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03219 - Technical Information Report
32 Ig �� Core Design,Inc. CORE 1471 1 N.E 29th Place Suite #101 Bellevue,Washington 98007 \ � DESIGN `� 425.885.7877 Fax 425.885.7963 i � `.. v t ' Y � �/ i�:�V �i'. 't 2��� r•, -- - -- -_. ...,, TECHNICAL INFORMA�'ION REP012T FOR I�ONEY BROOKE - PHASE V RENTON, WASHINGTON ry�y.�X r1�' g A. � � g wAs� � ����1 � � � � 3� SI�NAL EXPIRES �2/�4/ `7 Prepared by: James _�. 1lorin, �.E. Reviewed by: David E. Cayton, P.E. Date: December '_'004 (�are �Io.: 0304-� ENGINEERING � PLANNING � SURVEYING 3.2 / 9 HONEY BROOKE - PHASE V TABLE OF CONTENTS I. Project Overview II. Conditions and Requirements Summary III. Off-site Analysis A. Upstream Tributary Area B. Downstream Analysis N. Flow Control and Water Quality Facility Analysis and Design A. Hydrologic Analysis B. Detention Routing Calculation C. Water Quality Volume Calculation V. Conveyance System Analysis and Design VL Special Reports and Studies VII. Other Permits VIII. ESC Analysis and Design IX. Bond Quantities, Facility Summaries, and Declaration of Covenant X. Operations and Maintenance Manual Core Design,Inc. Hone�� Brooke— Phase V Pa�e ? I. PROJECT OVERVIEW The 0.857ac Honey Brooke—Phase V site is located just northeast of NE 5�' Street and 142°d Avenue SE in Renton, Washington (see the attached Vicinity V1ap). The project includes a single parcel occupied by one single-family residence. The existing ground cover is a combination of impervious surfaces (houses and a compacted gravel driveway) and miscellaneous landscaping. The site slopes gently from north to south but does not receive any upstream flow due to the existing topography. Using the Sensitive Areas Map Folio for King County, December 1990, no hazardous areas (seismic, erosion, landslide, 100-yr floodplain, or coal mine) are associated with this property. Consequently, a110.857ac will be developed. The proposed project includes constructing 6 single-family residential lots with associated roadways and utilities. Half-street improvements, including curb, gutter, and sidewalk,will be made to 142"d Avenue SE along the property's western frontage. The on-site generated runoffwill be combined with runoff from the adjacent Honey Brooke— Phase III development. The resultant flows will be detained and treated in a single I detention/wet vault located on the Honey Brooke—Phase III site(see Figure 2 for the Site i Plan and Figure 3 for an Aerial). All drainage discharging from the vault will continue ' east to an existing wetland. The Honey Brooke—Phase V project was designed using the guidelines and requirements established in the following references: 1998 King County Surface Water Design Manual (98 KCSWDM), the city of Renton Development Regulations (1998), and the City of Renton Standard Plans for Road, Bridge, and Municipal Construction (1997}. The completed Technical Information Report (TIR) Worksheet for this project can be found at the end of this section. Core Desibn, Inc. Hone� Brooke— Phase �' Pagc 3 � 405 5 4 3 2 ��p. �� �� ao o � Z � � i2 • � c� < � 8 9 10 � � 11 C/TY O1F R£NTON SITE � �� II �' � NE ani sT. 5.�, NE 417i ST. BM PT. BM PT. ��� 1852 2103 N GREEN4400D CFAIElERY 17 �sg 16 15 14 "�E' ` CED�R �' ,� l� I�APLEWOOD GOLf COURSE � V/C/N/TYMAP 1=3,D00'f � � F I GURE I : VICINITY MAP �, DATE APRIL 2004 147i 1 NE 29th Place Svife 10I ' sei���, w�ro�►� 9soo� ' DRAWN SKS 425.885.7877 Fax 425.8857963 II APPROVED DEC DESIGN � PROJECT MANAGER ENG/NEERING • PLANNlNG • SURVEYING SEC. 15, TWP. 23N, RGE SE., W.M. i _ ;._ i � � -r-_.. ..,, ' ��� - : i ( i __ , ,_ � �; , � . �� ,._ i � i '______ : � ; i - NB820�37�Mi -t30:04_ _ `� I � . ,�� ;. `_. _- �-� - _ :�n_.._ : '. " ; /�— — . -� �w . o=� .--�_� --- ..-- —Y.=- _-_.�-�= -_.._ - -_ _ . �-: — — — ,_` - � - ..__.._ .._.r . 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DESIGN � . - ` , ` ` i.E.i?» S 4�fi 4 _ . _ ; .� --____- � � �' ` �' - �— � ENGfNEERtNG � PLAIJNING � SURVEYfNG o ,_, � ,v�;� � �{, {.�.�2 �vw a-�s.� __ __ �, � - . ,� o },--�.�_ .,� ��,� �. . _ t� 4as.� - ._ _ ; » _ _ __ __ , , ' =— ;.,�a�' _ , = ;� - . - � -_ , _ _ _ _;� J Sr . o --=— EXIS TING Sl TE H YDROL OG Y — __... s, a �; - _ - - LL HONEY BROOKE �/ - T:%- ..""_.�"_"".-_� ._ ._ . � - . " _' � - " - - . , ... ." _ . �- � . _ "" _"_..._,_"._ .._�-'�_ .. ___ . _.:�_� _ _ _ , __. - . �.,_- ... � __ --- �. _ X ' -- _ N.E -�TA3�"REFT� - - ____ � �o � ';; _ , - _ �._ _ L,�n �� � DATE NOV, 2004 S�-EET O� ja _ _ = ---__--- _ _._ - -- CESiGNED ✓AM 1 1 � � I C�AbV"J JAM P�OJECT NUM�E� � � � 03044 � ; SEC. 15, TWP. 23N, RGE 5E., W.M. i i i i � � i I i � ` i ( + i � i = I i � t I i I �i I I � I I I i-- I � I ! � � 130 4 �-w � � � . � e i _ _ _ _ � ( `°_- �.— �� -_;:v . .;.�_ �.._ ___— _:_ $C�: �~ : �! — — — — � 'r'� — — --------J � �W ' _, — — -- — -- — — —_�-", z _ � I o so iao �—_— _ _ I � Tf�— — - - - - - w � ti .o4 I .Y. i � ! , � , �._`_' ' ---� – -- �, � � . I�I ' �; –-- –=_ K'ing Caunty i�e�artaner3t af Devedopment and.E�vironmentai ServicEs � -����r�o��,�. i��������� ����o�� ���� �ro��s��� ' Fari�1 PRO:.fECT OWNER:AND- Part 2 PRQJECT�OCATION AND PROJE�T E3VGINE� DESCAiPT10N Project Owrier Project Name C. THOMAS FOSTER Honev Brooke - Phase V 6d450 Southcenter Blvd. #106 �-Q�on o Tawnshi� 2 3 N. P�ne �� Aange S F_ ( 206) 244-0122 Ext. 120 Project Engineer .............Section 1 0 David Cayton, P.E. Company Core DesiQn, Inc. Address/Phone 7 7 _ ''P,act:3_=TYP�;OF;P�RMff Part4 OTHEA REViEWS AND PEAMITS �APPLICATIC?I� :; _ }t7C Subcfivison DFW HPA Shoreiine Managernent Short Subdivision CAE 404 Rocicery X����9 DOE Dam 5afety X�tructural Vaults Commercial FElU1A F�oodp[ain Other Other C�E Wetl�nds Part.5 .S1TE�CaMMUNITY�AND.DRAINAGE BASIN Community C C=�2/1-K �'i V�' ,C3��-��e%�• Drainage Basin �o vv�� I LC DA�' ��v ..� 1��-s :ni Part:s';':S�TE.Ci�ARACTEf�1STICS_ River Fioodpfain Wetfands Siream Seeps/Springs Criritica!Stream Reach y�gh Groundwater Table DepressionslSwales Groundwater Reci�arge Lake Other Steep SioQes Part:7� 'Sr3lG:S� _ Soii Type Slopes Erasian Potentia! Erosive Velcoties Alderwood /�c� ' O -�5`.E _ � %.�C - -,n � �-i�-Ei , r � AdditionaJ Sheets Attactted Part�B DEVFi:�P1UEENT 1..lBA1TaT10NS RE�ERENCc LIMITATION/SiTE CONSTRAINT � Ch. 4—Downstream Analvsis Additional Sheets Attached Part 9 ESC REQUlRE?JfE�1TS - MlN1MUMl ESC RE�UIRE�1ilE�VTS MINIMUM ESC REQUfREIVIEiVTS DURING CANSTRUCTION AFfER CONSTAUCTfON X Sedimentation Faciiities XStab�iz� Exposed Surfac� X Stabilized Construction Entrancz gRemove and Restore Temporary ESC Facilities X Perimeter Runoif Control XC1ean and Rernove All Silt and Debris X C�earing and Graing Restrictions XEnsure Operatian of Permanent Faciiities j X Cover Practic�s XFiag Lirnits of SAO and open sQace X Consttuction Sequence Preservation areas ��� Other Part 10 SURFAC�WAT�A SYSTElrf Grass f..ined Tank lnfiltration INethod of Analysis CJ�annel RCRT S X�Jault Depression XX P�pe System Compensation/Mitigati X�Fnergy Dissapatar Flow Dis�ersal on of E3iminated Site Open C�annel X�etland Waiver Storage Dry Pond - Stream Regional VAULT Wet Pond Detention Brief Description of System OQeration Surface runof f is directed to a pipe and catch basin system onsi e. T e onsite sys em is irec e o I I FaciGty Related Site Limitations and released to a nearby wetland. Reference Faciiity Limitation Part:11 STRUCTLIRAL ANALYSIS Part 12 EASEMENTSITR�CTS XX Cast in Place Vault X Drainage Easement Re#aining Wall XAccess Easemertt Rocicery>4' High Native Growth Protection Easement . Structural on Steep Siope Traci Other Other Part:13 SIGNATURE OF PR��SSiONAL Eid1GINEER 1 or a ci`rii engineer under my supenrision my supervision have visiied ihe site. Acival si�e canditions as observed were incarporated into#his worksheet and the attact�ments. To'the 6est of my knowledge the informatio�provided here is accurate. -�=��1�C�.-t< <L' �� �.i.�r � /l�1:L / • � - Si te I � � ' . II. CONDITIONS AND REQUIREMENTS SUMMARY There are currently no conditions and requirements associated with the Honey Brooke— � Phase V site. Core Design. Inc. Hone�- Bi-ooke—Phase�' Page�l III. OFF-SITE AN:�LYSIS A. UPSTREAM TRIBUTARY AREA There is no upstream area tributary to the Honey Brooke—Phase V site or the Honey Brooke—Phase III site. See Figure 4 for the Existing Site Hydrology B. DOWNSTREAM ANALYSIS The Honey Brooke—Phase V site slopes gently from north to south. The existing topography reveals a subbasin split further directing site runoff both southwest towards 142°d Avenue SE and southeast towards Honey Brooke—Phase III and NE 5�' Street. In a letter dated October 13, 2003, to Ms. Henninger and the City of Renton(attached), Core Design addressed this issue and proposed to take all the developed drainage easterly to the detention/wet vault within the Honey Brooke—Phase III development. The proposal was accepted with conditions: flow to the north/south ditch along 142°d Avenue is maintained and the detention/wet vault is upsized to accommodate the increased runoff. A complete downstream analysis for the vault outle# can be found in the Final TIR for Honey Brooke—Phase III, revised August 2003, Section III(attached). Core Design. Inc. Hone� Brooke—Phase V Page 5 � �v� � �,�''"� Cara d?asigo,lnc. �� . 1471] N.E.291h Place Suite #101 8ellewe,Washinglon 98007 �DESIGN 425.885.7877 Fax 425.885.7963 October 13, 2003 Core Design, Inc. Project No. 03044 Arneta Henninger Engineering Specialist Development Services Division Renton City Hall—6�' Floor 1055 South Grady Way Renton, WA 98055 Subject: Honey Brooke Ph.V—Short Piat PRE APP 1V0.: PRE 03-097 Dear Ms. Henninger: We are currently preparing a preliminary application for the above-mentioned project. At this time we are reviewing the possibility of routing the developed stormwater runoff from this site through the Honey Brooke Phase III project and into the currently designed and approved concrete vault. We have determined that this concept is physically possible and would require increasing the length of the Honey Broolce Phase III vault by approximately 33 feet. See attached sketch. The concept to combine Honey Brooke III &V storm water wpuld have obvious advantages to the Honey Brooke V project. This will decrease actual construction costs � of the overall area development as well as minimizirig maintenance responsibilities for the Honey Brooke Homeowners Association. By not constructing a detention facility within the Honey Brooke Phase V project,the lot layout and subsequent marketabiiity of the lots will also improve. � . �_ The 0.82-acre Honey Brooke Phase V proj ect does have a subbasin split with approximately 2i3 of the site draining west and the remaining 1/3 draining east. These subbasins combine approximately 4, 880 feet down the east subbasin downstream and 4,460 feet down the west subbasin downstream. Tli�point of compliance is located a�the intersection of SE 136th St. and 142"d Ave SE. See attached Downstream Map. At this time we would like the City to review this cQncept and provide an approval:flr denial as appropriate. It is our opinion that this drainage concept will have na adverse , impact on the downstream system. The total 100-year maximum runoff from this small site is only 0.86cfs and the subbasins combine prior to fish bearing l�abitat: Also, a similar subbasin split was approved for the Honey Brooke Phase I�project. ENGINEERlNG • PLANNlNG � SURVEYlNG 03044Ltr01-AmetaHenninger If you have any questions or need additional intor�nation; please do not hesitate to call me at(425) 885-7877. Sincerely, CORE DESIGN, INC. �� � David E. Cayton, P.E. PrincipaUSenior Project Engineer I � �INAL STORM DRAINAGE REPOR�' 'I FOR I�ONEY BROOKE - PHASE III RENTON, WASHINGTON .�.��� ..,°`c�, � r�,� ��r,,��, r �'�'�'� F �r � _t _,:l� � � -. }. ' � ��-,-� �� , �. � � '";� ,, s371� �� :�\�'�4'�'`;�`` �ft'3i . �. �°'"SOf�Pf�L`a��� �l'�'�-rs�` Prepared by: Stacia K. Schroeder, P.�. ==°�ry�p,S'�� Reviewed by: David E. Cayton, P.E. g-Z 7-0 3 Date: Mav 2003 Revised: August 2003 Core No.: 02009 III. OF�'-SITE ��iAI.YSIS A. UPSTREAIVI TRIBUTARY ARE� There is no upstream area tributary to the subject site. B. DOWNSTREAM A1�TALYSIS Drainage from the site naturally sheet flows in the southeasterly direction across the property and onto the adjacent property to the east and the existing pond along the south property line. The existing surface drainage is split between two basins,however, this analysis will utilize one detention system based on the following: l. Historically, the pond along the south property line,which is located mostly in the Honey Brooke Phase I project, a.k.a. 4.77 Court was connected to the existing wetland east of the site. Fi11 material has been placed on-site by the original property owner during the past few years,which has cut-off the hydraulic connection. This proposed project would reestablish the original surface water runoff course. 2. The Honey Brooke Phase I project did not include the offsite tributary area to the north in the storm drainage vault design. Therefore,routing additianal tightline I runoff to the existing vault will have adverse effects on the Phase I detention system. 3. The Honey Brooke Phase I project did not construct an emergency outfall structure for the pond. Flooding of this pond will overflow onto rear yards of adjacent lots and eventually overflow onto the roadway surface south on the pond. Based on the above information, this project proposes to match the natural runoff characteristics of the parcel and reduce the potential flooding risk associated with the existing pond. The outfall of the proposed detention/water quality vault will be directed to a point near the existing offsite wetland located approximately 125 feet north of the southeast property Core Design,inc. Page 5 comer. Stormwater flows through the wetland for approximately 350 feet in an easterly direction where it enters a�-10 feet wide manmade ditch that drains south for approximately 600 feet and enters an 18"intake. This intake drains to a catch basin/pipe system that flows east along the north side of NE 4�'street for approximately 100 feet where it enters a Type II catch basin. From this catch basin, stormwater flows south underneath NE 4`� Street via a 36" storm pipe for approximately 85 feet and into another Type II catch basin in private property. The outfall of this catch basin drains south through a 48"diameter concrete pipe for appro�mately 80 feet where it daylights into an existing 2—3 feet wide ditch. This ditch eventually meanders in a southerly direction for approximately 200 feet where it enters the Sienna Plat, which is currently under construction. The remaining downstream has been described by Triad Associates in their T.I.R. for the Sienna Plat and verified by this office. A copy of their downstream analysis and map follows. ' Core Design,Inc. Page 6 I � ' '�R'������_�c....�.��•Q1�� I � _ __ �� � � €f'� , i���, �_-� ,' gl � �;' € ��� ` �� � � � �� �1 �� �,� ��.��� �� : . � � � �.��..�-� _ � __.... �.1 � iE���� � ����� < < ��, � � v � ' � � � I{ �r . _ , �.. , r _ .. - • - �� w � - - �1 _��__I� ��1 ► _ / , ' - ' ��!! ��I�Q� :=°� �� , � � . . _ _�, , r _,�� ���t 4t ��;; f �-:�„ , ; � . =�.r,_,,,_ t ' ��:�� �s�l .�►-- � . _"',.�'�" � b — _ . } ♦� ��,� ���� �, M 1 .�' '�', `� �'�II�i� ' 'f � �,�+ . „ ♦ � � �.c�•Il(� ` � � 'a���r,�!�� ` � � ' �I � _�� ,o,�,.�i J'/� �/ ► "� , � �dtE�r-�.:.�r I .,. � �! ��� I w _ ' _ � — �� �� ' � � ► ��,� 3 � ��a/I ��b, x � � , , � ' • - w,iw i�w � •�ti . i• ► � . . . ����� � ' � , � . � � • _ • ��w�� �i'�a - � ' • ■ � � � � � w �. ! � � � . ' �I • � � � � �M� � ��� � � . � i � � � 1 � � i • I�'�, „.. �����1���r� � .:��1��1/�..—� I � � � ! ��'..__r�...tir�•� -;��wC'!e.'v,•. �v' • " _ ) fi r1A�� _' � �. - ��irl7�'���������� \ � �, � � '.in=���� I i ''I• II' ' , 2 :� ` � I : � � ' +II . ;' i� . . Sienna Level 1 Downstream Analysis V`%ith the exception of the existing houses and associated driveways, the site is covered �, predominateiy with second gowth forest of alder, fir, cedar, maple, scrub trees and bramb� under story. The site contains mild slopes ranging from 1°% to 3% sloping from the no�Eil�to . _ , the south. A drainage swaIe meanders through the middle of the site, flowing no ro south. A 0.19 —acre wetland lies at the northeast corner of the site. The wetland wi" remain.in a sensitive area tract. ,: . 2 UF'STREAM DRAlNACE ANALYSiS �� A site visit was performed on July 2,,, 991�, bserve th upstream, site and downstream �;;�,�=`' drainage conditions. The following anar ; is � ed o that site visit and related research of available records. �li ,41} 2.1 Upstream Basin � There are approximately 160 acres upstream area tributary to the site as delineated on the Upstream Tributary Map. '� area consists mai.nly of existing nursery, single-family residences, roadway and "�cellaneous wetlands. Storm water tends to sheet flow over the yazd and roadway area�where it is picked up by ditches and pipes. A 42-inch storm line cames the flow so under SE 128th St. where it discharges into a ditch behind a residence at 14415 SE. ` 8`� St. The ditch ranges from 2 to 3 feet deep and then tra.veis under a driveway, a an 18-inch culvert. The storm water enters the north property lin.e of the site • via th ditch and meanders through an existing swale in a southerly direction. � DOWNSTREAM DRAINAGE ANALYSiS Refer to the Downstream Drainage Map to aid in the following summary of the downstream drainage system. 3.� Site Runoff In the existing condition, the storm water sheet flows to the onsite swale. The storm water then flows in a southerly direction where it leaves the site approximately 4(}0 feet east of the February 13,2002 /T�� Page 2 Job�F01-108 �.,,�, �� - Sienna Level 1 Downstream Analysis intersection of SE I32"d St. and 144`h Ave SE. At th.is point the storm water flows for a few �� feet in a ditch and then under SE 132"d St. in an 18-inch concrete culvert. � 3.2 �ownstream Runoff The site runoff flows through the 18-inch culvert to a catch basin located on the south side of i SE 132°d St. The storm water is then piped south approximately 350 feet where it outfalls ' into a graveUhard packed ditch/swale. The water continues to flow in a southerly direction for approximately 100 feet where it splits west and east. The easterly channel conveys flow from a 12-inch culvert where it picks up storm water on the east side of the unopened right- of-way of 164�' Ave. SE. The westerly channel flows through a heavily vegetated area into a . property at 13224 144`� Ave SE. The water is transported througli a manmade rocked channel, under a footbridge and then into a 24-inch concrete culvert where it crosses under 144�' Ave SE. The water discharges on the west side of 144`�Ave SE into a seasonai stream called Maplewood Creek. The creek bed was dry at the time of the site visit. It is well vegetated with �ass and meanders through a pasture. The stream flows in a west- southwesterly direction to 142"d Ave SE where it then flows south. There were no apparent signs of flooding outside of the ditch/swale streambed. 3.3 Downstream Drainage Problems According to complaints compiled by the King County Water and Land Resources Division, flooding lias occurred between the project site and the one-quarter mile point. Specifically, complaints #86-0739 and #90-0556 reported of flooding of private property at 13323 146`�' Ave SE. (See the Drai.nage Complaints exhibit located in the appendix}. The first enclosed complaint was received on July 23, 198b. The complaint was of water flowing from Maplewood Heiglits Elementary School onto the property. The investigation narrated that the school property is 3-6 feet lower than the complainants' property. Therefore the complaint was closed. The second complaint was received on February 6, 1990. It appears that a neighbor filled a low area in their yard that forced drainage to pond in an adjacent yard. The action taken by King County Department of Public Works was not included in the report. At the time of the site visit performed on Juiy 2, 2001, the drainage February 13,2002 Page 3 Job�01-108 �TT�T A i1 1 ltll']1J S�� ci�rrs � Sienna Level 1 Downstream Analysis swale at this location was ill defined for approximately 100 feet. At this point, the drainage converges with the outflow of the 18-inch pipe from the north. The channel is well defined at the convergence point. The ditches along NE 2°d St and 146`h appear to have not been maintained in several years. There are numerous alder saplin;s along with heavy gowth of vegetation. The resident at the comer of NE 2°d St. and 146`h Ave SE stated that he has not seen a maintenance crew in over 5 years. He also stated that the ditches have not overflowed but have come close to the top. No flow was observed on the day of the site visit. February 13,2002 / Page 4 Job#01-108 /TnT� t\l�,,.. �;,� , . . • � � !� ' x►e�.�o iaa.� K � �i n 1 tu.at � � x ,� : \ k�aea� x'� ' x� � x . �� � ��7as x�� � ' x t�0.4E 1 N , � M X��� , ��� SITE � x � x ia.ta I . � x ' �` x taar9 �u.� » ,� x�� i aaa � vi x iaa,e,a �� � x � 1?OA7 p 1�l�17 I nsr x us.�� ' a x us� z x � O xi � V � r., � �_ x x c y ' '•" NTS �� U 1l�7! X L[�K O x x u�.s� x ue,ve Ditch x uu�a V t�,tc x x°,�° x u�,r� ''^-".� x��,� ��� uz�. x . . x x�as.ea x x tt� M�n,ra �.� . x 1L7.ib M 11C�.IBN 1 x�a„ ias.t� x� x�ttar x x�.o , J � p� �ae u x,r�.� x x t�s e �Ru� U �Ee.� x � 00 r. x 1��,�1! 0 c;_�,� z te�Xc xte�.bs O U �..—J ! � � t O 5wa1e —'►� R .�N.. tt x V � x x"e'"' ' � �r � ' N � x u4.a x u�.sd e�on�1 Sae� � ie� u�,� S x xiK.0 a �ex /'..—' x ue.�i x "-^---�._.,._,_ \ �n � us� x� x x `'`,_..,'_"` x . x � �� �t�at -� �tan r n x x ttaaa V J x gg � � lIMl3 �� � � x � x tt��7� � 1laX� '_ p X ^�. � �. It��O �na� uj x� tea.� ° � x x x�s , xu7�1e • � ox x fe3.�1 x 183t1 1l4.OY x x 1R4.N u .ai x x�a�.ae x�:�.ol �t° x us.r� � � x _ �o #ua.� x l4,a4 x fx�.rs x ic3,t7 x x u � 1t1.i0 I! .7t x 1�4� x 1l3.41 x 187.90 x 1iA,i� �1 � x x x x u�.e� x�iMa x uar� .. x u�a� � u�..+� ` � ,�..,,_.,....�, r. x � x�e°'r \ 11{�K � � 1f9, , x r�, � - � � � ' �M A ' � � ' � . 1 i � � IV. FLOW CONTROL AND WATER QtiALITY FACILITY ANALYSIS AND DESIGN A. HYDROLOGIC ANAL.YSIS The developed Honey Brooke—Phase V site (0.857ac) will combine its runoff with that from the developed Honey Brooke—Phase III site (4.423ac) to the east. One detention/wet vault facility will serve both proj ects. For this reason the vault will be sized based on the combined existing and developed conditions for both projects. The hydrologic analysis for the following vault was conducted based on the 1998 KCSWDM and the King County Runoff Time Series (KCRTS) soflware. The site soils, identified as Alderwood Series (AgB and AgC}, correlate to the KCRTS group Till. The SeaTac rainfall region was used, with a regional scale factor of 1.0. Using the pre- developed impervious and pervious areas shown in the table below (for both the Honey Brooke—Phase V site and the Honey Brooke—Phase III site), a single pre-developed time series was generated. The developed site's impervious areas were arrived at using the 1998 King County Surface Water Drainage Manual (KCSWDM), Section 3.2.2. Using the criteria and applying it to King County Code (K.C.C. 21A.12.03) for R-8 zoning, the maximum impervious coverage is interpolated to be about 75% far the lots, or 4,OOOsf/lot (whichever is less). Please refer to the attached Site Statistics spreadsheet for a breakdown of developed pervious and impervious areas. Pre-Developed Area (Acres) Developed Area (Acres) H.B.—III H.B. —V H.B. —III H.B.—V Till Pasture 3.948 - - - Till Grass - 0.687 1.040 0.306 Impervious 0.390 0.170 3.298 0.551 Subtotal 4.338 0.857 4.338 0.857 Undisturbed Wetland 0.085 - 0.085 - Total Gross Area 4.423 0.857 4.423 0.857 Core Design, Inc. 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I I.� . - AgC' -_ __ � Mdn+^,WmNwis.98007 i I ° -- _o � m n ... ° pgp �DESIGN �Ts.ass�anr,�rlxses.�sea � m Sk � A � A i akF ENGINEERING • PLANNING • SUPVEYING � � • ' � � � � BM p � ```'� I i ' . \ . 428 i<`L � � 1 — u � \ amc �J � � A88\`I �TB i i- Age — __PlPELINE A� HON� BROOKE PHASE V ° ��fl ��3 2g' � � ., , -3 ;, ' 27� �- 2 S O l LS MA P _.. f /�BC A8fl � � a U� � 492 I :r S'` _ � ° � ° 451- e � � � �' � q C_ THOMAS FOSTER i � � - , ; `� � l � _9 �` � ��I, t,,pop J \\ �.� � tS4J� .SO(/7F/CENTFR B�.VD �'�06 - - _ _,. _ ., i . , :� iaQc , . � � I _ i . . . _� �F . ���� SEA TRE, WA 98188 Scale 1:24 000 DATE APR/L 2004 SHEET OF 1 �° � 1% ° 1 z "''i'S DESIGNED DEC 1 1 �CCO 4000 �000 2C00 1000 � 5C00 10000 Feet DRAWN S/(,5' PROJECT NUMBER 0304� � i DESCRIPTIONS OF THE SOILS This section describes the soil series and map- Alderw�od soils are used for timber, pasture, ping units in the King County Area. Each soil berries, row crops, and urban development. They se�ies is described and then each napoing unit in are the most extensive soils in the survey area. that series. Unless it is specifically mentioned ' otherwise, it is to be assumed that what is stated Aldeiwood gravelly sandy loam, 6 to 15 ercent about the soil series holds true for the mapping slopes AgC) .--This soil is rolling. Areas are units in that series. Thus, to get full information irregular in shape and range from 10 to about 600 about any one mapping unit, it is necessary to read acres in size. both the description of the mapning unit and the Representative profile of Alderwood gravelly description of the soil series to �ahich it belongs. sandy loam, 6 to 15 percent slopes, in woodland, Ar► important part of the description of each 450 feet east and 1,300 feet south of the north soil series is the soil profile, that is, the quarter corner of sec. 15, T. 24 N. , R. 6 E. : sequence of layers from the surface downward to rock or other underlying material. Each series A1--0 to 2 inches, very dark bro�n (lOYR 2/2) contains two descriptions of this profile. The gravelly sandy loam, dark grayish brown �irst is brief and in terms familiar to the layman. (lOYR 4/2) dry; weak, fine, granular struc- "" Th� second, detailed and in technical terms, is for ture; slightly hard, friable, nonsticky, • scientists, engineers, and others who need to make nonplastic; many roots; strongly acid; thorough and precise studies of soils. Unless it abrupt, wavy boundary. 1 to 3 inches thick. is otherwise stated, the colors given in the B2--2 to 12 inches, dark-brown (IOYR 4/3) gravelly descriptions are those of a moist soil. sandy loam, brown (lOYR 5/3) dry; moderate, As mentioned in the section "How This Survey Was mediiun, subangular blocky structure; slightly Y1ade," not all mapping units are members of a soil hard, friable, nonsticky, nonplastic; many series. Urban land, for example, does not belong roots; strongly acid; clear, wavy boundary. to a soil series, but nevertheless, is listed in 9 to 14 inches thick. alphabetic order along with the soil series.� B3--12 to 27 inches, grayish-brown (2.s'Y S/2) Following the name of each mapping unit is a gravelly sandy loam, light gray (2.5Y 7/2) syiabol in parentheses. This symbol identifies the dry; many, medium, distinct motties of light mapping unit on the detailed soil map. Listed at olive brown (2.SY 5/6) ; hard, friable, non- the end of each description of a mapping unit is the sticky, nonplastic; many roots; mediiun acid; capability unit and woodland group in which the abrupt, wavy boundary. 12 to 23 inches thick. mapping unit has been placed. The woodland desig- IIC--27 to 60 inches, grayish-brown (2.5Y S/2) , nation and the page for the description of each weakly to strongly consolidated till, light capability unit can be found by referring to the gray (2.�Y 7/2) dry; common, medium, distinct "Guide to Mapping Units" at the back of this survey. mottles of light olive brown and yellowish The acreage and proportionate extent of each brown (2.5Y 5/6 and lOYR 5/6) ; massive; no mapping unit are shown in table 1. Many of the roots; mediwn acid. Many feet thick. terms used in describing soils can be found in the Glossary at the end of this survey, and more de- The A horizon ranges from very dark brown to tailed information about the terminology and methods dark brown. The B horizon is dark brown, grayish of soil mapping can be obtained from the Soil Survey brown, and dark yellowish brown. The consolidated Manual (19) . C horizon, at a depth of 24 to 40 inches, is mostly grayish brown mottled with yellowish broian. Some Alderwood Series layers in the C horizon slake in water. In a few areas, there is a thin, gray or grayish-brown r�2 The Alderwood series is made up of moderately horizon. In most areas, this horizon has been ' well drained soils that have a weakly consolidated destroyed through logging operations. . to strongly consolidated substratum at a depth of Soils included with this soil in mapping make up 24 to 40 inches. These soils are on uplands. They no more than 30 percent of the total acreage. Some , formed under conifers, in glacial deposits. Slopes areas are up to 3 percent the poorly drained Norma, I are 0 to 70 percent. The annual precipitation is Bellingham, Seattle, Tukwila, and Shalcar soils; 35 to 60 inches, most of which is rainfall, between some are up to 5 percent the very graveily Everett October and May. The mean annual air temperature is and Neilton soils; and some are up to 15 percent ' about SO° F. The frost-free season is 150 to 200 Alderwood soils that have slopes more gentle or I days. Elevation ranges from 100 to 800 feet. steeper than 6 to 15 percent. Some areas in New- In a representative profile, the surface layer castle Hills are 25 percent Beausite soils, some , and subsoil are very dark brown, dark-brown, and northeast of Duvall are as much as 25 percent Ovall grayish-brown gravelly sandy loam about 27 inches soils, and some in the vicinity of Dash Point are thick. The substratum is grayish-brown, weakly 10 percent Indianola and Kitsap soils. Also consolidated to strongly consolidated glacial till included are small areas of Alderwood soils that that extends to a depth of 60 inches and more. have a gravelly loam surface layer and subsoil. 8 Permeability is moderately rapid in the surface Arents, Alderwood Material layer and subsoil and very slow in the substrattmm. Roots penetrate easily to the consolidated substra- tum where thev tend to mat on the surface. Some Arents, Alderwood material consists of Alderwood roots enter the substratwn through cracks. iYater soils that have. been so disturbed through urban- moves on top of the substratwn in winter. available ization that they no longer can be classified with water capacity is low. Runoff is slow to mediiun, the Alderwood series. These soils, however, have and the hazard of erosion is moderate. many similar features. The upper part of the soil, This soil is used for timber, pasture, berries, to a depth of 20 to 40 inches, is brown to dark- and row crops, and for urban development. Capability brown gravelly sandy loam. Below this is a grayish- unit IVe-2; woodland group 3d1. brown, consolidated and impervious substratum. Alderwood gravelly sandy loam, 0 to 6 percent Slopes generally range from 0 to 15 percent. slopes (AgB) .--This soil is nearly level and -' 'I'hese soils are used for urban development. undulating. It is similar to Alderwood gravelly sandy loam, 6 to 15 percent slopes, but in places ,�ents, Alderwood material, 0 to 6 percent slopes its surface layer is 2 to 3 inches thicker. ,�reas are irregular in shape and range from 10 acres to ��°B� •--In many areas this soil is level, as a result of shaping during construction for urban slightly more than 600 acres in size. facilities. Areas are rectangular in shape and Some areas are as much as 15 percent included range from � acres to about 400 acres in size. tiorma, Bellingham, Tukwila, and Shalcar soils, all of which are poorly drained; and some areas in the Representative profile of Arents, Alderwood vicinity of Enumclaw are as much as 10 percent �aterial, 0 to 6 percent slopes, in an urban area, 1,300 feet west and 350 feet south of the northeast Buckley soils. corner of sec. 23, T. 25 V., R. 5 E. : Runoff is slow, and the erosion hazard is slight. 0 to 26 inches, dark-brown (lOYR 4/3) gravelly This Alderwood soil is used for timber, pasture, sandy loam, pale brown (lOYR 6/3) dry; berries, and row crops, and for urban development. Capability unit IVe-2; woodland group 3d2. massive; slightly hard, very friable, non- _ sticky, nonplastic; many roots; medium acid; Alderwood gravelly sandy loam, 15 to 30 percent abrupt, smooth boundary. 23 to 29 inches slopes (AgD) .--Depth to the substratum in this soil thick. varies within short distances, but is commonly 26 to 60 inches, grayish-brown (2.5Y 5/2) weakly about 40 inches. Areas are elongated and range consolidated to strongly consolidated glacial from 7 to about 250 acres in size. till, light brownish gray (2.5Y 6/2) dry; Soils included with this soil in mapping make common, mediwn, prominent mottles of yellowish up no more than 30 percent of the total acreage. brown (lOYR S/6) moist; rnassive; no roots; Some areas are up to 25 percent Everett soils that medium acid. Many feet thick. have slopes of 15 to 30 percent, and some areas are up to 2 percent Bellingham, Vorma, and Seattle soils, The upper, very friable part of the soil extends lahich are in depressions. Some areas, especially to a depth of 20 to 40 inches and ranges from dark on Squak yountain, in Newcastle Hills, and north of grayish brown to dark yellowish brown. Tiger hfountain, are 25 percent Beaasite and Ovall " Some areas are up to 30 percent included soils soils. Beausite soils are underlain by sandstone, that are similar to this soil material, but either and Ovall soils by andesite. shallower or deeper over the compact substratum; Runoff is medium, and the erosion hazard is and some areas are 5 to 10 percent very gravelly� severe. The slippage potential is moderate. Everett soils and sandy Indianola soils. This Alderwood soil is used mostly for timber. This Arents, Alderwood soil is moderately well Some areas on the lower parts of slopes are used drained. Permeability in the upper, disturbed soil for pasture. Capability unit VIe-2; woodland group material is moderately rapid to moderately slow, 3d1. - depending on its compaction during construction. Aldenvood and Kitsap soils, very steep (AkF) ,-- The substratum is very slowly permeable. Roots' penetrate to and tend to mat on the surface of the This mapping unit is about 50 percent aldexwood consoiidated substratum. Some roots enter the gravelly sandy loam and 25 percent Kitsap silt substratum through cracks. Nlater moves on top of loam. Slopes are 25 to 70 percent. Distribution �e substratwn in winter. Available water capacity I of the soils varies greatly within short distances. is low. Runoff is slow, and the erosion hazard is About 15 percent of some mapped areas is an slight. I included, unnamed, very deep,' moderately coarse '('his soil is used for urban development. Ca- textured soil; and about 10 percent of some areas pability unit IVe-2; woodland group 3d2. I is a very deep, coarse-textured Indianola soil. Drainage'and permeability vary. Runoff is rapid I to very rapid, and the erosion hazard is severe to Arents, Alderwood material, 6 to 15 percent very severe. The slippage potential is severe. slopes (r1mC) .--This soil has convex slopes. Areas I These soils are used for timber. Capability are rectangular in shape and range from 10 acres to unit VIIe-1; woodland group 2d1, about 450 acres in size. I 10 I 3.22 KCRTS/RUNOFF FILES MECHOD—GENERATING TIME SERIES .,, , . TABLE 3.'..?B EQUIVALENCE BETWEEN SCS SOIL.TYPES'.4ND KCRTS SOIL TYPES,.: ` SCS Soil Type SCS KCRTS Soil Notes Hydrologic Group Soil Group Alderwood (AgB,AgC,AgD) C Till -'r'� Arents, Alderwood Material (AmB, AmC) C Till Arents, Everett Material (An) S Outwash 1 Beausite (BeC,BeD, BeF7 C Till 2 Bellingham(Bh) D Till 3 Briscot (Sr) D Till 3 Buckley (Bu) D Till 4 Earlmont (Ea) D Tiil 3 Edgewick(Ed) C Tiil 3 Everett (EvB, EvC, EvD, EwC) A1B Outwash 1 Indianola (InC, InA, EnD) A Outwash 1 Kitsap (K B, KpC, KpD) C Till Klaus (KsC) C Outwash 1 Neilton (NeC) A Outwash 1 Newberg (Ng) B Till 3 Nooksack (Nk) C Till 3 Norma (No) D Till 3 Orcas (Or) D Wettand Oridia (Os) D Til! 3 Ovall (OvC,OvD, OvF) C Tilf 2 Pilchuck(Pc) C Tilf 3 ' Puget(Pu) D Tiit 3 Puyallup (Py) B TiII 3 Ragnar(RaC, RaD, RaC, RaE) B Outwash 1 Renton (Rej D Tilf 3 Salal (Sa) C Till 3 Sammamish (Sh) D Til! 3 Seattle (Sk) D Wetland Shalcar(Sm) D Till 3 Si {Sn) C Till 3 Snohamish(So, Sr) D Till 3 Sultan (Su) C Til) 3 Tukwiia(Tu) D Till 3 Woodinville(Wo) D Till 3 Notes: 1. Where oulwash soils are saturated or underfain at shallow depth(<5 feet) by glacial till, they should be treated as till soils. 2. These are bedrock soils,but calibration of HSPF by King County DNR shows bedrock soils to have similar hydrologic response to till soils. 3. These are alluvial soils,some of which are underlain by giacial till or have a seasonally high water table. In the absence of deiailed stuciy,these soils should be treated as till soils. 4. Buckley soils are formed on the low-permeability Osceola mudflow. Hydrologic response is assumed to be similar to that of till soils. 1998 Surface Wa[er Design Mannal 9/1/98 3-25 SECTION 3.2 RUNOFF COMPi1I'ATION AND ANALYSIS METHODS FIGURE 3.2.2.A RAINFALL REGIONS AND REGIONAL SCALE FACTORS ST 1.0/ . ST 1 0 LA i.0 ,2 ST 1.1 .- � LA 0.8 ..��M�o��T. � . ;- �� , . p� LA 0.9 .i �; ~Al\.: .� � y� Mo,CINO COYnTT i. 5 4 �'rr \'�� �� i '� '.M.���,,""" l�I_ 5 '�1.. ;'��_i '�� �� �, � �.' , +�3 ' ( �`�3� 'Q ` �.y' ._ � ' � -,s Tµ.gJ - t Y . � . , � �!'' � ` . ' �� —` � ,i . � , ,-`; n ' � � 1 � , ,�! ,+�:,�a �� - b�. /�J+(.. j � .E` J":A ON��� I� r 3 -� '-' � ��• 'i.: i J' _ ` �� � � t � � : r t� , , � � � � }J " y� � J� : . � . . • N b �:: '� �� : � L �f � l .�i . ` 1 ( :_ ,° A � /� _ ♦ � lEl¢� .i, l�ef �I i:�� � E ; r= i � � �s��` � ..�`c� \ - � `: � ;�= (. o , 1� �+ v,a,a„ . �—,., � �_. 1 _ t _ ._ ...� ! 1 '; � { ��; �;~- ;��` `. �—'✓' �—�-i �. `�'-...�,� 1 �1 � �-� � � r--, , } s'�rr�°�-" � � . .,�'_.^ ��.�.�..:�.E :,T,.� ;� i^ .or. �.� i�1( � � � 1 —'�- �s'..ou�rti �� / ._../��'L-. s� I i � , i ::� ��.o �:.� . _ J t. � � f r: �� ' �� ..� � i s. ,c' �� :, . ' � -i� ' ;_:�;. Q,` � r�; �i �o r:", .�T,�•�, j �'S��`� �` .. � � �� '-. . ��� 771C j : i¢�sm� _; 4� - _=_ ,-�, i\`�,` a � LANDSBUR:: I YW _ :.. �j�=i� � �` C�qi ` . h1�M 1 � .N .•�� �J � \ Q �++� � _ � :"��i P i _ � - ...� ! -i` .�_� ua+o , �. . . , . . � .3 Q , '' y�''__y1•\ ` � - � p - .M., k - y�, f � � � � k � ' \ ♦ 1 r \ : r----r i. , �--.^^\ , i _ 'i : �:t ' ;�uwir'� •�� Ds=" �Gci` f�� � "'.R� ,�'.. f' _ _ ST 1.1 °"" � �`�-., '" , , , �:, � g� := .� � =^ - ° � � � 1u�c courrx � PIERC[COUMTT � � ST 1.0 � j . =�. --K sT �.a .: ---�- � - - Rainfati Regions and �o.s � �_�._. �_ - . ,-. Regional Scale Factors �o,g � � � incorporated Area LA 1.0 �-A► 1.2 ...�� RivedLake Major Road 9/I/98 1998 Surface Water Design Manual 3-22 21A.12.030 ZONING 2'fA'12.030 A. Densrties and dimensions - residential zones. RESIDENTIAL Z RUR/LL URBAN URBAN O N RE RESiDENT1AL E S ggtyE .� ,�� . ST/WDARDS R/�2.5 R/MS RAr10 R/420 UR R-1 R�d R� R� " R-12 R-�8 R,24 R�8 {�� Baw Demfly: 01 02 0.7 OAS 01 1 4 6 8 '12 18 24 48 Dwslling du/ac du/ac dulac dWac dWac dufac dufx du/x dulac dWae dWx dulac du/ac UNt!/lere (2�) (81 (,3, Ma�dmum Danstly: 0.4 0.4 6 9 12 18 27 36 72 Owelling UnitlAcre �lac dulae dulae dulac dulac du/ae dWac dulac dufac (�) (sc1 (zu} (z�1 MWmum Mnsily: 83X 857L 83X 80X 75% 70% 85% �z1 (�z) ��2► (�z� (�e) ��e) ��a� ��s� (�8) (�e> (�8> (]3) MlNrrwan Lot Area �.8T5 3.73 ac 7.3 ac 15 ac (13) ae Minimum LaR 13�ft 13S ft 135 tt 135 R 35 ft 35 R 30 R 30 ft 30 ft 30 ft 30ft 30 ft 30 ft � (71 (�) (3) Minimum Strest �ft 30 Tt 30ft 30 ft 30 R 20 8 �0 R 10 R '10 R 'f 0 R 10 R 10it 10 ft Sefback (9) (9) (9) (9) (� (� (8) ($> (8) (8) (el (8) (e) (3) Mfnimum IMaior S R 10it 10 it '10 R S tt 5 ft 5 R S 8 5 R 5 ft 3 ft S ft 3 R SatDadt �9) (9) (9) (9) m m ���) ���� ���) ��0� �3)�t6� Baw H�igM 40 ft �0 ft 40 R da R 35 R 35 ft 35 R 35 R 33 R 60 R 60 ft 60 R 60 ft (4) 45 R 43 ft 80 ft 80 R 80 ft (74) ('t4) (14) (14) (�4) Maxlmum 25X 20% 15% 12.3X 30% 30% 5594 70X 75X SSX 85% 83% 90% imp.r,�o�s ' (��) (��) (��� (��� ���> {��� Surfacs: (�8) (�9) (�9) ('t9) ParseRage(� B. Development conditions. 1. This maximum density may be achieved only thr�ugh the application of residential density incentives in accordance with K.C.C. chapter 21A.34 or transfers of density credits in accordance with K.C.C. chapter 21A.36 or 21A.55, or any combination of density incentive or density transfer. Maximum density may only be exceeded in accordance with K.C.C. 21A.34.040F.1.g. 2. Also see K.C.C. 21A.12.060. 3. These standards may be modified under the provisions for zero-lot-line and townhouse deveiopments. (King Counry 3-2001) 21A-105 SITE STATISTICS - H.B. III i Total Area 192,662sf (4.4�3ac) '' Total Developed Area 188,954sf (4.�38ac} �� No of Future Lots 23 L'VDISTURBED Tract A-Wetland 3,708 Subtotal 3,708 IIVIPERVIOti S N1ain Roadways: Ilwaco Place NE 9,323 NE Sth Place 17,832 Ilwaco Avenue N� 13,024 Jericho Avenue NE 9,990 NE Sth Street 1,491 51,6b0 Lots(4,OOOsfi'lot�`23 lots Max Imp) 92,OOd Subtotal 143,660 PERVIOUS vlain Roadways: NE �th Place 642 Ilwaco Avenue NE 176 Jericho Avenue NE 483 vE Sth Street 26fi NE 6th Street ROW 3,150 4,717 Lots(132,577sf-92,OOOsfl: 40,577 Subtotal 45,294 Total 192,662 SITE STATISTICS - H.B. V Total Area 37,34� (0.8�7ac) No of Lots 6 IIVIPERVIOUS Lots (4,OOOsf/lot'� 61ots Max Imp) 24,000 Subtotal 24,000 PERVIOUS Lots (37,344sf-24,QOOs�: 13,344 Subtotal 13,344 Total 37,344 Curc Desi�n.Inc Honcc Bronke-I'hasc A� P�. 1 ul"' LOT BREAKDOWN HONEY BROOKE - PHASE III i Area ' Area (st) Area (st� Lot No. ' (SF) Lot No. '', (S� Lot No.', (S� lA&1B 10,524 9 5,329 17 ; 6,002 2 5,456 10 5,329 18 I 5,876 3 4,652 11 6,252 19 6,182 4 4,b52 12 8,007 20 6,182 5 4,640 13 5,323 21 6,168 6 6,169 14 5,324 22 6,109 7 7,370 15 5,326 ', 8 5,338 lb 6,267 �! I TOTAL 132,577 Note: ' ' 132,577sflk0.75imp/231ots=4,323 sf imp/lot Use 4,OOOsf imp/lo , HONEY BROOKE - PHASE V Area Area (sfj Area (sfj Lot No. (SF) Lot No. (S� j Lot No. (S� 1 ; 7,820 3 5,980� 5 7,444 2 5,455 4 5,303 6 5,342 i TOTAL 37,344 Note: 37,344sf*0.75imp/b lots=4,568 sf un /lot Use 4,OOOsf im /lot Core Design,Inc. Honey Brooke-Phase V Pg.2 of 2 I i Flow Frequency Analysis Time Series File:predev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS} (CFS) Period 0.433 4 2/09/O1 15:00 0.887 1 100 .00 0.990 0.255 7 1/05/02 16:00 0.480 2 25 .00 0.960 0.480 2 2/27/03 7 :00 0.445 3 10.00 0.900 0.170 8 8/26/04 2 :00 0.433 4 5.00 0.800 0.263 6 1/05/05 8 :00 0.419 5 3 .00 0.667 0.445 3 1/18/06 16 :00 0.263 6 2 .00 0.500 0.419 5 11/24/06 3 :00 0.255 7 1.30 0.231 0. 887 1 1/09/08 6:00 0. 170 8 1.10 0.091 Computed Peaks 0. 751 50.00 0.980 I Flow Frequency Analysis Time Series File:dev.tsf Project Location:5ea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis -- � Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS} Period 1. 05 6 2/09/Ol 2 :00 2 .10 1 100 . 00 0. 990 0.884 8 1/OS/02 16:00 1.43 2 25 .00 0. 960 1.26 3 2/27/03 7:00 1.26 3 10.00 0. 900 0.984 7 S/26/04 2 :00 1. 18 4 5.00 0. 800 1. 18 4 10/28/04 16:00 1. 12 5 3 .00 0. 667 1.12 S 1/18/06 16:00 1. 05 6 2 .00 0.500 1.43 2 10/26/06 0:00 0.984 7 1.30 0.231 , 2 .10 1 1/09/08 6:00 0.884 8 1.10 0. 091 Computed Peaks 1.88 50.00 0. 980 ,'.� � I il I � B. DETENTION ROUTING CAI.CULATION See Figure 5 for the Developed Site Hydrology. The detention routing calculation, a continuation of the hydrologic analysis, uses KCRTS to size a stormwater control vault that mitigates the effects of the proposed development (Honey Brooke III and Honey Brooke V). The combined detention/wet vault will be designed according to Leve12 Performance Criteria(KCSWDM pg. 1-33)per the King County Flow Control Applications Map (attached}. The following KCRTS printout shows a vault 52' wide by 184' long and 5' deep (47,840c fl in conjunction with the documented control structure will provide enough live storage (detention) to meet the aforementioned requirements. Core Design, lnc. 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F ��- s i 'f ��,(',",`-�='-- y ,tf ",,�;'��T..E �.t��t�.,s � e .::1 r 1.� ��s� � �}, � ,.k�(� � ,�^���. , ��y�`a�� t,,. ;� ,:��,a t�� ,.. �;.., � :., _ , � ��'r�'��8 kf4G��,�.v 7 7 _i� .s_i4i ���;+ -`�� �� � � -A �:3� . 7iJr�+r�ir�t�^� .�1'k. -� .., � _. .� ... �. � Retention/Detention Facility 'I�rpe of Facility: Detention Vault Facility Length: 184. 00 ft Facility Width: 52 _00 ft Facility Area: 9568 . sq. ft Effective Storage Depth: 5 .00 ft Stage 0 Elevation: 442 .80 ft Storage Volume: 47840 . cu. ft Riser Head: 5 .00 ft Riser Diameter: 12 .00 inches Number of orifices: 2 Fuli Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 1.79 0.194 2 2 .50 1.88 0.151 4.0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation (ft) {ft) (cu. ft) (ac-ft) {cfs) (cfs) 0 .00 442 .80 0. 0.000 0.000 0 .00 0 .02 442 .82 191. 0. 004 0.012 0.00 0.04 442 .84 383 . 0. 009 G .017 0.00 0.06 442 .86 574 . 0.013 0 .021 0.00 0.07 442 .87 670. 0.015 0 .024 0.00 0.09 442 .89 861. 0.020 0 .027 0. 00 0.11 442.91 1053 . 0. 024 0.029 0. 00 0.13 442 .93 1244 . 0.029 0.031 O. CO 0.15 442 .95 1435 . 0.033 0.034 0. 00 0 .25 443 .05 2392 . 0 .055 0.043 0. 00 0.35 443 .15 3349. 0 .077 0.051 0. 0�� 0.45 443 .25 4306. 0 .099 0.058 O . GO 0 .55 443 .35 5262. 0 .121 0.064 0. 00 0 .65 443 .45 6219. 0 .143 0.070 0 . 00 0 .75 443 .55 7176. 0 .165 0.075 O. GC 0.85 443.65 8133 . 0 .187 0.080 O. C� 0.95 443 .75 9090. 0 .209 0 .085 O. C=i 1.05 443 .85 10046. 0 .231 0 .089 0. : 1.15 443 .95 11003 . 0.253 0.093 0. 1.25 444.05 11960. 0.275 0.097 0 . 1.35 444.15 12917 . 0.297 0.101 0 . 1.45 444.25 13874 . 0 .318 0. 105 0.00 1.55 444 .35 14830 . 0 .340 0. 108 0.00 1.65 444 .45 15787. 0.362 0. 112 0.00 1.75 444.55 16744 . 0.384 0.115 0.00 1 .85 444 .65 17701. 0.406 0 .118 0.00 1 .95 444 .75 18658. 0.428 0 .121 0.00 2 . 05 444 .85 19614 . 0 .450 0 .124 0.00 2 . 15 444 .95 20571. 0 .472 0.127 0.00 2 .25 445 . 05 21528. 0 .494 0.130 0.00 2 .35 445 .15 22485. 0 .516 0 .133 0 .00 2 .45 445.25 23442 . 0 .538 0 . 136 0 .00 i ? . 5C 445 .30 �3920 . � .��0 0 . 13? O . GO 2 .52 4�5 .32 24111 . 0 .554 0 . 139 O . CC 2 .54 445.34 24303 . 0 .558 0.141 O . CC 2 .56 445.36 24494 . 0 .562 0.145 O . CO 2.58 445.38 24685. 0 .567 0 .151 O . 00 2 .60 445.40 24877. 0 .571 0 .158 O. OQ 2 .62 445.42 25068. 0 .575 0 .166 0 . 00 2 .64 445.44 25260. 0.580 0 .175 O. 00 2 .66 445.46 25451. 0.584 0 .179 O . 00 2 .76 445.56 26408. 0.606 0.193 0 . 00 2 .86 445.66 27364. 0.628 0.204 0 . 00 2 .96 445.76 28321. 0.650 0.214 0 .00 3 .06 445.86 29278. 0.672 0.223 0 . 00 3 .16 445.96 30235. 0.694 0.232 0 . �0 3 .26 446.06 31192 . 0.716 0.240 0 . 00 3 .36 446 .16 32148. 0.738 0.247 0 . 00 3 .46 446 .26 33105. 0.760 0.255 0 . 00 3 .56 446 .36 34062 . 0.782 0.262 O . DO 3 .66 446.46 35019. 0.804 0.269 O . OG 3 .76 446.56 35976. 0.826 0.275 0 . 00 3 .86 446.66 36932 . 0.848 0.282 0 . 00 3 .96 446.76 37889. 0 .870 0.288 0 . 00 4 .06 446.86 38846. 0 .892 0 .294 0 . 00 4 .16 446.96 39803 . 0.914 0 .300 0 .00 4 .26 447.06 40760 . 0. 936 0 .306 0.00 4.36 447.16 41716. 0. 958 0 .311 0. 00 4.46 447.26 42673. 0. 980 0.317 0. 00 4 .56 447.36 43630. 1. 002 0.322 0. 00 4 .66 447.46 44587. 1. 024 0.328 0. 00 4 .76 ?47.56 45544 . 1.046 0.333 0. 00 4 .86 447.66 46500. 1.068 0.338 0. 00 4.96 447.76 47457. 1.089 0 .343 0. 00 5.00 447.80 4784.6. 1.098 0.345 0. 00 5.10 447.90 48797. 1.120 0 .658 0. 00 5.20 448.00 49754 . 1.142 1.230 0.00 5 .30 448.10 50710. 1. 164 1. 960 0. 00 5 .40 448.20 51667. 1.186 2 .760 0. 00 5 .50 448 .30 52624 . 1.208 3 .040 0. 00 5.60 448.40 53581. 1.230 3 .300 0. 00 5 .70 448.50 54538. 1.252 3 .540 0. 00 5.80 448.60 55494 . 1.274 3 .770 0. 00 5.90 448.70 56451. 1.296 3 . 970 0. 00 6.00 448.80 57408. 1.318 4 . 170 0. 06 6.10 448.90 58365. 1.340 4 .360 O .OQ 6.20 449.00 59322 . 1.362 4 .540 0 .00 6.30 449.10 60278. 1.384 4.720 Q. 00 6.40 449.20 61235. 1.406 4.880 0. 60 6.50 449.30 62192 . 1.428 5.040 0. 00 6.60 449.40 63149. 1.450 5.200 0. 00 6.70 449.50 64106. 1 .472 5.350 O. CO 6 .80 449.60 65062 . 1 .494 5.500 O. �C 6 . 90 aa9 .�p 66019 . 1 . 516 5 . 640 O . CC Hyd Inflow Outtl���; ?e�k Stcrage Target Calc Stage Elev (Cu-Ftj (�c-Ft) 1 2 . 10 0. 89 1.39 5.22 448 . 02 49958. 1. 1-�? 2 1.05 ******* 0 .46 5.04 447 . 84 48205. 1. 107 3 1.06 ******* 0 .32 4.48 447 .28 42896. 0. 985 4 1.12 ******* 0.29 4.06 446.86 38856. 0. 892 5 i.26 ******* 0.27 3.64 446.44 34813 . 0.799 6 0.67 ******* 0.21 2.90 445.70 27760. 0.637 7 0.88 ******* 0. 13 2.15 444.95 20587. 0.473 8 0.98 ******* 0. 12 1.86 444 .66 17?87 . 0.408 �cat� Ti�^.e Seri�� t_�roL�h Fac-�'_-_ Inflow Time Series F�ie:dev.t�� Outflow Time Series File:rdoLt Inflow/Outflow Analysis Peak Inflow Discharge: 2 . 10 CFS at 6 : 00 on Jan 9 in Year � Peak Outflow Discharge: 1.39 CFS at 10 : 00 on Jar. 9 in Year B Peak Reservoir Stage: 5.22 Ft Peak Reservoir Elev: 448.02 Ft ?eak Reser-roir Storage: ?9958. Cu-Ft . 1. i4? yc-Ft Flow Duration �rom Time Series File :rdout.tsf Cutoff Count Frequency CDF Exceedence Probabi�_�-:� CFS % � � 0. 007 41508 67.691 67.691 32 .309 0.323E+OC 0. 020 3807 6.208 73 .899 26.101 0.261E+OC: 0.033 3820 6.230 80.129 19.871 0 .199E+0 : 0.046 3592 5.858 85.987 14.013 0.140E+5 = 0. 059 2794 4.556 90.543 9.457 0.946E- - 0. 072 1958 3 . 193 93.736 6.264 0.626E- - 0. 085 1362 2.221 95.957 4 .043 0.404E- ; O. Q98 909 1.482 97.440 2 .560 0.256E- ; ' 0. 111 602 0.982 98.421 1.579 0.158E-Oi O. I24 434 0.708 99.129 0.871 0.871E-02 0.137 239 0.39a 99.519 0.481 0.481E-02 0. 150 21 0.034 99.553 0.447 0.447E-02 0. 163 12 0.020 99.573 ' 0.427 0.427E-02 0. 176 11 0.018 99.591 0.409 0.409E-02 0.189 32 0.052 99.643 0.357 0.357E-02 0.202 45 0.073 99.716 0.284 0.284E-02 0.215 32 0 .052 99:7&8 0.232 0.232E-02 0.228 17 0 .028 99.796 0.204 0.204E-02 0.241 21 0 .034 99.830 0.170 0 .170E-02 0.254 20 0 .033 99.663 0.137 0. 137E-02 0.268 19 0.031 99.894 0.106 0. 106E-02 0.281 20 0.033 99.927 0.073 0 .734E-03 0.294 13 0.021 99.948 0.052 0 .522E-03 0.307 9 0.015 99.962 0.038 0 .375E-03 0.320 1fl 0.016 99.979 0. 021 0.212E-03 0.333 5 0 .008 99.987 0. 013 0.130E-03 0.346 6 0.010 99.997 0.003 0.326E-04 0.359 0 0.000 99. 997 0.003 0.326E-04 0.372 0 0.000 99. 997 0.003 0.326E-04 0 .385 0 0.000 99.997 0.003 0.326E-04 0.398 0 0.000 99.997 0.003 0.326E-04 0.411 0 0.000 99.99� 0. 003 0.326E-04 0.424 0 0.000 99.997 0.003 0.326E-04 0.437 0 0.000 99.997 0.003 0.326E-04 0.450 0 0.000 99.997 0.003 0.326E-04 0.463 1 0 .002 99.998 0 .002 0.163E-04 Duration Comparison Anaylsis Base File: predev.tsf New File: rdout.tsf Cutoff Units: Discharge in CFS -----Fraction of Ti�e---- --------Check of Tolerar•ce------- Cutoff Base New %Change Probability Base New %Change 0.132 � 0 .68E-02 0.58E-02 -13 .5 0.68E-02 0.132 0. 129 -2 .4 0.159 � 0 .48E-02 0.43E-02 -9.5 0 .48E-02 0. 159 0.138 -13 .2 0.186 � 0 .33E-02 0 .37E-02 10.7 0 .33E-02 0. 186 0.193 3 .7 0.212 � 0 .23E-02 0.24E-02 7 .2 �� 0 .23E-02 0.212 0.217 2 .1 0.239 � 0 . 15E-02 0.18E-02 22 .2 I 0 .15E-02 0.239 0.250 4 .4 0.266 I 0 . 11E-02 0.11E-02 0.0 I 0 .11E-02 0.266 0.266 0.� 0.293 � 0 . 80E-03 0.54E-03 -32 .7 � 0.80E-03 0.293 0.279 -4 .9 0.320 � 0 .62E-03 0.21E-03 -65 .8 I 0.62E-03 0.320 0.269 -9.7 0.347 � 0 .39E-03 0.33E-04 -91.7 I 0.39E-03 0.347 0.306 -11.9 0.374 � 0 .28E-03 Q.33E-04 -88 .2 I 0.28E-03 0.374 0.314 -16 .0 0.401 � 0 .15E-03 0.33E-04 -77.8 I 0.15E-03 0.401 0.332 -17 .2 0.427 � 0 .82E-04 0.33E-04 -60.0 � 0.82E-04 0.427 0.341 -20.2 0.454 I 0 .33E-64 0.16E-04 -50.0 I 0.33E-04 0 .454 a.453 -0 .2 Maximum positive excursion = 0.016 cfs ( 7.30) occuring at 0 .217 cfs on the Base Data:prede�a. �sf and at 0.233 cfs on the New Data:rdout.tsf Maximum negative excursion = 0.100 cfs (-22 . 5�' occuring at 0 .444 cfs on the Base Data:prec�- . �s- __�d �_� '' . �- _ �t� c-� `:�e �Ie°: �a-a :rdcst . _s= .: t PROBABILITY EXCEEDENCE CURVE CORE JOB NO. 03044 . �� � - � . . . ;�.��• = =--- :�>:-�:f __-�,..,.:. � . : :: ,.:�-= •,�� - =i"}� J , .: ;.. � . , . . . . ��� �-g_o X � _-�_ .��� ;_ ; �1 � �,�,�t���- ; i —=,�` ra�get.dur . o ' \�� ��� I R � CJ) _ a�.\f _ U d ` R a� ��; a� a.., L 1 I � � � N U a � \�;, Q k ! �i 00 :'►. '' ; ...I _'��, lr _ i � -_ i ' �, o ., o i o � , li '0-' 10-4 1C�3 1p �� 10 -� 10� I Probability Exceedence �. � LrnF�ting :rterval Locations I �,. C:oaputing Y.or Uuratlons , . � ' (:oir�::ing lli:=aCioas: � t� . .._ "__...'.__ .�S[art ;�,U."+...�.: �En9� � ��7�0=-0l4i'SD-Minmd[W.I;�'�.Pv+saG-K.CATS .���,r.�lPaused-Hd7i7rs�K'.II�dPaused-DivationA._ � 6:01 PM , SECTION 5.3 DEIENI'ION FACILITIES Riser Overtlow The nomo�raph in Fi�ure�.3.4.H can be used to determine the head (in feet)above a riser of given diameter and for a t ven flow(usuaIly the 100-year peak flow for developed conditions}. FIGURE 5.3.4.H RISER INFLOW CURVES 10o I i 72 54 48 I i I � I i � I � � 42 � i � � � I , � t � i 36 � � j 33 , I i ( � 30 : � I 27 � � ; I � I 2� ' I � z I � + 2 1 �� � � I � � � � 18 w � ' � � I d I � � a ; � �� � 15 W � .- _ � s � � � � Q i 12 � � 10 � Q� �k � � I � 4 � � t . D.S� a� ��� HEAD IN FEET measu�red from crest of riser) 10 ar��r=9.739 DH��� Q e�����.=3.782 DZH�n O in efs, D and H in feet Slope cfiange occurs ai weir-orifice transition 9/1/98 1998 Sudace Water Desi;n Manual s-sa C. WATER QUALITY VOLUME CALCULATION ', The water quality volumes for Honey Brooke—Phase III & Phase V were calculated using the King County Surface Water Design Manual (KCSWDM), 1998 Edition, pages 6-68 to 6-71. Vb = f*(0.9A; + 0.2�A�g+ O.lOAtf+ O.lOAa}*(R/12) Where, Vb=wetpool volume (c fl f=volume factor A; =area of impervious surface (s fl Atg= area of till soil covered with grass (s fl A�-= area of till soil covered with forest (s fl Ao= area of outwash soil covered with grass or forest R=rainfall from mean annual storm (inches) (refer to the attached precipitation graph) Thus, Vb =3[(09(167,663} + 0.25(58,632))(0.47/12)] Vb = 19,453cf Taking into account the detentionlwet vault footprint as derived in Section N-B of this report(52'x 184'), the depth of storage needed to satisfy the requirements is shown below: Depth of Dead Storage= 19,453/(184*52} =2.04ft 2.44ft (or 23,246c fl of water quality storage was provided. Core Design, [nc. Hone� Brooke—Phase�� Page 8 6.4.1 WETPONDS—BASIC?u'VD LARGE—METNODS OF�1NALYSIS � FIGLTRE 6.4.1.�i PRECIPITATION FOR iVIEAN ANNUAL STORM IN INCHES (FEET} ST 1.0/ � 1 � ST 1.1 --- _ ST 1.0 LA 0.8 LA. Q.9 LA 1'0 -- _Ly� .i �6�.: _ K Oc �Iw�i .�-/- � � _ l4 .`.. _ q . . � � 1• � `'~—•�^' _ ., j i " 7 m-•,. - = i� ' l � . t.+% 1 r �ty: Z� �`-: . � .�-.7�• ' I i",Q � 1 �... ]t � � �. rj'_" ` :-i I - ���f � � � �i— ' y, ` � 8 . _ �� � = i � 1 l4. / �' ``.\ `� l f � _-. � � : I \l^^ (� S ,,� � ` ' �� . � [ j f� � I � /7� J..a �t ��� ,\r1� q '"\ f.:- � ���''U ',F� .�'� �I _"! *�_��� /'''i�: a ' q� �r�a i� : � ,^,% � J G , ` ,� �,, „_, ,� -, i .; � �. 3 � . ausccc� �J� K f �t�..t';z_.�'���? .L � � �., •- .:-�� - �. � li_:( � r .� t ' :�" ' �� t r. . � �t 1 �z.,,, \ :ti� ` \� � 'J �y� �^� � ` \ ' /�� ��� ��`i� .1 � :.,,,_ ' f r,.,,, �\ '' _ _ '` ��^ r;//��-:r�."' r _ ..r�\ '` a ��� r 3� :Y. _ `r •`_ _!`. . Y �Z1 � , ` / � ��v�. -� : �n i� ,a. � E� V\Jo �',�".�`C 'f;. � ,,:� �.; �:: ._.._ � �" � -�-.- ,t�t '� � N � � ... � — - `J` n., a� * ..li D Q ^ ': .0 1,. , . � ` �,.` • . �� � t�7+ {'. ��- � �,t � � "'� e,,.� �. I'. � ��/r .�..:_ : : � �._ ��� � h .i�� � � Er k�' ' �� � i .!� `�.Q '� _ � � F i.v� - '��.c - ���l _—./; ` ' � \ �n�� , � � '-• ' Y o a . . _ . . L ,e. ,�;- ' — - �' a: ,� ---'-T-`,; -: _ � = ; �;_ � `�'�; :� '" , � o ` � I ` i, � � p I " r � - �t—i�� — � ti _ `� ,�"�� � 1{��, �� -� '\ � .� ��� � ,.�'��.. ,�� ��''� 0. CY- . a�� `� / 0.54" �`� •a :; (0.045' } �%�� e ��*� `�' 8 - �i.,.�.' ,...Y^ �e�:�, � - �. r ,..�_. .ov.:, `` 0.47" •` (0.Q39' } � � � ' • �---. �:t � Incorporated Area ��'�' �...� FiiverlLaice 0.47' � ��� �-� — Major Road {0.039' 1 p,52� �'---,`�� , (0.043' O.fi5" NOTE:Areas east af the eastemmost isoplwial should use 0.65 �.5 b' (0.054' ) inches unless rainfali data is available for the location of interesi (0.047'} Z'The mean annual stonn is a c,wwepival storm tound by dividirg ttie anrwal PreapRatian Dy the total�nber d storm evems per year _ ----__._. _- — result,generates large amounts of runoff. For this appiication,till soil Eypes include Buckley and bedrock soils, and alluvial and outwash soils that have a seasoually high water table or are underiain at a shallow depth{less than 5 feet) by glacia!till. U.S. Soil Conservation Service(SCS)hydrologic soil groups that are classified as till soils include a few B,most C, and all D soils. See Chapter 3 for , classification of specific SCS soil types. 1998 Surface Water Design Manual 9/1/98 6-69 V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN The conveyance calculations were performed utilizing the methodologies set forth in the KCSWDM, 1998 Edition, Sec. 4. The storm drain system, shown in the attached site plan and on sheet C4.01 of the plan set, was designed to accommodate the 100-yr storm event; no overtopping of any catch basins will occur using this analysis. See the attached storm conveyance design and backwater calculations spreadsheets for more information. Core Design, Inc. Hone�- Brooke— Phase�' Page 9 S'TORM +�,IJN����l:il,.�'` :�I,���� ��:��'lTt\ IACA'1'ION: RENTON,WA 24-IIR RAIIVFALL: 4.1 IN('HES I Jt)13 NAMN:: 11O.VfiY ISKOOKN;V JOB NUMBER: 03044 PREPARED BY: JAM 11/311/04 DESICN S'1'(1RM: 1011 YEAR .. . ' ���� ,IRE'RF.M6NTAL `i� RUhUY6 .�� ,.IMpYJtVFOUS. .. .:�.�;! �. .FiN(KOF ,7EA7NNAL4- �:THIBUTARY��`�: � ., �,�:PIpE ' �.:!A�PE.�,...i,�IPW !.�.��.AC�UAI:':: 3RAV61'.; :,'k�HL�f;APACfIY.SII�'1hfARY.:i�i�. 'CV:: 1�-i � Fi7�.�. V �� ,1C1' FY/.•��. PIPESEGINENTi %REA. I'4S>1LNKf(i1wNl !;; rWCA,_;_; SUMb!f' CONC. INTENStTY ` F4UN' _ MANt111VGg DTA61636R 'i'SWPE (.ENG173:iYbLOCI. .. TIhE. (2f..i)) ...(Fi1tiL) . Qf.. .,N�f...LL); . �i::�. .� �ii. ..i... i w �� ��i ..i . i .i � �'S '��:F��� :.�Fi'!� Ji:�i!. .M �i�. .. . �.. �. . ,: ... ..; ., , . . . . .. . .. :: . ,, . .,.� : . . . .. , , . F�(ii�t 9�:i fAt'Nkdl . '!I; .,.. .C,.,. ,,;' , .;.(A Cl..i;...N.!C3: @7�TiLnSBI NN�HKI ';:: fC�l..!: :.. .P:... :(!WCN�cj .:jYEY�f�h).:!i(F'FE�'�;::;.(F'f,6F=CJ�,.i;�iNINUF�'Y...,.K.b).... l.,SEC) .. ,I.F,RCF 11.:' C131 SA 0.400 0.65 0.260 0.260 7.49 0.73 OJ4l 0.012 12 I.G40 188 4.37 (1J2 4.943 6.29 15A% ('D2 CBI 0.49U 0.65 0319 0319 6.86 Q78 0.550 OAl2 12 0.500 101 2.69 0.63 2J29 3.47 20.2% C[33 CB2 0.57U O.CS 037] 0371 630 0.82 0303 OAl2 12 0.500 74 2.19 0.56 2.729 3.47 Il.l% 0.0'ru 0.0% 0.0% CORE DESIGN, INC. YROJECT NO.02009 DATE: OS/12/03 S.-:,'m�" '��J 's9'.�. ': :�"�is� � , �;91�. .t'i �t� �.:'v'3-. ..... .. - - � � - , . . . . .-u--_��. . _--_.e_��_«......�.�_.__��.-�.,_.--,,. . .� ._.�.-T- - __ -- _ -_�..���_. ._._-. . _ _ ._ _._........ ._ .. _ .-z. . . _ .__._,_._--__ _ ___. . .. _ . _. _.._ .._... .. ...... .. . ._, __._. -.....�_. • __� � .. 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SPEC There are no special reports and studies to include at this rime. Core Design.Inc. Hone�r Brooke—Phase �� Page 11 VII. OTHER PERI�TITS There are no other permits to include at this time. � � Core Design,Inc. Hone�� Br•ooke—Phase �' Page l3 I I VIII. ESC A1�IALYSIS AND DESIGN A sediment pond is required for all development sites in excess of 3 acres. The sediment pond for this site was designed per KCSWDM, 1998 edition, pages D-28 to D-31. The required surface area of the sediment pond at the riser overflow elevation was 1,667sf. The current sediment pond design proposes 2,297sf at this elevation. The 12"riser pipe was sized to pass the 10-year flow(lcfs), and the 6' wide emergency spillway with 0.2ft of depth, was designed to pass the 100-yr flow (1.62cfs). Both points of discharge match the final design discharge point. Core Design. Inc. HoneJ Brouke- Phase �' Vage 13 IX. BOND QUAVTITIES, F:�CILITY SLTh'INIARIES, A�iD DECLARaTION OF COVENANT The Bond Quantity Worksheet and Stormwater Facility Summary Sheet will be included in the Final TIR. A Declaration of Covenant is not required since the storm drainage facility will be made public and thus maintained by King County. � ('ore Design, Inc. Hone�� Brooke— Phase � Nabc 1-1 X. OPERATIONS AND MAINTENA:�ICE MANL'AL A maintenance and operations manual is not required since all drainage facilities will be public. Core Design. (nc. Hone�� Brooke — Phase � Page 1�