The URL can be used to link to this page

Home My WebLink About03389 - Technical Information Report - Drainage 0� , �00 � �h � � � � Site Development Associates, LLC 10117 Main StreF% 3othdl,;f�lo.:s60?1 Off�ce�d25.48n 55?� Fax�.4�5 4ASB593 �ce -., ' . � t � . , , ' `�� .� x s :: q� . 'aF �M��`s�``��:�'?t 'i" -��'#" 'k �'.x. � +��`,� ' �x� f� v,� �r,�'�q�� . at �., � ::t� - �°� �� ..��: +; �' �"�..;.:e'�€ �' � `,°�' Y � • - .. ._ , . .. ,,..�., .. . ,:.. .`b`. . _. ... ... . _ � _ _ . _.. . _.,, .. _,-_, , ,.-:,__ ._, . � .- 3 . . � ' ' I Drainaqe Report West Coast Subdivision Renton, Washington Prepared for: � „ CamWest Development, Inc. �� •A� MF �o� '�+�HiN�s�, Prepared By: . P :�~ ,�y�. . - Site Development Associates, LLC ' � e°� 10117 Main Street �,•;p�c3s3" �oo�,�,`" Bothell, WA 98011 ��FSS�aNALR��G� 425-486-6533 May 17, 2007 EXPIRES 6/9/2007 Job No. 108-002-04 .,.. `{ g , �'3�� Table of Contents Introduction.............................................................. 1 Existing Conditions......................................... ....... 6 Soils............................................................... 6 Existing Onsite Drainage Basin................... 6 Developed Conditions.................................... 6 Proposed Drainage Plan ................................ 6 Detention Calculations................................... 10 Water Quality Calculations ............................ 10 Downstream Analysis..................................... 10 Conveyance..................................................... 10 References ...................................................... 11 , Appendix A — Calculations I Appendix B— Reference Material Appendix C— TIR Worksheet List of Tables and Figures Figure 1. Project Vicinity 3 Figure 2. Existing Site 4 Figure 3. Proposed Site 5 Figure 4. Soil Survey Map for Project Site 8 Figure 5. Index to Mapping Units 9 INTRODUCTION The West Coast proposed subdivision lies within the City of Renton in the northwest '/4 of the northeast '/ of section 15, township 23 north, range 5 east, Willamette Meridian, in King County, Washington. The site is bordered by NE 4th St (S.E. 128th St) to the north, a future plat to the east and large lots containing few structures to the west and south. Figure 1 is the vicinity map showing the project location. The site contains approximately 10.82 acres, with a� square piece of 2.1 acres north of a large 8.7-acre square piece of land. The northern section slopes mildly to the west. The southern section contains two mounded areas on the eastern property line with a wetland (Wetland `B') between. The southern section slopes moderately west of the mounded areas to another wetland (Wetland `A') along the western property line. The site is covered with mostly second growth vegetation consisting of deciduous and evergreen trees. Existing improvements include one home with a gravel access drive and a detached shed. Figure 2 shows the property and existing site features. The proposed project will subdivide the site into 60 single-family housing lots. Zoning for the site (excluding roads, sidewalk, and miscellaneous pervious area — See Figure 6 in Appendix A) includes 1.26 acres of developable area at R-8 and 3.68 acres at R-10. Access for the proposed subdivision will be by a two public roads intersecting with NE 4th and a public road connecting to SE 129th St and NE 2"d Street to the east. The proposed access drives will be two 16-foot lanes with vertical curbs and sidewalks. The main access drive (Field Place NE) will travel due south from the intersection at NE 4th and curve to run due east to a tee intersection 550 linear feet from NE 4th. The other access from NE 4tn (Graham Avenue NE) will travel south for approximately 490 to the same intersection. From this intersection, the road will continue south to and intersect with the newly constructed roa�, Hoquiam Avenue NE, located on the east side of the site. This road will continue south and eventually connect with NE 2nd Street south of the site. NE 3�d Street, running east of the intersection, will travel 300 feet to the eastern property line where it will eventually connect to SE 12gtn St. The access drives, curbs and sidewalks will be constructed to City of Renton ' standards and will create 42 feet of new City right-of-way along their alignments. The proposed lot layout, access roads and preliminary home footprints are , shown on Figure 3. In addition to the roadways, the proposed project will ' include all utilities and other improvements necessary to accommodate the new lots. This report addresses the storm drainage issues associated with the subdivision of the property and construction of the new homes and access roads. The design standards addressed in this report are contained in Renton Municipal Code Section 4-6-30. Section 4-6-30 specifies that the drainage design analysis shall conform to the standards set forth in the King County Surface Water Design Manual, 1990; however, per City of Renton SEPA mitigation measures, the - 1 - detention and water quality standard for this propert.y is taken from the 2005 Manual. - 2 - II � 1 ,� i, ,` ` , ' il y � � � �� I � MU ICIPAL, � � ' AIR ORT � � ' 1� ' � � 1i , � - �� Vl , � I I . ,'� � r[.n�a _ __ —_ ,/,. � `, I / r_ � 1 l i r� I O Y IYC�II ST - / / � 1 ( � � / - �. - I � ; �,� . �_ ( /�I - � , , � '� '"� �� PROPOS�� , r / �� —_ � � — - , '� E, a�° : �' ,�S I T E <��- � � \ R � �� ,\ e e 5 � � i FI I GP� ` � 5 '/ ��i \ , � � \ •� \ \ / �'1 ` `v I � p �VE,O � � 1' _� '1\ � � / C ' /'/ ��` h°:^'tAI I / :'.y.l I� ` 1f � �rv�. � 1 � 11 � � �i�cs� � � I II � v `�! r I ` �� .� I �� r� r ✓ : � I + �l I � ''�� + � I �� , 4� I / I I ti I � i i 1� ; � � , , � � ' ,I , � � i i , ; � r I , ' � � � � � � Ir � �, r�. i � � j � � Y�,,. I 1'�` ;% _ I '� I '' I ' ' � ; '�� e j Y — � � � ' I� s � �� ' � i . � �I // I�j ' `-�-(� � � +--�'' � � - � :,� I t� ; i , + - ;� N I � � i JC�I�: � ��TS Westcoast Property F��U,e 1 Site Development Associates, LLC �o� No ,, DRAINAGE REPORT 1C8-002—��< PROJECT VICINITY - _ .�.`�:, _ . w r . �'�_,..�.�,�-__-, - � ; ,� ;.,�.--� - �� ;-� _ - _ -,,�,�.�.._......:� �a . �:,�-, � I � � � I � � � � �� i � FRi1PERTY � � \ A4EA 10.82 I � �,CR�S l BASIN AREA � _ _ _ � 8.88 ACRES � I � (,i�.CLUCES FR�td-aGE uaFRG�.F�.ErJ7S1 I � — — --- � � ' I ; I i � � � � 1 '� �--._ -� � ' `` 1� +'ETLANG '3' I �, � � I '� '��'ETLAND '.A' 1 � � � I I ` i .\ 1 �� '� � , � ,� �,1 � I � i i � -- - -- - � ; , �-- --- — _ _ - �- -----�- ---- � � � � � ��' � �� ' ��=�5° 'Westcoast Property n F au�e L Site Development Associates, LLC � DRAINAGE REPORT ' JCb N0. 108-002-04' EXISTING SITE <:�: s,x.,- :,..�a.....,,m. _�.--- r�-T x �.._ Ne an�ar ��. I � i � �' n i I r�� , � _ � CL� � '� , ' m ; � � ; �; � � � ��, � �� ; � i ; � � : � `� , � � � � � i \ _ oi ��, � � ; 1 � � � i � ,(y. NE 9RD ST l�'�—_ _ _ /lC\ BASIN AREA � �q Y � 8.88 ACRES � i I ��,, '� � I � � � I � � ` , ; ; 1 �, �; � _ � � � � ,.b ,, i i � / �- I y , — � � p , � � �� ; �� - � � � �� ' � �, �, � �� fJ�'�/ .\ �\ ��, 1 ,\ N� � ( � I i 1 �.� � � � �� 1 �r i � ,I � ( � I 1 1 II ' � � � 0 � `— - -- -- . .1 � ' � c ` � L _ _'_ � ... � > �'. � � m � m I � � I I I I I I ��a e: ,�=750� Westcoast Property /� ;"igure J Site Development Associates, LLC DRAINAGE REPORT Jo� Nc. ',OS-002—C�a DEVELOPED SITE EXISTING CONDITIONS Soils The soil on the project site is classified as Alderwood Gravelly Sandy Loam (AgC) with a band of Everett Gravelly Sandy Loam (Ev6). These soil types are described in the Soil Survey of King County Area, Washington (Soil Conservation Service [SCS], 1973). Figures 4 and 5 contain the portion of the SCS map in the vicinity of the project site and the index to soil units. Alderwood soils are characterized as gravelly sandy loam to a depth of 12 inches, and gravelly, sandy loam with organics between 12 and 27 inches. This gravelly, sandy loam structure is underlain by weekly to strongly consolidated till to a depth of 60 inches. Permeability is moderately rapid in the surface layers and very slow in the till layer, runoff is slow to medium, and the potential for erosion is moderate. The Everett Gravelly Sandy Loam (EvB) soil is described as gravelly sandy loam with many organics to a depth of 32 inches underlain by gravelly coarse sand with few organics to a depth of 60 inches below the surface. Permeability is rapid, runoff is slow, and the potential for erosion is slight. For purposes of KCRTS calculations, the till soil classification will be used. Existing On-site Drainage Basin The existing site contains a single-family residence and other structures. Roof runoff for the residence is collected by gutters and downspouts and is discharged to the ground. The existing surface runoff travels by way of overland flow to the southwest corner of the site discharging to a wetland adjacent to the property line (Wetland `A'). The predeveloped site is assumed to be forest for purposes of the detention calculations in this report. DEVELOPED CONDITIONS Proposed Drainage Plan The proposed subdivision will redevelop an 8.88 acre basin of the 10.82 acres of property. The proposed on-site drainage improvements will include a curb, catch basin, vaults (Vault 1, Vault 2, and Vault 3 — See Appendix A for calculations), and a pipe network for collection of surface runoff. Roof drain downspouts will be connected to dispersion trench systems on the lots or tight-lined to the proposed detention vaults. Basic dispersion will be utilized per KCSWDM C.2.4.5. Lots with basic dispersion (shown in the construction plans) will model the impervious surface on these lots as 50% impervious and 50% pervious. The roads and sidewalk will be collected and drain directly into the one of the vaults. The detention vaults will be designed to KCRTS Level 2 standard which matches storm durations between the 2 and 50-year storm. - 6 - i A small area in Basin 3 will bypass the onsite detention system. This area will be compensated for in the detention and water quality calculations with a treatment trade. We will capture an equivalent area of previously untreated pollution generating impervious surface from NE 4th Street and treat this area for detention and water quality in our onsite vaults. There will be not net impact to flow duration or water quality downstream due to the project bypass are See A�pendix A for calculations. In addition to the area in Basin 3 that will bypass, there is a portion of the improvements that we are constructing that will not be treated for detention or water quality. This area is a temporary street improvement section along Hoquiam Ave from the pfat southern corner to NE 2"d Street. A drainage adjustment has been submitted for this area to allow for this direct discharge prior to treatment for water quantity and quality. 'i � II : s�rA / �L ��:P� r �u �M* �+�r.'y�, r�'k'a 1ry�a?g� i E4?V°.� . r � y/�1 �i ;d �i > r � ��' ��e. w. , +a "� �' � �/�� 1 � �' �i �.;:��+� �'_'. 'rdY '��i E` k r� 1� �rl�,` f� yc ,.Yi��' 'r�`�'s�9: o.:�� y °'. `e " l:�'�'"` Y t; .�� +1�Jj , i f 1 � �,�� R' �� l'Y�.�"�M . �'�� }` "� ,� y ,��•� •+kx . ' I� '�-2�� ttj`�- t ,�" w.,_.,�r�� r �'i,�x.. .y� 6 � i �rR� r ` r.-�''.+,J� r �di s �' w . r,..r�, � �. , `'—�< �y` „ , z�M1.�4�n j s`�'� , � � . �.' � - '1ii�r y .� �' �"."��. �'n t. ;.,� �. �� 1' � �.� / �. r' ♦k ti h c �, �� _a'f''�^,r;�b� r—"_".Y � �` "�l._. �^� � �i�� . s i ry, '6 c } .^ � M ... �.. '.�_ h aqv,, .,t �� .. n � � �=- j i r �F�� ':(��'0 ,'� I� a t�T+`�f,..''� � *',y �' � �� ` .r �.: H ' k� �t. �'++, - eK 1 O ��'_9 � i' � � +��. f�e- L� ��t`�'�� Iry r'f P r'o-s@x.wi e yy�j l� .p � I �� '.i.��' K`4` �� F��:'�� o�� tr �r _ Y �v-�4,Z'�'+�� R��f l'�"� I� �,.�.� ��.�,.�� :,�� j 7r-o �,�:�.� Qa..� i� -�+-�•a� � �„ a �� ..T,��Ptt�;S."s.t�"�"'� Y�,," ��v; �w. � .�"�. '.�,� .�� a � f,�.� rv�. � v +� � i r� r�' T -v- � } � hl .a1.. ,+ x � . � � — -- � � � jS�� e�,. r�r. ; �i �� r»;..5 F •� 3� ��v+� � �'� f „�. .' ,q` y, • { o j: r,�� ]I �+ "'t�v � +,✓ \�� ' �' 2�1� r.�.�,; �, �+' � � �� . � -� i w�.. � t�``ti r+ '7, T� �2I � �t N,$ro �. � - �e �� 1--7 : -ti � �r c��lt, ��p �r'r scy�e .' n4 \ .� � 5 u 7 � � "`' �'��,t (� ' �t^ e�,fih v�,,:� w � A�;;'a r�sr ��,� �, < i��H i� � � �;�' ��i�� +��'• '� � ��_ {�.f �' "'I.'. � � ':�yJ �/,:.t,, -*�i:�'i �`" � V�.,'i. �j�f'r�� .+ l^._e n a�r�c; . .'ss Y`r _�'s r�:��µ � . F;�:�*` - �< � P,n ��.�^it.�`7eq. .�'� 4 :• a �� L�� -,a,�" �.��a ..� � lt��r t • � Y,'Q�`-9tj�a�"..t - C� . n � � +c -cr'I �6 6...'�.�' .t �y-�, �t� i '� '➢ ,� ''.?'` fi`� )'.�F r� � t�L=��.Tq`'r`u�'.�� f x� �" :w� � vy, i t� k,� �o -� � \. r e��,�-N{� G. {,��`f/"",. , � �� , f � ',.�'-' �� ,p��y� �t4 I�-�a�M. �.. - , 'i` . :�� . � / ��\ �tl �y.r�� h r'`r�:,�+ tr L'aa•\ -��'- �a.<w"��`U�' . �� +'��x�k&.,,�p�'2�.4 `I I ��;� "� � 1 r s +t"� ..,d' f r.''�r� \:�� "��`1l�\ � . � H �'y,,�r�� h? �^ea.t�� .. 3 y;:l+�"�"5t �% 9Y � J h�5 (�, ��4 r.��s� z. ��ay �(•! � _ri..?+'� w � • 11,fi� ,w'� y �Cr iy�'�',�, g x � � y �1 W � ��.��..'H'�4e /- � T � �vM � � '",� �'�r,µ� w.dM•.�� . w42�;y+�'�c�� . :.'�j•�I� �,+ �'�r;4yj� �e^y;��,�� , � 7 �f. � y� 'r � / sL ; h a' V {IJy+T � 1 1. 3"rl � .�•r aI�� ' 1s� ,/ �.ia�R4$ ,� . ( I , � ,.� � � ii . �' �, .y .."�ii�, r i �tM�,i� � ,w„ � j p.x� .�.�� 'f� �., "r- _.�- ; . � _; a �� " ;�' i� ,��. r�� Y:h� r } �, ,�j'"➢u'I�J7 • 4 1_ ��, 7«a� fe � f � � .� ��. re .r�� . Y '� �'*�`� y� �r >a�"i � � �'� - W—�y�''��.z4:� �>5� �`f� �•� � n � I '��1.4 e r �7 �� _ �� . 3 �. �,. ��. T ii � _ ,�. �'.�-�� 0^ � N ' hd 'r' ,.J �,i '�- ^ z `7' .."_ .. - �� l� �'� ,�—'!�`c� �4 � �� /1 � '�" ;Y �'.� �t •A �.• ' S F •� � �"'� I ° � / Z� �.� S�. 5 :A � �S' w.x S°`` t �' 'e " � ' //�. .> � �`� � �2t,pr . i/ � �yWhjE ra., < t �7 , it �S�' Q� a a+ %� �R ''�R� � ti '�f � �( F . c �� i�� r -�a� • �»R �;, �` ri � --r � .,riC�.� �r1� `�% ?`Va. �,, y'�„�E � p e �� 'Y"71F iS> � .r v.v��a (� --_r�+�;,c�,� �'''s d� ;. . �`�„a a rq e � a� � �J��,�ji�y1"�� ,ry� Y r�.�t..i,�' r =y:. •�t. : ��"$}., �g�If'�?�`` .+�.r ,., 1 � � � ' �y k ^� t,�."'�yryr'.y��T��4�! . �i�!.�7�j�.+,L'' � ,�'tti� m.�di" . v . t }�"�. 'E2 � s.��.v r"iY;i4 � N ( .1--� x'�;� � » s+,-i .�t!�! ��T c�� . lY "rt�t '!^ ��.x n �{».�S< <"..;� � .�k ° `� � trr>� s _..F" tf,Y'�� ,� A ^�J+t a <'. d ..}i�e"'� ^ `�r,S r r �i' at �V�{ I r 4Y �j 7�.r' '� -_ y ,� ..7" ..�Kttt2 '�r,Y�W � .�. -..1..,'Fµ '�5�.._��iS � i �� '1!°S r 1� • l�y i� �� ! ' r/� x� `�i `�er ". 1r,.� 'v ',f`� � �7� ti � � ��.�,� 1I u M1 "�. �:'7 ii Qy .... �i°°' l l �'. �y" � •I �i :t''�,�' .rii"� �a_-c �;!a_{,. Y .�.+.3.�,'�r-Ri„r~re yn,., � r;',"_'iT�.7c �IIS4E�'y��b� �� e •har ,�_ � '� � ��- x' ' �t�r_. N�� t �..�YC�3�i h ';�e� ?',f�''�,f`� r.�'.. � t`$i�-4 +� ��F ,a?s�.y� •� Y" ��D4• y, .'�;� I . , ' ' f 1 a � � . . . *,. �, .n�� ,.��r�a� +,.. p�- _. N „%'�h�Ja ��7 l�" � �..:4` '+Prl�� r�t� 1.D °' 'k.r,�'iR'f'IL v! .�rS� �. a� Kt �c 'b' +7" , � 1�Vi �- * r aDQ . o a.,�e � oa C r'rf ; �'�` NY 1 4�! P� ti` 1 v x... �'ua.jdr�vrM1t t�'�'�� +,.' �`j ,� `" �� . � ti-; r ' I I a� T .� _ �� e ai' �.,c+�a �, . r.�"` t`r ;p �t 1��a i ., �r'�..: � �C ��n(�� . pZ A, e Y+ .. - '� �., y� Y �•+'i 4� �1 � ��k�.ryq��"'�s 7t�`4,��x }°�� C . �, "'�`;'��„�1�� `,'f� �.�� ' ■ I ,'i 4 � � � ,�5� ��"• � e �C � .. t�ao #� ��;.;n± x. i� y �p^a, c �ti � r - .r`"' tu wa 7 �.w,7�"��"'C„ r �S 4yw � '�a�� t:. � �'. y w .� �a ..v�5��' .y''t' � `" 1+,rf�%� xK "�'Ce�4� ;f � �t 1,.::r qA o-� �.ebVr,� ... Y..�`r� �:,�i �i I � � =;'� 4 ' .�"�Y':v...'`�.�,"`, ^c j..7k r v .+ti.....�BC- �ti� � -� � O ��- �� t 3 i �x�� rn'' � 36. �� .T'3� ^�. G-�Y - '-�tYx �,'F&iy.� Y +-v.� 1 . � ,'�j �$ x� Ao h � � ��N�'�. r i I A � 1 r 's' �-rt z .r ,Y� '� � : it a7� `a ^+��Y+�f' �� I �` � � �•c- t�T's0. ;� '.� �� ,�`�.�j�� W"'rii� �`Rc 1�,� •��ti.X ""�,.f�" ��`_�� ,.�� i� Y+p,.,�yt.;b�s� +W^'��"��3�'" I \ - ' i F Y^ ��. � � �t� - �ka� y�-t'�-�wti�� ,� :j"d'- i�-� �'"_c^_ �yj�i`�.�) z�,� -�' :t y,jF.'.� ��`'i.-�°.,� �R,�t�.,�'��'7;. " i _� /� T�, � �:� �c . / 7 �' / _�t • . . a`r�. kY� � � -t.. �., N�14j . I ' � r�r (N �`! 6�r d dF�� ;/. � / M1 ` � 'S. t„]r .�''. .. r£ Y� h a�t . .�i .� . �;,, p 1'v �� I�i f - f i'�`� � y 1��4��1��r ti�` I,�4 r�� ..u, y . h"�. �a� ("�'j ' W �'I� `�v`4 � * �• �' ; ' q'"'e 1F��• • ,r 1 � • �.'X •�i.�� Ko�r y,��` �t.�s $ �i � 77 � �;� �p � , . `jz ��:�J+� �i � . �"{�C 1 � �. • .� ' .t� •�� '� �� t c�� ,��'� � � � '�'Zm � `�a � ••K �d I�r `�Cv4H� r R � � w ;"� �? •.�a � "�" � + .� �.?og,�J�; mR� n ;/D1 r• tI��` '� ~ 1-_� t.4`�� fs��tl, J � .�� 'r'A y� 4 : �,"°' ,�.+ r � +,r'�.a��l+ .... y �I , �L/�j �A I '� � OO y , .��. ' � � � �,t�t;�.�H�Y` �. ��;. F�T��.. �. el,;'S� _k�rT ~ � ��I . m� rF 4 .f�`'` � 4 � \ • r '� �F-�i'r� �� v' s � ��w' >'s�"' �'3 � Lr�-�t �=�4"�.- .., . C csi',r;,v'�;�{n 'r ._ .:.,c .,y:i,�m.'�'r�T,y�."�r L. ti.�� N z 7-+I � .. . w ' - . �. Y � �r :. i v"5,�;`uF ,�-:;+r a..,t..�T � Oo ,-j �I �m D T •MAPLf VALLEY 6.6 hfL - .-- � O 1 m v :p� O � � oQ m �I 8 w m70 m 4 � yl : � � � � �� m � xi Z �� I� . � O z Described Map on symbol Mapping emit page AgB Alde=wood gravelly sandy loam, 0 to 6 percent slopes---------- 10 AgC Aldeiwood gravelly sandy loam, 6 to 15 percent slopes--------- 8 AgD Aldeiwood gravelly sandy loam, 15 to 30 percent slopes-------- 10 ' AkF A1de2wood and Kitsap soils, very steep------------------------ 10 AmB Arents, Alden�rood material, 0 to 6 percent slapes 1/---------- 10 AmC Arents, Aldexwood material, 6 to 15 percent slopes 1/--------- 10 An Arents, Everett material 1/----------------------------------- 11 BeC Beausite gravelly sandy loam, 6 to 15 percent slopes---------- 11 BeD Beausite gravelly sandy loam, 15 to 30 percent slopes--------- 12 BeF Besusite gravelly sandy loam, 40 to 75 percent slopes--------- 12 Bh Bellingham siZt losm------------------------------------------ 12 Br Briscot silt loam--------------------------------------------- 13 Bu Buckley silt loam--------------------------------------------- 13 Gb Coastal beaches----------------------------------------------- 14 Ea Earlmont silt loam-------------------------------------------- 14 � Ed Edgewick fine sandy loam-------------------------------------- 15 �B Everett gravelly sandy loam, 0 to 5 percent slopes------------ 15 � EvC Everett gravelly sandy loam, 5 to 15 percent slopes----------- 16 EvD Everett gravelly sandy loam, 15 to 30 percent slopes---------- 16 � � EwC �Everett-Aldexwood gravelly sandy loams, 6 to 15 percent slopes------------------------------------------------------ 16 � InA Indianola loamy fine sand, 0 to 4 percent slopes-------------- 17 InC Indianola loaury fine sand, 4 to 15 percent slopes------------- 16 ' InD Indianola loamy fine sand, 15 to 30 percent slopes------------ 17 KpB Kitsap silt loam, 2 to 8 percent slopes----------------------- 17 ' KpC Kitsap silt loam, 8 to 15 percent slopes---------------------- 18 KpD Kitsap silt loam, 15 to 30 percent slopes--------------------- 18 � KsC Klaus gravelly loamy sand, 6 to 15 percent slopes------------- 18 Ma Mixed alluvial land------------------------------------------- 18 ' � NeC Neilton very gravelly loaary sand, 2 to 15 percent slopes------ 19 Ng Newberg silt loam--------------------------------------------- 19 � Mc Nooksack silt loam-------------------------------------------- 20 . No Norma sandy loam---------------------------------------------- 20 OrOrcas peat---------------------------------------------------- 21 � Os � Oridia silt loam---------------------------------------------- 21 OvC Ovall gravelly loam, 0 to 15 percent slopes=------------------ 22 i . OvD Ovall gravelly loam, 15 to 25 percent slopes------------------ 23 OvF Ovall gravelly loam, 40 to 75 percent slopes------------------ 23 � Pc Pilchuck loamy fine sand-------------------------------------- 23 Pk Pilchuck fine sandy loam-------------------------------------- 23 � Pu Puget silty clay loam----------------------------------------- 24 pYPuYallup fine sandy loam-------------------------------------- 24 ' RaC Ragnar fine sandy loam, 6 to 15 percent slopes---------------- 25 RaD Ragnar fine sandy loaw, 15 to 25 percent slopes--------------- 26 ' RdC Ragnar-Indianola association, sloping: 1/---------------------- 26 Ra�ar soil--------------------------------------------- -- ' Indianola soil------------------------------------------- -- RdE Ragiar-Indianola association, moderately steep: 1/------------ 26 � — Ragpar soil---------------------------------•------------ -- Indianola soil--------------------------------�---------- - , Scale: �'�� . :r � " " estcoast Property � �� -� J��r �x� �A 5 3� � �� PRELIMINARY Flgure Site Development Associates, LLC DRAINAC�E REPORT Job No. Ind�x to appina Unita � 108-002-04 Detention Calculations Please see Appendix A for the predeveloped and developed KCRTS inputs, the peak flows from KCRTS, the detention schematic for the site, the vault dimensions and stage-storage relationship, the control structure design and stage-discharge relationship, duration curve matching, and duration matching table. Water Quality Calculations In basins 1, 2, and 3, water quality "dead storage" volume will be provided in the vault. The dead storage volume will be equal to the factored runoff from the mean annual storm as calculated per the 2005 King County Surface Water Design Manual. The water quality calculations are contained in Appendix A. Downstream Analysis The proposed vaults will discharge via level spreaders to the wetland buffer and sheet flow to Wetland 'A'. These level spreaders have been designed per KCSWDM figure 4.2.2.N to discharge the unmitigated post developed flows. These calculations are shown in Appendix A. The roof areas adjacent to the wetlands (and shown in the p�ans) will drain to dispersion trenches. The level spreaders for the vault discharge and the dispersion trenches will assist in wetland recharge. The project is located within the Lake Washington/Cedar River Watershed in the Lower Cedar River basin. Runoff from the developed site will continue to discharge to the site's natural discharge location and follow the natural drainage course; runoff leaves the site to the south and travels in an existing ditch/channel for approximately one mile before joining with Maplewood Creek (south west of the site), from here runoff continues in the Maplewood Creek channel south west, ' crossing under SR169 and entering the Cedar River approximately 1 3/4 miles downstream of the site. See Appendix B for basin maps and additional downstream information. Conveyance The site conveyance systems, including the system downstream of the vault, has been designed to convey the 100-year runoff calculated using the Rational Method. See Appendix A for calculations. - 10 - REFERENCES City of Renton Municipal Code, current through Ordinance 5020, passed September 29, 2003 King County Surface Water Design Manual, 2005 Soil Conservation Service Soil Survey King County Area Washington, 1973 - 11 - I Appendix A- Calculations 1 . BASIN CALCVLATIONS , i i ,3 - - i BASIN 2 � � — -- — — — -� — — — --- ——- -- — — _ — HOQUTAM AVE N� HOQUTAM AVE�NE �-i� � �_ __ —__�_ � . —"___ -__ -_ __._ __-- l _ —_-._.-- ._� . I __._ . .. _ — _ . —�� ._.. -- �t/�. —._-- ____.. _ - ._-_ ___—_— � _____-_ � JI[r ' � I I \ I 1` � i � � I `� � �I � I � f _--_____� I n �n I-r�_ . � _ � I I � \\ � I�11 �\,\ 11\� � W I � �+ \ 'Y I, - -.� �---- . � _ ____ j I -- _---- I � - � � � � ;, � . � � r--__ , i � � �- , � /, --� : ;, �- / � ,1 -- ,�,- --_ , . � _- � ,: Q ��/ �. r � , I - � / `� ;. �, � I �� W � , , �- �:� — ----- - -- Z ; , , � GRAHAM AVE NE -- -__ � ��I � ; i i ' �, /� �� \ - .—. .-- - --.. . ------- -- �- - __- �---- I � � — �_ � _---�__ . '� f � i � , — _ ---- - – -_- __ _ �-� .',;'_ � / � � , ' � , :� � ��, I , , - - - : , , ; ; , _ � , . _ -- � - , ; : � -� - - �` '` 'i 1 , , � ; , ; � — � � i � ' a ---- 1 � , ; � � ti� � � � ,_ , _ , � � � , , ; , �_ �- � �:,y - , ' � �� __�- ; ; � � , ; I .i � ,� / , � , I :,�� i M, � _ __ , '�_� � , —� -�—��- �__,- i /� � A �. �� . , % � i � I F I � - -I- I �� \ \ \ _ / ��__ �n i ' — I\ , �� ;� � � i � � � � ` -- — , ' � � � = i i i � ; ,\,/ ;;/ \'� � , �r� . � , �. _ ��,.�,� � �. � _:-,� �,- � �.� _ . �- / B A S I N �, I i — � = I , ---t- -t —»— , � i =� � � --� � � � � ��- ' � — �� _� . I � � _ y� � -- i _� i l I - � _ —, �` �� / i i /�—-- �— � � � I ' i I / =�t , � � �— � � I ' ' � I _� � �-_ , --- ----i � - � - - - - � - _- __--� ,, / ,- ; � BASIN 3 �� ,��-,�� - Westcoast Property ; Design � .�"�, ' � � � Drawn Site Development Associates, LLC �r: Dete �n'�.',+��srFe�:;��rti �•�o_r��;o� =eu° ��81f1a9@ Report 108-002-04 cr,..azsas:�s� -,x a.saee,s9s ..,v�sd�E,,.,��,=�«�om Developed Basins Figure 4a = Project No. F t'. . _ � _.. , - _ +r i � � � BASIN 2 - - - - I - - - --- -- -- HOQUTAM AVE N HOQUTAM AVE NE -- j/ /,'. � ii�/r'.i' ,/�, � j; ---- _ --- � Pervious Areo - -- - //i ,. � �;/i,, �ji - - - -- - 0.09 Acre � ___ � Impervious Areo � � 0.66 Acre 1 {. � Total Lof Area R-10 0.67 Acre ` � �` _ 0.50 Acres Impervious I C � 0.17 Acres Pervious -- Tofa!Area 1.42 Acre I. 1.16 Acres Impervious 0 . �� 0.26 Acres Pervious - � D _ _ o ;� 0-- � __ ..,,�� _ - , .�: ___ ___ � ;: , . ,,� ; � � � 0 � � ; � � __ � _ ,__ W , : . , , _ ._ Z , ; , GRAHAM AVE NE � � �� ' � � � �� _ .._- ___ , ..-.--_ ' �'t � , i `. ----- _ �� , _ --_ ; , , I �i ,, I _ / I I . .____- � I ;' __ _ i ___ i � � � � � -I�- _ � �_ � � ,,- N � ' , -- , , , , � _ j , , -- � ; � � -- -- --- - ' � , � � -- - - r , � i ( I I f; j; �� ,, i � , ,' ,' :: I Basin 3 - Treafinent rrode � � � � ; � { �� i / � I h i �!!1 8N101/5 Area . -� , I P � � � 0.11 Acre � � � . x� - �'' � r- I ;:S>:�:':;:'. / � � � � � � �- - w '' ` � � ; �� ;.�� } : ; / BASIN � � 1 z I \ � ! i �� ' �✓, ;�;:s � Wetland A�ea � I �. Jr- � � _-'" � 0.16 Acre .^, ;,. I � `-, -----� I i D PL NE- - `� � �I � Pervious Areo /- � �� I � 0.80 Acre i -' �/ _� � Imp ervious ea - - - - �- 0.73 Acr � I � � � � i � i / 7 . oult Areo ]4 Aae I i � Qc7 Acres lmpe ous I - 0.07 Acres Perno s � I I � � 8osin 3 - d oss �I� / / / Total Lot Area R 0.70 Acre - to vault I Totaf Lot Area R-8 0.98 Acre - bosic dispersion I I I YP / � 0.38 Acres lmpe 'cus (2750/lot) � 0.25 Acres Impernous (1375/bt) - _ _ � 0.32 Acres Pervio s _J OJ3 Acres Pervious mpernous ea ' ' - - -- - / A r Totaf Lot A�ea R-10 0.57 Ane - fo voult �otol Lot Area R-]0 0.31 Acre - basic dis ersio� Oli ce i P � � G.42 Acres impenrous � 0.12 Acres lmpernous m ` � � G.15 Acres Fervious 0.19 Acres Pervious Totol Areo 4.39 Acre 1.97 Acres Impervious `� B A S I N � 2.26 Acres Pervious 0.16 Acres Wetlond � per.�ous Area 0 0�Ac•= c� � !m�ervious Areo C.o7 Acre 1"=100� r�, i Totaf Vault Mea 0.19 Acre 0.095 Acres Impervious � C.035 Acres Pervious c Totol Lot Areo R-10 0.10 Ac�= - �estcoast Property ^ 7c!ai Lat Area R-]0 2.00 Acre - to voulf Basic Dispersion DeSI D � � � � 1.5G Acres Impervious O.G4 Acres fmperv�ous 9 G.SG Acres Pervious 0.06 Acres Peroiocs - �. Drawn ro�or aeo 2.96 Acre Site Development Associates,LLC � 2.30 Acres Impervic�s Date ��'��+��s'ree':BotheN.waslvgio�secr Drainage Report 0 0.66 Acres Pervious 108-002-04 Ott<e:d�5<E6 65?3 Fax'425 486 5_'93 w+rNsda?rginEc s com � Pro�ect No. Developed Basins Figure 4b R:`•.�Fr�jects\103�Co�-��vest;\GG2-�4 ('A'est Coasti' f��a.�, � . �1� ., , � _ _ - � __ _, �- - �.�. ?ocI_��c; 2o�+o�RAHAM AV� �d ��: - _ � � — — — � �� _ — -- ' — — 4 Y � � � - - - - - I ;; � I ` I �' i I ��^ i I ' � � � . - ; I � � i � � � i I_ � - - - -R-, - - - r � � i ,'!�I � � � + � �l N I � o i � � � M i ';I� TREATMENT TRADE � � � ' ,AREA = 4991 SF ' , f i i , � � ,� i �: � �- � _ � , ,�. � - - - -� _ -�- - = -� I i � ��,� _ --- ; i \\, �� - - �,,,_��o i � =- �� --- . i - - - —� — - - J i �: � \�� L- -, I I J el�� - - - — - - - - - c r.> _.� �- � _� - f l I �Y� � / I � "f: C� I �� I PROPOSED BY—PASS I� - AREA = 4940 SF � N � , I 'i �� _�� , �`� �� i � � � � �� - - - — �` � I � - sAM WEST COAST = Design f� , � vs � � ' SUBDIVISION r • 40• 04l30/0T Site Development Associates,LLC _.___ Scale Date cr-�e��>n�r.eo+,�.nasr��o-eeo'i NE 4TH STREET ios-oo2-04 o�e:.�.,�.� Fmc�25.IB6.6593 ,�,..�g��.�� WATER QUALITY � - Project No. Figure No. � F�� = t ��-. ��r.. i �� . � +� � � , -. _ ,^�r-� 1 � _ ^�. �� -�- � �. :_ � - �. - - - ,�i:�»J �J�:��aI��1 �r � s_ � � ��,.�=- _ _�,a��'---� Area ? Till Forest 4.23 acres Till Pasture 0.00 acres Till Grass 0.00 acres Outwash Forest 0.00 acres Ou#wash Pasture 0.00 acres Ouiwash Grass 0.00 acres Wetland 0.16 acres Impervious 0.00 acres Total 4.39 acres Scale Factor : 1.00 Hourly Reduced F Time Series: prede�l »F Compu#e Time Series Modify User Input File for computed Time Series [.TSF] � ! � ;�, � � predevl.pks Flow Frequency Analysis Time series File:predevl.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.284 2 2/09/Ol 18:00 0.370 1 100.00 0.990 0.074 7 1/06/02 3:00 0.284 2 25.00 0.960 0.216 3 2/28/03 3:00 0.216 3 10.00 0.900 0.007 8 3/24/04 20:00 0.205 4 5.00 0.800 0.119 6 1/05/05 8:00 0.173 5 3.00 0.667 - 0.205 4 1/18/06 21:00 0.119 6 2.00 0.500 0.173 5 11/24/06 4:00 0.074 7 1.30 0.231 0.370 1 1/09/08 9:00 0.007 8 1.10 0.091 Computed Peaks 0. 341 50.00 0.980 Page 1 � . � f '3 �''_ �-€�, � : €� '1 .�c _ +��Y-!-}` � . i. � 1 �� 4 jlz�� '�=' �a. _ � q_� �"_� ��' �:'a j u-z�� Area ? Till Forest 1.42 acres Till Pasture 0.00 acres Till Grass 0.0� acres Outwash Forest 0.00 acres Outwash Pasture O.OU acres', Ouiwash Grass 0.00 acres Wetland O.UD acres Imper�ious d•�0 acres � Total � � 1.42 acres ,� � Scale Factor : 1.U0 Hourly Reduced u �: � Time Series: prede�2� � � ` Campu#e Time Series � k Modiiy User Input i ; — _ File for computed Time �eries (.TSFJ � predev2.pks Flow Frequency Analysis Time Series File:predev2.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.090 2 �/09/O1 18:00 0.115 1 100.00 0.990 i 0.024 7 1/06/02 3:00 0.090 2 25.00 0.960 � 0.066 4 2/28/03 3:00 0.069 3 10.00 0.900 0.003 8 3/24/04 20:00 0.066 4 5.00 0.800 0.040 6 1/05/05 8:00 0.058 5 3.00 0.667 0.069 3 1/18/06 21:00 0.040 6 2.00 0.500 0.058 5 11/24/06 4:00 0.024 7 1.30 0.231 0.115 1 1/09/O8 9:00 0.003 8 1.10 0.091 Computed Peaks 0.106 50.00 0.980 'I Page 1 i _ -- _ _ ,- _ _ �.., _ _ � . �: , , ��. �; �. _-,� -��__.s - :€�#.�E� Area ? Till Forest 3.07 acres Till Pa�ture 0.00 acres Till Grass 0.00 acres Outwash Forest 0.00 acres Ouiwash Pasture U.00 acres Ouiwash Grass 0.00 acres Wetland 0.00 acres Impervious 0.00 acres � Total a ' 3.07 acres Scale Factor : 1.00 Hourly Reduced Time Series: predeW3� »; Compute Time Series ------------ — — Modiiy User Input � File for computed Time Series [.TSF] ; ' � � ; � .. i predev3.pks Flow Frequency Analysis Time series File:predev3.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.194 2 2/09/O1 18:00 0.248 1 100.00 0.990 0.053 7 1/06/02 3:00 0.194 2 25.00 0.960 0.144 4 2/28/03 3:00 0.148 3 10.00 0.900 0.005 8 3/24/04 20:00 0.144 4 5.00 0.800 0.085 6 1/05/05 8:00 0.125 5 3.00 0.667 0.148 3 1/18/06 21:00 0.085 6 2.00 0. 500 0.125 5 11/24/06 4:00 0.053 7 1.30 0.231 0.248 1 1/09/08 9:00 0.005 8 1.10 0.091 Computed Peaks 0.230 50.00 0.980 Page 1 x - _-i - -., r' �,,.: +� .�'.�-� ::._ �e'..R-��-._. 7 ;_ �y� jr ��_.;.i`,, ? -il � _ �� __ .-��'�'�� t � �� - - - Area - - ? � 8.72 acres � Till Forest � Till Pasture 0.00 acres Till Grass 0.00 acres Ouiwash Forest 0.00 acres Outwash Pasture 0.00 acres Outwash Grass 0.00 acres Wetland 0.16 acres Imper�ious 0.00 acres � Total � � 8.88 acres Scale Factor : 1.00 Hourly Reduced Time Series: predev-site� »� Compute Time Series I Modiiy User Input File for computed Time Series [.TSF] I predev-site.pks Flow Frequency Analysis Time series File:predev-site.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0. 567 2 2/09/O1 18:00 0.732 1 100.00 0.990 0.151 7 1/06/02 3:00 0. 567 Z 25.00 0.960 0.426 3 2/28/03 3:00 0.426 3 10.00 0.900 0.015 8 3/24/04 20:00 0.422 4 5.00 0.800 0.244 6 1/05/05 8:00 0.356 5 3.00 0.667 0.422 4 1/18/06 21:00 0.244 6 2.00 0. 500 0.356 5 11/24/06 4:00 0.151 7 1.30 0.231 0.732 1 1/09/08 9:00 0.015 8 1.10 0.091 computed Peaks 0.677 50.00 0.980 _ _ - %_ _ ;.. - '-s ' _ - - � - fr�` � - � � - _� , >- �_. � -,. Page 1 � �`— � _ ' �1w�'� � i y �� 1 ? —a�,J ''�_.-1_ —�,�ll:.�r� ,.;f�''� _ '� `�� d� � Area � � � — � Tili Forest 0.00 acres � Till Pasture O.OU acres t ;:. � Till Grass 2•26 acres Ouiwash Forest 0.�0 acres Outwash Pasture 0.00 acres Outwash Grass 0.00 acres Wetland 0.16 acres � Impervious 1.97 acres � � Total 4.39 acres Scale Factor : 1.00 Hourly Reduced Time Series: devl� »E Compute Time Series ; Modify User Input � � File for computed Time Series [.TSFJ � - devl.pks Flow Frequency Analysis Time Series File:devl.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0. 702 5 2/09/Ol 2:00 1.42 1 100.00 0.990 0. 527 8 1/OS/02 16:00 0.846 Z 25.00 0.960 0.846 2 2/27/03 7:00 0.774 3 10.00 0.900 0. 533 7 8/26/04 2:00 0.718 4 5.00 0.800 0.650 6 10/28/04 16:00 0.702 5 3.00 0.667 0. 718 4 1/18/06 16:00 0.650 6 2.00 0. 500 0. 774 3 10/26/06 0:00 0. 533 7 1.30 0.231 1.42 1 1/09/08 6:00 0. 527 8 1.10 0.091 Computed Peaks 1.23 50.00 0.980 Page 1 � . � � _- _. —_ _ r. �� '� ��. .f� _ � - � — _ _ s. - _ Are a ? Till Forest 0.00 acres Till Pasture 0.00 acres Till Grass 0.26 acres Ouiwash Forest O.OU acres Outwash Pasture 0.00 acres Quiwash Grass 0.00 acres Wetland 0.00 acres ImperWious 1.16 acres Total 1.42 acres Scale Factor : 1.U0 Hourl� Reduced Time Series: de�2) »; Compute Time Series Modiiy User Input File for computed Time Series [.TSF] devZ .pks Flow Frequency Analysis Time series File:dev2.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 0.304 6 2/09/O1 2:00 0.603 1 100.00 0.990 0.260 8 1/05/02 16:00 0.428 2 25.00 0.960 0. 366 3 12/08/02 18:00 0.366 3 10.00 0.900 0.294 7 8/26/04 2:00 0.351 4 5.00 0.800 0.351 4 10/28/04 16:00 0. 324 5 3.00 0.667 0.324 5 1/18/06 16:00 0.304 6 2.00 0. 500 0.428 2 10/26/06 0:00 0.294 7 1.30 0.231 0.603 1 1/09/08 6:00 0.260 8 1.10 0.091 Computed Peaks 0. 545 50.00 0.980 \ Page 1 — , _ . ,�- - - - - �. . . y , �� ,� $� -- -�j - - _�' �� Qrea ? Till Forest 0.00 acres Till Pasture 0.00 acres Till Grass 0.66 acres Outwash Forest 0.00 acres Outwash Pasture a.0� acres Qutwash Grass 0.00 acres Wetland 0.00 acres Impervious 2.A1 acres Total 3.�7 acres Scale Factor : 1.00 Hourly Reduced Time Series: dev3� » Compute Time Series � Modify User Input � File for computed Time Series [.TSFj I , I � � I dev3.pks Flow Frequency Analysis Time Series File:dev3.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.644 6 2/09/O1 2:00 1.28 1 100.00 0.990 0. 545 8 1/OS/02 16:00 0.892 2 25.00 0.960 0.770 3 12/08/02 18:00 0.770 3 10.00 0.900 0.613 7 8/26/04 2:00 0.732 4 5.00 0.800 0.732 4 10/28/04 16:00 0.685 5 3.00 0.667 0.685 5 1/18/06 16:00 0.644 6 2.00 0.500 0.892 2 10/26/06 0:00 0.613 7 1.30 0.231 1.28 1 1/09/08 6:00 0.545 8 1.10 0.091 Computed Peaks 1.15 50.00 0.980 - � ' ; ,, ; � _•� `; , ,. , ��._l ,J ,j � . ,.W� , � '' / Page 1 ^ _ _ _---- __ _ _>__ _t Computed Series: rdoutl+2 �� ? Source Time Series -- - - - Filename Factor Lag rdoutl.tsf I»+ 1. 0. � rdout2.tsf » 1. 0. » 1. �__� �u. »� 1. 0. »I 1. 0. » 1. 0. »� 1. 0. >� ,. �----� _ »� ,. o. � »; 1. o. I Combine the Time Series I - —_ i rdoutl+2.pks Flow Frequency Analysis Time series File: rdoutl+2.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.289 2 2/09/O1 20:00 0.292 1 100.00 0.990 0.065 7 1/07/02 0:00 0.289 2 25.00 0.960 � 0.258 3 3/06/03 22:00 0.258 3 10.00 0.900 0.048 8 8/26/04 6:00 0.159 4 5.00 0.800 0.066 6 1/08/05 6:00 0.069 5 3.00 0.667 0.069 5 1/19/06 19:00 0.066 6 2.00 0.500 0.159 4 11/24/06 12:00 0.065 7 1.30 0.231 0.292 1 1/09/08 15:00 0.048 8 1.10 0.091 Computed Peaks 0.291 50.00 0.980 i Page 1 2. DETENTION CALCU LATIONS ; � , _ ,; , _,� � �� _, �, : , , , � . CamWest-West Coast Detention Calculations Site Development Associates, LLC 11-6-06 Assumptions Basin Assumptions � 60 lots (47 R10, 13 R8) • Soil Type AgC or Glacial Till • 75% impervious Coverage per R10 lots (per City of Renton Code) • 50% Building Coverage per R8 lots (per City of Renton Code} Assumed Impervious Coverage for R8 Lots: Total Lot Area of R8 Lots is 59,240 square feet 14 R8 Lots - average lot area is 4,230 square feet Impervious Area per Lot: Buildings — 50% x 4,230 sf = 2,115 sf Driveways — 20 feet x 20 feet = 400 sf Walkways/patios = 235 sf Total Impervious/Lot = 2,750 sf�s5�io Impervious Coverage) Detention Assumptions • We have three vaults that will meet the level 2 detention requirements for the site (i.e. each individual vault may not meet the level 2 requirements, but as a project the downstream POC will meet the requirements). • A small area in basin 3 will bypass detention due to grade constraints. This area will be treated as a point of compliance and addressed in the detention calculations for vault 3. Calculation Summarv Level 2 KCRTS Required — see attached KCRTS printouts r Z a m I � g g la� ---, - -- -- -`SD - ---------- ---- ---SD--�W1i4,�C. 1�,T.23 N..R.5 E.,W.�v1 - ------ --_---- -- - -- - - - I I �-.�I5I d , � � � � u z � n' ` .. �� f � �'� � � � � 5�- FRAME ANO LOCKING �1 m o a .. �� ' �A� i - io w w u _ `�� i ' �- . � � �� bRH1N'. SEE C.O.R. - . '�. m ✓ i .. �� _� � - -_ � � . . . .. STD PLAN BR29. �, : .. ?i w Z..,� � F z �.� y�I . . ,, --- _ . RISER ELEVA710N 496.25 100-YEAR WSEe j � p'i . � �� _ . . � 40623 � � � o � - Z VAUIT WCIDE CORNF � p ��O ' � ) - N 1675757.90 ;� � � �� m � � I 15.00' (iYR � I � E ll8627.95 N i� � � J �� N 16758i4.72 � 6' CHAIN LINK 3' z 0.90 GAUGE ` z E 178597.89 - FENCE SUPPORT BRACKEfS O o c � F[�} � � � N 167 70.87 ��PAYED VAULT ACCESS 5' X 70' GRATID� 3'-0" CTRS. MIN. �' (n Z Q W E 178 87.46 '�" � 2' ASPHALT. 6' CSTC�� ..720 � ACCESS HATCH (iYP) \ 1�� 0 ..- 0� > � I� ---- --- - _- --- --- --- ---- -- - --- --- --- -- - � ELBOW RESTRICTOR SHEAR GATE W � ` _ '� (� V� Z Q � �� / � ELEVATION 4D3.25 CON7ROL ROD FOR � � �i `_. H�S O Z '�, .. . �. - / CLEANOUT/ DRAIN ' �� j N is�sase.�s '' � � DETENTION/WAl'ER 4'x4' OPENINGJ � 18" CMP CROSS (BEND ROD AS REQ. FOR YERTICAL ALIGNMENT W/ COVER) I ,` � 'O � a � I E 178552.00 � � QUAL.ITY CELL THROUGH�WALL FLOW RESTRICTOR SEE KCRS DWG. 53 ' � �F' Z Z � STRUCTURE - � - � /... Z W i °0 4,qqp� OVERFLOW SfAND PIPE. � W g I N 1675833.1 . " '� REMOVABLE ... � � � E 178560.98 � - Vnul T INsi � ' WATERTIGHT � � ' N 1675745.19� �l COUPUNG OR , � ---- E 178592.49 --- OtJiLET _ FLANGE. '�-.- ..�:�i �---------- � �� ELEVA710N 394.25 � z X1 � %-% 3E X- X 3E X 3E 3E�i x-�(-3( 3f 3f n-X X-'I- �`+ PRIMARY ORIFICE �� SD�SD-SD x ELEVATION 39225 �'�� I a �� N 1675746.98 `� I I' z - �� r� � �� 9 LF 12" P�PE E 17H590J9 p ALUM. RESTRICTOR PLATE � , 6" MfJ(. I I � - � �-�� F-+ s / � 77E� SLOPE �� 7z � WITH ROUND CLEAN 0.80 ' t- - e � �Q 3 � 011.60% SLOPE � > J F DN. ORIFICE CUT IN 12 ? m GA PIATE k WELDED TO f�LUM. RESTRICTOR PLAT: (� " w �Z u ALUM. CMP CROSS. WRH ROUND CLEAN 2.00 � c � SECTION N w �� W a DIA ORIFlCE CUT IN 12 , z '�_ �Q..i' � G4 PLATE & WELDED TO � � � - ELBOW. _ 3 � NOTE �� \ � ELBOW RESTRICTOR DETAIL U P �' � sEE srnucTursn� Fv+us Fc� i CONTROL STRUCTURE DETAIL o = Y: �I � VAULT CONSiRUCT10N DEfAiLS NTS o Q v c a 10 5 0 10 20 � 3 X ¢ 1"=10' N = - s scale feet � _ " 3 -�3 � � O L a � 0 �� o �3 o TOP UQ EL=407.:5 � � `^ � 6' CF:A1N LINK I � �� 18.5' ". 16.5' FENCE (1"F) TOP INSIDE �--�-p � � o � I g EL= 406J5 i 1(I N= � o � j CONCREfE CURB MANHOLE S'EPS 34� �HOLE RISER EMERGENCv � N� o T _ N �� P,MSHED GRADE 409t .: �W/ RING AND OVERFLOW EL= 406.25 � � �� BOTTOM OF LID EL. 406J5 I� � � . . � �V"�\,� �� . �� _ _ EMERGENCY � MAX WSE 406.25 CVERFLO' � S?ANDPIPE y� , � �. 6" FREEBOARD ` HG�'�_OK' CORE YAUIT LID \�� , ��j� SEE STRUCTURAL FLANS � I 6" SED. ra'xa' OPENING : i�/��/ J I j ^ STORAGE�� I THRU WALL / .. � V � U 1 � \ OI � ` � 4' DEAD � Q . � STOR4GE ~ �' �i � VARIES VAFIES VARIES VARiE BOTTOM OF LIVE STOR4GE ,, W i VAULT OUTLET EL 394.25 � �� 59: MIN.57 MIN! 5% MIN.59. MIN. 4E" MNJHOLE LID � VAULT tNLEf � BCTTOM GF VAULT E� 389J5 � � � '� '� � \ � � � 0 iE=�s3.zs �./i /,�/i ' ' . . ;. /�.'�� / Z � a NOTE iz' iE=?ea2s � V i Q � '� a SLOPE CHANNEL TO ,^ J ��. '�, a t CONTROL STRUCTURE YJ J A��ESS :OCA.TICN SEE STRUCTURAL PLAtJS FOR Z j w - VAUL' CGNSTRJCTION DEfAILS Q � n n\ o ( BTM EL.=389J5 O � � a � �� VAULT'B'SECTION (� ' U m __ � � m riTs �� VAULT ACCESS DETAIL � EMERGENCY OVERROW DETAIL 5x5' GRATEC 6' CHAIN _INK N�T� � NT8 ��/� ' � FENCE (1YP) VJ N '. _ �n �ACCESS HATCH W > � �TM�� vnu�r AccEss (na) �zo• � � i � i ��i CONCRETE CURB �n � FINISHED GR4D 409t I�) II .. m . �E, .\ ':.�.�\ `��- �� % ��\��..:��.\�i.` Z � ��'�� BOTTOM OF LID Q °` ELEVATION 4C6.?`_• I ._. ' .� � � - � o � � ��f" . '� Z � � _ - \ �W _ � �, �� \ - - 6" FREE80ARD - \ I �F.. r �'� Zi /� �� a � ��' � - /\ _ rVAULTsGUT'��T ,^_ _ 4' DEAD STORAGE ra'z�' OPENING � �.�W W� .. 1 -�� 'WA' . a 394. � THRU �� . �.,� W w� 2.. � I'! 'i� � Q/ - I (N�? RECOMMENDED FOR APPROYAL g v m II �' '�+,�� .��°� � � BOTTOM LIVE STORAGE 39425 � �� o o�o I \ V T ^ �O `JAULT BOTTOM EL 389J5 � 6" SEDIMENT STORAGE � � BY: Date: �TE �� ' � e'�j ` .. ,�oe no. ,oe-ooz� �i�� \.i\`./ � ;;\�, �.�'/ � \�'� -��`/;\�. By: Date: i . \ , 'i i � �,� � / � .,7, .�. //.,��,� � �i �j �'.� , � �•� ,� ':,\/�/�.;�..�/\/�.1�\i�� e VAULT B' SECTION �� /�./i �wc+no, c4.o I .�., ./i��;,i�� ey: Date: N.T.S � - Z ey: Gate: �� F 2/� T , �� =.-,.Pro t ._ _ wF-1'`.f1.� �� 'v!- t .-: '.1 -._�. - -.. - r. ___ c Retention/Detention Facility Type of Facility: Detention Vault Facility Length: 120. 00 ft Facility Width: 37. 00 ft Facility Area: 4440. sq. ft Effective Storage Depth: 12 .00 ft Stage 0 Elevation: 394.25 ft Storage Volume: 53280. cu. ft Riser Head: 12. 00 ft Riser Diameter: 18.00 inches Number of orifices: 2 Full Head Pipe Orifice # Height Diameter Discharge Diameter (f t) (in) (CFS) (in) 1 0. 00 0.80 0.061 2 9.00 2 . 00 0.203 4.0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) 0 .00 394.25 0. 0.000 0. 000 0.00 0 .01 394.26 44 . 0.001 0. 002 0.00 0. 02 394.27 89. 0.002 0_002 0.00 0.03 394.28 133 . 0.003 0 .003 0.00 ' 0 .04 394.29 178 . 0 .004 0 .004 0.00 0 .05 394.30 222. 0 .005 0.004 0.00 0.06 394.31 266. 0.006 0.004 0.00 0 .07 394.32 311. 0. 007 0.004 0.00 0 .27 394.52 1199. 0. 028 0.009 0.00 0.47 394.72 2087. 0.048 0.012 0.00 0 .68 394.93 3019. 0 .069 0.014 0.00 0 .88 395.13 3907. 0.090 0.016 0.00 1 .08 395.33 4795. 0.110 0.018 0.00 1.29 395.54 5728. 0.131 0.020 0.00 1.49 395.74 6616. 0.152 0.021 0.00 1.69 395.94 7504. 0 .172 0.023 0.00 1.90 396.15 8436. 0.194 0.024 0.00 2 .10 396.35 9324 . 0.214 0.025 0.00 2 .30 396.55 10212 . 0.234 0.026 0.00 2 .51 396.76 11144. 0.256 0.027 0.00 2 .71 396. 96 12032 . 0.276 0.029 0.00 2 .91 397. 16 12920. 0.297 0.030 0.00 3 .12 397.37 13853 . 0.318 0 .031 0.00 3 .32 397.57 14741. 0.338 0.032 0.00 3 .52 397.77 15629. 0.359 0.033 0.00 3 .73 397.99 16561. 0.380 0.034 0.00 ; 3 .93 398 . 18 17449. 0.401 0.034 0.00 j� 4 .13 398 .38 18337. 0.421 0 .035 0.00 4 .34 398 .59 19270. 0 .442 0.036 0.00 4 .54 398.79 20158 . 0.463 0. 037 0.00 4 .74 398.99 21046. 0.483 0. 038 0.00 4 . 95 399.20 21978. 0.505 0.039 0 .00 5 . 15 399.40 �2866 . G .525 O . C39 0 . 00 5.35 399.60 23754. 0.545 0.040 0.00 5.56 399.81 24686. 0.567 0.041 0.00 5.76 400.01 25574. 0.587 0.042 0.00 5.96 400.21 26462. 0.607 0.042 0.00 6. 17 400.42 27395. 0.629 0_043 0.00 6.37 400.62 28283. 0.649 0.044 0.00 6.58 400.83 29215. 0.671 0.045 0.00 6.78 401.03 30103 . 0.691 0.045 0.00 6.98 401.23 30991. 0 .711 0.046 0.00 7.19 401.44 31924. 0.733 0.047 0.00 7.39 401.64 32812. 0.753 0.047 0.00 7.59 401.84 33700. 0.774 0.048 0.00 7.80 402 .05 34632. 0.795 0.048 0.00 8.00 402.25 35520. 0. 815 0.049 0.00 8.20 402.45 36408. 0. 836 0.050 0.00 8.41 402.66 37340. 0.857 0.050 0.00 8.61 402.86 38228. 0.878 0.051 0 .00 8.81 403.06 39116. 0.898 0.052 0 .00 9.00 403.25 39960. 0.917 0.052 0.00 9.02 403 .27 40049. 0.919 0.053 0 .00 9. 04 403 .29 40138. 0.921 0.055 0. 00 9. 06 403 .31 40226. 0.923 0.060 0. 00 9. 08 403.33 40315. 0.926 0.065 0. 00 9 . 10 403 .35 40404. 0.928 0.073 O.CO 9 . 12 403.37 40493. 0.930 0.081 0.00 9 . 15 403 .40 40626. 0.933 0.090 0.00 9. 17 403 .42 40715. 0.935 0_097 O.00 9. 19 403 .44 40804 . 0.937 0.100 0. 00 9.39 403 .64 41692 . 0.957 0.121 0.00 9 .59 403 .84 42580. 0.977 0.137 O.GO 9. 80 404.05 43512 . 0.999 0.151 0.0� 10 .00 404.25 44400. 1.019 0.163 0.0� 10 .20 404.45 45288. 1.040 0.175 O. CO 10 .41 404.66 46220. 1.061 0.185 0. 00 10.61 404 .86 47108. 1.081 �.194 O. 00 10 .81 405.06 47996. 1. 102 0.203 O.00 11.02 405.27 48929. 1.123 0.212 0.00 11 .22 405.47 49817. 1.144 0.220 0 .00 11.42 405.67 50705. 1.164 0.228 0 .00 11.63 405.88 51637 . 1.185 0.235 0.00 11.83 406.08 52525 . 1.206 0.242 0.00 12 _00 406.25 53280 . 1.223 0 .248 0.00 12 .10 406.35 53724. 1.233 0.713 0. 00 �2 .20 406.45 54168. 1.244 1.560 0. 00 12 .30 406.55 54612 . 1.254 2.660 0_00 12 .40 406.65 55056. 1.264 3 . 960 0 .00 12 .50 406.75 55500. 1.274 5.430 0 .00 12 .60 406.85 55944 . 1.284 6.860 0 .00 12 .70 406.95 56388 . 1.294 7.390 0.00 12 .80 407.05 56832 . 1.305 7.880 0.00 12 .90 407.15 57276. 1.315 8.350 0.00 13 .00 407.25 57720. 1.325 8.790 0.00 13 .10 407.35 58164. 1.335 9.210 0.00 13 .20 407.45 58608. 1.345 9.610 0.00 13 .30 407.55 59052 . 1.356 9.990 0.00 13 .40 407.65 59496. 1.366 10.360 0 . 00 13 .50 407.75 59940. 1.376 10.720 0 .00 13 .60 407.85 60384. 1.386 11.060 0.00 13.70 407.95 60828. 1.396 11.390 0.00 13.80 408.05 61272. 1.407 11.720 0.00 13.90 408.15 61716. 1.417 12.030 0 . 00 Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac Ftj 1 1.42 ******* 0.25 11.98 406.23 53205. 1.221 2 0.70 0.21 0.24 11.87 406.12 52716. 1.210 3 0.85 ******* 0.22 11.13 405.38 49405. 1.134 4 0.77 ******* 0.13 9.47 403.72 42028. 0.965 5 0.72 ******* 0.05 8.29 402.54 36810. 0.845 6 0.43 ******* 0.05 7.49 401.74 33245. 0.763 7 0. 53 ******* 0.05 7.31 401.56 32447 . 0.745 8 0 . 53 ******* 0.03 3 . 53 397.78 15671 . 0.36C Route Time Series through Facility Inflow Time Series File:devl.tsf Outflow Time Series File:rdoutl Inflow/Outflow Analysis Peak Inflow Discharge: 1.42 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 0.247 CFS at 14 :00 cn Jan 9 in Year 8 Peak Reservoir Stage: 11.98 _ � Peak Reservoir Elev: 406.23 _ � Peak Reservoir Storage: 53205. Cu-Ft . _ .221 rc-F� Flo�f� Du?-ation =rom T�:me Series File:rdo�:tl.tsf Cutoff Count Frequency CDr Exceedence_Probabilit:i CFS $ °s % 0.003 27828 45.382 45.382 54.618 0.546E+00 0.010 9185 14.979 60.360 39.640 0.396E+OC 0.017 7255 11.831 72. 192 27.808 0.278E+OC 0.024 6353 10.360 82.552 17.448 0.174E+OC 0.031 4211 6.867 89.419 10.581 0.106E+OC 0.038 2740 4.468 93 .888 6.112 0 .611E-Oi 0.045 2090 3_408 97.296 2.704 0 .270E-0� 0_051 1219 1.988 99.284 0.716 0.716E-02 0.058 190 0_310 99.594 0.406 0.406E-02 0.065 20 0.033 99.627 0_373 0.373E-02 0.072 15 0.024 99.651 0.349 0.349E-02 0.079 6 0.010 99.661 0.339 0.339E-02 0.086 10 0.016 99.677 0.323 0.323E-0� 0.092 11 0.018 99.695 0.305 0.305E-0� 0.099 14 0.023 99.718 0.282 0.282E-0� 0.106 18 0.029 99.747 0.253 0.253E-0� 0.113 19 0.031 99.778 0.222 0.222E-C2 0.120 22 0.036 99.814 0.186 0.186E-02 0.127 18 0.029 99.843 0.157 0.157E-02 0. 134 5 0.008 99.852 0.148 0.148E-02 0. 140 5 0.008 99.860 0.140 0.140E-02 0. 147 5 0.008 99.868 0.132 0.132E-02 0. 154 3 0.005 99. 873 0. 127 0.127E-02 � ., . fiP� J :. _ �1 �I�. .;�.� _ i a... i i N N (V M !'�1 r'1 M r'1 (*1 M l'1 c�1 a' O O O O O O O O O O O O O O � ' I I I I I I I 1 I I I I � W W W W W W W W W W W W W ��' �r rn � � rn m � o v� c� ri v� � r-i O O 00 a1 r-I L� d� Q1 �-i l0 rl N �--I ri ri 00 [� L� lfl d' N N t-i rl M O O O O O O O O O O O O O � I I I �7� O� r� N O N [� d� O� r-I l0 ri c+1 � i f�O ��' �-1 O O 00 N L� tfl 'd� N N r-I r-I O � `, r1 ri r-I O O O O O O O O O O �/ J\ 7� ,�� ,�.�� i� O G O O O O O O O p O O O �� A' ��' .::-. . � W `,: �� - �9 r-1 Q1 N O � M 1D rl tT �i' Ol C� ��i a) O1 01 r1 N N d' Lfl C� I� 07 W O� W OO CO O� Ol 01 O� O� O� Q� 01 01 01 �y� � rn rn rn rn rn rn rn rn rn rn rn rn rn •:;1�� o n rn m rn m rn m rn rn m rn rn rn rn r' � � , �� ,, t�l Ln O7 M CO W Ul M L(1 OJ lfl Lfl (D � rl O O rl O O ri �� ,� O O O O ��/ O O O O O O O O O O O O O �,, O O O O O CJ O U O O O O O ,� v i;' �� i �o �� i � � � r� �r, m �n in rn cb rn ir1 r� M it1 �� i !a ' � i ' � " � 0 �-+ co �n � oo �n c� m �o m rn � ri o 0 �n � reoaornoo � roNM � � � � � � � � N N N N N N ro ZE'0 8Z'0 tiZ�O OZ'0 9L'0 ZL'0 80'0 40'0 DO'0 � 0 0 0 0 0 0 0 0 0 0 0 0 0 lSd�)a6�eyasld N � Z Q m I , � NW114,NE1/4,SEC.15.T.23 N.,R.5 E.,W.M. W Q ' R �5 � � ; Y c� R � I I � � K o�� '� � � �.� -� ---� � I fRAME AND LOCKING � m o LL. � � ( I � � w �� I ' �DWJN". SEE C.O.R. - i f° r i �� , � STD PLAN BR29. ° •. w Z�! il� � 1 Z j i I ��, � RISER ELEVATION 410.50 7D0-YEAR WSE � � � � II I 410.41- � o � � � zo'e � - -- - --- v�i i a _ r � � '� , I A ------- ---- -- '� � = � � ¢ � � J i �� INSIDE RNER - p T p 2 VAULT INSIDE CORNER �� . 3' z 0.90 GAUGE � u�i z f., J Q N 1 76 .41 �TyP� _ N 1676098.54 � SUPPORT BRACKETS O o o a� �Z � � � E 1�/8716.7 � E 176711.81 I � . 3'-0� CTRS. MIN. " � �. �- Q W � � $ o c U� � � I I _ 12' YENTIL4TION \� ELBOW RES7F21CTOR SHEAR GATE W �� , o _ Z 0 B � � 700.00' PIPE (iYP) � ELEVA110N 407.00 CONTROL ROD FOR o o�� ~3 O Z � �8' flAFFLE WALL 18� CMP CROSS a (BEND ROD AS EQ. FOR �O � Q i � 10.00' ____ '______________________p ___________________________________________ ___ _ I ' � FLOW RESTRICTOR VERTICAL ALGNMENT W/ COVE�; i . _� ~ Z Z I n N - ------ ----DETENTION/WATER-------- -�' 10.00' I . � \\ \v STAND PIPE. SEE KCRS DWG. 53 � ry � 2 (j� � 5'X10' GRATED - -- � W �. g L ACCESS HATCH m WATERTIGHT � W a �� QUALJTY CELL I -I couPUNc oR 0 �'0°°� �I!� � otmEr ( INLET FLANGE. 4" ELEVATION 398.00 ELEVATION 398.00 �� Z I VAULT INSIDE � � VAULT INSIDE CORNER VAU T IN � ' i N 1676199.41 N 1676119.26 NOR676099.53 � N � � � E 178696J9 E 178691.81 E 778691.83 � PRIIAARY ORIFICE . Q y ELEVATION 396.Q0 _ i � � � � YAULT OUTLEf � � « � � - � - � N 1676104.57 _ Z o � - -..�-.. .:_ � E 178691.08 � w 6' AIA)(. � F �Z y . . . �' � ALUM. RESTRICTOR PUTE ° � O ` I WITH ROUNO CLEAN 0.50 a- ! � �F 3 _ � .� ! OIA ORIFICE CUT IN 12 � m °� Z _ ; GA PLATE & WEIDED TO a i� PLUM. RESTRICTOR PLATE U u ALUM. CMP CROSS. r � -� � SECTION WITH ROUND CLEAN G.65 � o �W � � -- SD DIA ORIFICE CUT IN 12 D �_' U� � NOTE: �' - _ GA PL4TE & WELDED TO � � <% � t. SEE STRUCTURAL PLANS FOR VAULT ' . ELBOW. � _ � � � m' CONSTRUCTION DEfAILS. --- ---_ CB 6 � � "� � a � � --- -- . COMROL STRUCTURE - . / �i1 CONTROL STRUCTURE DETAIL ELBOW RESTRICTOR DETML � j � 2. SHORING WILL BE REOUIRED PRIOR ��------ N 1676108.44 _ �^ _ � �� - - v� � A , :� `ca TO D(CAVATION FOR VAULT 'C'. -��-a-- -� E V8667.02 ;j' N'LS' Q .- o �.._ - - N - � - a 3. Y.5JLT5 RE�UIRE A SEPARATE �- 1 Z C 3' 9JILCING PERMIT. � --' ' � N= o ,, (� `- . � � ` S= � , - 10 5 0 10 2G �m � � q�� CO' 1"=10' � i `. �� o i - � scale feet > � � VAULT Z � N-_ ACCESS FlNISHED GRADE 413.5f � � \I �� -.,� �, � �, � � � �I �� /�- . � - MANHOLE STEPS 30' MANHOLE RISER _ _ v I �� W/ RING AND I� M � � � _ � y BOTfOM OF LIC o o i� y f . ��`�y1 N F EEBQeRD - � ELEVATION 471A0 o�w n _ A ' _ �� '� N VAUIT OUTLEf =�K� HOLLOW CORE VAULT LID '� - 8� 398.00 a e m SEE STRUCTURAL PV+NS I \ . � _ �; �w J � \� � 3.0' DEhD � TOP OP BAFFLE � I Q ✓=i� �' � �/ � STORAGE � WALL 398.D0� ��> I a i. i�� 0.5' SEDIMENT - VAULT INLET � W � � � '.� � \\,. STORAGE _ 397.00 4B' MANHOLE LID � VA . . ..,', ..- . . _ Z � a �� /�\/��<.`�/ � � a �. . � VAULT'C SECTION NOTE � ' J Z � �� SEE STRUCTURAL PtANS FGn I � d µTs VAULT CONSTRUCTION D�fW�S Q � 0o w O � � ?s� o � .�., _ I aaa m zo' Q �� VAULT ACCESS DETAIL � O U � FINISHED GR4DE 413.Sf �� NT.S �f� U ' � �, �" � � --�-�'...��,��.��\\�`�� \�..�"\ BOTTCM OF UD EL 417.00 `�+ N = � ' , � ' . � .., ; : W } MAX K'SE 410.50 v W Q o � I 0.5' FREE90ARD = � � � m � I .;//� N �.. O \. • �• I � 7I� i 8� III---f- v � -i � ' z '� � 'VAU�- INLE" ��Z N c '� �o TOP OF BAFFLE 397.00 �� JJ ,_ , o � `-- ��, WALL 398.00 � � �W �� 3.0' DEAD � �� w � a � z �/ - �. STORAGE ' i ODUTLET a � w 0 "? � y ��`� VARIES VARIES VARIES VARIES , �� 398.00 RECOMMENDED FOR APPROVAL g U ,m ig � � ��j y�. 59, MIN. 5Rf MIN. � 5%`MIN. 57.`,�iN� '/ BOTTOM OF VAULT EL 394.50 By: Dcte: �� : : o' . .. ; . • ^ � � � 0 � � � � SLDPE C�iANNEL 6' SEDIMENT SLOPE CHANNEL �� N By: Date: 'G nCCESS LOCATION S?ORAGE TO ACCESS LOCAT�ON pNq�p, G.10 - e VAULT'C SECTION ey: oote: - Z - aY o��E 16 �F 24 � N.TS R:AProjects\1C8(:;�rra�e;cl�'�..00�-04 f.West �o�sli`.,dwc`�.,sFeets'.,f��al��.,�ty ef =_�.,,-�'•,,WC_drvt03.dwa Retention/Detention Facility Type of Facility: Detention Vault Facility Length: 100.00 ft Facility Width: 20.00 ft Facility Area: 2000. sq. ft Effective Storage Depth: 12.50 ft ' Stage 0 Elevation: 398.00 ft Storage Volume: 25000. cu. ft ' Riser Head: 12 .50 ft Riser Diameter: 18.00 inches Number of orifices: 2 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) ' 1 0.00 0.50 0.025 2 9.00 0.65 0.026 4.0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) 0.00 398.00 0. 0.000 0.000 0.00 0.01 398.01 20. 0.000 0.001 0.00 0.02 398.02 40. 0.001 0.001 0.00 0.03 398.03 60. 0.001 0.001 0.00 , 0.04 398.04 80. 0.002 0 .001 0.00 ' 0.05 398.05 100. 0.002 0.001 0.00 0.26 398.26 520. 0.012 0.003 0.00 0.47 398.47 940. 0.022 0.005 0.00 0.68 398.68 1360. 0.031 0.006 0.00 0.89 398.89 1780. 0.041 0.006 0.00 1.11 399. 11 2220. 0.051 0.007 0_00 1.32 399.32 2640. 0.061 0.008 0.00 1.53 399.53 3060. 0.070 0.008 0.00 1.74 399.74 3480. 0.080 0. 009 0.00 1.95 399.95 3900. 0.090 0 .009 0. 00 2 .17 400.17 4340. 0.100 0. 010 0.00 2.38 400.38 4760. 0. 109 0.010 0. 00 2 .59 400.59 5180. 0.119 0.011 0.00 2 .80 400.80 5600. 0.129 0.011 0. 00 3 .01 401.01 6020 . 0.138 0. 012 0.00 3 .22 401 .22 6440. 0.148 0 .012 0.00 � 3 .44 401.44 6880. 0.158 0. 013 0.00 3 .65 401.65 7300. 0.168 0.013 0. 00 3 .86 401.86 7720. 0 .177 0.013 0.00 4 .07 402 .07 8140. 0.187 0.014 0. 00 4 .28 402 .28 8560 . 0.197 0. 014 0.00 4 .50 402 .50 9000. 0.207 0 .014 0. 00 4 .71 402 .71 9420. 0.216 0.015 0.00 4 .92 402_92 9840. 0.226 0.015 0. 00 5.13 403 .13 10260. 0.236 0.015 0.00 5.34 403 .34 10680. 0 .245 0.016 0.00 5 .56 403 .56 11120 . 0.255 0. 016 0 .00 5.77 403.77 11540. 0.265 0.016 0.00 5.98 403.98 11960. 0.275 0.017 0.00 6.19 404.19 12380. 0.284 0.017 0 .00 6.40 404.40 12800. 0.294 0.017 0.00 6.61 404.61 13220. 0.303 0.01? 0.00 6.83 404.83 13660. 0.314 0 .018 0.00 7.04 405.04 14080. 0.323 0.018 0.00 7.25 405.25 14500. 0.333 0.018 0.00 7.46 405.46 14920. 0.343 0.019 0.00 7.67 405.67 15340. 0.352 0.019 0.00 7.89 405.89 15780. 0.362 0.019 O.00 8.10 406.10 16200. 0.372 0.019 0 .00 8.31 406.31 16620. 0.382 0.020 0.00 8.52 406.52 17040. 0.391 0.020 0.00 8.73 406.73 17460. 0_401 0.020 0.00 8. 95 406.95 17900. 0.411 0.020 0.00 9_00 407.00 18000. 0.413 0.020 0.00 9.01 407.01 18020. 0.414 0.021 0.00 9.02 407.02 18040. 0.414 0.021 O.CG 9.03 407.03 18060. 0.415 0.022 O.00 9.04 407.04 18080. 0.415 0.023 0 .00 9.05 407.05 18100. 0:416 0.023 0.00 9.27 407.27 18540. 0.426 0.027 0.00 9.48 407.48 18960. 0.435 0 .029 0.00 9.69 407.69 19380. 0 .445 0.031 0.00 9. 90 407.90 19800. 0.455 0.032 0.00 10 .11 408.11 20220. 0.464 0.034 0.00 10 .33 408.33 20660. 0.474 0.035 0.00 10.54 408.54 21080. 0.484 0.036 0.00 I 10.75 408 .75 21500. 0.494 0.037 0.00 10.96 408.96 21920. 0.503 0.038 0.00 11.17 409.17 22340. 0.513 0.040 0. 00 i 11.38 409.38 22760. 0.522 0.041 0. 00 , 11.60 409.60 23200. 0 .533 0.042 0.00 11. 81 409.81 23620. 0.542 0.043 0.00 12 .02 410 .02 24040. 0.552 0.043 0.00 ' 12 .23 410.23 24460. 0.562 0.044 0.00 12 .44 410.44 24880. 0.571 0.045 0.00 12 .50 410.50 25000. 0.574 0.045 0.00 12 .60 410.60 25200. 0.579 0.508 0.00 12 .70 410.70 25400. 0.583 1.350 0.00 12 .80 410.80 25600. 0_588 2 .450 0.00 12 .90 410.90 25800. 0.592 3 .740 0 .00 13 .00 411.00 26000. 0.597 5.210 0.00 13 .10 411.10 26200. 0.601 6.640 0.00 13 .20 411.20 26400. 0.606 7.170 0.00 13 .30 411.30 26600. 0.611 7.660 0.00 13 .40 411.40 26800. 0.615 8.120 0.00 13 .50 411.50 27000. 0.620 8.560 0.00 13 .60 411.60 27200 . 0.624 8.970 0.00 13 .70 411.70 27400. 0.629 9.370 0.00 13 . 80 411. 80 27600. 0.634 9.750 0.00 13 . 90 411.90 27800. 0.638 10.120 0.00 14 . 00 412 .00 28000. 0.643 10.470 0.00 14 . 10 412 .10 28200. 0.647 10.820 0_00 14 .20 412.20 28400. 0.652 11.150 0 .00 Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 0.60 ******* 0.04 12.41 410.41 24819. 0.570 2 0.30 0.08 0.04 12.34 410.34 24676. 0.566 3 0.36 ******* 0.04 11.58 409.58 23165. 0.532 4 0.43 ******* 0.03 10.03 408 .03 20054. 0.460 5 0.32 ******* 0.02 7.88 405.88 15751. 0.362 6 0.22 ******* 0.02 7.01 405.01 14023. 0.322 7 0.26 ******* 0.02 7.15 405.15 14305. 0.328 8 0.29 ******* 0.01 4.77 402 .77 9549. 0.219 ---------------------------------- Route Time Series through Facility Inflow Time Series File:dev2 .tsf Outflow Time Series File:rdout2 Inflow/Outflow Analysis Peak Inflow Discharge: 0.603 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 0. 045 CFS at 17:00 on Jan 9 in Year 8 Peak Reservoir Stage: 12.41 Ft Peak Reservoir Elev: 410.41 Ft Peak Reservoir Storage: 24819. Cu-Ft . � .570 Ac-Ft Flow Duration from Time Series File:rdout2 .tsf Cutoff Count Frequency CDF Exceedence_Probability i CFS % � $ ' 0.001 21499 35.060 35.060 64.940 0.649E+00 0 .002 �407 12.079 47.140 52 .860 0.529E+00 0.003 3442 5.613 52_753 47.247 0.472E+00 0.004 2529 4.124 56.877 43.123 0.431E+00 0.006 2754 4.491 61.368 38.632 0.386E+00 0.007 5134 8.372 69.741 30.259 0.303E+00 0 .008 4008 6.536 76.277 23 .723 0.237E+00 0.009 3151 5.139 81.416 18.584 0 .186E+00 0.011 2324 3 .790 85.205 14.795 0.148E+00 0.012 1708 2 .785 87.991 12.009 0.120E+00 0.013 2434 3.969 91.960 8.040 0.804E-01 0.014 1055 1.720 93.681 6.319 0.632E-01 0. 015 1125 1.835 95 .515 4.485 0 .448E-01 0.017 808 1.318 96.833 3 . 167 0.317E-01 0.018 887 1.447 98.280 1.720 0.172E-01 0.019 478 0.780 99.059 0.941 0.941E-02 0. 020 303 0.494 99.553 0.447 0.447E-02 0. 022 5 0.008 99.561 0.439 0.439E-02 0.023 2 0.003 99.565 0.435 0.435E-02 0.024 14 0.023 99.587 0.413 0.413E-02 0.025 13 0.021 99.609 0.391 0.391E-02 0. 027 10 0 :016 99.625 0.375 0.375E-02 0.028 23 0 .038 99.662 0.338 0.338E-02 0.029 23 0.038 99.700 0.300 0.300E-02 0. 030 19 0.031 99.731 0.269 0.269E-02 0. 031 24 0.039 99.770 0.230 0.230E-02 0.033 16 0.026 99.796 0.204 0.204E-02 0.034 12 0.020 99.816 0.184 0.184E-02 0 . 035 14 0 .023 99. 839 0 .161 0.161E-02 0.036 12 0.020 99.858 0.142 0.142E-02 0.038 12 0.020 99.878 0.122 0.122E-02 0.039 6 0.010 99.867 0.113 0.113E-02 0.040 6 0.010 99.897 0.103 0.103E-02 0. 041 12 0.020 99_917 0.083 0.832E-03 0.043 16 0.026 99.943 0.057 0.571E-03 0.044 24 0.039 99.982 0.018 0.179E-03 0 � - � -_ .. • ♦ -�_ ' ♦ 00 � 0 o � ♦ � R � i • t0 � Y N O � p !__ U � �. f N � G1 4 � � L R � V .-...'_— ♦ N e} � � O '- O � ♦ t.._ �' � ! ! ♦ 0 00 ♦ � � � �-----. - - O O � � � 10 -5 10 �4 10 -3 10 -2 10 � 10° Proba�il ty Exceedence M Z � m � - -_ _ - -- - -- - � N`r!1!4,NE1/4,SEC.15,T.23 N.,R.5 E.,W.M. W < � � q 5 -.. - _ _ - ,' _ t i ��Q " .� ' DF��Cf7RNFR A � / � m I� e�! E , o . � _ N 76767 .12 Z � N °1 i d I �- -- - - - � --- �- . ��---_ - - _ --- -- ��+� .- 'E 178530J1 �,,� � . i i +. � y� F R A M E A N D L O C K I N G p u' - � io w w �I �n N i �`+a�-vmt�.. rxat a,.., . . . �, 'DRAIN'. SEE C.O.R. ! , . ., � m w � ��'.�,�. '�•r,°-` �� tY VENTIlATION � STD PIAN BR29. �. . . w z � � z C �� PIPE (�) CORNER �' � PoSER ELEVATION 401.50 I � � p� � � � p i 15.00' � � N 167 . 9 �� y 100-YEAR WSE i � z � , 542.94 � i( v 401.06 ' � C Q � . � ii I � � U � V Z J _- � i� � � F � � � ---- N 167622125 -- ��\ _ 3' z 0.90 CAUGE ,•, 2 i J Q � E 17646t.19 DEIENTION\W , % �� SUPPORT BRACKEfS O o � o �� o L ii � i� 3"-0� CTRS. MIN. v�= Q W -_ ALfTY CELL � � _ �2 � � �- _ N 1676220.56 2,t 60 SF N 1676143.73 i i -,._ j� i i N 1676100.57 , � S � � 0 N E 178456.07 E 178508.24 N 1676127J4 �!,' 4'�� i �'E 778545.59 I '' (�� Z Q E 178516.55 �`�:;�. --- E�BOW�9I9CTOR CONiROLAR00 FOR o o ' �3 O Z r, is�sz�a.�g' ------_------------------- s x �o' cw, , , -- ACCE55 HATCH TYP I � BENDOROD AS E TED I ------ -- ------- -------------��-'- ---- --------� ii AUI�T 12� CMP CROSS I 0. FOR � N ' , _ I�� PAVED V __ � VERTICAL ALIGNMENT W COVER ' W Z � Q E 778447.22� ------ ---- � __ ACCESS • 1 O ; ----- ' ROW RESTF2ICTOR / ) 3 Z �525 � n 2�l�SPHALT 2 W Z B � � - e 6� CSTC �� P�� SEE KCRS DWG. 53 � REMOVABLE W ~ � �i �� a � �c } WATERTIGHT � Q � 0 4'z4' OPENING THROUGH i '� � I n � COUPLING OR I N 1676200.53 N 6' CHAIN L1NK 2 INTERIOR WALL (TYP) .-� R_ZO, � mDOR FLPNGE. OlfTl_ET E 178426.19 FENCE (71P) (TYP.) - �� I ELEVATION 394.25 L ' z NA1676107.02 �-3' I � � '�-'. 18'-3�i ' --��_�_� � E 178481.56 � ��, �i � PRIMARY ORIFlCE ��-��__ - � CORNER ,� I I ELEVATION 392.25 .._ �J 9 �� N 1676063�42 �� I � - -- _-- -- - ---_ E 178484.2Ti i i y - __ _-___._ I a ---- � ------- - ------ ,, �� I � �z � � 3 g 6 - OYERFLOW.. .. 1 � ' !i � I I ALUY. RESTRICTOR PUTE , 6- �. i � E �� o k N 1676097.40 � - �UCiURE - - WfTH ROUND CLEAN 0.875 � ' • �� 3 I ��Q � � DIA ORIFlCE WT IN 12 �� z 'm -� � F--� 50' MAX 0 � E 176d65.31 � �( � � - -.. C _��G4 PL4TE & WEIDE.. TO '� - �� A�CM. CAIF CRG=S. ALUM. RES7F21CTOR PLATE � (� e' ,� Z � � I N 1676116J0 • ' • 'NITH ROUND CI.EAN 2.G0 J �� k \ E 178474.66 I SECTION � _ �--�� / "�-� � -_--- DIA. ORIFICE CUT IN 72 , '_ U o' �� I GA. PLATE k WELDED TO � � 9 x --_ __ ELBOW. _ , Z'i y, � m' SD � :r, � � 78 LF 12' PIPE - -- - -- --____. 1 CONTROL STRlIC1URE DETAIL ELBOW RESTRICTOR DETAIL 0 ' , - O 9.43R SLOPE �� - -�--- �^ = .� 91 a NOTE: _ - - Krs Q - a � �� N 1676069.72 � 3 m . SEE STRUCTUR41 PLANS FOR E 17g48'Jp � VAULT CONSTRUCTION DETAI�S � �- ° s � � �t 3 �� lQ S � i9 ZO MANHOLE STEPS � i � y �� o � 1�=10� 3� MANHOLE F.ISER � � -' � W RWG AND � scale feet �- 6 CHAIN LINK ��--��---rrr��I � � �� FENCE (lYP) - - � _ _ - N - N=. CONCREfE 20' 8' 20' HOLLOW CORE VAUIT L1D _ a ��¢ CURB S E E S T R U C T U R A L P L 4 N S _ � i I - �y�� FlNISHED GRADE 405.003 _ � � 'Dp LID E1=4G3.00 C ��'\ Retention/Detention Facility Type of Facility: Detention Vault Facility Length: 354.70 ft Facility Width: 20.00 ft Facility Area: 7094. sq. ft Effective Storage Depth: 7.25 ft Stage 0 Elevation: 394.25 ft Storage Volume: 51432. cu. ft Riser Head: 7.25 ft Riser Diameter: 12.00 inches Number of orifices: 2 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 0.88 0.056 2 5.00 2 .00 0 .163 4.0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) 0. 00 394 .25 0. 0.000 0.000 0.00 0.01 394 .26 71. 0.002 0.002 0.00 . 0.02 394.27 142. 0.003 0.003 0.00 0.03 394.28 213_ 0.005 0.003 0.00 0.04 394.29 284. 0.007 0.004 0.00 0.05 394.30 355. 0.008 0.005 0.00 , 0.06 394.31 426. 0.010 0.005 0.00 0.07 394.32 497. 0.011 0.006 0.00 0.20 394_45 1419. 0.033 0.009 0.00 0.32 394.57 2270. 0.052 0.012 0.00 0.44 394.69 3121. 0.072 0.014 0.00 I 0.56 394.81 3973 . 0.091 0.016 0.00 0.69 394.94 4895. 0. 112 0.017 0.00 ' 0.81 395.06 5746. 0. 132 0.019 0.00 0.93 395.18 6597. 0.151 0.020 0.00 1.06 395.31 7520. 0.173 0.021 0.00 1.18 395.43 8371. 0.192 0.023 0.00 1.30 395.55 9222. 0.212 0.024 0.00 1.42 395.67 10073 . 0.231 0.025 0.00 1.55 395.80 10996. 0.252 0.026 0.00 1.67 395. 92 11847. 0.272 0.027 0.00 1.79 396.04 12698. 0.292 0.028 0.00 1.92 396. 17 13620. 0.313 0.029 0.00 2 .04 396.29 14472. 0.332 0.030 0.00 2 .16 396.41 15323 . 0.352 0.031 0.00 2 .28 396.53 16174. 0.371 0.031 0.00 2 .41 396.66 17097. 0.392 0.032 0.00 2 .53 396.78 17948. 0.412 0.033 0.00 2 .65 396. 90 18799. 0.432 0.034 0.00 2 .78 397.03 19721. 0.453 0.035 0. 00 2 . 90 397. 15 20573. 0.472 0.035 0. 00 3 .02 397.27 21424 . 0.492 0.036 0. 00 3 .14 397.39 22275. 0.511 0.037 0.00 3.27 397.52 23197. 0.533 0.038 0.00 3.39 397.64 24049. 0.552 0.038 0.00 3.51 397_76 24900. 0.572 0.039 0.00 3 .64 397.89 25822. 0.593 0.040 0.00 3.76 398.01 26673. 0.612 0.040 0.00 3 . 88 398.13 27525. 0.632 0.041 0.00 4.01 398.26 28447. 0.653 0.042 0.00 4. 13 398.38 29298. 0.673 0.042 0.00 4 .25 398.50 30150. 0.692 0.043 0.00 4.37 398.62 31001. 0.712 0.043 0.00 4.50 398.75 31923 . 0.733 0.044 0.00 4 .62 398.87 32774. 0.752 0.045 0.00 4.74 398.99 33626. 0.772 0.045 0.00 4.87 399.12 34548. 0.793 0.046 0.00 4 .99 399.24 35399. 0.813 0.046 0.00 5.00 399.25 35470. 0.814 0.046 0.00 5.02 399.27 35612. 0.818 0.047 0.00 5 .04 399.29 35754. 0.821 0.050 0.00 5.06 399.31 35896. 0.824 0.054 0.00 5.08 399.33 36038 . 0.827 0.060 0.00 5.10 399.35 36179. 0.831 0.067 0.00 5.13 399.38 36392. 0_835 0.076 0.00 5.15 399.40 36534. 0.839 0.085 0.00 5.17 399.42 36676. 0 .842 0.091 0.00 5.29 399.54 37527. 0 .862 0 .106 0.00 5.41 399.66 38379. 0.881 0 .118 0.00 5.54 399.79 39301. 0.902 0.128 0.00 5.66 399.91 40152 . 0.922 0.137 0.00 5.78 400.03 41003. 0.941 0.146 0.00 5_90 400.15 41855. 0.961 0. 154 0.00 6_03 400 .28 42777. 0.982 0. 161 0.00 6.15 400_40 43628. 1.002 0.168 0.00 6.27 400 .52 44479. 1.021 0.174 0.00 6.40 400 .65 45402 . 1.042 0.181 0.00 6.52 400.77 46253 . 1.062 0.187 0.00 6.64 400.89 47104 . 1.081 0.193 0.00 6.76 401.01 47955. 1.101 0.198 0.00 6.89 401. 14 48878. 1.122 0.204 0.00 7.01 401.26 49729. 1.142 0.209 0.00 7.13 401.38 50580. 1.161 0.214 0.00 7.25 401.50 51432. 1.181 0.219 0.00 7.35 401.60 52141. 1.197 0.531 0.00 7.45 401.70 52850. 1.213 1.100 0.00 7 .55 401.80 53560. 1.230 1.830 0.00 7. 65 401.90 54269. 1.246 2 .630 0.00 7 .75 402.00 54979. 1.262 2 .910 0.00 7 . 85 402.10 55688. 1.278 3 .170 0. 00 7 .95 402.20 56397. 1 .295 3 .410 0. 00 8 . 05 402 .30 57107. 1.311 3 .630 0. 00 8 . 15 402 .40 57816. 1 .327 3 .840 0.00 8.25 402 .50 58526. 1.344 4 .040 0.00 8 . 35 402 .60 59235. 1.360 4 .230 0.00 8 .45 402.70 59944. 1.376 4.400 0.00 8 .55 402.80 60654 . 1.392 4 . 580 0.00 8 .65 402.90 61363 . 1.409 4 . 740 0.00 8 .75 403 .00 62073 . 1.425 4 .900 0.00 \ � 8.85 403.10 62782. 1.441 5.060 0.00 8.95 403.20 63491. 1.458 5.210 0.00 9.05 403.30 64201. 1.474 5.350 0.00 9.15 403.40 64910. 1.490 5.500 0.00 Hyd Inflow Outflow Peak Storage Stage Elev (Cu-Ft) (Ac-Ft) 1 1.28 0.20 6.81 401.06 48302. 1.109 2 0.64 0.19 6.50 400.75 46103 . 1.058 3 0.77 0.17 6.12 400.37 43390. 0.996 4 - 0.89 0.13 5.62 399.87 39859. 0.915 5 0.69 0.04 4.54 398.79 32225. 0.740 6 0.47 0.04 3 .89 398.14 27582 . 0.633 7 0.54 0.04 3 .88 398.13 27511. 0.632 8 0.61 0.03 2.70 396.95 19176. 0.440 Hyd R/D Facility Tributary Reservoir POC Outflow Outflow Inflow Inflow Target Calc 1 0.20 0.29 ******** ******* 0.49 2 0.19 0.29 ******** 0.20 0.47 3 0 .17 0.26 ******** ******* 0.42 4 0.13 0.16 ******** ******* 0.29 5 0.04 0.07 ******** ******* 0.11 6 0.04 0.07 ******** ******* 0. 11 7 0 .04 0.06 ******** ******* 0.11 8 0.03 0.05 ******** ******* 0.08 ---------------------------------- Route Time Series through Facility Inflow Time Series File:dev3.tsf Olitflow Time Series File:rdout3 POC Time Series File:dsout3 Inflow/Outflow Analysis Peak Inflow Discharge: 1.28 CFS at 6:00 on Jan 9 in Year 8 ?eak Outflow Discharge: 0.200 CFS at 13 :00 on Jan 9 in Year 8 Feak Reservoir Stage: 6.81 Ft Peak Reservoir Elev: 401.06 Ft Fea:-_ Reser-✓o_� S�orage : 48302. Cu-Ft . 1.109 Ac-Ft Add =ime Series :rdo�atl+2 .tsf Peak Summed Discharge: 0.492 CFS at 14 :00 on Jan 9 in Year S Point of Compliance File:dsout3 .tsf �low Duration from Time Series File:rdout3 .tsf Cutoff Count Frequency CDF Exceedence_Probability CFS % s % 0 .003 26764 43.646 43 .646 56.354 0.564E+00 0 .008 7561 12 .330 55.977 44.023 0 .440E+00 0.013 6571 10.716 66.693 33.307 0.333E+00 0 .018 6211 10.129 76.822 23.178 0.232E+00 0 .024 5115 8.341 85.163 14 .837 0.148E+00 0 .029 3888 6.341 91.504 8.496 0.850E-01 0.034 2152 3.509 95.013 4. 987 0.499E-01 0 .039 1790 2.919 97. 932 2 .068 0.207E-01 0 . 044 842 1.373 99.305 0 .695 0.695E-02 0 .050 291 0.475 99.780 0 .220 0.220E-02 0.055 14 0.023 99.803 0.197 0.197E-02 0.060 4 0.007 99.809 0.191 0.191E-02 0.065 5 0.008 99.817 0.183 0.183E-02 0.070 5 0.008 99.826 0.174 0.174E-02 0.076 4 0.007 99.832 0.168 0.168E-02 0.081 2 0.003 99.835 0.165 0.165E-02 0.086 1 0.002 99.837 0.163 0.163E-02 0.091 2 0.003 99.840 0.160 0.160E-02 0.097 9 0.015 99.855 0.145 0.145E-02 0.102 3 0.005 99.860 0.140 0.140E-02 0.107 5 0.008 99.868 0.132 0.132E-02 0.112 4 0.007 99.874 0.126 0.126E-02 0.117 5 0.008 99.883 0.117 0.117E-0� 0.123 5 0.008 99.891 0. 109 0.109E-02 0. 128 8 0.013 99.904 0.096 0.962E-03 0_133 12 0.020 99.923 0.077 0.766E-0� 0.138 7 0.011 99.935 0.065 0.652E-03 0.143 7 0.011 99.946 0 .054 0.538E-03 0.149 5 0.008 99.954 0.046 0.457E-03 0. 154 3 0.005 99.959 0.041 0.408E-03 0.159 5 0.008 99.967 0.033 0.326E-03 0.164 5 0.008 99.976 0.024 0.245E-03 0.170 5 0.008 99.984 0.016 0.163E-03 0.175 3 0.005 99.989 0. 011 0.114E-03 0.180 2 0.003 99.992 0.008 0.815E-04 0.185 3 0.005 99.997 0.003 0 .325E-04 Flow Duration from Time Series File:dsout3.tsf Cutoff Count Frequency CDF Exceedence Probability CFS °s % � 0.007 27179 44.323 44 .323 55.677 0.557E+00 0.020 7380 12 .035 56.358 43 .642 0.436E+00 0.034 6825 11.130 67.489 32 .511 0.325E+Q0 0.047 5803 9.463 76.952 23. 048 0.230E+C0 0.060 5172 8.434 85.386 14.614 0.146E+00 0.074 3417 5.572 90.959 9.041 0.904E-01 0.087 2284 3_725 94 .684 5_316 0.532E-01 0.100 1820 2.968 97.652 2.348 0.235E-01 0.114 946 1.543 99.194 0 .806 0.806E-02 0.127 220 0.359 99.553 0.447 0.447E-02 0.140 51 0.083 99.636 0.364 0.364E-02 0.154 17 0.028 99.664 0.336 0.336E-02 � 0.167 21 0.034 99.698 0.302 0.302E-02 0.180 29 0.047 99.746 0.254 0.254E-02 0 .194 25 0.041 99.786 0.214 0.214E-02 0 .207 11 0.018 99.804 0. 196 0.196E-02 0.220 8 0.013 99.817 0.183 0.183E-02 0.234 9 0.015 99.832 0.168 0.168E-02 0.247 3 0.005 99.837 0.163 0.163E-02 0.260 5 0.008 99.845 0.155 0.155E-02 0.274 6 0.010 99.855 0.145 0.145E-02 0.287 10 0.016 99.871 0.129 0.129E-02 0.300 6 0.010 99.881 0.119 0.119E-02 0.314 6 0.010 99.891 0. 109 0.109E-02 0.327 2 0.003 99.894 0.106 0.106E-02 0.340 6 0.010 99.904 0.096 0.962E-03 0.354 8 0 .013 99. 917 0. 083 0.832E-03 0.367 4 0.007 99.923 0.077 0.766E-03 0.380 9 0.015 99.938 0.062 0.620E-03 0.394 7 0.011 99.949 0.051 0.506E-03 0.407 7 0.011 99.961 0.039 0.391E-03 0.420 6 0.010 99.971 0.029 0.294E-03 0.434 6 0.010 99.980 0.020 0.196E-03 0.447 3 0.005 99.985 0.015 0.147E-03 0.460 3 0.005 99.990 0.010 0.978E-04 0.474 4 0.007 99.997 0.003 0.326E-04 _ ..� ._.�1 JIc:S�'i-..1.:.�j1 E' � r- 0 (i�UUi.� ;i:' ,;SOUt._� ;_ ♦ � O � O ♦--._.__. . '�1� �, Y, N �_!._ lL � !��` V Q s.. ��.. m R: � � � � _. U M y O � i� � d R � a CJ ♦ � . ..--_ ,- �1 ' � '� _- --__. �fl - �_` � `•'�l:. -'_~�-_- O V„ 'k -�_ �J � ��_. 00 _ --_ y�'---�. - - ----_ _ - -_ � o ---- - �_ O 0 %=» i I 10 -5 10 -4 1C -' 1": � 10 -' 1U° Probability Exceeder�c= Compare-POC.PRN Duration Comparison Anaylsis Base File: predev-site.tsf New File: dsout3.tsf cutoff units: Discharge in cFs -----Fraction of Time----- ---------Check of Tolerance------- Cutoff Base New %Change Probability Base New %Change 0.123 � 0.93E-02 0.49E-02 -46.9 � 0.93E-02 0.123 0.112 -8.6 0.157 � 0.62E-02 0.32E-02 -47.8 � 0.62E-02 0.157 0.117 -25.6 0.191 � 0.48E-02 0.2�E-02 -55.4 � 0.48E-02 0.191 0.124 -35.2 0.2Z6 � 0. 36E-02 0.18E-02 -50.0 � 0.36E-02 0.226 0.142 -37.0 0.260 � 0.27E-02 0.16E-02 -42.9 � 0.27E-02 0.260 0.174 -32.9 0.294 � 0.21E-02 0.12E-02 -41.7 � 0.21E-02 0.294 0.198 -32.7 0.328 � 0.14E-02 O.10E-02 -25.6 � 0.14E-02 0.328 0.279 -15.0 0.362 � 0.93E-03 0.80E-03 -14.0 � 0.93E-03 0.362 0.344 -5.0 0. 397 � 0. 59E-03 0.47E-03 -19.4 � 0.59E-03 0.397 0.386 -2.7 0.431 � 0.29E-03 0.21E-03 -27.8 � 0.29E-03 0.431 0.420 -2. 5 0.465 � 0.20E-03 0.82E-04 -58.3 � 0.20E-03 0.465 0.436 -6.2 0.499 � 0.15E-03 O.00E+00 -100.0 � 0.15E-03 0.499 0.449 -10.1 0. 533 � 0.82E-04 O.00E+00 -100.0 � 0.82E-04 0. 533 0.466 -12.6 There is no positive excursion Maximum negative excursion = 0.085 cfs (-38.3%) . occurring at 0.221 cfs on the Base �ata:predev-site.tsf and at 0.137 cfs on the New �ata:dsout3.tsf Page 1 3. WATER QVALITY CALCULATIONS �.,� � � -. � ` - _�; . , , . � r Z � m ` � � `VETVAULT DESIGN - WETVAULT 1 Project Name: West Coast Subdivision By: SAM Project Number: 108-002-04 Date` 11/7/2006 ORAINAGE CRITERIA: City of Renton; 2005 King County Surface Water Design Manual RAINFALL METHOD: King County Runoff Time Series(KCRTS) METHOD OF ANALYSIS: (Section 6.4.1.1 KCSWDM) Step 1) Determine volume factor f. f= 3 Basic:f=3, Large:f=4.5 Step 2) Determine rainfail R for mean annual storm R = 0.039 ft See Figure 6.4.1.A Step 3}Calculate runoff from mean annual storm I Vr=(0.9Ai +0.25Atg +0.10 Atf+0.01 Aog)` R Ai= Area of impervious surface 92783 sf Atg = Area of till grass 98446 sf Atf= Area of till forest 0 sf Aog = Area of outwash grass 0 sf - R= Rainfall from mean annual storm 0.039 ft From Step 2 Vr= Vol. runoff from mean annual storm 4217 cf Step 4) Calculate wetpool volume Vb = f Vr f= Volume factor 3 From Step � Vr= Vol. runoff from mean annual storm 4217 cf From Step 3 Vb= Volurne of wetpool 12650 cf Step 5) Determine wetpool dimensions a) Determine geometry of Wetvault Volume of Wetpool 12650 cf Depth h 4.00 ft 3 to 6 feet Provided dimensions: width 120 ft length 37 ft Provided Volume 17760 cf vprov'd>vreq'd � N Z Q m � _ ' WETVAULT DESIGN - WETVAULT 2 Project Name: West Coast Subdivision By: SAM Project Number: 108-002-04 Date: 11/7/2006 DRAINAGE CRITERIA: City of Renton;2005 King County Surface Water Design Manual RAINFALL METHOD: King County Runoff Time Series(KCRTS) METHOD OF ANALYSIS: (Section 6.4.1.1 KCSWDM) Step 1) Determine volume factor f. f= 3 Basic:f=3, Large:f=4.5 Step 2) Determine rainfail R for mean annual storm R = 0.039 ft See Figure 6.4.1.A Step 31 Calculate runoff from mean annual storm ' Vr= (0.9Ai+0.25Atg +0.10 Atf+0.01 Aog)' R Ai= Area of impervious surface 50530 sf Atg = Area of till grass 11326 sf � Atf= Area of till forest 0 sf Aog = Area of oufinrash grass 0 sf R= Rainfall from mean annual storm 0.039 ft From Step 2 Vr= Vol. runoff from mean annual storm 1884 cf Steq 4) Calculate wetpool volume Vb = f Vr f= Volume factor 3 From Step 1 Vr= Vol. runoff from mean annual storm 1884 cf From Step 3 Vb= Volume of wetpool 5652 cf Step 5) Determine wetpool dimensions a) Determine geometry of Wetvault Volume of Wetpool 5652 cf Depth h 3.0 ft 3 to 6 feet Provided dimensions: width 100 ft length 20 ft Provided Volume 6000 cf Vprov'd >vreq'd ► M Z � Q 00 � _ � WETVAULT DESIGN - WETVAULT 3 Project Name: West Coast Subdivision By: SAM Project Number: 108-002-04 Date: 11/7/2006 DRAINAGE CRITERIA: City of Renton;2005 King County Surface Water Design Manual RAINFALL METHOD: King County Runoff Time Series(KCRTS) METHOD OF ANALYSIS: (Section 6.4.1.1 KCSWDM) Step 1) Determine volume factor f. f= 3 Basic:f=3, Large:f=4.5 Step 2) Determine rainfall R for mean annual storm R = 0.039 ft See Figure 6.4.1.A Stea 3) Calculate runoff from mean annual storm Vr= (0.9Ai +025Atg + 0.10Atf+0.01 Aog)* R Ai = Area of impervious surface 105071 sf Atg = Area of till grass 28750 sf � AtF= Area of till forest 0 sf Aog = Area of outwash grass 0 sf R= Rainfall from mean annual storm 0.039 ft From Step 2 Vr= Vol. runoff from mean annual storm 3968 cf Step 4) Calculate wetpool volume Vb= f Vr f= Votume factor 3 From Step 1 Vr= Vol. runoff from mean annual storm 3968 cf From Step 3 Vb= Volume of wetpool 11905 cf Step 51 Determine wetpool dimensions a) Determine geometry of Wetvault ! Volume of Wetpool 11905 cf Depth h 6.0 ft 3 to 6 feet Provided dimensions: width 20 ft length 108 ft Provided Volume 12960 cf vprov'd>Vreq'd �� . � � � O � � � � � � � a � � � W H . � . NW1/4,NE1/4,SEC.15.T.23 N.,R.5 E.,W.M. o < � � aN I I I W�k �i ,� c.t !oi � f.- � i m m y �� I � _,� � � N � -------- --- �-- - - - � v _ I r _ _ _ — _ _ _ — — —— _ _ — _ — — _ — � N LL � _ _ _ _ — _ — _ _ _ _r . .__ . �.�� .�� r 2 . ' � . : __-.,�._". _ .n Z � Z _ 3YMBOL LECiENQ — — — � � _ — i� HOQUTAM AVE NE i -- —- w i � o z ' o °o - CLEARING k GR4DING LIA�fTS � ��z��_��2�_��1 CIEARING ANO �� . �� W � � o z o � ' HOQUTAM AVE NE � �GRADING L1MRS �{ � � � �' � � � � � �; 2 a � _ - � ni T rcplC� - - - - - -- - - � �' .. �� W � � N �. � 1 - / -'.'- � � " , - �- ------ - �� -- � -- "--'---- - - Z � " z �Q Z --�'--- INTERCEPTOR DITCH 1 � ��— �� --1 �.�`�`Y � J � � � � or�z � '� � �-- � � = o a Q= 0 - - BASIN BOUNDARY � I�V�I � � V �� O� Q �� I \\ WERAND SIGN 4 .: II � o � i U� � INSTALIAT�ON 4 �- �� ~ I� � - 'I I SPLIT RAI FENCE 5 �� X— TEMP. 6' CWJN LJNK FENCE �j �2a TYP) 4 � • � o�o � F� (� f . . I � � (TYP.) :k :: ; '' N � 1 II � 3 0 Z ❑> CATCH BASIN INLET PROTEC110N \ TRACT'B'\ , -- 41� �! , �� Z Q � ROCK CONSTRUCTION ENTRANCE �' � � �,pq � . � r ' I � �WEILAND 'B' � � U i WEfL.AND SIGN INSTALLATION (15D' SPACMG) ,, I � �\ i ^� \ �R�w �j � � J " ; � ,j ' � \♦ I � ,� � \ W I 1 � I � S� \ � I �I � 1 � ��,�4.Q' �� 1 �----J . . I ✓V ❑ ❑ ♦ `'�0J j 1 �� , �+� �� —.,6—� I ;�4,�—� , i �1 � / � ` /� � � l � \-a` ,� , � , � �,, G ''�,' � % . `�' %� I - o ^1\ _ �� I 1 \ �R�E� Ir�� / I .: E �� 3 ��\ BASIN'A' J ��j , � � ' � " > ' � � � m i �z n LAURfS ii 4A2 ACRES I ♦ � �� ' J m w �W \ MEADOW �� '/� � J � W � •♦ � %� I I � U '-J � 1 I r/ � ;''i I � ;��.� +' � 4w � �� O b � U c � �' a � 1 � � O // \\ // � p � � ry \l • N � 91 ��• I _��":__—.. � : o� c � � � I 1 .,a BASIN 'B' O i I Q t � a ; _ - _�_ _ _ - _ . _ -_.. .. OO ' � - 3.3�4 ACRES o � � 3 m � . � ❑ �' ♦ a�L o Z I 6 � � � �/��2 I TEMP. 6' CHPJN '� � �� Q.� .., ¢ 3 � f �1 ❑ LWK FENCE � i I LLl1L! O y � �9 � ��f iy 1 VAUl7 TO BE USED 0 O *� ' � � m �3 � � �� FOR TEMP. STOR4GE � ' � � � � ; .oe �� 1 Q SED�MENT POND '6' /s� � � � � � o u � � �� I10 1 j�' �� .. � STORM RWN INLET 3 \ "'�___�-�"' * * �— I� I � in� � � ¢ 0 1 � PROTECTION (TYP.) 4 i �y�� I � O �'� �♦ I ~ __---�� i Z �. . � ,,- I _ � � d , � � <.,a �. � � �� , � � ��r . �-� _ _ ; w � -� 1„ 1 ��. , i o � �❑ � � � •�z •' `_ � � ` j + + ��, � �-- � I � � � � J, VAULT TO BE USED I ��j � �i� SPLIT R41� FEN E 5 I �� FOR TEMP. STGRAGE � + f �� tTMP� 4 �' � ; [� �, SEDIMENT POND 'A' � So. ; •�, � / = 1 i� � <�e / \ . ♦ �� c-T_- � �-- � � I� t + . � '� I , � �. Z � ;� � TEMP. 2" CULVERT TEMPORARY 2 t � 2 i�/ ``�� I I � � � � � W g 2 � 22 LF. 0.57, CONSTRUCTION 4 O / I �� : a ; ENTRANCE �+ +��✓ , ��, �l I I � U ��. a � a � \�-r � INTERCEPTOR OITCH 5 � +� � I � ��' ! /�� I I � J . � ' ��.n "' � 1 i i �- '. ��-) 4 :� � r /---,--�� _ �' WE7LAND / � � Q '�. Z \�I� � ; ��-•�fv� �ik�r fr� t,o �J + � 1�I � TEMP. 6' CHPJN � BUFFER TRACT�A� � I I O � Q Q ., � � I.- �f� �-�`- . '^._ F -= �� _- � UNK FENCE � . —J NGPA � I U > Ir- � r � �� / �� '�2 d d m / WETLAND 'A' � C1' , ; 1 � •' '--' � ��o �, // -J� � V � ------ � � � � --- ---- . __ o " �❑ � `- --- f�.,4 � �� SPLR RAIL FENCE 5 ��I I I W I (� Z �a�— � 1 � t.. � (iYP) 4 �� I- -- — -- --� I > W . Q ol 1 �� ( �,_ I > � C.� � � �-. —=----- - - - - - — 'w,�'' - -i -- -- - - - --•—'�-/// - - -- -- --�- - - - - -- � Z ~ �'K,� � � — ' � �� I� � �� Fi�iFR FneRic i� 40 0 40 30 0 0 �: � 1 ; 4 FENCE (TYP.) / 1��=40� _� � � � �i � �� i scale f<et � " � � � SEDIMENT CONTROL FACILITIES 3 � , 1 � CLEf�RING � �� _ �� ./ •�� uM r 4 RECOMMFfDED FOR APPROVAL g o ao , SFDIMENT BO7TOM DEAD MAX By: Date: ' o 0 o p�p DATE �' 7 � � � � &ZE ELEV F.LEV ELEY � ��I� POND 'A' S5' x 50' 391.00 394.00 401.50 �� By Date: DWCi NQ � ,(; PONC� 'B' 122' x 37' 391.00 39425 40'JS i By: pate: 2� , 'I Z 6y: Cate: 3 OF 24 �:�\��ojeds�lGB(�cmweslj\002-04 (West Ccas!j`•,dwq`.,sheecs\firol\,Cit� of Rertoc\'JvC_er0'.cwg SEDII�IEN'I, PU�D llES1GN - Basin .-� Project Name: West Coast ay: SAM Project Number: 108-002-04 Date: 11/7/2006 DRAINAGE CRITERIA: City of Renton;2005 King County Surface Water Design Manual RAINFALL METHOD: KCRTS METHOD OF ANALYSIS: (Section 6.4.1.1 KCSWDM) Step 1) Required Sediment Pond Surface Area Tributary area = 4.42 ac Q2 = 0.218 cfs Q100= 0.935 cfs H =Storage depth = 3.25 ft Z=Sideslope= 0 ft/ft T= Dewatering time = 24 hr G= Gravity= 32.2 ft/s^2 As = Req'd surface area=Q2*2080 sf/cfs = 453 sf Step 2) Provided Sediment Pond Surface Area Provided pond dimensions: width ft len th ft bottom= 354.7 20 water surface= 354.7 20 AREA= 7094 sf, OK! top= 354.7 20 , a. _ �-. � r , _.:._ ,_:. - — _ - - -- _ _ _ -- - ? �-:= - -- � � Area ? Till Forest 0.00 acres Till Pasture 0.00 acres Till Grass 4.A2 acres Ouiwash Forest 0.00 acres Outwash Pasture 0.00 acres, Ouiwash Grass 0.00 acres Wetland 0.00 acres Impervious 0.00 acres Total 4.42 acres Scale Factor : 1.00 Hourly Reduced Time Series: TESC-BSNA� »� Compute Time Series J� Modify User Input � File for computed Time Series [.TSF] % �:` , f' ; ,\ � , � _ \ ; � � .� ,� _ . � TESC-BSNA Flow Frequency Analysis Time series File:tesc-bsna.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 0.395 4 2/09/O1 2:00 0.935 1 100.00 0.990 0.202 7 1/OS/02 16:00 0. 501 2 25.00 0.960 0.501 2 2/27/03 7:00 0.405 3 10.00 0.900 0.083 8 8/26/04 2:00 0.395 4 5.00 0.800 0.218 6 1/05/05 8:00 0.364 5 3.00 0.667 0.405 3 1/18/06 16:00 0.218 6 2.00 0.500 0.364 S 11/24/06 3:00 0.202 7 1.30 0.231 0.935 1 1/09/08 6:00 0.083 8 1.10 0.091 computed Peaks 0.790 50.00 0.980 , I ,, _� I Page 1 SEDIMENT POND DESIGN - Basin B Project Name: West Coast By: SAM Project Number: 108-OQ2-04 Date: 11/7/2006 DRAINAGE CRITERIA: City of Renton;2005 King County Surface Water Design Manual RAINFALL METHOD: KCRTS METHOD OF ANALYSIS: (Section 6.4.1.1 KCSWDM) Step 1) Required Sediment Pond Surface Area Tributary area = 3.34 ac Q2= 0.165 cfs Q100 = 0.706 cfs H = Storage depth = 3 ft Z= Sideslope= 0 ft/ft T= Dewatering time= 24 hr G= Gravity= 322 ft/s^2 As =Req'd surface area = Q2'2080 sf/cfs= 343 sf Step 2) Provided Sediment Pond Surface Area Provided pond dimensions: width ft len th ft bottom = 120 34 water surface= 120 34 AREA= 4080 sf, OK! top = 120 34 ^\ i � 1 s Area ? Till Forest 0.00 acres Till P�sture 0.00 acres � Till Grass 3.34 acres Ouiwash Forest 0.00 acres dutwash Pasture 0.00 acres Outwash Grass 0.00 acres Wetland 0.�0 acres Imper�ious 0.00 acres Total 3.34 acre� Scale Factor : 1.00 Haurly Reduced Time Series: TESGBSNB » Compute Time Series � Madiiy User Input � File for computed Time Series [.TSFJ � TESC-BSNB Flow Frequency Analysis Time Series File:tesc-bsnb.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.299 4 2/09/O1 2:00 0.706 1 100.00 0.990 0.152 7 1/05/02 16:00 0.379 2 25.00 0.960 0.379 2 2/27/03 7:00 0.307 3 10.00 0.900 0.062 8 8/26/04 2:00 0.299 4 5.00 0.800 0.165 6 1/05/05 8:00 0.275 5 3.00 0.667 0.307 3 1/18/06 16:00 0.165 6 2.00 0. 500 0.275 5 11/24/06 3:00 0.152 7 1.30 0.231 0.706 1 1/09/08 6:00 0.062 8 1.10 0.091 Computed Peaks 0.597 50.00 0.980 Page 1 5. CONVEYANCE CALCULATIONS _. � iil�l f�.l i!'lft1:1�1LNT#4:COT��\'EYAKCE S1'STEAt 1.2.4 CORE REQtiIREI�-1ENT #4: CO1��'El�'ANCE SYSTEn�1 R All engineered conveyance system elements for proposed projects must be analyzed, designed,and Q constructed to provide a minimum level of protection against overtopping, flooding, erosion, and structural u failur�as specified in the following groups of rcquirements: i E • "Conveyance Require�nents for New SySt2117S,�� Section 1.2.4.1 (bclo��) Y N • "Conveyance Requirements fur Existing Sy�tems," Section 1.2.42 {p. 1-46) T • "Conveyance Systcm lmplementation Requirements," Section 1.?.4.3 (p. 1-47) Intent: To ensure proper design and construction of engincered conveyance system elements. Cc��ri�c i�unce s��stems are natural and engineered drainage facilities that collect, contain, and provide for the flo��-of surface and srorm water. This core requirement applies to the en�ineered elements of conveyance systems—primarily pipes, culverts, and ditchesichannels. 1.2.41 CON`'EYANCE REQUIREMENTS FOR NE�'�' SYSTEMS All ��e��convei�ance stste��i elen�e�rts,30 both onsite and offsite, shall be analyzed, designed,and constructed according to the follo��ing requirements. Also see Section 4.1 for route design and easement requirements. Pipe Systems � 1. A�� }?ipe systems shall be desianed��-ith sufficient capacity to con��ey and contain(at minimumj the 2�-}�ear pcak flo�+�, assuming developed conditions for onsite tributary areas and existing conditions for any offsite tributary areas. � 2. Pipe system structures may overtop for runoff events that exceed the 25-year design capacitv, ' provided the overflo�;�from a 100-year runoff event does not create or aggra��ate a severe flooding pr•oblem or sere��e erosion problenr as described in Core Requirement#2, Section 1.2.2 (p. 1-29). Any overflo«�occurring onsite for ruuoff events up to and includin� the 100-year event must � discharee at the natural location for the project site. In residential subdivisions, this o��erflo�v must be ; contained��ithin an onsite drainage easement, tract,covenant, or public right-of-��-ay. � 3. The upstream end of a pipe system that receives runoff from an open drainage feature(pond,ditch, i etc.)shall be anah-zed and sized as a culvert as described below. � Culverts 1. I�c�� cut��erts shall be designed��ith sufficient capacity to meet the head��ater requirements in Section 4.i.1 and conveti�(at minimum)the ?5-year peak flo�v, assuming developed conditions for onsite tributary areas and existing conditions for any offsite tributary areas. ?. Ne��-culverts must also convey as much of the 1Q0-year peak flo�v as is necessary to preclude creating or ag�ravating a se��ere.Jlooding problem or severe erosio�r problem as described in Core Requirement #2, Section 12.2 (p. 1-29). Anv overflo«�occurring onsite for runoff e��ents up to and including the 100-year event must discharge at the natural location for the project site. In residential subdivisions, this o��erflo��-must be contained��-ithin an onsite drainage easement, tract, covenant, or public right-of- «�a}�. �. Ne�v culverts proposed in streams with sal�nonids shall be designed to provide for fish passaee as detailed in Section 4.3.2. 1Vote: The County's cr-itical areas f-egtrlations (KCC 21.A.Z4�or tl�e State Del�a�-tme�71 ofFish and i�'ildlife may require a bridge to facilitate fsh pussage. `''' New conveyance system elements are those that are proposed to be constructed where there are no existing constructed convevance elements. 'UD� Surface 1�'ut�r De;i:tr. R4anu�il 1;2-�;2p0i 1-�3� �--.'. P1P1� ti1'ti�l�l�_A]S iIL;HUI�.1Ur��.i.'ti;1;:}:�,`.� Backwater Analysis Method ,��.��_.�.�._� ..t,..:s.�-_..�..__,.._......_... _,�_. ._� ��..:... .... :...,�. �. ...,...�. . ,_n., T is method is used to analyze the capa�ity of both n�w and existing pipe systems to convey the required design flow(i.e., either the 10-year or 25-year peak flow, whichever is specit7ed in Core Requirement #4, Section 1.2.4). In either case, pipe system structures must be demonstrated to contain the headwater surface(hydraulic grade line) for the specified peak flo�v rate. Structures may overtop for the ]00-year peak flow as allo«�ed by Core Requirement�t4. ��'hen this occurs, the additional flo�v over the ground surface is analyzed using the metl�ods for open channcls described in Section 4.4.1.2 (p.4-61)and added t to the 17ow capacity of the pipe system. � This method is used to comptite a simple back�rater profile(hydraulic gradc line)througli a proposed oi- existing pipe system for the purposes of verifyina adequate capacity. It incorporates a re-arran�ed form of Manning's equation expressed in terms of f-iction slope(slope of the energy grade line in fU'ft). The friction slope is used to detennine the head loss in each pipe segment due to barrel friction,which can then be combined t�ith other head losses to obtain ��ater surf�acc elevations at all structures along the pipe system. The back�vater analysis begins at the downstream end of the pipe system and is computed back throuak� each pipe segment and structure upstream. The friction, entrance, and exit head losses computed for eacl� pipe segment are added to that seemcnt's tail�,vater elee�ation (tl�e water surface ele�•ation at the pipe's outletj to obtain its outlet control headw�ater ele��ation. Tl�is elevation is then compared with dle inlet control head��ater elevation,computed assuming the pipe's inlet alone is controlling capacity using the nlethods for inlet contro]presented in Section 4.3.L2 (p. 4-39). The condition that creates the highest head��ater elevation deternlines the pipe's capacity. The approach velocity head is then subtracted from the controlling headwater elevation,and the junction and bend head losses are added to compute the total head��ater elevation, which is then used as the tail�vater elevation for the upstream pipe segment. The Back��ater Calculation Sheet in Figure 4.2.1.H (p.4-24)may be used to compile the head losses and head�vater elevations for each pipe segment. The numbered columns on this sheet are described in Figure 4.2.1.I (p. 4-25). An example calcu(ation is performed in Figure 4.2.1.J (p. 4-26). ,Vote: This metl�od slaozrld frot be used to compzrte stage,�drschar-ge cul-ves for-level pool routing pu�poses. I�rstead, a more soplaisticated baclnvater anal��sis using the computer sofhvare provided with this ma�7ua1 is recor�rme��d�d ac deccrrfied bclo;��. Computer Applications The King Count�� Baek�vater(KCBV1%)computer program includes a subroutine B\'4�'PIYE,��hich may be used to quick(y compute a family of back�vater profiles for a given range of flo��s through a proposed or existing pipe system. A schematic description of the nomenclature used in this program is provided in Figure 4.3.1.G (p. 4-50). Program documentation providing instructions on the use of this and the other f�CB�\' ;uhmutin�s i� <3�.�il.ihlr ii<�i1� I�\R�'. =U(1� SurL«� ��.uer D.�ie:� Al.in�.i.i. I��-#?U(!; -3-2 I Scenario: 100 year __ ___ . �� ...... _ ......I.CU116 ....Pd7......_ ......fD118.......... , .,......_ ..,��1 *r^f•„��... __. �. �K+ .•yy��.l� -.�`� - . _.. .:._._. ...__.. ... ;F \�`":` ' �/.. _, � ��,. r . f..� �� I� i` .�:. �. . 1. ` I II � ... � �•• ....._.. . I I . fi�•) . , � � ......... ,C;._ � . _. _._.._' _. .. p I�� ,. If, � �. ' . l.� qi , (�.,� i I � �"� .�� ......... ........... ._. I ........ .. 1e� . Mco�z5 i. � � �_.. . .._............._S ..___.. _ �: I �; , �"11 '. �� f � � :� ............. ............... — ��4 i I . _ ....... i...�,.. ' � � ' ...._ I I, . �' ' I �J . _ � �....___ � , I -� � E�� , _ ,,, Il ji i - , s � �� 1 i _. � _ i � � � , �:I � � _ ,,, � _ _ r ........._. ,� �_, � 1 COt1� 11�4.A'\....—... _1.... ..... � � ....I` ............. �I . I I t � �� : � � C I ___"- I l i i �u "� ��..� �16 '�, r �, . � ....... . ... .._.... ._... ..._.. ,i /� ��. � I�� . �-� r \ ��uy I 4.I IIl ' � �, �/ I�� `Jl ...�I, I I . cerr� q, � i ! -- \ s�� ,��\\�1P\IhlEi� .. _ ... . . .� \ � �� . ` �r\ Fry ' � . ' ��\�� `. � I .,. � — . . �[\•�`',i, \,�;,,:�,I'�S•,•�;:` ��5 ._ �/ �� '— 1— .— �.._._ .._ ......__... .A'� ..._. ....__ i , r ......... I . . � i ! _ „ `� __ � . , ,�.�..,, . ... __ —_.� .. . = '•. . ', ' `� I � ._ .. . �'��,, ck' I� f y f ��p_... �_.I .....i.. � _ ...._..� , a � � � i'- �'. `�. '•-..., ll i �� ...� ,, ` C:; �J � 'i I� �� I I � � a�r.K�,� � ' ;! {' c�, � � I I � �\ I I E � � r�^ � . � , 1\ � ceM . P9i CtlNb.H � 1 I J � .. � � . �v rc t �i 'C �...,�� \;s".+Cew��.:.. .: 1 � �lE I I I I . , ��. :..� � �j i , �t.� ,':$ rl rµ I I I I I I � CBI{� ,:'J � Gtl .,�� IC, / �.. � P, f f� Py{..� � . // �.. r l •� I � ,.M S ,� �. � �� ' .__ _ +e .� . . . _...... �_.. "}A ... � .� �. t a �� .r . .r �• . ; ,..,�� —... ._ _ _.ssr ___.`_. f.: � . � „ . .. _ '�. .� .^� �.� ta�s�� -_...,.... _._... ..�.... .._.. , ., 'wnx II .. . T. ' _.... G:.'i _ , _ , i _ _...._ ___ _... i._ __ : ; � , . �.,.,�. , ' I �/ �__`', ,,_ + �I� _ `T �,'�a „ `. � r`, l I ry __._ .. i,�,�m . ' � � 1 r� i • � � I � I (+ � ' ' .. i _ , . , , , l � !� ..._...... � � I-. i ^ _��,� ' � ' A(' � � �� :" � �,�? ��,, ; �� ' . ' �"; ' __4_ _ Title:West Coast - . . . x \\ �: l,.: ' Project Engineer. SDA Engineers r.�...\c;alc;s\conveyance\we-stnrm-1.stm " j: �� I .. StormCAD v5.6(05.06.012.00] OS/03/07 11:35:19 AM O BenUey Systems, ihC. Hae�t d Methods Solutfon Center Watert n,CT 06j9,.5 USA +1-203-755-1666 Page 1 of 1 , �„ . ; � " I // � Calculation Results Summary ------------------------- ----------------------------------- --------------------------------------------------------------- s��na,-;o: 1'Jo , _ai Iiito: �t�h�,�,�rfa��c I�7��t�,voi�l; Pc��ted by: VAULT A TNT�i��'i' #� infn: �,uli�uiLacc: Analvsis iter�tiotis: -, . -� lnfo: Cnriveryence wae nchievec3. .>- > Zcifo: :tihsi�r�`ace NeCw�lk RootPd b•�: VAULT C Ii;�F.T . .-.:. Tnto: Subsurfacc Analysis iteration��: .'. :�;fo: Convergence was achieved. . : inLo: Subsurface Network Rooted h•,�: ':'P�.I!I.'I' A IN�ET nl -»> Info: Subsurface Analysis iter:��i-�r�s: � ->» Info: Convergence was achieved. .:.» Info: Subsurface Network Rooted h•.�: �'i. ul »» Info: Sub�urface Analy�i.s itera�i��ii:;: 1 7nf��: C�-�ilvr-rcj��ncr� was a�hia��r�d. _....__:.... .'.?.� .�_f�:F1t?f-;'i :OR SL... .,.'I; .:��_.�'�r_iCc _ _ _ _- _ _ ' Label � Inlet � In].et � Total � Total � Capture � Gutter � Gutter , � Type � � Intercepted � Bypassed � Efficiency � Spread � Depth I � � � Flow � Flow � (�) � (ft) � (ft) � � � � (cfs) � (cfs) � � � I ---------------- � --------------- � --------------------- � ------------- � ---------- � ------------ � -------- �-------- I ; CB #15 I Generic Inlet � Generic Default 100� � 0.69 � 0.00 � 100.0 � 0 I 0.00 I j CB #16 � Generic Inlet � Generic Default 100� � 0.72 � 0.00 � 100.0 � 0 � 0.00 I I � CB #17 � Generic Inlet � Generic Default 100� � 1.22 � 0.00 � 100.0 � 0 � 0.00 I i CB #18 � Generic Inlet � Generic Default 100� � 0.08 � 0.00 � 100.0 � 0 � 0.00 , CB #19 � Generic Inlet � Generic Default 100� � 0.11 I 0.00 � 100.0 � 0 � 0.00 � CB #20 � Generic Inlet � Generic Default 100� � 0.13 � 0.00 � 100.0 � 0 � 0.00 � CB #21 � Generic Inlet � Generic Default 100� � 0.28 � 0.00 � 100.0 � 0 � 0.00 � i, CB #22 � Generic Inlet � Generic Default 100� � 0.29 � 0.00 � 100.0 � 0 � 0.00 � I CS #23 � Generic Inlet I Generic Default 100� � 1.37 � 0.00 � 100.0 � 0 � 0.00 � , CB #24 I Generic Inlet � Generic Default 100� � 0.25 � 0.00 � 100.0 � 0 � 0.00 � CB #25 � Generic Inlet � Generic Default 100� � 2.35 � 0.00 � 100.0 � 0 � 0.00 � CB 4{7 � Generic Inlet � Generic Default 100� � 0.70 � 0.00 � 100.0 � 0 � 0.00 � CB #10 � Generic Inlet � Generic Default 100� � 0.80 � 0.00 � 100.0 � 0 � 0.00 � I CB #11 � Generic Inlet � Generic Default 100� � 1.27 � 0.00 � 100.0 � 0 � 0.00 � CB #13 � Generic Inlet � GeneriC Default 100� � 0.10 � 0.00 � 100.0 � 0 � 0.00 � I CH #14 I Generic Inlet � Generic Default 100�s � 0.08 � 0.00 � 100.0 � 0 � 0.00 � Title:West Coast Project Engineer.SDA Engineers r�...\r_alcs\conveyance\wo-stnrm-1.strn StormCAD v5.6[05.06.012 00� OG/G3/07 1�1�35.�1�AM [_�dentley SySic;ms. Inc. Haestra�f Mrthnds Sulution Center W�lcrtown, CT�)h7Sd5 USA +�_��3_7;i5-1666 �>:�ue�: �; ��,I w Calculation Results Summary � � CR #12B � Generic Inlet � GeneriC Defnult 100�s � 0.21 I 0.00 � 100.0 � 0 � 0.00 j � CII #9 � Generic Inlet � Generic Default 100� � 0.48 � 0.00 � 100.0 � 0 � 0.00 � � CB #2 � Generic Inlet � Generic Default 1009s � 0.00 � 0.00 � 100.0 � 0 � 0.00 , � VAULT C OUTLRT � Generic Inlet � Generic Default 100� � 0.60 � 0.00 � 100.0 � 0 � O.C� C:ni�(_'ULATION S1IMMAK'i FOR SIIBSUPFACi'; N�'I'WOPF' WI'L'll FOOT: Vn1IL'1' A INT�FT #1 � Label � Number � Section � Section � Length � Total � Average � Hydraulic � Hydraulic � � � of � Size � Shape � (ft) � System � Velocity � Grade � Grade j � � Sections � � � � Flow � (ft/s) � Upstream � DovJnstream � � � � � � � (cfs) � � (ft) � (ft) I � ------- � ----------� --------- � ----------� --------� --------� ----------� ----------- � ------------ I � P-86 � 1 � 12 inch � Circular � 68 � 2.36 � 3.01 � 401.71 � 401.50 ', �, P-85 � 1 � 12 inch � Circular � 59 � 1.93 � 2.45 � 401.84 � 401.71 I, , P-84 � 1 � 12 inch � Circular � 113 � 1.55 � 1.97 � 401.99 � 401.84 ' P-83 � 1 � 12 inch � Circular � 175 � 0.81 I 1.03 I 402.05 � 401.99 I ' P-82 � 1 � 12 inch � Circular � 73 � 0.74 � 6.F33 � 403.97 � 402.05 I I P-110 � 1 � 12 inch � Circular � 52 � 0.65 � 6.57 � 406.23 � 403.97 j P-109 � 1 � 12 inch � Circular � 82 � 0.54 � 4.64 � 407.77 � 406.23 , ' P-108 I 1 I 12 inch Circular � 150 � 0.2� � 3.08 � 409.18 j 407.77 I i Lane] � 'Ibt,-�1 I Gr�i�nd I II•y�lr,�ulic � Ily�]r-iulic i ' � System � Elevation � Grade � Grade I ' � Flow � (ft) � Line In � Line Out I 'i � (cfs) � � (ft) � (ft) � ------------------ �------- � ----------- � ----------- � ---------- ', ' VAULT A INLET #1 � 2.33 � 406.46 I 401.50 I 401.50 � ', CB #15 � 2.36 � 406.88 I 401.71 I 401.71 I , CB #16 � 1.93 � 407.08 � 401.84 I 401.84 I I CB #17 I 1.55 I 406.36 � 401.99 � 401.99 I , CB #18 � 0.81 � 404.57 � 402.05 � 402.05 I , CII #19 � 0.74 I 407.68 � 403.97 I 403.97 I I CB #20 � 0.65 � 409.77 � 406.23 � 406.23 � I CB #21 � 0.54 � 410.50 � 407.77 I 407.77 � i CB #22 � 0.29 � 412.01 � 409.18 I 409.18 � ;;e'�I�CULATION SUMMF�R� FOI2 :;[iRSUP,FA('I; NETWORK W I'I'kl ROOT: V11UL'1' A INLT;1' #2 � Label I Ntimber � Sectioil � Section � i�engtll � Tota1 � Average � Hydratilic � Hydratilic � � I of � Size � Shape � (ft) � System � Velocity � Grade � Grade � Title:West Coast Project Engineer:SDA Engineers r:\...\calcs\c,onveyance\wc-storm-1.strn StormCAD v5.6(05.06.012.00] O5/03/07 11:35:4'L AM O� Bentley Systems, Inc. Haeslad Methods Solulion Center Watertown,CT 06795 USA +�_z03-755-1666 Paye 2 of 4 Calculation Results Summary � � Sections � � � � Flow � (ft/s) � Upstream � Downstream � � � � � � � (cfs) � � (ft) � (ft) � �-------� ---------- � --------- �--------- � -------- � -------- � ----------� ----------- � -----------) � P-104 � 1 � 12 inch � Circular � 8 � 3.65 � 4.64 � 401.56 � 401.50 I � P-103 � 1 � 12 inch � Circular � 58 I 2.44 � 3.10 � 401.75 � 401.56 � � P-102 � 1 � 12 inch � Circular � 167 � 2.35 � 2.99 � 402.27 � 401.75 � --- ------------------------------------------------------------------------------------------ � Label � Total � Ground � Hydraulic � Hydraulic � � � System � Elevation � Grade � Grade � � I Flow I (ft) � Line In � Line Out � � � (cfs) � � (ft) � (ft) � � ------------------ �-------- � ----------- � ----------- � ---------- � � VAULT A InLET #2 � 3.64 � 404.69 � 401.50 � 401.50 I �, CB #23 � 3.65 � 404.65 � 401.56 � 401.56 I I CII #24 � 2.44 � 404.95 � 401.75 I 401.75 � ' �� #25 I 2.35 � 402.94 � 402.27 I 402.27 I I'�=,T �] =-�.. �,I�"�' �_�i< c;U��:,IIFF:.''i; PJET.��-rF�' IiITH L'C� rl�: ':F�.III'I' �_' IIdLF,'I' _-- _ , Label � Number � Section � Section � Length � Total � Average � Hydraulic � Hydrauiic i � of � Size � Shape � (ft) � System � Velocity � Grade � Grade j ' � Sections � � � � Flow I (ft/s) I Upstream � Downstream � � � � � � � (cfs) � � (ft) � (ft) � ' -------�---------- � --------- � ---------- � --------�--------� ----------� ---------- � ------------ � � P-94 � 1 � 12 inch � Circular � 25 � 3.18 � 4.05 � 410.64 � 410.50 � P-93 � 1 � 12 inch � Circular � 32 � 0.48 � 0.61 � 410.65 � 410.64 � P-99 � 1 � 12 inch � Circular � 40 � 2.15 � 18.56 � 410.91 � 410.64 � P-98 � 1 � 12 inch � Circular � 120 � 1.48 ', 7.42 � 414.60 � 410.91 � ' P-97 � 1 � 12 inch � Circular � 122 � 0.36 � 3.56 � 415.86 � 414.60 � j P-101 I 1 � 12 inch � Circular � 39 � 0.17 � 4.52 � 417.65 � 415.86 � � P-117 � 1 � 12 inch � Circular � 30 � 0.21 � 2.31 � 415.97 � 415.86 � �, P-100 � 1 � 12 inch � Circular � 122 � 0.08 � 2.11 � 418.82 � 417.65 � P-116 � 1 � 12 inch � Circular � 38 � 0.21 � 2.34 � 416.20 � 415.95 � --------------------------------------------- ------------------------------------------- ' Label � Total � Ground � Hydraulic � Hydraulic � �, � System � Glevation � Grade � Grade � � Flow � (ft) � Line In � Line Out � � (cfs) � � (ft) � (ft) � --------------- � -------�----------- � ----------- �----------- � VAULT C INLET � 3.16 � 412.64 � 410.50 � 410.50 � ; CB #7 � 3.18 � 412.44 � 410.64 � 410.64 I Title:West Coast Project Engineer.SDA Engineers r:\...\calcs\conveyance\wo-storm-1.stm StormCAD v5.6(OSA6.012.00J U5/03/07 11:35:42 AM (��Bentley Systerns, Inc. Haestod Methods Solutiun Centcr Watertown, CT 06795 USA +1-203-755-1666 Pac�e 3 oi 4 x__�,- -• ,- F-µ;nrp�-�. 'T a..�., � x��`;;-� w.. ..�a�rael�- :.`_ ,,�, .,� :`s:� '`"r..�. ' �.`,.��"``i,w,'�..,: �•'}S� � "�•.�>.� _\J . ,-.. , . . , . , . . . . , . , . . . . . � � . . � . .. �i . , P'� Calculation Results Summary � CB #9 I 0.48 I 411.77 � 410.65 I 410.65 I I CB $$10 � 2.15 � 413.42 I 410.91 I 410.91 � � CB #11 I 1.48 I 417.23 � 414.60 I 414.60 I I CB #12 � 0.36 � 419.71 � 415.86 I 415.86 � � � CB #13 I 0.17 I 421.80 � 417.65 � 417.65 � � CB #12A � 0.21 � 419.70 � 415.97 � 415.97 I � CB $�14 I 0.08 I 421.70 I 418.82 I 418.82 I I CT3 #12R ! 0.�l I �1 L9.Ol � 416.:'0 I �I I 6.20 I c"�LCULATTON SJMM7IR'i r'UR SURSUKb'ACI; NETWORK WITH ROO'1': CB 1t I - _ - -- � Label � Number � Section � Section � Length � Total � Average � Hydraulic � Hydraulic � � of � Size � Shape � (ft) � System � Velocity � Grade � Grade I � Sections � � � � Flow � (ft/s) I Upstream � Downstream I � � � � � (cfs) � � (ft) � (ft) -------� ---------- � --------- � ---------- � ------- � -------- � ---------- � ----------- � ------------ I P-115 � 1 � 12 inch � Circular � 44 I 0.60 � 2.97 I 392.55 � 392.31 '� ! P-114 � 1 � 12 inch � Circular � 15 � 0.60 � 2.98 � 392.62 � 392.53 � , P-113 � 1 � 12 inch � Circular I 108 � 0.60 � 5.25 � 395.30 � 392.50 P-79 � 1 � 12 inch � Circular � 89 � 0.60 � 2.98 � 395.75 � 395.29 P-96 � 1 � 12 inch � Circular � 30 � 0.60 � 8.12 � 398.32 � 395.58 :�_c_ ' I �� 1� �r.,,t. ' r;,-r-t:�.,lt � ._Y � ,. .Gn I -r� I �qo ;�:} I �3�,it� -�� Lal�el j Total � c;r�>uiici � N_cirau 1 i c --Hyc'Jrauiic ' � System � Elevation � Grade � Grade � Flow � (ft) � Line In I Line Out � (cfs) � � (ft) � (ft) j --------------- � -------- � ----------- � ----------- � ----------- I ! CB #1 � 0.60 � 393.80 � 391.00 � 391.00 I 'I I CB #2 I 0.60 � 394.91 � 392.55 � 392.55 � I CB #3 � 0.60 � 395.41 � 392.62 � 392.62 � CB #4 � 0.60 � 408.63 � 395.30 � 395.30 � CB #5 I 0.60 � 412.38 � 395.75 � 395.75 I CB #6 � 0.60 � 412.66 � 398.32 � 398.32 � VAULT C OUTLPT � 0.60 � 412.53 I 398.44 � 39n.44 � rom�-,Ir� �.,�: �� , � ��;n'� '_1:35::. � A1�'. IiUu: WestC��<isl f'rp�r,r[Eiigineer� `_JiaE��ii,�,, �, r:A...Ac,�lcs�c�nveyancc�wc-storm-1.stni �;torrnCAD v5 6 �11G.0is�)1;'r�� OG/03/UI 11:3G:42 AM ;%Bentley Systems, Inc. Haeslad Methods Soluti�n Gcnter Watertown, Cl 0679.5 USA +1-;03-755-1tifiF Pa��u 4 0(4 Rainfall Table Return Periods Durations 25 year 100 year 5 min 2.90 3.65 10 min 2.00 2.50 20 min 1.35 1.70 30 min 1.10 1.35 50 min 0.85 1.05 90 min 0.60 0.75 Rainiall Intensities are in (in/hr) Tifl�r Wnst Cn��st ProjPct Engineec SDA En��inee�s r:A...Acalcs\c�>nveytuicuAwc-sl��rni-Lslm 9tnrmC/1[�vi.(i �O:�.OG.012.0(i� �:,iO3��07 1''�.59:4G PM `_�L3entl�y Systnm�, Inr,_ HnFstn�f Metfiods Solulion Ce;nlcr W��leilown. CI �7t�195 US/1 +1 203-75G-1GGG �'r�ge 1 of � Scenario: 100 year Pipe Report Label pstrea Downstream Upstrea Length onstructe Section Manning Full pstrea ownstrea pstrea ownstrea Hydrauli Hydrauli escription Node Node Inlet (ft) Slope Size n Capacity Invert Invert Ground Ground Grade Grade Area (ft/ft) (cfs) Elevation Elevation Elevation Elevation Line In Line Out (acres) (ft) (ft) (ft) (ft) (ft) (ft) P-86 CB#15 VAULT A INLET 0.25 68 0.005226 12 inch 0.011 3.04 398.70 398.34 406.88 406.46 401.71 401.50 P-83 CB#18 CB#17 0.03 175 0.004895 12 inch 0.011 2.95 400.41 399.55 404.57 406.36 402.05 401.99 P-84 CB#17 CB#16 0.44 113 0.005000 12 inch 0.011 2.98 399.55 398.99 406.36 407.08 401.99 401.84 P-110 CB#20 CB#19 0.04 52 0.043950 12 inch 0.011 8.83 405.90 403.61 409.77 407.68 406.23 403.97 P-82 CB#19 CB#18 0.03 73 0.043836 12 inch 0.011 8.82 403.6� 400.41 407.68 404.57 403.97 402.05 P-108 CB#22 CB#21 0.09 150 0.009999 12 inch 0.011 4.21 408.96 407.46 412.01 410.50 409.18 407.77 P-109 CB#21 CB#20 0.09 82 0.019082 12 inch 0.011 5.82 h07.46 405.90 410.50 409.77 407.77 406.23 P-85 CB#16 CB#15 0.26 59 0.004965 12 inch 0.011 2.97 398.99 398.70 407.08 406.88 401.84 401.71 P-103 CB#24 CB#23 0.07 58 0.080517 12 inch 0.011 11.95 398.67 394.00 404.95 404.65 401.75 401.56 F-102 CB#25 CB#24 0.84 167 0.005010 12 inch 0.011 2.98 399.51 398.67 402.94 404.95 402.27 401.75 P-104 CB#23 VAUI_T A INLET 0.45 8 0.093750 12 inch 0.011 12.89 394.00 393.25 404.65 404.69 401.56 401.50 P-93 CB#9 CB#7 0.14 32 0.217384 12 inch 0.011 19.63 404.96 398.00 411.77 412.44 410.65 410.64 I P-99 CB#10 CB#7 0.27 40 0.307000 12 inch 0.011 23.33 410.28 398.00 413.42 412.44 410.91 410.64 i f'-94 CB#7 VAULT C INLET 0.23 25 0.040000 12 inch 0.011 8.42 398.00 397.00 412.44 412.64 410.64 410.50 � P-100 CB#14 CB#13 0.03 122 0.010000 12 inch 0.011 4.21 418.70 417.48 421.70 421.80 418.82 417.65 I P-101 CB#13 CB#12 0.03 39 0.047947 12 inch 0.011 9.22 417.48 415.61 421.80 419.71 417.65 415.86 P-97 CB#12 CB#11 N/A 122 0.012541 12 inch 0.011 4.72 415.61 414.08 419.71 417.23 415.86 414.60 P-117 CB#12A CB#12 N/A 30 0.005901 12 inch 0.011 3.23 415.78 415.61 419.70 419.71 415.97 415.86 F'-116 CB#12� CB#12A 0.06 38 0.005999 12 inch 0.011 3.26 416.01 415.78 419.01 419.70 416.20 415.95 P-98 CB#11 CB#10 0.44 120 0.031667 12 inch 0.011 7.49 414.08 410.28 417.23 413.42 414.60 410.91 P-114 CB#3 CB#2 N/A 15 0.005030 12 inch 0.011 2.99 392.30 392.22 395.d1 394.91 392.62 392.53 , P-113 CB#4 CB#3 N/A 108 0.024815 12 inch 0.011 6.63 394.98 392.30 408.63 395.41 395.30 392.50 F'-79 CB#5 CB#4 N/A 89 0.005027 12 inch 0.011 2.99 395.43 394.98 412.38 408.63 395.75 395.29 P-95 VAULT C CB#6 0.00 24 0.000000 12 inch 0.011 0.00 398.00 398.00 412.53 412.66 398.44 398.32 P-96 CB#6 CB#5 N/A 30 0.085667 12 inch 0.011 12.32 398.00 395.43 412.66 412.38 398.32 395.58 P-115 CB#2 CB#1 0.00 44 0.005000 12 inch 0.011 2.98 392.22 392.00 394.91 393.80 392.55 392.31 Title:Wesl Coast Pro�ect Engineer ;pA Enryii�cers r.\...\calcs\conveyance\wc-storrn-1.sim StormCAD v5 G�O�i.Ofi 012.0U� 05/03/01 12:G9:S7 PM <<;l3enUey Systuins, Inc. f i��stad Methods Solulion Center Watertown, C I OEi795 USA +1-203-755-1666 page 1 of t Scenario: 100 year Node Report Label Inlet Time Upstream Time System dditionalUpstrea Total Ground Rim Hydrauli Hydrauli Description CA of f Concentratio Flow Tim Carryove dditional System Elevation Elevation Grade Grade (acres oncentratio (min) (min) (cfs) Flow Flow (ft) (ft) Line In Line Out (min) (c(s) (cfs) (ft) (ft) CB#15 0.19 5.00 10.60 10.60 0.00 0.00 2.36 406.88 406.88 401.71 401.71 CB#16 0.20 5.00 10.20 10.20 0.00 0.00 1.93 407.08 407.08 401.84 401.84 CB#17 0.33 5.00 9.24 9.24 0.00 0.00 1.55 406.36 406.36 401.99 401.99 CB#18 0.02 5.00 6.42 6.42 0.00 0.00 0.81 404.57 404.57 402.05 402.05 CB#19 0.03 5.00 6.24 6.24 0.00 0.00 0.74 407.68 407.68 403.97 403.97 CB#20 0.03 5.00 6.11 6.11 0.00 0.00 0.65 409.77 409.77 406.23 406.23 CB#21 0.08 5.00 5.81 5.81 0.00 0.00 0.54 410.50 410.50 407.77 407.77 CB#22 0.08 5.00 0.00 5.00 0.00 0.00 0.29 412.01 412.01 409.18 409.18 VAULT A INLET 10.98 2.33 406.46 406.46 401.50 401.50 CB#23 0.37 5.00 6.24 6.24 0.00 0.00 3.65 404.65 404.65 401.56 401.56 CB#24 0.07 5.00 5.93 5.93 0.00 0.00 2.44 404.95 404.95 401.75 401.75 CB#25 0.64 5.00 0.00 5.00 0.00 0.00 2.35 402.94 402.94 402.27 402.27 VAULT A INLET 6.27 3.64 404.69 404.69 401.50 401.50 (;B#7 0.19 5.00 6.98 6.98 0.00 0.00 3.18 412.44 412.44 410.64 410.64 CE3#10 0.22 5.00 6.95 6.95 0.00 0.00 2.15 413.42 413.42 410.91 410.91 C[3#11 0.34 5.00 6.68 6.68 0.00 0.00 1.48 417.23 417.23 414.60 414.60 CB#13 0.03 5.00 5.96 5.96 0.00 0.00 0.17 421.80 421.80 417.65 417.65 Ca#14 0.02 5.00 0.00 5.00 0.00 0.00 0.08 421.70 421.70 418.82 418.82 CB#12B 0.06 5.00 0.00 5.00 0.00 0.00 0.21 419.01 419.01 416.20 416.20 VAULT C INLET 7.09 3.16 412.64 412.64 410.50 410.50 CB#12A 5.27 0.21 419J0 419.70 415.97 415.97 Ct3#12 6.11 0.36 419.71 419.71 415.86 415.86 CB#9 0.13 0.00 0.00 0.00 0.00 0.00 0.48 411.77 411.77 410.65 410.65 CB#2 0.00 0.00 1.51 1.51 0.00 0.60 0.60 394.91 394.91 392.55 392.55 VAULT C OUTLE 0.00 0.00 0.00 0.00 0.60 0.00 0.60 412.53 412.53 398.44 398.44 CB#3 1.42 0.60 395.41 395.41 397_.62 392.62 CB#4 1.08 0.60 408.63 408.63 395.30 395.30 CB#5 0.58 0.60 412.38 412.38 395.75 395.75 C;B t#6 0.52 0.60 412.66 412.66 398.32 398.32 (;f�#1 1 75 O.FO 393.80 393.80 391.00 391.00 l itle Wesl Coast f�mject Engineer. SDA Englncr•r; rA__Acalcs\convey,-�nceAwo-storrn-t.stm Ston�iCAD v5.ti �OG.U(�.01:_OOJ 05/03/07 01:00:07 PM ��[3enUuy Systems, Inc. H�iostad Methods Solution Cunler WatPrtown, CT 06795 USA �1-703-�%55-1GG6 I��c�u 1 �I 1 Profile Scenario: 100 year Profile: CB #14 TO VAULT C �.r; - R' _ o < M .. . �o�<a �= � - � a�...O..E.E ..__.. ...._.. m m>�F_ E =.z_. .v� �,,�.,i)C m 9 � V N�K�n Uin 5 E�v i , N`o�S O�� ggg�- U'/�i-c�Ky> ��C� ^p�mmrv� . ��^. acSFe�� F_ ��5'a �'v�i��L¢N ^ �� E §N_ E . _ . . _..... . . VuIDiS.L¢u'� ..... . ._.. .. „�-.-� �'.100 772 R 1?inch `�'e� r rMF p�p ,e � w os G C�x1 S=0A 10000!Vh � o e Q Y r'e �.c�.ec+�-. / . �Z�d E V.`on��'-.�:� r��J P"9) CJNS�lYN J.�t �e .- ��'/�ry � � � i v�i�a�b . . . . t .;t5:_ ��5'0.012541�VR I P'9B �S=O.pJ�ss��h � � G10.GL' Elevation�B) rPJ N q 405.00 . _ _........... ..__. _.. n , __...... ._.. ....._ .... . . �. n n� � .� .__......._.... . _....................__ . ._..._....... , 600D0 ?S�t P.,9q � 0 p4n �oo�� MP .. .. ..... ...._... ......_ . .. ._.... '�,. ....... .._._. . .. ._... .. 395.00 U•o0 t�00 2�00 3+00 4*00 5+00 Stslion(R) Title:West Coast Project Engineer.SDA Engineers r�...�calcs�conveyance�wc-storm-1.strn StormCAD v5.6[05.06.012.00] 05/03/07 01:00:44 PM O Bentley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Profile Scenario: 100 year Profile: CB #12B TO CB #12 � � �� o� �� T ��o �� o^ ��rT .� o�: �T�nri Ncovv -.a' � �o��v �+� "�� c cp� � + � No ��' a at��O� �' 00 m > > >.� � � ia� E E m �,a > >.E � C�UJ c c c�(n U ci��ci� U cn� �� cn i �I �� ; �� 420.00 P-117 30 ft 12 inch CMP =0.005901 38 ft 12 inch Mp 415.00 Elevation(ft) @ 0.005999 ft/ft " � 410.00 0+00 1+00 Station(ft) 1 iUc. Wcst C��sl Project Engineer. SDA Engineers r.\...\c;alc:s\conveyance\wc-stnrm-1.stm StormCAD v5.6[05.06.012.00] O�i/03/07 01:01:02 PM U Bentley Systems, Inr.. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1fG6 Page 1 of 1 __ _ _ . _ - I Profile Scenario: 100 year Profile: CB #9 TO CB #7 Scenario: 100 year � ��o � � oo�� oo�� rn�cn N M Cn �OnN �}Mc`�')"�cn OV�O �O_ C�`7 � �� m� > >>.�� i� C C C�� 5.�0 >"—� C,)(n C�� I �� ' 410 00 i+ � � 405 00 Elevafion(ft) cP -o �o �' `�'i � `� � 4��.�� 395.00 0+00 1+00 Stafion(ft) TiUe: Wcast C�asi Pro�ect Engineer.SDA Engineers r.�...\calcs�.mnvcyance'�w<:-st�rm-i stni StormCAD v5.6(05 06.0�2.00J OG/03/�>7 01�01:12 PM c��Bentley Sysleiiis, Inc. Haestad Met�iocis Solution Center W�tertown, C 1 06795 USA +�-��3-755-1666 �2gu i of '� Profile Scenario: 100 year Profile: VAULT C TO STILLING WELL � �o � ��;�g �m�� w . �� . � � �o�o� = o r S m '9� r E E O.�m�oc UcnS��N UoM�� a ,yy Q ,C _ �y .�tn �� E E . v i U�J �V�.. ......... ......��M�M..... . ..... . . . ... .. . 415.00 o cp� E E � U c�n��tn '� .c � �rn�� / R�m �u��O� E E Uc�n��n 4��.�� 405.00 � � � �a'<� ��o�� Eleva6on(ft) ��_=�� P-95 � 24 fl 12 inch CMP .��v � _ 400.00 NN�N �� ' �ry '�NU�iOlO ��M�� '"?5 .� co E �oWg � � y F_ Uc�n S 5¢tn ��`�c�'+ ��..r>E 9 P-19 cm.>�n��'n 6 c's` '' P-114 �o `�� P�113 15 R 395.00 CMP � `ob., t�S=0.005027(VR 1 inCh i �� @ S 0050 VR na S�0 024815 hjh 44 fl 12 inch CMP @ S=0.005000 fUR 390,00 0�00 1�(l0 2�00 3+00 4•00 Station(fQ Title:West Coast Project Engineer.SDA Engineers r:\...\calcs\conveyance\wc-storm-1.stm StormCAD v5.6[05.06.012.00] U5/03/07 01:03:51 PM ��Bentley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Pagc 1 of 1 Profile I Scenario: 100 year � Profil�: CQ 1122 TO VAULT A :��,. I ��;:aar �e�`- ff�'• �i��u. Y `N�, i��'BH`+� p��t=�k zJl Y:cr.. . '. w'7r��'�� ...{9�'�e�Sea �.�.. � r ' ��i ---- .. Piw _. ..... _... � € .�... st� '�ai ��d � �� 'r� _ _ .__.�wn ,zmm smr ---� r$ _ �ds�� r � w ___ � �;s,oro,y�y� - - -- ...-�¢�m � ^ ��g , ��= » , . I 9 E� _"..a1 ti`'--___ ,f F� � . �i QI'S.O.OI.pGyliv� �� I .. . .. .. �i . .... .. .... ... .. . �� . .�`•�... �\ .. . ...... .......... .......... ...... . , . ..... .... i�l. i `� P.qJ . ... ... . ... .. . ...... . . ,..� ... �� _. ,' , . ,. ... @�Se �'�'.-_\ 4k . I'. � `S��/r � �9�4A � �t�.]R��...C4 ....._._. . . .. .....—... ._..........__...... . . ............._..__._. �, I'�A.i _—..._...._ . ._........ ........ ...._.. � �tl: ... ... ...._ .._,...,., ...... . ............. .. ...... . N� 5 13 mrn � �S�O DMl95 Arli = : qo s•n uosmm�m ��.. �.. �^ I]nN CMP , � . �5.U Iq5S26IM Tltle: Wesl Coast r\ ..\Calcs\conveyance\wc-storm-1.stm f'r��j<�ct Cnqineer SD/��uc�irn�r�i�: SfnflllL,�U V°J.0�n�_(�f?O17 Ill.�� O5103/07 01:02'04 PM �_�Bentley Systerns, Inr.. I laesldd Meth�rls Sulution Center Watcrlown, C� 06/95 USA +1-103-755-16Eiti o�- -, - .�_I�_ I u� i P rofi le Scenario: 100 year Profile: CB #25 TO VAULT A � �o � oo�� ` ��ccc��7� N N C O�Q ��,O >>,� � U�C C�� . �� 410G0 �� ,�ada;Q>� w � � � � ��o�� Z��o'N •r in r� m� > >.�� Qc��L<-� ��,�in Ufn��(n JN ��+� ri -c��Ori =..— � f0 �_� �u(oO�� I ��C�� ro�d �.�� J c�cn��v� 1 � �� J.O� P-102 � 400 OC Elevafion(h) �'= 167 f� '! , , _...__...__ ._�_._..., >y S=0.005010 fUff A ��0� �s,, ��'�� 395 00 h � �s� �y c; `iJ 390 00 0-00 1+00 2+00 3+00 Station(fl) 1 ille:West Coast Project Engineer. SDA Engineors r:�...\calcs\cunveyance\wc-storm-1 stm StormCAD v5.6[05.06.012.00� 05/03/07 01:0227 PM G�Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 �'agc 1 of 1 , _ . � _ ` == ;� � _ , -,_ . �. - .�-- ,.. _. w.w � ��;. i' � �•,,,r � _ — - � � . _ .:, n:,„�� .,,�� / ' �� Sce �rio: 100 ear -`� �~ �� . � % � � �` �I i :� , . `J �� J � i `- �, y � iI �� .._ ; / �:__ � �-� , l, .. � � ' �. 7�' I� � �j I !"I �;�� ;! '� . � � � !•r 1 � � ! \ � • � 7`.!�CB q1 � ,' � ; � ,�, � �......__. � � ,, i ..... II _� ........._ '� ,, �_......_. .. ...i �";. �� ..._.._ /{I i 1 � . .. ..___._. . . .._ .. � - ii' i� �1 r�; 1 � tin ' ' I , I �'___..._ � N' _.. � ,�, �j.. ................ ..- i i ------_ � , i '� ' f . , ....._ . T I : s �,, � . , ��'I \ � �;. _.....__ 1 - - ;� . __ � , , _ _...... _ ,, � __ �.; I�i I \ _ . � '� � � _ t I II� I L P405 ,�,a�;, - _.I y �,�,Cp 3] -. �4� ,. �.;�� 3t , C' �Q P1�� "�� ... `. CB�7C CBJ2 VAIAT�@INLET � 1 � \ ; � , , .+,�1``'\ l 1 ��`�1�`. '��\� '` \ , . � � . � ` -� . . � � , ,� C. . � \`\ '- '• . } � `,, � ' ,, . @ . � �r.;; :� \ ld:. `� ., y \... . ._ .. a `. . __._ -- ... y �. . �..�� .;� . .__ ... - ....�1 � . . �, • � . c.. i- . � � ^ • ' •.\ T ��. � �, , ��:, \, j/ � � �. � �:.; �� i�� ra6�� _l \� � �� , ,��. *, �,,�� ' �. � �-�' '-�. '' � Req ' ° '�..., ✓ / '�� , .�� ,.""-- _ , � ,,,�,�. ��.,�. �� r�.�� {. � � . . ,- ,�,�;� ...,.. - i � .a. � . � J ...�` ,i, .... iG.pp i . / / . •� .. ' ... ._.... ._ /...�ry0. ._ ',� . '., .�. C�t77 ' . � .... �.... . ._..�Y ; �.. P�BE ' � 1 • , ' 1�� CB13A . . I.. ..,ti �,u: �.. �_� .. �_ . . . � - f �,._ ...... II___. . _.. .. ;.CB1J9� . / . y _ I. K' �"`� j j � � 1, I! r,� I .: I� �i I i 6 � ' i , -,�I' � j II 1i Title:West Coast Project Engineer.SDA Engineers r\_ \calcs\conveyanr.e\wr-slurrn-2.stm StormCAD v5.6[05.06.012.00] O�i/03/07 11:31:24!�M 4?Bentley Systerns, Inc. Hacstad Meth�ds Solution Center Walertown, CT 067J5 USA �1-203-755-1GfiFi Page 1 of 1 Calculation Results Summary Scenario: 100 year »» Info: Subsurface Network Rooted by: VAULT B INLET »» Info: Subsurface Analysis iterations: 3 »» Info: Convergence was achieved. CALCULATION SUMMARY FOR SURrACE NETWORICS � Label ! Inlet I Inlet � Total I Total � Capture � Gutter � Gutter � � � Type � � Intercepted � Bypassed � Efficiency � Spread � Depth j � � � � Flow � Flow � (�) � (ft) � (ft) � � � I � (cfs) � (cfs} I � � I �-------- � ----------- ---------------------;----------- I----------�------------�--------� -------- � � CB #30 � Generic Inlet � Generic Default 100$ j 0.87 j 0.00 � 100.0 � 0 � 0.00 � � CB #31 � Generic Inlet � Generic Default 100� I 1.73 � 0.00 � 100.0 � 0 � 0.00 ''i � CB 32 � Generic Inlet � Generic Default 100� � 0.00 � 0.00 � 100.0 i 0 ( 0.00 � � CB 33 � Generic Inlet � Generic Default 100°s � 0.00 � 0.00 � 100.0 � 0 � 0.40 � � CB 35 ! Generic Inlet I Generic Default 100°s � 4.12 f 0.00 � 100.0 � 0 � 0.00 I � CB #36 j Generic Inlet � Generic Default 100$ ', 0.40 j 0.00 i 100.0 � 0 � 0.00 � � CB #37 � Generic Inlet � Generic Default 100� ( 1.78 � 0.00 � 100.0 � 0 � 0.00 � � CB #38 � Generic Inlet � Generic Default 100� � 0.30 � 0.00 � 100.0 � 0 � 0.00 � � CB #40 � Generic Inlet � Generic Default 100� � 0.22 � �.00 � 100.0 � 0 � 0.00 � -------------------------------------------------------------------------------------------------- CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: VAULT B INLET � Label � Number � Section � Section � Length � Total � Average , Hydraulic � Hydraulic � � � of � Size � Shape � (ft) i System ! Velocity � Grade � Grade j ! ! Sections � � ! � Flow � (ft/s? � Upstream � Downstream � � � � i � (cfs! � � (ft) � (�t) � j -------� -------� --------�---------�------�------� --------�---------- �------------� � P-81 I 1 � 12 iach � Circular � 9 � 8.22 � 10.47 ; 406.59 � 406.25 � � P-107 � 1 � 12 inch � Circular � 29 � 4.07 I 5.18 � 406.86 � 406.59 j P-90 � 1 � 12 inch � Circular I 133 I 2.48 I 3.15 I 407.05 � 406.59 � P-80 � 1 � 12 inch � Circular , 128 � 1.73 � li_44 � 406.76 � 406.59 � P-106 � 1 � 12 inch � Circular I 15 � 4.08 � 5.20 � 407.01 � 406.86 � i P-89 � 1 � 12 inch � Circular � 130 I 2.16 � 6.98 � 408.77 '� �07.05 � � P-105 � 1 � 12' inch � Circular � 87 ! 4_11 � 17.35 i 408.03 � 407.01 ; P-88 � 1 � 12 inch � Circular � 152 � 0.50 ; 5.16 I 412_61 I 408.77 � PIPE � 1 I 12 inch � Circular � 22 I 4.12 I 9.11 � 408.61 � 407.79 I ; P-87 � 1 � 12 inch � Circular 38 � 0.21 � 3.65 � 413.32 I 412.61 � j P-91 � � � '2 iacr I Circular I 56 � C.22 � 2.83 ' 413.88 ', �13.28 � ------------------ -------------- - --- ------- ----------- --- ------- --- --- ---- � �:t:c_ To�nl �r�ni:�3 _ri�.�..'>;_ ', i3y;=ratilic I j System , Ele�aaticn � Grade � Grade � � Flow � (ft) � Line In ' Line Out � � (cfs) � � (ft) � (ft) � � -------------- �-------�----------- �----------� ----------- � I VAULT B INLET j 8.21 � 408.32 i 405.25 � 406.25 '' I CB #30 I 8.22 � 408.32 � 406.59 � 406.59 � �B 32 I 4.07 I 408.32 � 406.85 ' 406.86 � � CB #36 I 2.48 I 409.25 I 407.05 � 407.05 I � CB #31 � 1.73 � 409.19 � 4G6.76 � 406.76 I �, CB 33 4.08 � 408.35 ; 407.01 I 407.01 CB #37 I 2.16 I 411.93 I 408.77 � 408.77 � I CB #34 I 4.11 � 410.15 I 408.03 � 408.03 I � CB #38 I 0.50 � 415.74 I 412.61 j 412.61 � ' CB 35 � 4.12 � 410.75 � 408.61 I 408.61 � Title:West Coast Project Engineer:SDA Engineers r:'�....\calcslconveyancelwo-storm-2.stm StormCAD v5.6(05.06.012.00] 05;03i07 11:24:50�ABentley Systems, Inc. Haestad Methods Solution Center Watertown,CT C6795 USA +�_203-755-1666 Page 1 of 2 Calculation Results Summary CB #39 � 0.21 � 416.93 � 413.32 I 413.32 � � CB #40 � 0.22 � 416.69 � 413.86 � 413.8 ' �on'.� -__��•�a: .�5,%0�: �n', '_� 1:?�4:_., r":f? I :.\ ,� , � � �-� , � .".) � i -� ' j . Title:West Coast Project Engineer:SDA Engineers r:�...lcalcslconveyancelwc-storm-2.stm StormCAD v5.6[05.06.012.00] O5/03l07 11:24:50�Bentley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +�-203-755-1666 Page 2 of 2 Rainfall Table Return Periods Durations 100 year 5 min 3.65 10 min 2.50 20 min 1.70 30 min 1.35 50 min 1.05 90 min 0.75 Rainfall Intensities are in (in/hr) � Title:West Coast Project Engineer: SDA Engineers r:\...\calcs�conveyance\wc-storm-2.stm StormCAD v5.6[05.06.012.00] 05/03/07 11:26:48 AM O Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 _ � Scenario: 100 year Pipe Report Label pstrea Downstream pstrea Length onstructe Section Manning Full pstrea ownstrea pstrea ownstrea Hydrauli Hydrauli escription Node Node Inlet (ft) Slope Size n Capacity Invert Invert Ground Ground Grade Grade Area (fUft) (cfs) Elevation Elevation Elevation Elevation Line In Line Out (acres) (ft) (ft) (ft) (ft) (ft) (ft) P-80 CB#31 CB#30 0.62 128 0.094063 12 inch 0.011 12.91 406.04 394.00 409.19 408.32 406.76 406.59 i P-81 CB#30 VAULT B INLE 0.30 9 0.083333 12 inch 0.011 12.15 394.00 393.25 408.32 408.32 406.59 406.25 �I P-106 CB 33 CB 32 0.00 15 0.083333 12 inch 0.011 12.15 394.00 392.75 408.35 408.32 407.01 406.86 � P-105 CB#34 CB 33 N/A 87 0.151379 12 inch 0.011 16.38 407.17 394.00 410.15 408.35 408.03 407.01 PIPE CB 35 CB#34 2.13 22 0.026364 12 inch 0.011 6.84 407.75 407.17 410.75 410.15 408.61 407.79 P-107 CB 32 CB#30 0.00 29 0.006207 12 inch 0.011 3.32 392.75 392.57 408.32 408.32 406.86 406.59 P-90 CB#36 CB#30 0.12 133 0.086703 12 inch 0.011 12.40 405.53 394.00 409.25 408.32 407.05 406.59 P-91 CB#40 CB#39 0.07 56 0.010040 12 inch 0.011 4.22 413.69 413.13 416.69 416.93 413.88 413.28 P-87 CB#39 CB#38 N/A 38 0.021316 12 inch 0.011 6.15 413.13 412.32 416.93 415.74 413.32 412.61 P-88 CB#38 CB#37 0.09 152 0.027487 12 inch 0.011 6.98 412.32 408.14 415.74 411.93 412.61 408.77 I'-£39 C[3#37 CB#36 0.74 130 0.020080 17 inch 0.011 5.97 408.14 405.53 411.93 409.25 408.77 407.05 l itic West Coasl Project Enc�incer SU/A Enc�lner:i�. r:A_.Ac�lc5\ronveyanC�Awc-sform-2strn StormCAD v5.F(U��OF�_�12 O(1,� 05/03/�7 11:28:2�F1M G��BPntley Systems, Inc. Haes(ad Mefl-�ods Solution Center Watertown, CT OG795 USA +1-203-7Gi-16�36 Paye 1 of ' Scenario: 100 year Node Report Label Inlet Time Upstream Time System dditiona Upstrea Total Ground Rim Hydrauli Hydrauli Description CA of f Concentratio Flow Tim Carryove dditional System Elevation Elevation Grade Grade (acres oncentratio (min) (min) (cfs) Flow Flow (ft) (ft) Line In Line Out (min) (cfs) (cfs) (ft) (ft) CEi#30 0.24 5.00 7.01 7.01 0.00 0.00 8.22 408.32 408.32 406.59 406.59 CB#31 0.47 5.00 0.00 5.00 0.00 0.00 1.73 409.19 409.19 406.76 406.76 CB 32 0.00 0.00 5.17 5.17 0.00 0.00 4.07 408.32 408.32 406.86 406.86 CB 33 0.00 0.00 5.12 5.12 0.00 0.00 4.08 408.35 408.35 407.01 407.01 CB 35 1.12 5.00 0.00 5.00 0.00 0.00 4.12 410.75 410.75 408.61 408.61 CB#36 0.11 5.00 6.30 6.30 0.00 0.00 2.48 409.25 409.25 407.05 407.05 CB#37 0.48 5.00 5.99 5.99 0.00 0.00 7.16 411.93 411.93 408.77 408.77 CB#38 0.08 5.00 5.50 5.50 0.00 0.00 0.50 415.74 415.74 412.61 412.61 (;B#40 0.06 5.00 0.00 5.00 0.00 0.00 0.22 416.69 416.69 413.88 413.88 CE3#34 5.04 4.11 410.15 410.15 408.03 408.03 VAULT B INLE 7.02 8.21 408.32 408.32 406.25 406.25 CD#39 5 33 0.21 416.93 416.93 413.32 413.32 1 iUe:West Coast Pro�ect Enqineer SDA Encainuers r.\...\calcs\conveyance�wc-storrn-2.stm StormCAD vS.G[05.06.U�7.00] 05/03/07 11:25:17 AM C_a Bentley Systems. Inc. Haestad Melliods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of � Profile Scenario: 100 year Profile: CB #40 TO VAULT B hA_ �y. .n -- r . �5... ..._. .t�m�S�n� �-Y��`.��_ _ �� aS��`a ..._. �y.5c�:�n . . . . I � il f?U F{ ';.:� ' V.01 I ' `v � ' R 4.3{.��'.,'x,�{, 5 h Y�� '. �. SID�E F F� IIN�fh.. . — . . F. Mo .� � . . . �... ��Scp�� I i��.�'-s'3 . .... .. . . .', .. ... _. 4'NJ<0 hN ,_ „.,. .. :�_� "u �n S`0'mn LMn �,gg 'R�� 'f, ^raisire � ! �?„m—��,,, iu,s: �I ��OJ74fi�Fu � .. .-. . , , r� L S-0 -�----�_.�� .a7a0Aph�A :� .._... .._.. ... . . .. _ .._.. _.. . . .._......._. . f��s, �4� � � �9n r :.�.;�. I� . ....... . ........ . .. ... .. 2•00 Title:West Coast r:\...\C21C5\conveyancu\wc-s�orm-7.stm r'r��ect�nginccr. SUr�,Enyin�,iu�: 05/03/07 1�:2529 AM StormCAD v5.6�05.06.012.��'', O Bentley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +�-203-755-1666 Page 1 of t Profile Scenario: 100 year � Profile: CB #31 TO CB #30 � � o�� o � �o�� o � �� o�o��o �•-�O�V�.. �V'N'V'O�i c�iJ N Yi: O � �Q)��Mop� [p� D.�� O}C'7('7 C'�J:--:O CJ��tl� ��_ �=�d' a m� c c c c� � U�n----�c.n , _ 410.00 405 00 A � �� S� oo� 400.00 Elevation(ft) , y�6,�' �� 395.00 - 390.00 0+00 1+00 2+00 Slation(ft) Titlu:West Coast Project Engineer. SDA Engineers r:\...\calcs\ronv�yance\wo-storrn-2.stm StormCAD v5.6[05.06.012.00] OS/03/07 1126:22 AM O Bentley Syslems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Profile Scenario: 100 year Profile: CB #35 TO CB #30 � _�ge�� "' °`��E E mM U�S LL�Qrn cOa � I - ' _ —=�c� . . Q�1�� 0 0� '��R ¢ .Cr�� ,C^ .0 � E E '�N �.,��,.cir�n N�� . N�M� . �� c�o�0 E E �`�' ^,iU E E . Uc�n==�ti U�5�¢�i J i % l�IPE i d I�r� i i i MP `_`�_._,__ _`� f�I��vai�on Dp A (e)P l�' t O f � "'JS �'1".'_ •'LIi P-10 ft 12inc C��1P - i� fUR �f, � `!�O c� 8�� c�p ssn o0 �+oa 2�00 Station(h) TitlP Wcst Cuast Project Engineer. SDA Engineers r\._\calcs\convPyancr.\wc-storm-2.stm Storrt�CAD v`.6 f05.06.012.00� Ofi/0:5/p7 1 126:09!aM _ Denlley Systnms. Iric. Haestacl M��thods Solution Cenier Watertown. CT Qh7t75 USA �1-'<'O3 755-16�G ��Uc� � �, � 6. ROOF DRAIN/OVTFALL DESIGN , Z O � W a � 0 v a , m � SEC��101��.� FL0�1'CON"fROL 13P,11' I;I�t iCIRE=\11�'�i:; i, I 5.2.2 REQUIREMENTS FOR USE OF BMP CREDITS ! Projects that implemcnt floti�control BMPs, whetl�er required or optional, may use the flow conlrol BMP ' i credits described in this section subject to the requirements in Sections 5.?.2.1 and 5.2.22. ' Two kinds of credits are available. First, any impervious surface served b�-a flo��control BI�1P that meets tl�e desi�n specifications ior tl�at B1�9P in Appendix C may be mode�l�d as indicated in Table 5.??.A (belo��-). Such credits may be used in the follo��-ing situations: 1. To coinpute post-dcvelopment runoff time series N�l�en sizing required flow control facilitics. 2. To compute post-development 100-year peak flo��-s �vhen assessing an��of the 0.1-cfs exceptions from thc area-specific flo��- control facility requirement in Sections 1.2.3.1A, B, and C. Second, any impervious or non-native petti�ious surface that is frr!/y rlispersed per the fiill dispersion criteria in Section 1.2.3.2C is not considered a target surface of thc area-specific flo��-control facility requirement (Section 1?.3.1) or tl�e area-specitic �vater qualin� facilit�• requirement (Sectioii 1.ZR.1). TAI31.E i.2.2.A FLO«`COyTROL Bt7P FACILIT�'S1ZI1\G CREDITS�" I ' Flow Control BMP Type Facility Sizing Credit Full dispersion Model fully dispersed surface as forest Full infiltration`z' Subtract impervious area that is fully infiltrated ' Limited infiltration Model tributary impervious surface as 50% impervious, 50°o grass � Basic dispersion Model dispersed impervious surface as 50°b impervious, 50°�o grass �'I Rain garden Model tributary impervious surface as 50% impervious, 50%grass ', Permeable pavement (non-grassed) Model permeable pavement area as 50% impervious, 50%grass ', Grassed modular grid pavement Model permeable pavement as all grass '� Rairnvater harvesting Subtract area that is fully controlled Vegetated roof Model vegetated roof area as 50% impervious, 50°o grass Restricted footprint h9odel footprint as restricted �^;heel strip driveways Modei credited area as 50% impervious, 50°o grass Minimum disturbance foundation Model foundation area as 50°% impervious, 50°b grass Open grid decking over pervious area Modei deck area as 50% impervious, 50°/o grass Native growth retention credit Model credited impervious area as 50°�o impervious, 50°/o grass Perforated pipe connection None Notes: "' These credits do not apply when determining eligibility for exemptions from Core Requirement#3 or exceptions from the flow control facility requirement unless otherwise noted in the exemption or exception. `-' For any project subject to Small Project Drainage Review, and for any single family residential project subject to Full or Large Project Drainage Review, the design requirements and specifications in Appendix C, Section C.2.2 may be used for design of full infiltration. For all other projects, full infiltration must be designed in accordance with infiltration facility standards in Section 5.4. 5.2.2.1 USE OF CREDITS BY' SUBDI�'ISION PROJECTS If a proposed project is a sirbdivision project,E implementation of flow�control BYIPs on the individual lots of the subdivision ma��be deferred until a pennit is obtained for construction on each lot. Therefore, imple�mcntation of flo��control BA�IPs as part of the subdivision project is optional. Ho��ever, if the ° For purposes of appiying ftow control Bh9Ps,the term su6divisron or subdivisron pro1ect refers to any project that is a short - plat, plat, or binding site plan. 1��-{.�?On� �(10� Ji�r'tace�l'at�r Dui�n AIanual � Ii _ � x SECTION C2 FLOW CO\TKOL I3�iP� � C.2.4 BASIC DISPERSION Basic c/i.cpersion is the application of dispersion de��ices that utilize any available capacity of onsite � , vegetated areas to mitigate the runoff quantity and quality impacts from developed surfaces(i.e., impervious and non-native pervious surfaces). Thc requircments for basic dispersion are Icss restrictive � than full dispersion (Section C.2.I) in that any type of�•egetation cover is allo��-ed, the flowpath Icngths through the vegetation are shorter,and there is no requiremcnt to prescr�-c�rntire►�egetated�•errface(e.g., ;j forested surface)or minimize developed surface. As such, its mitigation ot�runoi�f impacts is significantly � , lo�vcr than that of full dispersion. Applicable Surfaces '• Subject to the minimum dcsign requirements and specitications in this section, basic dispersion may be � � applied to any impervious surface such as a roof, driveway,parking area, road,or sidewalk. Basic � dispersion may also b� used to disperse runoff from non-native pervious surfacc(e.g., la��-ns, ]andscaped � areas, or pastures) if runoff from thcse surfaces is concentratcd. � i Operation and Maintenance See Section C.?.4.6 (p. C-�1). , C.2.4.1 I�ZINI��IUI�1 DESIG\T REQLTIRE�ZEI�TS FOR BASIC DISPERSION ! All of the following requirements must be met in order for basic dispersion to be applicable to a target impervious or pervious surface: 1. Runoff from the target impervious or pervious surface must be discharecd using one of the follo�ving dispersion de�ices in accordance�vith the design specifications and masimum arca of de�elopcd � ' surface for each device as set forth in Sections C.2.4.2 through C.2.4.�: • Splash blocks(see Section C.2.4.2,p. C-49) • Rock pads(scc Section C.2.4.3, p. C-49) � i • Gravel tilled trenches(see Section C.2.4.4, p. C-�0) � • Sheet flo�� (see Section C2.4.5,p. C-�1) 2. Each device nuist discharge runoff such that it flo�vs over a minimum distance of vegetated area called the "vegetated tlo��path segment." The minimum distance, or length of the flo�vpath scgment, is � specified in the desien spccifications for each device. Thc "vegetated flowpath segrnent" itself must � meet all of thc follo��in�criteria: � a) The flo�+path se�ment must be over��-e11-established la��n or pasture, landscaping��ith well- i , established groundcover,or nati�-e vegetation��ith natural groundcover. The groundcover must ; be dense enough to help disperse and infiltrate flo«�s and to prevent erosion. ; i b) The flo�+-path se�ment must be onsite or in an ofisite tract or easement area resen�ed for such � dispersion. � c) Thc slope of the flo��-path segment must be no steeper than 15°�o for any 20-foot reach of the � flowpath se��ment. d) The flo��-path segment must be located bet��-een the dispersion device and any downstream impervious surface or draina�e feature such as a pipe,ditch, stream, river, pond, lake,or�vetland. All or a portion of the flo�vpath segment may be located within a critical area buffer. 5 t 3. Dispersion devices are not allowed in critical area buffers or on slopes steeper than 20%. Dispersion ? devices proposed on slopes steeper than 1�°�o or within 50 fcet of a steep slope{�a�ard area or � � � s li?4!200� 200� Surfacc 11`atcr Dcsien�-fanual :�ppcndix C � C-38 � a C_'.4 BASIC DISPL-RSIOV lan�lclide/ia<.ard nren must be approved by a geotechirica/engirreer or engineering genlogist unless � c�ther�vise appi-oved by the DDES staff geoloeist. 4. For sites with septic s��stems, the discharge of runoff from dispersion devices must be located down slopc of the primary and reserve drainfield areas. DDCS permit review staff may waive this requircmcnt ifsitc topography cicarly prohibits discharged flo��s from intcrsecting the drainfield. �. The dispersion of runoff must not create tloodin,<.*,or erosion impacts a�determinec] by the DDES. If runoff is discl�argcd toward a Iairdslide/rn;.ard area, erosin�t Ira;.nrd aren,steep.clnpe Ira<,ard area,or ` a slopc stccper than 15°jo, DDES may requirc cvaluatic�n and appro�al o(thc prop<�sal by a geoleclr�ricn!enD i►teer or engineeri►rg geologist. C.2.4.2 USE OF SPLASH BLOCKS FOR BASIC DISPERSION , Splash blocks are the simplcst ��ay to disperse flo�vs from a ri�of area. Downspout splash blocks or do��-nspouv'drain extensions ��-ith splash blocks are often thc onl�-hard�a�are required for this type of system. Vegetated flowpaths do the��ork of slow ing and cicaning stom�water runoff. In general, if the around is sloped away from the foundation, and there is adequate vegetation and area for effective � dispersion, splash blocks��-i11 adequately disperse storm nmoff. If the ground is fairly level,or if the structure includes a basement, or if foundation drain�are proposed, splash blocks with downspout extensions may be a better choice because the dischar�e point is moved a�vay from the foundation. Do��nspout extensions may include piping to a splash block that is a considerable distance from the roof dow nspout, provided tl�e runoff can travel throu�h a��-e11-vegetated arca as described belo�v. Uses: Roofs �vhere runoff is collected and dischar�*ed via do�.nspouts. ; Design Specifications ; Fi_tirc C.?.4.A (p. C-�?1,ho��s details of a roof do��nspout and splash block. The follo�i�in<� � � specifications apply to use of splash blocks for basic dispersion: { 1. No more than 700 square feet of roof area may be draincd to a single splash block. � ; ?. .A "�-egetated flo�vpath segment"of at least 50 feet in len�th must bc a��ailable alon�thc flo��path that � runoff would follow upon discharge from the splash block. ' 3. For purposes of maintaining adequate separation of flo�i�s discharged from adjacent dispersion dcvices, the vegetated flo�r�path segment for the splash block must not overlap��rith other flo��-path � segments, except those associated�ti�ith sheet flo��- from a non-native pervious surface. ;,; � � C.2.4.3 USE OF ROCK PADS FOR BASIC DISPERSION Pad� of cnished rock, 2 fect��ide (perpendicular to flo��;l b� � fect lon�by 6 inches deep, may be used as a dispersion device to discharge concentrated runoff from small amounts of impervious surface or non- I�I w. nati�c pervious surface. .= Uses: Roof:, drivew-ays, la�vns,pasture, etc. from ��hich runoff is concentrated in a do��nsp�ut, guttcr, pipe. ��ard drain. ditch, s��ale, etc. , Design Specifications �I . Fi�urc C.?.4.0 (p. G�4)sho��s t«o possiblc�+a��s of spreading flow, from stcep drivc��ays. Thc I followin,specifications apply to use of rock pads for basic dispersion: � 1. No more than %00 square feet of impervious surface(or 5,000 square feet of non-native pervious surface) may be drained to a sinQle rock pad. I �` 2. A "vegetated flo�4path segment"of at least�0 feet in leneth as illustrated in Fiaure C.2.4.0(p. C-541 must be a��ailable along the flo��-path that runoff«�ould follow upon dischar�e from the rock pad. � 200� Surfacc�kater De;ign A4anual—Appendix C I!24r'�00� � G49 SLCTIOT� C.� FLO�� COI�TROL t3�1P; 3. The pad ot�cni�heel rock shall be? feet wide by 3 feet lung by 6 inches dreP. 4. For purposes of maintaining adeyuate separation of flo��s discharged fi-om adjacent dispersion devices, the vegetated flowpath segmcnt for the rock pad must not overlap with other flowpath � segments,exccpt thosc associated��ith shect tlow irom a non-native pervious surface. C.2.4.4 USE OF GRAVEL FILLED TRENCHES FOR BASIC DISPERSION 1�'here disper�ion oi'cuneentrated ll��s through ?0 fect of vcictatiuu is not lcasible, sucl� as on a small or highly constrained site, a gravcl rlled trench(a(so called a dispersion trench)may be used to "unconccntrate" flo»�s. Dispersion trenches pro�-ide sumc sturage for runof�f�,promute infiltration, and spread concentrated flo�vs so that a shorter veaetatcd flowpath lenbtli can bc used at the trench outlet. This BNiP is mor� expensive than the simple dispersion systems described above,and must be carefulh- ronstructed to be effective. ��scs: Roofs, dri�re��ays, la�vns, pasturc, ctc. from��hich runoff is conccntratcd in a do��mspout, yard drain, pipc, drainagc tilc. ctr. Design Specifications Fi�ure C?.�1.B (p. C-�3) sho��s t��o t}�pcs of i�ispersion u-cnchcs that ma�� bc u>cd, a "simplc 10-luot trench"and a maximum "�0-foot trench ��ith notch board." "I�he �0-foot U�ench �vith notch board is furtl�er dctailed in Figure C.?.1.D(p. C-33). These�ravel tilled trcnches must mcet the follo��ine spccifications ti�r basic dispersion: 1. No more than 700 square feet of impervious surface(oi-5,000 square fcet of non-native pervious surface)may be drained to a simple ]0-foot dispersion U-ench. Up to 3,500 square feet of imper��ious �urface (or 2�,000 square feet of non-nati�-e pervious sw�face)may be drained to a 50-foot trench �vith notch board. Smaller leneths of trench with notch board may be used at a ratio of 10 feet of trcnch per 700 square feet of impervious surface (or 5,000 square feet of non-nativc pervious surface j. � '. A "vegetated flo�vpath segment" of at least 2� fcet in len�th must be available along the flo�vpath that runoff would follo�� upon dischar��e from a dispersion trench. This length must be incrcased to �0 teet if the discharge is to��-ard a steep slope ha�rrrd urca or a larrdslide lra<,ard area steeper than 15°��. _-�ll or a portion of the��egetated flo��path segment may bc ��ithin th� buffer for the steep slope/ra<,ard nrea or/undslide lra,-,ard area. _ . l�he simplc 10-ioot trench illustrated i�� Figure C.?.4.B �ntist be at least 2-feet �vide by 18-inches deep. The mazi►num 50-foot trench �vith notch board detailed in Fi�ure C.2.1.D must bc at least Z-feet �vide hy 24-inches deep. -1. .all trenches must be filled ��itl� '%a to 1�:'�-inch �rashed rock. �. ,�ll trenches must be placed at Ieast 10 feet from any building and must be parallel as possible to the contour of the ground. A setback of at least 5 feet must be maintained between any edge of a trench and the property line. ; (�. For purposes of maintaining adequate separation of flo��-s discharged fi-om adjacent dispersion i , d�vices, the outer edge of the �e�etated flo��-path segment for the dispersion trench must not overlap ; ��ith othcr flo��path segments, except those associated �4�ith sheet flow from a non-native pervious ; surface. ' ; ; , 1.'2�1.��00> �riU� j:irt;��r \V�,i�cr D.,i��;i �lanu;:l \��cn:1_-c C' C-�0 . C.�.4 B.�SIC DISP�RSIOT� � � C.2.4.5 USE OF SHEET FLO�'V FOR BASIC DISPERSION � Sheet f7o��, as a dispersion device,is the grading of a de��eloped surfacc(cither a strip of impervious � surfacc or a width of non-native pervious surface)as ncccied to avoid the concentration of�unoff bcfore , and aftcr discharge from the surface. Two types of shect {lot�-, one for impervious surface and one for pervious surfacc,are detailed in this scction. l;scs: Flat or modcratcly slopjn�surfaccs(<15%>slopc) such as drive��ays, sport couris,patios, roofs ��ithout guttcr�, la��-ns, pastures, etc.; or any situation ��here concentration of flo�vs can be avoidcd. Design Specifications for Impervious Surface Sheet Flow (Basic Dispersion} Fibure C.2.4.D (p. G�>) illustrates a typical use of sheet flow dispersion for impervious surface in accordance «�itl� the following specifieations: 1. The strip of impervious surface may be either roof(��ith no gutter)or pa�-ement. The edge of the tar�et impervious strip and the ground adjacent to or immediately bclo��the edge must be either level or sloped such that the direction of sheet flo��is perpendicular to the edge or no more than 45 deQrees from perpendicular. � '_ � 2-foot-��ide,4-to-6 inch-deep, strip of cnished rock or the extended base coursc of a road or drive��-ay must bc pro��ided at or below the ed�e of the impen ious strip to facilitate dispersal of , runoff. This requircment may be��-ai��ed for use of rei�erse sJope sideiralks'�and other impcil�ious �trips that are 10-feet wide or less. �. A "ve�etated flo«�path segment"of at least 10 feet in length must be available along the flowpath that nmoff«�ould follo��upon discharge from the strip of cn�shed rock. � -i. No more than a 20-foot-��-ide strip of impervious surface may be shect flo��-ed in this manner unless ' the length of vegetated flo�tpath segment is increased ]0 feet for each additional 20 feet of impervious surface ��idth or fraction thereof. _. For purposes of maintaining adequate separation of flo��s discharged from adjacent dispersion devices, the outer ed`�e of the vegetated flowpath segment for the strip of impervious surfacc must not ovcrlap �vith other flo«�path segments, except those associated �vith sheet flo�� from a non-native per�ious �urfacc. Design Specifications for Pervious Surface Sheet Flow (Basic Dispersion) The rtitioff from any�erv pernious strrface is considered disper�cd hy�heet f7o�� it the runoff is not concentrated b}�a manmade or natural conveyance system(e.�.,pipe,yard draia, drain tile,ditch.s�vale, etc.) within 25 fect of lcaving the�iex>per��inrrs sr�rfnce area or prior to lcavin�thc site or cntering a critical area buffer on the site. � C.2.�.6 ��IAINTEiVANCE I1�STRUCTIONS FOR BASIC DISPERSION I If the basic dispersion flo«�control BI�1P is proposed for a project, th�follo��-ing maintenance and i>}�eration insmictions must be recorded as an attachment to the required declaration of co�enant and ;�rant of eascment per Requirement 3 of Section C.1.3.3 (p. G18). The intent of thcse instructions is to �x�lain to future property owners, the pucpose of the BI�1P and ho��- it must be maintained and operated. I�liesc instructions are intended to be a minimum; DDES mav require additional instructions based on site- specific conditions. Also, as the County gains more exp�rience��ith tl�e maintenance and operation of these BV1Ps, future updatcs to the instructions urill be posted on King Counry's Surface YY'ater Desrgi� � ;1la,�a�a1«�ebsitc. � �� Reverse slope sidewalk is one that slopes away from rather than onto the roadway it abuts as required by County road standards. If this technique is proposed within Count;d right-of-�vay.a Road VarianrE:vill be required for its use. �Of�� S�.irGic� 1�'ater De,i«n Alanual—A��endi�C 1�?�200� - �, �f SECTIOt�C.= FL0�4'CO�"I�ROI E3�1P� � ❑ TEXT OF INSTRUCTIONS FOR BASIC DISPERSION Your property contains a stormwater management flow control 6fv1P (best management practicej calied "basic dispersion,"which was installed to mitigate the stormwater quantity and quality impacts of some or � " all of the impervious surfaces or non-native pervious surfaces on your property. Basic dispersion is a strategy for utilizing any available capacity of onsite vegetated areas to retain, absorb, and filter the runoff from developed surfaces. This flow control BMP has two primary components that must be maintained: (1) the devices that disperse runoff from the developed surfaces and (2)the vegetated area over which runoff is dispersed. Dispersion Devices The dispersion devices used on your property include the following as indicated on the flow control BMP site plan: ❑ splash blocks, ❑ rock pads, ❑ gravel filled trenches, ❑ sheet flow. The size, placement, composition, and downstream flowpaths of these devices as depicted by the flow control BMP site plan and design details must be maintained and may not be changed without written approval either from the King County Water and Land Resources Division or through a future development permit from King County. Dispersion devices must be inspected annually and after major storm events to identify and repair any physical defects. When native soil is exposed or erosion channels are present, the sources of the erosion or concentrated flow need to be identified and mitigated. Concentrated flow can be mitigated by leveling the edge of the pervious area and/or realigning or replenishing the rocks in the dispersion device, such as in rock pads and gravel filled trenches. Vegetated Flowpaths The vegetated area over evhich runoff is dispersed must be maintained in good condition free of bare spots and obstructions that�vould concentrate flows. . 1�IGURE C.2.d.A Tl'PIC_�L SPL:ISHBLOCti FOR 6:�S1C D[SPERSlO:�' house roof downspout serves up to 700 s.f. of roof 50'min. vegetated ' flow path splash block „i , � \downspout e�ension NTS splash block � F � 1124.'2005 "'00� Surface Water Design�9anual—Appendiz C GS? C?.a E3AS1C DISPERSIOti ` � , FIGliRE C.2.4.B T�'PICAL GftA�'EL-FILLED DISPERSIOti TRENCH FOR B:aSIC DISPERSION I � � �' d o 0 0 0° o °� level outlet a a a o00 �e i Q� d o D vd a Q o d ac Q p ° � oo _' i a � � 0 a a v � p�aq _� � v �°o o � °p�o 00 � � o � o Q _� oao , v, o oo �o a o � o 6„ flllfl a v ��d o De o 0 0 oo0d� � en _°O 4" perf pipe 0 0 0 -p v oa - p , doeo� ove°eo°o� �8��t111f1 ° �n o p oDa° � n no ° � � °° " �1I2"- 3I4"washed rock a oa o�oa�a`oa`� D Op �OQ O �vo� �� CDOO Q Q O p p C Oa��v4o �U p p 0 0 � 0 6 0 0 o n o b I+-24"m i n-►I I TRENCH X-SECTION NTS � slope - small catch basin or yard drain / 25-Foot Vegetated Fiowpath Segment : <_700 sq. ft. Simple 10-foot trench Type I CB >700 sq. ft. / - - 25-Foot Vegetated _:= Flowpath Segment _: Maximum 50-foot trench w/notch board (see Figure C.2.1.D, p. C-32) PLAN VIEW OF ROOF NTS �� U(1i Surf,i��t`:�t�r l��<i�n �tanusl �P��endiz C U2�3;'200� <-� C'-�3 J J a � � � 0 March 14, 2007 Jan Illian City of Renton 1055 S. Grady Way Renton, WA 98055 RE: West Coast Subdivision —OutFall Design SDA Project Number 108-002-04 Dear Jan: This storm drainage memorandum is an addition/revision to the West Coast Subdivision Drainage Report dated March 5, 2007. This addendum to the report summarizes and presents the revised outfall design for the proposed detention vaults and is intended to replace and supplement any reference in the report to 'dispersion trenches' for the vaults (including replacing Section 6 of Appendix A— Outfall Design. BACKGROUND FOR THE CHANGE In order to minimize the wetland buffer impacts (save trees, minimize disturbance and grading, etc.) we have been asked by the Wetland Biologist to review the vault outlet design. We propose to use stilling wells, an alternative outfall method as described in KCSWDM Section 4.2.2.1. The design calculations are attached. Let me know if you have any additional questions or need any additional information Regards, Site Development Associates, LLC Scott Mesic, P.E. �� Cc: Project File II Appendix B-Reference Material a � • � � . � � � � . F�,.,� —. . >,.. . �� i��'� �I��E 1 , �ji=��' � � �� M� -s,•'�( �.�1�■ � �� 1 •� -��,,,• .��.� � +y. � . � ��!' � � �� , ., �� .'�' �. � � , � �, �� , ��o i.� � �'a�►� �1�. ��.� � J ► �� . ��, f � . � . . ��..�.1E.�� ;E � . �-..... `, . » �.,. �� • - ��tr ,j;� �l� ;"� r��, �r_/..� ��; - ��-. � �' ��r.�� w1�'�� ,� � � �� .�� .�.:, � �� , � a , �� ' �r=� 'I►1�� ,� �; �! w1 i I1'�''� ,.I! � • �� !� � �� . � � . \ �IN,i� � �� I�.��D�-��\ / R� � � � _ � � �� . � � �� . �. �� ,.�, .,'��i�.y'�� ' ��,.��, •�� • �F fii�- �� / 1 / r7 � r_ ��:i�� .�� ,� � �� ;`ww\. �� 1 ��„��'�l,�� 1� , r �,_ �,..��..��,�!'�� ,s�� „ /.,,��.�..a ,,sa�' « . � �� »�e■_rtw��. �`'i,.. f �' � �� t � �� '�'�''�;��,:'�y��'�;�- �� a�� `�� 1��' �-�-�� r=,.- . � � �1� � �E,, -- � R �u�,�, .... �� r � � � � � � ��, � � ,, �\�e'\p�. � ��: � � �� ` � .,�� .1 ��+�.�l� ��, ��i�'� �i�:� �. � � , � � ��R�� ► � � �l�� _ i� ,� . -v� � . �,t� A!�\' \�� 1�,� �.�y, o ��,,,.�r''`�� \ �` �` 1 ��,��s� �� i=s�i A�'��.. �w�� `� ,�� '� . ��1� � � � � �� 1 , � � � �, , , ��i , ■� �� !� ', ��, .�� i �� ►!.�, . � r�. � ►�'�,�R �� - �. � � ,��►�� ` � � �� -: t. � � -�:�`w�� . �.. � � �. M �1� r, �� . � . �.� �� . ��r�,. I� , ,,� - . � I�� '�� '� ., � . • .s��4 ?�� r�_� ,. � _ ��, - ._.. ��i�`� � ,�- � -I{�1.;[ � � 1 I � ��.� I� !.�� 1�� a �,,� ,�� ,� / ,�a �� i ,� � ... �.� � = wi��I� ��1�1 1,.. . ��, / , . , , . . . . . . �r� ,� ,�'� �� . • . . . ��;. � � � � ��r � . � ..,�_ 6.4.1 �i'ETPONDS—BASIC AND LARGE—METNODS OFANALYSIS FIGURE 6.4.1.A PRECIPTTATION FOR MEAN ANNUAL STORM IN INCHES (FEET� ST 1.G/ � 1 2 ST 1.0 LA p,g LA, 0.9 I.A 1.0 ST 1.1 � 4 \-ti, ,f - - q ..��. �.,. ,� �•- � � - -- r � V j -�-::_ " _ _: r �. : �� •� � r 1 - ! p� . 1. � � � � � / I -- �^ • � . \� �_ .c_ . r � I �� ( -- . � .; � �// � / s � h ....:7 �� . f .I�� , ( '��--+� \\ ��: �'`. I � �' / s �, "'-� : ' r-\� �� . ..k� ._ 'i � . .�1_.� 't. � J.��1 ,�: n '��r/�; J u/ ? �,�/ I � Y � ••` �.,�,7 �' Q - � � 1� I ��F�' I_.' I `,. \ +^ � � .v.._ d ' � � � �-._ I / � 1 ;�� '.� � : I �:��/ a � �,� -y s�. �'�'-= _,�. . ,; �i .; �l �j� ,�� a / \�-._ 1 -' . et so:c� ,� � ' � �' � , � ' � � I '�� ;,`L� ` f � ",-. ��1. ,� \,-' `� .:.. �_`�� .��' ` _- .'.. . �. :i �� 1''� � � ----�- �'�� l, _ � � � � �- `,.� ,' � �1�, ��' �:�I . / i = .�i ��1�� .: _ , r `,., �; �� _ : \ _- __.'�' \ � `t, � ` � ,,. _ -' �.i-- �- . � �-� � ,,� \ `��i � � /. ..: \ �'`3 - �-::— !i. . � i '� � � .�� -- '�,\ . ��r � :, ( �� ^_ t ; .� ._.. ' '. /� f , ' -_. I � � � � � / \ � {� '�p . � � � � _ —� �� ,�_ —" � e a l;-� �� - �� i- �i � �� =. � _�' - �� -_ ' �_ �� ': � I � a�:e: , \ �� / . Soac2 ' - �� =1 � `�I �1 ;C __ - _/� . - � -.J �.ti '� �' ..- '.\ �ti ` � — � — � � �, , , _ }^ �., - ,� D.- .- j'�--�� /. 0.54' `Oa� /� j .._ a—'�- _ ;� � �• � �,; .�� (0. 045� ) � �� . _-- '� � i `'_ ,._... .��..� V.:---. 0.47" 0 � (a.039' ) <, � , ,\ � ='. _=� Incorporated Area � - --- '�c� River/Lake G.4?° �.� ` � — Major Road t 0.0 3 9' ) Q.5 2" �"�-- ' �'`-�." (0_043 , l �� O.ES:, �` NOTE:Areas east of the eastemmost isopluviai shouid use 0.65 0.5 6" (0.0 5 4` ; inches unless rainfall data is available iorthe location of interest (0.047 ' ) Z�The mean annuai stortn is a conceptual stortn found by dividing the annual predpilalion by ihe total number of storm evenis per year result,generates large amounts of runoff. For this application, till soil types include Buckley and �, bedrock soils, and alluvial and ounvash soils that have a seasonally hi�h water table or are underlain at I a shallow depth (less than� feet) by jlacial till. U.S. Soil Conservation Service(SCS)hydrol�gic soil � groups that are classified as till soils include a few B, most C, and all D soils. See Chapter 3 for _- classification of specific SCS soil types. 1998 Surface Water Design bianual 9/1/98 6-69 � � ■� O � ■ N DESCRIPTIONS 0[' 'IHE SOILS 'I'his section describes the soil series and map- Alderwood soils are used for timber, pasture, ping units in the King County Area. Each soil berries, row crops, and urban development. The�= series is described and then 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 that what is stated Alderwood gravelly sandy loam, 6 to 15 ercer� about the soil series holds true for the mapping slopes AgC .--This soil is rolling. Areas are', units in that seri•es. Thus, to get full information irregular in shape and range from 10 to about 6G.. 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 Alderwood gravelly; description of the soil series to which it belongs. sandy loam, 6 to 15 percent slopes, in woodland,; An important part of the description of each 450 feet east and 1,300 feet south of the north soil series is the soil profile, that is, the quarter corner of sec. 15, T. 24 N., R. 6 E. : sequence of layers from the surface downward to rock or other underlying material. Each series A1--0 to 2 inches, very dark bro�+m (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 strue, The second, detailed and in technical terms, is for ture; slightly hard, friable, nonsticky, ': scientists, engineers, and others who need to make nonplastic; many roots; strongly acid; thorough and precise studies of soils. Unless it abrupt, wavy boundary. 1 to 3 inches thic:; is otherwise stated, the colors given in the B2--2 to 12 inches, dark-brown (lOYR 4/3) gravel; descriptions are those of a moist soil. sandy loam, brown (lOYR S/3) dry; moderate= As mentioned in the section "Fiow This Survey Was mediwn, subangular blocky structure; slig}� Made," not all mapping units are members of a soil hard, friable, nonsticky, nonplastic; manv:: series. Urban land, for example, does not belong roots; strongly acid; clear, wavy boundary; to a soil series, but nevertheless, is listed in 9 to 14 inches thick. ' alphabetic order along with the soil series. B3--12 to 27 inches, grayish-brown (2.SY 5/2) Following the name of each mapping unit is a gravelly sandy loam, light gray (2.5Y 7/2), symbol in parentheses. T}iis symbol identifies the dry; many, mediinn, distinct mottles of lig mapping unit on the detailed soil map. Listed at olive brown (2.5Y 5/6); hard, friable, non the end of each description of a mapping unit is the sticky, nonplastic; many roots; mediwn acis capability unit and woodland group in which the abrupt, wavy boundary. 12 to 23 inches th; mapping unit 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 weak2y to strongly consolidated till, lighr capability unit can be found by referring to the gray (2.SY 7/2) dry; common, medium, distir "Guide to Alapping Units" at the back of this survey. mottles of light olive brown and yellowish The acreage and proportionate extent of each brown (2_SY 5/6 and lOYR S/6) ; massi�e; ro' mapping unit are shown in table 1. Many of the roots; medium acid. Piany feet thick. terms used in describing soils can be found in the Glossary at the end of this survey, and more de- The A horizon ranges from very dark brown tol tailed information about the terminology and methods dark brown. The B horizon is dark brown, grayis! � of soil mapping can be obtained from the Soil Survey brown, and dark yellowish brown. The consolidat� Manual (19) . C horizon, at a depth of Z4 to 40 inches, is mosd — grayish brown mottled with yellowish brown. So;� Alderwood Series layers in the C horizon slake in water. In a fei areas, there is a thin, gray or grayish-brown A2 'I1ie Alderwood series is made up of moderately horizon. In most areas, this horizon has been well drained soils that have a weakly consolidated destroyed through logging operations. � to stmngly consolidated substratwn at a depth of Soils included with this soil in mapping make: 24 to 40 inches. These soils are on uplands. They no more than 30 percent of the total acreage. S� I formed under conifers, in glacial deposits. Slopes areas are up to 3 percent the poorly drained Norr �, are 0 to 70 percent. The annuai precipitation is Bellingham, Seattle, 'h.ikwila, and Shalcar soils; 35 to 60 inches, most of which is rainfall, between some are up to 5 percent the very gravelly Everet ' October and May. The mean annual air temperature is and Neilton soils; and some are up to 15 percent _ about SO° F. The frost-free season is 150 to 200 Alderwood soils that have slopes more gentle or days. Elevation ranges from 100 to 800 feet. steeper than 6 to 15 percent. Some areas in Nes,•• In a representative profile, the surface layer castle Hills are 25 percent Beausite soils, some and subsoil are very dark brown, dark-brown, and northeast of Duvall are as much as 25 percent Ov� grayish-brown gravelly sandy loam about 27 inches soils, and some in the vicinity of Dash Point an thick. The substratum is grayish-brown, weakly 10 percent Indianola and Kitsap soils. Also " consolidated to strongly consolidated glacial till included are small areas of Alderwood soils that that extends to a depth of 60 inches and more. have a gravelly loam surface layer and subsoil. i 8 Permeability is moderately rapid in the surface Arents, Alderwood Material layer and subsoil and very slow in the substratum. Roots penetrate easily to the consolidated substra- tum where they tend to mat on the surface. Some Arents, Alderwood material consists of Ala roots enter the substratwn through cracks. Water soils that have been so disturbed through urb; � moves on top of the substratum in winter. Available ization that they no longer can be classified water capacity is low. Runoff is slow to medium, the Alderwood series. These soils, however, i' and the hazard of erosion is moderate, many similar features. The upper part of the This soil is used for timber, pasture, berries, to a depth of 20 to 40 inches, is brown to da. and row crops, and for urban development. Capability brown gravelly sandy loam. Below this is a g unit IVe-2; woodland group 3d1. brown, consolidated and impervious substratum Alderwood gravelly sandy loam, 0 to 6 percent Slopes generally range from 0 to 15 percent. slopes (AgB) .--This soil is nearly level and T7iese soils are used for urban development undulating. It is similar to Aldenaood gravelly sandy loam, 6 to 15 percent slopes, but in places its surface layer is 2 to 3 inches thicker. Areas �'ents, Alderwood material, 0 to 6 percent are irregular in shape and range from 10 acres to ��B).--In many areas this soil is level, as ; slightly more than 600 acres in size. result of shaping during construction for urbt Some areas are as much as 15 percent included facilities. Areas are rectangular in shape � Norma, Bellingham, Tukwila, and Shalcar soils, all range from 5 acres to about 400 acres in size; of which are poorly drained; and some areas in the Representative profile of Arents, Alderwoa . vicinity of Enwnclaw are as much as 10 percent �aterial, 0 to 6 percent slopes, in an urbant Buckley soils. 1,300 feet west and 350 feet south of the nor! - Runoff is slow, and the erosion hazard is corner of sec. 23, T. 25 N., R. 5 E. : slight. 0 to 26 inches, dark-brown (lOYR 4/3) gra�elli This Alderwood soil is used for timber, pasture, sandy loam, pale brown (lOYR 6/3) dry; benies, and row crops, and for urban development. massive; slightly hard, very friable, nc Capability unit IVe-2; woodland group 3d2. sticky, nonplastic; many roots; mediumf Alderwood gravelly sandy loam, 15 to 30 percent abrupt, smooth boundary. 23 to 29 inchE slopes (AgD) .--Depth to the substratum in is soil thick. varies within short distances, but is commonly 26 to 60 inches, grayish-brown (2.5Y 5/2) saeat. about 40 inches. Areas are elongated and range consolidated to strongly consolidated g; from 7 to about 250 acres in size. till, light brownish gray (2.SY 6/2) dr� Soils included with this soil in mapping make common, mediwn, prominent mottles of yel up no more than 30 percent of the total acreage. bro�an (lOYR 5/6) moist; massive; no roct Some areas are up to 25 percent Everett soils that medium acid. hiany feet thick. have slopes of 15 to 30 percent, and some areas are up to 2 percent Bellingham, Norma, and Seattle soils, The upper, very friable part of the soil eF which are in depressions. Some areas, especially to a depth of 20 to 40 inches and ranges from on Squak Mountain, in Newcastle Hills, and north of grayish brown to dark yellowish brown. Tiger Mountain, are 25 percent Beausite and Q�all Some areas are up to 30 percent included st soils. Beausite soils are underlain by sandstone, that are similar to this soil material, but e; and Ovall soils by andesite. shallower or deeper over the compact substrat. Runoff is medium, and the erosion hazard is and some areas are 5 to 10 percent very gravel severe. The slippage potential is moderate. Everett soils and sandy Indianola soils. This Alderwood soil is used mostly for timber. This Arents, Aldenvood soil is moderately � Some areas on the lower parts of slopes are used drained. Permeability in the upper, disturbe�. for pasture. Capability unit VIe-2; woodland group material is moderately rapid to moderately sle 3d1. depending on its compaction during constructic The substratum is very slowly permeable. Root AldeYwood and Kitsap soils, very steep (AI:F) .-- penetrate to and tend to mat on the surface of< This mapping unit is about 50 percent Alderwood consolidated substratum. Some roots enter the - gravelly sandy loam and 25 percent Kitsap silt substratwn through cracks. Water moves on tog loam. Slopes are 25 to 70 percent. Distribution �e substratum in winter. Available water cap of the soils varies greatly within short distances. is low. Runoff is slow, and the erosion hazar About 15 percent of some mapped areas is an slight. included, unnamed, very deep, moderately coarse �is soil is used for urban development. ( textured soil; and about 10 percent o£ 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, Alderwood material, 6 to 15 percent very severe. The slippage potential is severe. slopes (AmC) .--This soil has convex slopes. �t These soils are used for timber. Capability are rectangular in shape and range from 10 acn unit VIIe-1; woodland group 2d1. about 450 acres in size. 10 gravelly coarse sand to very gravelly loamy sand. the presence ot a consolidatea subsLraLum aL a uel�� Depth to the IIC horizon ranges from 18 to 36 of 7 to 20 feet. This substratum is the same mate- inches. rial as that in the Alderwood soils. Some areas are up to 5 percent included Alderwood Some areas are up to 5 percent included Norma, soils, on the more rolling and undulating parts of Seattle, and 'hikwila soils, all of which are poorly the landscape; some are about 5 percent the deep, drained. sandy lndianola soils; and some are up to 25 percent Runoff is slow to medium, and the erosion hazard Neilton very gravelly loamy sands. Also included is slight to moderate. in mapping are areas where consolidated glacial till, Most of the acreage is used for timber. Capabil which characteristicaily underlies Alderwood soils, ity unit VIs-i; woodland group 3f3. is at a depth of 5 to 15 feet. Permeability is rapid. The effective rooting depth is 60 inches or more. Available water capac- Indianola Series ity is low. Runoff is sloia, and the erosion hazard is slight. The Indianola series is made up of somewhat '19iis soil is used for timber and pasture and for excessively drained soils that formed under conifer urban development. Capability unit IVs-1; woodland in san�y, recessional, stratified glacial drift. group 3f3. These undulating, rolling, and hummocky soils are o terraces. Slopes are 0 to 30 percent. The annual Everett gravelly sandy loam, 5 to 15 percent precipitation is 30 to 55 inches, and the mean slopes (EvC) .--This soil is rolling. Areas are annual air temperature is about 50° F. The frost- irregular in shape, have a convex surface, and range free season is 150 to 210 days. Elevation ranges from 25 acres to more than 200 acres in size. Run- from about sea level to 1,000 feet. off is slow to medium, and the erosion hazard is In a representative profile, the upper 30 inches slight to moderate. is brown, dark yellowish-brown, and light olive- Soils included with this soil in mapping make up brown loamy fine sand. This is underlain by olive no more than 25 percent of the total acreage. Some sand that extends to a depth of 60 inches or more - areas are up to S percent Alderwood soils, which (pl. I, right) . overlie consolidated glacial till; some are up to Indianola soils are used for timber and for urba 20 percent Neilton very gravelly loamy sand; and development. some are about 15 percent inciuded areas of Everett soils where slopes are more gentle than 5 percent Indianola loamy fine sand, 4 to 15 percent slope and where they are steeper than 15 percent. (InC) .--This undulating and rolling soil has convex 'Ihis Everett soil is used for timber and pasture slopes. It is near the edges of upland terraces. and for urban development. Capability unit VIs-1; Areas range from 5 to more than 100 acres in size. woodland group 3f3. Representative profile of Indianola loamy fine sand, 4 to 15 percent slopes, in forest, 1,000 f eet Everett graveily sandy loam, 15 to 30 percent west and 900 feet south of the northeast corner of slopes (EvD) .--This soil occurs as long, narrow sec. 32, T. 25 N., Ii. 6 E. : _ areas, mostly along drainageways or on short slopes _ !, between terrace benches. It is similar to Everett 01--3/4 inch to 0, leaf litter. I gravelly sandy loam, 0 to 5 percent slopes, but in B21ir--0 to 6 inches, browr► (lOYR 4/3) loamy fine most places is stonier and more gravelly. sand, brown (lOYR 5/3) dry; massive; soft, Soils included with this soil in mapping make up very friable, nonsticky, nonplastic; many no more than 30 percent of the total acreage. Some roots; slightly acid; clear, smooth botmdary. areas are up to 10 percent Alderwood soils, iahich . 4 to 8 inches thick. overlie consolidated glacial till; some are up to 5 B22ir--6 to 15 inches, dark yellowish-brown (lOYR percent the deep, sandy Indianola soils; some are 4/4) loamy fine sand, brown (lOYR 5/3) dry; up to 10 percent Neilton very gravelly loamy sand; massive; soft, very friable, nonsticky, non- and some are about 15 percent included areas of plastic; common roots; slightly acid; clear, Everett soils where slopes are less than 15 percent. smooth boundary. 6 to 15 inches thick. ' Runoff is medium to rapid, and the erosion hazard C1--15 to 30 inches, light olive-brown (2.5Y 5/4) — is moderate to severe. loamy fine sand, yeilowish brown (lOYR 6/4) ' hfost of the acreage is used for timber. Capa- dry; massive; soft, very friabie, nonsticky, bility unit VIe-1; woodland group 3f2. nonplastic; common roots; slightly acid; gradual, smooth boundary. 12 to 17 inches Everett-Alderwood graveliy sandy loams, 6 to 15 thick. percent slopes (EwC) .--This tnapping unit is about C2--30 to 60 inches, olive (SY 5/4) sand, light equal parts Everett and Alderwood soils. The soils brownish gray (2.5Y 6/2) dry; single grain; are rolling. Slopes are dominantly 6 to 10 percent, loose, nonsticky, nonplastic; few roots; but range from gentle to steep, Most areas are slightly acid. Many feet thick. irregular in shape and range from 15 to 100 acres or more in size. In areas classified as Everett There is a thin, very dark brown A1 horizon at soils, field examination and geologic maps indicate the surface in some places. The B horizon ranges 16 LL`and grass on valley floors in the vicinity of North Everett Series �Be;:d. Slopes are 0 to 3 percent. The annual pre- �';,cipitation is 70 to 80 inches, and the mean annual The Everett series is made up of soroewhat exces- _temperature is about S0� F. The frost-free season sively drained soils that are underlain by very °',is about 150 days. Elevation ranges from 400 to 500 gravelly sand at a depth of 18 to 36 inches. These feet. soils formed in very gravelly glacial outwash de- i In a representative profile, the surface layer is posits, under conifers. They are on terraces and ` very dark grayish-brown to dark grayish-brown fine terrace fronts and are gently undulating and mod- .�sandy loam that extends to a depth of about 34 erately steep. Slopes are 0 to 30 percent. The ,:�inches. The underlying layers are black gravelly annual precipitation is 35 to 60 inches, and the r,;,;'-�'sand and gravelly sandy loam that extend to a deptti mean annual air temperature is about 50° F. The 3'`=� c� b0 inches or more. frost-free season ranges from 150 to 200 days. �..__ �`''':` Edgewick soils are used for gasture. Elevation ranges from about sea level to 500 feet. � In a representative profile, the surface layer �' Edgewick fine sandy loam (Ed) .--This soil is and subsoil are black to brown, gravelly to very ''''�- slightly convex or level. Areas are irregular in gravelly sandy loam.about 32 inches thick. The "'shape and range from 5 acres to more than 300 acres substratum ex�ends to a depth of 60 inches or more. �:`:in size. Slope is less than 3 percent. It is multicolored black to gray very gravelly sand _� Representative profile of Edgewick fine sandy (pl. I, left) . �`•loam, in pasture, 1,430 feet east and 1,000 feet Everett soils are used for timber and �asture and �.:=;"`" south of the west quarter corner of sec. 15, T. 23 for urban development. ''�' '�., R. 8 E. yd: - . � A 0 to 9 inches, very dark grayish-brown (lOYR Everett gravelly sandy loam, 0 to S percent � P-- slopes (EvB).--This nearly level to very gently �;'�:>` 3/2) fine sandy loam, grayish broti+m (lOYR undulating soil is on terraces. Areas are irregular 5/2) dry; weak, fine, granular structure; in shape and range from 5 acres to more than 200 slightiy hard, very friable, nonsticky, non- • acres in size. plastic; many roots; strongly acid; abrupt, Representative profile of Everett gravelly sandy _ � smooth boundary. 8 to 11 inches thick. loam, 0 to S percent slopes, in forest, 450 feet ��, C1--9 to 34 inches, dark grayish-brown (2.5Y A/2) , -�'st and 250 feet north of the southeast corner of y�r : and olive—brown (2.5Y 4/4) fine sandy loam, sec. 30, T. 22 N., R. 7 E. - ��-' grayish brown (2.5Y 5/2) dry; massive; soft, � p_:,; _ � '` very friable, nonsticky, nonplastic; common ;h::,,` ��:; roots; medium acid; abrupt, smooth boundary. 01--1 to 3/4 inch, undecomposed roots, twigs, and � 24 to 30 inches thick. moss; abundant roots. 1 to 2 inches thick. ; :IC2--34 to 60 inches, black (5Y 2/2), stratified 02--3/4 inch to 0, black (lOYR 2/1) ,decomposed ;r; . organic matter; abundant roots. 3/4 of an inch �;,, gravelly sand and gravelly sandy loam; grayish � brown (2.5Y 5/2) dry; massive; soft, very to 1 1/2 inches thick. I '� friable, nonsticky, nonplastic; neutral. A1--0 to 1 1/2 inches, black (lOYR 2/1) sandy loam, gray (lOYR 5/1) dry; massive; soft, very fri- � The C horizon ran es from dark ra ish brown to able, nonsticky, nonplastic; many roots; �:...: g g y slightly acid; abrupt, distinct boundary. 0 �:='::;_ olive brown. The c�ntent of gravel is as rauch as to 1 1/2 inches thick. �}�,' 10 percent in places in the A horizon and the C1 g2ir--1 1/2 to 17 inches, dark-brown (7.5YR 3/4) ` horizon. The IIC horizon, at a depth below 32 to �x gravelly sandy loam, yellowish brown (lOYR �a., 40 inches, ranges from dark grayish brown to black ' ` 2ad from stratified sand to fine sandy loam that has 5/4) dry; massive; soft, very friable, non- `��,� ravel in some laces. sticky, nonplastic; many roots; slightly acid; �:.: � P clear, smooth boundary. 10 to 18 inches thick. ry,j ; Soils included with this soil in mapping make g3--17 to 32 inches, brown (lOYR 4/3) very gravelly up no more than 15 percent of the total acreage. sand loam ale brown lOYR 6 3 dr massive• �., 5ome areas are up to 10 percent Nooksack and Si y ' P � � � Y' ' � . soils; some are up to 5 percent Pilchuck soils, soft, �ery friable, nonsticky, nonplastic; �� many roots; medium acid; clear, wavy boundary. e•��;.- which occupy the natural levees along streams and g to 18 inches thick. ��,, the higher swells and undulations; some areas are IIC--32 to 60 inches, black and dark grayish-brown � up to Z percent the poorly drained Puget soils; and (lOYR 2/1 and 4/2) very gravelly coarse sand, -�>;>; some are 1 percent the poorly drained Seattle soils. ra ra ish brokm and brown (lOYR 5/1 and �.;: S Y, g Y , z- Permeability is moderately rapid. The effective �=;�, S/3) dry; single grain; loose, nonsticky, i��;;; rooting depth is restricted by the gravelly sand nonplastic• feta roots; medium acid. �'==� substratum. There is a seasonal high water table ' �� at a depth of 3 to 4 feet. Available water capacity ��;., The A horizon ranges from black to dark gray. � �`Y,�.,•: is moderately high. Runoff is slow, and the erosion The Bir horizon ranges from dark brown and brown to ;'=? hazard is slight. The hazard of stream overflow is � -� dark yellowish brown and the 83 horizon from brown �;:�. ��v,z moderate to severe. to dark brown. The IIC horizon ranges from black �;,�. This soil is used for pasture. Capability unit and very dark brown to olive brown, and from very �:: IIIw-l; woodland group 201. �'�: �:. "' 468-266 O-73-2 15 a5: • V;. t;: .f-e<_ � �� a � 0 0 _ � . � , ; - ` , U u.. � i �� Z l:J F- � =1 U /1F'PROXIMATE SCl�I F IN F'tE i CITY OF REN'I'ON 500 �� o�� 530088 _— -- —�_�_—---� ! ,. j ~ � (�� — -- �, souTHEnsr ��iH s��_�T �illlllllll�lll� NATIONAL FLOOD INSURANCE PROGRAM !IW 1W .i I,- - _ --- �� i � � � w FIRM �� g j'';'i ,�� flOOD INSURANCE RATE MAP i � I',II ��'�I KING COUN`iY, I '� � �' 'Ui WASHINGTON AND ' ' '�j�,�!i li INCORPOIZATFD AR,EAS rzssrFi s,riE�r ,,I ��, � � �� I �I��,I�,II �� PANEL 982 Of 1725 �I �IIIIII I ��I�� -EE M4P INbF% i QH Vl�1.FL5 N7T PR.NTCf)I � II'' I �li GO 0.1Ne. �- I I COMMUNiiY NUM6EP PANEI SUffiX cn - a w Kltifi[OUNTv. T I.NNC0111'OIIP�f�a�145 'aDOn YJN F � I I 9lN1pN.CITY p1' '.IRtlM UN] � __, �i i� n SOIITHFAST 129TH � � PI ACE II ll',' I I��I � i � i� MAP NUMBER � i I �� 53033C0982 F �, Z 'II I - � h l%�"�,. MAP REYISED: w �/,°" ,��,�;\ MAY 16,1995 � P; ��.,1 n�� ;OUZHEAST ��`C��:J � I�R`�J-,: `_�:. _ ),�?/�� i STREET ^ I Federal Emcrgcncy Management Agcncy I i � — — J � i�i Thls Is an olficial copy of a portion of the abo�.e referenced tlood map. It i ' was extracted ueinp F-MITOn-Line. This map doee not rellect chanqea or amendments which may have been made subscquent to the date on the title block. For the latest product info�mation about National Flood Insurance Progrem Ilood maps check the FEMA Flood Map Store at www.mscfema.gov � � ■� y � m � � 4� � � H _ � O 0 . d' ��..��.. ,.• .. .. .� .. �. ,. .. .. .. .. .. .. .. .. . ..�-"-�h�.IHOPtISN COt/t,'Y .. . • , 4 .. . ' � .. . t .. � ^,...�� - . _ .\ KING COUYiY L� � _ � .- �,^,'-� ',. � - ' _. F;�. � �� .."':� �' � Eake�5ammamish/ `�.� �.. .. .. . .� Skykom�slil5noqualmie :- � � � � n,� - � _.. . Ncrth Pu�Pt �..�,.� �� ` ..� .- Sam�n amish R�vr:t. - . . (Snofiomish}6�ver �. . . . . 7 :� pvnti". -1 `.; � , Sourtd -t``.}� .r �' � . ' ' ,. 11Vaterstred. . v- �:� . Watershed . . �` . .. � . , -`t � ( G �. Dramaqes �.{.►�� -.l 1 1,., � .- . � , . ara, ',i . j Y! ! ,r : � - ,r-_.- � -- - _ __ _ - � , . 1 , 1 a - ` ) . � �r � ; f-i,� � �r j �� \ �� , ` . � �--�--�� 1 ' ia�<� _ -_ -' _y,-J"~ ../ ---7- � .,.-.--� ' 1 1 ��r J�r _. � -t ! �-��i ,f� T'a ��-'" r � � . �„ . _ � \\ ' , < * � . - . ... . .. � . .,� r.i( .-. n +t . .. { `i ii L/� .. .. ... �t ti� ✓ l �-.�d._ _S. � f� . �� _�,!� .: , � � -. .. . } • } , .� - . . .; . ...... ._ .e� < ,� f '� .. ,- ' ' '.'_ '. ��.�.. c:�U- ._. : -" .1�."� {/1 • 4 � �� - . _—'—. . 1 • I� �.--� � . . _ �� . � � ; ; �. �� ,,�: � �� ;' . s� �-- --�. .. - - ----- - _ ,-�_ ...-- � . . _ � _ ---___ � . . J __ .. _ , '; � � ti k � � _ � . r: ti �'� " � � � 1 � ... � : �).�. � - r.%' . . � � - ` .--�,-`.-,.. . ... . `) , �,� `�,��.�� \'�� v. ( � .(� ' . � 4 � ' /�', �f � . .. �._ . O J _� � Cii%+--t.. � . :- f �� F�&Tr.�a C�`i � . -�� , , . �✓ . �.� - � i �. . , , � �� '';- � \ �� . � . � , � 1 � __ _ ;`� f;r: � i t - _.� _ ' . t l� .. .. . :"i '�". ` �,`� - _ �.e %- ...-e . . . ;� : �\� '� � . � .r . �_. �. '': � ) o � .. ` ._.. �- � � -��(` ^-y � �. � �' � /��> r(� ('� \} - .. tti ��,\ ,. � f v `i :> `� j �. ..n.t�;MIsJ� . ..:� C ,.-,.�4\�_f r:` a �(' �], .. � � ` . _ � 7 r .1 5��:,. ' 13 r� � � , C� � d�.-`_—'--�� `r�� ;5, ��} * t �'�� _-. � � r� ? �� '`� � r � . � � __.__- -_.: � \ E�.. •��. _ ` \ � ' ., i :�� \ `�\ .,� .`"� � � '_ . ' �� - ' �`k�'. � 3 ``. , °� 1 r�'�- ~��`7..-.: `��. �.ha �� .�. � �, a.= :��'. } ` {� - - � , � - \r.� _ r {y� ` j}�,\ ��\ ! j�, �� ` - f � � . , �\ ��. ; L"�-,�.•-� � N 1` 1+ e� � � Y -- �. �� _ , ��'�_ ; . . `� r r �- � _ ' ��_ �,�`rt��'` ; � Y.��-�>--�-�-� �� .. ��` r� ��s�� /�j � j� �� 4�rA 'l�`1 � �� . _ t , �' v�, � l � . . 4� � .r t - I � t � /' � � —`"j . � \ L + 1.�_ ... � J 1!'-.i�. ! . , . t � i �� :�- �� 1�•� �,- �, - - _.-- . � . +'' �r � i_. `\.e. � � -� � -- / ` � �� `.�.t .k� '��.� < i i. �`� .� ` V_ - - � � . `'�\ - .� `�� . ; � �, � SOUIFt�f�9 d� �. -- ' . Y.�� -,' . . � � � Dt�n�i ges - �1.� � � S . ��-� � '��1.ti`�t i'= Q O . --�`" ' � 1 l -- : , _! � , -�—�-— �.�� ../'. , � _ � =` ;: , �' U , . t ; � �__ , �'�-� � �, . 1 ,�3astrm.; `� t \( '�` J- — iz4and�.� ( �,� � � + .� Dreiaages. �:` _� - _ _ ,_ J . 1 � ,, � � _i/, _ � �� _ �,� i � :=�-- \�\G ��-Q t' � JJi� �% � T , � * ��`,- .� -�' , D1'�--�-_f'`\f / � � _ -r-. -. -- -. i . .. - �'^. .. �'� � . !H d / _��--rl\� ��.-.:- (� j � ` :`� i J_-" 'i_Y1�3-` e�. . S. � � �/-� �� 4]a u�� . � ` a-• � . , / \ �"'-�`•'t `� f- J Island ,r -.` - 4 S ' . � / _- _ 1 .' � ( � % � ..� � .._ ) : - � _ 2 n�3cHflt9i'Jlt, -�..` . ." _ . . j �dK i� ; r� . ' , - _ . L<��farRiaer �.` , .. -[ J,�J r i�'t � � .. � . �P'atershed �� .. r� � � r �- ,,,� : _ �"��., . � A ,.�,. t �1}r''� .. �. ��-'r"`�, �.�' � .� ,i ) �F,h P I �; .:..§ 5 : y'a\ ; } a � f _ � 7 . _... i i i J S 0 !I I'(� i .,.. 1 -- � �---� i — - - .. - . � , �. � � - `; '� - - - C : �� : � �ly�.- � ( .l� �. `J~ - . - -. _. — --,.. "\ . . '/J {'7 / J � �� \ \L� - . .. .,� �� i r� .:` � :. t . �. . - �' � _ _ � � , : � �� .� . � . . j � '\�.� ' 1 > � 1 �� \ - - ��i � :, � �• �.\� -."ti' v��t'\ \�` � . , , �. . _ ��. .1'�� ' r� � J ' _ �' ' �-��• - _ _ \� � ..1 ,�: � Q� . ti. `� ''Y.r 4 . , � �� /� �� '� ��. - ` r . y -� - � . t ._ T . � - ', .J �' � . , , _ ` ` -' .;. -^. � (``. � n..:: � . _., . �` 't� � � ,� � i --'_•s��'-'. C_�' L r.�.-1;,`_ /," . �L._. ' t� . ]�'""`�_�""� _. . '�T_� y , . �� ( ' � S KiNGCOl1N7Y- � � / �-' � • ` " „� .. .. ' .. -� .: ., :.�.. �:��Z [frw(ii fltik'.. ". 1 PICRCE COUNTY� � � '.� , ..a. � �- �� , t�. RI�iEf L{��l`f` ` ..� . •� � �--..�-'� - "..,.�� ,j' . "`, King County � _ � . _. � �... f _ Vllater Features �. �.. �, F �..��U€� ~�-�--.--� __�_ _-._�_�__ .-. � �,�=--- - �� - ��. . .--�. � � .�,,.- " `�1/atershed Boundary - , '�,' . ` '. V . � � ,,�-, � .`„, �-.. ` .� .- � _ _ __.r��___�._ 1 `>. Basin Boundary - � � / .`� �� .. R��r �' .� .. 0 E b'�1iles Strcam �� `,r.,,.',� April 2000 nn��a�:<�� I � "-- � i�k;? ��I ��.�� (,p p�p y Produced by: GIS e:�isual Commumcet.ons Unif, � �� .��Department of Naturai Resources Depanmem of Nab�ral R^sources �nCOr�70'8(��i] Ar��3 � _ File Name: OOOakcWA?ERteatu-es L1�� ._. ,_, _. . id.,,�, - _ y .. . . _ . _. , �! �' �� , � : ' '� � � • ;� � , ,�s . _.�„�, ,,,�.um�,.�, ,�.,�.�,.,,,,,,,� � � � � � � �� , , � � � : � . � � � � � � � � � � �� .��. ,a..,.,.,�,��m,�..�.:� ....�' �� ? � ,�. ��—._'� - �� _ �, �, ma,a�� ,;•�� k..�� ,,,. � y A� � � ,°��a �� r-,h ''hTY . �., . _' :�"'�. -��+ � � •.M.7 �,�� '4�4-.'�. �' � � ..� �.� I .�,.�a ... � � . .... ,��%.i, � : _ �� , �,.,,,.��,�.�.��.��:;� �� .,P �,.� � ��,�.��, , � Val {ey Frwy : '. � ,,�,��, ,.,�� . �� ,v p n��,. � ' �<;;.� � _ �,. '� � , .....�_ '"'�. � „,�� , �,��-'' „�r'�r',a�"?�r . . . �� f-�v e S E �� ,�� ,., . .,�,�t ��'� �q �rt< < Blp ,.��'I � rr1�811��` �! R�IEP��.' � ^�-1 � "�'� � .m„ , � ��I,� 'Ib��" . :�.,�. +I�X�n , � � A'!.N�'�'� m N M� I ,. I R�l '� � ,k �� +��rr'� � . ' � ' ,w s� :� ..—'� �� .,f� � �A , �r':�;� �,�",. -« (� �,. � � � � : �.. � �� rs d,,:'� �,�,�ew �� ,�i,, � � �� :,, � � � � .., �,,.��„ �� w ,. ,� y • _.. 1 4� �J t h � �� , S�,� a � � �� , ` .,��.,. � �*� f .:,...�, ,.w., «..,�,„.�„w�-. h��'��...«�<.� ..,.,�.�.mw.a�:.:m,mw,.n.r . .. r W�, ,� . il�j: �,'� .,.: - Xt,.w�. . . � � i; �'� � � • h � r0 ��,a � ��— ��.,� �. ,.,,, . V � � � # , S ("� � _ 4� _.. �"��,��,. `' ^_ J ., �� n':�� . � � ( J � �� ' �� ; i: �w•, .. , � .r�:l' '-vt�.,: � (� n..r � . , vl � 3� ��,r' � �r,... �._. , d' .]�.,, wx�' � ,, � �'� '�tlr�l .� .. �' � i nm�z � � � `� �,"� � „p ��: ,; Q � �� f �� ,, � ` , , � ;;,,,, �� , .,.,. , � >� . , � �. , mh,n« � Aa � � ��-,�.., .��L �� „�,»�,� � , . , �,mo . � � � " ' � � .v� � .:� 1,.. , . .,..-,..✓� -.. .;,,., �, � � ..-�' p. :.., � .,.. il +� .. . .. ..�J ... � .. ' '�" , � . � � � Irl� dN'�� ,, . � � .- . _,,•�' �i� . ..-, •� � iP � � . �.� � r� _ „ , .� /� + - �y � 4 1 /�/ �'�] m. �� .: �.i �1�,,, . .. �� : � � _�� ,` �� . , _ , � . � ,�� , �� ._.. � �� `'��, � � fp � �`� � � �. „ F � r.� �'a �� Q� ; �r. �a�� ,� �� p�I �,�� d� � , �a,� � .w� .�� 3. .,��A. �� • ,s,., ,,�- -- � ,e�z ... �� , , � w • _..., _....�� . � � : ; � ... � ,.. -.__ .,.._ .... . ��.��' � � _�_._,�� ,,. � t ��,...r� ^-..�..�. �,. f �_' . • ' � � e ._ , ,I �_..__.. � � � ��_._..___� �► � , � �� .. ...�. ..,. � �. � .t,� ,...M.�� _ ;�, ,. ��. _. �. ___. _ , .. ._.w._.. �. �a � , �� ,. , �,. �� ;� i � ��`�� l� �, (,'� � ��..G,�4 �,,�„�� ;� �' w,,,�,. q. �, ' � ,,-/ ��L �� JU� tLs,��II� II �� ,I .�I ��_�L_,g,ru� '� � �� D�LL� V � ;I I` e� �ne�� . r �- yn � n -_ _.___ - � . 3 � � (�� R ;8 �Ca�. I`+' ' '� �� jT - � �.�4 �� g�M„ � � Q, �� ; �.� �� j 3 u Y A ..v `�� ul�� i__......�_� \ 1J��C�� `. , r�� s F � �� ____; �_. �� — -� o � >>� �...� ��, . x� - , , �,; , � :� ' G- j � _—�_ \ ;; S` a�� . � _ g �i `, � c J . � � . c<��ER - , .. G �� j � � � y �� n -��_ � ��T Y„�, r , � � , _�I . �i � � �� C'��, � —1��, , o� �/ � " �� _ _ � �� ,,�^ , M.� F ,;,-,� � ,� �� / I .� �� i�^ � .�� \"(�yJ`y + _, . �1 -� - 9 ��`„SL.�J ; �'�� , �� --- � � l�-�� ; - �� 1 �� ~�=—�— �� < � ,, /� _, , �� D , ; �� 1 II ,� .6 _ .., S. � f� Mp�' �? ^M. � . \ '1 �i� I fl .1 ti tl k � I . �, � )l �'J� S �, i G '� ��...��......�. ' . \�.f°h/� � - f �J i _. � .�..7��—J .�I'«.'J:.. � ryr� � \ �-�� b � '�� — `_\ _ / ��- ` �� r�:�� f,',�s �°, ----� __ \ \ _� ,o o >Gye y„v� .�� ,,� '�' � \ ; �� : � �� ( .,.,«�, �., .� � � `� . � \ � � �I a°,� �\. � ;..::_ _ . 2�(i^_' / i � --�•_ �. F–�L I �-� i \.� � i`��%,\, • l- w%,S'_'s�'�� :t. ==_r i +��!�'111��'''�� , -� ' � � , --��, ., ` �,v__,__ - -- , _ , : � � � . • .. .,. � � '��lC�� `' I.AKC•WASHINGTUN � ' �f � � - � � ,, ,.. . � _ _.- ��Lll� \ � �� .� �� s � ; � �`� �� 4 � w ,,, �`_�l(�I�� J� .. , r -- — �;,�� , - � ,.. , r �,,; , .��. � ' : �� - a . f , � � �. ' � �','_.tC"__, �, . �'^ . r!F I r+ a d �- � ��f�,�;' � '. � {, r �" � � � - _ � _ �� ; .��v�,�� 1 , J ', f. i� �� 1 �, .. �� G� i �� +. ' � � � [ ,�= � , r ��; ;� �. - � f _ 7 l � " :�� - � �� t`� ��'`.:,:��- e =I� '- !� �� :. :i C\;;�� I.. �( y` ( w� n�( •�C -� �� /��'-•�� 1 I a ^ :.' _ ,li'�'' ., . - � � ��,� � �`��:��,, � F:�� , - � . � � �� _' �. x �;Jl��i� tt)�� C�� i � I �, � �c � �$ o . , r' ' a �.��r�c�`''� \� f' � i � ,f�s ., � a > � � � • l II� i �� , � � -----__ ,. , _ , , s �� 1�_l0 " �� : , � � . �� p, -" . n_. � ^ T— - _ -..JL¢1A.. _'��' 8 � � - \I � II'I Cliw � r I.1J�tLL:+�LJLI � � � .1 • J{ � � i ��Irlv GIIJI.�� T CIJ�� —�N �J7�—l �wT��. /� � i � �r�� -�,u��n � _� �M i�� d'++��1 lr� �.�_ .._� . n ;� �I� \�' �� ,,:,.� ��,e�� ( ^, c �� o' P •� 4 — � '( ly p 6 __T_ � (� � �—= � .._ , ` . .+ �7�..f) 1 1 I � `�, l, k k :� �, � �:7�1] � 4 � J � � , at � - � ;.,�� _ ' r� t .[�„ r��, _..,�:,.1 _ _ ,rG---,� -'DI� L•F` wn; A � I � , . � � ��I�� . ; • � � ,� � I . • � .„ . , , . . s . - �D $�� r� rl � �tl� � � ° >> � � � - --� —�—._ � � � � - l --r— � {L�I a �C� � ��J _ r� 7 1 F�,�-� �� ,.4 -- ��i � � �i b G �1 � � S i � � ,. ��'�' . � '. O� .. • �� — ;9 '! '.� I a.� �5 � ,., � � ; �-��o ,� �, . ,F - � _<� �.--�: _ � _ # �. � : _ _ . �� = G��.. � � � _ ..: . ' � , ` ' _ � 'C �'�� M�3 4� j Jf , , , , . � ti . `� �� .� �j , - . �� 7 � st� ...,,, , � — o _� — _ �, % � Y� i Cx'm-�C-J..�u � -- — �{+r, : � •, i _ _ _ �-- � --?'1� __' _ f/�... � , c � ' d.��_ri=,:� , �1 �" ' ` �� •^ '_ �L.. n�' r �p —1�_ �� . --_'s ., i�e� ,S _ : . � � �� ° kn-.. s P � �-' \. . . , . . I . l �.:� �... _ .i ,�:r , � �� rc ,��,, , . , � ,, � �._ ,.. _ —_ �� ., _ >; .. _ _ � � , ,; ��, , � , __ ,,� a `> r, _-- `�� _ �� i j �D � � �,�,.,� A`� ,-� o--� ��,� - -- ' . -_ � � , ,� `� ; , � ., ] _, �r �_ ,f > � � :a a + I _ � � `� �- � I �. n r i ,� «� � �: 4 \ � �, :�,y _ �.i (: ' � '`a - ' . �, � _ �� 1J I� ; � _ � � �=' � � - • t r; , � � �� t r,,r�a Y* y` �- �-- �s� ,.R ( l C�� zl 1 \\� � f– j_�\ �. Y' d I�I � � p� 1�I c\ � , ,� ��% ��. "��n `f��l_�L�_�� I ��- . �A.dkR+rv� I u�Lu` ' :��___^��.., ,!� c� t� . �-1!"1r�nr— �� ' � X � �`/ � `P„ �,� � ..�� `vL��i°i�� I� II II�I E�2� n , r_�I ,; (-- ,� , !, �d p E , N.; c� a �:, �--,�Ir ,� ,� C__ L,�� • � �� __ �,�5� �`�h �� 2�J�,� P�j___�1, .. ' j ` '�,��' � � _� �,""�� .=�� I � �' ; ` " = - \ _—_� �,,• :\�__.'�--� � % �tr, I'��,� � � �� _ '� �t..� r--l� ,,� � � a� /.-. i , (1�� w-'-'-� y a \� � ,�f �;.". ;,� .� _�- — , �.:��,I �, � _ _ = 'a� �,� �----�:��. �. �.._: � : ` <�. - ' a i►_`w'"`• — :6.. � , � • � \� �� , ,s.. ^�J '� � - ��"�II��.r�_ �q� : ,4 Q _ _ ,�,��"'�; _ '� __ " I� �t' � u � .:� L��,;� �� '�'��. 1. � `\� �� i�.,�`��'��... .e � .1 h� ��d � '� '�;:�. '�._ _ � � 6 '� ... ' � ° �� I .E � � �.s. �°'' � r =��..�� S. .r 1� V c.� e y ;"" � f� t„ �, �� _�, _ � ��, � �' el�sLn , '�- =� � .. � � .. - �.� �, �� f .., � a . � � �. f � � I('��M�o w� I — _.. I � I __' S 3 � � .._ � S �S �A V��y� co ��5� '��F `� p 1 L% _- ��_ � �_ 1u.U _ � � � 4 � �0.^ O ��', — — — ="�J�J r� � DE � ,r,,,_ � , :,.o, . . � . ' � - t ' � � r � ., � , t �: �� :-.. �� ,r- C �, [ `.. � .� � � '�Ii _f � K�t s `2 . � � � " ..� - E - �,�, v 1� � `. tt� Z' ^��..: ��U J �~ .� ^. f. - I-- '� ..� ey 1 . „ , 3 p a - �"�" S�.; �F � ' �a M,., t M �� ,f'`w " .� � _, 1!�'', �';�1' IL � ^� a � �✓�p , , -�i a -- �1� 1 �� ' �-� x •LI�J`� � �� p .��.,.,, u�,�� .E 9 .' j,- �.. � "3 k a.,, o r,. � n . . -. � .. I +` +�t�+..,.•�l �� \ � I l� � � � a(�� .� '� � � r�,i,,,.^�,,� \��,I _ ]+(J\1 . — a,i "��* JI�LJ(�.��rs+.._l �/�� M'�� _ � I� — \ - -- ��r�h� : !. � � M �J C I � �� ',I ! 7, ' S �. . �" _ --::. ��;; � ,�.,,, , ll ...� . �� ..___ {7 .. a .q � �� . ,. :.: , �� .. " —.. _ .. ._._ h,�.a.. �t � . .K_ .,�..� :. �,� � f �� , �" �' ,, r,.. .� 6., _ - �- ` _�L"Z./�"^ � _ ��"� I ��-�� '�; �. q � " �_�� :�,' ,�.,,��,��,,G� ��r , � � g .,M �" „�.� r � �/' ,yl\`�<`��\C`�� L. )) � /�:_:� ��g �.. ��n�� i '� � ,. " u,� >�43/- ,�� . ��,,, I - _ ,_�/( � � ra\-.t� �� =�t% - ��9 �� ..� ��S � Y�� C Y/ �. (, I 1 ii . - . _.__. � �IJ l��. I � `.ux^=- f� ', �., ��r --v ' o. .✓f_l, .�" � .._._.._. _.....,._.._.. � �� J v �� y �C � ,, �� , ��` �V � I�_ _ -- � - � M � � �. i ., � ;� , n � -� � � `_;. �� a II �..� � � n � p ,�,�� I � Y a _ >Springbr Crcek . � F ��" ,�.. '_` . �� n. � , I � �L_ 1 .�, �v.. � i . Y i' F z�� _ � — -- C �- n�:�.„ u . � �� -- i --- 1 .,.� � — . I�� , �„ ,, �: , - .a �_ I�_ �..��. � 4 �onhFnr � �' �. � � i Y � ° 0 1500 10UU ,.. u , , o h -,,,� �- ..� , �, s � —... �.��.�. . �� '� _ _ -� ii '� S �� a ry , e� PANT GR L KG �; � �� I : l�t000 ��1r � � � .,�, d .,_._._. , \ �I �I �"—+ ,��'��I � M i . U_.__—. � — � �uae. _ ., 4:^ t o ' �+� �'I 'Fi�r M`y�I2fHI5�4U Viair,�.�,��.:�.�. ` � � �� «� 5 c :7 ) m�_;� n ? � �n�� q` A P � � � � ,, �„,,,,, � r, �� / i� ` � �� ,.F:, , � ... . ��:�� -.�.rr�l� \�(S�� , ,,--.�I li I �,i CTTY OF RENTON LEGEND _._....... Csisting Pipe System Uitch S�O�a��1� • f�luw Artvw �� Nziturnl Watcnvays S URF A E Manholes - Urban Gruwtli Huun�Pr. C �UA T E R ��« � - Renron Ciry�Linui�. Calch Basin - Ncighboring Ciuc�� I'onds PUR\�IORF Ut-IAILS ANU INVI�NI�OK1�N('\1141�:R5 RITI i�. l-O�IIIG ti1T)RV1 HOl)li ��ilh Plnar.l�ucinr,��-r Sercicc Arc:L��.r.�I I.tl;. � ,_ �� - c-► � � � a pooMuu�C7 c" � � `�'`�*.1, � Monroe Ave. NE Monroe Ave. Nl�; • #�.�� ' � Olympi Av �� a � � - �; �. �- ,�u �. �� . r LT1 .P � � — x � �� O ac , ` � � � � � AvE � — Union Ave, SE _ , � I,, � � �� b ME9:� � 1 � z � � � � � � � �` zv r- � � � � � �R-� "'c7 � t-+- � ',' b t ,P � ' ` \ �� J� ` � �- C� p ,�' � � ' � � � �� r.''� , � c� ,� � ,.. erton � �` � � 3 Ave. SE �� , �'�j Ave. NE �IZ n ' � a� � �� ' • � ' � 138th Ave. S� ,�.. � �. �, ' , , •� 1 e ,r \. �" Uuva / .� � � �40th Ave, ..� � G•• _.: � �;� . . • 1 .� � ,a � �.,- _. � • �r Ia � � � • � > �-�+ �' `--' LT1 ' � �' I� ��f 142nd Ave.�Sl� � O Ho uiam Ave NE 142� _ _ . . 142 d Ave. SE 9 _ � 113rd .Ave. SE • 1 e. S� `r"� ' . - � 1�+; �l Pl, SE � � ---�—�-- - � 1 � � 144th Ave. SE � e. SP `� � o r y C � � � � 45th Ave. SE ,� �, ' \� `.� Zc � �, �r�, . �'' cn a. 146th Ave. SE � � � L ns v ,,; � � ti. a ; ,�.`� ,_ , , � �-' � � �� ai � � � a �' .-�- � � �„ i .. Ave NE � 148th Pl. SF � � 1 ,h Ave. SE �- 149th P1. SE Or ' � � �� , � � h � 1 th Ave. SE r� � � W � �y�' ,-. '_' � � '] � — � 'A � � �� ,.� �� p" � �11II1C j' Q, -a � � � Rosario �., b � � � 152nd Av r S � `~ � � �'osario �„ � , � � � � � �' '�Shadow Ave NE � ar �� 156th Ave. S� r� � n' � o r.. � � �' c�. � ve. v� � �� ' � 156th Ave. SE ,�? �ve, 5� � �~ � � 156th Ave. SF �.. •��• • � � � �. �.. .� .� c,o w Ave. SE � �o � , � � � �, .�, 158t.h Ave. SE � l`Isf l] �VE',. ;i('; �. � �� -- c,a .�— � � a. � 16otn nVe. SE � � � � , � � � I : Appendix C-TIR Worksheet King County Department of Development and Environmental Services TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AND PROJECT ENGINEER DESCRIPTION Project O ner ' Project Name (',�,C�j`1 'r"" ��(E��'J'r' �NC-3T Go A ST Address Location � ► ' � 23t�f Township Phone � g$ *`-jE yZ�� $Z�- �SSS Range a/�. y __, Pr ject Engineer ••�••••�•�•��Section wW�� bF .SEbt, � ��- r�� Company s��% �v�Z�PHtrT f}-fs�u.t-r`tr Address/Phone to��7 r�w�.��• ik'�+�•k , A�- �+t� Part 3 TYPE OF PERMIT part 4 OTHER REVIEWS AND PERMITS APPUCATION i �� Subdivison � DFW HPA �� Shoreline Management I C Short Subdivision ❑ COE 404 � Rockery � Grading L DOE Dam Safety �Structural Vaults Ll Commercial � FEMA Floodplain '_ Other J Other ] COE Wetlands i Part 5 SITE COMMUNITY AND DRAINAGE BASIN Community � - � i ' t1�T7 �J'�" �..t�� , Drainage Basin � r, ,, '� • �` v��;�_.. E--i:��:�:.. 4_..'�'v`' ��__ Pa�t 6 SITE CHARACTERISTICS _� River � Floodplain �- . C..`��Wetlands ❑ Stream � Seeps/Springs ❑ Critical Stream Reach ❑ High Groundwater Table � Depressions/Swales ❑ Groundwater Recharge � Lake C Other C' Steep Slopes Part 7 SOILS r--- Soil Type Slopes Erosion Potential Erosive Velcoties e. �-I O�n — �T" S -�-- Ev3 O-��. SUG� ��s -t- i � Additional Sheets Attached Part 8 DEVELOPMENT LIMITATIONS REFERENCE LIMITATfONlSITE CONSTRAINT � Ch. 4—Downstream Analysis � ��7JDS '��ItZaPl�Ita�T" rIJ �t��1Z5 �•t�� ❑ �3� �"1�'T't��°k`�c7 O �' ❑ ❑ Additional Sheets Attached Part 9 ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION � Sedimentation Facilities _� Stabilize Exposed Surface �: Stabilized Construction Entrance � Remove and Restore Temporary ESC Facilities � Perimeter Runoff Control �, Ciean and Remove All Silt and Debris � Clearing and Graing Restrictions �t Ensure Operation of Permanent Facilities ,� � Cover Practices .� Flag Limits of SAO and open space � �, preservation areas Construction Sequence � Other C Other 3 Part 10 SURFACE WATER SYSTEM Ci Grass Lined � Tank � Infiltration VMethod of Analysis � - Channel � t�t�5 �JG�.- Vault '�� Depression � Pipe System � Compensation/Mitigati L� Energy Dissapator 4 Flow Dispersal on of Eliminated Site ❑ Open Channel [I Wetland �� Waiver I �Storage [� Dry Pond C! Stream � Regional /�� ❑ Wet Pond Detention Brief Description�of System Operation ��`� �'S7?V� j �'1�l� � ��((.T� — O(.l f 1�-�LL 11J171 �t�}?�p� Facility Related Site Limitations Reference Facility Limitation Part 11 Sl`RUCTURAL ANALYSIS I Part 12 EASEMENTS/TRACTS ! i 4�� Cast in Place Vault �� Drainage Easement �. _ Retaining Wall �Access Easement ; J Rockery> 4' High ❑ Native Growth Protection Easement I _J Structura l on Steep S lope '�� Trac t � Other C Other Part 13 SIGNATURE OF PROFESSIONAL ENGINEER ; i or a civil engineer under my supervision my supervision have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attachments. To the best of my knowledge the5information provided here is accurate. � -� �� . _ /, °/ (1��.�_ � � � -- ; a t,, '�-.. - � Signed'Date ' a.,i.3.�.�:.�? �....: - .- . .n.,:'. ,K:`r`.�..,,' .. . :;, ._ ,. - -