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03300 - Technical Information Report - Revised June 28, 2006
osD. R. STRONG Consulting Engineers Inc. 10604 N.E. 38TH PLACE, SUITE 101 • KIRKLAND, WA 98033-7903 (425) 827-3063 •TOLL FREE (Washington State) 1-800-962-1402 • FAX NUMBER (425)827-2423 '�3300 ,� I I � � tl'_. TECHNICAL INFORMATION REPORT HONEY BROOKE WEST RENTON PROJECT NO. LUA05 055PP, ECF DRS PROJECT NO. 05286 Prepared for Langley Development Group, Inc. 6450 Southcenter Boulevard, Suite 106 Seattle, WA 98188 v`�� °F �"H��S?. �Q'��.'�F' �C),2'9 j �� .��,ss o����� ��zB EXP(RES 10 i 1 07 j Prepared by D. R. STRONG Consulting Engineers Inc. 10604 NE 38th Place, Suite 101 Kirkland, WA 98033 (425) 827-3063 Issued February 13, 2006 Revised May 3, 2006 Revised: May 26, 2006 Revised: June 28, 2006 �2006 D.R.STRONG Consulting Engineers Inc. . TECHI��ICAL Il�TFORIVLATION REPORT HONEY BROOKE V���ST TABLE OF CONTENTS I. PROJECT OVERVIEW............................................................................................................1 PRE-DEVELOPED SI'TE CONDITIONS ............................................................................1 DEVELOPED SITE CONDITIONS......................................................................................1 NATURAL DRAINAGE SYSTEM FUNCTIOl�'S...............................................................2 FIGURE1. TIR WORKSHEET ........................................................•-.................................4 FIGURE2. VICINITY MAP................................................................................•----------------� FIGURE 3. DRAINAGE BASINS, SUBBASINS, AND SITE CHARACTERISTICS....8 FIGURE4. SOILS..................................................................................................................9 II. CONDITIONS AND REQUIRENIENTS SUIvIlviARY..........................................................1 l III. OFF-SITE ANALYSIS....................................................................................................:.......13 N. FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN......14 A. EXISTING SITE HYDROLOGY..................................................................................14 FIGURE 5. PREDEVELOPMENT AREA MAP..............................................................16 B. DEVELOPED SITE HYDROLOGY.............................................................................17 FIGURE 6. POST DEVELOPMENT AREA MAP...........................................................20 C. PERFORMANCE STAI��ARDS...................................................................................21 D. FI.,OVV CONTROL SYSTEM........................................................................................22 FIGURE 7. R/D FACILITY PLAN AND SECTIONS......................................................30 E. WATER QUALI'I'Y TREATMENT..............................................................................31 V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN.......................................................33 VI. SPECIAI.,REPORTS AND STUDIES....................................................................................59 VII. OTHER PERMITS................................................................................................................60 VIII. ESC ANALYSIS AND DESIGN........................................................................................61 IX. BOND QUANTITIES, FACILIT'Y SUMMARIES, AND DECLARATION OF � COVENANT............................................................................................................................62 � X. OPERA'TIONS AND MAINTENANCE MANUAL..............................................................65 APPENDIX"A"DETENTIQN POND VOLUME ANALYSIS &PERFORMANCE I GRAPHS...................................... .......66 ' ..................................................................................... i APPENDIX"B„UPSTREAM BYPASS COIv'VEYAI�TCE AI�ALYSIS....................................67 i APPEI�TDIX "C„ DOWNSTREAM CO�TVEYANCE ANALYSIS..............................................68 �I �2006 D.R STRONG Consulting Engineers Inc. Hone}�Brooke VJest Technical Information Report Renton,N'ashington SECTION I I. PROJECT OVERVIEW The Project (Project) proposes to subdivide ten (10) existing parcels (Tax Parcel Nos. 1023059015, 10230�9036, 10230�9070, 1023059098, 1023059123, 102305912�, 1023059176, 1023059177, 1023059291, and 1023059�85) into 51 lots for single-family residences. The Site is located northwest of the Hoquiam Avenue NE and NE ��' Street intersection in Renton, Washington. The project will comply with the 1998 KCSWDM (Manual), as adopted by the City of Renton. PRE-DEVELOPED SITE CO1��ITIONS Total Site area is approximately 8.332 acres. Vegetation consists of mostly lawn and landscaping with scattered alder, cedar, cottonwood, fir, maple and pine trees. Runoff sheet- flows in the southwesterly direction towards Blueberry Lane, v��here the surface water is directed to several yazd drains. Natural discharge points of the Site are detailed in the `Natural Drainage System Functions' in this section. T'his Project includes 10 existing parcels consisting of 8 e�cisting single family residences and outbuildings, one of which will remain. Roof azeas and driveways that sheet-flow onsite for at least 300 feet have been modeled as till pasture. Approximately 0.550 acre is modeled as 100°o impervious based on detailed site topography, indicating relatively short flow-paths ���ithin the Site. Therefore, the remaining 7.783 acres have been modeled as till pasture. The offsite properties are modeled as 2.076 acres of till pasture and 0212 acre of impervious II surfaces. Included in the offsite properties are the upstream tributary properties, the road easement in the northeast, the Hoquiam Avenue NE frontage and the offsite NE 6`� Street right- of-way which is also proposed to be developed (located at the northwest comer of the Site). Figure 5 shows the delineation of the predevelopment area breakdown used in KCRTS. DEVELOPED SITE CONDITIONS The 8.332-acre Site is proposed to be subdivided into S 1 single-family residential lots. The right-of-way improvements impervious total 86,523 s.f. (1.986 acres). The Tract "A" impervious area for pond total 13,579 s.f. (0.312 acres). The 51 single-family residences and their driveways combined will create approximately 146,415 s.f. (3.361 acres) of impervious azea using the allowable build-out rate specified in the Renton Municipal Code (RMC). The maximum building coverage will not apply to Lot 51, as the existing will remain. The imper��7ous area of the existing buildings on Lot 51 tota12,824 s.f. (0.065 acres). The half right-of-way frontage improvements within Hoquiam Avenue NE R.O.W. include 18 feet of minimum pavement width, 0.5-foot vertical curb and gutter, 5.5-foot planter strip and �- foot sidewalk. Access to the new lots will be provided via two east-west roads from Hoquiam Avenue NE (NE 6`� Street and Road "A"), and an interior loop road (Road "B"). Two lots (Lot 35 and Lot 51} will access directly from Hoquiam Avenue NE. A connection from Hoquiam Avenue NE to Duvall Avenue NE will be created along the north property line through an OO 2006 D.R.STRONG Consulting Engineers Inc. 1 Honey Brooke West Technical Information Report Renton,R'ashington �._._- - . _ . __ , . .. .._ _ ._ �. . . _ _ _. t . , . within the east half of NE 6`'' Street include: 42-foot right-of-way with 28 feet of minimum pavement width, with 0.5-foot vertical curb and gutter and 4.5-foot sidewalk on the south side and 1.5-foot thickened edge on the north side of the road. Site improvements w�ithin the west half of NE 6'� Street include: 35-foot right-of-way �rith 28 feet of minimum pavement width, with 0.5-foot vertical curb and gutter and 4.5-foot of sidewalk on the south side, and 1.5-foot thickened edge on the north side. The offsite improvements within NE 6`� Street west of the Site include 20 feet of minimum pavement width, 0.5-foot vertical curb and gutter and 4.5-foot sidewalk on the south side, and 1.5-foot thickened edge on the north side within an existing 60- foot right-of-v�-ay. A portion of the existing access/utility easement north of the Site along the east half of NE 6�' Street will be dedicated to the City at the time of plat recording, per an agreement with the property owner. The improvements within the eastern half of Road "A" include: 37-foot right-of-way with 28 feet of minimum pavement width, 1.5-foot of thickened edge on the north side, and 0.5-foot vertical curb and gutter and 4.5-foot of sidewalk on the south side side. The improvements within the westem half of Road "A" and interior Road "C" include: 42 feet of right-of-way with 32 feet of minunum pavement width, 0.5-foot vertical curb and gutter, and 4.5-foot sidewalk. Tract"A", located in the southwestern portion of the Site, is proposed for drainage. Tract "B" is a proposed open space tract. The total of post-developed impervious areas for the project including bypassed areas is 278,266 s.f. (6.388 acres). Post-developed till grass areas total 133,710 s.f. (3.070 acres); pasture areas total 50,653 s.f. (1.163 acres). This includes the offsite tributary areas, some of which will remain under existing conditions. A portion of the Project will be bypassed. The bypass consists of the NE 6`� Street extension west of Field Place NE to the existing dead end at Blueberry Lane. The NE 6m Street bypass portion will add a total of 10,917 s.f. (0.251 acre) of impervious surface and will be conveyed to a wetvault at the west end of the new street extension. The wetvault will discharge to the existing storm drainage system located at the existing dead end of NE 6'� Street, where runoff will continue to flow south through Blueberry Lane to an existing bioswale, and eventually meet the downstream path from the Site. The detention facility is designed utilizing a downstream point of compliance to account for the bypass area. A combined storm water detention and water quality pond will be located in the southwest comer of the Project to provide basic water quality treatment and Level 3 flow control for Project runoff. The detention volume required is 89,380 with an effective detention depth of 8.10 feet. The detention volume provided is 89,589c.f. The required water quality volume is 33,294 c.f. The water quality volume provided is 35,475 c.f. NATURAL DRAINAGE SYSTEM FUNCTIONS A review of the SCS soils map for the area (see Figure 4, Soils) indicates Alderwood gravelly sandy loam with 6 to 15% slopes (AgC). Per the Manual, this soil type is classified as "Till" material. The SCS Soil series descriptions follow Figure 4. , OO 2006 D.R.STRONG Consulting Engineers Inc. 2 Honey Brooke West Technical Information Repori Renton,\6`ashington The Site slopes moderately towards the southwestern corner at approximately 7%. The existing vegetation is mostly lawn and landscaping v��ith scattered alder, cedar, cottonwood, fir, maple and pine trees. By examining field topo�aphic information, it appears that the Site is contained in one Threshold Discharge Area (TDA). Site runoff appears to flow west and southwest and exit the Site along the western property line as sheet flo��. Runoff enters the Blueberry Lane plat, along the Site's western property line, as sheet flow into a series of existing yard drains. The upstream runoff, north of the Site, within Hoquiam Avenue NE frontage and from the existing upstream ditch along Hoquiam Avenue w�ill be bypassed through a series of 15-inch pipes and catch basins. This conveyance system will be located approximately 10' from the face of the proposed curb. All upstream runoff north of the site, west of Hoquiam Avenue NE is currently intercepted by an access road along the north property line of the Site and is conveyed west. OO 2006 D.R.STRONG Consulting Engineers lnc. 3 Honey Brooke West Technical Information Report Renton,Washington FIGURE 1. TIR«'ORKSHEET CITY OF RENTON TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AI`� PROJECT ENGINEER DESCRIPTIO?�T ! Project Owner: Project Name: Langley Development Group,Inc. Honev Brooke West Address/Phone: 6450 Southcenter Boulevard, Suite 106 �cation: Seattle,V�'A 98188 Township: 23 North (204) 244-0122 Range: 5 East Section: 10 Project Engineer: Walter J. Shostak,P.E. D.R. STRONG Consulting End neers Inc. Address/Phone: 10604 NE 38th Place #101 Kirkland,WA 98033 (425) 827-3063 Part 3 'TYPE OF PERMIT Part� OTI�R REVIEVJS AND PERMITS APPLICATION � Subdi�zsion ❑ DFW HPA ❑ Shoreline Mana�ement ❑ Short Subdivision ❑ COE 404 ❑ Rockery ' � Clearing and Grading ❑ DOE Dam Safety ❑ Structural Vault ❑ Commercial ❑ FEMA Floodplain ❑ Other: i ❑ Other: ❑ COE Wetlands Part 5 SITE CONIlvIUNITY AND DRAINAGE BASIN ; Communit}�: ' Newcastle Drainage Basin Lower Cedar River OO ?006 D.R.STRONG Consulting Engineers Inc. 4 Honey Brooke�L'est Technical Information Report Renton,��ashington Part 6 SITE CH.ARACTERISTICS I ❑ River: ❑ Floodplain I ❑ Stream: ❑ Wetlands ❑ Critical Stream Reach ❑ Seeps/Sprin�s ❑ Depressions/Swales ❑ High Groundwater Table ❑ Lake: ❑ Groundwater Recharge ❑ Steep Slopes_ ❑ Other: Part 7 SOILS Soil Type: Slopes: Erosion Potential: Erosive Velocities: AgC 6-15% Moderate slovF�to medium � Additional Sheets Attached: SCS Map and Soil Description,Figure 4 � Part 8 DEVELOPMENT LIMITATIONS REFERE'_�ICE LIMITATION/SITE CONSTRAINT Section III—Dow�nstream Anal�rsis Additional Sheets Attached Part 9 ESC REQL"IIZEA7ENI'S MINIMUM ESC REQUIREMENTS MINLMUM ESC REQL"IREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION � Sedimentation Facilities � Stabilize Exposed Surface � Stabilized Construction Entrance � Remove and Restore Temporary ESC Facilities � Perimeter Runoff Control � Clean and Remove All Silt and Debris � Clearing and Grading Restrictions � Ensure Operation of Permanent Facilities � Cover Practices ❑ Flag Limits of SAO and open space preservation � Construction Sequence areas ❑ Other ❑ Other OO 2006 D.R.STRONG Consulting Eneineecs Inc. 5 Honey Brooke West Technica]Information Report Renton,A'ashington Part l0 SURFACE WATER SI'STEM ❑ Grass Lined ❑ Tank ❑ Infiltration Method of Analysis: Channel � Wet Vault ❑ Depression KCRTS � Pipe System ❑ Energy Dissipater ❑ Flow Dispersal Compensation,/Mitigation ❑ Open Channel ❑ Wetland ❑ Wai��er of Eliminated Site ❑ Dry Pond ❑ Stream ❑ Regional Storage � Wet Pond - Detention N/A Brief Description of System Operation: Runoff from Site will be collected and conveyed to the combined retention/detenNon pond, Runoff will discharge at the natural location,which is an earisdna conve3�ance system R7thin the adjacent Blueberry Lane Plat. Runoff from bypass area (1�TE 6t� Street west of Field Place NE)will be coneyed to a wetvault and released to the existing storm drainage conveyance system for Blueberr,y Lane. Facility Related Site Limitations: Reference Facility Limitation ; Part 11 STRUCTURAL ANALYSIS Part 12 EASEMENTS/TR.ACTS I � Cast in Place Vault (vertical wall pond Draina�e Easement �� I � and wetvault) Access Easement IRetaining Wall Native Growth Protection Easement Rockery>4' High T`RACT Tract"A" (storm drainage) and '�� Structural on Steep Slope Tract"B" (open space) Other Other: I , Part 13 SIGNATtiRE OF PROFESSIONAL ENGL�'EER I or a civil engineer under my supervision have ��isited the site. Actual site conditions as observed were incorporated into this worksheet and the attachments. To the best of my knowledge the information provided here is accurate. ���i-/�� ��i 3�� Z110� ' c;�r„e�P�f� I, �. _ i �2006 D.R STRONG Consultin En ineers Inc. 6 Hone Brooke West B B Y 7'echnical Informarion Report Renton,Washington FIGURE 2. VICII�ITY �'IAP '�� King C�unty �, _ � - - - . - �. ��� T'� r 4 ^b.-�' � -�,M1 � _+� � � '- y���,�„<�``'``�' µ:,� °> '`�",���_ f� r - ��" � - '� g �, F �-,� W .� ,� �����-.. �:�-�a_.._- '`; t:��' � � � `` ` r'f� � ;' --�== u 4 ; � � ' �hE 111-� Tt � ,* ��3'-�-`� S� �12��9°S7 __'� ��H ST ��w�---.5`, -� � -� �� J � .,,�_r-�----€ Y 4�c, �`�c 1:�37 s £ °,.-.x ��„l �. .,,,x ':° � .._...1 c z t-i S` �..!+�S _.._...._ � _ ",.'`T.�+.--. -� "+Ei.,s:y � � 'r'�`} Y �:� „-� `v _ _> �' � �� � � . K" , �—�^� f : � �� � �-+-5 ' �� j� � : €6 � �;tksn i.. 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"�`�— — �"' I ..$'.�, '�, E _� _ Q- _ � .- :r�-, � �_�,?7�+ �fi��ti�,� � _ —�-� =� ,i ' :� # ��, •�- � = -`-°`Z r-� —� ���t�-"t—�---�- } '_f _._.�. �, � s�'� r"'-�, � -'�,j �_ ,r � E � = � � � ,f� .r� ( �� �,_'�` __ hd c dTM.S7 `�"`"t��__�.`�.' �`"�� � �` - - � � - � .� �• - '�-- �;._�."';�'��•. - .� ���- � �i2cTN Sl` �?��.`_....:� °t r �-N E a�G r,T � �' , :t f� - � � �-;�-�..-� . ����� �f�; �`-- I 4 �€ i_ tdG %N6 PL';;.s�`�,�`7�tit7�,� a,.'�.:�" <��c `��l_� � "• ,,_;NF.2hG.S7,,,; �� _ - iT`-� '��- �M -�"��-�-� z�°rs e� �Fx� 5��� '.� ,_„� "-` �� `���£� � -«>; --= y. �='p � �.-o ,� � � _ --=� �`�"-- !, ��.-,,._ _,_ _ ` � "" � ' � --'""'`-'^` [a1� '�`� �„ �zss���; �C � i '-� ` � a-� ..1 ���,_ � �---�-- � U f't - �-i � � � �. � _�_ ..:�R �. „�� vj d...�... �� -- n � �.. -� i .� rt' � -��,.-� ..�tJ�� -�'I� cr .J"'i� �.r .-x: "z�` a:g�--.>-..,�.�. �5` h D PL S�1�6 h.5 i � ¢.� 'c ' ��.��t'��k� € � ��� ' y S ". z... k,x...iw.�p v�.�� �-__�__• �.-��—� ��.�_' a ���+'3F���L`^s � ... �-cw�� f�i'.�le..^t ��� � ) ' 'a � ki 4 .:j� � ��� '� ��-.'" ��•,. • i f -� �7 ��� ..^�� '�'��.�--��4�.�f' ��,.,...;� � �.'-� ' � � =T�!ST ,_F � ; ��"' t .-� ,�-` ����_.�7y_p� ._.-.-�"_.�; __ , _ � �, ��-�;� � , .,_,�,, x ' _ �k: �'�..--= � .�„�.'-�- �� ; �._._, �c. ��'s5 �.--� -.�*!�� �"�� jy1S'f`..pL �� �` � �� �� - � �S E 1., o-�n S�_' `'s 14 hd U 5T �F�_ �+� " "n���T P �~ - - ,� sCl2ousxingCwmty � `��I.�" f{, � �`��N S7,q - - --- 336�Y1_" —� '- Le�end ' — County Houndary ,,, �-� � —� x h�ountain Psak� � Parce� Slieats ;°�. Inoot�orate�An�a ...:�- f .re ;��.. � Lakes an�La�e��vats i`` =tt` a-� �'" 5trsa� ra�x; The information included on this map has been compiled by King County staff from a variety of sources and is subject to change without notice. King County makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. King County shall not be liable for any general, special, indirect, incidental, or consequential damages including, but not limited to, lost revenues or lost profits resulting from the use or misuse of the information contained on this map.Any sale of this map or information on this map is prohibited except by written permission of King County. i � ,��2006 D.R.STRONG Consultine Eneineers Inc. 7 Honey Brooke West �, Technical Infonnation RepoR Renton,V+`ashington i FIGURE 3. DRAIl�TAGE BASL'�iS, SUBBASINS, AND SITE CHARACTERISTICS � OO ?006 D.R.STRONG Consultin�Engineers Inc. 8 Honey Brooke V1�est 7'echnical Information Report Renton,\�v'ashington � � MATGH LINE ; I � � 3 - �� i � _ � ! . � , `` �� � � �, � � � - � r , \ - ` . . ` € . f __._ � . l- � e \ ' ` \ ` ; '` � ;EXISTING;�CONSTRUCTION ' � � �' � � '.AND FUTURE FLO,WS ENTER ' ` �` - � �5 R:ia:.W.�. .,,�.,'' � EASE 'E _°`-£ ��� - � .<r� 0 E �E1�ELOPE�D ��. � � `_THE SITE �AS SHEET�FLOW . NT ' UPSTREAM � ' .°°°�4- � _ ' `� �WITHIN E SEMENT. �, 0.1�.1Mi4C. �p � _ -� _ __ ___ ---�__ A D BYP��SSEQ �EXISTING,FLOWS M�ANDER . TRIBUTARY AREA -" ` `_ � -- --- � -�-�--' :{�:352 AC �t `., THROWGH�`7NE SWALE AN� � ; ��: � � � _ .� �ri � t 1.65AC. ; � � �'� �;� 'QpES_NOT ENTEF2, THE SIT�. 1080 L: PI�FLOW � \ - � � ,� _.£ � _aticc -�` � _ __��____�_'�� `` � 3 \`_ \ ~�v�-^�-�-+��..- . �' �� r .� '^�� -""�-__��^__�__ `_ \`_ /- �.s3c ..� ..� ��. __ '3[�' _- �� r � .�� _ ..� / . : / i • � . . _ � �-� __\` .._ �r-,J_ fr.s" :,�a iF:'i ' "-.-' �-� '_ ' , ;� hE 6Th{=e7Pc� i' � ' n, '�-` � . � "rwc.. . ' Q t � ` . . _ _ _ _ _ _ �[� i _� �"Kl'.\. � �� Q �� . :ae,:..a h ,, .pzw�� h.� �� � . � . - - �-'�"`��� Lf�� ^J�E ,,,�C'L�t - � _ j� "� � ; , � ` ;.�,�:AC�S ;��ENT >�- 3 � � .` j. r��;�", � rs �` ',9-•-_ ' <, '° � �°°� ���� - I � OFFSITE R.O.W. AREA N � ae BYPASSED AREA ��� � ' `� � ��# � �._ ` � INCLUDED IN ANALYSIS WITHIN SITE 0.082 AC_ ��`" �E: F � °. — �- � � � Y a z � '` z, \� • �'` '' - \ �.:"'--,--_--- —- '� w C9 �% ,x9 . 1J. � 20. r. _ _ -- _ -- v v.� ' � N � Z � s �' ,,s�� � y Z 2 -- �K �� 'K 'a5 �-- _, � t _z __�-_- Q � V7 _.--�fi" \ . _ ---- ' .-"'-' � _,,_ �'-' m m Q 3 3 � =� � k � �� � � � _ �� '; � �__._„�� r _ , __r W �n a z o �.. ' t 1 _'_' , � � Z 7 � '%: , �c.,� fi p.. '�_. _""_" I '`=c<�a 0 Z 0 Z EXISTING, CONSTRUCTION AND _,,.,_.�x '-, ; ;' '� � ? l �-,��s;.c - - �A ._�_ ^ F�w �1 ' = v� _ � FUTURE FLOWS LEAVE THE STTE � �� ' ' �-='—' ' '-- --- ------ - �/ Z �� m ,s � �,, �I AS CHANNEL FLOW_ � � � , Z'� _ _ � _ �` �Z ___ � '" „��� K Z Z ` � - � ' EXISTING, CONSTRUCTION z W� �P _ . ¢ � - 7' ' - Q __._ ;s 'Q , ,,, -_ _ Z _ � i , i•� AND FUTURE FLOWS ENTER � _ :� _ � t� . , i � , , o - �i l a f . � e'u � . . 23 > . . �,` , d - � =� <4� 43 ::_ � THE SITE AS SHEET FLOW. v ! c - � � g ' ' . • — — � _ ♦ _ . - �\ ---�i—d . . , 17 _ � , I "" � € , , ,��' - '_�-- � . ..,� .a.., ` _n,.<._' W �- � 4w. _ � - ��_e �' w� � — - - - - - - — — � �p�' s ,_ - i - - _ _ - - - - c9 a� - - - - - -.- � , r - � . ' ' � -:�� . 'i- . . . � � _ 4 ��.plv ..' . . � _ � -_,_ ' � ,�- �� �r , .' .' l _' _"_---- �I — _ � � � Sh, P�A �• ``' fr . `-. -_ __ 1-_. u *�..:� � C` r` ^ .- -- � , t - "' - - �c:;. n -� � �' � -� � i � - � �; ��-.� � ��„ �r \� `��, '_ 1 . �, � ` At '�✓' � 2 E .. '��,� ,. �_� ,\, _ iz �\ ��. `'-.25 � � ' I 'µ°.�m' 1 =- � �� � a �•c� `-. .�_. - � :t��;+ � „ �a<s�..�:._ � «�.�. �---� �.'�. ' - � � ''-` '•• ' � _� - ,�.;� F .�. �� li �s'7 ' ' '� .,:-cs:�_:v.� 1 � D � -'e"� ���- -�Q`� _ -_ � � ` se 9 ' ' i ao��:, �'.a� `'� f z � RUNOFF FROM TRIBUTARY AREAS _ � ' _ � t�'-, '--� - - � . f '. �� �Z � <:I,. �"' -.l � 26; '"'� � � ';,' �---_Ji � �:��? PROPOSED TO BE COLLECTED � `, - - ------ ----- --- ;' '� � .� t �\' � '� _ �,�_ 1.213 AC `-_-�' — �-- _8_- -- — ., ,.� s � _. � — �.;-�� ._____ ____ _____ ___ _\ , �, , � �.z� i, _ �_ �� .. N A `' -- -- - ----- , ° � : � _ � �="s ���f�tf�`.-SITE IS f;..-� _ _ - ----- _�-..' x `� ---�--- � �� — �,.- , , - '� { ;Z; �" i� �� 36 � � ` •�- _ CONTAINED IN ,' � I 26 P.RtVA'E � �=i� �c �. € _�r. � t . � �:x:- � ---�•. �.v DW.INACE AND x��c ' I � - _ � , . �- -- — —--� ; �. �� 4���{SNT �Eo:� , � � ONE BASIN: /� n�'K� - - t-'�� -- " �-= v NE H STRFET �� j - -' -� ( ` 8.333 ACRES L � � . , - -�� � . , ;� � . "�:.� � . ;,� _ -�, .a,-� �.;,:� p #�-a u:� - uer.-_s � - ��T i� - ` - _ _ � ' ' ` � ' ' i ( ' r D.R. STRONG s�- .�r d f�' .� •- _ _ _ _ _ . t _ � 3 , �\ � � [7 �v*a:x�ar Cons�il:ng Enpa�eefs a+c. `� � wwn aac ,,t I _�_� j �-.-� . - . � � .:��::uc s�£,�.�� '{ r� F, �. -- s . !� : !' �� ` I ,' € ' !�i ' � e�ao Eoa�x��¢sih mroas �S�,r.an � � + -., - ! i - � ; , ws . <o-se 1 ,�,-� x- �z� mrewwo..�9m.v � s � d f ; jF � � - _ �i i. ��` F �_ _ _ + I 3 � F�c r _ � �"eno�o-�-wi .28�' � �` 4. �t :'S . '�i � : , .�' I�%(t25)B2)-242] — 29 3D 31' � � ��-�3''�- 1� . �; � GRAPHIC SCALE -�- \ ` �� �. 50 n I ,��'�'-'�- - /z' -� - -a - - - � - - - -- -- _ ` 4 �� �- �,.,�`.� � 4`i4�„-� `'\ + � fx� � O SO �OO ZOO DRAFTER: MBM . , . . A .4 , � � --�.`� . '.c.� . ` \ �{ w � °�" ` --�-�'`� ` - �� . �F a�� � 1 C 100 FT DE9CNER: NAK .` � `_ _ ._ �.,�_ ,� N = =; �� _ . � � �_� _ �_` `,� � � I H �," ; -. EXJS I G FL Ws�4iL-AVE T E Si�.E S SHE T FLOW. °.��-�;? �,�;£ , ; � PROJECT ENGiNEER: WJS � ° C17NSTRtJC1ltCTl�t"�iJf�-F��.,7TU(�E`:Ft01NS L[A THE: SI IE ` ��' ,, ; � .�' �'�� � ���• ; on�: OS-04-06 :I . . I ' AS QHANNE�"t'�yy� _,� 'w(' .f . � ` ` � — — : I ,1'"*` _� I `�� ��. I . . 't � r � y �� . '�"` _ R :-1 � PROJECT NO.: OSZ86 , . i , , . - . x�- �. tr._�R:L. SHEET 1 OF 2 r-�.__��&e\p��ts'�.3'.��c\01-3:1G3-SZBc.dw� 5/</2006 9`_4-55 an Pc- �O?rRiGyT�20b5,�R_ ST�?OUG COvStILnNG Eru�iNEER51nC. W I I I I I I Q I I I I I I I I �...�I.NIC�I IX lilt'ritp�i� I I ..._...._._.... .._......_.-. .:i._..._........._.....__.....�.........__......._.._ .. ........._... ._...._...__.... _....�........... ......�......_..__, ............... ......... ....._............... .............._. I I I I I I I I I I I UPSTREAM I TRIBUTARY AREA t1.65 AC. ( I I I I I I I I I I ( ( I I ( I I I I .� ..._ _.�... ( __..�__ �._.__. _..�.... ...._.. � �___� _._ _._...___ _�___ .._ _. ...___. ...__. I I ( ( I ( I I ( N � I I � � � I �� ti 0 � MATCH LINE GRAPHIC SCALE � 50 0 50 100 200 I g ( (� 1 INCH = 100 FT. � I ( I r � � � I �_ ....,,,..��.._ --- \ __. •�, ' ', � , _� "= p D A � � �p�o HONEY BROOKE r' o .r7'. o �n D �'"2� O � n n g m �i: -' o -' � p ��� ���e� FIGURE 3. DRAINAGE BASINS, SUBBASINS AND SITE CHARACTERISTICS � ;��5� HOQUTAM AVENUE NE � :,�N o � ? � � ��� Z� � N � A ��u ��. �p � RENTON, WASHINGTON W m �p Z r� O1 e q�nG) � N i FIGURE 4. SOILS Alderwood gravelly sandy loam, 6 to 15% slopes (AgC).-- Runoff is slow to medium and the hazard of erosion is moderate. The soil has a moderate limitation for foundations, due to a seasonally high water table and slope. It has a severe limitation for septic tank filter fields due to slow permeability in the substratum. � AmC �SSAGU.aH I?Ml. 1� i�S0000 � 2 �� 47 30' t�. - - -. _ _ �^ J.__ __ _-- �� 2.{ / °, ri.� ! � - �� � ;� —u�_ - --, a�o .... . -�l r: �F r y '';1 ; _ �$ - � t ~r _ _� -�e = '��!�9ch �� �-'~� �is�� A �— . �. SITE :�";� . r •- .• �� �^p � � � `` R 1 • ��+", �i�.�,�i f '' � 3 r', ; � � -.-,. ��� ti����• y - C. ;. •. � ���'•� .�.�y� "�.. � :�ti�' '•.'' 4I3 3 �C ' L BIJ• �""` �� / '�J r R���i�r � . 9 r - _ �i L •-� - .! 9]5_ �.P.� -', , �� Zj �' � _ _�o,�' _ - 'c ��' � ' -x ti f : "" ;�i - � �g8 ' - ,! -' " G t�� f i. _ `4 '0 ..� . ;�S'- -r p •� r ��,�•.� M s e _ -'fI' _ y ,'y,"`.a " 4 = -- � :S r f i`"� `.� � ::. - Trader �u. ± Ev3 � �-" s:: . � - '4 � �t■ E, t -n - - - -� ' . - . � � arkl� . n i � :�B n� - �t t• ._ — �. 7. _ � a - - • � :--� � , � :I n 424 '� + _ . �,5-• � i�= >� _� i - n - . i'Grle:Hr07(' .�E i,:� � p�� �- ."'� .•"+- • • _ j I�� / �-" _ v .�. :� _ T Y� - � := 18�i 0�0 ; i� � �� � � _ _ �. � `'^ • - .,� FEET .. . . . I, .. ': p.. �C. - I � .... i'= �,Q 'r-' � _ r �'� �,� "` " r ; ` 4DE - . _' _ i� ,�: , w- �� a i>; - ,-,� •I - ":r. • �: ;� ' �aa..M A�.. n �_,s ••. '� - . ��vEt. I P!T Oo� _ - � ��rQ � � � -� `� r' � •M F�C °Q-� n ;;_ v, - - -- _ _ � �� AgC� � L. 321 - :� o°ep �e � _ � �../:•��� 1 '�� i 14 '1 - E��C , I AkF _ ' n` ✓r Prt,..- �, .:r/ L F ' �' ii '. � . .., ; , 1: ' ♦ ° � " .[ �n � ca�r yi ~" j� •� J � - :"k ' Y ��~ ti�ti — _ � . / �n� ' �• `[ 5 � ' � _ �v.. - -_;r r � AkF- ,k`?.• _ �C _ � _ � :7 , :� � BM` : i : I — ,I u � '✓-` - :''� . ,I• ,y 3 _ n ' � t: -r '• �'�'�.,, �y_ �'t - - �` ` Ev6 '� `�, u ; .�..�- �-� C ����� AkF� �rh,IY� `�M�^ � Na_� " -- � - � - •� fi.�t,l.� . ', _"� �: _ u��rC.. _- . _ - - _ . �- . :.j _ _ ,. .: .. .�_ti. .�, _��.,n - C'?OG6 D.R.STRONG Con�ulting En�ineers Inc. 9 Hone} Brooke VJest Technical Information Report Renton,1�`ashin2ton I Alde*wood 5eries 'lhe Aldezwood series is nade up of moderately The A horizon ranges fram very dara brown ta well drained soils tha� have a weal:ly consolidated d�sl: brokm. T'he B 6orizon is dark �rown, grayish t� strongly consolidated substratimm a� a depth of bivwn, and dark yellowish brown. T,Ze consoiidated 24 to 40 inches. Theso soils are on upiznds. Tney C horizon, at a d�o`.h of 24 to 40 in�hes, :s mastly fcrmed under conifers, in g2aciai deposits. Slopes grayish brown mottled kzth ye2lowish brown. Some are 0 to 70 percent. The annu�2 precigitation is 2ayers i.n the C horizon slake in water. In a few 35 to 6D inches, m�st os which is rainfall, between areas, there is a thin, g*�ay or grayish-brown A2 O�tober and F�y. The mean annual air tempera�e is hor_zon. In most arsas, this horizo:i has been about 50° F. The irost-£ree season is 150 to 2D0 destroyed through logging operations. dz�•s. E2evation ranges iram i00 to B00 £eei. Soils included with this soil in mapping ma3ce un In a representative profile, the surface layer no more than 30 percent of the total acrsage, Soms and subsoil are very du-k 'orown, dar}:-brown, and areas are up to 3 percent the poorly drained Norma, grayish-brown gravelly s2ndy loam about 2T inches Bellingham, 5ea�tle, Tui:wila, and Shalcar soils; thick_ The substratum is grayish-brow�n, we2kly some are up to 5 percent the very gravelly Everett �onsolidated to strnngly consolidzted glacia! till and Neilton soils; and some are vp to 15 percent rhat extends to a depth of 60 inches and more. klderuaod soils �.hat have slopes more gentle or steeper than 6 to 15 percent. So�e areas in l3ew- Aldsrwood soils ere used for timber, pasture, castle Hi11s are 25 percent Beausite soils, some berries, row craps, and urban development. TheY northeast of t?uvall are as much as 25 nescent Qvall are the most extensiva soils in the survey area. soils, and some in the vicinity o£ Rash Point are 14� percent Indianoia and Kitsap sails. Also Alderwood gravelly sandy loam, 6 to 15 percent in c2uded are small areas oi Alden+oo3 soils that slones {AgG� .--Th:s soil is rolling. p.,�eas are have a gravelly loam surface layer and subsoil. irregular in shape and range £rom 10 to about 600 acres in size. Permeability is moderately rxpid in the surface I Representative profile of Alderwood graveily layer and stinsoil and very slow in the su�stratwn. sandy loam, 6 to ZS percent slopes, in woodland, Roots penetrate easily to the consolidated substn- 450 feet ezst and 1,.500 feet south of th� north � k,}�ere they tend to mat on the snrface. Some quarter corner af sec. 15, T_ 24 N., R, b E.: roots enter the substratvm through crac}:s. Water A1--0 to 2 inches, vezy dark brow�n (lOYR 2/2) moves on top of the substratwa in winter. Available grzvelly sandy loam, darfi grayzs�► brawn Water capacity is low_ Rim off is slow to mediian, {lOYR 4/2) dry; weak, fine, granuizr struc- �� �e hazard af erosion is moderate. *aire; slight2y hard, friable, nonsticky, '�is soil is used �or timber, pzsture, berries, nonplastic; many roots; strongly e�id; and rou crops, and fos csban developrnen�. Ca�abilit,v abn:pt, wavy boundary. 1 to S inches thic}:. �t IVe-2; woodland group 331. E2--Z to 12 inches, da=k-brown (lOYR 4/3) gravel]y sandy loam, brown (lOYR 5/3) dry; moderate, medi�, subangular blocl.y stru�ture; slightly hard, friable, nonstic3:y, ;►onplastic; m�y r�ots; strnngly acid; clear, wavy boundasy. 9 to 14 inches thzck. E3--12 to 27 inches, grayish-b�own (2_5Y 5/2) gravelly sandy loam, light gray (2.5Y 7/Z) dry; many, meditao, distinct mottles of light olive brown (2.5Y S/6); hard, zriab2e, non- stic}:y, no�lastic; many roots; mediwn acid; �brupt, wavy boundary. 12 to 23 inches thick. IIC--27 to 60 i.nches, grayish-brown (2.5Y 5/2), weakly to strongly consolidated till, light gray (2.5Y 7/�) dry; common, medium, distinct mottles of light olive brown and yellowish brown (2.5Y 5/6 and lOYR 5/6); massive; no roots; mediimm acid. Many feet Lhick, OO 2006 D.R.STRONG Consulting Engineeis Inc. 10 Honey Bmoke West Technical Infoimation Report Renton,Washington SECTION II IL CONDITIONS AND REQUIREN�NTS SUMIVIARY The Project must comply with the following Core and Special Requirements: • C.R. #1 — Discharge at the Natural Location: Runoff from the Site will discharge at the natural location, which is near the southwestern corner of the Site. • C.R. #2 — Offsite Analysis: An Offsite Analysis by CORE Design Inc. is included in Section III (Level One Downstream Analysis). • C.R. #3 — Flow Control: The Project is located in the Level 2 Flow Control area. A combined retention/detention pond ��ill provide flovv control as required, using a downstream point of compliance analysis to account for b,ypass areas. Level 3 Flow Control is provided to mitigate for dowrnstream conveyance constraints. � C.R. #4 — Conveyance System: New pipe systems and ditches/channels are required to be designed with sufficient capacity to convey and contain (at minunum) the 25-year peak flow, assuming developed conditions for onsite tributary areas and existing conditions for any offsite tributary azeas. Pipe system structures and ditches/channels may overtop for runoff events that exceed the 25-year design capacity, pro��ided the overflow from a 100-year runoff event does not create or aggravate a "se��ere flooding problem" or "severe erosion problem" as defined in C.R. #2. Any overflow occumng onsite for runoff events up to and including the 100-year event must discharge at the natural location for the project site. In residential subdivisions, such overflow must be contained within an onsite drainage easement, tract, covenant or public right-of-way. The proposed conveyance system was analyzed using the KCBW program, and is capable of conveying the 25-year peak storm without ' overtopping any structures or channels (see Section �. Any overflow occurring onsite for storms above the 25-year event, up to and including the 100-year event, will be contained within public right-of-way, or the onsite drainage tract. � C.R. �� — Erosion and Sediment Control: The Project provides the seven minimum ESC measures: clearing limits, cover measures, peruneter protection, traffic area stabilization, sediment retention, surface water controls and dust control. • C.R. #6 — Maintenance and Operations: Maintenance of the proposed storm drainage facilides will be the responsibility of the City of Renton. An Operation and � Maintenance Manual is included in Section X. ' I �2006 D.R STRONG Consulting Engineers Ina I 1 Honey Brooke West Technical Information Report Renton,Washington • C.R. #7 — Financial Guarantees: Prior to commencing construction, the Applicant must post a drainage facilit,y restoration and site stabilization fmancial guarantee. For any constructed or modified drainage facilihes to be maintained and operated by the City, the Applicant must: , 1) Post a drainage defect and maintenance financial guarantee for a period of two vears. '� 2) Maintain the drainage facilides during the two-,year period following posting of ', the drainage defect and maintenance financial guarantee. I I C.R. #8 - The Project is located in the Basic Water Quality Treatment area. A combined I � I retention/detention pond and weriTault (for bypass area) will provide water quaGt�r I treatment as required. • S.R. #1 Other Adopted Area-Specific Requirements: Not applicable for this Project. • S.R. #2—Floodplain/Floodway Delineation: Not applicable for this Project. � S.R. #3 —Flood Protection Facilities: Not applicable for this Project. • S.R. #4— Source Control: Not applicable for this Project. �2006 D.R.STRONG Consulting Eneineers Inc. 12 Honey Brooke West Technical Information Report Renton,Washington - -�`� �z �h Q����� �"'� ��`�t^��'����`'�C���c'� a�`��''�,��.�`���C��a�s.`���'�������v����`��h`����������`��.,,��.��`�.- SECTION III ' III. OFF-SITE ANALYSIS � A Level One Dov��nstream Analysis was prepared by Core Design Inc. during the Preliminary Plat Application phase of this project. A copy of the analysis has been included in this Section. � I G 2006 D.R.STRO\G Consulting Engineers Inc. 13 Honey Brooke West Technical Information Report Renton,�'r'ashington PRELIMINARY STORM DRAINAGE REPORT FOR HONEY BROOKE VVEST RENTON, v��ASHINGT0�1 ..��:T_�v,� P �;a � oF ��h ��"�� "C '`�t' r '\ �R,`- � (�, k. � � = � � 3 �� o ���`�� . ��'c �.� 1,��� ',. . `� L b� -�. �' . . �ExPca�s7—?5—c5 --■ Prepared by: Philip D. Sarandos, E.I.T. Reviewed by: Brennan P. Ta3�lor, P.E. Date: 1VIarch 2005 Core No.: 04090 HONEY BROOKE WEST TABLE OF CONTENTS I. Proj ect Overview II. Existing Conditions Summary III. Off-site Analysis A. Upstream Tributary Area � B. Bypass Area C. Downstream Analysis IV. Developed Conditions Summary A. Hydrologic Analysis B. Detention Routin� Calculation C. VVater Quality Volume Calculation I I � � I'n��e [)e�i�n.lnc. Pa�e _ i � , � � � I. PROJECT OVERVIEW The Honey Brooke VVest Plat is located at NE �th Street and Hoquiam Avenue Iv'E in I � Renton, Washington {see the attached vicinity map). This project includes 10 parcels consisting of 8 existing single-family residences and outbuildings, two of which will remain. The existing�ound coverage varies from grasses and landscaping associated with the existing homes fronting Hoquiam Avenue NE, to tall grasses with some trees covering the rema.inder of the site. The proposed project includes subdividing the existing property into 50 single family lots and constructing 48 single-family homes with associated roadways and utilities. Half- street improvements, including utilities, curb, gutter, and sidewalk, will be made to Hoquiam Avenue NE along the property's frontage. The existing ditch along the Hoquiam Avenue frontage will be put in a "closed"pipe/catch basin system which will b�pass the site and continue to flow south along Hoquiam Avenue. The storm runoff from the Hoquiam Avenue widening and the on-site generated runoff will be directed to a � combination detention/wet pond located within a storm drainage tract in the southwest � corner of the property. The pond will be designed to-�e�ve�2 Flow Control and Basic `�'ater Quality per the City of Renton requirements. All drainage discharging from the pond will be piped 50+/- feet to the west via a 12" storm drain where it connects to an existing CB in the Blueberry Lane Plat. � � � ; � I � I � � � c��„ r� �t,..;ivn. tnc. F�:i�e ?� � i I � I 4 3 �e`� 2 I # �PH � jdM � 900 4; Z ti W t 2� 4; � R � �2m I = 6 E 8 � g � ?fl � g� ?1 R E N T 0 N a = > NE 6 ST. o � <,,; �� t � NE 4TH ST. �� SS. y NE 4TN ST. BM PT. BIA oT N�3 ias2 2�03 NE 5TH ST. GREENWOOD CE11EfFi'2Y �� 169 �d 15 14 �1qe. �zE, � cm►�t �-,� I � AIAPLE1NOOp GOLF COURSE V/C/N/TY MAP N Vicinity Map Honey Brooke West Langley Development Group Core Project No. 04090 II. EXISTING CONDITIONS SUM�I�iRY The existing 9.�4 acre site ( 8 Ac. Project area and 1.�4 ac offsite tributary area) is � covered by a combination of pervious and impervious surfaces including: houses and associated outbuiidings, concrete and asphalt pads, miscellaneous landscaping, pasture, and a few trees. The site soils are classifies as Alderwood Series, AgC (see the attached Site Soils Map). Runoff naturally sheet flows west and southwest across the site. There are no wetlands, streams, or hazard areas related to this project. � i �,ore f?esi�n. 1Eic. �'a�re -1 � � �L a « LL L�! O � � y ffi M � O a z � � � �—� � � /� W O m W � V 0 ` � z � a � � ti � , �� � � � � a � � � K 'J � ._.' . 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'�x� ,.��../ m mb � -- ' S — —� � ..., � � � l�' I,�� , � ,.. _. ,� . — __ . cv "�'«�:' �k _--- � I� u �' � �d . � i. •.��� ti�' �' ti tlsd�� v �p ' :; � ` ���r �'�� � �� (��'� ��� �� • `�• "IF �� ;R�_� �' N ��� �� ' ��D ��I'i " v' � s, �Ch ' '� �• ,i �. �i i +S'. . ' , .IM ��+ o �,�� � � � '��"� a' �: � s.l� i '� . ` �� !1 `.• o.� ..�C: a . ���� . � ���� y••• g s.�i �f J+. :� � J '. ... ' . �. __ .� � � II� '�+.� r � , f• o ��_,: _� o �� �� . � �� .i. . • . � � i/� II.fi97�' . a �-�f-��"�" ',�o i �.` �',�� � o : �(' ' . --- ,� r' • •} n . `I x . - A�. .� ,a ����4� � .�'------__ � p F. �" -.•=" � o �n �,. � � � . . `e- ' • '�+ • � .. . � '.: ¢:." ; , , , . .� � �. �'" � :... e , :. ,��--�''''`��_�:1�-�=� � . � . U ..� <__-_---- ri:. � f n � .. �I: .� ', �'�T ' �� :� .e �•.��'� � w�b► : � Q) n ....1�I,. . :e-3 4ANE ` v �._. a. . . _ . ._ ._ __. � �.�� :. .. i wps'wH.tr:z£:F cn/i l�E 'F�,�,•.�i�Ws���������iyx-.�,.,,..����-,.,,-.�., DESCRIPTIONS OF 1HE SOILS This section describes �.he soil series and map- Alcerwood soiis are used for timber, pasture, ping units in the King County Area. Each soil be�ies, row crops, and urban develooment. They se:ies is described and Lhen each mapping unit in are the most extensive soils in the survey area. that series. Unless it is specifically mentioned ' otherwise, it is to be assumed *,h at what is stated Alderwood gravelly sandy loam, 6 to 15 percent about the soil series holds tzue for the mapping slopes (AgC) .--This soil is rolling. Areas are units in �hat series. Thus, to get full =nformation i:�-egular 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 mapping unit and the Representative profile of Aldexwood gravelly description of �he soil series to which it belongs. sandy loam, 6 to Z5 percent slopes, in woodland, An important part of the description of eacn 450 feet east and 1,300 feet south of r.he north soil series is tiie soil profile, th at is, the quarter comer 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 Z inches, very dark brown {lOYR 2/2) ' contains two descriptions of this profile. The gravelly sandy loam, dark grayish brown � first is brief and in terms familiar to the layman. (lOYR 4/2} dry; weak, fine, granular struc- i "' The second, detailed and in technical terms, is for ture; slightly hard, ,friable, aonsticky, . s�ientists, engineers, and others who need to make nonplastic; many roots; strongly acid; ' thorough and arecise studies of soils. Unless it abrupt, wavy boimdary. 1 to 3 inches thick. is otherwise stat�d, the colors given in the B2--2 to 12 inches, dark-brown (lOYR 4/3) gravelly descriptions are those of a moist sail. sandy loam, brown (lOYR 5/3) dry; rnoderate, As mentioned in the section "How This Survey Was medi�, subangular blocky structure; slightly Made," not all mapping units are members of a soil hard, friable, nonsticky, nonplastic; �any series. llr�an land, for example, does not belong roots; strongly acid; clear, wavy boundar�•. to a soil series, but nevertheless, is listed in 9 to 14 inches thick. alphabetic order along with the soil ser es.• B3--12 to 27 inches, grayish-brown (2.SY 5/2) Following the name of each mapuing unit is a gravelly sandy loam, light gray (2,5Y 7/21 � symbol in parentheses. Ttiis symbol identifies the dry; many, meditun, dis�inct mottles af li=:�.- mapping unit on the detailed soil map. Listed at olive brown (2.5Y 5/6) ; hard, friable, nor,- � the end of each description of a mapping unit is the sticky, nonplastic; many roots; medium aci�: capability imit and woodland group in which the abr�pt, wavy boundary. 12 to 23 inches t:.�cr mapping imit has been placed. The woodland desig- IIC--27 to 60 inches, grayish-brown (2.5Y 5/2) , nation and the page for the description of each weakly to strongly consolidated till, ligh� capability unit can be founa by referring to th e gray (2.SY 7/2) dry; common, medium, dist: "Guide to Happing Units" at t7e back of this survey. mottles of light olive brown and yellowis: The acreage and proportionate extent of each brown (2.SY 5/6 and lOYR 5/6) ; massive; n� ma�ing unit are shown in table 1. Many of the roots; rnedium acid. Many feet thick. ter�ts used in describing soils can be found in the Glossary at the end of this survey, and more de- 'Ihe 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 manping can be obtained from the Soil Survey brown, and dark yellowish brown. The consalidated Manual (19) . C horizan, at a depth of 24 to 40 inches, is mostly grayish brown a�ottZed with yellowish brown. Some layers in ;he C horizon slake in water. In a few Alderwood Series aze�, the=e is a thin, gray or grayish-brown A2 The Alderwood series is made up of moderately horizan. In most areas, Lhis horizon has been well drained soils that have a weakly consolidated destroyed th=ough 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 '�orma, are 0 to ;0 percent. The annual precipitation is Bellingham, Seattle, 'h�kwila, and Shalcar soils; 35 to 60 inches, most of which is rainfall, between some are �p to 5 percent the very gravelly Everett October and May. The mean annual air temperature is and Neilton soils; and some are up to 15 percent abaut 50° F. The frost-free season is 150 to 20a Alderwood soils that have slopes more gentle or 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, dar?c-brown, and northeast of Duvall are as much as 25 percent Ovall grayish-brown gravelly sandy loam about 27 in c�es 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 conso:idated glacial. till included are small are�s of Alderwood soils that that zxtends to a deptn of 50 `nches and more. have a ;ravelLy loam surface layer and subsoil. 8 Permeability is moderately rapid in the sur�ace .4rents, Alderwood Material layer and subsoil and verf slow in the substrat,im. Roots penetrate easily to the consolidated substra- tum where they tend t� mat on the surface. Some :arents, Alderwood material consists of Alderwood roots enter the suc�stratum through c:acks�. Xater soils that have been so disturbed through urban- moves on top of the substrat�.� in winter. Available ization that they no longer can be classifie� with water capacity is low. Runoff is slow to medium, �:he A1de�Jood ser es, These soils, however, have and rhe hazard of erosion is moderate. many similar fea�sres. The upper part of �.ne soil, This soil is used for timber, pasture, berries, to a denth of 20 to 40 inches, is brown to dark- and row crops, and for urban development. Capability brown gravelly sand,v loam. Below this is a ;rayish- iinit IVe-2; woodland group 3d1. brown, consol:dated and impervious substratvm. Alderwood gravelly sandy loam, 0 to 6 nercent � Slopes generally range from 0 �0 15 percent. slopes (AgB) .--This soil is nearly level and " These soils are used for urban development. undulating. It is similar to Aldeiwood gravelly sandy loam, 6 t� 15 percent slopes, but i.n places ' its surrace layer is 2 to 3 inc�es thicker. Areas �'ents, Aldenvood matez-ial, 0 to 6 percent slopes (AmB) .--In many areas this soil is level, as a are irregular in shape and range from 10 acres to �esult of shaning 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 5 acres to about 400 acres in size. Yorma; Bellingham, Tukwila, and Shalcar soils, all - Representative profile of Arents Alderwood of which are poorly drained; and some areas in the material, 0 to 6 percent slopes, in�an urban area, vicinity of En�claw are as much as 10 percent 1,300 feet west and 3�0 feet south of the northeast Buckley soils. corner of sec. 23, T. 25 N. , R. 5 E. : Rtmoff is slow, and the erosion hazard is slight. 0 to 26 inches, dark-brown (lOYR 4/3) gravelly This Alderwood soil is :ised for timber, pasture, berries, and row crops, and for urban develornnent_ sandy loam, pale brown (lOYR 6/3) dry; Capability unit IVe-2; woodland graup .id2. massive; slightiy hard, ver� friable, non- _ sticky, nonplastic; many roots; medium acid; Alderwood gravelly sandy loam, 15 to .i0 percent abrupt, smooth boundary. 23 to 29 inches s 1 opes (AgD) .--Depth to the substratum in this soi 1 thi ck. varies wi t'�in short distances, but is commonly 26 to 60 inches, grayish-brawn (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, medii.mt, prominent mottles of yellowish up no more t'�an 30 percent of the total acreage. brown (lOYR 5/6) moist; massive; no roots; Some areas are up to 25 pezcent Everett soils that medi� acid. Many feet thick. have slopes of 15 to 30 percent, and some areas are i up to 2 percent Bellingham, Vorma, and Seattle soils, The upper, �ery friable part of the soil extends which are in de�ressions. Some areas, especially to a depth of 20 to 40 inches and ranges from dar?c on Squak Mountain, in Newcastle Hills, and north of grayish brown to dark yellowish brown. Tiger Mountain, are 25 percent Beausite and Ovall � Some aseas are up to 30 per.cent included soils soils. Seausite 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; Rimoff is medium, and the erosion hazard is and some areas are S 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, A�derwood soil is moderately weil Some areas on the loWer parts of slopes are used drained. Permeability in the upper, disturbed soil ior ?asture. Capability unit VIe-2; woodland group material is moderately rapid to moderately slow, � 3d1. � � depending on its compaction during construction. The substratwn is very slowly permeable. Roots' Alderwood and Kitsap soils, very steep (AkF) .-- penetrate to and tend to mat on the surface of the This mapping unit is about 50 percent Alderwood I gravelly sandy loam and 25 percent Kitsap silt consolidated substratum. Some roots enter the substrattnn through cracks . Water moves on top of loam. Slopes are 25 to 70 percent. Distribution the substratimm in winter. Available water capacity of the soils varies greatly within short 3istances. is low. R�ofs is slow, and the erosion hazard is :about 15 percent of some mapp.ed areas is an slight. included, unnamed, very dee�," moderately coarse �;s soil is used for urban development. Ca- textured soil; and about 10 percent of some areas pability unit IVe-2; woodland group 3d2. is a very deep, coarse-textured Indianola soil. Drainage'and permeability vary. Runoff is rapid to very rapid, and the erosion hazard is severe to arents, Alde n,+ood material, 6 to 15 ercent very severe. The slippage potential is severe. slopes (�nC .--This soil has convex slopes. .areas These soils are used for timber. Capability are rectangular '_n shape and range from 10 acres to unit VIIe-1; woodland group 2d1. about 450 acres =n size. 10 Ili 3_2.1. KCRTS/RUN�F�'FiLES iv1�'I'HOD—GENERATING TIME SERIES I ...... ' ". ...�.�_ .__ ':': T -...:-i- �. ..{.... '._' ... '..: �..: . :_. .: _. .. _ _ : ..�. ... . .. . . _ .. �: .... . .. . ... , TABI,�3.'_:_.':B EQUiV�Ii.ENCE I3�TWEEN 5CS SOiI,�'YPES A11tD'IfCRTS SQIL TYP.ES.,._ - SCS Soil Type SCS KCRTS Soil Notes Hydrologic Group ', Soif Group Alderwood{Ag6,AgC,AgD) C Till ', Arents, Aldervwod Material (AmB, AmC) C TiII 'i Arents, Everett Material (An) B Outwash 1 Beausiie (BeC,BeD, BeF' C Td! 2 Bellingham (Bh} D Til! 3 I Sriscot {$r) D Tlf 3 j Buckley(Bu) D TAI 4 ' Earlmont(Ea) D T71 3 ' Edgewick(E� C Till 3 Everett (EvB, EvC, EvD, EwC� AB Outwash i indianota(InC, InA, InD} A Outwash 1 Kitsap {IC�B, KpC, KpD) C Till Klaus (KsC} C Outwash 1 Neilton {NeC) A Outwash 1 Newberg (Ng) B Tiil 3 Nooksack(Nk) C Tiil 3 NoRna (No) D Till 3 Orcas (Or) D Wet�and Oridia(Os) D Till 3 Ovalf (OvC, OvD, OvF) C Till 2 Pilchuck{Pc) C Tiil 3 � Puget (Pu) D Tiil 3 Puyatlup (Py) B Till 3 Ragnar(RaC, RaD, RaC, RaE) B Outwash 1 Renton (Re) D Till 3 Salal (Sa) C Till 3 � Sammamish (Sh) D Till 3 Seatt{e (Sk) D Wettand Shalcar(Sm) D Till 3 Si {Sn) C Till 3 Snohomish (So, Sr) D Till 3 Sultan (Su) C Tiil 3 Tukwila(Tu) D T'il! 3 Woodinville (Wo} D Tiil 3 1Vores: 1. Where outwash soils are saiurated or underlain at shailow deptf� (c5 feet}by glacia!till, they should be treated as tili sals. 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 apwial soils, some of wtiich are underiain by giacial tiA or have a seasonally high water tabfe. In the absence of detailed study, these soils should be treated as till soils. 4. Sucldey sols are formed on the low-permeability Osceola mudfiow. Hydrologic response is assumed b be similar to that of till soils. 1998 Surface�1Vater Design Manual 9!1/98 3-?S i I ; III. OFF-SITE AIVALYSIS i 'I A. UPSTREAi�I TRIBUTARY :�REA I! The site will receive runoff from 1.54 additional acres {Pasture— 1.39ac and Effective '� Impervious—O.15ac). Runoff in the ditch along Hoquiam Avenue will continue flowing south and hence "bypass"the site. B. BYPASS AREA The existing unpervious area associated with Hoquiam Avenue already bypasses the site along the frontage of the property. Likewise, the Honey Brooke West project will bypass the runoff from a portion of the existing pavement area. C. DOWNSTREA117 ANALYSIS Drainage from the site naturally sheet flows to the west and is tributary to the existing Blueberry Lane plat. The Blueberry Lane plat receives the existing runoff via sheet flow. The surface water is directed to several yard drains on the eastem side of the Blueberry lane project. The yard drains direct the runoff approximately 100' to the 12" diameter storm drainage system within the project. The runoff flows approximately 500 feet in the 12" storm system in Blueberry Lane and discharges to an existing wetland that separates Blueberry Lane from Duvall Ave NE. The runoff flows another 400 feet through the wetland to the southwest corner of Blueberry Lane where it enters the Duvall Ave NE conveyance system. The conveyance system in Duvall directs the storm water south on Duvall and then west through private property and e�entual to NE 4`h St. The existin� drainage s��stem appears to be functionin�normally and no significant problems were noted. ����rt� i���<�i��n. iui�. P�.�t�e ; • - . I �E iB'.�CPFP 356.2_ -._.._ - - - _ . � .� � �T INLET �--� / r£a�:as.�a.�a � . - � R�/P+I4AP SE£D£TA/L SNT. C6 I F. 4'7NK. X 3'1 CdVG I P OYDP y� �� . .. .. ' `� f?'. 1N PAVEi/£l�T AREA� STA 0+8367, 9-54'RT CIR CRT - : : I � , • CB 13 CB 14 � �'� TYPF 2, 54' IHRU CUkB A I�� - • � �'L'Ffg'� . �. - - - - - �'� i Q!L/WA7ER i�PAR4TUP', �• , 1 -��a�i����-'._,71?£ 7 �-.. .- �- .. . _ .,- , I '-�-�, •,z sn�e�c rrPF J � 7�1�'•.- �'� ., - --� �I ;�- � D96Y�rc r1FTA��NT_1'yc � .��._,p6 oe�o �� I e0B.5 R/M��403.5� . . � ' � . � . � I � � 12"!E 3?3.59 39830 1B"DIA . . . . . �- � . `. C��� - +oa � � , f8'OIA. _�a� � a � � � ' 6"!f 39Eft3 39B.s3" �.407 0 .Rlyf jFES-41 S.T4 . . � - --� tJ . - �.�a ���.. � - 'b. � ` .B"/£404.9 - .9 7� 4(!.M . � , . . : �' � I ' � ' N.E B7f1 '�'�., . -�-- _ , '^N , � � ' ' j I i i : • - J . , � ; . ` �� � { - , . �� ----=+�.�#- �._ ` -'- . � . � . _ ` - , � v ----- _ I - , _" •----- �- � �VICE � � }�\ ( �; . • � •, �_, •.�,• � '�_ - '- -----� - - r*,f ; �. ��BfFOREOYnTO ; - UND � ,. , . so��N � � 35 ��� �`�V�'�,;,� f�t ��-- �� - -`�755Lr��-9.X12.23.� . � �;"• I . 1-800-414-7i .�..�, - _ _ ti . � PoAt��6.6'. 11 � . ' I � ` 1 I . . .. � � IE�18'CPE�NW 391.0.- I�I '� 4r � 1 - . ---J \i ts' ' ��-I�Y5..7 J,�\'1.?. f . . . � fE tE'CPe?SW 3BI.J J) ''+•�1 n �J/� FF=401.1 � �� � � � .. I � � , . � � � IE 2t"IY�P E 391.�. � I L ' , �I���. /G �,� � � e � � 1 . � , �3�.� t� ��� �. � j / �,N _ _� r I �, � � ,:. I' � � ! 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I I rs[F 6' � �' ,�\"r. .. -apd , i. � �n so �o eo �. . - , - . � . � _ ' . _ , � .4b5- �O II . I I 1 ^ � ' � � � � OUTFALL f0A ; ` �` }p� � ' � �` �• � � CB 4 - - � I , � � ---� r*1��: so'y�a -T � ' ��i �,Z ; �� _ STA 2+97, 9.lY RT. � . � . , . . � ` . �t?R'd9fAP�.35 . -} ,' 1', `�C�- � �• � � TYPf t . � , � � .. , � . : � . _ . � !O'STORM ORAINAGE � � � � SHT. C6 � f�_- �;�� - , -- � � . . � II _ Z i e�a��rnano.v sw,a��� ' : '- ���� '"� "' , £A.s�+Fn�r � CONTO IN�TERVAL: 10 s�nfr,aa sHr. c� i � , e .. � I� � SL = 0.0050 � � -, �. v.� �'"` . ! �: " __ I ' . TWO F ON R MTERVAL . I r � I. ;�j �,�''�. _� ? r 6'SAlB FOR K£Y51fWE ;;r. ;.. - i �c � � ' �a � ti j : \ t- Rosxmr oR�uw(rrnl V M: ...... .,... :. ' � � �� � 1 --% � � �� ` t �� � t �.�.••� �. . . � � / '�' �` d? .ev��n'_ �e� �:� � REN 71CAL DANM (NCVD 1929) � `T C• . � � � � ;t � --�y, � .� k. *� ; �YD 8D BE �1ARK: � . .. . .. . I I I I � ! ! ��r ^ '4 �� ' � ' I R!M-fB6.�9�fo4.?0 TOP ON N. IN CA$ T'TERSECTON Q� 7 1' ' /' � �_ '"> ° � `�� �� � !E B'�B�iB��oi.9/�5) E. 4hl 5T. AND UNION AVE N.E. . . � � CB G i �• F�Pnr.e ' �� - -�;. /� � ;'� !£6'�83.#4e2.9f(a�a� . . . � � '_�� ` , . ``(r-_ - 7.40�EASTOR�ON INlERCEPTOR � - � - � . . . i I � i 1 _ STA B+50, 1d54'R7. A � � . ._� � ♦ 1l '� =J ' _ �- y� � rYFE 1. 7NRU CURB C14A ��, . '� ^ �t _ ' � , PROJECT PLANS BY RH2) - OUTFALL lA � ;,•,,�, ��--� � ' ,'; �h0�, �- � `�,� ` CB 3 NOTE: . . , ( ��I�_I .�}�, � � � '� I rp f I'. t B {"' w LOCA7E9�Q/2 � -. . CONlDUR, DARYANDTOPOGRAPMIC _ . i lE l7'd9�-Bt 294.�7� � ' � rb93•3� GP� i _ 25.B'RT. ��, • 7 i ;.. � �` r � INFORAIAT70M OWN HEREON BASED ON � 1 - .i I R!P-RAP- SEE D£TAK ��! " � - _ `o� TYPf 1 '�- - ���.. Syr C6 B/A'7L7RAADN SWAL£ ' � p � '\ 7 1 , F' . 'n 70POGRAPHiC VEY PREPARED BY TR1AD � � . . , SEE 0£TA/L 5HT. CS , - ! , �' \ �or.a �� m ��.������ ASSOCIAiES. D 4-7-81. . � . . . . I' } . � I� SL � O.Q050 � . c'0 \_ 1 • �' -_ \`i ��9Cf- F '�1 p , . . . .. CB � s„� - � � � `o,�,`/c+�. i: � �.Q , J..- - 6 I-I S+ Z . .. .. . . �T,J � ( I i I . ' � I { •L o � . ( I , i r,a�z s�- ` �:;'krr: � i'p ;�.\, _ , � � ��'��. �' orL/wA�a � , _ � S£PARA70R i `, � � ' " r . . . . � _ - � , , �0 6�A � ; \ ,, �: �,z-� z� _ `�;��_� ., No� �f:�,£Er��� �.� CONSTRUCTE � �.S �.� , � �. , J r, � � _ i?OAd �57'ORA/ a+a . � I e ` J � .�. � - �.8C _ - .pR�/N PRof7[Es DhTE �•23•96 _ . / ` �� `� . (}� ' �` J�Ia�aa�.l9f.s8 , SFE�5HEE1`C6 FOR 6Y �+l' S•iz•97 , ` I I i I •_ / • . � � i ��� eE B'�- 5TO17M ORA/NAG�' ' ' ro; . I �' � �sa.z2 DODDS ENC�INEBFiS INC. . . . �-e�e•caEr a9o.� \ , DEfl41GS . .�^H � o SLF JT� . . CML ENGINEERING SURVEYINQ PI.ANNING �i•� - , F1M�'5971 ����� ' \ I , . 6,. 0 :" ��j"�Tw' , '�`F z0 �� ,l 'STUB ����� . ...r""�!b ..,na_..nr.. .ve uc_ cYRTF 7nn i B'Sffa oB- - - � . Ic t8'S�390.b3 I--. .��. / . ��' • {hm a°� t ��/� . ll . �. , .� ��e"Cp£F o�9E 63 i- �' /a� �) � � � `N '� .� • ' � � OVERFLON 79C78 .� I ' � t .� `� r'__"' ` . 4 �-P� / �/V .J�.s Z� . �' a f� . � � _ � \ . ,. a . . � . , i, . � ! i � � - � � , - - ce Be a,v� � o � � ` � � r ' ti � rrnEs �� �,;„,,��J � , `, f ',, � � �'�,"9�. }#�� Downstream Drainage Map � ��z"caEF s se9.�s � , � I i �/ �/ B A? �x43 � � . .. . IE t9'DI�N 368.A5 ! I I / . � ���--�u- p.---- . ' ." `� �tn'S � � ° �� � - ��s'�coriC sw 3as.es ,F ` Q �� . N ��---�-�^-- --_--_ �� Hon y Brooke West � ----- , I ,�; � I za CB 8A � t e � -------�- - - .,, _ _.. ..-- • ; �_o,. A k'.' ," ►�t � ►� y � - � . . --__- , - - � Langley Develo ment Grou � � � --- -- � i rra�, , Rw,�,�� ;: . . P P > � ,�rr.�cas � � / �� �IR A!'PRUy^AL � 6J�� ( tY� I� � �- -- -- N68'07'15'W 606.01' _ -- ' �H Y � ' � - �� � e� - Core P roject No. 04090 . � , ; � � , � E�;e£�N,9 o;� � � ca sJ ce s � ce � ,ce 8 �=� - �`� . . - IE 7F'�JNC SW]90.T� w�n vnu�r . �, ��� � O_1:'RT. STA i +T7, 9.17'RL TYP£! � �.'�� • t I �E f ��£9+36. �- � ' � T I I ��-`� �0 _' o , 3�� ,. � IV. DEVELOPED CONDITIONS SUNIlVIARY A. HYDROLOGIC ANALYSIS The hydrologic analysis was conducted using the King County Runoff Time Series sofiware (KCRTS) methodology. The site soils, identified as Aldervvood Series (.�gC), correlate to the KCRTS group Till. The Seatac rainfall re�on w-as used, with a regional ' scale factor of 1.00. Per Table 3.2.2.E in the 1998 KCSWDM, the effective impervious fraction for 1 Dti/AC is 0.50 and the impervious axea for the existing site is 15%. The effective impervious area therefore, is 0.50*0.15*9.92ac=0.73ac. L"sing the predeveloped effective impervious area and pervious area shown in the table below, a predeveloped time series was generated. The developed site's impervious area was arrived at usinj the assumption that each lot will have 4000sf of impervious per lot per the 1998 King County Surface Water Drainage Manual (KCSWDM), Section 32.2. Using this criteria results in a conservative assumption for the total impervious because a majority of the lots are less than 5000 sf in total size. For the final design, the assumption of impervious area will be adjusted to more suit the maYimum impervious surface on a lot by lot basis (approximately 75°�o per lot). Pre-Developed Area Developed Area (Acres) (Acres) Till Forest 1.78 - Till Pasture 7.21 1.39 Till Grass - 1.34 Impervious-Roofs 0.73 4.59 Impervious- - 2.10 Streets, SW, etc. Impervious- - 0.30 SD Pond Total 9.72 9.72 \ote: The impen-ious area r��as meastued directly from the eYisting site plan usino a planimeter. ":,i:�, +.�,.;it�n. knc. =e i, 1 SECITON.3.2 RUNOFF CONIPUTAi1JN AND `�1VALYSIS IvfEiHODS _ _ _ _ . � "�'ABL�3�.2.�.Y} PERCF..N�FMPE�2��G3US�t?�'LR.��E_FQR E�IS'�IG:�ESI3ENT�*��.A�!�:5 __ _ __ -: -_ -�-�=-�.z�:_ _ 6welting tJnits/�coss %impenrious��� �vuelling UniislGr�ss % impesvi�us Acre Ac�e 1.0 DU/GA 15�2� 4.5 DU/GA 46 1.5 DU/GA 20 5.0 DU/GA 48 II 2.0 DU/GA 25 5.5 DU/GR 50 2.5 DU/GA 30 6.0 DU/GA 52 3.0 DU/GA 34 6.5 DU/GA b4 I� 3.5 DU/GA 38 7.0 DU/GA 56 4.0 DU/GA 42 7.� DU/GA 58 For PUDs, condominiums, apartments, commercial businesses, and - I industrial areas, percent impervious coverage must be computed. Notes: I �'� tncludes streets and sidewalks. �L? These figures should be adjusted by the effective impervious fraction given in Tabie 3.2.2.E, if applicable. Vafuzs firom Tabls 3.2.2.E may be interpolated as necessary. 'F�BLE:3.?...:� EEFEC'€'IZ�L•'VIPERti'IOUS FRACTION�� Land llse Predevelopment Post-�evelopment Commercial, Indus�rial, or Roads with Collection System 0.9� 1.OQ 1+liulti-Family or High Density Single Family�2� (>4 DU/GA) 0.80 1.00�3� Medium Density Single Familyrz?(4 DU/GA) 0.60 1.�0�3� Low Density Singte FamiEy�2� (1 DU/GA) 0.50 1.00�3� Rural�2� (< 1 DtJI�A) 0.40 1.00�3� GraveUDirt Roads ar�ci Par{dng L�ts, Roads without 0.50 0.50 Collection System Notes: �'� The effective impervrovs fraction is the fraction of actual total impenrious area connected to the drainage system. These figures should be used in the abssnce of detailed surveys or physicaf inspection {e.g.,via pipe, channel, or short sheet flowpath). ��} Figures for residerrtiai areas include roadways. �3� Where downspout infiltration is used, r�ofs are not counted �s impervious area when sizing the flow control faciEity. Roofs are considered grass where downspouts arz dspersed in rura! residerrtial development,or wnere dispersed#lowpaths exceed 50 feet in urban rssidential devefopment (see Section 5.1.2 for fimitations on roof downspout dispersion). 9/1/98 1998 SurfaceVvaterDesio Manual 3-28 ; , � 1� ��� �� �� ' ' • v�xr�ca ar oesr�+s , �m�r ro ae un�r.�r� I ` z � � ; ..,t-d-a�� ,� �, ��4Tl.9M ; � ����� � . � '�M ^�T Q�! .. i ,�U urr a�rt�rrca-Kaw�a r , � � >, , �'Y °.._. - _ -_ � ea � __ _, _ J ' RE�-.� --, 1 -- - � S�SfS OF B��4RtNCs3 - __ __. :., _. . . __ � - — -- -- f xes-nm,u e��n,�r,�wc r,ow�,exre��c�e ' . — —- -- _ _ -. cme--ac+;rs� ¢,.� ThE�JT1�A9T CGI2�R hhD S011iH Lb1ARS'SI@ �-- '� - .` ' -�`- �.- � .� ?"� -.`: -. ._ _ --� , _._ ALOrYs�1-E BC4!!ki LRS GF 9e4MJ 9EGTIGTI � � .^.CF�EP Gf ElG.ID-23-3 PER f�tAi SUBDM8 i z ` '... ' -- (P1V �B f4F K::.:_�.N0. 111) R �. . ._. .. . � �_ i I �u�. k cL aa �r,n- wa i . . �t.. i - _.^ '_ . .. . _ _ . � � � ��!:�i1`,1 IA+.1�cTV.�: +�T:pY�.. . ri!�it GITY df F�NTON°�IR�'cT CN NAVD 19E�3 DAT�.'9 a�� p � ig �g t6 i9 9C � ?iD'�9D�-3•FLAT 9RA86 SiJl�,4GE UISG At'Ts� �;�f d� CCi15T1�TED RiTER8EC7kfit OF AI.E.�7H ST.l6E. 5 - �+/��q �� �/� �Z�N STJ�Mm SABTH AYE.5£ . -. .... � eF�s .t��'v. �� � `T4�/' gL#94.?'1 ll36bi4 hE7ER81 1 0 2c �0 � N0.7b3-p1�N:lRAC$;'.tl�AG2 DIBC 9J TFff - � TRER9EGTION GF 8E B'sTM1 6T.A�66Tii AVE$$ , 7 � EL R4194 lf6�Dt3 7"�iERB) .. �' . ., � 7C � � � r►o , � � '.m en _ .._ _ . . .A3 . � `� - q� om. ••� � c j � .. � i . 16 21 04 '•rt'I ' � S - ---- . . 9 J i / � � ��� � _ .. i � ► r � � ; = I ,� � `� o� r - � _.. � � 1 � � � ^ .5� �y. s � I� � � � � I � � n �rKx � %�`� �' _ s �`� =I � 1� e . . ��:�.�._ ' �. :. . '�.'.. , � � � �a•�tiv� G�IE'NT CAVL74E7F � ' . _ � l�£RncA[ [xIJPB dt GUT7ER n,NCX£NED E?)CF i � ; , •• �xa,sr c�wsrvr f � � � I� ccwaa��'sot7r�tx � = 4{ t3 � - � � I i � . I � ', ' I-?t?aD »C"&EASTERI!(�j2 aF R�AD „A„ � I � � — ��� �F.+l�k T P A-1� rtSD _ . � � _ ... _ - �iAF N 1 !+918?) I � /�$r.J7ZF. � �' _ _ _' - - - , -- _ a�v 4r - _. . � � - o y�� �o' r6' F r6' s o' � , � � I ' :. . _ _... �'� __._ I � � ��5 2s r �S, �, � � � =� x. . _ . . , � c�as�.n„o,�e. �I - �'�ecrt c�ov� cx�x+t�F � � ' ,c��, cuvrx��s�w�t,r �ncu crias�cx�rr'`n � � JiE � V i 9 � - -_ - � � ,o .� � � ,. RG�Ao �,A„&ROAD „B„ � uJ _ _ � - ' � OIl�SITE 42'ftjf�l SFCTION z � _ 6 76 .. .-_. .. _— _ _ � � �� NO SGILf C2 �f _,--. �—...._� Q � � _ _ � f j -;,�°�� � � R/W Q -- ?1 9'I �, .� S1RUC7t9tAt fi;SO�E �' (� � � - � !, � (li ' �ea�oere,w,a�rde o�A�4 FEt7f��v �'•�ar r� � �. � ` f - � `/ , a if , i � �aaav ewoart v AYIC AFA'Af9�s'APA�'£ �� R3' � r EatS1AtCASpFLIT R�i10 cj 1. �' _ � � t..�fSlA1G A4�Ei�1d�� � J � \ � ; ,r � . � � i' nnrv�D NtaM 3"LF3�Yl CY?ICl4£TF S�VA"� � , \ / E _ __ _ _ .. - - - , i� I ew,w e,r,w �•neix�v c�w:� s'r,arx��� W � ' - - _ �ree wo.er ew�a�v 1 — ' tl7iENT LLIfCPF7f IfAIJCiL G7X18� � � � Txi,d,CT q� � � I MD 6UTTFR � �' � ' � � � y� u�: � �,.,.°�' '� � i � � i � 1 I a� aro � ao ai � � � � ! + � - � ; � � �ite Plan ' E j � \i — �I � � � � I � � I � � �' �' �: � � ��`� I�oney Brooke West ; , � , , ; �_ -�.-�,.�, - - — L � � �i�-Mu --1 � — — -- - .-- I,angley Development Group +a � a x.�r-;x�� _,r-'�..�=�-�r-- E � � r O :I i f - �C o r e P r o ject No. 04090 '' -i� " ' �; _ � - � _ _a _ .. __ _. � . __�..______.. . ._.___.�___ �,.���_ _-- - � ilj� .�..r _' �.. SECTION 3.2 RLTIOF�F COA�itPUTATION AND ANALYSIS Ivi�THODS FIGURE 3?�.A RAINF!�LL REGIONS AND REGIONAL SCALE FACTORS - ST 1.a I � ST 1 1 ST 1.0 �p 0.8 �,q p.9 LA 1.0 �q j,2 w:t'� t ._ ' � SNOMOYISM COYMTT A � 1��. .- - y� KIMO COYNiT i �� � 4 _ �YI :. � �R � � ' r+ '� Y ' M.r - � �:{.� � + 1 \; s�� r� L �� � f � G'. ' "� I - � � � :r.t � �,.-. j yJ' - - i n" ,'s'NF�.�;� v � „ '�' .Q � ' _ .. . -- � � : �_ - �. _ I � y� � i�-�,���,;,•'' --�� J r� � _ . �� ; ;� � I P � r' � b� I� � � � A 01A :✓_.���tr lr, :� '.�� /'.' ! ��_-` r /. . f .. ,r _�.-�i � I _ y �+ � � f r � � �r �f ,-�i �Z ��_ I - _ _ . �.. �� 'T i r� � � t , � j�= , _ . , . � ^ - . � - .. i. r 1,f �� �I ' �.. awT / -.�d. � ,- r�MYi�� s t,�� ; �: _•.I r ... � �:.. � ' f _ '� � . � � . � - - .;� I ; Bfr['.�. �.'��r -��� r�F ��< �r-� � . � 7-.-�� � �I�� T .�' �. _r. �:5 •�T l :�_ � 1C�� ki ,.��. .— ._ - . 3; ' ,{� _ ^ b �` � < �''�� ��� il �`�j ,(�� ( � �' '' =�� ' JF : '•1 r'�/ - : � - 'f � '� � ./ - _ � �• � (�'� . � �I _ �- " SE'h7'TCE. -" _ ..� . + �3 4 _\ �f�� ' _ � = R..>a-� f.�' �. _ _�1 ���_^ �err '�,� � _ '� _ :: �� I �i � ��'��.- _ t ��•� ��/ � .0 �.� - ���� I"'J ry n-� ~a i •, ""'°" J r - � : ��;a c-:.- � � c . _ " . � ( •� � �,4 i ::�� t� �t- �•. � J�_ t, :�.�" t�!�:, f- r,� _ - � � jf � - �_ - U f i _ �F Q F ' - � ! _� '.N{`` �,� 1 ���r (. ,�( � � ,`' � ,m.s1O1 _ j -��- �,,;,-� �;�-� Q �--. LANDSBURG —� , �'� ,~�' � � � _ .� � �.�- "� =-f�-r�o -- �_ � � - : : � �1 Q _- _l, , _ ,m,T � . _" �ry��� j - 'f= _ `.{' � �yI . _ �,� � � �r �s : - � ' � . � - ' . ; - 'Pl4�'"'.J�� i r - • � .. . _ V ' _SW/ � . � .� . � 4iK� ' ' � � Q r rt..� .F y� � J. ; �F o ."�'-: � 1�' � ,` ��— '� C. :���,��` � - •�, I f \ ' �. �rl: r;1. 'rs�+.�wr' /`����, � _ :;, r `Lt� \�� ' r \ t'~"'� . YQ i 1�;�� 1;- ST 1.1 - ; -,r�- ��i�,��"�a�Tf.�� , b IIl11G!COYNT� � { ST 1.0 � � - _ �. `u �. ST 1.0/ �- --"� - - Rainfall Regions �nd �.a o.s __ C. __.___�._ :. _ � Regional Scale Factors � Q� ��...% LA 12 �- � lncorporated Area LA 1.0 .� RivedLake Major Raad 9/1/98 1998 Surface Water Design_'vlanual 3-22 B. DETENTION ROUTING CAI:CULATION The detention routing calculation, a continuation of the hydraulic analysis, uses KCRTS Leve12 Flow control to match the pre-developed outflow to the developed outflow by providing a site-specific amount of detention. The following printout shows a required 96,120 cf pond (live storage) in conjunction with the documented control structure to satisfy this requirement. As desi�ed, the proposed pond will provide 97,386 cf of live storage (see the following Pond Volume Worksheet). �,���� ,z,..;;�,�,. 3,��. �:,£4� , N _. ....._..—_._.,. .__...�...�....��...,__.�...... ��' � � a �� !� ,a � 0 I� � w � v� r� Q� � � � '� �• � o ^ Z � -, � � -� � � � � � � � � � � � � � � � . � � � � °- � v V�4` ��/s � � �y � � !• � �- ~� � � r.. � `u fY � � � Vv a c iC '� III --� L. � �`w �� o W � I t.l w T'��� 'i"' •� � Q � �, C C z ; ^ �op �� <y � � � c4 Oq � '' 6� t�7 � ' ro z � 4° � m� � u-� � n Y ( . .,..� � � p 0 H � Pmv Z � a �3 n � � �e �..c N t�l z o O 0 O �o ,N � o � 2 �eo �_= �( � O Up � � �., � �c u a � � ��+n Z � �� o I ! � � � `v Q "L7 u U � ;�;� � � ?� �� o z W o W o w z I , �j •�a!! 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I� 1 Soil Series Type: �� ��lden��c�od Pre-developed Areas: Area I Land Use Tvne � Acres �' Till Forest O.OaQ ' Till Pasture 9.8�9 I Till Grass 0.000 ' '� Wetland 0.000 I Impervious 0.762 ' Scale Factor: 1.0 Time Step: Hourly Data Type: Reduced Total Area: 10.6Z Acres No effective impervious factors were used in the calculations since a more detailed Site topography was available. �O 2006 D.R.STRO�IG Consulting Engineers Inc. 14 Honey Brooke VJest Techni:al Infoanation Report Renton,��`ashington .. Ph . • '' ' - ki �-w � . �s s� �,�t����.�' ��171I1 J�'�,? ��, � �� ���� = � `� ..,_.. .� .... .,... . <<�<�.... . __ :� ,�.... �.x-, ._ �.� __�__,.a�.2.....:-.- -- - �-- ?-Afee—_"'_'E f [ � Till Forest� U.00 acres� � Till Pasture; 9.86 acres; i � Till Grassj 0.00 acres; �I � ' � � Outwash Forest� 0.00 acres; S �', Outwash Pasture!, �.DU acres' E �` Ouiwash Grass; 0.00 acres� ' � Wetland �.00 acres: � Impervious; 0.76 acres;: � -Tatal�------_. [: � E i �0.62 BCf�Si � L � Scale Fac#or: 1.00 Haurly Reduced � Time Series: predev Compute Time Series � _ ___ _ ____ _. ;, Modiiy User Input i _'' File for comput�d Time Series [.TSF] �2006 D.R STRONG Consulting Engineets Inc. 15 Honey Brooke West Technical Information Report Renton,Washina on FIGURE 5. PREDEVELOPMENT AREA MAP I � � I I I I ,I i � G 2006 D.R.STRONG Consulting Eneineers Inc. 16 Honey Brooke R%est Technical Information Report Renton,Washington � . � '��` �'� � • . � i cr , ` � ; � ` �:.uR.a� �cuc� �� 'i . tE -_ • �r�a '_'�s � t l , � � `\� t '�/ _ @ • . '+�iEiE� -_'____`-,` � _ _ �,�� ` � . ` ai�� -+t"�,°v- - --- -- -� `--''" .l._ -..� : . ,'; -� � _ , ' brs�-��*s -ut.�R�ue t` _ 1 � `� \ t I � � � r _ �t`�� '�` '� Pa..`r . I` � ," ` �`s `l �' :� �.:,s I4 an:�:csszia \ r.a......�., __ :ar:��. � �c c�::r��a _:Ke� -�..:�--- :�. . : . . , � : nu.rr.ea�^-� ti `,,E I w -_ / , a -Qr �' ,z_..M-,t� ��' T _ � `._, �A�+xies�� ' s' w t, �u-at � � ���. .'�t }� - -,•. •a• ;`•�e��'» -•-yt � ; �.+ ` �._� ti:_s«.-=.� _ _— ._ _._�€.-4..,c : '' 1< � � °i !� � '�"T a r'S=-.ti-= ���.'�'+r' �' . \� t w. ' '� � _. s . ':.i. . .tyi—'LS. .?-�€-a, � ' `` �� �- - =. � � �.�` � � ?'" ~•� ,�` r��-� ? t �'. '}-_ .. - � � . S ��» E '.i ' `�.�- ��'^�r... � � -1 + � �� c f � r �� f f `� „�,ay..: �k. .c J..�-+ ,�+"�". .� -s' � �_' ,� � ` F-.iC�� �. �� i .� �t N-G=� ���a � - � ��� S •. "'�?��E�'>. t . ''� i„� t _ t 1__`a ~( � ; ; ./,,F �� � '�i' � - f� -'�x_ i . • 4 . F.'Y <� �- � *� . ;' '�-'r�is..c �.-�L L`xGi.a*i�69: \ � f \. � w'�M1C wSk i-,i�. � 4 �• � --iw � Y` �r� 1 .y� ♦ �v�-e'� �' „yY1;2� �.�'. t� -�,vc:.pz,�, � rue�t: rw�+r.�e.s f�, -+�. 2 S w . -���•���.` >� . .�.t �.r�rr r �.�.e��ti a �T # R�_ , . � -�x ,€:. `��"J' ;� �r y '��' a•*' �::'.'<"�.'. - {t G`• ', 1'�� . � �» �e'.�.'«E"`' F� �� I .y: .,��•� 4` � '� �g f > �� .`. . : �--..-. v�, � � ik�..�wsc '� �. `V ���;; ��'�s'o - .� . � 's s � � . �' . # . �T , .� ,�..� .�, ; � AREA BREAKDOWN: � /�/ ,{ � ' • � ,••ii~• � • ♦i'�'~�� � ��C.#,.,.G? � � � c �''� �t. a ��. .�wi.»:� � Z.�:`,.�.t # i d . � s �, _ ��s-x£�3 � � � � �5' �a �i� � + Y� 4 � � ���w � � �F�•1`;� .�.����A�3�� +s -��at � � �N-S�� � ��„ . �, � . . . .��.r � � i — ��' �. . �.t r. �..-� ��i;. ��� F �� • .-� �.€ .�__ .� , . ~ �� � ~'� r - ` K `'�'� �-�'' TILL PAS i1JRE: 7.782 AC. s � .', . �".,..'p"�- t a a ♦ .. '1^ez . . f ��-i2'�C 4Ea t � ,2. .��• � � l'r. w � -�k�e.£�3e�L"� . . . . . :. l K €+ x cz+��s-^� � » .. ' - . . . . . � ; �,K y ♦ . =�s-.� "�-._ . .+ 3 ��� f A°�.s:«aee:�E�. N Yff::4;a �{,' i� < � Mp`j� '�F43N2':1{'�,�� ♦`�` ��.'��'-AE.cP'E:°.3€u — K �� '�' ,� `�: ,«',. "t' •� F .,,' ,, . �'` - .1.: {� IMPERVIOUS: 0.550 AC. ��+ ^ ?«�\«+� e +�<<• � : � t �•�•'•�•,�_,. l �i. y°• .�.'.� '•'•'•'•'• ' `, • ♦ � � � �k _ ' •--+�',,,,',.,,,',,, y"-`-.-z;'� ,'` r-� -��c uss a * _ �;�' � i t *;�f �# TOTAL• 8.332 AC. � �f� .�. Z tj ♦ . ti..� . §4 � �oe. .i. �'�- '�-`. �-s_� �' . }.. �c W �� _ �i� � w ` a . �' r a�fi'«' �S r.�t� a� '."� ' ' _'_- +i l,, ',"`: .' ' . ' s�ca;c.s..¢ . � � � . .-�_'� .': 71 . � � '. ,�..,. �-. �G . OFF—S1TE W ��l a t�< k � ♦/♦ � ; +?' 4 � `~ �`t� :w�� �.�.�.�. ♦ • j . '. '�'eY'� ri� --�`�K -,. , s t R `� ` ��a«.r.r��. . .I•'• ♦`v `a s.��:..+c;ak� 1�-� � a w z -� 't` < � +a�• �� . ..,�• i T�`.��..�.v� . w.'. _a_t_t_�'c'..,f".�.�.�.� ti � �� !��♦ ♦ ♦.{ • �s♦ ♦ }M �.�� ♦ ' ` � 3 \` ` W � �� � ;. ;;.; ", �f�" 'c'.» .� f�t � � � .' i "''� `�.-.E '. .',. .'4. ;' � --- T1LL PASTl1RE: 2.076 AC. Y Z w � � _.�'K � «*.�i •j . �n .F :-t' 4w.ti. :�.,;T _ ' .. ��` �t ... — : �-r'�tcs�.= � W � Z � : j` � �- . " ".`-�.�..` ..'`' *`� `; Z g K,� « � -;;�- . ' �� ti ; , �'. � . �� �T � � II�PERVIOUS: 0.212 AC. � o y`' ----" z u � �. . � �'~ i '�'.. . �' ».. i �'; � 3 1 � � m � Q 3 — �!' ; ,� »i :. - s .� '.: .. '.' + . `,' : . „w* ' ' TOTAL• 2.289 AC. '�' " , .'.'.'.':-� ::+,' '.`:� ' •p'i`s_.f • ,i,'.`.' « n`. i'.' . .:`' j } W � `.`� . ,','«'.'. 4 «_` .�: F '�n_.�. � 2 _ _ ; � � , � �. .'.�`:�.'.,.'._.«:«.`.=z'.;= , � G ' i . `p���� ��.- `.' KCRTS INPUT: p � v i "Y 5 �' � . . , .� . *. �.�ti'�.�. .�.�.`: � ��'- ' s .�7. ;' e _ ' ��� �, � p W .�,��� � �; �::a- `�«=�c:-,..:�- T.�. i . s. , -- �-«.�.��-- �C� S �' ��� � � � . < :,•:. .«-� '' ;� _ _ : _z �'���;;�e�-� �`x.,� . t� ' ; .-v.���.s 11LL PASTURE: 9.859 AC. 'ci i1, . .� �•�''".».' .``. . ` ¢t-� s��e . . « i ` _ . W ` .�.'.'.':'� ': .' ':_ ;�'�.~ —� ������'•�*:�'=�,- , » ' ' .` t �-' � 1` j � �N .v . .': . ...�:� : .�' i •, �t,, ,-.w A ':`. ': >� , r�: � ��;°'.:. `» { ,� IMPERVIOUS: 0.762 AC. � ..�.�aa"'� ', �'';��'' .�:�'�'`+=�.�`+w ��j�� ����. . . :y. � �i --s�.���' - I e li �",\ ',�-�_ .�.,.� `':'Z z ; -•'. a i.`� sr,4 s±r..+�vP p` �...� � 1�.�.y.'.�,�.�4 - *. 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I I -' "' � t - t.,��., � , � . t����. i �r s��, �=�P�-�� GRAPHI ,-�-�-„� i � ,�,. ,. , �..-_ � �. C SCALE F,� .��-Z.v , � , . � ; �. �e c�= ��-.�,a r, , ,, . `a 3l , i —�-�-�„�> : ---_ . ' 4 � '__'___'___' t �i t1 ��' ` �t. ;; `•\',,'',' �. , ~� _ -._ `-�� ' ;:� -�, �� ✓�, 50 0 �o �o0 200 - ` \.. � ; __ �% �',," F; ; , ow�r�: �deM L^_ i ir���T E�3E` ."� E b• �+, fY2G i��'-lt�:/,34t�G \ 9�. _,_ , , . , ., . , � . 3�!_--� , . - 1 INCH =100 FT. n�cN� N,vc �xo�cr�cnam� WJS I! o�t� 10-28-DS ' PRo.ECT No.:Q5286 M�.\C'".285\�lcts\?`.�i L:-3'2E52d5.a. '.2/16.'2015 2�7D:_ PM PST ��r • � � ' 3�` 6 '� ��"��GHT C 2���.C'.R. S1P,ONG GJNSULIIN�EN:.IN_ERS INC. B. DE�'ELOPED SITE H�'DROLOGI' KCRTS In ut Rainfall Seatac Re �on: Regional Scale Factor: 1 Soil Series Type: l�lderwood Inflow Areas: Area Land Use TYpe Acres � Till Forest 0.000 ; Till Pasture � l.lfi3 ; � Till Grass 2.886 I Wetland 0.000 ; Impervious 6.103 ; Scale Factor: 1.0 Time Step: Hourly � Data Type: � Reduced ! i Total Area: �� 10.15 ;Acres' BYPASSED AREAS IN TI3E DEVELOPED SITE: KCRTS In ut Rainfall Seatac Re 'on: Regional Scale Factor: 1 �Soil Series Type: Alderwood ;Bvnassed Areas: , Area Land Use Tvpe Acres Till Forest ' O.OQQ ' , Till Pasture ' 0.040 Till Grass ' : 0.184 ', j Wetland ' � � 0.000 � � � Impervious 4.285 ' Scale Factor: 1.0 ' Time Step: Hourly �Data Type: Reduced ' Total Area: � 0.47 Acres �?006 D. R.STRONG Consultin�Eneineers]nc. 17 Honey Brooke�4'est Technical Information Report � Renton,Washington �� �-- ��� i�m �i�� _ �, �x x� A .�; �av- t �,� —�fCB � Till Farest U.00 acres Till Pasture: 1.16 acres', Till �Grassi 2.89 acres' I� Outwash Forest 0.00 acres' Qutwash Rasture' 0.00 acres, Ouiwash Grass: 0.00 acres 1Ne�land 0.00 acres _ Impervious` 6.10 acres' �I --- - ;: _ Total -------- :. . � 10.15 acres � Scale Factor: 1.D0 Hourly Reduced Time Series: rdin » - , ComputeTime Series �' Modify User lnput � � File far computed Time Series [.TSFj ' I ' ,__ i ; ' ' �2006 D.R STRONG Consulting Engineers Inc. 18 Honey Brooke West Technical Information Report Renton,Washington ^ � � � Ii�1 �Area ----_.___-._ � Till Forest D.00 acres` Till Pasture' �.00 acres Tilf Grass D.18 acres 4utwash Fores# D.00 acres' Quiwash F'asture D.�O acres` Uutwash Grass D.UO acres' Wetland' U.00 acr�s' Impervious' �.�8 acres: �Ta#al-����. _ U.47 acres' Scale Factor: 1.OD Hourly Reduced Time Series: bypass » Cnmpute Time Series � Mndify User lnput � File for compu#ed Time Series [.TSF] � OO 2006 D.R STRONG Consultine Eneineers Inc. 19 Honey Bmoke West Technical Information Report Renton,Washington FIGURE 6. POST DE�'ELOPMEl�T AREA �ZAP � � � � � _ _ � ��i �>�� ., , __ ' "� /I�i�� ,� �///@�����3�t"�.d�`mfi6 //�i�I� -- --- � `i�� i��%///��.�iwiii►,�%w�%i�/�� �dsie�lw����w:�siZeii.ice..m-�-_- '/s.�//r�/��' �_•, .1 �r_--�=----=�■oce�sae�e��is�sa�6�iii�oa — s�s//O�O////��'�����"�".�//! /�%����L��/�/ / ////'///"%/�//�'/I/ /�.�si,��►..�.:..��si�.����+►.�� ,.. �li s����G'we�.�ss9e�.a�a�s�e�s�s�sem.�a�=oe�••_•oa w� %'' +u���a�����ei�s�e����.�se�lO O�Y���O��i�� � IP �� /1� �uss.�i��ii�sei�-��<'i —� r���n��������% �/�����%/"//���������i��//�.._�- ����I ,r ---- � ��oo���l�� � i�'E �"I'' Q7��'����I' � '• � • ,��������s�i�i�i ♦�� ' �- ``'�"-i��/ ``��/ /�' ���� � _ �� � ���� _ - �`�il � i�� s�l - �": 'f�'� • � -• � •�� ���� '�� ���I ;��-- � i � '���i .. _ !�i ��� � ���� ��� �i i�/,� ���1 ��1 1��1� 1 / �A ���� _ i��i i��;; ' ' ' ,. _ . ,��i �/ i i ���, �'��•� �/!��/a �/�+� � , . 1 � u'_"�--- �,�i /� _ �%�� �i /�� � � ���/.�� �i■ �� � �I �� t�fP:� ��/�t � � . •� I'�� j���j �%'���- /� , . � � • ��E1��� 1 jl/��: .. � � 1 ��� R� � ����� � 1 � �IE � • - �' ai � - � �� � _ � � � � � �� � �. 1 ��J - . . � �� �� I ! ' E. %// /��I i�i • � . . �� �: � ���� �p■ I;� ` . .. ,�� ������b�i,��sas.a���� - __��I��,1� /� � � � j��.�i%%��f/�-ii'T" S�/����/ �d /'�I�//f��/.�d _ �. ��''� SI�� %A*/���������i`///'//%%�-,a . �r I -�����.,���.�ti� � ;d M�--- ��������� 1, �� �� �'y !��I��� �. ���� ►�....�� i�� � • . i,�E ��'��� i��i� _ j�` �� j ' _ _ �!��i • � � • ��. I�iO ���� � • • � ��; ���� 1��A ��� ��I � .�, - s���, �� ;�/��,� .�% ;,� �F� �_�,� ���1 �j��j ��'�� � � �_-- �i���/+� - i�/�� - .�' !� � � ,p�������y r /' � / �� I j�� ^��6'�,�,'�+�t�� i�t��ii�is �.� ' ` q°R PIIis '��A �� `!�i���h%��L��I����� .;�� � I �s�� 1��l � �� ��~�������!o//O//j,f�i-����°� ���! � -/.I.�P/I'/--I�/`I��� � � ��• i���► �r � �i�;' � � - � ��' � ���ii ��/�` �� ���e l�/�1'".�/� """ ���'i /�-__�� �� i��lu - '-�,___�_�'■� - - -° ���� � ` , . 'r� � • _ � . � � � �• �� � � �� .- �- � � � � •• .>-� a- --• a t a- � � � -'• � • a • 9� - C. PERFORI�ZANCE ST.�NDARDS The Project is required to meet the Level 2 Flow Control and Basic Water Quality Treatment standazds. However, to mitigate for existing downstream conveyance capacity constraints within �i the Blueberry Lane conveyance system, the Project will provide Level 3 Flow Control (see Section V). T`he Level 3 Flow Control requirement is to match developed discharge durations to predeveloped discharge rates from 50% of the 2-year peak flow up to the full 50-year peak flow. Also, developed peak discharge rates should match predeveloped peak discharge rates for the 2, 10 and 100-year return periods. The Basic Water Quality Treatment goal is to remove 80% of TSS for flows for volumes up to and including the WQ design flow or volume. The pond has been designed such that the KCRTS model facility reflects the design of the pond as proposed. The analysis uses a square pond v�rith all sides sloping out to simulate pond volume ' to depth ratio of proposed pond with vertical walls on three sides, 2:1 sideslopes and wall on fourth side, and access ramp. See Appendix A for supporting calculations of simulated pond sideslopes, autoanalysis cun�es, and pond stage-discharge performance. Proposed project runoff may bypass the onsite flow control facilities provided that a11 of the following are true: • Runoff from both the bypass area and the flow control facility converges within a quarter- mile downstream of the Project Site discharge point. Runoff from the bypass area converges with runoff from the R/D facility. • The flow control facility is designed to compensate for the uncontrolled bypass area such that the net effect at the point of convergence downstream is the same with or without bypass. A dow�nstream point of compGance design was used for the R/D facility. • The 100-year peak discharge from the bypass area v��ill not exceed 0.4 cfs. The 100-year , peak discharge from the bypass area was calculated at 0.157 cfs. �I • Runoff from the bypass area will not create a significant adverse impact to downstream i drainage systems or properties. The bypass area will discharge into the Blueberry Lane , conveyance system at the north end of the Site. The 100-year peak discharge for the I bypass area is minimal (0.157 cfs) and therefore no adverse impacts are andcipated. �, . I � Water quality requirements applicable to the bypass area are met. A wetvault is provided �I for basic water quality treatmen� ' .�,?006 D.R.STRONG Consulting En�ineers Inc. ?1 Honey Brooke R`est ?echni;,al lnformation Report Renton,w'ashineton D. FLOW CONTROL SYSTEM The Project will utilize a combined retention,/detention pond meeting the Level 3 Flow Control criteria. The King County KCRTS software was used to size the detention facility. The design information is included in this section. PRE-DEVELOPED PEAKS Flow Freque�cy P.nalysis Time Series File:pre-s�.tsf ?roject Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of �eak - - Peaks - - Rank Return ?rob (CFS) (CFS) Period i� 0.821 3 2/09/Ol 15:00 1. 55 1 100. 00 0. 990 0. 422 7 1/OS/02 16:00 0.826 2 25.00 0. 960 0. 626 2 2/28/03 3:00 0.821 3 10. 00 0. 900 0.233 8 8/26/04 2:00 0.789 4 5.00 0. 800 0. 473 6 1/05/05 B:00 0.749 5 3. 00 0. 66i 0.789 4 1/18/06 16:00 0.473 6 2.00 0.50� 0.749 5 11/29/06 9:00 0.422 7 1.30 0.231 1.55 1 1/09/C8 6:00 0.233 8 1. 10 0.091 Computed Peaks 1. 31 50. 00 0. 9?C DEVELOPED INFLOW PEAKS =iow =�eq�ser.cy Analysis Tir,ie Series File:rdin-rmc.tsf Project Location:Sea-Tac ---Annual Peak rlow Ra�es--- -----Flow rrequea�y Analysis------- rlow Rate Rank ^_'ime of Peax - - Peaks - - Rank Re�urn Prob (CFS) ;CFS; Period 1.80 6 2/09/Ol 2:00 3. 64 1 100. 00 0.99C 1. 47 B 1/OS/02 16:00 2.29 2 25. 00 0. 96Q 2. 16 3 2/27/03 7:00 2. 16 3 �0.00 0. 90C 1.58 7 8/26/04 2:00 1. 91 4 5. 00 0.80G 1. 90 5 10/28/04 16:00 1. 90 5 3.00 0. 66? 1. 91 4 1/18/06 16:00 1.80 6 2. 00 0.500 2.29 2 10/26/06 0:00 1.58 7 1. 30 0.23"_ 3. 69 1 1/09/08 6:00 1. 97 8 1. 10 0.091 ' ��j�psted ?eaks 3. 19 50. 00 0. 98� C 2006 D.R STRONG Consulting Eneineers Inc. 22 Honey Brooke West Technical Information Report Renton,V1'ashino on DEVELOPED BYPASS PEAKS Flow Frequ2ncy Analysis "_'ime Ser=es Fil�:byp-6th.�sf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow rrequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.077 6 2/05/O1 2:00 0.157 1 -�00. 00 0. 990 0.062 8 1/05/02 16:00 0.096 2 25. 00 0. 960 0.093 3 2/27/03 7:00 0.093 3 10. 00 0. 900 0. 066 7 8/26/04 2:00 0.082 4 5. 00 0.800 0.079 5 i0/28/09 16:00 0.079 5 3.00 0. 667 0.082 4 1/16/06 16:00 0. 077 6 2.00 0.500 0.096 2 10/26/06 0:00 0. 066 7 1.30 0.231 0. 157 1 1/09/OB 6:00 0. 062 8 1. 10 0.091 Computed Peaks 0. 137 50.00 0.980 � i I I � � OO 2006 D.R.STRONG Consulting Engineers Inc. 23 Honey Brooke West Technical Information Report Renton,Washington DESIGN RETENTION/DETENTION FACILITY Retenticn/Detentior. =ac�lity Type of Facility: Dete�tion Pond Side Sleae: 0.86 H: 1V Pond Bottom Leng�r: 138.06 ft Pond Bottom Width: 69.03 ft Pond Bottom Area: 9531. sq. ft Top Area at 1 ft. FB: 13009. sq. ft 0.299 acres Effective Storage Depth: 8.10 ft Stage 0 Elevat-�on: �C�.�O ft Storage Vol;une: 89380. cu. ft , 2.052 ac-ft Riser Head: 8.10 ft ' Riser Diame�er: 21.00 inches I Number of orifices: 3 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (ir.; 1 0.00 2.10 0.339 2 3.90 2.47 0.340 6. " 3 7.25 _ . �a n, u�n _ . �' Top Notch Weir: Nor.e Outflow Rating Curve: Nor_e Sta.^_,e E'_evation S�crage �ischarge ?ercolation Sur= Ar�a (�t) (ft) (cu. ��) (ac-ft) (crs) (cfs) (sq. ft> 0.00 401.50 0. 0.000 0.000 0.00 953;. 0.02 401.52 191. 0.004 0.018 0. 00 9538. 0.04 401.59 382. 0.009 0.025 0. 00 9545. 0.07 401.�7 668. 0.015 0.030 0.00 955E. 0.09 401.59 859. 0.020 0.035 0.00 9563 . 0.11 401. 61 1051. 0.024 0.039 0.00 957:: . 0.13 401. 63 1242. 0. 029 0. 043 0.00 957, . 0.15 401. 65 1434. 0. 033 0.047 0.00 9584 . 0.17 401. 67 1625. 0.037 0.050 0.00 9591 . 0.33 401.83 3165. 0. 073 0.069 0.00 96�� . 0.49 401. 99 4713. 0. 108 0.084 0.00 970�: 0. 65 402. 15 6270. 0.144 0.096 0. 00 976� 0. 81 402.31 7837. 0.180 0.107 0.00 982_ 0. 97 402.47 9413. 0.216 0.117 0.00 987c . 1.13 402. 63 10998. 0.252 0.126 0.00 9936. 1.29 402.79 12593. 0.289 0.135 0. 00 9994 . 1.45 402. 95 14196. 0.326 0.143 0.00 10052. 1.60 403.10 15708. C.361 0.151 0.00 1010� . 1.76 403.26 17330. 0.398 0. 158 0.00 10165. 1. 92 403.42 18961. 0.435 0. 165 0.00 10229 . 2.08 403.58 20602. 0.473 0.172 0.00 10283. OO 2�06 D.R STRONG Consulting Engineeis lnc. 24 Honey Brooke West Technicat Information Report Renton,Washington �. �_ -�� .-4 _����. � . =i= � . "_ . � � . . _ -�� "-- - 2.40 403.90 23911. G. 549 0.184 C. 00 i0401 . 2.56 404.06 25580. 0. 587 C. 190 C. 00 104E�: . 2.?2 904 .22 272�8. 0. 626 0. 196 ' 0. 00 1051G. 2.87 904 .37 2884C. 0. 662 0.202 0.00 105�5 . 3.03 404 .53 30537. 0.�01 0.207 0.00 1063� . 3.19 404.69 3224�. �.�40 0.213 O.OQ 1069~ . 3.35 409 .85 33959. �.i80 0.21� 0.0� 1075� . 3.51 405.01 35685. 0. 819 0.223 0.00 1081�. 3.n"7 405. 17 37420. 0. 859 0.226 0.00 1087�. 3.83 405.33 39165. 0. 899 0.233 0.00 1093�. 3. 90 405.40 39931. C. 917 0.235 0.00 10962. 3. 93 405.93 40260. 0. 924 0.237 0.00 10973. 3. 95 405.95 40480. 0. 929 0.243 0.00 10981. 3. 98 405.98 40809. 0. 937 0.252 0.00 10992. 4.00 405.50 41C29. 0. 942 0.263 0.00 1100�� . 4.03 405.53 41360. 0. 949 G.277 0.00 11011 . 4.05 405.55 41580. 0. 955 0.294 0.00 1101� . 4.08 405.58 419i1. 0. 962 0.311 0.00 1103� . 4.11 405. 61 42242. 0. 970 0.317 0. 00 1i041 . 4.13 405. 63 42463. 0. 975 0.322 0. 00 11049. 4.29 405.�9 44235. 1. 016 0. 350 0. 00 1111� . 4.45 405. 95 46018. 1. 056 0. 374 0.00 11171 . 4. 61 406.11 47810. 1.098 0.395 0.00 11232 . 4.77 406.27 49612. 1. 139 0.415 0.00 1129�. 4. 93 406.43 51929 . 1. 181 0.432 0.00 1135� . 5.08 406.58 5313,_. 1.220 0.449 0.00 1141% . 5.24 906.74 54962. 1.262 0.465 0.00 1147� . 5. 40 406. 90 56803. 1.304 0.480 0.00 11536. 5.56 407.06 58653. 1.346 0.495 0.00 1159� . 5.72 407.22 60514. 1.389 0.509 0.00 11660. 5. 88 40�.38 62385. 1.432 0.522 0.00 1172�. 6.04 407.54 64265. 1.475 0.535 0.00 1178��. 6.20 40�.70 66156. ?.519 0.548 0.00 1184� . 6.36 407.86 68056. _. 562 0.560 0.00 11910. 6.51 408.01 69847. 1. 603 0.572 0.�0 11969. 6. 67 408.17 71767. 1. 648 0.584 0.00 12032. 6.83 408.33 73698. 1. 692 0.595 0.00 12095. 6. 99 408.49 75638. 1.736 0. 607 0.00 1215°. 7.15 406.65 77588. 1.781 0. 618 0.00 12222. 7.25 408.75 78813. 1.809 0. 624 0. 00 122E2. 7.31 408.81 79549. 1.826 0.638 0.00 1228E. 7.37 406.87 80287. 1. 843 0. 670 0.�0 �2310. 7.43 406.93 81C26. 1. 860 0.720 0. 00 12334 . 7.49 406.99 81767. 1. 877 0.787 0.00 12358 . 7.55 409.05 82509. 1.894 0.866 0.00 12382. 7. 61 409.11 83253. 1. 911 1.170 0. 00 1240E. 7. 66 409.16 83879. 1. 925 1.220 0.00 12426. 7.72 409.22 84620. 1. 943 1.260 0. 00 12450. 7.78 409.28 85368. 1. 960 1.300 0.00 12474 . 7. 94 409.44 87369. 2.006 1.400 0.00 12538. 8.10 409.60 89380. 2.052 1.490 0.00 12603. 8.20 409.70 90642. 2.081 2.000 0.00 12643. 8.30 909.80 91909. 2.110 2. 900 0.00 12683 . OO 2006 D.R.STRONG Consulting Eneineers Inc. 25 Honey Brooke�T�'est Technical Infonnation Report Renton,Washington G . "�i�..I _..� . ��..� �.Jl �. ._. _.J'`i' Y . .. _..� .. . ..��. _�. � _ . 8.50 41G. 00 99953. 2. i6� 5.3�� 0.00 i276'-_ . 8. 60 410.�0 95732. 2.198 6.890 0. 00 12805. 8.70 410.20 97014. 2.227 8. 360 0.00 1264E. 8. 80 410.30 983C1. 2.257 8 . 930 0.00 12B8E. 8. 90 910.40 99592. 2.286 9. 470 C.00 1292� . 9.00 410.50 100886. 2.316 9. 970 O.GO 12968 . 9.10 410. 60 102185. 2.346 10.440 0. 00 130�G. 9.20 4i0.70 103488. 2.376 10.�90 0. 00 1305� . 9.30 410.80 10479�. 2.406 11.330 0. 00 13091 . 9.40 410.90 i06106. 2.436 11.740 0. 00 13132. 9.50 411.00 10742i. 2.466 i2.150 0. 00 1317�. 9. 60 411.10 iC8791. 2.496 12.530 0.00 132i� . 9.70 a11.20 �10064. 2.527 12.910 0.00 �325�. 9.80 �11.30 111392. 2.557 13.270 0.00 13290. 9. 90 411.40 112723. 2.568 13. 630 0. 00 1333� . 10.00 911.50 114059. 2. 618 13. 970 0. 00 133%�. �yd Inflow Outfiow Peak Storag� Stage Elev (Cu-Ft) ;rc-F�; 1 3. 64 1.49 8.10 409. 60 89338. 2. G5� 2 1. 80 0.84 7.53 409. 03 8222i. 1. 8�E 3 1. 82 0.58 6.65 408. 15 71559. 1. 643 4 1. 91 0.54 6.10 407. 60 64953. 1. 491 5 2.16 0.50 5.62 4C7. 12 59296. 1. 36"'� 6 1.14 0.38 4.52 406. 02 46781. 1. 079 ? 1. 47 0.22 3. 45 �C4 . 95 3�186. 0. 8�= � 1 . �.. u. ��+ � . ,� ��9 . 1^ �6°��. G. 61� a'.'d R.;'� Faci=�- 'Ir_��.�_� _.�s2r�-,.__ ���';.' C�`_flc�. C�i�flcw =:�flow In�low Target Ca-� 1 1.49 0.17 ******** 1.55 1. �� 2 0. 84 0.09 ******** ******* 0. �� 3 0.58 0.09 ******** ******* 0. �� 9 0.54 0.09 ******** ******* 0. 5� 5 0.5C O.iO ******** ******* 0. 5� 6 0.38 0.05 *�****** ******* 0. 4U 7 0.22 0.07 x******* ******* 0.24 6 0. 19 0.07 x�****** ******* 0.24 ---------------------------------- Route Time Series through Facil,�ty Inflow Time Series File:rdin-=nc.�sf Outflow Time Series F_le:rdout POC Time Series F�.le:dsout Inflow/Outflow Analysis Peak Inflow Discharg?: 3. 63 CF� at 6:�Q on Jan 9 in Year 8 Peak Outflow Discharge: 1.49 CFS at 1C : �0 on J�n 9 i� Y�ar � Peak Reservoir Stage: 8.10 Ft Peak Reservoir Elev: 409. 60 Ft Peak Reservoir Storage: 89338. Cu-=t . 2. 05� Ac-=t OO 2006 D.R.STRONG Consulting Engineers Inc. 26 Honey Brooke�'�'est Technical Information Report Renton,W'ashineton Add mime Series:byp.tsf Peak SLmmed Discharge: 1.55 CFS at 1G:0� on Jan 9 in Year 8 Point of Compiiance File:dsout.tsf Fl�w Freauen�y Fs:al}�s-s Time Series File:rdout.tsf Project Location:Sea-Tac ---Ar.nual Peak Flow Rates--- -----Flow Freq•12ncy F�n�-�ys_s------- � Flow Rate Rank Time of Feak - - Pe�ks - - Rank Re�urn Prob (CFS) (CFS) i�t) Period 0. 835 2 2/09/O1 2�:00 1.49 8.10 1 100. 00 0. 990 0.222 7 12/28/O1 18: 00 0.835 7.53 2 25. 00 0. 960 0.500 5 2/28/03 7: 00 0.583 6. 65 3 10. 00 0. 900 0.195 8 8/26/04 6:00 0. 540 6.10 4 5. 00 0.80Q 0.383 6 1/05/0� 15:00 0.500 5. 61 5 3.00 0. 667 0.540 4 1/18/06 22:00 0.383 4 .52 6 2. 00 0.500 0.583 3 11/24/06 7:00 0.222 3. a7 7 1. 30 0.23"� 1.49 1 1/09/08 10:00 0.195 2. 69 8 1. 10 0.091 Compu�ed Peaks 1. 2� .�4 50. 00 O. cE� Flow Frequency Ana1,,�sis Time Series File:dsout.�s� Project Location:Sea-Ta� ---A.*�nual Peak Flow Ra�es--- ----=-ow =-eq��r_�•✓ :�,al,.�s-=------- �_ow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) �eriod 0.866 2 2/09/O1 19:00 1.55 1 100. 00 0. 990 0.242 7 i2/28/Ol 15: 00 0.866 2 25. 00 0. 9E0 0.529 5 2/28/03 6: 00 0. 622 3 10. 00 0. 9�0 0.240 8 8/26/04 2:00 0.576 4 5.00 0.8�0 0.402 6 1/05/05 19:00 0.529 5 3.00 0. 66� 0. 578 4 1/18/06 21:00 0. 402 6 2. 00 0.5C0 0. 622 3 11/24/06 6:00 0.292 7 1. 30 0.2.s1 1.55 1 1/C9/08 10:00 0.290 8 1. 10 0.091 Computed Peaks 1.32 50. 00 0. 9�� Flow Duration from Time Series File:rdout.ts= Cutoff Count Frequency CDr Exceeder.ce =Yoba��-_it� CFS g � � 0.012 91120 67.058 67.058 32. 942 0.329�+n� 0. 035 4295 7.004 74.062 25.938 0.259E+G� 0.059 3968 6.471 80.533 19.467 0.195�+0� 0.082 3362 5.483 86.016 13. 984 0. 140E+G� 0. 106 2892 9 .716 90.732 9.268 0. 927E-01 0. 129 1940 3.164 93.896 6. 104 0. 610E-G1 0.153 1309 2.135 96.031 3. 969 0.397E-01 0.176 926 1.510 97.541 2.459 0.246E-01 0.200 617 1.006 98.597 1.453 0. 145E-G1 0.223 405 0. 660 99.207 0.793 0.793E-02 0.247 182 0.297 99.504 0.496 0.496E-0� 0.270 13 0.021 99.525 0.475 0.475E-0� 0.294 7 0. 011 99.537 0.463 0.463E-0� 0.317 19 0.023 99.560 0.440 0.440E-�� 0.391 39 0.055 99.615 0.365 0.385E-�2 OO 2006 D.R.STRONG Consulting Eneineers Inc. 27 Hone� Broake\1'cst Technical Information Report Renton,�V'a;hineton _ .��4 _� = . Cc� .�. �_ _ � . �-r � . �� ..�-C��_ 0.388 37 0.060 99.744 0.2�6 0.256�-C� 0.411 18 0.029 �9.773 0.227 0.227E-C- 0.435 13 0.021 99.7°5 0.205 0.205E-C= 0.458 21 0.039 99.B29 0.17i 0. 171E-0� 0.482 26 0.042 99.871 0.129 0. 129E-0� 0.505 15 0.024 99.B96 0. 104 O.10�E-0.% 0. 529 19 0.031 99. 927 0. 073 0.734E-�!� 0. 552 15 0.024 99.951 0. 049 0.489E-�� 0. 576 10 0.016 99. 967 0. 033 0.326E-�� 0.599 7 0.011 99. 979 0. 021 0.212E-:� 0. 623 6 0.010 99. 989 0. 011 0.119E-�� 0. 646 2 0.003 99. 992 0. 008 0.815E-C4 0. 670 0 0. 000 99.992 0.008 0.815E-C4 0. 693 2 Q. 003 99.995 0. 005 0.489E-G4 0.71� 0 0. 000 99.995 0. 005 0.489E-0� 0.740 0 0.000 99. 995 0. 005 0. 489E-G4 0.764 1 0.002 99.997 0. 003 0. 326E-04 0.787 0 0.000 99. 997 0. 003 0.326E-04 0.811 0 0.000 99.997 0. 003 0.326E-04 0.834 1 0.002 99.998 0. 002 0. 163E-04 Flow Duration from Time Series File:dsout.tsf Cutoif Count Frequency CDF Exceedence_Frobability CFS o $ $ 0. 012 41080 66.993 66.993 33. 007 0. 330E+00 0. 037 4289 6.994 73. 987 26. 013 0.260E+00 0.061 3948 6.438 80.426 19. 574 0.196E+00 0.085 3355 5.471 85.697 14 . 103 0. 141E+O�J 0.110 2873 4.685 90.582 9. 418 0. 942E-�� 0.134 1959 3.195 93.777 6.223 0. 622E-C1 O. i59 1348 2.198 95.975 4 . 025 0.402E-�1 0. 183 916 1.994 97.469 2.531 0.253E-C1 0.207 619 1.009 98.478 1.522 0.152E-C1 0.232 420 0. 685 99.163 0. 837 0. 837E-G2 0.256 180 0.294 99.457 0.543 0.593E-C2 0.280 32 0.052 99.509 0. 491 0.491E-C2 0.305 19 0.031 99.540 0. 460 0.460E-02 0.329 12 0.020 99.56G 0.440 0.440E-G2 0.359 30 0.049 99. 609 0.391 0.391E-02 0.378 41 0.067 99.675 0. 325 0.325E-G2 0.402 40 0.065 99.741 0.259 0.259E-C2 0.427 17 0.028 99.768 0.232 0.232E-02 0.951 16 0.026 99.795 0.205 0.205E-G2 0.475 18 0.029 99.824 0.176 0. 176E-02 0.500 22 0.036 99.860 0.140 0.140E-02 0.524 19 0.031 99.891 0.109 0. 109E-G2 0.549 18 0.029 99.920 0. 080 0.799E-G3 0.573 16 0.026 99.996 0. 054 0.538E-03 0.597 10 0.016 99.962 0.038 0.375E-G3 0. 622 11 0.018 99.980 0.020 0. 196E-03 0. 646 2 0.003 99. 984 0.0�6 0. 163E-G3 0. 670 9 0.007 99.990 O.OiO 0. 978E-G4 0. 695 2 0.003 99. 993 0.007 0. 652E-04 OO ?006 D.R.STRONG Consulting Engineers Inc. 28 Honey Brooke�\'est Technical Information Report Renton.Washinaton 0.719 0 0.000 99.993 0.007 0.652E-04 0.744 1 0. 002 99.995 0. 005 0.969E-09 0.768 0 0.000 99.995 0. 005 0.489E-04 0.792 1 O.G02 99.997 0.003 0. 326E-04 0.817 0 0.000 99.997 0.003 0.326E-04 0.841 0 0.000 99.99� 0.003 0.326E-04 0.865 1 0.002 99.998 0.002 0.163E-04 Dura�ion Comparison Anaylsis Base File: pre-st.ts� New File: dsout.tsf Cutoff Units: Discharge in CrS -----Fraction of Time----- ---------Check of Tolerance------- Cutoff Base New %Change Probability Base New oChange 0.237 I 0.73E-02 0.73E-02 -0.4 I 0.�3E-02 0.237 0.236 -0.1 0.282 I 0.54E-02 0.49E-02 -8.8 I 0. 54E-02 0.282 0.258 -8.5 0.327 I 0.40E-02 0.44E-02 9.7 I 0. 40E-02 0.327 0.347 6.0 0.373 I 0.30E-02 0.33E-02 13.3 1 0.30E-02 0.373 0.389 4 .3 0.418 I 0.21E-02 0.24E-02 1�.3 I 0.21E-02 0. 418 0.446 7.1 0.463 I 0. 15E-02 0.20E-02 33.3 I 0. 15E-02 0.463 0. 495 6. 9 0.509 I 0.11E-02 0. 13E-02 11.6 I 0. 11E-02 0.509 0.52C 2.1 0.554 I 0.85E-03 0.73E-03 -13.5 I 0. 85E-03 0.554 0.594 -1.8 0. 600 I 0. 67E-03 0.38E-03 -43.9 I 0. 6�E-03 0. 600 0. 558 -6. 9 0. 645 I 0.49E-03 0.=6E-03 -66.7 I 0.49E-03 0. 6�5 0.578 -10.3 0. 690 � 0.23E-03 0.82E-04 -6a .3 I 0.23E-03 0. 690 0. 619 -10.3 , 0.736 � 0. 16E-03 0.65E-04 -60.0 I 0. 16E-03 0.736 0. 648 -�1. 9 � 0.781 � 0. 98E-04 0.33E-04 -66.7 � 0. 98E-04 0.781 0. 675 -13. 6 ��, I Maximum positive excursion = 0.043 cfs ( 10.0$) � occurring at �.428 cfs on the Base Data:pre-st.tsf and at 0.971 cfs on the New Da�a:dsout.tsf Maximum negative excursion = 0.119 cfs (-14 .7�) occurring at 0.809 cfs on the Base Data:pre-st.tsf and at 0. 690 cfs on the New Data:dsout.tsf �2006 D.R STRONG Consulting Engineets Inc. 29 Honey Brooke West Technical Information Report Renton,Washington FIGURE 7. 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' 7 W TYPE 2 CB j A/D ALONG LOlS Y t 7b 41ALL BE FETMID W1X A 6'Hbl SOLD MDOD FENCE tlt Dll1fR APPf20�FD W7ERIAL(NO G1AN �� d � SUDOTV fl.RISER TRACT'A'FROITNC F1E1D R IE k IE 57M ST.9/ALL � `' r tY 7'SECl10N OF RPE vERTICAL �)� L� ATTAf}ED BY GASKEIED BMS 51MIDARL �FENCm WlH�T7ER A rR0Up1T R011 C11AN WC rI � Z � � BMD TO ALLDW REl10VAL H0�1( '.XA11P CALVANIZF'➢ N1YL CAA7NC OR OTIER OECORAIIVE FENCE N AN"MOREC TO STEPS OR 12� 7 IM SUI� C.B.�RIgR "�R v2r�us����swi e`�6 H�sa�uo ro�m�"'� � nEsm�cmt ru�r/Z�o'r axsac SECTION A-A a�ccFs c�hs s�ui ec�outEn�T rallo�c�ss aorn. ��.so suoom�ncc 7° � DETAIL HOOK CLA�AP ,ruc,�ss ao�o.i,�o co�ma smuc,u�cc��>s uNc �u� XA1E LOOOiC YEOfAI/91. � i� 80'�YIL--i :.pY;N90N5 ARE FOR M/STALLA710N ON 54'DIAYETER C8. FDR pfFERENT DLIYET.RS CB'S PLAIE MFLDFD TD ELBO� AD.R75T TO YAINTAIN 45"DEGREE ANQF ON"�ERTLAL eARS'ANC Y O.0 YA70Wlle�ACING�F � 4.PLACE�Sid1Y YN1ER S70RA�PQID�SIfiN AS PER CJT',�Q�� CQ/�p_T 1MlN OPoFICE AS�E4FED BARS AROINl1 LOMFR S7EEl BAND.NOIE NHERE 1NE 4A%IIIUY JPc7ANG BEIMEEN VERIICAI BARS �� REOWE1ENiS �f. L1]StC�l IXGEED 4',�0 GDN�NTRIC F10RIZONTAL itMGS AS PEEDE➢50 7HA7 OPENPlLS 7C NOi E%C�4' � e'dr°5° N��ES: x,«x o�rnor�. 2 YE'AL PMTS MUST BE CORROSION RE95TANT; 57E'1 BARS 1AU5T BE G/�LVAM2m. '��� ,.������-dw�„�„ro�,�,�w. ELBOW RESTRICTOR DETAIL 1 THIS�EBPoS BARPo:R IS ALSC RECOHMENDm FOR USE ON THE MLET TO ROADWAY REC��A�AENDED � 2 Olf1LEi CAPACfTY: IOo-YR UEVEL�m P[AR F�pW NTS =RCSS-NLVER75 WTN H1GM POIENTIAL FOR DEBRIS CO_LECTb�N (E%CEPT ON ME 2 STREAYS) FOR APPROVAL _ �` �,��.R,;,�os� CONIROL STRUCTURE PLAN VIEW S YEiK PAR7S �o���. �-��,w�P�,���. ���,���P,�,�,�r,,,�,�,w,„�,,�T,. CB 33A. TYPE 2-54'0 ?<6� . '1�9 t FRAIE Alll LAGOfI!dt STFPS OFFgf SQ BY &`' ` � '"2� OVERFLOW STRUC7URE ��� �• .�aEuauT rr�h a v�B.E Fxai ior. �� � � D.R. STRONG a aae-oo�w sr�cx a a�x or�x�wu nEu�our c�� N� eY g a �onswiing £nq�neers ,n�. DElENT10N/WATER �UALITY SUMMARY SHEET S F 1ETAL OURFf PPE COMECiS TD COJDIT CONWE7E PPE OU7LfT PPE TO HAVE 91007X QD.EWAL i0 CONCREIE PPE IA LESS 1/�' Bl, � t,i� ' i PRONDE AT lEAST dE 37COB0 GAUCE APPORT BRAb�T ANC1fORED 70�lE YfAIL om..c x�rt�¢vrz im (11A)�IUY S VER7IGL�ACN6) .p ��` oaa.wo...�nn � � 7.IACAIE ELBOW RES7PoC70R(5)AS IE�ARY TO PRdNDE IOM1Y QFJ�RANCE AS SNOWi /� �`S�o�ai� �a'i��}�.�°'z• CB 3�. TYPE 2-60�� oRs=Rwec.Nc. oszae l��O OF 16 � 10!1'!07 � y�yEyd�$ °tS CONTROL STRUCTURE DETAIL ��\�=�\236�piols'�,3\1C��SOX5.2BE.Owe E/i?/ZO'JE 5��7:37°u PS' - =0F`RI�-il��0]5, �.?.5'�2�NG CONSJL'IN�ENGIV=72<_IV�. E. �'�'ATER Qti?�LIT�' TREATME'_vT , The Project will utilize a combined wetpond meeting Basic V�'ater Quality treatment criteria. BASIC WETPOI�� ANALYSIS FOR SITE RUNOFF PRELIMINARY BASIC WETPOND ANALYSIS As required per Section 6.4.1.1 1998 King County Surface Water Design Manual Step 1: Identify required water quality facility volume factor("f') f= 3 (basic wetpond volume factor) Step 2: Determine rainfall(R)for the mean annual storm per Fig.6.4.1.A R= 0.47 in. Step 3: Calculate runoff from the mean annual storm (Vr)for the developed site. V�_ (0.9A;+0.25A�9+0.10A�+0.01 Ao)x R/12 where . . . V�= volume of runoff from mean annual storm (c.f.) A� area of impervious surface(s.f.) A�= area of tili soil covered with grass(s.f.) AK= area of till soil covered with till forest(s.f.) Ao= area of outwash soil covered with grass or forest(s.f.) R= rainfall from mean annual storm (in.) A;= 265,847 s.f. A,9 176,374 s.f. A�,= 0 s.f. Ao 0 s.f. R= 0.47 in. V,= 11,098 c.f. Step 4: Calculate water quality volume(Vb). Vb=f x V� where . . . Vb= water quality volume(c� f= volume factor from Step 1 V�= runoff volume from Step 3 Vb= 33,294 c.f.(minimum wetpool volume required} HONEYBROOKE 2:1 SLOPES Dead Storage Cell 1 Ce11 2 Stage Elevation Surface Area(s.f. Volume(c.f.) Surface Area(s.f.) Volume(c.f.) Volume Bet.5tages Total Vol.at Stage 397 1483 4817 1650.5 4979.0 6629.5 � 396 . 1818 5141 6629.5 4312.0 1 D960.0 15272.0 4�0 2494 5819 21901.5 1296.5 2953.3 4249.8 4D0.5 2692 5994 26151.25 400.5 2897 6197 26151.25 3028.5 6295.5 9324.0 401.5 3160 6394 35475.25 Total 10287.5 25187.8 35475.3 Percent Volume 29.OQ% 71.00'/e 100.00Yo The proposed facility meets the minimum volumetric criteria for basic water quality. OO 2006 D.R.STROti'G Consulting Enginee�s Inc. 31 Honey Bmoke West Technical Infonnation Report Renton,Washington BASIC R'ETVALZT ANALYSIS FOR NE 6� STREET BYPASS RLT_�OFF PRELIMINARY BASIC WENAULT ANALYSIS As required per Section 6.4.1.1 1998 King County Surface Water Design Manual Step 1: Identify required water quality facility volume factor("f) f= 3 (large wetpond v�lume factor) Step 2: Determine rainfall(R)for the mean annual storm per Fig. 6.4.1.A R= 0.47 in. Step 3:Calculate runoff from the mean annual storm (Vr)for the developed site. V,_ (0.9A;+0.25A,g+0.10Aff+0.01 Ao)x R/12 where . . . V,= volume of runoff from mean annual storm (c.f.) A;= area of impervious surface(s.f.) A,g= area of till soil covered with grass(s.f.) AN= area of till soil covered with till forest(s.f.) Ao= area of outwash soil covered with grass or forest(s.f.) R= rainfall from mean annual storm(in.) A;= 12,415 s.f. A,g= 8,015 s.f. Atl= 0 s.f. Ao 0 s.f. R= 0.47 in. V�= 516 c.f. , Step 4:Calculate water quafity volume(Vb). Vb=f x V� where. . . Vb= water quality volume(cf) f= volume factor from Step 1 - V,= runoff volume from Step 3 Vb= 1,548 c.f.(minimum wetpool volume required) Step 5: Determine water quality faality dimensions satisfying the design criteria outlined below. Vb= h(A� +AZ�2 where . . . Vb= water quality volume(c.f.) h= water quality depth(ft.) A�= water quality design surface area(s.f.) A2= bottom area of water quality facility(s.f.) Cell 1 Cell 2 h= 5.5 5.5 ft. A,= 100 200 s.f. A2= 100 200 s.f. Vb= 550 1,100 c.f. Total Vb= 1,650 c.f. The proposed facility meets the minimum volumetric criteria for basic water quality. C 2006 D.R.STRONG Consulting Eneineers Inc. 3? Honey Brooke West Technical Information Report Renton,1�'ashinc on i I i '� SECTION V V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN Per C.R. #4, the conveyance system must be analyzed and designed for existing tributary and developed onsite runoff from the Project. New pipe systems and ditches/channels shall be designed to convey the 25-year design storm. The Rational Method was used to calculate the Q-Ratio and peak 25-year flows for each pipe node. The catchment areas are detailed in this section. All pipes and channels are capable of conveying 25-year peak storm event without overtopping. A conveyance system consisting primarily of pipes and catch basins has been designed for the Project. Onsite runoff will be collected by multiple catch basins. Pipes are 12-inch and 18-inch diameter LCPE (N-12) material. Results of the conveyance analysis are included in this section. See Section III for more detailed information pertaining to the downstream conveyance system. The Hoquiam Avenue I�E upstream bypass conveyance system analysis is included in this Section. An upstream area of 1.65 acres was calculated. This number was determined by way of the City of Renton Storm System map, Grid E6, with 1,600 lineal feet of upstream ditch, and a 45-foot width from crown of road to west margin of R.O.W. based on the detailed Site topographic survey. The impenTious area was calculated at 0.45 ac. (12-foot width by 1,600 lineal feet), and the pervious area (pasture) at 1.20 ac. This yields a weighted C-value of 0.39. The Tc was assumed to be 6.3 minutes. Using these parameters along with a 100-year precipitation value of 3.95-inches, a discharge rate of 2.05 cfs was calculated (Rational Method). The eacisting ditch is approximately 16-inches deep. To design the culvert, the discharge rate was used along with Figure 4.3.1.B (KCSWDM). The headwater associated with a 12" culvert "square edge with headwall" was deternuned to be 0.88 feet. This falls within the allowable � criteria set forth by the Manual that states "For culverts 18-inch diameter or less, the maximum allowable headwater elevation... shall not exceed two times the pipe diameter". Therefore, a 12- inch culvert was used at the upstream end of as well as throughout the remainder of the bypass system. Figure 4.3.1.B, Figure 4.2.1.F, and supporting calculations are attached in Appendix B to illustrate capacity compliance for the bypass system. The pond primary overflow riser is designed to convey the undetained 100-year peak storm, , based on the KCRTS 15-minute time series. A 21-inch riser and outfall pipe are provided from ', CB 33B (control structure) to CB 33A (emergency overflow with birdca.ge). With a 1.00% � slope, the 21-inch outfall pipe capacity is calculated at approximately 17.17 cfs, flowing at 82% �� full. The outfall pipe will connect to the future conveyance system to be located around the ' northwest perimeter of the pond. From there, the outfall will connect to the existing storm stub , located on the Site adjacent to the pond. This stub was provided by the Blueberry Lane project to ! convey Site runoff to the downstream properties. ' Note that the pond inlets are 18 inches in diameter due to backwater considerations, and the ' primary overflow riser and outfall pipe are 21 inches in diameter for conveyance purposes. The ' remainder of the downstream conveyance system to Blueberry Lane consists of 12-inch N-12 �, pipe at an average slope of 0.80%. Based on the conveyance analysis of the existing storm drainage system for Blueberry Place, i existing CB 2 will overflow at 3.76 cfs. The 100-year peak for Blueberry Place (not including I �2006 D.R STRONG Consulting Engineers Inc. 33 Honey Brooke West ; Technical Information Report Renton,Washington Honey Brooke West) at this node is 4.50 cfs. This will result in street flooding at a depth of approximately 1.3 feet, blocking access to 21 units (#14 - #34), as v�Tell as flooding throughout the upstream system to CB 8B. Building flooding (units #13 - �32) will also result. With the addition of detained runoff(1.�5 cfs) from Honey Brooke West, the 100-year peak event at CB 2 will be 6.05 cfs. This will result in flooding to a depth of approxunately 3.9 feet (elevation 402.28) at this node, as well as flooding throughout the upstream system to CB 8B. Building ' � flooding (units #13 - #32) will also result. Due to these existing downstream conveyance issues, , Honey Brooke West will provide Level 3 Flow Control as mitigation. See Section IV and � Appendix "C"for additional information. ''� ' P T- N A - Flow rrequency Analysis Time Series File:rdir-l�.�sf Project Location:Sea-Ta� ---Annual Peak Flow Ra�es--- -----riow Freq�ser.cy Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Pro� (CFS) (CFS) Period 4.26 5 8/27/O1 18:00 9. 84 1 100.OG � . �:� 2. 92 8 1/06/02 �:00 7. 94 2 25.00 G. 9EC 7. 94 2 12/08/02 17:15 4.70 3 10.00 0. 90C 2. 95 7 8/25/04 23:45 9 . 43 4 5. 00 0. 800 4 .70 3 11/17/04 5:00 9 .26 5 3. 00 0. 667 4.93 4 10/22/05 10:00 4.05 6 2. 00 0.500 4 .05 6 10/25/06 22:45 2. 95 7 1.30 0.23� 9. 84 1 1/09/OB 6:30 2. 92 8 1. 10 0.09i ComFLt�d F��}:s �.�0 50. 0;1 0. 980 POST-DEVELOPMENT BYPASS PEAKS IN 15-NiINUTE TIME STEPS Flow Frequency Anaiysis Time Series File:byp-�t:�--5:n��r.ts� Project Location:Sea-Tac ---Ar:nual Peak Flow Rat�s--- -----Flcw =_�cLez�y ��alys�s------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.119 6 8/27/Ol 18:00 0.389 l 100. 00 0. 990 0.087 8 1/OS/02 15:00 0.266 2 25. 00 0.960 �.266 2 12/08/02 17:15 0.168 3 10. 00 0. 900 0.096 7 8/23/09 14:30 0.160 9 5.00 0.800 0. 160 4 11/17/04 5:00 0.146 5 3.00 0. 667 0.146 5 10/27/05 10:95 0.119 6 2. 00 �.500 0.168 3 10/25/06 22:45 0.096 7 1.30 0.231 0.389 1 1/09/08 6:30 0.087 B 1. 10 0.091 Ccmput�d ?e�ks 0.3�3 50. 0� �. 9E� C 2U06 D.R. STRONG Consulting Engineers Inc. 34 Honzy Brooke We�t Technical lnformation Repon Renton,W'ashington FLOVV CONTROL PRIMARY OVERFLOW Using standard or�ce equation to determine stand pipe diameter in control structure Ref. KCSWDM '98 Figure 5.3.4.H Q��= 100-Year, 15-Min. Peak Storm calculated using KCRTS Q,� = 9.84 cfs HM,vc= Maximum available head in feet measured from crest of weir I HMax= 0.75 ft. �� D = Riser Diameter � D = (Q��/(3.782 * H�.5��0.5 D = 1.73 ft. (min. diameter) round up to nearest standard pipe diameter use D = 21 in. or 1.75 ft. Calculate actual height above the weir expected during the 100-year, 24-hour peak storm H = Actual head above weir achieved with Q�oo H = (Q�oo/(9.739 * D))"0.67 H = 0.69 ft. C 2006 D.R.STRONG Consulting Engineets Inc. 3� Honey Brooke West Technical Information Repori Renton,R'ashington JAIL-HOUSE EN�RGENCY OVERFLOW Using standard weir equation to determine window arc length. Ref. KCSWDM '98 Figure 5.3.4.E D= Control structure diameter D= 60 in. Q�oo= 100-Year, 15-Min. Peak Storm calculated using KCRTS Q�oo= 9.84 cfs HM,�= Head above weir achieved with Q�oo HM,vc= 0.75 ft. P= Height of overFlow above outlet invert elevation P= 8.10 ft. c= Constant c= 3.27+0.4*H�/P C= 3.31 ft. L= Arc length of the jailhouse window as necessary but not to exceed 50% of the control structure's internal circumference L= �Q�oo/{c"`HMaxi.$)�+0.2*HMa,x L= 4.73 ft. (min. diameter) C= Control Structure Circumference C= 16 ft. Calculate corrected L due to vertical bars in window. Lad�= adjusted arc length of the jail-house window �i Lad�= L+0.083"(U0.33) '' Lad�= 5.92 ft. use Ladj = 6.00 ft. I i � Comment: OUTFALL I Solve For......Actual Depth I Diameter....... 1.75 ft Velocity...... 8.14 fps Slope.......... 0.010 ft/ft Flow Area..... 2.11 sf � Manning's n.... 0.012 Critical Slope 0.0092 ft/ft Discharge...... � 17.17 cfs Critical Depth 1.52 ft Depth.......... 1.43 ft Percent Full.. 81.99°�0 Froude Number. 1.14 Full Capacity. 17.17 cfs Q?vIAX �.94D.... 18.46 cfs �J 2006 D.R.STRONG Consultine Eneineers Inc. 36 Hone�-Brooke�'�'est Technical Information Repon Renton,Wa.ehin�ton EMERGENCY OZ%ERFLOW RISER VVITH BIRDCAGE ON TOP Using sharp crested weir equation to determine stand pipe diameter in control structure Ref. KCSWDM '98 Figure 5.3.4.E Q,�= 100-Year, 15-Min. Peak Storm calculated using KCRTS Q��= 9.84 cfs P= Height of primary overflow above outlet invert elevation P= 8.79 ft. D= Control structure diameter D= 54 in. C= Control structure circumference C= 14.14 ft. use... Q,00= 3.27+0.4H/P(C-0.2H)H'�' H= Emergency overflow water surface elevation H= 0.36 ft. OO 2006 D.R.STRONG Consulting Engineers Inc. 37 Honey Brooke West Technical[nformation Report Renton,Washineton 4.3.1 CLJLVERTS—METHODS OFA.�:9LYSIS FIGURE 4.3.1.B HEAD�'�'ATER DEPTH FOR SMOOTH INTERIOR PIPE CULVERTS V1ITH InLET CONTROL �u ���� � Nq LYsis �D�c, u/C—�v�4 r�� � ,$a ,o,000 16B 8,�o EXAMPLE �1� �2� �3� ENTRANCE TYPE 6. 156 6�� o=a2 i�cnes �a.o r�c)• 6. a=���S 5 SQUARE EDGE WITH �� 5,000 H EADWALL 6. 5. 4,000 HW HW i az ° i'�� a. s,000 �,� z.s 8.s 5' a. 120 �z► z., �.a I I � 2,d00 �3> z.z �.� 4. I 1 3. 108 3. •o fo teec ss i,000 3' •. PLAN ��) GROOVE END WITH 800 __,y ___� HEADWALL gq / 2. 2- .:':°= 600 500 /� I ..�. 2. 72 400 � � � i � = 300 �,�,Pj/ = 1.5 1.5 ' U N � ��:: Z N .�.•. � � Z 60 V 200 � w 1•5 ��' PLAN 2 – Z � W GROOVE END 0 54 Q � Q PROJECTING �w � � 48 / � 8� Z . s � U / = 60 a 1.0 1.0 � �� 42 V W / LL N 50 HW ENTRANCE o � p �� � 0 SCALE � 40 p TYPE p� W � -9 •e (3) �— 36 $Q (1) Square edge with Q W headwall � '9 Q 33 Q Q 20 (2) Groove end with W 30 headwall 2 •8 .g (3) Groove end '$ projecting 27 10 .7 7_ 24 8 .7 s To use s�ale (2) or(3) projeet 21 $ horizontally to scale (1), ihen ��. 4 use straight inelined line through II D and 0 seales, or reverse as ,6 3 illustrated. .6 6 I�I 18 2 �, 15 � .5 1.� �.�'-� ---"�" .5 .5 `�� _ �,�_' ��—.. � / ��Cut�V�►2T D!/�M�TE1z= ��U ✓iSGNP:Y-fG�� = D�gGFS �E/�DvJR�'E� = 0�5� ?005 Surface Vl'ater Design Manua] 1/24/2405 4-45 BACK WATER ANALYSIS ; i ii OO ?006 D.R.STRONG Consulting Engineers Inc. 38 Honey Brooke West Technical Information Report Renton,Washinc on BACKWATER TABLL ------------------------------------------------------- ------------------------------------------------------------------------------------------------ Pipe Stnic.iues Subasins& A A C C� T� i� IR (� SG� Q- d Meterial n I Slope Invert krvert over- Q V Bend Tribulaies subasin Ratb In out flav Full Full --------------------------------------------------------------------------------------------------------------------------------------------elev_. Flav Flow ---------- - -----FROfv1Ce ToCe ------------sf Ac--------- Ac Nin. ---------.cis cfs ----------in---------------it '�'------ ft R ft ds fps-- ------------------ ------- ------- ------- -------- ----------------------- CB N8 TO INLETI 8 6 5 6 883 0.02 0.90 8.3 0.80 2.73 0.05 0.05 0.00 12 N-12 0.012 56 0.50 432.60 432.32 435.80 2.74 3.48 0 FROM 265 45679 1.05 0.76 S 5 4 5 730 0.02 0.90 5 5 4 5 46409 1.07 0.78 8.3 0.80 2.73 2.22 2.27 44.56 12 �12 0.012 135 2.88 432.32 428.73 438.25 9.31 8.(W 1.5 FROM&d 17415 0.40 0.67 4 4 3 4 17207 0.39 0.68 4 4 3 4 34616 0.79 0.88 8.3 0.80 2.73 1.47 3.74 0.85 12 N-12 0.012 155 8.48 428.73 415.62 431.89 11.28 14.33 0 FROM 83 17286 0.40 0.69 3 3 2 3 16760 0.38 0.70 3 3 2 3 34028 0.78 0.69 6.3 0.80 2.73 1.48 5.22 0.40 12 �12 0.012 145 5.55 415.62 407.57 418.77 9.12 11.61 0 FROM 10-2 3051 0.07 0.90 2 2 1 2 78548 0.38 0.68 2 2 1 2 19597 0.45 0.73 8.3 0.80 2.73 0.89 6.12 0.17 18 f�12 O.U12 54 1.43 407.57 406.60 41139 13.63 7.71 22.75 FROM 71-1 28460 0.85 0.68 7 1 INLETI 1 2704 0.06 0.90 1 1 INIETt 7 31164 0.72 0.89 8.3 0.80 2.73 1.34 7.46 0.22 18 N-12 0.012 75 9.07 406.80 400.00 411.30 34.38 19.44 45 Ci CB f126 TO CB p5 26 28 27 28 17984 0.41 0.70 6.3 0.80 2.73 0.79 0.79 0.00 12 N-12 0.012 95 2.35 454.73 452.50 457.73 5.93 7.55 0 FROM 30-27 8277 0.74 0.90 27 27 28 27 6871 0.16 0.72 2T 27 28 27 13148 0.30 0.80 8.3 0.80 2.73 D.66 1.46 0.84 72 N-12 0.012 215 8.15 452.50 439.28 455.68 9.80 12.22 10.5 FROM 2�28 3217 0.07 0.90 29 28 7 2B 9682 0.22 0.74 28 28 7 28 12899 0.30 0.78 6.3 0.80 2.73 0.63 2.09 0.43 12 �12 0.012 43 14.05 43928 433.24 442.31 14.50 18.47 41.5 7 7 5 7 1648 0.04 0.90 8.3 0.80 2.73 0.08 2.18 0.04 12 N-12 0.012 37 2.97 433.24 432.32 438.24 8.87 8.49 40.75 4U679 1.05 0.78 CB N30 TO CB#27 30 30 27 30 6277 0.14 0.90 6.3 0.80 2.73 0.35 0.35 0.00 12 N-12 0.072 28 1.04 452.77 452.50 455.77 3.94 5.02 0 CB#29 TO CB#28 29 29 28 29 3217 0 07 0.90 8.3 0.80 2.73 0.18 0.18 0.00 12 �72 0.012 26 0.50 439.41 439.28 442.41 2.74 3.48 0 C8 t18 TO CB#4 8 8 4 8 17415 0.40 0.67 6.3 0.90 2.73 0.74 0.74 0.00 12 N-12 0.012 31 0.52 428.89 428.73 431.89 2.78 3.54 0 CB#9 TO CB�Ki 9 9 3 9 172C� 0.40 0.69 6.3 0.80 2.73 0.75 0.75 0.00 12 N-12 0.012 31 0.52 41578 415.G2 41878 27A 3.54 0 n200C D.R.STRONG Cot�sulting Enginccrs Inc. 39 - -- ---- Honey[3niuke Wcst Technical Infonnalion Repurl Reutou,Washington ---------------------------------------------------------------------------------------------------------------------------------------- ----;--------------- Pipea SlrucWres Subasins R A A C C� T� iR IR �R SQ� Q- d Meterlal n I Slope InveA Invert ovFi- U V � Tributaries subasin RaUo in wt Ilow Full Full elev. Flow Flow CB#10 TO CB tt2 10 10 2 10 3051 0.07 0.90 8.3 0.80 2.73' 0.17 0.17 0.00 12 N-12 0.012 31 2.85 408.39 407.57 411.39 8.29 8.01 CB#11 TO CB#1 i1 11 1 11 28460 0.85 0.88 8.3 0.80 2.73 1.19 1.19 0.00 12 N-12 0.012 31 4.84 408.30 408.80 411.30' 8.51 10.84 CB#21 TO INLET2 21 21 20 21 17439 0.40 0.70 6.3 9.80 2.73 0.77 0.77 0.00 12 N-12 0.012 31 0.52 445.04 444.88 448.04 2.78 3.54 20 20 19 20 16033 0.37 0.70 6.3 O.BO 2.73 0.70 1.47 0.92 12 N-12 0.012 88 8.71 444.88 440.32 446.04 10.02 12.76 19 � 19 18 19 1435 0.03 0.90 6.3 0.80 2.73 0.08 1.55 0.08 12 N-12 0.012 32 14.12 440.32 435.80 443.32 14.55 18.52 18 18 17 18 63128 1.45 � 0.39 8.3 0.80 2.73 1.53 3.08 0.89 12 N-72 0.012 38 2.11 435.80 435.00 438.80 5.82 7.15 FROM 25•7 18235 0.42 0.70 17 17 18 17 2242 0.05 0.90 17 17 18 17 20477 0.47 0.72 8.3 0.80 2.73 0.93 4.01 0.30 12 N-12 0.012 31 9.85 435.00 432.01 438.78 12.02 15.30 FROM 22-18 18947 0.39 0.70 18 18 15 18 1J19 0.03 0.90 1B 18 15 16 18266 0.42 0.71 6.3 0.80 2.73 0.82 4.82 0.20 12 N-12 0.072 117 8.58 432.01 421.99 435.17 11.33 14.42 15 15 14 15 12019 0.28 0.69 8.3 O.BO 2.73 0.52 5.35 0.11 12 N-12 0.012 44 9.45 421.99 417.83 424.99 11.90 15.15 FROM 38-14 82580 1.90 0.82 � 14 14 13 14 999 0.02 0.90 14 14 13 14 83579 1.92 0.62 8.3 0.80 2.73 3.28 8.61 0.61 18 N-12 0.012 48 9.21 417.83 413.41 421.83 34.62 19.59 FROM 23-13 3585 0.08 0.90 � 13 13 12 13 5784 0.13 0.68 13 13 12 13 9349 0.21 0.77 6.3 0.80 2.73 0.45 9.06 0.05 18 N-12 0.012 126 5.11 413.41 408.97 418.41 25.80 14.80 12 12 1A 12 18207 0.37 0.69 6.3 0.80 2.73 0.70 9.76 0.08 18 N-12 0.012 272 0.83 406.97 406.80 417.74 9.02 5.11 1A 1A INLET2 1A 520 0.07 0.90 6.3 0.80 2.73 0.03 9.79 0.00 1B N-12 0.012 73 9.32 406.80 400.00 411.46 34.83 19.71 258448 5.93 0.60 � C8#25TOCB#17 25 25 � 17 25 18235 0.42 0.70 6.3 0.80 2.73 0.80 0.80 0.00 12 N-12 0.012 108 6.42 441.81 435.00 444.81 9.81 12�.49 CB 1722 TO CB#i6 22 22 i6 22 �59�7 0.39 0.70 B.3 0.80 2.73 0.74 0.74 0.00 12 N-12 0.012 31 0.52 432.17 432.01 435.17 2.78 3.SA CB#23 TO CB#13 23 23 13 23 3565 O.OA 0.90 8.3 0.80 2.73 0.20 0.20 0.00 12 N-12 0.012 31 8.45 415.41 413.41 418.41 9.83 12.52 CB#36 TO CB#14 36 36 37 38 1138 0.03 0.90 6.3 0.80 2.73 0.08 0.08 0.00 12 N-12 0.012 272 1.51 45T.24 453.13 460.24 4.75 8.05 � 37 37 38 37 9148 0.21 0.90 6.3 0.80 2.73 0.52 0.58 8.04 12 N-12 0.012 82 0.51 453.13 452.71 458.13 2.77 3.53 38 38 39 38 2108 0.05 0.90 6.3 0.80 2.73 0.12 0.70 0.20 12 N-12 0.012 288 2.57 452.71 445.82 455.71 8.20 7.90 39 39 40 39 9052 0.21 0.90 8.3 0.80 2.73 0.51 1.21 0.73 12 N-12 0.012 i61 8.83 445.82 431.94 448.82 11.37 14.48 40 40 41 40 0 0.00 . 0.90 7.3 0.73 2.48 0.00 1.21 0.00 12 N-12 0.012 106 0.50 431.94 431.41 434.94 2.74 3.48 A1 41 24 41 0 0.00 0.90 8.3 0.67 2.29 0.00 1.21 0.00 12 N-12 0.012 158 7.09 431.41 420.35 440.12 10.30 13.12 24 24 14 7_4 61134 1.40 0.52 9.3 0.62 2.12 1.55 2.78 1.28 12 N-12 0.012 13 19.38 420.35 417.83 423.35 17.U4 21J0 8�580 1.90 0.82 ------- ---- .._.__--- -_.------_. 02006 D.R.STRONG Consulting Engineers luc. 40 Honey f3rnoke West Technical Infonnation Report Renlon,Washiuglon BACKWATER ANALYSIS MAP G2006 D.R STRO?�G Consultine Engineers Inc. 4] Honey Brooke West Technical Information Report Renton,\�'ashington � . ____._— 1 1 Ili i m.g � � � � � � � j I � , � � E � � � ) , �� ; , � � � , r�� m, : ! x e !�.cor e: � ��,�7. I . � �.x I f (vr.�'sw�q : M.r �i i �sc xt-1 % —- -————--————t� {v�ca auTe � �1 ����'�-rrt=iP aesy a�. � � I I �:.w,xss -- - - i�'- �� r-,�.:�.�c'er _ m� j - ss. u _ -s�� .. �Ep7� '_ a.'w s�w.�:sr �,. � --�.. .�� . . -- — _ 4c 6T-t S�2EET a.]ol si.o;�r � i �'� /' 2s r tw ---- - --- i---- �A , i '�� � � a� �`��o�s�-- '-��� � ' f � ��.��,. //� (s�ca�� %¢�aua'� �v�.oa.w^is� ',L�r-�- ��` i �x� .. t B '�S ri++� r a7 49 t�btS ssr. 50 i s��'tt / iE '� r, cai2z8r. 46 C27 J 1 I I C.4 � � r •,•�ss � ' I I f __ Q_— ,w sr. ; g5 � n zo 5 ! C20 ! —— J ' t � � j I 1 � j +asw as. 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O U �� �.s:.�. j _ �� � ' BACKVVATER COMPUTER PROGRAM FOR PIPES BACK"wATER �O?�I�L'T�R PR����^" FOR PIPES Pipe data from file:C3 #6 TO INLETl.bwp Surcharge condition at intermediate junctions Ta`_lwa�er Elevatio:::�09.03 feet Discharge Range:0.5 to 7.5 Step of 0.5 [cfs] 0.-erflow Elevation:435.6 feet Weir:NONE r�pstream ti�eloc_ty:0. fee�/s�c _�?� P:O. l. -.. �F - =E"C? �? ... -� CL'T�E'�. 900.00 �PdL�T: 4�c. 6�� I?dTrP: � �[;NC NO. 1: OVERFLOW-�L: 4�i1.30 3�ND: �7 DEG D�A/kID''_'H: 2.0 Q-��IO: U.22 Q(CFS) HW(FT) HW EI,EV. * N-FAC DC DN TW DO DE HWO HWI ,.*�**�****�*******+�**�***��.***�*�******�*��***�*+***�**f*****�*�*+****+*+*+** 0.50 2.29 409.04 * 0.012 0.27 0.13 9.03 9.03 2.24 2.29 0.29 1.00 2.24 409.04 * 0.012 0.38 0.18 9.03 9.03 2.24 2.24 0.44 1.50 2.26 409.06 * 0.012 0.46 0.22 9.03 9.03 2.24 2.26 0.56 2.00 2.28 409.08 * 0.012 0.54 0.25 9.03 9.03 2.25 2.26 0.67 2.50 2.30 409.10 * 0.012 0.60 0.28 9.03 9.03 2.27 2.30 0.77 3.00 2.34 409.19 * 0.012 0.66 0.30 9.03 9.03 2.28 2.34 0.66 3.50 2.37 �09.17 * 0.012 0.72 0.33 9.03 9.03 2.30 2.37 0.94 4.00 2.42 409.22 * 0.012 0.77 0.35 9.03 9.03 2.32 2.92 1.03 4.50 2.47 409.27 * 0.012 0.62 0.37 9.03 9.03 2.35 2.97 1.11 � 5.00 2.52 409.32 * 0.012 0.87 0.39 9.03 9.03 2.37 2.52 1.19 5.50 2.59 409.39 * 0.012 0.91 0.41 9.03 9.03 2.41 2.59 1.27 6.00 2.65 409.45 x 0.012 0.95 0.43 9.03 9.03 2.44 2.65 1.34 6.50 2.73 409.53 * 0.012 0.99 0.45 9.03 9.03 2.47 2.73 1.42 7.00 2.81 909.51 * 0.012 1.03 0.95 9.03 9.03 2.51 2.81 1.50 7.50 2.B9 409.69 * 0.012 1.07 0.48 9.03 9.03 2.56 2.89 1.56 FIrE `d�. �. ,=4 L� - 18' �r C 1.93� OJ,L�T: -'_CC. EC _'��__ . �G�.� , =I�.-�`r: � JJNC N0. 2: OVERFLOW-EL: 411.39 BEND: 22 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.17 �; ;C"S) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI +,..*��****+******�**+�+��+**+**+�*++****+**+.**************+****+***,.****+****� 0.41 1.48 409.05 * 0.012 0.24 0.18 2.24 2.24 1.46 1.98 0.31 0.82 1.4B 409.05 * 0.012 0.34 0.25 2.24 2.29 1.48 1.48 0.49 1.23 1.50 409.07 * 0.012 0.42 0.31 2.26 2.26 1.50 1.49 0.54 1.64 1.52 409.09 * 0.012 0.49 0.36 . 2.26 2.28 1.52 1.50 0.62 2.05 1.55 409.12 * 0.012 0.55 0.40 2.30 2.30 1.55 1.53 0.69 2.96 1.59 409.16 * 0.012 0.60 0.44 2.34 2.34 1.59 1.55 0.74 2.87 1.64 909.21 * 0.012 0.65 0.47 2.37 2.37 1.64 1.59 0.79 3.28 1.69 409.26 * 0.012 0.70 0.51 2.42 2.42 1.69 1.63 O.B3 3.69 1.76 409.33 * 0.012 0.74 0.54 2.97 2.47 1.76 1.67 0.87 9.10 1.82 409.39 * 0.012 0.78 0.57 2.52 2.52 1.82 1.72 0.90 4.51 1.90 4�9.47 * 0.012 0.82 0.60 2.59 2.59 1.90 1.78 0.92 4.92 1.98 409.55 * 0.012 0.86 0.63 2.65 2.65 1.98 1.84 0.99 5.33 2.08 409.65 � 0.012 0.89 0.66 2.73 2.73 2.08 1.90 0.95 �2006 D.R STRONG Consulting Enginecrs Inc. 42 Honey Bmoke West Technical Information Report Renton,Washington 5.�4 2.17 409.�4 * G.0'_2 0. 93 0.69 2.81 2.81 2.17 1.97 0.96 6.15 2.28 409.85 � 0.012 0.96 0.71 2.89 2.B9 2.28 2.05 0.97 PIPE N0. 3: 145 Lr - 12"CP @ 5.55$ OUTLET: 407.57 INL�T: 415.62 INTYP: 5 TJNC NO. 3: OVERFLOW-EL: 418.77 3END: 0 DEG DIA/N'IDTH: 2.0 Q-RATIO: 0.40 Q(CFS) HW(r T) HW ELEV. * N-E'AC DC DN TW DO DE HWO HK'I **,.**+****>*+*******+�++*�****.*_+�+*�+��****,.*+*���*�**+***�*.**���.**.**�*x*�+ 0.35 0.30 415.92 * 0.012 0.25 0.14 1.48 1.46 0.25 ***** 0.30 �� 0.70 0.45 416.07 * 0.012 0.35 0.19 1.48 1.46 0.35 ***** 0.45 � 1.05 0.57 416.19 * 0.012 0.44 �.23 1.50 1.50 0.44 ***** 0.5� 1.40 0.68 416.30 * 0.012 0.51 0.27 1.52 1.52 0.51 **�** O.EB 1.75 0.79 416.41 * 0.012 0.57 0.30 1.55 1.55 0.57 **}** 0.79 2.10 O.B8 416.50 * 0.012 0. 62 0.33 1.59 1.59 0.62 ***** 0.8� 2.45 0.98 416.60 * 0.012 0.68 0.36 1.64 1.64 0.68 ***** 0.9� 2.80 1.08 416.70 * 0.012 0.72 0.39 1.65 1.69 0.72 ***** 1.OE � 3.15 1.19 416.81 * 0.012 0.77 0.91 1.76 1.76 0.77 ***** 1.15 3.50 1.32 416.94 * 0.012 0.80 0.94 1.82 1.82 0.80 **t** 1.3� 3.85 1.47 417.09 * 0.012 0.84 0.46 1.90 1.90 0.84 ***** 1.4� 4.20 1.62 417.24 * 0.012 0.87 0.48 1.98 1.98 0.87 *}*** 1.62 9.55 1.79 417.41 * 0.012 0. 90 0.51 2.08 2.08 0.90 ***** 1.79 4.90 1.98 41i. 'c'� * 0.012 0. 92 0.53 2.1i 2.1� 0. 92 **}** 1. 98 5.25 2.17 417.79 * 0.012 0.93 0.55 2.28 2.28 0.93 ***** 2.17 PIPE N0. 4: 15� Lr - 12"C? @ 8.46� OJ'"LET: 415.62 INLET: 428.73 INTYP: � JUNC N0. 4: OVERFLOW-EL: 431.89 BEND: 0 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.6� Q(CFS) HW(rT) HW ELEV. * N-FAC DC DN TW DO DE HWO HW- **���****++*�***.�***++*�*****+*+,.**,.****�**++#*��+*�*+��****+*+*************��. 0.25 0.24 926.97 * 0.012 0.21 0.11 0.30 0.30 0.21 ***** 0.24 0.50 0.36 429.09 * 0.012 0.30 0.15 0.45 0.45 0.30 ***** 0.3c 0.75 0.46 429.19 * 0.012 0.37 0.18 0.57 0.57 0.37 ***** 0.4E 1.00 0.55 429.28 * 0.012 0.43 0.21 0.68 0.68 0.43 ***** 0.5� 1.25 0.63 429.36 * 0.012 0.48 0.23 0.79 0.79 0.98 ***** 0.63 1.50 0.71 429.44 * 0.012 0.53 0.25 0.86 0.88 0.53 ***** 0.71 1.76 0.78 429.51 * 0.012 0.57 0.27 0.98 0.98 0.57 ***** 0.76 2.01 0.86 429.59 * 0.012 0.61 0.29 1.OB 1.08 0.61 ***** 0.85 2.26 0.93 429.66 * 0.012 0.65 0.31 1.19 1.19 0.65 ***** 0.9� 2.51 1.G1 429.74 * 0.012 0.68 0.33 1.32 1.32 0.68 ***** 1.01 2.76 1.C8 429.61 * 0.012 0.72 0.34 1.47 1.47 0.72 ***** 1.Oc 3.01 1.16 429.89 * 0.012 0.75 0.36 1.62 1.62 0.75 ***** 1.1� 3.26 1.26 929.99 * 0.�12 0.'l8 0.37 1.79 1.79 0.78 ***** 1.�6 3.51 1.36 430.09 * 0.012 0.81 0.39 1.98 1.98 0.81 ***** 1.36 3.76 1.47 430.20 * 0.012 0.83 0.40 2.17 2.17 0.83 ***** 1.47 PIrE N�. �: "�35 LF - �2"CP @ 2.�E� OUT��T: 428.-3 IbILE"': 432.32 INTYP: � JUNC NO. 5: OVERFLOW-�L: 436.25 BEND: 1 DEG DIA/WIDTH: 2.0 Q-RATI0:44.5c Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *�*****�*.*#***�***#*.�****+**++*�+*++*+**+.**�*******�k*�**��+*�+��********x�. 0.15 0.20 932.52 * 0.012 0.16 0.11 0.24 0.24 0.16 ***** 0.2:� OO 2006 D.R STRONG Consulting Engineers Inc. 43 Honey Brooke 1�'est Technical Information Report Renton,Washington I � i Q.'s0 0.30 432.62 * 0.012 0.23 0.15 0.36 C.36 0.23 ***** 0.30 � 0.96 0.37 932.69 * 0.012 0.29 0.19 0.46 0.46 0.29 ***** 0.37 � 0.61 0.44 432.�6 * 0.012 0.33 0.22 0.55 0.55 0.33 ***** 0.49 I 0.76 0.50 432.62 * 0.012 �.37 0.24 0.63 0.63 0.37 ***** 0.50 � 0.91 0.55 432.67 * 0.012 0.41 0.26 0.71 0.71 0.41 ***** 0.55 1.07 0.60 432.92 * 0.012 0.44 0.28 0.78 0.78 0.44 ***** 0.60 1.22 0.66 432.98 * 0.012 0.47 0.30 0.86 0.66 0.47 ***** 0.66 1.37 0.71 933.03 * 0.012 0.50 0.32 0.93 0.93 0.50 ***** 0.71 1.52 0.76 433.08 * 0.012 0.53 0.34 1.01 1.01 0.53 ***** 0.76 1.66 0.80 933.12 * 0.012 0.56 0.36 1.08 1.08 0.56 ***** 0.60 1.83 0.85 433.17 * 0.012 0.58 0.37 1.16 1.16 0.56 ***** 0.65 1.98 0.90 433.22 * 0.012 0.61 0.39 1.26 1.26 0.61 ***** 0.90 2.13 0.95 433.27 * 0.012 0.63 0.41 1.36 1.36 0.63 ***** 0.95 2.29 1.00 433.32 * 0.012 0.65 0.42 1.47 1.47 0.65 ***** 1.00 ?=P� ?dC. b: 5F_, =F - _L' �P � G.�. : ,.,____ . 932.�� -°�L�'�'. '_��.SJ =2.'�=P: `_ QiCFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI _��,.�*++*��*��*�+**.�.***�+�.****+**�t*�**�*******+******,.�*+**+*,.******�******* ��.00 0.04 432.64 * 0.012 0.03 0.03 0.20 0.20 0.03 0.04 0.03 0.01 0.05 932.65 * 0.012 0.04 0.04 0.30 0.30 0.05 0.05 0.04 0.01 0.10 432.70 * 0.012 0.05 0.05 0.37 0.37 0.10 0.10 0.05 e.oi 0.16 432.76 * 0.012 0.05 0.06 0.44 0.49 0.16 0.16 0.06 0.02 0.22 432.82 * 0.012 0.06 0.06 0.50 0.50 0.22 0.22 0.07 0.02 0.28 432.68 * 0.012 0.06 0.07 0.55 0.55 0.28 0.28 0.07 0.02 0.33 932.93 * 0.012 0.07 0.07 0.60 0.60 0.33 0.33 0.08 0.03 0.38 432.98 * 0.012 0.07 0.07 0.66 0.66 0.38 0.38 0.09 0.03 0.43 933.03 * 0.012 0.06 0.08 0.71 0.71 0.43 0.43 0.09 � 0.03 0.48 433.08 * 0.012 0.08 0.06 0.76 0.76 0.48 0.48 0.10 0.04 0.53 433.13 * 0.012 0.08 0.09 0.80 0.80 0.53 0.53 0.10 '� G.04 0.56 933.18 * 0.012 0.09 0.09 0.85 0.85 0.56 0.58 0.11 0.04 0.63 433.23 * 0.012 0.09 0.09 0.90 0.90 0.63 0.63 0.11 0.05 0.67 433.27 * 0.012 0.09 0.10 0.95 0.95 0.67 0.67 0.12 ��I 0.05 0.72 433.32 * 0.012 0.10 0.10 1.00 1.00 0.72 0.72 0.12 �ACK'�ATER CO^:PliTER PR0�2AM FGR P�?ES Pipe data from file:CB #26 TO CB #5.bwp Surcharge condition at intermediate junctions ' Tailwater Elevation:433.32 feet Discharge Range:0.5 to 2.5 Step of 0.5 [cfs] � �verflow Elevation:457.73 feet � Weir:NONE i Jpstream Velocity:0. ree_/se� rI_� `d�. _. 31 L= - 1�' ,._ a 2., - �J'_'iE,. 4'�.�� �_.L�T: 9�.,.� _ -t:^_F: � J'J?�C N0. 1: OVERFLOW-EL: 436.24 BEND: 40 DE� DIA/WIDTH: 2.0 Q-RATIO: C.04 i Q;:�rS) HW(ET) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI I� *,�+�********+*+*�**.f�******+�***��+�***�**+***�***�*******�******,.*****�*+•+* I 0.50 0.38 433.62 * 0.012 0.30 0.19 1.00 1.00 0.30 ***** 0.38 i ��2006 D.R.STRONG Consulting Engineers Inc. 44 Honey Bmoke West � Technical Information Report Renton,Washington I 1.00 0.57 433.B1 * O.G12 0.43 0.27 1.00 1.00 0.43 ***** 0.57 1.50 0.71 433,95 * 0.012 0.52 0.33 1.00 1.00 0.52 ***** 0.71 2.00 0.85 434.09 * 0.012 0.61 0.38 1.00 1.00 0.61 ***** 0.85 2.50 0.97 434.21 * 0.012 0.68 0.43 1.00 1.00 0.68 ***t* 0.97 PIPE NO. 2: 43 LF - 12"CP @ 14.05$ OUTLET: 433.24 INLET: 439.26 �NTYP: 5 JUNC NO. 2: O�IERFLOW-E�: 442.31 BEND: 41 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.43 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ****++********++****+****+***+�****�*+***�*************k*+*******+**********+** 0.48 0.32 439.60 * 0.012 0.29 0.13 0.38 0.38 0.29 ***** 0.32 0.96 0.51 439.79 * 0.012 0.42 0.18 0.57 0.57 0.42 ***** 0.51 'i 1.94 0.66 439.94 * 0.012 0.51 0.22 0.71 0.71 0.51 ***** 0.66 ! 1.91 0.81 490.09 * 0.012 0.59 0.25 0.85 0.85 0.59 ***** 0.81 i 2.39 0.95 440.23 * 0.012 0.67 0.28 0.97 0.97 0.67 ***** 0.95 PIPE NO. 3: 215 LF - 12"CP @ 6.15$ OUTLET: 439.28 INLET: 952.50 INTYP: 5 JUNC N0. 3: OVERFLOW-EL: 455.68 BEND: 10 DEG DIA/WIDTH: 2.0 Q-RATIO: G. E� Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO 3wI ****�*+***+***+*****��***�******+**+****+*****+********�********+**********.�++ 0.33 0.29 952.79 * 0.012 0.24 0.13 0.32 0.32 0.24 ***** 0.25 0.67 0.44 452.94 * 0.012 0.35 0.18 0.51 0.51 0.35 ***** 0.94 1.00 0.56 453.06 * 0.012 0.43 0.22 0.66 0.66 0.43 ***** 0.56 1.34 0.67 453.17 * 0.012 0.49 0.26 O.B1 �.B1 0.49 ***** 0,6� 1.67 0.78 453.28 * 0.012 0.55 0.29 0.95 0.95 0.55 ***** 0.76 PIPE id0. 9: 45 LF - __ '�P @ 2.��� OUTL�T: 452.50 =NLET: =5�.�3 Ii�TI'=: 5 Q(CFS) HW('r'T) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *f*******ik*****************#*********+k*******************yr****iki�********#****** 0.18 0.22 454.95 * 0.012 0.18 0.13 0.29 0.29 0.18 ***** 0.22 0.36 0.33 455.06 * 0.012 0.25 0.17 0.44 0.44 0.25 ***** 0.33 0.54 0.41 455.14 * 0.012 0.31 0.21 0.56 0.56 0.31 ***** 0.41 0.73 0.48 455.21 * 0.012 0.36 0.24 0.67 0.67 0.36 ***** 0.48 0.91 0.55 455.28 * 0.012 0.40 0.27 0.78 0.78 0.40 ***** 0.55 002006 D.R STRONG Consulting Engineers Inc. 45 Honey Brooke West Technical Information Report Renton,Washington 3�_�KVyATER COM?UTER ?ROGRAM FOR PIPES ?ipe da�a from file:CB €30 TO CB #27.bwp Surcharge condition at intermediate junctions Tailwater Elevation:953.28 feet Discharge Range:0.1 to 0.5 Step of 0.1 [cfs] .,-.�erflow Elevation:955.77 feet Weir:NONE i;pstrea.*n Veloci=y:0. feet/sec pIPE N�. 1: 2E �F - ;2"CP �a 1.0�� OUTLET: -_�2.�G =PdLE'": 452.i? �t`TYF: 5 ;��,;CFS) Hk'{FT) HW ELEV. � N-FAC DC DN TW DO DE HWO Hw'I x,._�***,r**#**�*+**�*�*+**:*�******+*+�*�*.t+++**�*******+.*#+*+*****+*****+**** 0.10 0.51 453.2B * 0.012 0.13 0.11 0.78 0.78 0.51 0.51 0.17 0.20 0.52 453.29 * 0.012 0.19 0.16 0.78 0.78 0.51 0.52 0.24 0.30 0.52 453.29 * 0.012 0.23 0.19 0.�8 0.78 0.51 0.52 0.30 0.40 0.53 453.30 * 0.012 0.27 0.22 0.78 0.78 0.51 0.53 0.35 C.SC C.�S _53.3� - �.�12 G.3C G.2= C.�., U.-8 0.�1 C.�S �.4�� ��.CKwATE� CON?UTER ?�OGFcAM FOR PIP�S :ipe data from file:CB #25 'PO CB €28.bwp Surcharge condition at intermediate jnnctions Ta�lwater Elevation:940.23 feet Discharge Range:0.1 to 0.5 Step of 0.1 [cfsJ Over=low Eleva�ion:942.41 feet 4�eir:NONE Cpstream ��elo�i�y:0. �eet/sec PIPE N0. 1: 26 LF - 12"C: @ 0.5�� OUTLET: '39.28 =PdLE^: 439.41 _iv'TY'P: 5 Q(CFS} HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO i3StiI **.+*.*�*�**�.+***�**+*+*�******+***+��***�**,.+*�++***+*+***+*,.***�***++*�+**�x 0.10 0.83 4�0.24 � 0.012 0.13 0.14 0. 95 0.95 0.83 0.83 0.17 0.20 0.83 44�.24 * 0.012 0.19 0.19 0.95 0.95 0.83 0.83 0.25 0.30 O.B3 440.24 * 0.�12 0.23 0.23 0.95 0.95 0.83 0.83 0.30 0.40 0.64 940.25 * 0.012 0.27 0.26 0.95 0.95 0.83 �.84 0.36 0.50 O.E4 440.25 * 0.012 �.30 0.29 0. 55 0.95 0.63 0.89 0.90 �2006 D.R.STRONG Consulting Engineers lnc. 46 Honey Brooke�'��est Technica]Information RepoR Renton,VVashinc on i BACFCWATER COMPUTER PROGFcAM FOR PIPES ?ipe data from file:CB #8 TO C3 #4.bwp ISurcharge condition at in`ermediate junctions , Tailwater Elevation:430.02 feet Dis�harge Range:0.5 to 1. Step of 0.1 [cfs) Overflow Elevation:431.B9 feet Weir:NO*IE Upstream Velocity:0. Feet/sec PIPE N0. 1: 31 LF - 12"CP @ 0.52$ OUTLET: 428.73 INLET: 428.89 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *+**+*+*+++********+++�*�*�*��+*+***+********++**+***+**********�***+*�*�****** 0.50 1.15 430.04 * 0.012 �.30 0.29 1.29 1.29 1.14 1.15 0.40 , 0.60 1.15 430.04 * 0.012 0.33 0.32 1.29 1.29 1.1� 1.15 0.44 �', 0.70 1.16 430.05 * O.G12 0.35 0.35 1.29 1.29 1.14 1.16 0.48 ' 0.80 1.17 430.06 * 0.012 0.38 0.37 1.29 1.29 1.14 1.17 0.52 0.90 1.18 430.07 * 0.012 0.40 0.40 1.29 1.29 1.15 1.18 0.56 I '_.CG 1._9 430.G8 * 0.0"_2 �.�3 C.92 "_.29 1.29 '.l� 1.,9 0.59 ��,rry��"'EF. :0*IPJ�'E� ?�O:�R.F.I�? ��?. PIPES =_pe data from file:CB #9 TO CB #�.bwp S�.:rcharge condition at intermediate junctior.s Tai�water Elevation:417.79 feet D_s�harge Range:0.5 to 1. ���� c_' .,. _ [c�s] vT.erflow Elevation:41E.78 fee� Weir:NONE Upstream Velocity:G. reet!sec ==PE N0. 1: 31 LF - 12"CP @ 0.�2$ OliTLET: 415.62 INi�T: 4i5.78 INTYP: � Q{CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ****�+***�*�***�*.*��.����***,.*�,,++******+�**��*�****++��+**�*****+**********�* 0.50 2.03 417.81 * 0.012 0.30 0.29 2.17 2.17 2.02 2.03 0.40 0.60 2.03 917.81 * 0.012 0.33 0.32 2.17 2.17 2.02 2.03 0.44 0.70 2.04 417.82 * 0.012 0.35 0.35 2.17 2.17 2.02 2.04 0.49 0.80 2.05 417.83 * 0.012 0.3H 0.37 2.17 2.17 2.02 2.05 0.52 0.90 2.06 417.64 * 0.012 0.40 0.40 2.17 2.17 2.03 2.06 0.56 1.00 2.07 917.85 * C.���12 0.43 Q.42 2.17 2.1? 2.03 2.07 D.55 I I �"_'006 D.R.STRONG Consulting Eneineers Inc. 47 Honey Brooke West Technical infonnation Report Ren[on,��`ashington BACKWATER COM?L'TER PROGRAM FOR PIPES � Pipe data from file:CB #10 TO CB #2.bwp Surcha�ge condition at in�ermediate junctions Tailwater Elevation:409.83 feet Discharge Range:0.1 to Q.5 Step �f �.1 [cfs] Over�low Eleva�ion:411.39 feet Weir:NONE , Upstream Velocity:0. �eet/sec � PIPE N0. 1: 31 LF - 12"CP @ 2.65$ OUTLET: 407.57 INLET: 408.39 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ****++*+#+*#+****+**++*�*+�*�*****+*+*+***��*�**�***+t*+*�+*�****+*#*+t*�*****� 0.10 1.45 409.84 * 0.012 0.13 0.09 2.26 2.26 1.45 1.95 0.16 0.20 1.44 409.83 * 0.012 0.19 0.13 2.26 2.26 1.44 1.44 0.24 0.30 1.45 409.84 * 0.012 0.23 0.15 2.26 2.26 1.49 1.95 0.25 0.40 1.45 409.84 * 0.012 0.27 0.�8 2.26 2.26 1.44 1.45 0.34 �.�0 =.45 9Qy.E4 * C.C=� 0.?C 0.20 2.�c 2.�6 1.45 =.�� C.�9 __.�1G,=._�_. ��,"=LT�?. PR.;�Ry'✓_ _��?. _IPES _`i--= da_a =-��_ �i-=:�= =_1 =: __ �i.� ��_�:,a= �.nc��_on a� _---�r���a���_ - ..��_.,._� Tailwater Eleva�'o�:4u5.6i �ee: Discharge Range:0.5 to 1.5 Step of 0.1 [c_`s] Overflow Elevation:411.s =eet Weir:NONE �T'J-S_�EGrl \�C1��1�Y�:1.'. _P��:jjF'= ='IPE P;�O. 1: _'1 LF - 12"CF @ �.23� �J"LET: 4G?.30 I'dLE": �UB.�� I?J^_'�'F: 5 Q(CFS) Hk'(FT) E?W ELEV. * N-FAC DC DN TW DO DE HWO _ri I ****t*++**********+�*+*******+*+*«**********+**+*+******+***+**+****++******,-.. 0.50 1.39 909.69 * 0.012 0.30 0.19 2.37 2.37 1.38 1.39 0.34 0.60 1.39 409.69 * 0.012 0.33 0.20 2.37 2.37 1.38 1.39 0.93 0.70 1.40 409.70 * 0.012 0.35 0.22 2.37 2.37 1.38 1.40 0.4? 0.80 1.41 409.71 * 0.012 0.36 0.23 2.37 2.37 1.38 1.41 0.51 0.90 1.42 409.72 * 0.012 0.90 0.25 2.37 2.37 1.39 1.92 0.54 1.00 1.43 909.73 * 0.012 Q.43 0.26 2.37 2.37 1.39 1.43 0.5B 1.10 1.44 409.74 * 0.012 0.45 0.27 2.37 2.37 1.40 1.94 0.61 1.20 1.45 409.75 * 0.012 0.47 �.29 2.37 2.37 1.40 1.45 0.65 1.30 1.47 409.77 * 0.012 0.49 0.30 2.37 2.37 1.41 1.47 O.EE 1.40 1.98 909.�8 * O.Q12 0.51 0.31 2.37 2.37 1.41 1.48 0.7_ _.._.J _.�'� ___ . _'J * _ . ___. .. . �� J. .7L _...� �._ _.-._ -. __ .,. � �.'?006 D. R.STRO':�'G Consultine Eneineers Inc. 48 Honev Brooke\�'est Technical Information Report Renton,�'�ashington � j T3ACKWATER COMPUTER FROGRAM rOR F�PES Pipe c�ta from file:CB #21 TO INLET2.bsap Surcharge conditior. at intermediate junctions Tailwater Ele�atior.:909. 03 feet Discharge Range:0.5 to 10. Step of 0.5 [cfs] OverFlow Elevation:448.04 feet Weir:NONE Upstream Velocity:0. feet/sec PIPE NO. 1: 73 LF - 1B"CP @ 9.29� OUTLET: 400.00 INLET: 406.80 INTYP: 5 II JUNC NO. 1: OVERFLOW-EL: 411.46 BEND: 90 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW E�T.,EV. * N-FAC DC DN TW DO DE HWO AWI +****+**+*+********+*�*��*�****�*,.***+***+******+�*+********+***+******�**+**�* 0.50 2.24 409.04 * 0.012 0.27 0.13 9.03 9.03 2.24 2.29 0.28 1.00 2.24 409.04 * 0.012 0.36 0.18 9.03 9.03 2.24 2.29 0.44 1.50 2.26 909.06 * 0.012 0.46 0.22 9.03 9.03 2.24 2.26 0.57 2.00 2.29 909.09 * 0.012 0.54 0.25 9.03 9.03 2.25 2.29 0.68 2.50 2.32 909.12 * O.Oi2 0.60 0.28 9.03 9.03 2.27 2.32 0.78 3.00 2.36 409.16 * 0.012 0.66 0.30 9.03 9.03 2.28 2.36 0.86 3.50 2.41 409.21 * 0.012 0.72 0.33 9.03 9.03 2.30 2.41 a. 96 4.00 2.47 409.27 * 0.012 0.77 0.35 9.03 9.03 2.32 2.47 1.07 4.50 2.53 409.33 * 0.�12 0.82 0.37 9.03 9.03 2.34 2.53 1.17 5.00 2.60 409.40 * 0.012 0.87 0.39 9.03 9.03 2.37 2.60 1.26 5.50 2.68 409.48 * O.D12 0.91 0.41 9.03 9.03 2.40 2.68 1.36 6.00 2.76 409.56 * 0.012 0.95 0.43 9.03 9.03 2.43 2.'76 1.45 6.50 2.85 409.65 * 0.012 0.99 0.44 9.03 9.03 �2.47 2.65 1.55 7.00 2.95 409.75 * 0.012 1.03 0.46 9.03 9.03 2.51 2. 95 1.65 7.50 3.06 409.86 * 0.012 1.07 0.46 9.03 9.03 2.55 3.06 1.75 8.00 3.17 409.97 * 0.012 1.10 0.50 9.03 9.03 2.59 3.i7 1.85 8.50 3.29 410.09 * 0.012 1.13 0.51 9.03 9.03 2.64 3.29 1.96 9.00 3.42 410.22 * 0.012 1.17 0.53 9.03 9.03 2.69 3.42 2.10 9.50 3.56 410.36 * 0.012 1.20 0.59 9.03 9.03 2.74 3.56 2.23 10.00 3.70 410.50 * 0.012 1.22 0.56 9.03 9.03 2.80 3.70 2.37 PIPE tvG. 2: 27 LF - 18"CP C �.53'� OUTL�`I: 4G6.60 I1QLE'_': �C6.7? In^_'�r: � JUP�C N0. 2: OVERFLOk�-EL: 411.74 BEN�: 25 DEG DIA/WIDTH: 2.0 Q-RATIO: 0. �8 Q(CFS) HW(FT) HW �LEV. * N-FAC DC DN TW DO DE HWO HWI ' ��+*+�****�*********����*+�*+******+�***+*��+**�*******+*�+**+*��***++�*****��* C.50 2.08 409.05 * 0.012 0.27 0.25 2.24 2.24 2.06 2.08 0.35 1.00 2.08 409.05 * 0.012 0.38 0.39 2:24 2.24 2.08 2.08 0.��� 1.50 2.11 409.08 * 0.012 0.46 0.42 2.26 2.26 2.10 2.11 0.62 2.00 2.14 909.11 * 0.012 0.54 0.49 2.29 2.29 2.13 2.19 0.72 2.50 2.19 409.16 * 0.012 0.60 0.55 2.32 2.32 2.17 2.19 0.82 ', 3.00 2.25 409.22 * 0.012 0.66 0.60 2.36 2.36 2.21 2.25 0.9C I 3.50 2.32 409.29 * 0.012 0.72 0.65 2.41 2.91 2.27 2.32 0.98 � 4.00 2.40 909.37 * 0.012 0.77 0.71 2.47 2.47 2.33 2.40 1.0� 4.50 2.46 409.45 * 0.012 0.82 0.75 2.53 2.53 2.40 2.98 1.13 5.00 2.58 409.55 * 0.012 0.87 0.60 2.60 2.60 2.48 2.58 1.21 5.50 2.69 409.66 * 0.012 0.91 0.85 2.68 2.68 2.57 2.69 1.27 OO 2006 D.R.STRONG Consultine Engineers Inc. 49 Honer'Brooke West Technical]nformation Report Renton,�'.'ashinoton 6.CG 2.82 �09.;9 * 0.012 C. 95 �. 9�� 2.70 2.�� 2. 6? 2. �2 1.34 E.50 2.95 �09.92 * 0.012 0. 99 0. 95 2.85 2.85 2.7� 2.95 1.41 7.00 3.09 �10.06 * 0.012 1.03 1.00 2.95 2.95 2.88 3.�9 1.4� 7.50 3.24 �10.21 * 0.012 1.0� 1.05 3.06 3.05 3.01 3.24 1.�4 8.00 3.40 �10.37 * 0.012 1.10 1.11 3.17 3.17 3.14 3.90 1.6� 8.50 3.58 410.55 * 0.012 1.13 1.17 3.29 3.29 3.27 3.58 1.6� 9.00 3.�6 410.73 * 0.012 1.17 1.23 3.42 3.42 3.42 3.76 1.76 9.50 3.95 �10.92 * 0.012 1.20 1.33 3.56 3.56 3.58 3.95 1.85 10.00 4.16 411.13 * 0.012 3.22 1.50 3.70 3.70 3.74 4.16 1.94 PIPE N0. 3: "_26 L� - 18"CP @ 5.11� OUTL�T: 406.9? INLEm: 413.41 IN^YP: 5 JUNC NO. 3: OVERFLOW-EL: �18.41 BEND: 21 D�G DIA/A'IDTH: 2.0 Q-�AmIO: O.C5 Q(CFS) HW(E'T) HW ELEV. * N-FAC DC DN TW DO DE fiW0 HWI ****�*******+*****+*�*�*+*****��*�************+*+***+**+�*******************+*� 0.4E 0.30 413.71 * 0.012 0.26 0.19 2.06 2.08 0.26 ***** C.30 0.93 0.45 413.86 * 0.012 0.36 0.20 2.OB 2.08 0.36 ***** 0.45 1.39 0.56 413.97 * 0.012 0.45 0.24 2.11 2.�1 0.45 ***** C.SF 1.85 0.66 414.07 * 0.012 0.52 0.28 2.14 2.14 0.52 ***** 0.6c 2.31 0.75 414.16 * 0.012 0.58 0.31 2.19 2.19 0.58 ***** 0.75 2.i8 0.83 414.24 * 0.012 �.64 0.34 2.25 2.25 0. 64 ***** 0.83 3.24 0.90 414.31 * 0.012 0.69 0.36 2.32 2.32 0. 69 ***** 0.9G 3.i0 0.98 414.39 * 0.012 0.74 0.39 2.40 2.40 0.74 ***** 0.98 4.17 1.04 914.45 * 0.012 0.79 0.41 2.46 2.48 0.�9 ***** 1.C4 4.63 1.11 414.52 * 0.012 0.83 0.44 2.56 2.58 0.83 ***** 1.11 5.09 1.17 414.58 * 0.012 0.87 0.46 2.69 2.69 0.87 ***** 1.1- 5.56 1.23 419.64 * 0.012 0.91 0.48 2.82 2.82 0.91 ***** 1.2� 6.D2 L 29 �14.70 * 0.012 0. 95 0.50 2.95 2.95 0. 95 ***** 1.29 6.4B 1.35 914.76 * 0.012 0.49 0.52 3.09 3.05 0.99 ***** 1.35 6.94 1.41 919.E2 * �.012 1.03 0.54 3.24 3.24 1.03 ***** 1.41 7.41 1.46 �14.87 * 0.012 1.06 0.56 3.40 3.40 1.06 ***** 1.45 7.87 L 52 �14. 93 * 0.012 1.09 0.57 3.58 3.58 1.09 ***** 1.�� 8.33 1.58 414.99 * 0.012 1.12 0.59 3.76 3.76 1.12 ***** 1.�E 8.8� 1.66 415.07 * �.012 1.15 0.61 3.95 3.95 1.15 ***** 1.66 9.26 1.73 415.14 * 0.012 1.18 0.63 4.16 4.16 1.18 ***** 1.73 ==PE NC. 4: 9B �F - 18"CP @ °.21=� OL'TL�T: 413.�1 INLET: �1�.E3 INTYP: 5 JUNC N0. 4: OVERrLOW-EL: 421.63 33ND: 38 DEG DIA/WIDTH: 2.0 Q-RATIC: O.E1 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI .**�+*�****+********+******�**�***********************�*�***********��**�****** 0.44 0.26 418.09 * 0.012 0.25 0.12 0.30 0.30 0.25 ***** 0.26 0.68 0.40 418.23 * O.G12 0.35 0.17 0.45 0.45 �.35 *�*** 0.4C i.32 0.52 418.35 * 0.012 0.44 0.21 0.56 0.56 0.44 ***** 0.52 1.76 0.61 418.44 * 0.012 0.50 0.24 0.66 0.66 0.50 ***** 0.61 2.20 0.70 418.53 * 0.012 0.57 0.26 0.75 0.75 0.57 ***** 0.7C 2.65 0.78 418.61 * 0.012 0.62 0.29 O.B3 0.83 0.62 ***** 0.78 3.09 O.Bb 918.69 * 0.012 0.67 0.31 0_90 0.90 0.67 ***** 0.86 3.53 0.93 418.76 * 0.012 0.72 0.33 0.98 0.98 0.72 ***** 0.93 3.97 1.00 418.63 * 0.012 0.77 0.35 1.04 1.04 0.77 ***** 1.00 4.41 1.06 418.89 * 0.012 O.B1 0.37 1.11 1.11 0.81 ***** 1.G� 4.65 1.13 416.96 * 0.012 0.65 0.38 1.17 1.17 0.85 ***** 1.13 �2006 D.R.STRONG Consulting Eneineers Inc 50 Honey Brooke W'est Technieal Information Report Renton.�'ashin�ton 5.29 1.19 419.02 * 0.012 0.89 0.40 1.23 1.23 0.89 ***** 1.19 5.73 1.25 419.08 * 0.012 0.93 0.42 1.29 1.29 0.93 ***** 1.25 6.17 1.31 419.14 * 0.012 0.97 0.43 1.35 1.35 0.97 ***** 1.31 6.61 1.37 419.20 * 0.012 1.Q0 0.45 1.41 1.41 1.00 **�** 1.37 7.05 1.93 919.26 * 0.012 1.03 0.96 1.46 1.96 1.03 ***** 1.93 7.50 1.49 919.32 * 0.012 1.07 0.46 1.52 1.52 1.0� ****� 1.99 7.94 1.55 419.38 * 0.012 1.10 0.49 1.58 1.56 1.10 ***** 1.55 8.38 1.61 419.49 * 0.012 1.13 0.51 1.66 1.66 1.13 ****} 1.61 B.B2 1.69 419.52 * 0.012 1.15 0.52 1.73 1.73 1.15 ***** 1.69 PIPE IJO. �: 44 LF - 1�"CP @ 9.45� OUTiET: 41�.83 INLET: 421.95 INmYP: � JUNC N0. 5: OVERFLOW-E�: 425.99 BEND: 32 DEG DIA/WIDTH: 2.0 Q-?�P.TIO: Q.11 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI +***+*****+�**�.*****t*+�**t��.*�+**+**�***�***+***+*****+k*t***+*+*�***f�+�**+ 0.27 0.24 422.23 * 0.012 0.22 0.11 0.26 0.26 0.22 ****� 0.24 0.55 0.37 422.36 * 0.012 0.31 0.15 0.90 0.90 0.31 ***** 0.37 0.82 0.97 422.96 * 0.012 0.38 0.18 0.52 0.52 0.38 ***** 0.47 1.10 0.56 422.55 * 0.012 0.45 0.21 0.61 0.61 0.95 ***** 0.56 1.37 0.65 422.65 * 0.012 0.50 0.23 0.70 0.70 0.50 ***** C.65 1.64 0.72 422.71 * 0.012 0.55 0.26 0.76 0.7H 0.55 ***** 0.72 1.92 0.80 922.79 * 0.012 0.60 0.26 0.86 0.86 0.60 ***** 0.80 2.19 0.87 422.86 * 0.012 0.64 0.30 0.93 0.93 O.E4 ***** 0.8� 2.46 0.94 422.93 * 0.012 0.68 0.31 1.00 1.00 0.68 ***** 0.94 2.79 1.01 423.00 * 0.012 0.71 0.33 1.06 1.06 0.71 ***** 1.01 3.01 1.08 423.07 * 0.012 0.75 0.35 1.13 1.13 0.75 ***** 1.06 3.29 1.17 423.16 * 0.012 0.78 0.36 1.19 1.19 0.78 ***** 1.17 3.56 1.26 423.25 * 0.012 0.81 0.38 1.25 1.25 0.81 ***** 1.2E 3.63 1.37 423.36 * 0.012 0.84 0.90 1.31 1.31 0.64 ***** 1.37 9.11 1.46 423.47 * 0.012 0.86 0.41 1.37 1.37 0.86 ***** 1.�8 9.38 1.59 423.58 * 0.012 0.88 0.43 1.43 1.43 0.88 ***** 1.5: 4.66 1.72 423.71 * 0.012 0.90 0.44 1.49 1.49 0.90 ***** 1.�2 4.93 1.85 423.89 * 0.012 0.92 0.45 1.55 1.55 0.92 ***** 1.85 5.20 1.99 423.58 * 0.012 0.93 0.47 1.61 1.61 0.93 �**** 1.99 5.4B 2.14 424.13 * 0.012 0.94 0.46 1.69 1.69 0.94 ***** 2.14 PIPE NO. 6: 117 LF - 12"CP @ 8.56o OJTLEm: 42i. 99 INLET: 432.01 INTYP: 5 JUNC NO. 6: OVER�LOW-EL: 535.17 3�ND: 29 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.20 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HW= ��**#*�****�******�*�+**********��+*+*t****.*#�**�****«*k+********k*+****++*+_� 0.25 0.23 932.24 * 0.012 0.21 0.11 0.29 0.24 0.21 +**** 0.23 0.49 0.35 932.36 * 0.012 0.30 0.15 0.37 0.37 0.30 ***** 0.3� 0.74 0.45 432.46 * 0.012 0.36 O.1B 0.47 0.97 0.36 ***** 0.95 0.99 0.54 432.55 * 0.012 0.92 0.20 0.56 0.56 0.42 ***** 0.5� 1.23 0.61 432.62 * 0.012 0.47 0.23 0.65 0.65 0.47 ***** 0.61 1.48 0.69 932.70 * 0.012 0.52 0.25 0.72 0.72 0.52 ***** 0.69 1.73 0.76 432.77 * 0.012 0.56 0.27 0_80 0.80 0.56 ***** 0.76 1.97 0.83 432.@4 * 0.012 0.60 0.29 0.87 0.87 0.60 ***** 0.83 2.22 0.89 432.90 * 0.012 0.69 0.31 0.94 0.94 0.69 ***** 0.89 2.47 0.96 432.97 * 0.012 0.66 0.32 1.01 1.01 0.68 ****} 0.95 2.71 1.02 433.03 * 6.012 0.71 0.34 1.08 1.08 �.71 ***** 1.Q2 002006 D.R.STRONG Consulting Engineets Inc. 51 Honey Brooke West Technical Informarion Report Rentoq Washington i � I 2.96 1.09 433.10 * 0.012 0.74 0.35 1.17 1.17 0.i4 ***** 1.09 3.21 1.17 433.18 * 0.012 0.77 0.37 1.26 1.26 O.i7 ***** 1.=7 � 3.45 1.26 433.27 * 0.012 0.80 0.38 1.37 1.37 0.80 ***** 1.26 ! 3.70 1.36 933.37 * 0.012 0.82 G.40 1.48 1.48 0.82 ***** 1.36 3.95 1.46 433.97 * C.012 0.85 0.91 1.59 1.59 0.85 ****x 1.96 4.19 1.56 933.57 * C.012 0.87 0.43 1.72 1.�2 0.87 ***** 1.56 4.44 1.6B 433.69 * 0.012 0.89 0.44 1.65 1.85 0.89 ***** 1.68 4.69 1.B0 933.81 * C.�12 0. 90 0.9� 1.99 1.95 0.90 ***** 1.60 4.93 1.92 433.93 * 0.012 0.92 0.47 2.19 2.14 0.92 ***** 1.92 PI�E N0. 7: 31 LF - 12"CP @ 9.65$ OUTLET: 432.01 INLET: 435.00 INTYP: 5 �iJNC N0. 7: OVERFLOW-EL: 936.78 BEND: 29 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.30 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO 3WI ****�********+*******�*�********+**�+.*******************+*****+*****.***+***** 0.21 0.20 435.20 * 0.012 0.19 0.10 0.23 0.23 0.19 ***** - 0.20 0.41 0.31 435.31 * 0.012 0.27 0.13 0.35 0.35 0.27 ***** 0.31 0.62 0.40 435.40 * 0.012 0.33 0.16 0.45 0.45 0.33 ***** 0.40 0.82 0.48 435.48 * 0.012 0.38 0.18 0.54 0.54 0.38 ***** 0.48 1.03 0.55 435.55 * 0.012 0.43 0.20 0.61 0.61 0.43 ***** 0.55 1.23 0.61 435.61 * 0.012 0.47 0.22 0.69 0.69 0.47 ***** 0.61 1.49 0.68 435.68 * 0.012 0.51 Q.24 0.76 0.76 0.51 ***** 0.68 1.69 0.74 435.74 * 0.012 0.55 0.26 0.83 0.83 0.55 ***** 0.74 1.85 0.80 435.80 * 0.012 0.58 0.27 O.B9 0.89 0.58 ***** 0.80 2.06 0.85 435.85 * 0.012 0.62 0.29 0.96 0.96 0.62 ***** 0.85 2.26 0.91 435.91 * 0.012 0.65 0.30 1.02 1.02 0.65 ***** 0. 91 2.47 0.97 435.97 * 0.012 0.68 0.31 1.09 1.09 0.6B ***** 0.57 2.67 1.03 436.03 * 0.012 0.71 0.33 1.17 1.17 0.71 ***** 1.03 2.88 1.08 436.08 * 0.012 0.73 0.34 1.26 1.26 0.73 ***** 1.08 '� 3.08 1.15 436.15 * 0.012 0.76 0.35 1.36 1.36 0.76 ***** 1.15 � 3.29 1.23 436.23 * 0.012 0.78 0.36 1.46 1.46 0.78 ***** 1.23 3.50 1.30 436.30 * 0.012 0.80 0.37 1.56 1.56 0.80 ***** 1.30 �I 3.70- 1.39 436.39 * 0.012 0.82 0.39 1.68 1. 68 0.82 ***** 1.39 I 3.91 1.47 436.47 * 0.012 0.84 0.40 1.80 1.80 0.84 ***** 1.47 4.11 1.57 436.57 * 0.012 O.H6 0.41 1.92 1.92 0.86 ***** 1.57 I pI=.. _d�. 9. 38 �r - _�' �P � 2.=�� �ti'I=E:. 9_�. �C IIdLET: 4�5.8� =i�T'i�: � �i ��CTNC N0. 8: OVERFLOW-EL: 438.8� BEND: 33 DEG JIA/WIDTH: 2.0 Q-RATIO: O.S9 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI � .�,.*+***+***,r******+++��***�***�+*��+*+****��**�******�****+**�+******+**,t*+:*�* I I C.16 0.21 436.01 * 0.012 0.17 0.12 0.20 0.20 0.17 ***** 0.21 � C.32 0.30 436.10 * 0.012 0.24 0.17 0.31 0.31 0.24 ***** 0.30 �.47 0.38 436.18 * 0.012 0.29 0.20 0.40 0.40 0.29 ***** 0.38 0.63 0.45 436.25 * 0.012 0.34 0.23 0.48 0.48 0.34 ***** 0.45 0.79 0.51 436.31 * 0.�12 0.38 0.26 0.55 0.55 0.36 ***** 0.51 0.95 0.56 436.36 * 0.012 0.41 0.28 0.61 0.61 0.41 ***** 0.56 ' =.11 0.62 436.42 * 0.012 0.45 0.31 0.68 0.68_ 0.95 ***** 0.62 � '�.27 0..67 936.47 * 0.012 0.48 0.33 0.74 0.74 0.48 ***** 0.67 I 1.42 0.72 436.52 * 0.012 0.51 0.35 0.80 0.80 0.51 ***** 0.72 1.58 0.77 436.57 * 0.012 0.54 0.37 0.85 0.85 0.54 ***** 0.77 '_.74 0.82 936.62 * 0.�12 0.57 0.39 0.91 0.51 0.57 ***** 0.82 rJ?006 D.R.STRONG Consultine Eneineecs Ina 52 Honey Brooke West Technical]nformation Report Renton,Washington I , � � I _ _ _ �_ I :�.y� ��.a� 4��.�, - o. �1z �.�G ��.9� o.�; �.. ; �,. �� **x�Y ��. � , 2.06 0.92 436.72 * 0.012 0.62 0.42 1.03 1.03 0.62 ***** 0.:� I 2.2i 0.97 436.77 * 0.012 �.64 0.44 1.08 1.08 0.64 ***** 0..� i 2.37 1.02 43E.82 * 0.�12 0.66 0.46 1.15 1.15 0. 6b ***** 1.G� I 2.53 1.07 436.87 * 0.�12 �.69 0.46 1.23 1.23 0.69 ***** 1.C? 2.69 1.12 4.'s6.92 * 0.012 0.71 0.49 1.30 1.30 0.71 ***** 1.12 2.85 1.17 436.97 * 0.012 D.�3 0.51 1.39 1.39 0.73 ***** 1.1? 3.00 1.25 437.05 * 0.012 D.75 0.53 1.�7 1.4� 0.85 1.25 1.23 3.16 1.40 437.20 * 0.012 0.77 0.54 1.57 1.57 1.03 1.40 1.29 ;I ?IPE N0. 5: 32 �F - 12"CD @ 14.13� ODTL�T: 435.80 I?�L�T: 440.32 INTY'P: 5 JUNC N0. 9: OV�RFLOW-EL: 443..s2 BEND: 31 DEG DIA/hIDTH: 2.0 Q-RATIO: O.GS Q(CFS) HW(FT) HW �LEV. * N-FAC DC DN TW DO DE HWO HWI ****+�+*************+�**+�**_************+******�*�************+*******�**���*� 0.08 0.12 44C.49 * O.D12 0.12 0.06 0.21 0.21 0.12 ***** 0.08 0.16 0.17 44G.49 * 0.012 0.17 0.08 0.30 0.30 0.17 ***** 0.15 0.24 0.21 440.53 * 0.012 0.21 0.09 0.38 0.38 0.21 ***** 0.20 0.32 0.24 440.56 * 0.012 0.24 0.11 0.45 0.45 0.24 ***** 0.24 0.40 0.28 440.60 * 0.012 0.27 0.12 0.51 0.51 0.27 ***** 0.26 0.46 0.32 440.64 * 0.012 0.29 0.13 0.56 0.56 0.29 ***** 0.32 0.56 0.35 440.67 * 0.012 0.31 0.14 0.62 0.62 0.31 ***** 0.35 0.64 0.38 440.70 * 0.012 0.34 0.15 O.b7 p.67 0.34 ***** 0.38 0.72 0.41 440.73 * O.C12 0.36 0.16 0.72 �.72 0.3E ***** 0.41 0.79 0.44 440.76 * 0.012 D.38 0.16 0.77 0.77 0.38 ***** 0.49 0.87 Q.47 440.79 * 0.012 0.40 0.17 0.82 0.62 0.40 ***** 0.47 0.95 0.49 440.81 * 0.012 0.41 0.18 0.87 O.B7 0.41 ***** 0.49 1.03 0.52 440.84 * 0.012 0.43 0.19 0.92 0.92 0.43 ***** 0.52 1.11 0.54 440.86 * 0.012 0.45 0.19 0.97 0.97 0.45 ***** 0.5� 1.19 0.57 440.89 * 0.012 0.47 0.20 1.02 1.02 0.47 ***** 0.5; 1.27 0.59 940.91 * 0.012 0.4B' 0.21 1.07 1.07 0.48 ***** 0.59 1.35 0.61 990.93 * 0.012 0.50 0.21 1.12 1.12 0.50 ***** 0.61 1.43 0.63 440.95 * 0.012 0.51 0.22 1.17 1.17 0.51 ***** 0.63 1.51 0.66 440.98 * O.Oi2 0.53 0.22 1.25 1.25 0.53 ***** 0.66 1.59 0.68 441.00 * 0.012 0.54 0.23 1.40 1.40 0.54 ***** 0.68 - PIP� T�C.l'J. �8 �_ - 1� �P (= E.-1_ �tiT=__ . y<C.�� =N�_=. -�9 _. __ �:��°'F. ` JUNC NO.10: CVE3FLOW-EL: 4�8.G9 BF�ND: 90 JEG DIA/WIDiH: 2.0 Q-Fvn:'IO: C.52 QSCFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *�*+�*�***************�**�+****************�*************+*+***************+�*+ 0.07 0.12 445.00 * o.oiz 0.12 0.07 0.12 0.12 0.12 ***** 0.12 0.15 0.16 495.06 * 0.012 0.16 O.C9 0.17 0.17 0.16 ***** 0.18 0.22 0.23 495.11 * 0.�12 0.20 0.11 0.21 0.21 0.20 ***** 0.2� 0.30 0.27 445.15 * 0.012 0.23 0.12 0.24 0.29 0.23 ***** 0.2� 0.37 0.31 445.19 * 0.012 0.26 0.14 0.28 0.26 0.26 ***** 0.31 0.45 0.35 445.23 * 0.012 0.28 0.15 0.32 0.32 0.28 ***** 0.35 0.52 0_38 445.26 * 0.012 0_31 0.16 0.35 0.35 0.31 ****� 0.38 0.60 0.41 4�5.29 * 0.012 0.33 0.17 0.36 0.38 0.33 ***** 0.41 0.67 0.44 445.32 * 0.012 0.35 0.16 0.41 0.41 0.35 ***** 0.44 0.75 0.97 445.35 * 0.012, 0.37 0.19 0.44 0.49 0.37 ***** 0.4? 0.82 0.50 445.38 * 0.012 0.36 0.20 0.47 0.47 0.38 ***** 0.5C �?006 D.R.STRO'_VG Consultina Eneiaeers Inc. 53 Honev Bran}:���'c�' 0.90 _0.53 445.41 * 0.012 0.40 0.21 0.�9 0.49 0.40 ***** 0.53 . 0.97 0.56 445.44 * 0.012 0.42 0.22 0.52 0.52 0.42 ***** 0.56 1.05 0.56 445.96 * 0.012 0.44 0.22 0.54 0.59 0.44 ***** 0.58 1.12 O.bl 445.99 * 0.012 0.45 0.23 0.57 0.57 0.45 ***** 0.61 1.20 0.64 445.52 * 0.012 0.47 0.24 0.59 0.59 0.47 ***** 0.64 1.27 0.66 445.54 * 0.012 0.48 0.25 0.61 0.61 0.48 ***** 0.66 1.35 0.69 445.57 * 0.012 0.50 0.25 0.63 0.63 0.50 *�*** 0.69 1.92 0.71 445.59 * D.012 0.�1 0.26 0.66 O.E6 0.51 ***** 0.�1 1.50 0.74 445.62 * 0.012 0.52 0.27 0.68 0.68 0.52 *t*** 0.74 PIPE NO.11: 31 LF - 12"CP @ 0.52$ OIITLET: 445.68 INLET: 445.04 INTYP: 5 * - m W HWI V AC DC DN _W DO DE H 0 Q(CFS) HW(FT) HW ELE . N F **++***+�***+*********�+******.++*++***++*******+*�***�*****++******�**�******* 0.04 0.12 445.16 * 0.012 0.09 0.09 0.12 0.12 0.09 0.12 0.11 0.08 0.17 445.21 * 0.012 0.12 0.12 0.18 O.1B 0.12 0.17 0.15 0.12 0.21 445.25 * 0.012 �.19 0.15 0.23 0.23 0.15 0.21 0.19 0.16 0.24 445.26 * 0.012 �.17 0.17 0.27 0.27 0.17 0.29 0.22 0.20 0.24 445.28 * 0.012 0.19 0.18 0.31 0.31 0.19 ***** 0.24 0.23 0.30 445.34 * 0.012 0.20 0.20 0.35 0.35 0.22 0.30 0.27 0.27 0.32 945.36 * 0.012 0.22 0.22 0.38 0.38 0.24 0.32 0.29 0.31 0.35 445.39 * 0.012 0.24 0.23 0.41 0.91 0.27 0.35 0.31 0.35 0.37 4�5.41 * 0.012 D.25 0.25 0.94 0.44 0.30 0.37 0.33 0.39 0.40 4�5.44 * 0.012 0.26 0.26 0.47 0.47 0.33 0.40 0.35 0.43 0.42 445.4E * 0.012 0.28 0.2? 0.50 0.50 0.35 0.42 0.37 0.47 0.45 445.49 * 0.012 0.29 0.28 0.53 0.53 0.38 0.45 0.39 0.51 0.46 445.52 * 0.012 0.30 0.29 0.56 0.56 0.41 0.49 0.90 � 0.55 0.50 445.54 * 0.012 0.31 0.31 0.58 0.58 0.43 0.50 0.42 ��.59 0.52 445.56 * 0.012 0.32 0.32 0.61 0.61 0.46 0.52 0.44 C.62 0.55 445.59 * 0.012 0.33 0.33 0.64 0.64 0.49 0.55 0.45 0.66 0.57 445.61 * 0.012 0.34 0.39 0.66 0.66 0.51 0.57 0.47 0.70 0.60 445.64 * 0.012 0.35 0.35 0.69 0.69 0.54 0.60 0.48 0.�4 0.63 445.67 * 0.012 0.36 0.36 0.71 0.71 C.57 0.63 0.50 0.78 0.65 445.69 * 0.012 0.37 0.37 0.74 0.74 0.59 0.65 0.51 3ACK.'wATER CON?UTER PROGRAM FOR P=PES ' Pipe da_a 'rom '-_le:CE =2� �., C.� �1-.b•��p �urc2-iarce condi:ic� a� ir,t��e3iate ;u�c�_�ns Tailwater Elevation:43E.�6 feet Discharae Range:0.5 to 1. Step of 0.1 [c`s] Overf"_ow Elevation:494.81 feet , Weir:NONE I Jpst-ear.i Jeloc_t��:0. fee�/sec � FI_E V.^.. 1: 1��6 L= - "'_2"r'= 2 ...�L� ODT��'I: !�.S.GC ;'.d��'I': :91.�'1 =N'=�'?. 5 QICFS) HW(FT? HW ELEV. * N-FAC DC DN TW DO DE HWO riitiI *�+*��*�*************�+***+****��*��****+,.*+*�����********��****�*�*+***�***+x* 0.50 0.37 942.18 * 0.012 0.30 0.16 1.56 1.56 0.30 ***** 0.3? U.60 0.41 942.22 * 0.012 0.33 0.17 1.56 1.56 0.33 ***** 0.41 0.70 0.45 442.26 * 0.012 0.35 0.19 1.56 1.56 0.35 ***** 0.4� C�006 D.R.STRONG Consulting Eneineers Ina 54 Honey Brooke V4'est Technical Information Report Renton,Washineton i 0.80 0.49 442.30 * 0.012 0.38 0.20 1.56 1.56 0.38 ***** 0.49 0. 90 0.53 «Z.J4 * 0.012 0.40 0.21 1.56 1.56 0.40 ***** 0.53 1.00 0.56 442.37 * 0.012 0.43 0.22 1.56 1.56 0.43 ***** 0.56 I BACKWATER .^.OMPUTER PROGRAM FOR �IPES Pipe data from file:CB #22 TO CB #16.bwp ISurcharge condition at ir�e nnediate junctions Tailwater Elevation:433.93 feet Discharge Range:0.5 to 1. Step of 0.1 [cfs] O�rerflow Elevation:435.17 feet Weir:NONE Jpstream Velocity:0. feet/sec PIPE N0. 1: 31 LF - 12"CP @ 0.�2$ OIITLET: 432.01 INLET: 432.17 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *��+,r*�.�****+**+**+***********+****+****���******��**t+*+�**********+*+*.*+**� 0.50 1.78 933.95 * 0.012 0.30 0.29 1.92 1.92 1.77 1.78 0.40 0.60 1.78 933.95 * 0.012 0.33 0.32 1.92 1.92 1.77 1.78 0.44 0.70 1.79 433.96 * 0.012 0.35 0.35 1.92 1.92 1.77 1.79 0.48 0.60 1.80 433.97 * 0.012 0.38 0.37 1.92 1.92 1.77 1.80 0.52 �.90 1.81 433.98 * 0.012 0.40 0.40 1.92 1.92 1.78 1.81 0.56 _.00 1.82 �33. 9? * C.C_2 G.43 O.y2 1. :2 1.92 1.?B 1.82 0.59 ' ��.C:;wF^EF'. �OrypJ'�E'. =?.OGFS'_✓_ ,�� =IP�S ��pe data from file:CB #23 TO CB #13.bwp I S�rcharge condition at intermediate junctions 'P:ilwa.er Elevation:415.15 feet Discharge Range:0.1 to 0.5 Step of 0.1 [cfs� O.er=low Elevation:418.41 feet We1r:NONE ; Cpstream Velocity:0. feet/sec I ?lPE N0. 1: 31 LF - 12"CP @ 6.45$ OUTLET: 413.41 INLET: 415.41 INTYP: 5 I Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI +*+**,t*+**a�***+*****tt*.*++*+++*+r�r,t***+****+***r*.�+�***���**.*******�*+*+,r* 0.10 0.14 415.55 * 0.012 0.13 0.08 1.74 1.74 0.13 ***** 0.19 �.20 0.22 415.63 * 0.012 0.19 0.10 1.74 1.74 0.19 ***** 0.22 0.30 0.27 415.68 * 0.012 0.23 0.13 1.79 1.74 0.23 ***** 0.27 0.40 0.33 415.79 * 0.012 0.27 0.14 1.74 1.74 0.27 ***** 0.33 0.50 0.37 915.78 * 0.012 0.30 0.16 1.74 1.74 0.30 ***** 0.37 OO?006 D.R.STRONG Consulting Engineets lnc. 55 Honey Brooke West Technical Information Report Renton.V�'ashineton i I �ACKWATER COMPUTER PROGRAM FOR PIFES P_pe data from file:CB #36 TO CB¥14.bwp iSLrcharge condition at interme3iate junctions I Tailwater Elevation:919.52 feet Discharge Range:0.25 to 3. Step of 0.25 [cfs] iOverflow Elevation:960.24 Feet � Weir:NONE iJpstream Veloci�y:0. reet/sec PIPE N�. 1: 13 �F - '_2"CP �? '_9.38� O'iTL�T: 41'.83 I^ILET: 4L��.35 �nTYP: � TJNC N0. 1: OVERFLOW-E�: 423.3� BEKD: 5 D�G D=A/WIDT'r.: 2.0 Q-�T�O: "�.28 � Q(CFS) HW(FT) HW EI,EV. � N-FAC DC DN TW DO DE HWO HWI **�.�*+**�***�**+**+�*�*�*��*�*�*��*��.*+*+*+*****�**+�*��+****�**+**<***+**+*;.* 0.25 0.21 420.56 * 0.012 0.21 0.09 1. 69 1.69 0.21 ***** 0.18 0.50 0.31 420.66 * 0.012 0.30 0.12 1.69 1.69 0.30 ***** 0.31 0.75 0.91 420.76 * 0.012 0.37 0.15 1.69 1.69 0.37 ***** 0.�1 1.00 0.50 420.85 * 0.012 0.43 0.17 1.69 1.69 0.43 '�**** 0.5C 1.25 0.58 420.93 * 0.012 0.48 0.19 1.69 1.69 0.48 ***** 0.58 1.50 0.66 . 421.01 * 0.012 0.52 0.21 1.69 1.69 0.52 ***** 0.66 1.75 0.74 421.09 * 0.012 0.57 0.22 1.69 1.69 0.57 ***** 0.79 2.00 0.82 421.17 * 0.012 0.61 0.24 1.69 1.69 0.61 ***** D.E� 2.25 0.90 421.25 * 0.012 0.65 0.25 1.69 1.69 0.65 *�*t* 0.90 2.50 0.97 421.32 * 0.012 0.66 0.26 1.69 1.69 0.66 ***** O.G- 2.75 1.05 421.40 * 0.012 0.72 0.28 1.69 1.69 0.72 ***** 1.05 �.00 i._Y qzi. �y * c.u=� �.�� �.�5 i. cs i. �. o.�� -**., _.i� � ' ?i?r. NC. 2: 1J6 LF - 12"CP @ i.�9$ OUTLET: 420.3� INLET: 431.91 INTYP: 5 I I JL'NC NO. 2: OVERFLOW-EL: 490.12 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: O.OG I Q(CFS) HW(FT) HW EL�V. * N-FAC DC DN TW DO DE HWO HWI ' **.+**�****x*>+*++**�***,.�***++��*�***��****+***�+�*.*+*+�+**�*******++***�***_ 0.11 0.15 431.56 * 0.012 0.14 0.08 0.21 0.21 0.14 ***** 0.15 0.22 �.23 431.64 * 0.012 0.20 0.11 0.31 0.31 0.20 ***** 0.23 � 0.33 0.29 431.70 * 0.012 0.24 0.13 0.41 0.41 0.24 ***'* 0.29 'i 0.94 0.34 431.75 * 0.012 0.28 0.15 0.50 0.50 0.28 ***** O..s� 0.55 0.39 431.80 * 0.012 0.31 0.16 0.58 0.56 0.31 ***** 0.39 i 0.66 0.44 431.85 * 0.012 0.34 0.18 0.66 0.66 0.34 ***** 0.4� 0.77 0.98 431.69 * 0.012 0.37 0.19 0.74 0.79 0.37 ***** 0.98 0.86 0.52 431.93 * 0.012 0.40 0.20 0.82 0.82 0.40 ***** 0.52 0.99 0.56 931.97 * 0.012 0.92 0.21 0.90 0.90 0.42 *�*** 0.5£ 1.10 0.60 432.01 * C.012 0.95 0.23 0.97 0.97 0.45 ***** 0.60 1.21 0.64 432.05 * 0.012 0.47 0.24 1.05 1.05 0.47 ***** 0.64 1.3L 0.68 ���. ��9 * C.0=2 ��.95 0.25 1._4 =.15 C.�9 ***•* G. 68 :?006 D.R.STRONG Consultine Engineers Inc, �6 Hone} Brooke�'�'est Technical Information RepoR Renton,R'ashington P�PE NO. 3: �06 LF - 12"C? @ 0.50$ OUTLEm: 431:41 IhLET: 431.94 INTYP: S JUNC N0. 3: OVERFLOW-EL: 439.94 BEND: 90 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.00 Q(C�S) HW(FT) HW ELEV. * N-rAC DC �N TW DQ DE HWO HWI *******�*****+***��++�*�*�*+++*+�*�*��*�*****��*+*�**+**.+*******�*#***�+*+**** 0.11 0.20 432.14 * 0.012 0.14 0.14 0.15 0.15 0.14 0.20 0.18 0.22 0.29 432.23 * 0.012 0.20 0.20 0.23 0.23 0.20 0.29 0.26 0.33 0.36 432.30 * 0.012 0.24 0.24 0.29 0.29 0.24 0.36 0.32 0.94 0.42 432.36 * 0.012 0.28 0.28 0.34 0.34 0.28 0.42 0.37 0.55 0.48 432.42 * 0.012 0.31 0.31 0.39 0.39 0.31 0.48 0.42 0.66 0.53 432.47 * 0.012 0.34 0.34 0.44 0.44 0.34 0.53 0.47 0.77 0.57 432.51 * 0.012 0.37 0.37 0.46 0.48 0.37 0.57 0.51 0.86 0.62 432.56 * 0.012 0.40 0.40 0.52 0.52 0.40 0.62 0.5b 0.99 0.66 432.60 * 0.012 0.42 0.�2 0.56 0.�6 0.42 0.66 0.60 1.10 0.70 432.64 * 0.012 0.45 0.4� 0.60 0.60 0.45 0.70 0.64 1.21 0.74 432.68 * 0.012 0.47 0.47 0.64 0.64 0.47 0.74 0.67 1.32 0.78 432.72 * O.G12 0.49 0.49 0.68 0.68 0.49 0.78 0.71 PIPE NO. 4: 160 LF - 12"CP @ B.63$ OUTLET: 431.94 INLET: 445.82 INTYP: 5 JUNC N0. 4: OVERFLOW-EL: 448.82 BEND: 90 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.73 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE �WO HWI *++***+*��*�*****+*�*****+**+**��***+****#******+#**�********k*******�.***�+**� 0.11 0.14 445.96 * 0.012 0.14 0.07 0.20 0.20 0.14 ***** 0.14 0.22 0.22 446.04 * 0.012 0.20 0.10 0.29 0.29 0.20 ***** 0.22 0.33 0.28 446.10 * 0.012 0.24 0.12 0.36 0.36 0.24 ***** 0.28 �.44 0.33 446.15 * 0.012 0.28 0.14 0.42 0.42 0.28 ***** 0.33 ! �.55 0.38 446.20 * 0.�12 0.31 0.15 0.4B C.48 0.31 ***** 0.38 ' ' �.66 0.43 446.25 * 0.012 0.34 0.17 0.53 0.53 0.34 ***** 0.43 !I �.77 0.4� 446.29 * 0.012 0.37 0.18 0.57 0.57 0.37 ***** 0.47 � ��.86 0.51 446.33 * 0.012 0.40 0.19 0.62 0.62 0.40 ***** 0.51 �I 0.99 0.55 446.37 * 0.012 0.42 0.20 0.66 0.66 0.92 ***** 0.55 � 1.10 0.59 446.41 * 0.012 0.45 0.22 0.70 0.70 0.45 ***** 0.59 I 1.21 0.63 446.45 * 0.012 0.47 0.23 0.74 0.74 0.47 ***** 0.63 1.32 0.67 446.45 * 0.012 0.49 0.24 0.76 0.78 0.49 ***** 0.67 I ; PIPE N0. 5: 268 LF - 12"CP @ 2.57$ OUTLET: 445.82 INLET: 452.71 INTYP: 5 ; J'JNC N0. �. OVERFLOW-�L: 955.71 3�ND: 0 DEG DIA/WIDT3: 2.0 Q-RATIO: 0.20 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI **�********�**�**+***���*�*++***+�*�+*****�*�**��*�*�**�*++**��*��***�*+*****+* 0.06 0.13 452.84 * 0.012 0.11 0.08 0.19 0.14 0.11 ***** 0.13 0.13 0.18 452.89 * 0.012 0.15 0.10 0.22 0.22 0.15 ***** 0.18 0.19 0.23 452.94 * 0.012 0.18 0.13 0.26 0.28 0.18 ***** 0.23 0.25 0.27 452. 96 * 0.012 0.21 0.14 0.33 0.33 0.21 ***** 0.27 0.32 0.30 453.01 * 0.012 0.24 0.16 0.36 0.36 0.24 ***** 0.30 0.38 0.33 453.04 * 0.012 0.26 0.17 0.43 0.43 0.26 ***** 0.33 0.44 0_36 453.07 * 0.012 0.28 0.19 0.47 0_47 0.28 ***** 0.36 0.51 0.39 453.10 * 0.012 0.30 0.20 0.51 0.51 0.30 ***** 0.39 0.57 0.42 453.13 * 0.012 0.32 0.21 0.55 0.55 0.32 ***** 0.42 0.63 0.49 453.15 * 0.012 0.34 0.22 0.59 0.59 0.34 ***** �.44 0.70 0.46 453.17 * 0.012 0.35 0.23 0.63 0.63 0.35 ***** 0.46 �02006 D.R.STRONG Consulting Engineers Inc. 57 Honey Brooke West Technical Infonnation Report Renton,Washington J.�'G 0.47 453.. U '` O.l�._� ... � J.2L Q. ., ., . t� . .�- _+•,.,� �. _� F�=E t4�. ,,. t� �� - ��"C= �P G.`_o ��':'LE"': __�. . _ =tCL_T: _�3.1� �NT�s=: 5 �i;"dC =�^. b: C`d�RrLOW-EL: 455.�? �EVD: 0 �EG D1Aii^7IDT�: 2.0 ti-F.�TIC: B.C9 4;CFS; =W(FTi �?W E�E'�'. * N-=F.0 �C �N "'�4 DO DE HW� E(ti�- *.*.**+*��*, +�*+�*<*�+�*«*++�,.+�*+***+*+++��+�xx+*x*+�+k++�+kx�++++ ;.**+*�w���x+ 0.05 0.14 453.27 * 0.012 0.10 0.10 0.13 0.13 0.10 0.14 0.12 0.11 0.20 453.33 * 0.012 0.14 0.14 0.18 0.18 0.14 0.20 O.1B 0.16 0.29 453.3'7 * 0.012 0.17 0.17 0.23 0.23 0.17 0.24 0.22 0.21 0.29 453.42 * 0.012 0.19 0.19 0.27 0.27 0.19 0.29 0.25 0.26 0.28 953.41 * 0.012 0.22 0.21 0.30 0.30 0.22 ***** 0.28 0.32 0.31 453.44 * 0.012 0.24 0.23 0.33 �.33 0.24 ***** 0.31 0.37 0.39 453.47 * 0.012 0.26 0.25 0.36 0.36 D.26 ***** 0.3� 0.42 0.41 453.54 * 0.012 0.27 G.27 0.39 0.39 0.27 0.91 0.36 0.47 0.44 453.5� * 0.012 0.29 0.29 0.42 0.42 0.29 0.49 0.39 0.53 0.41 �53.54 * 0.012 0.31 0.30 0.44 G.94 0.31 ***** 0.41 0.58 0.49 453.62 * 0.012 0.32 0.32 0.46 0.46 0.32 0.49 0.43 .,.6? �. '_c 4��.59 � ...G12 .,.�4 0.33 0.49 0. 49 C.34 **>** �i. _., PIPE NO. �. 272 L: - '_�"CF @ ��.�'_'= OJ_LE':': 453.13 �P:L�T: 457.2� =t�'i"_'P: � Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE Hw'0 :3��I +*****�***��********+�*++**+�**�*�*�**�*+**+****+****�**�.****�*****��*��**;��,. 0.01 0.04 457.26 * 0.012 0.04 0.03 0.14 0.14 0.04 ***** O.C9 0.01 0.05 957.29 * 0.012 0.05 0.04 0.20 0.20 0.05 ***** O.C� 0.02 0.07 957.31 * 0.012 0.06 0.05 0.24 0.24 0.06 ***** 0.0� 0.02 0.08 457.32 * 0.012 0.07 0.06 0.29 0.29 0.07 ***** O.uB 0.03 0.09 457.33 * 0.012 0.07 0.06 0.28 0.28 0.07 ***** 0.0� 0.03 0.09 457.33 * 0.012 0.08 0.07 0.31 0.31 O.OB ***** 0.09 0.04 0.10 457.34 * 0.012 0.09 0.07 0.34 0.34 0.09 ***** 0.1�� 0.05 0.11 457.35 * 0.012 0.09 0.07 0.41 0.41 0.09 ***** �.11 0.05 0.12 457.36 * 0.012 0.10 0.06 0.44 0.44 O.iO ***** 0.1� 0.06 0.12 457.36 * 0.012 0.10 0.08 0.91 0.41 0.10 ***** 0.12 0.06 0.�3 95?.37 * 0.012 0.11 0.09 0.49 D.49 0.11 ***** 0.-3 �.C7 0."�4 95?.38 * 0.0_2 �.11 G. �3 C.�S 0.45 �.1� �'*f* C.-:'_ s2006 D.R.STRONG Consulting En�ineers Inc. 58 Honey Brooke West Technical Information Report Renton,V1'ashington SECTION VI VI. SPECIAL REPORTS AND STUDIES 1. Geotechnical Report—Icicle Creek Engineers (September 10, 2004) 2. Wetland Report—Jon K. Dueker(April 12, 2005) 3. Tree Assessment—Varley, Varley, and Varley (May 2, 2006) � OO?006 D.R. STRONG Consulting Engineers Inc. 59 Honey Brooke West ' Technical Information Report Renton,V1'ashington SECTION VII VI. OTHER PERNIITS � Clearing and Grading permit. • Building pernut for vertical wall pond • Right-of way pemut for frontage improvements on Hoquiam Avenue NE. • Building pernut for rockery walls C2006 D.R.STRONG ConsulUng Engineecs Inc. 60 Honey Bmoke��'est Technical Infonnation Report Renton,R'ashington SECTION VIII VIII. ESC ANALYSIS AND DESIGN The Erosion and Sedimentation Control Design meets the seven minimum King County requirements: 1. Areas to remain undisturbed shall be delineated v��ith a high visibility plastic fence prior to any site clearing or grading. 2. Site disturbed areas shall be covered with mulch and seeded, as appropriate, for temporary or permanent measures. ' 3. Perimeter protection shall consist of a silt fence dov�m slope of any disturbed areas or stockpiles. 4. A stabilized construction entrance will be located at the point of ingress/egress (i.e. onsite access road). 5. The proposed storm detenrion pond will be utilized for temporary sediment retention (see sediment pond calculations below). The detention pond outlet will be plugged and turbid water will be pumped and disposed of in a manner approved by the City. Perimeter silt fences will provide sediment retention within the bypass areas. 6. Surface water from disturbed areas will sheet flow to the storm pond for treatrnent. 7. Dust control shall be provided by spraying exposed soils with water until wet. This is required when exposed soils are dry to the point that wind transport is possible v�hich ��ould impact roadways, drainage ways, surface w�aters, or neighboring residences. Sediment Pond Calculations ,SEDIMENT POND � �1998 KCSWDM D.4.5.2 PEAK Q FOR 10-YR 4.7 'REQUIRED AREA SURFACE 977fi� ASPECT RATIO, L:W 2:1 LENGTH SURFACE 130 WIDTH SURFACE 79 AREA SURFACE 10270; ;SURFACE DEPTH (5' MIN) 8 SLOPE 3:1' ,RADIUS AT BOTTOM i 0; LENGTH BOTTOM i 82� WIDTH BOTTOM 31' AREA BOTTOM 2542' ACTUAL DETENTION VOLUME i '- 51248' �2006 D.R STRONG Consulting Engineeis Inc. 61 Honey Brooke West Technical Information Report Renton,Washington i � I � I I SECTION IX � IX. BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT • Bond Quantity Worksheet—will be provided prior to final engineering approval. • Flow Control and Water Quality Facility Summary Sheet and Sketch—attached. • Declaration of Covenant - �7i11 be provided prior to final engineering approval. I ;� ;-_ i--; � I , , � _1 � OO 2006 D.R.STRONG Consulting Engineers Inc. 62 Honey Bmoke West Technical Infonnation Report Renton,Washington STORIVIV4'ATER FACILITY SUMMARY SHEET Development Honev Brooke West Date Mav 4, 2006 Location Hoquiam Avenue NE, Renton, R'ashington ENGINEER DEVELOPER I�Tame Walter J. Shostak, P.E. Name Firm D. R. STRONG Consulting Firm Langle3�Development Group,Inc. En ineers, Inc. � Address 10604 NE 38`h Place,#101 Address 6450 Southcenter Boulevard, � Suite 106 Kirkland, WA 98033 Seattle,WA 98188 Phone (425) 827-3063 Phone 204 244-0122 Developed Site: 8.332 Acres Number of lots Fifty-One Number of detention facilities on site: I��umber of infiltration faciliti<< <�n �ite: 1 ponds ponds vaults vaults tanks tanks Flow control provided in regional facility(give location) -- - No flow control required Exemption number _ _ Downstream Draina e Basins Immediate Ma�or Basin Basin A Lower Cedar River Lake Washin on Number& type of water qua�ity facilities on site: biofiltration swale(regular/wet/or continuous inflow?) sand filter (basic or large?) sand filter, linear(basic or large?) combined detention/WQ pond sand filter vault(basic or large?) combined detention/wetvault stormwater wetland compost filter 1 wetpond (basic or large?) filter ship _1_ -wetvault flow dispersion pre-settling pond fann management plan flow-splitter catchbasin landscape management plan oiUwater separator(baffle or coalescing plate?) catch basin inserts: Manufacturer pre-settling structure: Manufacturer 002006 D.R STRONG Consulting Engineets Inc. 63 Honey Brooke West Technical Infortnation Report Renton,Washin�ton DESIGN INFORMATION INDIVIDUAL BASIN A B B ass C D Water uali desi flow N/A VVater uali treated volume 33,294 cf 1,6�0 cf Draina e basin(s) Onsite area 8.33 ac. Offsite azea 2.29 ac. Type of Storage Facility Detenrion Pond Live Stora e Volume 89,380 c.f. ' Predevelo ed Runoff Rate 2- ear 0.473 cfs 10- ear 0.821 cfs 100- ear 1.55 cfs Develo ed Runoff Rate 2- ear 1.80 cfs 0.477 cfs 10- eaz 2.16 cfs 0.093 cfs 100- ear 3.64 cfs 0.157 cfs T e of Restrictor Fro Tee Size of orifice/restriction No. 1 2 1/8 in. ' No. 2 2 1/2 in. No. 3 5 11/16 in. '_vo. 4 i i i i � i I I I � � I � � �2006 D.R.STRONG Consulting Engineers Inc. 64 Honey Brooke West Technical Information Report Renton,Washing[on SECTION X X. OPERATIONS AND MAINTENANCE MANUAL The Type 1 catch basins have a one-foot deep sump, and the Type 2 catch basins have a two-foot deep sump for sediment accumulation. These sumps should be periodically checked and the sediment removed when accumulated to more than 1/3 of the depth from the bottom of the basin to the invert of the lowest pipe into or out of the basin. Grates should be cleaned when trash or debris of more than %2 cubic foot is located immediately in front of the basin opening, or is blocking capacity of the basin by more than 10%. Conveyance pipes should be periodically checked and cleaned when more than 20% of the pipe diameter is obstructed by accumulated sediment or debris. Sediment in the pond should be removed when the 1-foot (average) sediment zone is full plus 6 inches. Sediment should be tested for toxicants in compliance with current disposal requirements if visual or olfactory indications of pollution are noticed. Water drained or pumped from ponds prior to sediment removal may be discharged to the downstream conveyance (i.e. roadside ditch), if it is not excessively turbid (i.e. if water appears translucent when held to light), and if floatable debris and visual petroleum sheens are removed. Excessively turbid water (i.e. water appears opaque when held to light) should be discharged only after the solids have been removed. Accumulated sediment and stagnant conditions may cause noxious gases to form and accumulate in the vault. Vault maintenance procedures must meet OSHA confined space entry requirements, which includes clearly marking entrances to confined space areas. This may be accomplished by hanging a removable sign in the access riser(s), just under the access lid. Sediment in the vault should be removed when the 1-foot (average) sediment zone is full plus 6 inches. Sediment should be tested for toxicants in compliance with current disposal requirements if visual or olfactory indications of pollution are noticed. Water drained or pumped from vaults prior to sediment removal may be discharged to the downstream conveyance (i.e. roadside ditch), if it is not excessively turbid (i.e. if water appears translucent when held to light), and if floatable debris and visual petroleum sheens are removed. Excessively turbid water (i.e. water appears opaque when held to light) should be discharged only after the solids have been removed. Floating debris and accumulated petroleum products should be removed as needed, but at least ' annually. The floating oil should be removed from wetponds or wetvaults used as oil/water separators when oil accumulation exceeds one inch. Perform inspections of all components quarterly during the first year of operation, then annually thereafter. For more detailed maintenance instructions, refer to the standards contained at the I end of this section. I I i I � �2006 D.R.STRONG Consulting Engineers Inc. 65 Honey Brooke V4'est Technical Information Report Renton,R'ashington KItiG COliNTY, Vr'�SHINGTON, SURFACE WATER DESIGN ?vIANUAL MA,INTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES N0. 1 - DETENTION PONDS Maintenance Defect Conditions When Maintenance Results Expected When Component Is Needed MainYenance Is Performed General Trash&Debris Any trash and debris which exceed 1 cubic foot Trash and debris cleared from site. per 1,040 square feet(this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In generaf, there should be no visual evidence of dumping. Poisonous Vegetation Any poisonous or nuisance vegetation whidi No danger of poisonous vegetation , may constitute a hazard to County personnel or where County personnel or the the public. public might normally be. (Coordination with Seattle-lGng County Heatth Departmerrt) Pollution 01,gas�line,or other contaminants of one No contaminants present other than � gallon or more or arry amount found that coufd: a surface film. (Coordination with 1)cause damage to plant,animal,or marine I'rfe; Seattle/IGng County Health 2)constitute a fire hazard;or 3)be flushed Department) downstream during rain storms. � Unmowed Grass/ If faciGty is located in private residen6al area, When mowing is needed, Ground Cover mowing is needed when grass exceeds 18 grass/ground cover should be inches in height In other areas,the general mowed to 2 inches in height policy is to make the pond sfte match adjacent Mowing of selected higher use ground cover and terrain as long as there is no areas rather than tt�e entire slope interference with the function of the faality. may be acceptable for some situations. Rodent Holes Any evidence of rodent holes'rf faality is acting Rodents destroyed and dam or as a dam or berin,or any evidence of water berm repaired. (Coordination with piping through dam or berm via rodeni holes. Seattle/King County HeaJth Department) Insects VJhen insects such as wasps and homets lnsects destroyed or removed from interfere with maintenance activities. site. Tree Growth Tree growth does not allow mairrtenance access Trees do not hinder maintenance or interferes with maintenance activity(.e.,slope activities. Selectively cuftivate trees mowing,sift removal,vactaring,or equipment such as alders for firewood. movements). If Vees are not interfering with access,leave trees alone. Side Slopes of Pond Erosion Eroded damage over 2 inches deep where Slopes should be stabitized by cause of damage is still present or where there using appropriate erosion wntrol is potential for corfinued erosion. measure(s);e.g., rock reinforcement,planting of grass, compaction. Storage Area Sediment Accumutated s�ment that exceeds 10%of the Sediment cleaned out to designed designed pond depth. pond shape and depth;pond reseeded'rf necessary to control erosion. Pond Dikes Settlements Any part of dike which has settied 4 inches lower Dike should be buit back to the than the design elevation. design elevation. Emergency Rock Missing Onfy one layer of rock exists above native soil in Replace rocks to design standards. OverFlow/Spillway area five square feet or larger,or any exposure of native sal at the top of out flow path of spillway. Rip-rap on inside slopes need not be replaced. 1998 Surface Water Desia Manual 9/1198 A-1 APPENDIX A MAII�'TENANCE STANDARDS FOR PRNATELY MAINTAII�IED DRAINAGE FACII.ITIES NO. 4- CONTROL STRUCTURFJFLOW RESTRICTOR Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance is Pertormed I General Trash and Debris Distance between debris build-up and bottom of All trash and debris removed. , (Inciudes Sediment) orifice plate is less than 1-1/2 feet ', Structural Damage SVucture is not securefy attached to manhole wall Structure securely attached to and outlet pipe structure should support at least wall and outlet pipe. 1,000 Ibs of up or down pressure. , Structure is not in upright position(allow up to Structure in correct position. 109'o from plumb). Connections to outiet pipe are not watertight and Connections to outlet pipe are show signs of rust. water tighr structure repaired or replaced and works as designed. Any hol2s—other than designed holes--in the Structure has no holes other structure. than designed holes. Cieanout Gate Damaged or Missing Cleanout gate is not watertight or is missing. Gate is watertight and works as designed. Gate cannot be moved up and down by one Gate moves up and down easily ' maintenance person. and is watertight Chain leading to gate is missing or damaged. Chain is in place and works as designed. Gate is rusted over 50%of its surface area. Gate is repaired�r replaced to meet design standards.. Onfice Plate Damaged or N,issing Control device is not worldng properly due to Plate is in place and works as missing,out of place,or bent orifice plate. designed. Obstructions Any trash,debris,sediment,or vegetation Plate is free of all obstructions blocking the plate. and works as designed. OverFlow Pipe Otrstructions Any trash or debris blocicing(or having the Pipe is free of all obstructions potential of b{ocking)the overflow pipe. and works as designed. Manhole See"Closed Detention Systems"Standards No.3 See"Closed Detention Systems' Standards No.3 I Catch Basin See"Catch Basins"5tandards No.5 See'Catch Basins"Standards No.5 9/1/98 1998 Surface V,'ater DesiQn Manual A-4 APPENDIX A MAINTEhANCE STANDARDS FOR PRNATELY MAINTAINED DRAINAGE FACII.TITES NO. 5-CATCH BASINS Maintenance Defect Conditions When Maintenance is Needed Resutts Expected When Component Maintenance is performed iGeneral Trash&Debris Trash or debns of more than 1/2 cubic foot which is No Trash or debns located � (Includes Sediment) located immediately in front of the catch basin immediately in front of catch I opening or is blocking capacity of the basin by basin opening. more than 10% Trash or debris(in the basin)that exceeds 1/3 the No trash or debris in the catch depth from the bottom of basin to invert the lowest basin. pipe into or out of the basin. Trash or debris in any inlet o�ouUet pipe blocking Inlet and outlet pipes free of more than 1/3 of its height trash or debris. Dead animals or vegetation that could generate No dead animals or vegetation odors that could cause complaints or dangerous present within the catch basin. gases(e.g.,methane). Deposits of garbage exce�ng 1 cubic foot in No condrtion present which volume would attract or support the breeding of insects or rodents. Structure Damage to Comer of frame extends more than 3/4 inch past Frame is even with curb. Frame and/or Top Slab curb face into the street(If appficable). Top stab has holes farger than 2 square inches or Top slab is free of holes and cracks wider than 1!4 inch (intent is to make sure cracks. all material is running into basin). Frame not sitting flush on top slab,i.e.,s�paration Frame is sitting flush on top of more than 3/4 inch of the frame from the top slab. slab. � I Cracks in Basin Wafls/ Cracks wider than 1/2 inch and longer than 3 feet, Basin replaced or repaired to Bottom any evidence of soil partiGes entering catch basin design standards. through cracks,or maintenance person judges that , structure is unsound. ' Cracks wider than 1/2 inch and longer than 1 foot No cracks more than 1/4 inch � at the joint of arry inleU ouUet pipe or any evidence wide at the joint of inleVoutlet II of soil partides entering catch basin through pipe. i cracks. ', SedimenU Basin has settled more than 1 inch or has rotated Basin replaced or repaired to Misalignm�ni more than 2 inches out of a(ignment design standards. 1998 Surface Water Design Manual 9/1/98 A-5 APPENDIX A MAINTENANCE STANDARDS FOR PRNATELY MAINTAWED DRAINAGE FACII.ITIES NO. 5-CATCH BASINS(CONTlNUED� Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is pertormed Fre Hazard Presence of chemicals such as natural gas,oii and No flammable chemicals gasoline. present Vegetation Vegetation growing across and blocking more fhan No vegetation blocfang opening � 10%of the basin opening. to basin. j Vegetation growing in inleUoutlet pipe joints that is No vegetation or root growth II mor�than soc inches tall and less than six inches present. ,I � Pollution Nonflammable chemicals of more than 1/2 cubic foot No pollution present other than �'I per three feet of basin length. surface film. Catch Basin Cover Cover Not in Place' Cover is missing or only partialty in place.Any open Catch basin cover is closed catch basin requires maintenance. . Locking Mechanism Mechanism cannot be opened by on maintenance Mechanism opens with proper Not Working person with proper tools.Bofts into frame have less tools. tfian 1/2 inch of thread. Cover Difficult to One maintenance person cannot remove fid after Cover can be removed by one Remove applying 80 Ibs.of lift;intent is keep cover fr�m maintenance person. sealing off access to maintenance. Ladder Ladder Rungs Ladder is unsafe due to missing rungs,misalignment, Ladder meets design standards Unsafe rust,cracks,ur sharp edges. and allows maintenance person , safe access. Metal Grates Grate with opening wider than 7/8 inch. Grate opening meets design ' {If Applicable) standards. Trash and Debris Trash and debris that is blocking more than 20%of Grate free of trash and debris. grate surface. Damaged or Grate missing or broken member(s)of the grate. Grate is in pface and meets Missing. design standards. NO. 6 DEBRtS BARRIERS(E.G.,TRASH RACKS) , AAaintenance Defect Condition When Mairrtenance is Needed Results Expecied When � Components Maintenance is Performed. ' General Trash and Debris Trash or debris that is plugging more than 2�%of Barrier clear to receive capacity ', the openings in the barrier. flow. � Metal Damaged/Missing Bars are bent out of shape more than 3 inches. Bars in place with no bends more I Bars. than 3/4 inch. Sars are missing or entire barrier missing. Bars in place according to design. Bars are loose and rust is causing 50%deterioration Repair or replace barrier to to any part of barrier. design standards. � I 9/1/98 1998 Surface�'�'ater DesiQn Manual A-6 � I APPENDIX A MAINTENANCE STANDARDS FOR PRNATELY MAINTAINED DRAINAGE FACILITIES I� I I NO. 8- FENCING Maintenance Defect CondiYions When Maintenance is Needed Resutts Expected When I Components Maintenance is Performed li I General Missing or Broken Any defect in the fence that permits easy entry Parts in place to provide adequate Parts to a facility. security. Erosion Erosion more than 4 inches high and 12-18 No opening under the fence that inches wide permitting an opening und�r a exceeds 4 inches in height. fence. Wire Fences Damaged Parts Post out�f plumb more than fi inches. Post ptumb to within 1-1/2 inches. Top rails bent more than 6 inches. Top rail free of bends greater than 1 inch. Any part of fence(nduding post,top rails,and Fence is aligned and meets design fat>ric)more than 1 foot out of design alignment standards. Missing or loose tension wire. Tension wire in place and holding fabric. Missing or loose barbed wire that is sagging Barbed wiro in place with less than more than 2-1/2 inches between posts. 3!4 inch sag between post Extension arm missing,broken,or bent out of Extension arm in place with no shape more than 1 1/2 inches. bends larger than 314 inch. Deteriorated Paint or Part or parts that have a rus6ng or scaling Structuraliy adequate posts or Protective Coating condition that has affected structural adequacy. parts with a unitorm protective coating. Openings in Fabric Openings in fabric are such that an 8-inch- No openings in fabric. diameter ball could fit through. NO. 9-CATES Maintenance Defect Conditions When Maintenance is Needed Resutts Expected When Component Maintenance is Pertormed General Damaged or Missing Missing gate or locking devices. Gates and Locking devices in Members place. Broken or missing hinges such that gate cannot Hinges intact and lubed.Gate is be easily opened and closed by a maintenance worlcing freely. person. Gate is out of plumb m�re than 6 inches and Gate is aligned an�vertical. more than 1 foot out of design alignment. Missing stretcher bar,stretcher bands,and ties. 5tretcher bar,bands and ties in place. Openings in Fabric See°Fencing"Standard No.8 See"Fencing`Standard No.8 9/1/98 1998 Surface Water Desi�n Manual A-8 APPENDIX A M.4INTENANCE STANDARDS FqR PRIVATELY MAINTAINID DRAINAGE FACII.ITIES NO. 10-CONVEYANCE SYSTEMS(PiPES & DITCHES) Maintenance Defect Conditions When Maintenance is Needed Resutts Expected When Component Maintenance is Performed Pipes Sediment 8�Debris Accumulated sediment that exceeds 20%of the Pipe cleaned of all sediment diameter of the pipe. and debris. Vegetation Vegetation that reduces free movement of water All vegetation removed so water through pipes. flows freely through pipes. Damaged Protective coating is damaged;rust is causing Pipe repaired or replaced_ more than 50%deterioration to any part of pipe. Arry dent that decreases the cross section area of Pipe repaired or repEaced. pipe by more than 2�%. Open Ditches Trash&Debris Trash and debris exceeds 1 cubic foot per 1,0�0 Trash and debris cleared from square feet of ditch and slopes. ditches. Sediment Accumulated sediment that exceeds 20'/o of the Ditch cleaned/flushed of all design depth. sediment and debns so that it ' matches design. , VegetaS�n Vegetation that reduces free movement of water Water flows freely through ' through ditches. ditches. Erosion Damage to See"Ponds"Standard No.1 See"Ponds'Standard N�.1 ', Slopes �I Rock Lining Out of Maintenance person can see native soil beneath Replace rocks to design � Place or Missing Qf the rock fining. standards. , Applicable). I Catch Basins See"Catch Basins.Standard No.5 See"Catch Basins"Standard �, No.5 i Debris Barriers See"Debris Barriers"Standard No.6 See"Debris Barners"Standard I� (e.g.,Trash Rack) No.6 �, I NO. 11 -GROUNDS(LANDSCAPiNG) Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenaoce is Pertormed I Generaf Weeds Weeds growing in more than 20'/0 of the landscaped Weeds present in less than 5% (Nonpoisonous) area(trees and shrubs only). of the landscaped area. Safety Hazard Any presence of poison ivy or other poisonous No poisonous vegetation vegetation. present in landscaped area. Trash or L'itter Paper,cans,bottles,totaling more than 1 cubic foot Area clear of litter. • within a landscaped area(Vees and shrubs only)of 1,000 square feet. Trees and Shrubs Damaged Limbs�r parts of trees or shrubs that are split�r Trees and shrutrs with less than broken whic�affect more than 25°k of the total 5%of total foliage with split or foliage of the tree or shrub. broken fimbs. Trees or shrubs that have been blown down or Tree or shrub in place free of knocked over. injury. Trees or shrubs which are not adequatefy supported Tree or shrub in place and or are ieaning over,causing exposure of the roots. adequatefy supporte�; remove any�ea�or�iseased trees. .;�,_� ���:.s�:c ,•��.;::�v�cs1_r;_�,i�lu;ii � d�_ APPENDIX A MA7NTENANCE STANDARDS F�R PRNATELY MAINTAINED DRAII�AGE FACILITIES NO. 12-ACCESS ROADS/EASEMENTS Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed General Trash and Debris Trash and debris exceeds� cubic fo�t per 1,000 Roadway free of debris which square feet i.e.,trash and debris would fi!I up couid damage tires. one standards size garbage can. Blocked Roadway Debris which couid damage vehicle tires{glass Roadway free of debris which or metai). couid damage tires. Any obstructi�n which reduces clearance above Raadway overhead clear to 14 feet road surface to less than 14 feet high. Any obstruction restricting the access to a 10 to Obstruction removed to allow at 12 foot width for a distance of more than 12 feet least a 12 foot access. or any point restricting access to less than a 10 foot width. Road Surface Settlement,Potholes, When any surface defect exceeds 6 inches in Road surface uniformly smooth Mush Spots,Ruts depth and 6 square feet in area In general,any with no evidence of settlement, surface defect which hinders or prevents potholes,mush spots,or ruts. maintenance access. Vegetation in Road Weeds growing in the road surface that are Road surface free of weeds taller Surface more than 6 inches tail and less than 6 inches than 2 inches. #afl and less than 6 inches apart within a 40a- square foot area. Modutar Grid Build-up of sediment mildly contaminated with Removai of sediment and disposal Pavement petroleum hydrocarbons. in keeping witt�Health Departrnent recommendations for mildly contaminated soils ar catch basin sediments. Shoulders and Erosion Damage Erosion within 1 foot of the roadway more than 8 Shoulder free of erosion and Ditches • inches wide and 6 inches deep. matching the surrounding raad. Weeds and Brush Weeds and brtish exceed 18 inches in height or Weeds and brush cut to 2 inches hinder maintenance access. in height or deared in such a way as to allow maintenance access. I � l� • �—) 911/98 1998 Surface Water Desi�n Manual A-10 APPENDIX A MAINTENANCE STANDARDS FOR PRNATELY M,�INTAATED DRAINAGE FACII.I'TIES C.)Wetponds Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance is Pertormed Wetpond Vegetation Vegetation such as grass and weeds need to be Vegetation should be mowed to mowed when it starts to impede aesthetics of pond. 4 to 5 inches in height. Trees Mowing is generalfy required when height exceeds and bushes should be removed 18-inches.Mowed vegetation should be removed where they are interfering with from areas where it could enter the pond,eithar pond maintenance activities. when the pond level rises,or by rainfall runoff. Trash and Debris Accumulation that exceeds 1 CF per 1000-SF of Trash and debris removed from pond area. pond. InIeU Outlet Pipe InIeU OuUet pipe Gogged with sediment and/or No Gogging or blockage in the debris material. inlet and outlet piping. Sediment Sediment accumulations in pond bottom that Removal of sediment from pond Accumulation in Pond exceeds the depth of sediment zone plus 6-inches, bottom. Bottom usually the first cell. Oil Sheen on Water Prevalent and visible oil sheen. Removal of sediment from pond bottom. Erosion Erosion of the p�nd's side slopes and/or scouring of Slopes should be stabilized by the pond bottom,that exceeds 6-inches,or where using proper erosion control continued erosion is prevalent. measures,and repair methods. Settlement of Pond Any part�f these components that has settled 4- Dike/berm is repaired to Dike/Berm inches or bwer than the design elevation,or specifi;ations. inspector determines dikeJ berm is unsound. Rock Window Rodc window is clogged with sediment Window is free of sediment and debris. Overflow Spillway Rock is missing and soil is exposed at t�p of Replace rocks to specifications. spillway or outside slope. 9/1/98 1998 Surface Water Design Manual A-12 APPENDIX A M:�II�TE'�ANCE STANDARDS FOR PRIVATELY MAINTAINID DRAINAGE FACII.ITTES NO. 13-WATER QUALITY FACILI7IES (CONTINUE� D.)Wetvautts � Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance is Pertormed Wetvault Trash/Debris Tr2sh and debris accumulated in vault,pipe or Trash and debris removed fr�m Accumulation inleV outlet,(includes floatables and non- vault floatables}. Sediment Accumulation Sediment accumulati�n in vault bottom that Removal of sediment from vault. in Vault exceeds the depth of the sediment zone ptus 6- inG�es. Damaged Pipes InIeU outtet piping damaged or broken and in Pipe repaired and/or replaced. need of repair. Access Cover Cover cannot be opened or r=_moved, especially Pipe repaired or replaced t� Damaged/Not Working by one person. proper working specificatio-:s. Vault Structure Vault:Cradcs wider than 1/2=mch and any No cracks wider than 1/4-in�'�at Damaged evidence of soil particles entering the structure the joint of the inlet/o�.rtle�pip_. through the cracks,or maintenance/inspection Vault is determined to ��e personnel detertnines that the vault is not structurally sound. structurally sound. Baffles Baffles corroding,cracking,warping and/or Repair or replace bat=l�s to showing signs of failure as determined by speafications. maintenance/inspection staff. Access Ladder Damage Ladder is corroded or deteriorated,not functioning Ladder replaced or repaired to properly,missing rungs, has cracks and/or specifications,and is safe to misaligned. use as determined by inspection personnel. 1998 Surface Water Desi�n Manual 9/1/98 A-13 � APPENDIX "A" DETENTION POND VOLUME ANALYSIS & PERFORMANCE GRAPHS � I �s?f)06 D. R.STRONG Consultin�E�eineers Inc 66 Honey Brooke�'Jest Tectuifca]lnformation Report � Renton.��ashin�ton Dead Storage Cell 1 Cell 2 Sta e Elevation SurFace Area(s.f.) Volume c.f. Surface Area (s.f. Volume c.f. Volume Bet.Stages Total Vol. at Sta e 397 1483 4817 1650.5 4979.0 6629.5 398 1818 5141 6629.5 4312.0 10960.0 15272.0 400 2494 5819 21901.5 1296.5 2953.3 4249.8 400.5 2692 5994 26151.25 400.5 2897 6197 26151.25 3028.5 6295.5 9324.0 401.5 3160 6394 35475.25 Total 10287.5 25187.8 35475.3 Percent Volume 29.00% 71.00% 100.00% Detention Stage Elevation Stage Volume(c.f.) KCRTS Volumes Stage Volume- KCRTS Volume 401.5 0 0 0 KCRTS Pond Slope Calculation 402 4844 4810 34 Elevation Surface Area Square Root of Area 404 25444 24961 483 401.5 9554 97.74 409.5 12427 111.48 ' 406 47714 46622 1092 SLOPE _ [(111.48-97.74)/2]/(409.5-401.5) , 408 71254 69863 1391 SLOPE= 0.858 409.5 89610 88129 1481 409.6 90854 89380 1474 STAGE060502.x1s 5/24/2006 Honey Brooke West 1 3:11 PM _ � � . - _ - , .�_ , � .. ; •. . � � ,�� . , . . E � ..�.. ' a � +� Return Peri�d � � 10 20 �0 10� 1�� � rd�ut,�ks �n ���-T�� t� dsQ�rt.pks � �.�r��--�st.�i�� u� .►-�. i.� R � � � �Q� � r�, ::� '� � 4.� `.- �f� Q�J'V � Yl � � � d � f lry � � � oa <�; �� � 1 2 5 10 2Q �0 40 �� �0 ?'0 80 �� �5 9� 99 Cumulatiu� Prc�babilit� .�_— ,�■„ < �.... �,,,,,� � - — � � � . � � r� ��.� ��n �� ` �� `� , � " . ' ' ' _.F'R� . . • � ... ..: ,' ' � �" .,.......,.,. ..,� '�.......,.... . �� � .._.. .._ ... ..._.. .,,.,y< ' "d � k •�ri`+ �.../ r' r��i�t.��.lr <;� d�out.dur ♦ _��.F�C�ET.c_i�ir ��:> ao �:�-.� o� ..•� ��� � � ..-.. o�a ��, (J,� co �~`-.__ � � {J �' �' �, �,..�.. �'�'��. vy �� _ � : � `�: � t� � ..,. k .,M.�, '.} ti .� �Q w � ,� ��'i+�.� 1„ V � � 10 �� 10 �� 10 �� 10 �� 10 -� 10 p Rrabability Exceedence � APPENDIX "B" UPSTREAM BYPASS CONVEYANCE ANALYSIS C'_0�6 D.R.STRONG Consultin�En�ineers Inc. 67 Honey Brooke West Technical Information Report Renton,W'ashineton Honey Brooke West Hoquiam Upstream Bypass Conveyance Calculations Prepared by: MBM/WJS aR 2.66 bR 0.65 T� 6.3 iR = aR x(T�)bR i,� 0.80 n-year event 25 100 PR„ 3.45 3.95 IR� = PRn X IR 2.77 3.18 Area, A= 1600' x 45' = 72000 sf= 1.65 ac Im ervious Pervious Total Area (Ac 0.45 1.20 1.65 C 0.90 0.20 C x A 0.405 0.24 0.65 C = [E(C x A)]/Total Area = 0.65/ 1.65 = 0.39 QR =CXIRXA Qze = 0.39 x 2.77 x 1.65 = ��79 Q�oo = 0.39x3.18x1.65 = 2.05 05286 5/3/2006 Upstream Bypass Conveyance- Rational.xls 1 of 1 2:23 PM N� � � � ���� � � D6 - 3 T23N R5E E 1/2 ; : ,� , . ; ,;: ��_ � .,, ��� � ; ,. ., . :. � , . � � : : � � r .,. �'�� � , �� �' �. � � ;'� � , .; � � . � , '.:, ;. � .. 1.:._ - - � . , ; : ���,,� f �\ \ , ,\. 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" .<,. ; ' �' . ; � ��3.�d � ' o.. ,; � � I i S ` �t ii ., � , •-��.. . . , � i � � � i , . , . � - � , � ^ � S t4 -u ` • ' ] - � ',�n�.:,.;. r :. , � .. �' r l "� F6 - 15 T23N R5E E 1/Z . � Y o Q 2Qo 4�o E d � {� * Storm System 1:4e°° _ �� � rB�rw �cxx�c� s�eRvicas �N�,���, m°`�' 10 T23N R5E E 1/2 F�O 03/27./OS . 5310 4.3.1 CULVERTS—METHODS OF ANALYSIS FIGURE 4.3.1.B HEADWATER DEPTH FOR SMOOTH INTERIOR PIPE CULVERTS WITH INLET CONTROL 160 10,OOD 1ss s,000 EXAMPLE �1� �2� �3� ENTRANCE TYPE s. �56 6,OD0 D=az inehes (3.o teet� 5, Q=12octs $ SOUARE EDGEWITH �qq 5��� HEADWALL 4,000 Hw• Hw 6. 5. 132 D (feM) 4. •4 3,000 � J (1) 2.s s.a $' 4. 120 �z� z.� �.a I ! � 2,000 �a> 2.2 �.� 4• 3 I 1 I 108 3, : . . 'D in teet l:. / gfi 3• PLAN li� 1,OU0 GROOVE END WfTH I 8� __� __� HEADWALL g4 s� / 2. 2_ �yrt / 500 � I '��� . 2. 72 400 � � � i � I = 30U �i,Pj/ = 1.5 �.5 I U N / �a. • , . Z / . tr Z gp V 2DD / W 1.5 '�` PLAN l2� I QZ � �j GROOVE END �i 54 � / a PROJECTING � /w �� a w . . . > 48 / � so Z _ . / .. V � U sp a 1.D 1.0 � /�� � O 42 Q 50 HW SCALE ENTRANCE � � , 40 p TYPE p� ��� � � W .s 9 � `I3 ' � 3fi gp ��� Square edga with Q ` � � 33 headwall � '9 a � 20 (2) Groove end with � � 30 headwall = •8 ,g I (3) Groove end '8 27 proje ' g 10 I .7 7_ i 24 $ .7 fi 7o use s e (2) or(3) project 21 $ horiz ally to scale (1), then 4 us traight inclined line through and Q scales, or reverse as ,g 3 illustrated. 6 .6 �8 2 �G,/� = 0•9 CwoR�f � 15 � N9tP a�`� D =r2'' .5 �$ .5 �Q`�ti. ,.o ��: 0.9 �r �c ,2 I998 Surface Water Desia Manual 9/1198 4-43 SECTION 4.2 PIPES,OUTFALLS,A!�ID PUMPS FIGURE 4.2.1.F NOMOGRAPH FOR SIZING CIRCULAR DRATNS FLOWING FULL 7,000 900 800 .0001 700 2.0 600 .0002 500 .0003 Minimum 400 .0004 .ppp� Allowable .0005 Veloc'rty .0006 (Flowing 3.0 300 120 .�008 .0002 FuII) c�v .001 108 � .0003 � .0004 200 9� n 9 � .002 .0�05 4.0 sa � .000s 78 0 .00s .000s �2 .o� 66 � .�DS .001 5.0 100 � O .006 � 90 54 c i .008 .002 o O 80 q.g .01 0 / U 6.0 �p W .003 = 60 U 42 .004�� W 7.0 � Z .02 .005 O a 50 36 .006 � V z 33 .03 .008 � w 8.0 Z 40 W 30 .�4 .010 � tWi � � 27 .06 � Z 9.0 Q 30 � 24 .020 � 10.0 � O 21 .10 .030 v 0 20 W 18 .040 w w .050 > Q 15 .060 o .OB� �2 .ioo 10 10 8 `,���i SAMPLE USE 7 A���* �10 8 24"dia.CMP C� 2%slope yields 2�.0 g ��� ��b 17cfs � 5.4 fps velocity �j (n=0.024) :�CFS ----� s 4 Values per Manning's equation o-� 1.49 � AR2/3 S'/2 3 � ° 30.0 This tabie can be converted to other"n"values by applying 2 formula: 4D.0 Q1 n2 Q2 n1 1 9/1/98 1998 Surface Vt'ater Desien Manual 4-20 � arPE�nix ��c„ DOV�I�ISTREAM CON�'EYANCE :�NALYSIS OO 2006 D.R STRONG Consulting Engineers Inc. 68 Honey Brooke West Technical Information Report Renton,Washington Storm Water Runoff Variables A=TOWI of Subasin a�_ . . C=Runoff Ccefficient(Ihe anticioeted pr�pomon oi ra�nial vo����ne cr�al n.�ns oH in=areaj se�'9E��5.^.�1�4 7aoie J_ C�=Composke Runofl Coefficien[ ��=S(G,'K,YA.� T�Time of Concentration(Typically 6.3 minutes which is the mi�imum value used in calculations) R=design retum freque�q ia=Uni[peak rainfall intensity factor �a=ca��c��r�-�> aa,bR=cceffidents from'OS KCSWM Table 32.1.B used lo adjust the equation For the desgn storm IR=Peak 2inhall intensity factor fa a stortn of retum frequency'R' �R=Pa 4+ Pa=lotal preapdalion(inches)fa the 24hour stortn event for Ne given frequency. See Isopluvial Maps m'OS KCSWM Fgures 32.1.A-G O„=peak Bow(cfsj for a storm oF 2tum frequen�y'R' � �a=Cc'ia`A The Q-Ratio describes the ratio of the tributary fbw to tbe main upstream Bow. R= 100-year storm ap= 2.61 �= 0.63 Pp= 3.9 inthes Conveyance System VaMables: tl=pipe diameter n=Manning's Number 1=length of pipe � �._._.__...__'---.._._.__._..._._._.__,_._.___.._.______._._._....-'---'---'-'--._._._._......_..._.-._..._._...._..-'-:-._..__._._._._._..........._._._._..__....._-_.._._._._._._.._._._._'---._....._._._._._._..-'-'--"-'-'---'-'-'-'-'--'-'-'-'-----'-'---._._._....._._.._._.._.__._ �ipe Strudu2s Subasins& A A C C� T, ip 1„ Q„ SCb, Q- d Matenal n I Slope invert in�ert over- Q V Tributaries subasin Ratlo in out Bow Full Full _...._._.._.__._._...-----.-.---._._._._._._._.._._..-.-----.------.---.-.-.-.-----.----......._.._.--.-.--._._._._._._....._._.__._._.._._._......._._. elev. Flow Flow ..._._.__._.._._._.___.-'--'-'-'------'---'-'--'-'-'--'-'-'-'-'-'---'-"-'--'-'-'--'--._._.._._..._._.._._...._ FROM CB To CB sf Ac Ac Min. ds cfs in it Y. k ft ft cfs fps CB X27 TO OUTFALL 5 5 4 5 BB69 0.20 0.67 6.3 0.82 3.79 0.44 0.44 0.00 12 N-12 0.0'12 95.3 0.75 399.98 39927 403.17 3.34 4.25 4 4 3 4 9324 0.21 0.67 6.3 0.ffi 3.19 0.46 0.90 1.05 72 N-12 0.0'12 45.9 7.93 39927 395.63 402.77 10.90 13.88 3 3 2 3 13647 0.31 0.66 6.3 0.82 3.79 0.66 1.55 0.73 1Z N-12 0.0'12 58.7 0.27 395.63 395.47 396.93 2.D2 2.57 ROM 8B-2 64947 1.49 0.55 2 2 7 2 5098 0.12 0.90 2 2 1 2 70045 1.61 C.57 6.3 0.82 3.19 2.95 4.50 1.90 12 N-12 0.012 93.3 0.62 395.47 394.89 398.38 3.D5 3.89 1 1 OUTFALL 1 23198 0.53 0.52 6.3 0.82 3.19 0.89 5.39 4.20 12 N-72 0.012 25.5 0.47 394.89 394.77 399.65 2.65 3.38 CB RBB TO CB#2 BB 8B 8A BB 21190 0.49 0.42 6.3 0.82 3.19 0.65 0.65 0.00 72 N-12 0.012 382 0.52 397.20 397.00 399.88 2.80 3.57 BA 8A B 8A 11481 0.26 0.55 6.3 0.82 3.19 0.46 7.11 a.�1 72 N-12 0.012 79.1 0.52 397.00 396.59 400.49 2.79 3.55 8 8 7 B 0 0.00 0.90 6.3 0.82 3.19 0.00 1.11 0.00 12 N-72 0.012 85.9 0.59 396.59 396.08 40029 2.98 3.80 7 7 6 7 16109 0.37 0.65 7.3 0.75 2.91 0.70 1.80 0.63 12 N-72 0.012 39.7 0.33 396.08 395.95 399.18 2.21 2.82 ROM 9� 70903 0.25 0.49 6 6 2 6 5264 0.12 D.90 6 6 2 6 16167 0.37 0.62 6.3 0.82 3.19 0.74 2.54 0.47 12 N-12 0.012 74.9 0.64 395.95 395.47 399.01 3.10 3.94 64947.004 1.49 0.55 C8 iF9 TO CB#6 9 9 6 9 10903 0.25 0.49 6.3 0.82 3.19 0.39 0.39 0.00 12 N-12 0.012 95.3 0.30 396.24 395.95 399.69 2.13 2.72 1 5/26/2006 BACKWATERdownstream.xls OF 1 4:30 PM INPUT CB SUBBASIN LOT AREAS GRASS ROOF/DW ROAD GftOSS AREA 1 1 23198 13397 9801 0.001 23198 2 2 0 � 0 5098 5098 3 3 9260 5110 4150 4387 13647 4 4 7373 3283 4090 1951 9324 I I I S 5 7209 3095 4114 1660 8869 � 6 6 0 0 0 5264 5264 � � 7 7 11309 6269 5040 4800 16109 � � 8 8 0 0 0 0.001 0 � � � w 8A 8A 11481 6214 5267 0.001 11481 Z f � r Q 8B 86 2119� 15750 5440 0.001 21190 � �,— � -- - — — - — — - - — � � } 9 9 10903 6921 3982 0.001 10903 _ — — — — — � � � OUTFALL OUTFALL 1E-14 0 0 0.01 0 n,E 6n, s,r�ET — — " "— - — - ; I m ���—r�— — — — — ---��—� i' t (/� � � � � , y � ,,`1 � �/ i ( W J � I t8 t9 �� 47 � 49 50 � � m f 46 � C� � � �I i I � 1 W � ' i �� � � � z � �� 17 2D � ' � O Z ' I I I I� i Q � � I 45 I O 1 i ! ; ' ' � � � U :--, i � ' � ' ' � m Z � I � t6 21 - I � � I � I II � � } i "'�--�-� i � � � �L.� �� �„r-- a � � � TRACT B 1 � Z �S 22 ( II�I Z 'F '-_ , � � I I� O � i � � } �t � z , 1 = �� ���F { t"""j `� g � Q � 74 � z I�o I Q I I Ip �y �i `�sl � I l� �{' I � y 1 23 Q ' 44 43 12 LL F v p I � � � ;`----� ;�-=` W � Q ti � v� � � l� i� E >Z :�� � / �" ��I 6 � t3 2a i c.� I -- � > ' ' I`' � � � - - - - -- - - � � � ``1`�, /3 ,��Q`, Ne sni aucE i p � ' i _ � � ' � � — — r r � � :` � ��`� `� ' ; j � z zs � , �- -- - -- -- — — ; i� '-- f �� ��� � � � � � � � �' ' � 8 � 38 39 4D st qy � �� �� �'_`,`_j I I 1 I � J-, � � 11 26 � ( � r I � 1 � � t t � � � , ��/ 6 �� �� �� 9 I � � �.I �`,�^��' �� � �-'i �i i 10 27 � I 37 �� � ,1 � �� ' ` � � ( � 26'PPoVATE 51 I I , � � 1 � / DRNNACE AND � � � y � � � � ACCESS ESYT. � 9 � �`�\ �l ; � , �\ �'—__ __ _- ' ' D.R. STRONG �/� i E NE SM 57REE7 � � I� 1 ��\ �^ ��l / �_ - � — I COh5ULTING ENGINcERS a ENvWEERS PLANNERS SURVEYORS �� �� TRACT A - - _ � 1060t NE 381n%ALE.SURE 101 f" / � -- - - -- -- � I 1 awcv.no.wq� j• �..t`�"�� I � �� I .0 ez,.wc,o�� , � �—^ ' 9ao 96zure 7oLL FRff �25.82'I2d2i FNC �' I I � 35 1 ( w�w.av�.� � 1 � � _ "�'� � , � � } 28 29 30 3t 32 S} � � i 1 `�->� I_�___._ ` � , ' -�-L_;"��� I I � DRAFTER Ef1B ( I I � DESIGNER NAK I � I � � � � —————_—— � � PROJECT ENGINEER: WJS �.. t � E � � I ( NE DATE: OS-3O-06 � � E � PRDJECT NO.: OSZHB } � I 4 € . 3 1 � � SHEET � OF � ��YRiGHT QQ 2006.C.F.. STRONG CONSULTING ENQNEERS IwC. BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB #5 TO OU�F�LL.bNY Surcharge condition at intermediate junctions o�- $lDSWa�� �//1lG� �/bSUlal2�f.4`I) Tailwater Elevation:396.27 feet �A$S�y�Lt. '{'OP � Discharge Range:0 .5 to 10. Step of 0.5 [cfs] Overflow Elevation:403.17 feet Weir:NONE Upstream Velocity:0. feet/sec PIPE NO. 1 : 25 LF - 12"CP @ 0.47� OUTLET: 394 .77 INLET: 394 . 89 INTYP: 5 JTTNC N0. 1: OVERFLOW-EL: 399. 65 BEND: 28 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0 .20 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.50 1.40 396.29 * 0.012 0.30 0.30 1.50 1.50 1.39 1.40 0 .40 1. 00 1.42 396.31 * 0.012 0.43 0.43 1.50 1.50 1.40 1.42 0.58 1.50 1.48 396.37 * 0.012 0.52 0.54 1.50 1.50 1.42 1.48 0.73 2 .00 1.55 396.44 * 0.012 0.61 0.65 1.50 1.50 1.45 1.55 0.87 2 .50 1.65 396.54 * 0.012 0.68 0.78 1.50 1.50 1.49 1. 65 1. 01 3 . 00 1.77 396.66 * 0.012 0 .75 1. 00 1.50 1.50 1.53 1.77 1. 14 3 .50 1. 91 396.80 * 0.012 0.80 1. 00 1.50 1.50 1.59 1. 91 1.32 4.00 2 .07 396.96 * 0.012 0.85 1. 00 1.50 1.50 1.65 2 .07 1.52 3�C�S 4.50 2 .26 397. 15 * 0.012 0. 89 1.00 1.50 1.50 1.73 2.26 1.74 5.00 2 .46 397.35 * 0.012 0.92 1.00 1.50 1.50 1.81 2 .46 1. 99 �«� �� 5.50 2 .69 397.58 * 0.012 0.94 1. 00 1.50 1.50 1.90 2 .69 2 .27 ��d� � 6. 00 2 .94 397.83 * 0.012 0.96 1. 00 1.50 1.50 2 .00 2 .94 2 .57 �� 6.50 3 .21 398.10 * 0.012 0. 97 1. 00 1.50 1.50 2.10 3 .21 2 .91 �ya� 7.00 3 .51 398.40 * 0.012 0.98 1.00 1.50 1.50 2.22 3 .51 3 .26 54u�'� �� 7.50 3 .82 398.71 * 0.012 0.99 1.00 1.50 1.50 2 .34 3 .82 3 .65 �'�5�� 8.00 4.16 399.05 * 0.012 0.99 1.00 1.50 1.50 2 .48 4.16 4 .06 8.50 4.51 399.40 * 0.012 0. 99 1. 00 1.50 1.50 2 .62 4.51 4.49 **************** OVERFLOW ENCOUNTERED AT 9. 00 CFS DISCHARGE ***************** ******** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* 9.00 4.96 399.85 * 0.012 1.00 1.00 1.50 1.50 2.77 4. 89 4. 96 9.50 5.45 400.34 * 0 .012 1.00 1. 00 1.50 1.50 2 .92 5.29 5.45 10 . 00 5 . 96 400. 85 * 0 . 012 1. 00 1. 00 1 . 50 1. 50 3 . 09 5 . 72 5 . 96 _ �� PIPE N0. 2 : 93 LF 12 CP ia 0 .62% OUTLET: 394 . 89 INLET: 395.47 INTYP: 5 JUNC NO. 2 : OVERFLOW-EL: 398.38 BEND: 57 DEG DIA/WIDTH: 2 .0 Q-RATIO: 1. 90 Q(CFS) HW{FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.42 0 . 84 396.31 * 0.012 0.27 0.26 1.40 1.40 0.83 0.84 0.36 0.83 0 .92 396.39 * 0.012 0.39 0.36 1.42 1.42 0.89 0.92 0.53 1.25 1.06 396.53 * 0.012 0.48 0.45 1.48 1.48 1.00 1.06 0.68 1.67 1.26 396.73 * 0.012 0.55 0.53 1.55 1.55 1.15 1.26 0.82 2 .09 1.51 396.98 * O.a12 0.62 0.61 1.65 1. 65 1.34 1.51 0.95 2 .50 1. 83 397.30 * 0.012 0.68 0.70 1.77 1. 77 1.58 1.63 1.0� 2 .92 2 .20 397.67 * 0.012 0 .74 0.79 1.91 1.91 1.87 2.20 1.23 3 .34 2 .63 398.10 * 0.012 0.79 1.00 2 .07 2 .07 2 .19 2 . 63 1.40 **************** OVERFLOW ENCOUNTERED AT 3 .76 CFS DISCHARGE ***************** ,t+�*t+** r� ?F��^Trl�,) .�nr.JnT-�TnT,c r'� � �,r- 3�r^� Tcc--r,,nTT.T..�, �-�p(�uLp^c� rn*-7`TT +*,t�i**f- _ ' _�-- - � - - -�.,_... ._. .�- - �--.- _� . T r�,��G�s 3 .76 3 .11 39B.58 * 0.012 0 .83 1.00 2 .26 2 .26 2 .56 3 .11 1.59 4 .17 3 .65 399.12 * 0.012 0.87 1.00 2 .46 2 .46 2.97 3 .65 1. 81 � ��� `-� 4 .59 4 .25 399.72 * 0.012 0.90 1.00 2 .69 2 .69 3 .43 4.25 2 . 05 l 5 .01 4 .91 400.38 * 0.012 0.92 1.00 2 . 94 2 .94 3 . 93 4. 91 2 .31 5 .42 5.62 401.09 * 0.012 0.94 1.00 3 .21 3 .21 4 .48 5.62 2 .60 �G�s-`�6 .26 7.22 40��6� * 0.012 0.97 1.00 3 . 82 3 . 82 5 .69 7.22 3 .24 ��r� 6 .68 8 .10 403.57 * 0.012 0 .98 1. 00 4 . 16 4 .16 6.37 8.10 3 .59 �(ace p us � ���,�,1 7 .09 9.04 404 .51 * 0.012 0. 98 1.00 4 .51 4 .51 7 .09 9.04 3 .97 � 7 .51 10. 11 405.58 * 0.012 0. 99 1.00 4 .96 4 .96 7.91 10 . 11 4 .37 7 . 93 11.25 406.72 * 0.012 0.99 1.D0 5 .45 5 .45 8.81 11.25 4 .79 8 . 35 12 .46 407 . 93 * 0 .012 0 . 99 1 . 00 5 . 96 5 . 96 9 .75 12 .46 5 .24 _ �� T F FIPE NO. 3 : 5B LF 12 CP @ 0 .27% OUTLET: 395 .47 IN.��T: 395 .63 INTYP: 5 JUNC NO. 3 : �VERFLOi�-EL: 398 . 93 BEND: 0 DEG DIA/WID':'H: 2 . 0 Q-RATIO: 0 . 73 Q (CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.14 0.68 396.31 * 0.012 0.16 0.19 0. 84 0. 84 0.68 0 .68 0.21 0.29 0.77 396.40 * 0.012 0.23 0.26 0 .92 0.92 0.77 0.77 0.30 0.43 0.92 396.55 * 0.012 0.28 0.32 1.06 1.06 0.91 0.92 0.37 0.58 1.13 396.76 * 0.012 0.32 0.37 1.26 1.26 1.12 1.13 0.43 0 .72 1.39 397.02 * 0.012 0.36 0.42 1.51 1.51 1.37 1.39 0.49 0.86 1.72 397.35 * 0.012 0.39 0.46 1.83 1. 83 1.70 1.72 0.54 1.01 2 . 11 397.74 * 0.012 0 .43 0.51 2 .20 2.20 2 .08 2 . 11 0.59 1.15 2 .56 398.19 * 0.012 0 .46 0.55 2 . 63 2 .63 2 .52 2.56 0.64 1.30 3 . 07 398.70 * 0.012 0.49 0.59 3 . 11 3 .11 3 .02 3 .07 0.69 **************** OVERFLOW ENCOUNTERED AT 1.44 CFS DISCHARGE ***************** ******** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* 1.44 3 .64 399.27 * 0.012 0.51 0.63 3 .65 3 .65 3 .57 3 .64 0.73 1.58 4 .27 399. 90 * 0.012 0. 54 0.67 4 .25 4 .25 4 .19 4.27 0.78 1.73 4 .97 400.60 * 0.012 0.56 0.72 4 .91 4 .91 4 .87 4.97 0. 82 1.87 5.72 401.35 * 0.012 0.59 0.77 5 .62 5.62 5.60 5.72 0. 86 2 .02 6.53 402.16 * 0.012 0.61 0.83 6.39 6.39 6.39 6. 53 0.91 2 .16 7.40 403.03 * 0.012 0.63 0.92 7.22 7.22 7.24 7.40 0 .95 2 .30 8.33 403 .96 * 0.012 0 .65 1.00 8.10 8. 10 8.15 8.33 0 .9� 2 .45 9.32 404.95 * 0.012 0 .68 1.00 9.04 9. 04 9.12 9.32 1.04 2 .59 10.44 406.07 * 0 .012 0.70 1.00 10. 11 10. 11 10 .21 10.44 1.0� 2 .74 11.64 407.27 * 0.012 0.71 1.00 1Z.25 11.25 11 .39 11.64 1.1� JUNC NO. 4 : OVERFLOW-EL: 402 .77 BEND: 31 DEG DIA/WIDTH: 2 .0 Q-RATIO: 1.05 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ****************************************,r************************************** 0 .08 0. 12 399.39 * 0.012 0.12 0.07 0.68 0 .68 0 .12 ***** 0.12 0.17 0.19 399.46 * 0.012 0.17 0.09 0 .77 0 .77 0.17 ***** 0.19 0.25 0.24 399.51 * 0.012 0.21 0.11 0 .92 0.92 0.21 ***** 0.24 0.33 0.28 399.55. * 0.012 0.24 0.13 1. 13 1. 13 0.24 ***** 0.28 0.42 0.32 399.59 * 0.012 0.27 0.14 1.39 1.39 0.27 ***** 0.32 0.50 0.36 399.63 * 0.012 0 .30 0.15 1.72 1.72 0.30 ***** 0.36 0.58 0.40 399.67 * 0.012 0 .32 0.16 2 .11 2 . 11 0.32 ***** 0.40 0.67 0.43 399.70 * 0.012 0.34 0.17 2 .56 2 .56 0 .34 ***** 0.43 0 .75 0.46 399.73 * 0.012 0.37 0.18 3 .07 3 . 07 0 .37 ***** 0.46 0 . 83 0.49 399.76 * 0.012 0.39 0.19 3 .64 3 . 64 0.39 ***** 0.49 0 . 91 0.72 399.99 * 0.012 0 .41 0.20 4 .27 4 .27 0.65 0.72 0. 52 1.00 1.40 400.67 * 0.012 0 .42 0.21 4 .97 4 .97 1.36 1.40 0.55 1.06 2 .16 401.43 * 0.012 0.44 0.22 5.72 5.72 2 .11 2 .16 0.58 1. 16 2 .98 402 .25 * 0.012 0.46 0.23 6.53 6.53 2 .93 2.98 0.61 **************** OVERFLOW ENCOiTNTERED AT 1.25 CFS DISCHARGE ***************** ******** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* 1.25 3.86 403.13 * 0.012 0 .48 0.23 7 .40 7.40 3 .81 3 . 86 0. 64 1.33 4.81 404.08 * 0.012 0 .49 0.24 8.33 8.33 4 .74 4 . 81 0.66 1.41 5.82 405.09 * 0.012 0.51 0.25 9.32 9.32 5 .74 5.82 0. 69 1.50 6.95 406.22 * 0.012 0.52 0.26 10 .44 10.44 6.87 6.95 0.72 1 .58 8. 17 407.44 * 0.012 0.54 0.26 11.64 11.64 8.07 6.17 0.74 1 .66 9.45 408 .72 * 0.a12 0 .55 0.27 12 . 90 12 . 90 9 .35 9.45 0 . 77 PIPE NO. 5 : 95 LF - 12��CP .. O .%5b OUTLET: 399.27 INLET: 399. 9B INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******,r************************************************************************ 0.04 0.11 400.09 * 0.012 0.09 0.08 0. 12 0. 12 0.09 ***** 0. 11 0 .08 0.15 400.13 * 0.012 0.12 0.11 0. 19 0.19 0.12 ***** 0. 15 0 .12 0.19 400.17 * 0.012 0.15 0.14 0.24 0_24 0.15 ***** 0. 19 0 .16 0.22 400.20 * 0.012 0.17 0.16 0.28 0 .28 0.17 ***** 0.22 0 .20 0.25 400.23 * 0.012 0.19 0.17 0.32 0.32 0.19 ***** 0.25 0 .24 0.27 400.25 * 0.012 0.21 0.19 0.36 0.36 0.21 ***** 0.27 0 .28 0.29 400.27 * 0.012 0 .22 0.20 0.40 0.40 0.22 ***** 0.29 0 .32 0.32 400.30 * 0.012 0 .24 0.22 0.43 0.43 0.24 ***** 0.32 0 .37 0.34 400.32 * 0.012 0.25 0.23 0.46 0.46 0.25 ***** 0.34 0 .41 0.36 400.34 * 0.012 0.27 0.24 0.49 0.49 0.27 ***** 0.36 0 .45 0.38 400.36 * 0.012 0.26 0.25 0.72 0.72 0.26 ***** 0_38 0 .49 0.73 400.71 * 0.012 0.29 0.26 1.40 1.40 0.71 0.73 0.39 0 .53 1.48 401.46 * 0.012 0.31 0.27 2 .16 2 .16 1.47 1.48 0.41 0 .57 2.30 402.28 * 0.012 0.32 0.28 2 .98 2.98 2.29 2.30 0.43 **************** OVERFLOW ENCOUNTERED AT 0. 61 CFS DISCHARGE ***************** 0 .61 3.19 403.17 * 0.012 0.33 0.29 3 .86 3 .86 3 . 18 3 .19 0.44 0 .65 4.14 404.12 * 0.012 0.34 0.30 4 .81 4.81 4 .13 4 . 14 0.46 0 .69 5.15 405.13 * 0.012 0.35 0.31 5.82 5.82 5 .14 5 . 15 0.48 0 .73 6.29 406.27 * 0.012 0.36 0.32 6.95 6.95 6.27 6.29 0.49 0.77 7.52 407.50 * 0 .012 0.37 0.33 8.17 8.17 7 .49 7.52 0. 51 0 .81 8. 81 408.79 * 0 .012 0. 38 0.34 9 .45 9.45 8 .78 B . 81 �. 52 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB #8B TO CB #2 .bwp Surcharge condition at intermediate junctions c� Tailwater Elevation:402.28 feet �G1jZ @ �.�SCTS� Discharge Range:0.5 to 10 . Step of 0.5 [cfs] Overflow Elevation:399.33 feet Weir:NONE Upstream Velocity:0. feet/sec PIPE NO. 1: 74 LF - 12"CP @ 0.64% OLTTLET: 395.47 INLET: 395.95 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 399.01 BEND: 57 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0.41 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *************,r***************************************************************** **************** OVERFLOW ENCOUNTERED AT 0.50 CFS DISCHARGE ***************** ************** ACTUAL OVERFLOW MAY OCCUR AT LESS THAN 0.50 CFS ************** ******** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* 0 .50 6.36 402 .31 * 0.012 0.30 0.26 6. 81 6.81 6.35 6.36 0.40 1.00 6.42 402.37 * 0.012 0.43 0.40 6. 81 6.81 6.38 6.42 0 .59 1.50 6. 52 402 .47 * 0.012 0.52 0.50 6. 81 6. 81 6.44 6.52 0 .75 s�,G r 2 .00 6.66 402 .63 * 0.012 0.61 0.59 6. 81 6. 81 6.53 6.68 0.91 ,u 2 .50 6.87 402.82 * 0.012 0.68 0.69 6. 81 6. 81 6. 64 6. 87 1.07 g'��`� 3 .00 7.11 403.06 * 0.012 0.75 0 .80 6.81 6. 81 6.78 7. 11 1.23 3 .50 7.39 403 .34 * 0.012 0.80 1.00 6.81 6.81 6.95 7.39 1.44 S 4 . 00 7.71 403.66 * 0.012 0.85 1.00 6.81 6.81 7. 13 7.71 1.67 � ��"'-7~ 4 .50 8.08 404.03 * 0.012 0.89 1.00 6.81 6.81 7.35 8.08 1. 94 � 5.00 8 .49 404 .44 * 0.012 0.92 1.00 6.81 6.81 7.59 8.49 2 .24 G �� 5.50 8 .94 404 .89 * 0.012 0.94 1.00 6.81 6.81 7.85 8.94 2 .57 �� 6.00 9.44 405.39 * 0.012 0.96 1.00 6.81 6. 81 8.14 9.44 2 . 93 6.50 9.98 405.93 * 0.012 0.97 1.00 6 .81 6. 81 8.45 9.98 3 .32 7.00 1�.56 406.51 * 0.012 0.98 1.00 6.81 6. 81 8.79 10.56 3 .74 7.50 11. 19 407.14 * 0.012 0. 99 1. 00 6.81 6.81 9.16 11.19 4 .20 8.00 11. 86 407.81 * 0.012 0.99 1. 00 6 .81 6.81 9.55 11.86 4 .69 8 .50 12.57 406.52 * 0.012 0.99 1. 00 6.81 6.81 9.96 12 .57 5.20 9. 00 13.32 409.27 * 0.012 1.00 1. 00 6 .81 6. 81 10.40 13 .32 5.75 9.50 14.12 410.07 * 0.012 1.00 1. 00 6 .81 6.81 10.87 14 .12 6. 33 10.00 14.97 410.92 * 0.012 1.00 1. 00 6 . 61 6.81 11.36 14 .97 6. 95 PIPE N0. 2 : 39 LF - 12"CP Q 0.33� OUTLET: 395.95 INLET: 396. 08 INTYP: 5 JUNC NO. 2 : OVERFLOW-EL: 399.18 BEND: 1 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0.63 Q(CFS) HW(FT) IiW ELEV. * N-FAC DC DN TW DO DE HWO HWI ***************************,r*************************************************** **************** OVERFLOW ENCOUNTERED AT 0.35 CFS DISCHARGE ***************** ************** ACTUAL OVERFLOW MAY OCCUR AT LESS THAN 0.35 CFS ************** ******** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* �.35 6.24 402.32 * 0.012 0.25 0.28 6.36 6.36 6.24 6.24 0. 33 0.71 6.32 402 .40 * 0.012 0.36 0.39 6.42 6.42 6.30 6.32 0.48 1.06 6.46 402 .54 * 0.012 0.44 0.49 6.52 6.52 6.42 6.46 0. 61 �D G�S 1.42 6.66 402 .74 * 0.012 0.51 0.59 6.68 6.68 6.60 6.66 0.72 �e��� 1.77 6.93 403 .01 * O.a12 0.57 0.66 6. B7 6. 87 6.82 6.93 0.83 �[LtL��-� 2 . 1? . 24 4C3 . 32 * O . C12 C .S� 0 . ''9 ? . ,1 . 11 . 10 , . 24 C . �_ ' __ - __ � 2 .48 7.62 403 .70 * 0.012 0.68 1.00 7 .39 7.39 7.42 7. 62 1.04 ;��C��.� 2 .84 8. 06 404 .14 * 0.012 0.73 1.00 7 .71 7.71 7.80 8. 06 1.14 � ,I✓„ 3 .19 8.55 404.63 * 0.012 0.77 1.00 8. 08 8.08 8.22 8. 55 1.27 � � ��`' �'Z--� 3 .55 9.10 405 .18 * 0.012 0.81 1.00 8.49 8.49 6.69 9.10 1.41 � �gw� 3 .90 9.71 405.79 * 0.012 0.84 1.00 8. 94 8 .94 9.22 9.71 1.57 4 .26 10.36 406.46 * 0.012 0.87 1.00 9.44 9.44 9.79 10 .36 1.74 4 .61 11.10 407.18 * 0.012 0.90 1.00 9. 98 9.98 10 .42 11.10 1.92 4 .97 11.89 407.97 * 0.012 0. 92 1.00 10. 56 10.56 11.09 11. 89 2 .13 5.32 12 .73 408. 81 * 0.012 0.94 1.00 11. 19 11.19 11.61 12 .73 2 .34 5.68 13 .63 409.71 * 0.012 0.95 1.00 11.86 11. 86 12 .59 13 .63 2 .57 6.03 14 .58 410.66 * 0.012 0.96 1.00 12.57 12 .57 13 .41 14 .58 2 _ 82 6.39 15 .60 411.68 * 0.012 0.97 1.00 13 .32 13 .32 14 .28 15. 60 3 . 08 6.74 16 .67 412 .75 * 0.012 0.98 1.00 14.12 14. 12 15.21 16. 67 3 .35 7.10 17 .81 413 .89 * 0.012 0.96 1.00 14.97 14. 97 16.18 17. 81 3 . 64 PIPE NO. 3 : 85 LF - 12"CP @ 0.59� OUTLET: 396. 08 INLET: 396.59 INTYP: 5 JUNC NO. 3 : OVERFLOW-EL: 400.29 BEND: 0 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0. 00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* **************** OVERFLOW ENCOUNTERED AT 0.22 CFS DISCHARGE ***************** ************** ACTUAL OVERFLOW MAY OCCUR AT LESS TAAN 0 .22 CFS ************** ******** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* 0.22 5.74 402 .33 * 0.012 0.20 0. 19 6.24 6.24 5.74 5 .74 0.26 0.44 5.82 402 .41 * 0.012 0.28 0.26 6 .32 6.32 5. 82 5 . 82 0.37 0.65 5.98 402 .57 * 0.012 0.34 0.32 6.46 6.46 5. 98 5 .98 0.45 �� (,�S 0. 87 6.21 402 .80 * 0.012 0.40 0.38 6.66 6.66 6.20 6.21 0.53 CB��G�f(y 1.�31 6.86 403 .45 * 0.012 0.49 0.47 7.24 7.24 6. 83 6.86 0.65 fa,c�� `-'� * ' 1.53 7 .28 403 .87 * 0.012 0.53 0. 51 7 .62 7.62 7.25 7.28 0.71 ' 1.75 7 .76 404.35 * 0.012 0.57 0.56 8 . 06 8.06 7.72 7.76 0.76 � 1.96 8 .31 404_90 * 0.012 0.60 0.60 8 .55 8.55 8.26 8.31 0.81 2 .18 8 .93 405.52 * 0.012 0.64 0.64 9.10 9.10 8.87 8. 93 0.86 I, �,.bb G�S 2 •40 9.61 406.20 * 0.012 0.67 0.69 9.71 9.71 9.53 9.61 0.90 2 .62 10 .35 406.94 * 0.012 0.70 0.73 10.38 10.38 10.26 10.35 0.95 ', u��� 2 .84 11.16 407.75 * 0.012 0.73 0.79 11. 10 11.10 11.06 11. 16 0.99 (a,� 1� 3 .06 12 .04 408.63 * 0.012 0.75 0.85 11. 89 11. 89 11.92 12 . 04 1.03 N� 3 .27 12 .98 409.57 * 0.012 0.78 1.00 12 .73 12 .73 12.84 12 . 98 1.09 i 3 .49 13 . 98 410.57 * 0.012 0.80 1.00 13 .63 13 .63 13 .82 13 . 98 1.15 � i 3.71 15. 05 411.64 * 0.012 0.83 1.00 14 .58 14.58 14.87 15. 05 1.22 3 .93 16. 18 412.77 * 0.012 0_85 1.00 15.60 15.60 15.98 16. 18 1.28 4 .15 17 .38 413.97 * 0.012 0.87 1.00 16.67 16 .67 17.16 17.38 1.35 4 .37 18 . 64 415.23 * 0.012 0. 88 1 . 00 17 . 81 17 . 81 18 .39 18. 64 1.43 PIPE N0. 4 : 79 LF - 12"CP � 0.52% OUTLET: 396.59 ZNLET: 397 .00 INTYP: 5 JUNC N0. 4 : OVERFLOh'-EL: 400.49 BEND: 31 DEG DIA/WIDTH: 2 . 0 Q-RATIO: 0.71 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ***************************�********************************************,r****** **************** OVERFLOW ENCOLTNTERED AT 0 .22 CFS DISCHARGE ***************** ************** ACTUAL OVERFLOW MAY OCCUR AT LESS THAN 0.22 CFS ************** ******** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* 0.22 5 .34 402 .34 * 0.012 0.20 0 .19 5.74 5.74 5.34 5.34 0.26 0.44 5 .43 402 .43 * 0.012 0.28 0.27 5. 82 5 . 82 5.42 5.43 0.37 0 .65 5. 61 402 .61 * 0.012 0.34 0 .34 5. 98 5 . 98 5 .59 5 .61 0 .46 ���f G�'f 0 .87 5. 87 402 .87 * 0.012 0.40 0.39 6.21 6.21 5.84 5 .87 0.55 (�n"�y� 1.09 6.19 403 .19 * 0.012 0.44 0.44 6.50 6.50 6.15 6.19 0.62 �►y��- 'Q�` 1.31 6.60 403.60 * 0.012 0.49 0.49 6.86 6.86 6.54 6. 60 0.69 J 1.5 3 7.07 4 04.07 * 0.0 1 2 0.5 3 0.5 3 7 .2 8 7.2 6 6.9 9 7. 0 7 0.7 6 1.75 7.62 404 .62 * 0.012 0.57 0.58 7 .76 7.76 7.51 7.62 0.83 1.96 8.24 405.24 * 0.012 0.60 0.63 8 .31 8 .31 8.11 8.24 0.90 2 .18 8.94 405.94 * 0.012 0.64 0.67 8. 93 8 .93 8 .77 8.94 0.96 �'S 2 .40 9.71 406.71 * 0.012 0.67 0 .72 9. 61 9.61 9.50 9.71 1.03 w�`G 2 .62 10.55 407.55 * 0.012 0.70 0.78 10.35 10.35 10.31 10.55 1.10 � �ll,�,�y�,�� 2 .84 11.46 408.46 * 0.012 0.73 0. 85 11.16 11. 16 11.18 11.46 1.16 pl�,�,��� 3 .06 12 .45 409.45 * 0.012 0.75 1. 00 12 . 04 12 .04 12 . 12 12 .45 1.24 ��k/� 3 .27 13 .51 410.51 * 0.012 0 .78 1. 00 12 .98 12 .98 13 .14 13 .51 1.33 3 .49 14 . 64 411.64 * 0.012 0 .80 1.00 13 .98 13 .98 14.22 14. 64 1 .42 3 .71 15.85 412.85 * 0.012 0.83 1.00 15 .05 15.05 15.37 15.85 1 .52 3 .93 17.13 414.13 * 0.012 0.85 1.00 16.18 16 .18 16.59 17. 13 1.62 I 4 .15 18.48 415.48 * 0.012 0.87 1.00 17.38 17 .38 17.88 18.48 1.73 4 .37 19.91 416.91 * 0.012 0.88 1.00 18. 64 18.64 19.25 19.91 1.84 PIPE N0. 5 : 38 LF - 12"CP @ 0.52� OUTLET: 397. 00 INLET: 397 .20 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *********************************,r**,r****************************************** **************** OVERFLOW ENCOLTNTERED AT 0.13 CFS DISCHARGE ***************** ************** ACTUAL OVERFLOW MAY OCCUR AT LESS THAN 0.13 CFS ************** 0.13 5.15 402.35 * 0.012 0.15 0.15 5 . 34 5 .34 5 .15 5 .15 0 .19 0.25 5.23 402.43 * 0.012 0.21 0.21 5 .43 5.43 5.23 5 .23 0 .28 c 0.38 5.42 402 .62 * 0.012 0.26 0.25 5.61 5.61 5.41 5.42 0.35 1,`,�(�'fs 0.51 5.68 402 .88 * 0.012 0.30 0.29 5.87 5.87 5.67 5.68 0 .40 �� 0.64 6.02 403 .22 * 0.012 0.34 0 .33 6.19 6.19 6.00 6. 02 0.46 ��f�{,(�Grf> 0.76 6.43 403.63 * 0.012 0.37 0.36 6.60 6.60 6.41 6.43 0.51 P/QGri) 0.89 6.92 404. 12 * 0.012 0.40 0.39 7 .07 7 .07 6.89 6.92 0.55 1.02 7.49 404.69 * 0.012 0.43 0.42 7.62 7 .62 7.45 7.49 0 .60 1.15 8. 13 405.33 * 0.012 0.46 0.45 8.24 8.24 6 .08 8.13 0 .64 1.27 8.84 406.04 * 0.012 0.48 0.48 8.94 8.94 8.78 8. 84 0.69 1.40 9.63 406. 83 * 0.012 0.51 0.51 9.71 9.71 9.56 9.63 0.73 1.53 10.50 407.70 * 0.012 0.53 0.53 10.55 10.55 10.41 10.50 0.77 1.66 11.44 408.64 * 0.012 0.55 0.56 11.46 11.46 11.33 11.44 0 .81 1.78 12 .45 409.65 * 0.012 0.57 0.59 12 .45 12 .45 12.33 12 .45 0. 85 1.91 13 .54 410.74 * 0.012 0.59 0.61 13 .51 13 .51 13 .40 13.54 0. 89 ��s 2 .04 14.71 411. 91 * 0.012 0.61 0.64 14 .64 14.64 14.55 14. 71 0. 93 Z` 2 .17 15. 95 413.15 * 0.012 0.63 0.67 15.85 15.85 15.77 15. 95 0.97 �Nt�+�'�3 2 29 17.27 414.47 * 0.012 0.65 0.70 17.13 17.13 17.07 17.27 1.01 � 2 .42 18.66 415.86 * 0.012 0.67 0.72 18.48 18 .48 18 .43 18.66 1.05 N� 2 .55 20.12 417.32 * 0.012 0.69 0.76 19.91 19. 91 19. 88 20.12 1 .09