG DIA/WIDTH: 4.0 Q-RATI0:12.50 Q(CFS) HW(FT) HW ELEV. * N-�AC DC DN TW DO DE HWO HWI ***�**********�*********�***�*****+****+*�***************+*********�*�********* 6. 48 1. 15 387.55 * 0.029 0.99 0.41 �. 68 0. 68 0. 99 ***** �. 15 PIPE NO. 3: 209 LF - 12"CP @ 1.27$ OUTLET: 389.05 INLET: 391.70 INTYP: 5 JUNC NO. 3: OVERFLOW-�L: 396.20 BEND: 0 DEG DIA/WIDTH: 2.0 Q-RATIO: 0. 60 Q(CFS) HW(FT) HW �LEV. * V-FAC DC DN TW DO DE HWO HWI �**************�**************************************�*******�***********+**** 0.48 0.39 392.09 * 0.012 0.29 0.23 0.00 0.23 0.29 ***** 0.39 PIPE N0. 4: 210 LF - 12"CP @ 1.27� OUTLET: 391.70 INLET: 394.36 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO CE HWO HWI ' +***************�**�****+***�*****�******�***********�**�**�**�*�*********��*** 0.30 0.30 394 .66 * 0. �12 0.23 0.18 0.39 0.39 0.23 **xx* C.30 l�lo a v��YvP 1�AP�NS �0� !vv y�A� j_�ow , p K. os z ot't' S1 i� STO R M u AJL� #FZ �1 oN�� �� � 4--Pr�F� I ,61�0o ri= 6.4-� �i-j S� �1- �D a1t�lZ P►P� �i Z i G? i�oy� _6•4&��-� `�" A3 Q�oa��=1.1SG1`..S (kj,o�_z,$)cf.S &•gt 7— 7 P1 Qc�6 1'1Pr�1$ Q�eoyt=4.q � � Pipet►¢ � PI Nr i#3, f�z�oor��. 5,73 Gts �, Fj�. �,�,7-� �,�►?-z gA�?-3 A� �s �6 oNs�T � Rt c.a,�'c BACIC�dhT�R CO�FUTER �ROGRAN_` FOR P=FES Pipe data from file:os2.bwp Surcharge condi�ion at intermediate junctiors Tailwater Elevation:332.5 feet Discharge Range:6.48 to 6. 48 �`ep cf J. _ �c�sl Overflow Elevation:400.8 feet TNeir:�ONF Upstream Ve-cci�y: �. teet%�ec PIPE NO. l: 88 LF - 1�"CMP � 19.43% OUTLET: 331.00 INLE"': 348 . i0 IVTYP: 2 JUNC NO. 1: OVERFLOW-EL: 357.40 BEND: 10 DEG DIA/WIDTH: 4 .0 Q-RATIO: 0.0� Q(CFS) HW(FT) :iW ELEV. * N-FAC DC DN TW DO DE HWO HW= *******+**********�*******�****x***************+*+***�*�*******�*******-�****+x� 6. !8 l . l� ��9.G� * i, . �24 0. 9° �.�s 1. 5C 1 .�0 0. 9g *�*+� 1 . =3 PIPE NO. 2 : ?5 L� - -E"C�IF @ 50.4G° ����ET: 34� . 6G I1`dLr�T: 386.4G �NTYP: 2 JUNC NO. G: OVERFLOW-EL: 396.40 BEND: 10 DEG DIA/WIDTH: 4 .0 Q-RATIO: 0. -3 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ��x�**************+*�**��***********�***************+**x************�*** �****�x 6. 4E 1. G0 38?.40 = �.G24 G. 99 0. 41 0. 6� 0. 68 0. 99 ***** 1.G0 FIFE NO. 3: �6 LF - 18"�P ? �.1�.� GUTLET: 3E9. 11 ItiLET: 389.�7 IN"_'YF: � JUNC NO. 3: OVERF'LOW-EL: 396.40 BEND: 90 DEG DIA/WIDTH: 4 . 0 Q-RATIO: 0. 43 Q(C FS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE H[n10 HLti I **�**************�******�*****�*******�***��*�*�**�*******************�*****�** 5. 73 1. �6 391. 4� � O. C12 C . 93 G.�2 C�.00 0.?2 0. 9s �**F* -. 66 ?_�� N0. 4 : 2C9 �F - 12"CP @ C.82o OUTL�,�: 39C . 45 =�iL?T: 392. _6 INI'Yr: 5 JUtiC NO. 4 : OVERFLOW-EL: 396.20 3END: 0 DEG DIA/rv�II�TI-i: 2.0 Q-RA�'I0: 0.56 Q(CFS`, HW(FT) �W ELEV. * N-FAC DC DN TW JO DE HWO HW= ******;�******�**�****�******************************��**�*+***�*****;�****�*** � � a . C_ 1 . 93 s91 . �9 * 0. �1% � . °5 � .00 C . 9� C . 98 1 . 42 1. �3 1. .� PTPE \O. � . 21C LF - =i"CF @ _.i�0� GUTi,E?': �:2. '6 =N�r�'='. 39� .�0 ���T�?: � JUNC NO. 5: OVERFLOW-�L: 397.80 BEND: 0 DEG DIA%WID1H: 2 . 0 Q-:�ATIO: 1 .2� Q(CFS) HW{FT) HW �Lr�V. * N-FAC DC DN TW DO DE HWO Hr�n�� ******�****�***+**********�*******�***�+******************+************�*�***.x 2 .5i l."�2 39�.38 '� C . 012 O. o9 0. 6G 1 . 93 1 . 93 J .?6 =. i2 1 . 09 �IP� NG. E�: =50 L= - -�"CP � 2.C�= O�J-�ET: 3°4 . .%6 II�d�.�E�': 39? . 3�0 =_�ITYP: 5 Q(CFS) HW(FT} HW ELEV. * N-FAC DC DN '"W CO GE HWO HWI *****�********�****��*�**�*�***********t<********************+***************�x 1. 15 0. 64 397. 94 * 0.012 0. 96 J.32 1. 12 1. 12 0.46 **�** O. o4 No oyL� 7oP NAPcNS j-vtz ,no Y�ArZ i-�w , o. �, �s � ��f S � r`� s i vrzM L1N� � 3 h'o,��_ y � �� . �� �--- �t�t��, �,.oyY = b•4g ��S g� �s�-� a P�Pr i� Z,6Z�ooN = 6.4�c�S A1tA?�� ,�3 g� �7-7 �---'i'fPt #� 3ia���Yr= S,73G�S �14tA5'1' .� A? —�` ���1-3 r-- PIPr # �f-, at,oyr=O.sLr'S � ��j c�� t Z PtPc�6 Plt�c ��, Q�omyY = o.,S G�S PC icN jIvIV� a�°o�= o�s�r5 �� ��L' BACKWATER COMP�TER �RCv:�M :OR FT��S Pipe data from file:os3.bw� Surcharge condition at intermediate junctior.s Tailwater Elevation:332.5 feet Discharge Range:6.48 to 6.48 �teo c� �. "_ �cfs; Overflow Elevation:405.05 feet Weir:NONE �pstream veloc-ty:C. fee�/sec ?IPE NO. 1: 88 LF - �8"�MP @ 19.43$ OUT�E�: s3i. �0 INLE=: �48. ��0 �VTY�: 2 JUNC NO. 1: OVERFLOW-EL: 357.40 BEND: 10 DEG DIA/WIDTH: 4 .0 Q-RATIO: O.00 Q(CFS) HW(FT) NW ELEV. * N-FAC DC DN TW Da DE HWO HW= ***************��***+***************+**+********+*�************+**+*�*****�**�� c .4� � . �� 3�9.=8 - ;� .C24 0. 9g 0. �� � . �0 1. �0 r ay �<{,.� _ . _ , - -F= D]�. 2: %5 LF - = ."CM? rs SJ.:O,� OU`��=i: ��18. 6C =���_ . 3�E.4G =`;�'Y�. � JUNC NO. 2: OVERFLOW-EL: 396.40 BEND: 10 DEG DIA/WID!H: 4 .0 Q-RATIO: 0. 1� Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HFi� **********************************+***************************+*******+**�*�+_� 6.48 1. �C 387. 4C * C .024 O. G9 0.�1 0. 6� C. o8 0. 99 ***** 1 . 00 FI=E N0. 3: 56 JF - 13"C? ? �. i�$ CUTLET: 38y. ��1 I\LET: 38y.ii IN�YF: 5 JUNC N0. 3: OVERFLOW-�L: 396.40 BEND: 0 DEG DIA/WIDTH: 4.� Q-RATI0:10. 52 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ****+�**************��*****+********�***�***+�*****�******�*******�*�*�******�� - . ?3 � q• ?9- . _G * � .'�li 7. 93 � .,2 � . ^„ -� �3 _�x�� 1 . �� FIFE VO. _ . 8 �_ - i2"... @ --•3?" .,�I�E�: �9��. 95 II�]LE�': ��'.. .�E Ir!`�Yp: � �uNC NO. 4 : OVERr�OW-E�: 397. 36 FsEND: 90 DEG DIA/WIDT:3: 2.0 Q-:2A=IG: O.CJ Q(CFS) HW(FT) HW ��,EV. * N-FAC JC DN TW DO DE HWO HW� ****�***********�***************��**�****************************+***********�� 0. 50 r . 35 39�.71 * �. 012 C . 3C 0. 1� Q.�3 0. 7� 0 3C ***** 0. �� �TP�; `_:C. 5 : ?9 t ; _ _;���P � �.=�`� OU�I.=_ . iG_ . �o =:��='�. 391 . 5� =\T�'?: � JUI�C �C. 5: OVERF:,GW-EL: 397.�� BEND: C C�G DIa%�V��TH: 2 .0 Q-F�ATIO: C. J� Q(CFS} HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HW= *+***�**�********��*******+****�**�*****************+**********************�*x� 0.50 0. 99 391. 99 - 0.0"�2 0. 30 �.30 0. 35 G.35 0.30 �.44 0. �9 F==E NO. 6: 2� Lc - 12"C� a � .5�° CCiTLET: 3y1.55 INLET: 39� .G5 IN�'YF: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ************************,r*****�****+**********************�*+**********x��***** 0.50 0.39 392.44 * 0.012 0.30 0.20 0.44 0.44 0.30 ***** 0. 39 AIb ov�rCTnp MApcNS r��2 !�v yc�CR rLotnJ. D. K. VI. EROSION / SEDIMENTATION CONTROL DESIGN Erosion and sedimentation control will be provided by utilizing BMPs selected from the 1998 King County Surface Water Design Manual. These BMPS will likely include, but are not necessarily limited to, sediment pond(s) and/or trap(s), silt fencing, construction safety fencing, interceptor v-ditches, rock check dams, plastic sheeting of stockpiies, straw mulch, hydro-seeding, catch basin protection, and rocked construction entrance, etc. A Temporary Erosion Control Plan and details see construction documents. Sediment trap sizing is provided (see attached calculations). � SECTION D.4 ESC MEASURES Natural Vegetation:Whenever possible, sediment-laden water shall be discharged into onsite,relatively level, vegetated areas. This is the only way to effectively remove fine particles from runoff. This can be � particulazly useful after initial treatment in a sediment retenrion facility. The areas of release must be , evaluated on a site-by-site basis in order to determine appropriate locations for and methods of releasing runoff. Vegetated wetlands shall not be used for this purpose. Frequendy, it may be possible to pump water from the collection point at the downhill end of the site to an upslope vegetated area. Pumping shall only augment the treatment system,not replace it because of the possibility of pump failure or runoff volume in excess of pump capacity. D.4.5.1 SEDIMENT TRAP Code: ST Symbol: �� � Purpose Sediment traps remove sediment from runoff originating from disturbed azeas of the site. Sediment traps r are typically designed to only remove sediment as small as medium silt(0.02 mm). As a consequence, , they usually only result in a small reduction in turbidity. � Conditions of Use A sediment trap shall be used where the contributing drainage area is 3 aeres or less. � Design and Installation Specifications 1. See Figure D.4.H for details. ' 2. If permanent runoff control facilities are part of the project,they should be used for sediment retention � ' (see"Use of Pern�anent Drainage Facilides"on page D-25). 3. To determine the trap geometry,first calculate the design surface area(SA)of the trap,measured at the invert of the weir. Use the following equation: SA = FS(QZIVS) where Q2 = Design inflow based on the peak discharge from the developed 2-year ranoff event from the contributing drainage area as computed in the hydrologic analysis. The 10- year peak flow shall be used if the project size,expected timing and duration of conswction,or downstream condi�ions warrant a higher level of protection. If no hydmlogic analysis is required,the Rational Method may be used(Section 3.2.1 of the Surface Water Design Manual). VS = The settling velocity of the soil particle of interest. The 0.02 mm(medium silt) particle with an assumed density of 2.65 g/cm3 has been selected as the par[icle of interest and has a settling velocity(VS)of 0.00096 ft/sec. FS= A safety factor of 2 to account for non-ideal settling. Therefore,the equation for computing surface area becomes: SA = 2 x QZ/0.00096 or 2080 square feet per cfs of inflow Note:Even if permunent facilities are used, they must still have a surface area ihat is at least as large as that derived from ihe above formula. If they do not, the pond must be enlarged. � 4. To aid in determining sediment depth,all traps shall have a staff gage with a prominent mark one foot above the bottom of the trap. 9/1/98 Erosion and Sediment Control Standards D-26 i D.4.5—SEDIMENT RETENTION Maintenance Standards i� � ;� 1. Sediment shall be removed from the trap when it reaches 1 foot in depth. � 2. Any damage to the trap embankments or slopes shall be repaired. ' � ; � i i ' FIGURE D.4.H SEDIMENT TRAP t � SURFACE AREA DETERMINED AT TOP OF WEIR 4' MIN. � 1' MIN. OVERFLOW �y � � � � � � � � � � � 1' MIN. +��— �` 1' MIN. �i,q 3.5'-5'. � �- 1.5' MIN. FLAT BOTTOAA RIPRAP 3/4"-1.5" 2"-4" ROCK WASHED GRAVEL GEOTEXTILE NOTE: TRAP MAY BE FORMED BY BERM OR BY DISCHARGE TO STABILIZEO PARTIAL OR COMPIETE EXCAVATION CONVEYANCE, OUTLET OR LEYEL SPREADER CROSS-SECTION 1� '`l�. 6' MIN. � =I�-1rI I=I i I=I I I=I I I=I I �' MIN. DEPTH OVERFLOW SPILLWAY -I I I=I I I=I I I=I I I=I I I=I � ii-iii_iii=iii-iii-111�I o o � v Ill-iii-iii=iii-iii-iii_ ,I�I- -I' MIN. 1' DEPTH NATIVE SOIL OR� i I I� ' , • • , :.••;, •.:: •• I I- 2^_4" R�CK COMPACTED BACKFILL I.�I I �; ' —I I I- MIN. 1' DEPTH 3/4"-1.5" GEOTEXTILE -III-III=III=III III-III-III III-III=' WASHED GRAVEL -1 I i-1 I 1-1 I 1=1 I 1-1 I I,-1 I I-1 I 1=1 I 1=1' TRAP OUTLET • � � u F E¢ i r� �.'^1��' . I Erosion and Sediment Contml Standards 9/i/98 D-27 � PACIFIC ENGINEERING DESIGN LLC= JOB ����SH/�W _L-�--- � -���G_f5� CIVIL ENGINEERING AND PLANNING CONSU'�_TAN-S CALCULATED BY �'f� DATE b� L �� �/_r� t �S�blNI�N j 'j"Ri1 p C,�L�..�i([.�IT! DN S G? 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- Peaks - - Rank Return Prob (CFS) (CFS) Period 0.120 6 8/27/O1 18:00 0.299 1 100.00 0.990 0.084 8 9/17/02 17:45 0.228 2 25.00 0.960 0.228 2 12/08/02 17:15 0.164 3 10.00 0.900 0.097 7 8/23/04 14:30 0.135 4 5.00 �.800 0.128 5 10/28/04 16:00 0.128 5 3.00 0.667 0.135 4 10/27/05 10:45 0.120 6 2.00 0. 500 0.164 3 10/25/06 22:45 0.097 7 1.30 0.�31 0.299 1 1/09/08 6:30 0.084 8 1.10 0.091 Computed Peaks 0.275 50.00 0.980 Page 1 a2.pks Flow Frequency Analysis Time Series File:a2.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 0.073 6 8/27/O1 18:00 0.181 1 100.00 0.990 '� 0.051 8 9/17/02 17:45 0.138 2 25.00 0.960 0.138 2 12/08/02 17:15 0.099 3 10.00 0.900 0.059 7 8/23/04 14:30 0.081 4 5.00 0.800 0.077 5 10/28/04 16:00 0.077 5 3.00 0.667 0.081 4 10/27/05 10:45 0.073 6 2.00 0. 500 0.099 3 10/25/06 22:45 0.059 7 1.30 0.231 0.181 1 1/09/08 6:30 0.051 8 1.10 0.091 Computed Peaks 0.166 50.00 0.980 ; Page 1 a3.pks Flow Frequency Analysis Time series File:a3.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 0.096 6 8/Z7/Ol 18:00 0.237 1 100.00 0.990 0.067 8 9/17/02 17:45 0.181 2 25 .00 0.960 0.181 Z 12/08/02 17:15 0.130 3 10.00 0.900 0.077 7 8/23/04 14:30 0.107 4 S.Oa 0.800 0.101 5 10/28/04 16:00 0.101 S 3.00 0.667 0.107 4 10/27/05 10:45 0.096 6 2.00 0. 500 0.130 3 10/25/06 22:45 0.077 7 1.30 0.231 0.237 1 1/09/08 6:30 0.067 8 1.10 0.091 Computed Peaks 0.218 50.00 0.980 Page 1 � a4.pks Flow Frequency Analysis Time Series File:a4.tsf !, Project Location:5ea-Tac , --Annual Peak Flow Rates--- -----Flow Frequency Analysis------- ' Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob I� (CFS) (CFS) Period 0.361 6 8/27/O1 18:00 1.15 1 100.00 0.990 0.260 8 1/OS/02 15:00 0.794 2 25.00 0.960 0.794 2 12/08/02 17:15 0. 506 3 10.00 0.900 0.291 7 8/23/04 14:30 0.468 4 5.00 0.800 , 0.468 4 11/17/04 5:00 a.437 5 3.00 0.667 ', 0.437 5 10/27/OS 10:45 0.361 6 2.00 0. 500 0. 506 3 10/25/06 22:45 0.291 7 1.30 0.231 1.15 1 1/09/08 6:30 0.260 8 1.10 0.091 Computed Peaks 1.03 50.00 0.980 Page 1 f � � a5.pks Flow Frequency Analysis Time Series File:a5.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 0.465 6 8/27/O1 18:00 1.42 1 100.00 0.990 0.329 8 1/05/02 15:00 0.994 � 25.00 0.960 0.994 2 12/08/02 17:15 0.647 3 10.00 0.900 0.374 7 8/23/04 14:30 0. 562 4 5.00 0.800 0. 562 4 11/17/04 5:00 0. 554 5 3.00 0.667 0. 554 5 10/Z7/05 10:45 0.465 6 2.00 0. 500 , 0.647 3 10/25/06 22:45 0.374 7 1.30 0.231 1.42 1 1/09/08 6:30 0.329 8 1.10 0.091 Computed Peaks 1.27 50.00 0.980 Page 1 . �. .. a6.pks Flow Frequency analysis Time Series File:a6.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow rtate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.475 6 8/27/Ol 18:00 1.45 1 100.00 0.990 0.336 8 1/05/02 15:00 1.02 2 25.00 0.960 1.02 2 12/08/02 17:15 0.662 3 10.00 0.900 0.382 7 8/23/04 14:30 0. 575 4 5.00 0.800 0. 575 4 11/17/04 5:00 0. 566 5 3.00 0.667 0. 566 5 10/27/05 10:45 0.475 6 2.00 0.500 0.662 3 10/25/06 22:45 0.382 7 1.30 0.231 1.45 1 1/09/08 6:30 0.336 8 1.10 0.091 Computed Peaks 1.30 50.00 0.980 Page 1 - � r . ' w i a7.pks Flow Frequency Analysis Time Series File:a7.tsf Project Location:5ea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow rtate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.406 6 8/27/Ol 18:00 1.24 1 100.00 0.990 0.287 8 1/05/02 15:00 0.869 2 25.00 0.960 0.869 2 12/08/02 17:15 0. 566 3 10.00 0.900 0.327 7 8/23/04 14:30 0.492 4 5.00 0.800 0.492 4 11/17/04 5:00 0.484 5 3.00 0.667 0.484 5 10/27/05 10:45 0.406 6 2.00 0. 500 0.566 3 10/25/06 22:45 0.327 7 1.30 0.231 � 1.24 1 1/09/08 6:30 0.287 8 1.10 0.091 Computed Peaks 1. 12 50.00 0.980 Page 1