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Home My WebLink About03398 - Technical Information Report - Drainage � � � � � PoNERSON � �� ; 4010 L�hE 41'.�srii�crov Bo��EvnRo NoRTti.�, 5�,��n t ;UO KiRKV.ND, WASHINGTON 9HO3 3 �, (4251 827-5874 �-}25' 8�'2-'�16 F�� ,- �.. � /�� 1 � � i',�i�;�/i /'i _�-%� 1 V'V� =f>� - � - -'- -'�: i 1 YOUNKER NISSAN DRAINAGE REPORT City of Renton lst Submittal: April 5, 2007 2"a Submittal: May 30, 2007 ' 3rd Submittal: June 26, 2007 Prepared for: Younker Nissan 3820 East Valley Highway South Renton, WA 98055 �� M. � ��F WA��j�� •r A,� h, 179? O �,c�-` �� 15TEg'� Sl�' 0 �SSI ONAL E��'` 6. 6'�' EXPIRES 03/19/0 ' Prepared By: Peterson Consulting Engineers 4010 Lake Washington Blvd. NE, Suite 300 Kirkland, WA 98033 , (425) 827-5874 PCE Job No. MISC-0166 � i TABLE OF CONTENTS PROJECT OVERVIEVV 1 Figure 1 —Vicinity Map 2 Figure 2—Existing Site 3 MINIMUM REQUIREMENTS FOR NEW DEVELOPMENT 4 OFF-SITE ANALYSIS 6 STOR117 DRAINAGE ANALYSIS AND DESIGN 10 Conveyance System Analysis and Design 10 Water Quality Facilities 10 ESC Analysis and Design 10 APPENDIX A—Drainage Calculations Peterson Consulting Engineers page t Draina,�e Report for Younker�'�-issan June 26, 2007 PROJECT OVERVIEW The Younker Nissan project is a proposal to construct an auto dealership on a 4.51 acre parcel located in Renton, Washington. The proposed project includes construction of a 30,000 square � foot building containing offices, showroom and parts/service department as well as parking areas � and driveways. The proposed project is located southwest of the intersection of SW 34�' Street ' and East Valley Road in Renton, Washington, see Figure 1 —Vicinity Map and Figure 2 — Existing Site. More generally the site is located King County in the southwest 1/4 of Section 30, Township 23 North, Range 5 East, W.M. The area immediately surrounding the site is zoned Heavy Industrial (IH). The tax parcel number for the site is 1253600010. The project will include parking areas and driveways. Stormwater runoffwill be collected in a network of catch basins and routed to a detention vault. Water quality treatment will be addressed as part of the detention vault design. Grading will occur to install infrastructure and utilities. Peter�son Consulting Engineers Page 1 DrainaQe Report for Younker 1'�'issan June 26, 2007 FIGURE 1—VICIIVITY MAP , �MAro�K�T�� '° .__ �� - � . f f'' �� K ,� a , ' S�st ��-�-,,.._- �` � �. � a�s �� , � _ � � ' <.• �, � , �_�;.. � '`".' s z3nd 1; � :_ -` ' � Indsratriat ! � I vti y+�, . �f�i�{ -_ Park �t 1 , ��` :�'-ti� r ��;, � � { �' :� .�� ti r �s � ' � �� %t � r � ,_ - i }'`r �� t� �jti -- 5W 27t115t `�. �t � � - - ..__. ;`y �} 1 ';� ..'�s ; PROJECT sw�st � ' - �'� : ,� '; , , � _ � SITE ,s�ut , , � �°� � � ',� ._ � - �' ' � ' �'� , u�� v� , `�5 32nd St Q K' ' � ,' ` � . ._,-- v+ �� ' I! Sr�+t 3�th 54 ' :-+ � � ' , - ___ - �; ( � �� 4 " S"37th St �',; � �17 �` Sw 39�St i , �; \ l V __ `i S1rer 41�Si �i' i� ( ,�� { - � i. �,: � ��_ � 5e�arr � � �i , ;' , 5 1$�h St ±' � ' �e°181Kh _ i .... _ .: _.. . �:__. ; �; gOt� , � �1a,�,�� _; , ��`,' ,�,�, ';J 5 45th P1� �i83(�g �' �� _, -- = < S 1&Itll�5t €� � � i841n St , q� _ � ' � _ � " �. �j 5�17t�i5t ,� � ,. � � � �' `i � �� Se'185th PI <- .y = St ;; i `'• _ - �� _�� . �� ' , � s 186th 5t , � . O 2046 A(+iat��est.Inc.;:� , . S 1�7th St i! -__-�_'�*�� _ __ _._'; ,p9pp6 Ni� Peterson Consulting Engineers Page 2 DrainaQe Report for Youn,Eer Nissan June 26, 2007 FIGURE 2-EXISTING SITE - SW iH.S£G 3Q TNP.ZXL.ROE JE,W.M. SW 34TH STREET r�;� �"' �,.�� ..4. �.�.a.. I .� �I mcb}.au r.�uc0a�aw Imcf�fur .c vbcznYu+� 1 I LIl.�J . � /'wJ..l "° ___ _—_�� ___ � a, /,, ,� irc4a�r�, � —_�_� ",�- 1 .-f / �', -.�i'r T. '� _ � � � �+.:s�.. � �. , i �.Clf' ' ' :/ �j / `�; �i �. �1 � � % ;s %, c�� -- � ' _1�� 1 �� 1 �I � �-� /,. � -.�i{>r�.t � '�j . �1 �' T-''� _ �-T�,'3.' .,. �" - _� .. _ --s" ,A � i � �-- -- - -��" ' - - =- - � �' �-4_ I � �----- : � i '�� _ I I� -'� � `� .��.., � i ; � .�,..,,, '� ,r � � � e i; _:�,: I - � ' --- - -- � I l i I "'""I� _ _ _ "`I �� i ��: , _:�: �i i �- '�.� j � ��, i y r� �_ ,��.4.,� � � � PROJECT'SITE �' ��' ''`'� � I � � i .,��"' I 1 � 3401 EAST VALLEY ROAD j ; � �� ' I;� � �� 1-„. � g ,�: ,r,s�� s..�r�o.w � � � � � � t i� �i �,.,��.�.. � � � i � ; ��/,'' I i':.� u..�_. I � ,;i � ; , ��..._� i � � ', �� •' � � _ a� _ ' I � , /,'"� , �; ��.�..e � I � � i T-- � ,( �; k=. ''�, . . II +a.--_"SC� � /.' � •r ��J'� �I� I � � �.T--� \ /��, �� ;.w.u. � � � � ; �\ / �� i ,.�� i � � � .• �i ��... ( i � '! �! �' / ..�.a. •—� R � �� _ -;,i.�,� �:� 1 I �I i� �/ �;�� : � f� �I .� � k A� 1in�:Q ii � �,i� '�;% )�' � � �� '+ �y� ; � ii... ,;�'� r"`�'�� I � � � � � A� � �:�� ,,,d , . - � �.r-,.�:��`i� o..� ' ------ - � a,� �� ` ��W s�,�=-=� �d EAST VALLEY ROAD �—'� ' " '– — t. i ;�i� ��.,.. .��t�isvsf" - ;�..�,.� ; i .i �_.s, r �' � %`�-� �:�i� r.�,�,.�,;- ��=/ 'i�� . ii�%�iiii�� i%�,>,;',�f`, , �'` ' �y- �`I�.- ' �/ '� :.� � I �:I 'i� �. �,.. �'.F-;� I � Peterson Consulting Engineers Page 3 -�' i ... � Draina,�e Report for Younker Nissan June 26, 2007 MINIMUM REQUIREMENTS FOR NEW DEVELOPMENT ' Calculations indicate that detention will be required under the 1990 King County Surface Water Design Manual. Accordingly,the City of Renton will require that the project comply with the 2005 KCSWDM. Minimum Requirement 1: Preparation of Stormwater Site Plans The plans and the preliminary drainage report have been prepared in accardance with King County Surface Water Design ManuaL Minimum Requirement 2: Construction Stormwater Pollution Prevention A Construction 5tormwater Pollution Prevention Plan(SWPPP) will be prepared for the project. In addition, a temporary erosion control plan is included as part of the plans for the project. Minimum Requirement 3: Source Control of Pollution Best management practices will be included the SWPPP to control construction debris,waste, material, fuel, oil, lubricants, and other fluids from entering stormwater. Minimum Requirement 4: Preservation of Natural Drainage Systems and Outfalls The existing drainage pattern flows to the west and is conveyed to the City of Renton drainage system. The proposed drainage pattern is directed to the storm drainage system located in East Valley Road. As is noted in the off-site analysis included in this report, the pre-developed and the post-developed downstream flow paths both discharge to Springbrook Creek, approximately 1/4 mile downstream of the site. This alteration of the natural drainage system is proposed because of capacity concerns with the existing drainage swale leaving the site as well as the need to pump the discharge to the swale. Minimum Requirement S: On-site Stormwater Management Runoff from the new impervious areas is proposed to be conveyed to detention and water quality treatment facilities,prior to discharge. Minimum Requirement 6: Runoff Treatment A wet vault is proposed to provide water quality treatment for the proposed project. Minimum Requirement 7: Flow Control ' A wet vault is proposed to provide flow control for the proposed project. Peterson Consulting Engineers Page 4 DrainaQe Report{or Younker Nissan June 26. 2007 Minimum Requirement 8: Wetlands Protection The project does not propose to discharge directly into a wetland. Minimum Requirement 9: Basin/Watershed Planning It is our understanding that the project is not subject to any existing basin/watershed plan. lllinimuf7a Requirenzent 10: Operatio�Z and Maintenance Drainage facilities are proposed to be operated and maintained by the property owner. ', Peterson Consulting Engineers Page S DrainaQe Report for Y'ounker_'�'issan June 26. 2007 OFF-SITE ANALYSIS The off-site analysis is prepared in accordance with Core Requirement#2 of the 2005 King County Surface Water Design Manual. Task 1 —Define and map the study area A detailed map of the study azea is shown on Figure A. An overall map of the study azea is shown on Figure B. The project site location and downstream flow path is noted. Two flowpaths aze noted: the pre-developed flow path and the post-developed flow path. Figure A—Detailed Map of the Study Area _,. / ,,T,� � `��, - i , ,.. , ., . .., �, . .•,- • 1 ' r POST-DEVELOPED ' r+�" ,. ..... ;. _;-. nowTs�a�t 4, :.`. � ; , - - -- --- • _._ .... �� f� v. � � ' ' � ' - --._ _.:. FLOW PATH ___. . _... __' '� f� �.! _, . - � � _� � � , __. ,.._ �., , ' - _ -- , ,- , . � , :' � � . , , . ; . : ; , , ; I :;• _ : �.,_,. � , �y : ; -.---_ _ � __ , ' - � __. --- ; �, , PRE-DE��LOPED SPRINGBROOK � \,; ; DOWNSTREAbt FLOW PATH CREEK ; .�^*� _—�� _. ---- - -—E. ; _.., i �/ _- _ -- - - _- � _._l._ _._._ {.,._` : ' ' � ' 1 � . ' _._._ � � ' ��'� C � 1 � �--- - ,j � � 1 R ___. `7' 1 ":;. �`� �! ' j� .,�--- ------ � � w i _ 1 _'� � •J•," j . �� \ 1:" � � � g �� Green[tivrr ; ; �\, � , �_.. . -�-�-�`� � � . � � ..--- --- -- - _ ` � �l i � '' — _..---- - . -- _ . -- - � � t TYkwlla � i � � . . � `;r^ e _. I___._ 7 �- • \� �%� { _ 1 _ �►J �i _i _-1 _., _ �__ , ' ' � � --- . �... � .__,. , ' . .---�, ,, , --r _ , ___._ /i ,�•;�' � ; � r .-.- _`�- _ `_��J_ _ ' `; ----�'� i� � �._r'-- —! _ -- ,t i --- f ` ' � � ; . I _ t _ , : 1 . � � , �� . ._ ___ _ - s � �; ;��, ___ . _ � f , � , _ , _ i . . j � ---� ' PROJECT' ._, _ ( �.:��;. — ; --Y--r I ;� ` SPRIlVGBROOK - --- ` _( SITE �� CREEK � ` I � �\\. I - + - _ - : - - _ 'r\�� _ _ � 7r� _ _-_ i. i . . �...` _ -•- - - -- _ _ . � ; �: .� , , y , � �,� - _�� , , �, —a =— — -- _ ---- _ _ � -, ; � � ,, �`- 1 -� � � ,; ._, : Ic7saMcmay ��:' : • '.+._ ' � : �� f80th � _. _ Peterson Conszdting Engineers Page 6 1 DrainaQe Report for Younker Nissan June 26, 2007 Figure B—Overall Map of the Study Area �,_1 �,.�--, � ,.� :��, � '-,-._.1 -`�,,-'�-�, � l �'�� , �_,_; F= � � a_ �\ � � � � - E {—.. '.. � .__��rv �11 ��, •:-'� � r 1 �, ' �^ y � --.�.-�..� _._ � atrwaA±tsh Rfv v ��' POST- i 4 DEVELOPED --�� . { � � � � ' ✓ FLOW PATH � ' i ��, '�` ; } - ��-.�, E`,�_ ,''! I , _._.�_ _.� � 1 � � ...\ ____, a._.w.� j" �.. C� 1 � PRE ' ,y � ...._1_.___ � ' DEVELOPED i� J ;,�.fw .r _" " FLOW PATH � �'.-�:.` �._. ,R ��' ='c---�-- ,�..�;�(I 3� { ,. � • � ''�, � � „� �� a E 1 � Tu � � J�'"` � .:� ��._---�► �_ �. . �� : € �� , i Rentan �� SPRINGBROOK �� '� CREEK ��• __ _( _ _ �� • —, . t_ � i � %t� � ^ f ... .,t �.y i. _ �_.."�'.'"_ ..�. .��. ✓.:,L, .. ``\ r � $l.aTaC ,�� -�� ) 't _- � �_ _____ ` �`. ' ��f �r ;-' � _ ; <•� ,, --—� ti ' s�_.__._.._ , �/•. �.._� . - q PROJECT S •. �1 w�,.._ .. �_____._ ' ,•. SITE � i ,..is�s � � �`� i -�.._..i__�i1�Ac.+R.,_.... i -�..._, t � :z` 1 . «+�� •—__---� �,;,, ��„-- ;' . Peterson Consulting Engineers Page 7 l DrainaRe Report for Younker N'�ssan June 26, 2007 I Task 2—Resource Review '_ A resource review was conducted to obtain available information on the study area. The following resources were reviewed for the off-site analysis. • Topographic survey by Peterson Consulting Engineers • USGS Map • King County IMAP research Task 3 —Field Inspection An initial field inspection was conducted on December 6, 2006 at approximately 1:00 p.m. The weather was sunny and approximately 46 degrees Fahrenheit. A trace of precipitation had fallen within the previous 24 hours. Task 4—Drainage System Description and Problem Descriptions Pre-Developed Downstream Drainage: The 4.51 acre site is very flat and the drainage patterns within the site are not easily discerned. The existing site drainage eventually sheet flows to the south across the site and is collected in a , shallow swale along the south property line. The swale drains gently to the west and exits the site at the southwest corner of the property. The swale continues to the west along the railroad right-of-way and discharges into a catch basin approximately 380 feet west of the site. Flow continues to the west through a series of pipes and catch basins and discharges into the 60 inch storm drain running north-south under Lind Avenue Southwest(approx. 750 feet downstream of the site). Flow continues north in the 60 inch storm drain to the intersection of Lind Avenue Southwest and SW 34�'Street. Flow continues west in the SW 34`t' Street storm drain system I, and discharges into Springbrook Creek, approximately 2400 feet downstream of the site. �I Springbrook Creek flows to the north, crosses under Interstate 405, and discharges into the Green River, approximately 3.0 miles downstream of the site. The Green River enters the Duwamish River, continues to flow north and is discharged into Elliott Bay. The field inspection raised several concerns about the pre-developed drainage course. The swale that leaves the site and heads west along the railroad right-of-way is less than 5 feet wide and less than 1 foot deep in a number of places. We aze concerned about the capacity of the swale to accommodate the existing flow as well as the proposed flow. In addition, the swale is shallow and would likely require discharge from the proposed detention system to be pumped to the swale. Because of these concerns, we recommend that the proposed project discharge to what is noted as the"post-developed drainage course", which is described in detail below. The post-developed drainage course intercepts the pre-developed drainage course approximately 1/4 mile downstream of the site. We believe that the proposed post-developed flow path complies with the Core Requirement#1, Discharge at a Natural Location, and is justified given Peterson Consulting Engineers Page 8 Draina�e Report for Younker N'rssan June 26, 2007 the concerns noted above. Post-Developed Downstream Drainage: The project proposes to discharge to the east and connect to the existing 48-inch storm drain located along the East Valley Road. Flow continues to the north in the 48-inch drain to the northwest of the intersection of SW 34`�Street and East Valley Road. Flow is then conveyed to the west in a 36-inch storm drain north of and paralleling SW 34`� Street. The flow intercepts the 60-inch storm drain at the intersection of Lind Avenue Southwest and SW 34�' Street (approx. 1200 feet downstream of the site). At this point, the pre-developed flow path is intercepted. Flow continues west in the SW 34th Street storm drain system and discharges into Springbrook Creek, approximately 2400 feet downstream of the site. Springbrook Creek flows to the north, crosses under Interstate 445, and discharges into the Green River, approximately 3.0 miles downstream of the site. The Green River enters the Duwamish River, continues to flow north and is discharged into Elliott Bay. Task 5 —Drainage System Description and Problem Descriptions No notable signs of flooding, erosion or scouring were observed during the off-site field inspection. The proposed project proposes to provide a detention vault for flow control. The flow control will match developed discharge durations to the pre-developed durations for a range of pre- developed discharge rates. Thus, the project is not expected to cause any new scouring or erosion issues. Our off-site analysis did not disclose any existing drainage problems. In our opinion, the proposed project will not create any new drainage problems. Peterson Consulting Engineers Page 9 Drainage Report for Younker Nissan June 26, 2007 I STORM DRAINAGE ANALYSIS AND DESIGN The drainage calculations and analysis are based on the King County 2005 Surface Water Design Manual. CONVEYANCE SYSTEM ANALYSIS AND DESIGN The developed sub-basin map, Figure 3, is included in Appendix A. A total of 3.38 acres of impervious and 0.10 acres of pervious surfaces are contained within the sub-basin. Preliminary wetpond sizing calculations are included in Appendix A. A wet vault 60 feet wide by 220 feet long is proposed and is shown on the design plans. New pipe systems will have sufficient capacity to con��ey and contain the 25-year peak flow. WATER QUALITY FACILITIES Wet vault sizing calculations are included in Appendix A. ESC ANALYSIS AND DESIGN �I A Temporary Erosion and Sediment Control (TESC)plan has been created for the clearing and , grading phase of this site. Please reference the engineering plans for more information. Best Management Practices (BMPs)used for the site include filter fence and catch basin inserts. Peterson Consulting Engineers Page 10 APPENDIX A Draina e calculations g SW 1/4,SEC.30, TWP.23 N.,RGE.5 E., W.M. � � m N�w vQtYEwa�rs ' o, 0 4 �cttE s � � � � � � i; I , i ; � � � i + ��I 2444444444a4 _� f.-'f`=-�- ,•- �_ .. - - - "" - -. - - - - - t r r� _ � _— � �' — 4_ " ''es6 - -__� __� —�� \_IY- - - -�,-,.n`s° -- - -- . . '-.%�-. -- - �� I ng �I . �__- � '_`-� , ' - -` -,��.s � . $.1�!34TH S7$EE`f. _- --_ �' .. - — - -_. � _ _ '.!, ./ :.e � 'Q � �c�l � _. � � - - -- i ��, -�. � . I 0 � o� � �. � itiuuN ._ - _�._.._ .� ._. .� -----� -- . - � - _ _. .. _ �- ( �� , 'wu.�;.i� - m'e�-a'T � `'' ———---- �` . �- - __—-- . � � -f �e � �a2Q O W •r - _ '" ' _MIA�'� - . _ . 1FLNX:`. �_.��_� - _ �.�. �U 2 41� �`i1^ �j� � _ y�s g �t /� ' I __� � -�r_t� --� ' ' _ __' __.'__' __��- _ -L, �""��,. .r i. r�e..y„:�.: �'� �v �q�o C'$�=d o O� I . . il �. , oy�6 -�� Y J , ;� . . � caa�ra ,��1 - _ — — �' � I � I � i ' � � — _ �' � Z I _ I ' I _ I� _ � y. p i ',w •�' � . i � , ; � � I�� I � � ' � � i � � , , ��.Raa� �sEM�� ' - - - � !' �� i � � �� 1 ' a� Q GRAPHIC SCALE - � ' �-uN Cyq�l�� . '�3 �- - !- ; � � � � '�� I • aar I ! � 4 = - - - �_ 2 csr .� ��:m �oo o .�o �oo , 0.45 �cR�S � ;� � — _ - - - I ` I �; �; � Z - - - I � , � � �- - „�, , " . � _ NEw pP2 i M E'fEQ � �' - - �_ _ _ - _ � '� _ I - + ' - '- '=� � � �li �� y "' � � I ! o0 r' - �oo' �� , L�Hn s��Q�ntG _ 1 _ _ - - - :-_ � ; `� � -� _ ; � I z y Q� o•�A- cFc�s - - � , �� _;: , g � o z � I � I ;� � - - � '�' � � �° � ,� I � r � _.. .. / , - - . ' � ,_ - � �,;.�� Z �� , I ; I � . _ _ _ '� I; ; � m W �� SUB -BASIN SUMMARY �J� ! � :'" . � ;j 11 `,-- �' 6 � ;. a: 5 . , :,� � � � � m �G �o , i � �' .::N,o-- P.� - �� W # PERVlOUS IMPERVIOUS �_.. , ,, I ' • -— - ,.-l�----' -- t'�..) I � � ��_ �� .E � •�+ , , � � � i � _ `, 2 316 SF 98,528 SF ina � �� !�/ -- �� r� -� �; - I I ASRIALT'I O a - I ' I ,� . /i• ' � B �( i / O`� � �r^ � v � 1,176 SF 19,404 SF i i . . —1. ` %; �,- � ��,- �� n,� Q _ � .°5111��' ; i i 'I 2 �Y � a ' /`. __��i'�� --- �-. - ` .,j� �•. - i ��su � � I . I � �- _ l� a �r t��,.a. - � ;� � ,� � 676 SF 14,296 SF �.�,� „ � '- � � o N ! ' ��,� - _- 2 ,_ �-- �"� - S - ; } n� , i V N � 395 SF 2,380 SF I I = � _ -__ - �_ ! ,F' � � � �, i I I '� ,�' � � �.�`i �_� f 1 ! � F,�' i i ' a o � I 0 SF 2,206 SF ��T ' .'• ��. ► ;,� csr I ! I ,• / ' 4 ,a ``�' ' , � � �'� . � Y� 5 MD;Pt9Nt t�� I�� . � '. 1 . . � I � I. ' . � � . , �� I � : , I . 'I .I ' I � 7 85 SF 16,122 SF �M � I I I ,: i i � ; ; � - - �. I i-- I: � � a- � � l, �s� �• —_ ��n�s ,\4 I I i� I_� ��---�� -o�� i I , . I � tisriu�r I ¢ � � �- � �. � �. � � . �, 8 0 SF 2,737 SF - _ - � -_ : - - ,� �„ ',� � � !i ' _ . .-.-�___ . -�. / BFFL .. `� _� `BEPY � - Y . I�' , � � . � .. �yy �-`IR� I I I o p 1,567SF 27,350SF A�.A � _-_ - _''"� �'—— '� � � PRE-DEVELOPED DEVELOPED _ , � : , s �: ; sr,ar�xorunu� `� R/R EASEMENT 0.45 ACRES 0.45 ACRES �'" I ',; urr�sssrc�vma+ro�� X � 0 SF 2,479 SF ,� i � REMAINING SITE 4.06 ACRES , j � �-1 I 3.38ACRES PETERSON X � 223 SF 2Q025 SF NEW SITE � � IMPERVIOUS CONSULTING � � osF 2�,sz1 sF - NEW SITE PERVIOUS 0.10 ACRES % TOTAL: _ 4,438 SF 947,928 SF NEW PERIMETER 4070 Lake Washington `° LANDSCAPING 0.54 ACRES Bfvd.N.E,s��300 � 1Gr ,WA 98033 � NEVV DRIVEWAYS F�rais�ez'siiie o.lo �f.R�S 3.3$ A�S 0.04 ACRES � % TOTAL 4.51 ACRES 4.51 ACRES �"'�MISC-0166 � a` � F/GURE 3 � SECTION 3.2 RUNOFF COMPUTATiON AND ANALYSIS METHODS FIGURE 3.2.2.A RAINFALL REGIONS AND REGIONAL SCALE FACTORS ST 1.0/ � ST 1.0 �,q p,g LA 0.9 LA 1.0 LA 1.2 '�I /// SNOXOY�SM COUNTY /� �LU(� � . I� A�� M KIHG COIINTY 1 �,� ' �.1 � e�`�J _.'�fM .j... 'L,i'^ K�'• t � 'l.'j�' `� =j�l. , � - � � _`VA�YI�r 6 � � ��, Q � ��. / i -�� •,� . r �^ n ' I} � . - � � g . r�-� �� _ � w RE �ONO,. � ) � f i :.1 t ' oe ' � �1 t �� =-N--•� ' _ }�� ,. i 3� � �(RW M � � � . � �/` ., .«��_ 't— " � n :'1 ! • . AAL 'g ea �" , ;t �� LLEV�Ue ' � � £HbM � . �� 1 ` - � sf.: r� � d� g� '+i � - - � �� f - 1 i wc[ e . .f�� 1 ' �..�'� � � f� . t' �J �� . y LEPfEq ��L = -. � ,"�-� .j �u.r.o 6. _a;�� `,I.-- i� :�- _ �\ ��J J roK 6 i. . � �s .: . ��]-'``' � .� ' . � � `.i� � !.>`-�i. - �. � � I. p�0 '�OWLMIE S LE'� •-Hcw � �� .. �cw d — � ��j: � ��,, - � �y � Isu�l,�I roiwr ` � r � � �� -i �` ' �,�„ v �.. � ; .�� ; -, � ENTO `' _ f� 'P . 1-4. -- _—` �_ I �,:� �, " , �. : p +1:'i .��a , �''n� ��.�e , •c a ��/.�� 0 .�. ' a "4 r onuorrt � ��-� � �� . � - '11QIQ411DY � . �f � i;. � KERwSTON ! .v��' � S FAF � �' � � , , .� I Q � LANDSBURG , �.�.� _ �� d e�.� �_ ., ,- , ,,�• o � . t .N.f . .. iy ' �5MC1 - .Y ��KEIR. � a � /��' ,., ' . Pu�R . � uwoseunn Yr� • ,�r•��^ s t• . Saund Q ' �^Rj . ��,.a- T �w ��`�� ` J P R � J � i � �i i' �� _ � . �,' D ` ' �� ' our o ST 1.1 �4 ".r: ,a �` ,`� � _�. � �„ „ g � A .;: .�`_ �, / �:'�c�N�r�o�HT. b ;, PIEPCE COUNTY ' ST 1.0 � ��. ��-- wurcu Rainfail Regions and LA 0 8/ F� �J � Regional Scale Factors �a o.9 � LA 1.0 LA 1.2 i�-'� Incorporated Areap ..c� River/Lakep Major Roadp � 1/24/2005 2005 Surface Water Design Manual 3-22 areas.txt KCRTS Program. . .File Directory: C:\kc_swdm\KC_DATA\ [C] CREATE a new Time Series ST 3.48 0.00 0.000000 Till Forest - 0.00 0.00 O.00Q000 Till Pasture ' 0.00 0.00 O.OQ0000 Till Grass 0.00 0.00 0.000000 outwash Forest 0.00 0.00 0.000000 outwash Pasture _ 0.00 0.00 0.000000 outwash Grass 0.00 0.00 0.000000 wetland 0.00 0.00 0.000000 Impervious pre.tsf T ' 1.00000 ' T [C] CREATE a new Time Series ST 0.00 0.00 0.000000 Till Forest 0.00 0.00 0.000000 Till Pasture 0.10 0.00 0.000000 Till Grass 0.00 0.00 0.000000 outwash ForeSt , 0.00 0.00 0.000000 outwash Pasture I 0.00 0.00 0.000000 outwash Grass 0.00 0.00 0.000000 wetland 3.38 0.00 0.000000 Impervious ' dev.tsf T 1.00000 T Page 1 pre.pks Flow Frequency Analysis Time series File:pre.tsf Project Location:5ea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.219 2 2/09/O1 18:00 0.281 1 100.00 0.990 0.060 7 1/06/02 3:00 0.219 2 25.00 0.960 0.163 4 2/28/03 3:00 0.168 3 10.00 0.900 0.006 8 3/24/04 20:00 0.163 4 5.00 0.800 0.097 6 1/05/05 8:00 0.142 5 3.00 0.667 0.168 3 1/18/06 21:00 0.097 6 2.00 0.500 0.142 5 11/24/06 4:00 0.060 7 1.30 0.231 0.281 1 1/09/08 9:00 0.006 8 1.10 0.091 Computed Peaks 0.260 50.00 0.980 , i � Page 1 dev.pks ' Flow Frequency Analysis Time Series File:dev.tsf Project Location:5ea-Tac --Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.828 7 2/09/Ol 2:00 1.62 1 100.00 0.990 0.726 8 1/05/02 16:00 1.23 2 25.00 0.960 1.01 3 12/08/02 18:00 1.01 3 10.00 0.900 0.844 6 8/26/04 2:00 1.00 4 5.00 0.800 1.00 4 10/28/04 16:00 0.885 5 3.00 0.667 0.885 5 1/18/06 16:00 0.844 6 2.00 0.500 1.23 2 10/26/06 0:00 0.828 7 1.30 0.231 1.62 l 1/09/08 6:00 0.726 8 1.10 0.091 Computed Peaks 1.49 50.00 0.980 Page 1 Retention/Detention Facility Type of Facility: Detention Vault Facility Length: 220.00 ft Facility Width: 60.00 ft Facility Area: 13200. sq. ft Effective Storage Depth: 5.00 ft Stage 0 Elevation: 8.53 ft Storage Volume: 66000. cu. ft Riser Head: 5.00 ft Riser Diameter: 18.00 inches I Num�er of orifices: 3 �, Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 1.00 0.061 2 3.30 1.90 0.128 4.0 3 4.50 1.30 0.032 4.0 i Top Notch Weir: None �', Outflow Rating Curve: None I, Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) 0.00 8.53 0. 0.000 0.000 0.00 ' 0.01 8.54 132. 0.003 0.003 0.00 ' 0.02 8.55 264 . 0.006 0.004 0.00 0.03 8.56 396. 0.009 0.005 0.00 0.04 8.57 528. 0.012 0.006 0.00 0.05 8.58 660. 0.015 0.006 0.00 0.06 8.59 792. 0.018 0.007 0.00 �i 0.07 8.60 924. 0.021 0.007 0.00 0.08 8.61 1056. 0.024 0.008 0.00 0.09 8.62 1188. 0.027 0.008 0.00 I 0.19 8.72 2508. 0.058 0.012 0.00 ' 0.29 8.82 3828. 0.088 0.015 0.00 0.39 8.92 5148. 0.118 0.017 0.00 � 0.49 9.02 6468. 0.148 0.019 0.00 0.59 9.12 7788. 0.179 0.021 0.00 0.69 9.22 9108. 0.209 0.023 0.00 0.79 9.32 10428. 0.239 0.024 0.00 0.89 9.42 11748. 0.270 0.026 0.00 0.99 9.52 13068. 0.300 0.027 0.00 1.09 9.62 14388. 0.330 0.028 0.00 , 1.19 9.72 15708. 0.361 0.030 0.00 ' 1.29 9.82 17028. 0.391 0.031 0.00 � 1.39 9.92 18348. 0.421 0.032 0.00 ' 1.49 10.02 19668. 0.452 0.033 0.00 ' 1.59 10.12 20988. 0.482 0.034 0.00 ', 1.69 10.22 22308. 0.512 0.035 0.00 1.79 10.32 23628. 0.542 0.036 0.00 , 1.89 10.42 24948. 0.573 0.037 0.00 ' 1.99 10.52 26268. 0.603 0.038 0.00 � 2.09 10.62 27588. 0.633 0.039 0.00 I 2.19 10.72 28908. 0.664 0.040 0.00 - � - � 2.29 10.82 30228. 0.694 0.041 0.00 2.39 10.92 31548. 0.724 0.042 0.00 2.49 11.02 32868. 0.755 0.043 0.00 I 2.59 11.12 34188. 0.785 0.044 0.00 2.69 11.22 35508. 0.815 0.045 0.00 2.79 11.32 36828. 0.845 0.045 0.00 2.89 11.42 38148. 0.876 0.046 0.00 2. 99 11.52 39468. 0. 906 0.047 0.00 3.09 11.62 40788. 0.936 0.048 0.00 3.19 11.72 42108. 0.967 0.048 0.00 3.29 11.82 43428. 0.997 0.049 0.00 3.30 11.83 43560. 1.000 0.049 0.00 3.32 11.85 43824. 1.006 0.050 0.00 3.34 11.87 44088. 1.012 0.053 0.00 3.36 11.89 44352. 1.018 0.056 0.00 3.38 11.91 44616. 1.024 0.062 0.00 3.40 11.93 44880. 1.030 0.068 0.00 3.42 11.95 45144. 1.036 0.076 0.00 3.44 11.97 45408. 1.042 0.085 0.00 3.46 11.99 45672. 1.048 0.089 0.00 3.48 12.01 45936. 1.055 0.092 0.00 3.58 12.11 47256. 1.085 0.103 0.00 3.68 12.21 48576. 1.115 0.112 0.00 3.78 12.31 49896. 1.145 0.120 0.00 3.88 12.41 51216. 1.176 0.128 0.00 3.98 12.51 52536. 1.206 0.135 0.00 4.08 12.61 53856. 1.236 0.141 0.00 4.18 12.71 55176. 1.267 0.147 0.00 , 4.28 12.81 56496. 1.297 0.153 0.00 4.38 12.91 57816. 1.327 0.158 0.00 4.48 13.01 59136. 1.358 0.164 0.00 I 4.50 13.03 59400. 1.364 0.165 0.00 4.51 13.04 59532. 1.367 0.166 0.00 j 4.53 13.06 59796. 1.373 0.168 0.00 'I 4.54 13.07 59928. 1.376 0.170 0.00 I 4 .55 13.08 60060. 1.379 0.173 0.00 I 4.57 13.10 60324. 1.385 0.177 0.00 4.58 13.11 60456. 1.388 0.181 0.00 4.59 13.12 60588. 1.391 0.184 0.00 4.61 13.14 60852. 1.397 0.185 0.00 4.71 13.24 62172. 1.427 0.196 0.00 4.81 13.34 63492. 1.458 0.205 0.00 4.91 13.44 64812. 1.488 0.214 0.00 5.00 13.53 66000. 1.515 0.221 0.00 5.10 13. 63 67320. 1.545 0.690 0.00 5.20 13.73 68640. 1.576 1.540 0.00 il 5.30 13.83 69960. 1.606 2.640 0.00 5.40 13.93 71280. 1.636 3.940 0.00 ' 5.50 14.03 72600. 1.667 5.420 0.00 5.60 14.13 73920. 1.697 6.850 0.00 5.70 14.23 75240. 1.727 7.390 0.00 5.80 14.33 76560. 1.758 7.880 0.00 I 5.90 14.43 77880. 1.788 8.350 0.00 6.00 14.53 79200. 1.818 8.790 0.00 6.10 14.63 80520. 1.848 9.210 0.00 I 6.20 14.73 81840. 1.879 9.620 0.00 6.30 14.83 83160. 1. 909 10.000 0.00 6.40 14.93 84480. 1.939 10.370 0.00 6.50 15.03 85800. 1.970 10.730 0.00 6.60 15.13 87120. 2.000 11.080 0.00 6.70 15.23 88440. 2.030 11.410 0.00 6.80 15.33 89760. 2.061 11.740 0.00 6.90 15.43 91080. 2.091 12.060 0.00 7.00 15.53 92400. 2.121 12.370 0.00 Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 1.62 0.34 0.21 4.88 13.41 64424. 1.479 2 0.83 ******* 0.17 4.51 13.04 59541. 1.367 3 0.99 ******* 0.15 4.29 12.82 56663. 1.301 4 0.87 ******* 0.14 4.10 12.63 54085. 1.242 5 0.88 ******* 0.05 3.24 11.77 42710. 0.980 6 0.73 ******* 0.05 2.87 11.40 37862. 0.869 7 0.55 ******* 0.05 2.71 11.24 35779. 0.821 8 0.84 ******* 0.04 2.13 10. 66 28169. 0.647 1 WETVAULT SIZING WORKSHEET 2005 Surface Water Design Manual Sizing Method Proiect name: Y oyNK�ct Nzss� METHODS OF ANALYSIS Step 1) Determine volume factor f_ Basic size f= 3 Consult WQ requirements(Section1.2.8) Step 2) Determine rainfall R for mean annual storm. Rainfall (R) .c93`1 (feet) Required from Figure 6.4.1.A Step 3) Calculate runoff from mean annual storm V�_ (0.9A;+0.25At9+0.10A�+0.01 A�) X R A;= tributary area of impervious surface t4� lZ 8 (sfl Determine now A�9= tributary area of till grass 4 y3� (sf) Determine now 1 Atf= tributary area of till forest (sf) Determine now Ao9= tributary area of outwash grass (sf) Determine now R= rainfall from mean annual storm p.a;y (ft) From Step 2 V�= volume of runoff from mean annual storm S Z� o} (cf) Step 4) Calculate wetpool volume Vb=f Vr f= Volume factor 3 (unitless) From Step 1 ' V�= volume of runoff, mean annual storm � '10} (cf) From Step 3 , � Vb= Volume of the wetpool �S,b21 (cf) Step 5) Determine wetpool dimensions a) Determine geometry of first cell Volume in first cell Z6,400 (cf) Must be 25-35% Depth h 1st cell (minus sed.stor.) � (ft) See Section 6.4.1.2 Determine horizontal xs-area at surface Atop= 6 6� Oo (s� If square=take sqrt', Find top dimensions by adjusting for shape geometrics Dimension of 1 st cell: width 3 0 (ft) length 2�o (ft) b) Determine geometry of second cell Volume in second cell (cf) Must be 65-75% Depth h of 2nd cell (ft) See Section 6.4.1.2 �!� Determine xs-area at surface �� Atop= (sf) � Dimension of 2nd cell: width ' Dimension of 2nd cell: length (ft) If rectangular,short side= 24 ft to match cell 1 Geometry check: overall pond L :W at mid depth=3 : 1 Cell 1 length (mid-depth) Z 10 (ft) Cell 2 length (mid-depth) (ft) Vault length=cell 1 +2 �Za (ft) Vault width 30 (ft) Lmid :Wmid = �33 : 1 Step 6) Desiqn rest of vault (Section 6.4.2.1) Internal baffle Inlet & Outlet Access Effective area (3.2.2.1) Note 5'X10" access, grating and corner vent holes Other Design Details (Sections 6.2.2, 6.2.3, and 6.2.4) Sequence of Facilities Setbacks Sideslopes, fencing, embankment SIZE SUMMARY: Surface area, change in elevation Vault width �_(ft) Vault length 1Zo (ft) Surface area 6600 (sf) Elevation change needed: � (ft) , P:1Reports Correspondence and CalculationsVNISC-0166\ConveyancelMISC0166 Backwater.xls Page 1 25 YEAR STORD4 UNIFORM FLOR'ANALYSIS METHOD"RATIONAL METHOD" Upstream Upstrn Dwnstm 3ub-basin Upstrn CB Dnshn CB Rim elev. IE IE Description Area(Ac.} C C'A Sum(C#A) T�(min) tr I� Q�(cfs) pipe(in) Length(ft) n Slope Qt(cfs) Ve(fps) Q�/Qe q/� d/D V�/Ve N Depth V�(fps) Tc(min) 14 13 16.50 14.19 13.55 14 0.4b 0.89 0.415 0.415 6.300 0.804 2J34 1.135 8 35.00 OA14 0.0183 1.521 4359 0.746 0.010 0.040 0.165 0.027 0.719 0.811 15 13 16.70 1439 13.55 15 0.50 0.90 0.447 0.447 6.300 �.804 2.734 1221 8 105.00 0.014 0.0080 1.006 2.883 1.214 0.024 0.078 0.285 0.052 0.822 2.130 13 11 17.16 12.97 12.37 0.8b2 8.430 0.665 2262 1.950 15 75.00 0.013 0.0080 5.793 4.721 0337 0330 0.400 0.890 0.500 4.202 0.298 12 11 1Z10 14.10 12.95 12 0.06 0.90 0.051 0.051 6300 0.804 2.734 0.140 8 25.00 0.013 0.0460 2.599 7.4d5 0.054 0.050 0.143 0.428 0.095 3.183 0.131 I1 1Q 17.50 12.37 11.77 0.913 8.727 0.651 2212 2A19 IS 75.OQ 0.013 0.0080 5.793 4.721 0349 0.340 0.407 0.895 0.509 4.225 0.296 10 9 16.60 11.7'I 11.01 10 0.66 0.86 0.574 1.487 9.023 0.637 2.165 3.219 15 95.00 OAI3 0.0080 5.793 4.721 0.556 0.550 0.534 1.040 0.668 4910 0322 9 8 17.54 ll.01 10.81 1.487 9.346 0.622 2.116 3146 15 25.00 0.013 0.0080 5.793 4.721 0.543 0.540 0.528 1.035 0.660 2.565 0.162 g 7 17.00 10.81 1023 8 0.06 0.90 0.057 1.544 9.508 0.615 2.092 3229 15 73.00 0.013 0.0079 5.773 4.705 0.559 0.550 0.534 1.040 0.668 2.633 0.462 'F 5 16.90 1023 9.65 7 0.37 0.90 0334 1.877 9.970 OS97 2.029 3.808 18 73.00 0.013 0.0079 9.388 5.313 0.406 0.400 0.445 0.945 0.668 2.156 0.564 6 5 17.00 14.25 10.48 6 0.05 0.90 0.046 0.046 6.300 0.804 2.734 0.125 8 115.00 0.013 0.0328 2.194 6.285 0.057 0.050 0.143 0.428 0.095 2.687 0.713 5 2 17.00 9.65 8.73 5 ' 0.06 0.81 0.051 1.974 10.535 0.576 1.957 3.863 18 115.00 OA13 0.0080 9.421 5.331 0.410 0.410 0.451 0.955 4.677 2187 0.876 4 3 16.70 13.57 12.93 4 0.34 0.87 0.299 0.299 6.300 0.804 2.'734 0.818 8 80.00 0.013 0.0080 1.084 3.105 0755 0.750 0.645 L120 0.430 3.477 0383 3 2 16.7Q 12.93 9.23 3 0.47 0.86 0.408 0.707 6.683 0.774 2.631 1.860 12 110.00 0.013 0.0336 6.552 8.342 0.2&4 0.280 0364 0.833 0364 6.945 0.264 2 Vault 16.70 8.73 8.53 2 0.43 0.89 0.385 3.065 11.411 0.547 1.858 5.696 18 22.0o 0.013 0.0091 10.042 5.683 0.567 0.560 0.539 1.045 0.809 3.225 0.114 Vault 1 17.50 8.53 8.41 3.065 11.525 0.543 1.846 5.660 18 20.00 0.013 0.0060 8.159 4.617 0.694 0.690 0.610 I.100 0.914 3204 0.104 I 1 Ex. 1730 8.41 8.09 3.065 11.629 0.540 1.836 5.627 18 40.00 0.013 0.0080 9.421 5.331 0.597 0.590 0.555 1.058 0.832 3.186 0.209 25 1'E.�R STORtii BACKIi':1TER Upstream Dwnstm L'pstm Barrel Barrel Vel. Bai Vel TW elev. Frict.Loss Ent HGL Ent Head E�cit Head Out]et cont Inlet cont Appr.Vel. Bend Bend Bend Head 7unction Junc.Head HW elev Freeboaazd ' Dnstm CB ti stm CB Rim dev. IE IE Qr*(cfs LeoQth fr Pi e ft) n Area fr^2 ( s) Head(ft (ft £ ft) elev(ft. I.oss ft. Loss(ft elev. ft) elev.(ft Head(ft An e Coeff(Kb) Loss(ft Coeff ' Loss(ft (ft. (ft. Ex. � 1 173G 8.09 8.41 5.627 40.00 1.�0 0.011 1.767 3.18 0.157 9.59 O.G81 9.67 0.079 0.157 9.91 9.310 0.159 0 0.00 0.000 0.0 O.G00 � 9J5 7.55 1 Vault 17.50 8.41 8.i3 5.660 20.00 1.50 OAll iJ67 320 0.159 9.75 0.041 9.79 0.080 0.159 10.03 9.430 0.161 0 0.00 0.000 0.0 0.000 9.87 7.63 Vault 2 16.70 8.53 8.73 5.696 22.00 1:50 0.011 1.767 3.22 0.161 m.13.53=. 0.046 13.58 0.081 0.161 13.82 9.630 _ 0.087 0 0.00 .0.000 OA 0.000 13.73 2.97 2 3 16.70 923 12.93 1.860 110.00 L00 ' 0.011 0.785 2.37 0.087 13.73 0.212 13.94 0.044 0.087 14.07 13.530 0.085 0 0.00 `0.000 03 0.028 14.02 2.68 3 4 16.70 - 12.93 13.57 0.818 80.00 0.67 OA11 0349 234 0.085 13.73 0.260 13.99 0.043 0.085 14.12 13.970 0.000 0 '. 0.00 0.000 0.0 0.000 14.12 2.58 ' 2 5 17.00 8.73 9.65 ' 3.863 ll5.00 1.50 OA11 1.767 2.19 0.074 13.73 0.110 13.84 0.037 0.074 13.95 10.550 0.072 0 0.00 0.000 0.3 0.023 13.90 3.10 5 6 17.00 10.48 ' 1425 0.125 ll5.00 0.67 0.011 0349 0.36 0.002 13.90 0.009 1391 0.001 0.002 13.92 14.650 0.000 0 0.00 0.000 0.0 0.000 14.6� 235 5 7 16.90 9.65 1023 3.808 73.00 1.50 0.011 1.767 2.15 0.072 13.90 0.068 13.97 0.036 0.072 14.08 11.130 O,la8 0 0.00 0.000 0.0 0.003 13.98 2.92 7 8 17.00 10.23 10.81 3229 73.00 1.25 0.011 1227 2.63 0.108 13.98 0.129 14.10 OA54 0.108 14.27 11.560 0.102 0 0.00 0.000 OA 0.000 14.16 2.84 8 9 17.54 10.81 11.01 3.146 25.00 1.25 OAll 1227 2.56 0.102 14.16 0.042 14.21 0.051 0.102 14.36 11.760 0.107 0 0.00 0.000 ' OA 0.000 1425 329 9 10 16.60 II.O1 11.01 3.219 95.00 1.25 0.011 1.227 2.62 0.107 14.25 0.167 14.42 0.053 0.107 14.58 11.760 0.042 90 132 0.056 ' 0.0 0.000 14.59 2.01 10 i l 17.50 11.77 ll.77 2.019 75.00 125 0.011 1.227 1.65 0.042 14.59 0.052 14.65 0.021 0.042 14.71 12.520 0.039 0 0.00 0.000 :0.0 0.000 14.67 2.83 11 12 17.10 12.95 1237 0.140 25.00 0.67 0.011 0.349 0.40 0.002 14.67 0.002 14.67 0.001 0.002 14.68 12.770 0.000 0 : 0.00 0.000 : 0.1 0.000 14.68 2.42 11 13 17.16 1237 1297 1.950 75.00- 125 0.011 1.227 1.59 0.039 14.67 0.048 14.72 0.020 0.039 14J8 13.720 0.19fl 0 A.00 0.00a 0.1 OA11' 14.60 2.56 13 15 16.70 13.55 '1439 1221 105.00 0.67 OAl2 0.349 3.50 0.190 14.60 0.904 I5.50 0.095 0.190 15.79 14_790 0.000 _ 0 0.00 0.000 0.6 0.000 15.79 0.91 13 14 . 16.�0 13.55 14.19 1.135 3�.00 0.67 0.012 0349 325 0.164 14.60 0260 14.86 0.082 0.164 15.10 14.590` 0.000 0 0.00 0.000 0.6 0.000 15.10 1.40 TV11=crown of outlet in C61 a er8o �le on'�__ , Page 1 __ � �. �T_,�.____. _..-.,o-�--.-..--�,-e,,,,�-:.��. ....__. T�, Jan Ilhan RE FW: Younker Drawings & Permit Status Page 1 , . From: "Jeff Brown" <jeff@pcecivil.com> � To: "Jan Illian" <Jillian@ci.renton.wa.us> Date: 07/30/2007 9:44:27 AM Subject: RE: FW: Younker Drawings & Permit Status Jan: Drainage calcs including Duration/Comparison Analysis Table, are attached. � Jeff -----Original Message----- From: Jan Illian [mailto:Jillian@ci.renton.wa.us] ' Sent: Tuesday, July 24, 2007 12:35 PM I To: Jeff Brown 'i Subject: Re: FW: Younker Drawings& Permit Status ' Jeff, Would you please check and see if the last report you sent over included the revised Duration/Comparison Analysis Table? Allen says he can not find it in the report. If it was not included, can you email the table to me and I will forward down to Allen so he can review and approve it? »> "Jeff Brown" <jeff@pcecivil.com> 07/24/07 11:21 AM »> Jan: Could you give me an update as to the status of the engineering review, per the 2nd paragraph below. Thanks. From: Neil A. Meyer[mailto:neil@anderson-boone.com] Sent: Tuesday, July 24, 2007 11:11 AM To: Jeff Brown Cc: 'Mike Boyle';johnv@younkernissan.com Subject: Younker Drawings & Permit Status Jeff, 1 just received a telephone call from Mike Boyle of SD Deacon, the General Contractor on the Younker Nissan project, and he noted that they only have 7 drawing sheets and that your submittal to the city regarding the FDC and DCVA state that there are 13 sheets. So, please create full-size pdf copies of your current drawings so that any changes can begin to be tracked. These will not be used for construction, the J a n I I I ia� n - , : R�-_ ..� ��. :��,.��_„ n RE: FW: Younker Drawings& Permit Status _�_. Page 2 i Ciry approved engineering drawings will be reserved for that. Additionally, please inquire with the City of Renton as to the status of the engineering review. All other departments have signed-off, iYs just engineering that is holding-up the permit. A follow-up to see if there is anything else you can do and an anticipated approval date would be beneficial to the construction time-line. Thank you, Anderson & Boone Architects, AIA, P.S. NEIL A. MEYER Principal Tel. 360-754-7766 Fax 360-754-1357 _ � .�� . -�n ----- Jan Illian 7 30 07 DrainageCalcs_Younker Nissan �df_� Y Page 1 Retention/Deter.tion Facility Type of Eacility: Detentio� Vault Eacility Length: 220.00 ft , Facility Width: 60.00 ft Facility Area: 13200. sq. ft Effective Storage Depth: 5.00 ft Stage 0 Elevation: 8.53 ft Storage Volume: 66000. cu. ft Riser Head: 5.00 ft Riser Diameter: 18.00 inches Number of orifices: 3 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 1.00 0.061 ' 2 3.30 1.90 0.128 9.0 '� 3 4.50 1.30 0.032 9.0 � Top Notch Weir: None I Outflow Ratir.g Curve: None Stage Flevation Storage Discharge Percolation II (ft) {ft) (cu. ftJ (ac-ft) (cfs) (cfs) � 0.00 6.53 0. 0.000 0.000 0.00 0.01 6.59 132. 0.003 0.003 0.00 0.02 B.55 264. 0.006 0.004 0.00 0.03 8.56 396. 0.009 0.005 0.00 0.09 9.57 526. 0.012 0.006 0.00 0.05 8.56 660. 0.015 0.006 0.00 0.06 8.59 732. 0.018 0.007 0.00 0.07 8.60 924. 0.021 0.007 0.00 O.OB 8.61 1D56. 0.024 0.008 0.00 � n no a c� iiaa n n�v n nno n nn '�, O1 O.lO5E+00 0.032 4546 7.414 89.499 10.5 I 86 0.579E-01 0.038 2891 4.715 99.219 �.7 21 0.252E-01 0.093 2002 3.265 97.479 2.5 56 0.458E-C2 0.099 1265 2.063 99.542 0.4 80 0.380E-C2 0.055 48 0.078 99.626 0.3 60 0.360E-02 0.061 12 0.020 99.640 0.3 34 0.334E-02 0.066 16 0.026 99.666 0.3 20 0.320E-02 0.072 9 0.015 99.680 0.3 OS 0.305E-02 0.078 9 0.015 99.695 0.3 92 0.292E-02 0.084 8 0.013 99.708 0.2 63 0.263E-02 0.090 18 0.029 99.737 0.2 28 0.228E-02 0.095 21 0.034 99.772 0.2 07 0.207E-02 0.101 13 6.021 99.793 0.2 9I 0.191E-02 0.107 10 Q.016 99.809 0.1 79 0.179E-02 0.113 7 0.011 99.821 G.1 65 0.165E-02 0.118 9 0.015 99.835 0.1 98 0.196E-02 0.124 10 0.016 99.652 0.1 30 0.130E-02 0.130 11 C.C18 99.870 0.1 08 O.lOBE-02 0.136 I9 C.C23 99.892 0.1 88 0.881E--03 0.141 12 0.020 99.912 O.0 70 0.70iE-03 0.147 I1 0.018 99.930 0.0 47 0.473E-03 0.153 I9 0.023 99.953 O.0 28 0.277E-03 0.159 12 0.020 99.972 0.0 21 0.212E-03 0.165 9 0.007 99.979 0.0 20 0.196E-03 0.170 1 0.002 99.980 0.0 r��, n��; .: . . � . ..� x_�,,,,�a��,.,��,.�.��, ,�..�.,�, „ Jan illian 7 30 07 DrainageCalcs_Younker_Nissan�pdf Page 2 ! -� ,; ;� ,g� � , � , ,�: �, �„'� � ; �'3 ii i �',I i±S i '' 30228. 0.694 0.091 0.00 � 31548. 0.724 0.092 O.GO 32668. 0.755 0.093 0.00 39188. 0.765 0.094 0.00 ;,..� - � ; =F': 35508. 0.B15 0.095 0.00 , 36828. 0.845 0.045 0.00 ' �� ' 38198. 0.876 0.046 0.00 i �. fr `. 39968. 0.906 0.097 0.00 r' ��. '�� 40788. 0.936 0.098 0.00 - 42106. 0.967 0.048 0.00 43428. 0.997 0.049 0.00 43560. 1.000 0.099 0.00 43824. 1.006 0.050 0.00 99088. 1.012 0.053 0.00 44352. 1.028 0.056 0.00 49616. 1.029 0.062 O.OQ 49880. 1.030 0.068 0.00 95149. 1.036 0.076 0.00 95408. 1.042 0.085 0.00 3.46 11.99 45672. 1.048 0.089 0.00 3.48 12.01 95936. 1.055 0.092 0.00 3.58 12.11 97256. 1.085 0.103 0.00 3.68 12.21 98576. 1.115 0.112 0.00 and�at U.US�U�c�s on theA9�ew Data:r4dout t f ��n ,,� . .. : . ,, . r� �� ,�r ,:�- an„�� Jan Illian 7�30_07_DrainageCalcs_Younker Nissan.pdf -,-_� Page 3' 6.90 14.93 89�80. 1.939 1C.370 0.00 6.50 15.03 85800. 1.970 10.730 0.00 6.60 15.13 87120. 2.00Q 11.080 0.00 6.70 15.23 86440. 2.030 11.910 0.00 6.80 15.33 89760. 2.061 11.740 0.00 6.90 15.93 91080. 2.091 12.060 0.00 7.00 15.53 92400. 2.121 12.370 0.00 Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-zt) 1 1.62 0.34 0.21 4.88 13.91 64424. 1.979 2 0.83 �****`* 0.17 4.51 13.09 59541. 1.367 3 0.99 ******� 0.15 4_29 12.82 56663. 1.301 9 0.87 ******* 0.19 4.10 12.63 59085. 1.242 5 0.88 ******* 0.05 3.24 11.77 42710. 0.960 6 0.73 **'**** 0.05 2.87 11.40 37B62. 0.869 7 0.55 ******* 0.05 2.71 11.29 35779. 0.821 8 0.89 ******* 0.04 2.13 1C.66 28�69. 0.647 --------=------------------------- Route Time Series through Facility Inflow Time Series File:dev.tsf Outflow Time Series File:rdcut Inflow/Outflow Analysis Peak Inflow Discharge: 1.b2 Ce� a±. r.:�0 cn Jan 9 �n Year 8 Peak Outflow Discharge: 0.211 CFS ar i4:00 on Jan 9 in Year 8 Peak Reservoir Stage: 9.88 F� Peak Reservoir Elev: 13.91 Ft Peak Reservoir Storage: 69425. b,�-F� . 1.479 q;.-F- Flow Frequency Analysis Time Series File:rdout.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- ----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (fty Period 0.206 2 2/09/O1 20:00 0.211 9.88 1 100.00 0.990 O.C97 6 1/07/02 9:60 0.206 9.82 2 25.00 0.960 0.158 3 3/06/03 22:C0 0.158 9.37 3 10.00 0.900 0.039 8 B/26/04 8:00 0.195 9.19 9 5.00 0.800 0.046 7 1/08/05 5:00 0.099 3.30 5 3.00 0.667 0.049 5 I/19/06 1:00 0.097 2.96 6 2.00 0.500 0.145 4 11/29/06 B:00 0.096 2.87 7 1.30 0.231 0.211 1 1/09/08 19:00 0.039 2.13 8 1.10 0.091 Computed Peaks 0.210 9.86 50.00 0.980 Flow Duration from Time Series File:rdout.tsf Cutoff Count Frequency CDF Exceedence Probability CFS $ $ $ � 0.003 23693 38.964 38.964 61.036 0.610E+00 � 0.009 7249 11.822 50.786 99.214 0.4925+0� � 0.019 6360 10.404 61.190 38.81C 0.388E+00 0.020 6830 11.138 72.329 27_671 0.277E+00 I ' 0.026 5983 9.757 82.066 17.919 0.179E+00 . - �.� . .�w_ ,. . >.. �..,.:.,. �_.�,��.�k ��..��K�n . .- �.,�.,,� . .: � R�.��-�.. r __. Jan Illian - 7 30 07 DrainageCalcs_Younker Nissan.pdf Page 4 _ _ _ - - - ___ _:_ _ --- __ .__..__ ___ _ _-- --__. -- __:_ =- _ __. _ , �.032 9546 7.414 89.499 1�_501 O.10�E-OC 0.038 2691 4.715 99.214 5.786 0.579E-01 �.093 2002 3.265 97.479 ?_.521 0.252E-01 0_099 1265 2.063 99.592 0.458 0.458E-02 0.055 98 0.078 99.620 0.38C 0.380E-02 0.061 12 0.020 99.690 0.360 0.360E-02 �.066 16 0.026 99.606 0.334 0.334E-0? 0.072 9 0.015 99.680 0.320 0.320E-02 0.078 9 0.015 99.695 0.305 0.305E-02 0.084 8 0.013 99.708 0.292 0.292E-02 0.090 18 0.029 99.737 0.263 0.263E-02 C.095 21 0.034 99.772 0.228 0.228E-0? C.101 13 0.021 99.793 0.207 0.207E-02 0.107 10 0.016 99.809 0.191 0.191E-02 0.113 7 0.011 99.821 0.179 0.179E-02 0.118 9 0.015 99.835 0.165 0.165E-02 0.124 10 0.016 99.852 0.148 0.148E-42 0.130 11 0.018 99.870 0.130 0.130E-0� 0.136 14 0.023 99.892 0.108 O.lOBE-02 0.141 12 0.020 94.912 0.068 0.882E-03 0.147 11 0.018 99.930 0.070 0.7C1E-03 0.153 14 0.023 99.953 0.047 0.4"l3E-03 0.159 12 0.020 99.972 0.028 0.277E-03 0.165 4 0.007 99.979 6.021 0.212e-03 0.170 1 0.002 99.980 0.020 O.i96E-03 0.176 1 0.002 99.982 0.018 0.179E-03 0.192 1 0.002 99.989 0.016 0.163E-03 0.188 1 0.002 99.985 C.O15 0.197E-03 0.193 2 0,003 99.989 0.011 0.119E-03 0.199 3 0.005 99.993 C.007 O.E52E-:;9 0.205 3 0.005 99.99E �. )02 ?6-iF.-C9 Duration Comparison Anaylsis Base File: pre.tsf New rile: rdout.tsf Cutoff Units: Discharge in CFS -----Fraction of Time---- ---------Check of Tolerance------ Cutoff Base New $Change Probability Base New �Change 0.048 I 0.94E-02 0.58E-02 -38.0 ; 0.99E-02 0.048 0.097 -2.8 C.062 I 0.63E-02 0.35E-02 -43.6 1 0.63E-02 0.062 0.098 -21.9 0.075 I 0.49E-02 0.31E-02 -36.2 � 0.49E-02 0.075 0.099 -34.4 0.088 I 0.37E-02 0.28E-02 -24.8 I 0.37E-02 0.066 0.058 -34.1 0.101 � 0.28E-02 0.21E-02 -27.0 I 0.28E-02 0.101 J.086 -14.6 0.115 � 0.22E-02 0.18E-02 -20.0 I 0.22E-D2 0.119 0.097 -14.7 0.127 I 0.15E-02 0.19E-02 -6.6 I 0.15E-02 0.127 0.129 -2.4 0.190 I O.10E-02 C.93E-03 -9.5 � O.10E-02 0.140 O.I37 -2.2 0.153 � 0.62E-03 C.47E-Q3 -23.7 I 0.62E-03 0.153 0.199 -3.2 0.167 I 0.39E-03 C.21E-03 -38.1 � 0.39E-03 0.167 0.156 -6.2 0.180 � 0.21E-03 0.16E-03 -23.1 I 0.21F.-03 O.180 0.167 -7.1 0.193 � 0.16E-03 0.11E-03 -30.0 I 0.16E-03 0.193 D.185 -9.3 0.20G � C.11E-03 0.16E-09 -85.7 I 0•'1[:-03 0.206 0.195 -5.9 0.219 I C.16E-04 O.00E+00 -100.; � 0.15F'.-�4 �i.�19 0.205 -6.0 There �s no positive excursion :faximurn negative excursion = O.G31 cte; ;-33.0&? occarrinq at 0.081 cfs on the Bas� Daca:pre.tsf �a��. .�„,,,�,,,,��. .._ � __, 3.�.,�_�,r ,Jan Illian 7_30_07_DrainageCalcs_Younker Nissan.pdf Page 5 ' and at O.�S� cfs on tne [der; .,ata:rdout.tsf � ( i i