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HomeMy WebLinkAbout02865 - Technical Information Report . .1A�G�R ��IGIN ��RING 9419 S. ZO�. P�ace - KFN�r, W�sti�r���ror� 9f3031 PFiot�E (253) 850-0934 F"nx (253) 850-U 1 55 . , ^� .��� February 10, 2000 � "I'EC�iNI(~AL INFURI�-1A"I'[UN REPOR'1' ('UNRAU 7 I,t)'I' SIIOR'1' PLA"i' SF. 6th S�I'. & MAPLLWOUI) PI,A('� SN; � �rity File No. �,l►A-99-(193 'i C RECE�ON PREPARED FOR: �+EB 1 � 200Q App)i cant: ;,��t`��,,����s�Rvr�� .loseph Conrad 3900 East Valley Rd., #t202 Renton, WA. 9A055 ����� (425) 251-8318 .�` �Y 1. ,�,•���t,� ,;� ,�.,�;. _....__ �-, .+� �' ;��f\'�AS,y�� �t�b? o� y�'v 'fc4 '-� � Ca�� .? � � `,., - � �.�� z ��►,''� •?�17�.�.. t�. a. �a,\'�%;��� •p �� ,�. r�rzE:PARED I3Y: �'�,��`,','',,,��e�� ° ��� �°� . ` .r . ,. a.�_��.�:� Jan�es J. Jaeger, P.I�. r'-�Y_. �" z''� ?�O'' -��..w..� 28 � 5 l . OVERVIEW The proposed project is a 7 lot short plaf locaied along tf�c� r�c�rii�e���f side of SE bth Street at the intersection of Maplewood Place SE. The property currently consists of 4 lots approved under City of Renton sfio�f plat no. 033-81 , recorded in 1982. The existing short plat will be vacate�i concurrently with the approvai of this short plat application. The existinc� lots have a total area of 0.86 acres. The site is currently zoned R-10. Therf� are no improvements on the site, it is vacant. The proposed short plat would divide the existing 4 lots into 7new single family, detached residential lots. The existing site is generally covered with tall grasses ��n�i brambles, with numerous cottonwood trees and alder trees �rirr�arily located in the central portion of the property. The lot is extremPly flat, being within the Cedar River Valley, just north of thP Maple Valley Highway. The highest part of the property appears to be near tf�e frontage property line along SE bth St. However, it is visually diffic��It t<� «:� any noticeable slope in any direction on the property. The surveyed topographical map shows the lowest part of tl��e �ite to r�e<,r thF� n��rtf� property corner. The existing frontage r�ad, SE bth St., is an asphalr ����ved r�-��7c� witf�� concrete sidewalks and concrete vertical curb ar�d gutters ori b�ti� �i�i� �� of the road. The sidewalk is an older sidewaik, still in fairly good condition, 3.5 ft. wide. The road pavement along SE 6th St. is in fairly good condifi���. The site is at the intersection (3 way) of Maplewood Place SE, w��ich is c� short connector street to the Maple Valley Fligf�way. Maplewood FI. Sf appears to have been fairly recently improved. The property is adjacF�r�f to a small local grocery store (Cedar River Market} and also adjacent t�:� Maplewood Park. Both are west of the site. The norfh and east adjac<-�,t properties are small single family residential lots, similar to those proposF��� for this shorf plat. SE bth St. is south of the Site. ihere is a srnc�ll ��ffi�e building across SE 6th St. from the site. The proposed short plat will include a new private road thc�t will gc�i�� access from SE bth St. and extend north into tfie short plat nP��r tl�e cer�fc�� of the site. This road will be a private road and will be situated within a 2� ft. wide easement. The paved width will bP 2� ft. ( aspf�c�lt s��rfncef. Six � ,1 the seven new lots will have driveways connecting to this new private road. The remaining lot will have a "p�nhandle" ?_0 ft. wide fr�nt�qe ��r� SE bth St. and will have diiveway cor�nectiori directly to tl�c�i stie�t. 11��� proposed private road will be less than 1 SO ft. in length. This IirY�itation �-^;��i! preclude the need for an emergency turnaround at thP end of this rc>� �<1. Tf��ere are full utilities alor�g the frontage of the properfy wifl�iri SE bth St. There is an 1 S" sanitary sewer mdin near the center of the street witi� ari existing man hole near the north property line (projected). This sewer main is deep enough to service all of the proposed lots. It is anticipated that a new 8" sewer main and man hole will be installed within the ne�v private road that extends into the short plat. There is an existing single sewer stub into the property. The new lots will be serviced by tI�P ne�� onsite main. There is an existing 16" water main also within SE 6tf� St. It is situated under the landscape strip on the project side of the road. There is an existing firE� hydrant directly across SE bth St. There are 4 existing water meters along the site frontage that were installed to service the existing 4 lots. It is requested that these 4 meters be allowed to feed 4 of the new lots and that 3 new meters be placed along the frontage with service pipes running under the private road to the back lots. This scenario would not require the installation of a new water main within the site. It appears th�e existing fire hydrant is capable of providing protection for all of the new lots. There is an existing 18" storm drainage pipe that ruris across ffie north central portion of the site. This pipe is within an existing easement and i< <_� public pipe. There is no drainage piping along the frontage of the site within SE bth St. This existing 18" pipe will need to be relocated to the sid��s and rear of the shorf plat because it currently runs through the center of 3 of the proposed building pads for the new lots. A new public easen�ent will be established. The proposed short plat drainage will include d network of catch basins and piping that will collect the r�noff from tl�e private road and each new house downspouts and pipe it ir�fo fhe existing 18" system within the property. The site soils were identified as Puyallup fine sandy loam by il�n SC� S�ils Survey Map. The site is within the Ced�:�r River dr�in<���e h����,ir��. There will be several covenants th�t will be rPcor���,d �:o��c�,�r�F�r�!ly �ti�itf� the final shorf plat approvaL These covenants represent agreernents made with the City during the rezone application review. A covenant will restrict the houses on the new lots to a single story height. There will be �� sunset clause that allows this height restriction to expire once the initial building permit is issued for the lot. A covenant will be required that limits the construction on the lot to a sinqle family, detachP� resi��n�e. Page 1 oi 2 -1 King County Bu(Iding and Land Development Divlslon TECHNICAL INFORMATION REPORT (TIR) WORKSHEET - . . � - . . . . � . . . Project Owner ��O�e'F�`� ��d1 r c��J Project Name �t1Y�rMC� � l C�� S il O� �a'� Address �-�E'-` CP��" �r�., Location Phone �4-Z'��Z51 - 3�`� ��C4� Township 23 N Project Engineer �Q.`M�� �(�pCY�-�'" R�9e � � Company A� r. �c 1 Y 1f,��f m . Section '�J Project Size Z 7 Z�� �� AC D,� fl�- Address Phone � _���. �.�`��.�'L� , p''�t �� Upstream Drainage Basin Size �� AC Q_ " v - � �' • • • 0 Subdivision � DOF/G HPA � Shoreline Management �Short Subdivision 0 COE 404 � Rodcery � Grading � DOE Dam Safety 0 Structural Vaults 0 Commeraal 0 FEMA Fbodplain 0 Other � Q Other O COE WeUands O HPA • . . - � Community M�PLE W OO j� DrainageBasin �E��� � 1��-0� _ � River 0 Floodplain � Stream � Wetlands � Critical Stream Reach � SeepslSprings 0 Depressions/Slivales 0 High Groundwater Table � Lake � Groundwater Recharge 0 Steep Slopes 0 Other � Lakeside/Erosion Hazard Nc�� � . SoilT e o�pes Erosior�Potential ErosiveVelocities U V • I � _�1���^1= S FPS + � � Additional Sheets Ariatched 1/90 . r ' PaQ�2 d/2 KInD Counry Buttdinp and Land Development Divlslo� TECHNICAL INFORMATION REPORT (TIR) WORKSHEET > . . • . REFERENCE LIMITATIO�VSITE CONSTRAItJT .,1_ 11 � I J [� Ch�nstream Analysi� ' �n '�1 I � �g �>�iOt �'��� 1 f� �7� O Y p T��'C� C'r � - I� � - O O __ 0 Additional Sheets Attatched • MINIMUM ESC REClUIREMENTS MINIMUM ESC REDUIREMENTS DURING CONSTRUCTION FOLLOWING CONSTRUCTION [� Sedimenfation Facilities � Stabilize Expos�d Suriaoe .� Stabifized Construction Entrance � Remove and Restore Temporary ESC FaciliGes �� ,�' Perimeter Runoff Control � Clean and Remove All Silt and Debris � Clearing and Grading Restrictions � Ensure Operation oi Permanent Facilities �` Cover Practices � Flag Limits of NGPES L� Consiruction Sequenoe [� Other i (� Other — - -- — — - _/ � � Grass Lined Channel � � Tank � Infiltration Method ot Analysis II � Pipe System � Vault � Depression S� H 0 Open Channel � Energy Dissapator [� Flow Dispersal Componsation/Mitigation U Dry Pond � Wetland � Waiver of Eliminated Site Storage � Wet Pond � Stream � Regional Dotention N�e-' , Brief Oescription of System Operation �.0.�Z�Y1 pCxT 1Y�S'_ �^_�J_ �� --- �----�.��nc�-1_�"_ s� -.�f�__��_��--���e_�Y�__ . Facility Related Site Limitations � Additional Sheets Attatched Reterence Facilfty Umitalion • . - � �Drainage Easement [� Cast in Place Vault C] Other Aocess Easement � Retaining Wall (� Native Growth Prolection Easement 0 Rockery>4'High � Tract I � Structural on Sleep Slope U Olher - _ ------ ----- --- - - - ----------- - -- _ _ _----- - - - --— -- - • - . • � I or a dvll engineer under mr supervision heve vf�iled the afte. Actuel ' aHe conditions e� observed were incorpornted Into thi�worksheet end the j��0 f attetchmente. To th•ba�t ol my knowledge the Inlormatlon provided _ �'� � �� '� here is eccurete. 1/90 tiSl' QL'�RTER, SECTIO\ 21, T0�1`\SHIP 23 '�, R�.\GE 5 E, ��.�1. � Z � , ,� o. , S,7 c IEGAI DESCRI►nON ga �, ,` - m� � �c ..nc..mo z o �.c•s'� 3 o�d a C:tv or ae^�o^-r�no��e+a�e�ne�gnrs Snon o�a.•,c . GO" :: c � � , c,�,. � cn,n� � c ��.k'. Rec�oe'�unOB�4eCdainq NumOE'cr�I a4��.j0�.7:ry���. . � �.^�.. 4' N ��nG'J S..OQiVK�On Ct O OCR�O�G`:C�� MCC�@wOCC JiviyCn^.C._. � �� y ¢ Z ;J �-• aCda'�y•O tne Pldt inCeG!.MeC�oea��o��me 3�Of P'.Ccs,' y"'r . ' � — �4� � r Kinq COun'V. Wp5Nn910n. , . - C ,�Y; � �\ 5�V .'.S .� ; � _ p�.. � 7 C % - 2 � 2''' i/ =:C ' w P�" _± �'ONRAO SNORi�UT DATA' ��� ' �Z�i�I'•'� H.1F � = ` r s...s �-.. �'� y�°' .-_ - - v�' � �.,�- .�5• - . Toia�,Sne�rec. 3'-76" :O.FsoC•e� i. '` -� -,.a. C! ''e'�'^� ' ry.,. K� _ F� � 'Y �a:,.. qssessc•�s�c�ce:r+cs: 5'�...�++.3:- � '.� �,a exrsi nq io•s� 5':64�3�� , . �r -- < .i,'++a. �- Si:t90:.32° � 'y �v �5 s�s `\ �.�rx�' �2.Sa, . •�� Yr�, g � �2 s_�vc�.�_c �s��„ F 4 OWNER � t. � '/� .s .-. nec;�G.`��� � � .on:nC R.i� ` X� ,� 'e-.� . � csec^- _ __.- �' � ✓�xcsea r�c.o'.cn' . " ' > - . . _ - .� • R crc a n 2ooa�c��.c•e. :, _. �� '�: _ , ..r - � I . � '.'-'s-�".: - M n ... .�_ .ea�.ec�, a57'S _., . . :,� " . 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B •� I .,,,,..,..�_-._ p� ��i A � : I 44x 2 - - - - 'z10 �r `�\\�;. � - � :--j6_' �l �' \ ll - r � )] / � .V — � • ', I (� �� . � I �` � � ��� . , A� : I , a�, � . / . --- - � R � \ :(' �-�' ���_ �� -t=�� •�,�._�_ _� M _ , �� � , , � --, � � S� Tu i ; \.�.�.<;� " - - -� - ._. � � Sk ' • �•� � , �� . � :, �� tLS M� � , . �� , r„ �- - _ � �P �--� ^ — o -'-�'Q c�03 �� 29�. �___ z � E JO ll..S �`�PE- u� S" .- � ' .�. ���� , o i� � ��, t���A��P C P� � ' .� . � � j . .�r� I A�:�' e 'n • iu •� � t � � � . . � � ��.�.ra„' i 7YInC 1 � _)>.p.� � .�Rp , � �l m� a 'J � •� • : .'. .�. � _ L _ C (� 171� __�el�-i.__;N�_ ��� t� 4�- . .k•'—�ft'.--I11'�T__�',r--��^---��.�---t't�`�1----��1� ���� �r��_ '/ � 1 II. CORE DRAINAGE REQUIREMENTS 1 . Discharge at Natural Location: The site will continue to dischorge at the natural location. This location is the existing 18" pipeline that runs through the center of the property. 2. Off-Site Analysis: An upstream and downstream drainage analysis has been performed and is detailed in section III of this report. 3. Runoff Control: This project is exempt from peak rate runoff control because the 100 year peak developed runoff is less than 0.5 CFS greater than the peak pre- developed runoff rate. The actual difference is 0.34 CFS. 4. Conveyance System: There are no existing drainage improvements on the site. The proposed site will have some piping and catch basins. All will be sized to handle the 100 year storm. The downspouts for the new houses will be piped into the drainage system with individuol lot piped connections. 5. Erosion and Sedimentation Control Plan: An erosion control plan will be prepared for this site. Grading activities will not be required due to the extreme flatness of the site. Silt fencing, rock pad construction access, soil cover and dust control will be part of the erosion control measures. 6. Maintenar�ce and Operation: The maintenance of the drainage system and private road will be joint responsibility of the homeowners on an equal basis. The mutual agreement will be recorded on the final short plat mylar. 7. Bonds and Liability: Any required bonds and insurance will be provided prior to any construction activities. SPECIAL DRAINAGE REQUIREMENTS � There are 12 special drainage requirements that may apply to any project. In this case, r�one of them are applicable to this project. III. OFFSITE DRAINAGE A. UPSTREAM DRAINAGE The upstream drainage contribution to this site is negligible. The adjacent properties are all at or near the same elevation as the project site. The City Maplewood Park to the northwest is slightly higher, but the park controls its own drainage and does not flow onto the site. There is an existing verfical curb ond gutter within the frontage rodd, SE 6th St., that directs the street drainage to the southeast, away from the site. B. DOWNSTREAM DRAINAGE The existing runoff from this properfy sheet flows to the existing small depression in the center of the site. This is the locotion of the existing 18" drainage pipeline that crossed the middle of the property. There is an existing catch basin near the northwest property line. It is believed that this the onsite runoff enfers the system through this catch basin. Due to heavy vegetative growth, this CB has not been found. The proposed drainage from the site will continue to enter this existing 18" system. After crossing the property line, the 18" pipe continues towards the west across the City Park. This section of pipe is 320 ft. of 18" pipe at a 0.2% slope. This section of pipe outlets into a cotch basin within Newport Ave. SE. The system then continues west along Monroe Ave. SE within another 316 ft. section of 18" pipe at 0.2% slope. From this catch bdsin, the pipe then turns to the southwest and runs along Monroe Ave. SE for 306 ft. of 18" pipe at 0.2%. This segment ends at the intersection of SE 6th St. and Monroe Ave. SE, within another catch basin. The system then continues to the south towards the Maple Valley Highway within 183 ft. of 18" pipe at 0.2%. The 18" pipe continues to the south and under the highway within 70 ft. of 18" pipe at 0.2% to another catch basin. The pipe then turns west and runs for 78 ft. along the south side of the highway to another catch basin. The system leaves this catch basin towards the west within 200 ft. of 18" pipe and outlets directly into the Cedar River. There does not appear to be any problem within this downstream system. It collects the drainage from this local development community and runs at a very flat slope due to the lack of topography of the surrounding orea. i � ��� � � � ,�� �t '� �_�� I , y, I I �P� ' ,� �:� � ' :�. � , � .. � '� 'i r�-, ^" N�rkp � '' �� � � ,, , , ��N ,� . , •, , , � N\ . , AN� � � ,. , �I ` ` 1 h � ` ._` � ` � � a� � '; .`.. .`. . , _ ���� ,e " , 0 h � 'i�.` .. .,� � � _. ,� �.__ � :� ' � � ,� ���C - _ ��� �„ _� ..c�� ;: � ,. � � ' '���� �' � , z .�—�- � � M ���'� L. ``�~ ' `' ' � `\�` . , dedn N ,, : � � , ,':` '' �...�: •, �i t-, . , � , I - � ' `� i �. :� i `��. � , ..�. �_ , �, � ��� r � 1 { �(� � y . ` j y�� �.. �� 5��� �tii \,� �� ���• .` � � �� .�i��� `l �`�•\ � � � a' � � � � ' � - . . ` ,' . 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'� ,� � , • .` - �,�i���t.�^ , r �,�n .' ;' _. �- . > i � J li� ' � ' u.ct-� - � \`.��a ` � ,' � ',:.', i�i��f'�r` � �Modrono Or . :�' w. - , � . , �i ,, � .; '. ,� , . u',i•.,, � - - , `,'`. , .,` ., .>;`�'-'�> y, i. � — `� `-,� __ -- � , O 1 � � 1 � � � � �ef l��t}y/♦ ..i��� r .. ' ���r�� m ! �.� -__- � .�_� ��... �'.�,', ;�������%i�r( � '�y� � � 1���� ���x�,i� `���� � �',1� t�y)� ;�' ' �� + i�.� x ♦ _ \ � I �� �,�.- � �� /Iri ♦ w �. y �>>.� . .l n.. 4��,�. �� ; � -� fi� i � ♦ ���,1� � 7- �.: \ 1 y �.5. 4 r ` l.,q�/ 4 t�: �;S(������ .� �y�� ; ��� _ i i �. ��� t„ �,G �Yr� ��� . ;:,,,,,, �. ...,,,,��,,,•+�,,� � - �K.►'� ` <, i,;rir . .� ���,pd� � ta� � � .. ie �-� 1 . ��� `. �,r rI `. `����� "� ��`., � ' ��2[. _ � � 7-t `��~ E��� ~i� �t � ,f Y�I�i _ � ♦U:����\�C� � `� .� t� � � ` �`. �v��"� _ � w -� �����ii � ��,�� �`�" `. ��`� 1� `_ /lry.` ♦ ♦��Q� �� l.�7 . � )' _\:\ \'L ` '_� �. 'v F/ � �\�.\'•q . � 4/ .cs- c� � ` �` f{=ti'` �?�� `ti - ' � 1 � ___.�> - ��� µ Va ��p a � � `\ ` � ��c�-w y -� �ef ' � s:;��wr.�,,,'��� a�s'' �' �.�`..,�� � ` • : � �. I�t�-1 T f � ..� ��` .i.,'�` 4t��v `� . ����`��� �.� � u.E•-z 9 .L•,s , S p � ; , \,`, \.\� .`:..` �1,.;; - + 9.E�-� . . I�.p-1 ._. `� ��` � ��� �� � ` , �� � � ! -7 BI - `��_\���� ~�*`�`� ~�\ � , , , •,�\ ',w`�`' v ., Y.[�-7 �• � � � �� \ in�' � � - � .�.- f St � �`" <_, ''; �, �°� x �e L o . I � \�"�q 1 �.� a � � t I '�� ` 'p �' + iess-� c� � t � �.�1e ��? - : �-. �a� Q �.a : .' . i � 1.��\>�::��L� \ ' , �' 1 II � � '�ii�c;' �` ,.`. ,�;.,�e rf�. '� � `, `` � if � -yt \. `` 1� � �/ � ) '. 1 c ;� i ; ', \ � ioif- r' r �• � 1� ''i , < i � '�`` `` \��+ .`�Y ` \ I��I .. `/ _ , �. �� � i ta�x- i ( j . i�l � '� `:. � ryj . •� �`i. �1♦ ���.�, � \,L��,�: � -t _ �,� �\ ���•` ' , � i ,�... �t����♦� " -, . . _-,�1 � � _. � �lt: ' I ---- ' �. ..''�� � /.. �`;':. I I /�� �_:� . I \� i , � 1 I G5 • 21 T23N R5E E 1/2 � ��a..�Y ��' UTILITIES DIVISION ---- �ntoa ccti� �a � ��� ` P/B✓Pw Z'EC�iNICAL SBRVICBs oon�r �.a.,.k os o� Lo ..e�e. � n �' o.o.� ru►vn �ee wa�. . �N.�o ��� 16� : -� EMTSDIB.XLS 5316 MANHOLE AND OUTLET PIPE INVENTORY - SHEET 18 The inventory information for the storm droinaqe system was compiled from numerous sources and ie the beet informetion available et thie tima end should be used only tor GENERAL puidance . Ths City of Renton i� not responsible for arrors or omissioru whe� this information is used fo� enqinearing purposa. Deslqner� aro to field ver'rfy thic information. DWN GRATE GRATE UPPER UPPER LOWER LOWER GRATE O/W PIPE PIPE LENGTH LENGTH STREAM PLAN STRUCTURE INDDC A� TYPE C8 7 ELEV EL[M1 IE IE (MI IE IE [M1 TYPE SEP. DIAM. TYPE [M1 STRUCT FILE 6316 MH 18,E 2 - 3 2 Y - - 321.08 97.67 - - - N 12 CC - - 18,E2-4 2-2-103 6316 MH 18,E 2 - 4 2 Y - - - - - - - N 12 CC - - 18,D2-1 2-2-103 6316 MH 18.E 2 - 6 2-96. Y - - 329.6 100.43 328.41 100.40 - N 36 - 13.0 3.96 18,E2-7 2-2-67. 6316 MH 18,E 2 - 7 2-72. Y • - 329.41 100.40 329.44 100.41 • N 36 - - - 18,E2-8 2-2-67& 16-43 6316 MH 18,E 2 - 8 2-72. Y - - 329.18 100.33 328.77 100.21 - N 36 - - - 18,E3-1 2-2-67 & 16-43 6316 MH 18,E 2 - 9 2-72. Y - - 328.44 100.41 329.18 100.33 - N 38 - - - 18,E2-8 1 B-4-3 6316 MH 18,E 3 - 1 2-72. Y - - 328.77 100.21 328.07 100.00 - N 36 - 460.0 137.16 18,E3-2 2-2-67. 6316 MH 18,E 3 - 2 2-72. Y 342.8 104.62 328.07 100.00 328.66 100.17 - N 36 - 264.0 77.42 18,E41 2-2-67. 6318 MH 18,E 4 - 1 2-72. Y - - 328.66 100.17 327.2 99.73 - N 36 - 286.0 87.17 18,F42 2-2-67. 6318 MH 18,E 7 - 1 2 Y - - 92.b 28.19 91.84 27.99 - N 10 CC 328.0 99.97 18,07-1 42-601 ---� 6316 MH 18,E 7 - 2 2 Y - - 90.68 27.61 89.97 27.42 - N 18 CC 306.0 93.27 18,E8-1 42-602 6316 MH 18,E 7 - 3 2 Y - - 93.4 28.47 92.89 28.31 - N 18 CC 276.0 84.13 18,E7-4 42-601 6316 MH 18,E 7 • 4 2 Y - - 92.89 28.31 91.93 28.02 - N 18 CC 463.0 138.07 18,D7-2 42-601 ��6318 MH 18,E 8 - 1 2 Y 60.3 18.38 62.26 16.93 - - - N 24 CC - - 18,E8-2 18-2-127 � 6318 MH 18,E 8 - 2 2 Y - - - - - - - N 18 CC - - 18,E8-3 42-802 � 6318 MH 18,E S - 3 2 Y 69 17.98 48.16 14.68 46.98 14.32 C N 18 CC 78.0 23.77 18,E8-4 143 �631� 8 MH 18 E 8 4 2 �C� 81 18 69 46 98 14 32 41_9� 12 aO C N 18 CC 200 0 60 96 nuT t¢3-_ _- 6316 MH 18,E 8 - 6 2 Y 69 17.98 48.8 14.87 48.4 14.76 C N 16 CC 73.0 22.26 18,E8-3 143 6316 MH 18,E 8 - 7 2 Y 62.63 19.09 49.4 16.06 48.8 14.87 C N 16 CC 113.0 34.44 18,E8-6 143 b318 MH 18,E 8 - 8 2 Y 62.88 19.17 b0.24 16.31 49.4 1 b.06 - N 16 CC 161.0 49.07 18,E8-7 143 6316 MH 18,F 4 - 1 2-72. Y - - 326.78 99.30 326.6 99.24 - N 48 - 184.0 69.13 18,F43 2-2-67. 631 B MH 18,F 4 - 2 2-72. Y - - 327.2 99,.73 326.83 89.62 - N 36 - 373.0 113.69 18,F41 2-2-87. 6316 MH 18,F 4 - 3 2-72. Y - - - - - - - N • - - - MA 2-2-67. b316 MH 18,F 7 - 1 2 Y 61.16 18.64 62.12 16.89 - - - N 8 CC - - 18,F8-2 18-2-127 � 6316 MH 18,F 8 - 1 2 Y - - - - 90.68 27.61 - N 18 CC 316.0 96.32 18,E7-2 42-602 -� 6316 MH 18,F 8 - 2 2 Y 60.67 18.46 64.31 16.66 64.22 16.63 - N 18 CC - - 18,F8-1 18-2-127 6316 MH 18,F 8 - 3 2 Y • - 92.6 28.18 91.84 27.99 - N 18 CC 330.0 100.68 18,F8-6 42-602 6316 MH 18,F 8 - 4 2 Y - - 92.07 28.06 92.6 28.19 - N 8 CC 18b.0 66.39 18,F8-3 42-602 � 6316 MH 18,F 8 - 6 2 Y - - 91.&4 27.89 91.16 27.78 - N 18 CC 320.0 87.64 18,F8-2 42-602 6316 MH 18,F 8 - 6 2 Y 63.8 19.46 61.13 16.68 60.24 16.31 - N 16 CC 171.0 62.12 16,E8-8 143 6316 MH 18,F 8 - 7 2 Y 84.38 19.62 62.04 16.86 61.13 16.68 - N 16 CC 171.0 62.12 18,F8-6 143 6316 MH 18,F 8 - 8 2 Y 64.98 19.81 b2.76 16.08 62.04 16.86 - N 16 CC 181.0 6b.17 18,F8-7 143 Sep, 1997 Page 2 � ' ' i IV. DETENTION ANALYSIS AND DESIGN A. PREDEVELOPED DRAINAGE The drainage from the existing site sheet flows to the central low area within the site. It then appears to enter the existing 18" public storm system thot crosses the middle of the site. The entire short plat area wos used for the drainage calculations. The existing site was considered to be wooded. This is somewhat consenrQtive since much of the site is covered with dense grass and brambles while only the central portion of the site has an accumulation of trees. The existing drainage analysis was performed using the "Waterworks" hydrology software and its summary tables and charfs are attached for reference. The methods outlined in the King County Surfdce Water Design Man�al were used as guidelines. Following this page are the data sheets used for the computer input data. The computer summary sheets for peak flow and time of concentration calculations are also attached. Below is a brief description of the existing drainage characteristics: Time of concentration: 36.69 minutes ' 2 year peak flow: 0.02 CFS 10-year pedk flow: 0.05 CFS 100 year peak flow: 0.14 CFS �! project area: 0.86 acres ' pervious area: 0.86 acres curve number: 72 �! impervious drea: 0.0 acres '' curve number: NA ���_� T>��1E�oE'F- f�_� �F'.��, ►r,�i�:_��- � . Azt2� �-1 : t f\ ) rn�--�. � �,�-e ����- : -,_�) ?_)�n �� � />. ��>�..r� l�c" r�- � S _ G���l� � �` �r� ,f��- �-;, ' ��-1�� �o��� o_r� �� , o. I (:� _ �-�v� � `,c�.,�n�� � f � � �� �rn l�Y� a,5 r c�,o � -} I�� �,cS sta�l s Sv r.re.Y , � S �� „ Sn� � 0.S o-- r'�`���v<��(��� �� 9 rzac�� k3 (i 1 • �m�-�J���...� ; �r��� cF, ' �')��Y-� O-�� Y�0 1'�`n fx�_�-�l�c�v S Svr��.co S I �t S'�v�� c��r� � �� .�'�"1�� < � Z , ��e.rV�a��; SU r�n c� -T-1-,� e�� --t,n� 1�_� u�� c�-�, 6e. GIQSS��Fc�` C�S �GP�' <� rnc.,.��{ ��l Wo�S or -��P �t CN = �Z �r-��. �`v'�' <�,. fYla'^�o--1 I T-�- F>IF 3 , s.Z �� ', . . L.. �1 m 2 0-C �---eJ(1�N�� �-�i 1�' � '� ', �. � G� ( , C-Y��-,� I i�t,t�-��-�� (L.I> = I� �--�fi - �-F s�n�f �� 1�� <_�c �,��,- �; �� �� -,.S Pt�- . S I�Pe_ � � - � ` � , I % I I�� � .. T� = 3(�.��`� �niv���-e � ���� c�:�-4a.c�,�� ce�YY,�f-�.- S�e��-J � . �SOPLUYl�LS : I , �Z = Z .v ,�n . Z • P�,, - � • �'1 IYl 3. P�o� = � cl 1 n . � ����'�- (=(��S � I . 2 �r. Q Z = D,�Z C-�S Z � I o y r Q 10 = D�o� �i=5- 3 i�� �� �� ,s>,, � o,►q. �r-� Jaeger Engineering CONRAD SHORT PLAT DRAINAGE CALCULATIONS PREDEVELOPED HYDROGRAPH SUMMARIES BASIN SUMMARY BASIN ID: A10 ' NAME: PREDEVELOPED, 10 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 86 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 2 . 90 inches AREA. . : 0 . 86 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 72 . 00 TIME OF CONC. . . . . : 36 . 69 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 .20 AREA. . : 0 . 00 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 180 .00 ns : 0 . 2400 p2yr: 2 . 00 s : 0 . 0110 PEAK RATE : 0 . 05 cfs VOL : 0 . 05 Ac-ft TIME : 540 min BASIN ID: A100 NAME : PREDEVELOPED, 100 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 86 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 86 Acres � TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 72 . 00 � TIME OF CONC. . . . . : 36 . 69 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 .20 AREA. . : 0 . 00 Acres . CN. . . . : 98 . 00 TcReach - Sheet L: 180 . 00 ns : 0 . 2400 p2yr: 2 . 00 s : 0 . 0110 PEAK RATE : 0 . 14 cfs VOL: 0 . 10 Ac-ft TIME : 490 min BASIN ID: A2 NAME: PREDEVELOPED, 2 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 86 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 2 . 00 inches AREA. . : 0 . 86 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 72 . 00 TIME OF CONC. . . . . : 36 . 69 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 .20 AREA. . : 0 . 00 Acres CN. . . . : 98 . �0 TcReach - Sheet L: 180 . 00 ns : 0 . 2400 p2yr: 2 . 00 s : 0 . 0110 PEAK R.ATE: ' 0 . 02 cfs VOL: 0 . 02 Ac-ft TIME : 960 min I File Basin Hydrograph Storage Discharge Level pool 3eee5eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee ; eeeeeeeeee ; 0 o SHEET FLOW CALCULATOR - INITIAL 300 FEET o 0 0 0 0 0 °DES°Mannings Sheet Flow. . . . . . 0 . 24Q0 0 ° °ARE°Flow Length (ft) . . . . . . . . . 180 . 00 °HOICES ° °RAI°2 yr 24 hr rainfall (in) : 2 . 00 ° ° °TIM°Land Slope (ft/ft) . . . . . . . 0 . 011� ° ° °TIM° COMPUTED TRAVEL TIME (min) : 36 . 69 0 0 °RAI° TYPICAL MANNINGS VALUES FOR INITIAL 300 FT °A ° °ABSo 0 0 °BAS°Smooth Surfaces . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 011 0 ° °STO°Fallow Fields of Loose Soil Surface . . . . . . . . . . . . . . . 0 . 05 °Y ° ° °Cultivated Soil with residue cover (s<=0 . 2 ft/ft) : 0 . 06 ° ° °PER°Cultivated Soil with residue cover (s>0 . 2 ft/ft) . : 0 . 17 ° ° °ARE°Short prairie grass and lawns . . . . . . . . . . . . . . . . . . . . . 0 . 15 ° ° °CN °Dense grasses . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 24 ° ° 0 oBermuda grass . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 41 0 0 0 oRange (natural) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 13 o o °PEA°Woods or forest with light underbrush. . . . . . . . . . . . : 0 .40 ° ° °PEA°Woods or forest with dense underbrush. . . . . . . . . . . . : � . 80 ° ° °TOTo 0 °OF10Key: QUIT FSKey: CLEAR °ete ° Pg�eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeefit e .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. „ ., „ ,. .. ,. ,. ., .. .. .. ,. .. .. ., .. ,. .. ., ., ., .. .. .. ., .. .. .. .. ,. ,. ,. .. ., ,. ., .. ,. .. .. ., ,. .. .. ., ., ,. .. .. .. .. .. .. ,�.c^nnc�!,;nr�nr�nr�;`�;�C�Cc_^- --� .. _.. .. . . _. . . .. .... . . .�__._� . . . . . . . .. -.. _ �. . ... . . . .. . .. .. ... . .. � . . � �1 �� � (� L._ L l � r �_, �I�v�� �F C.O�c c �= ;�rr�r� i J�.-���� B. DEVELOPED DRAINAGE '� The developed project will not include detention storage due to the minimal peak flow exemption allowed by the drainage code. The site will include a conveyance system consisting of 12" piping and catch basins. This system will collect the runoff from the private road and the new house downspouts. The piping will terminate into the existing 18" piping that runs through the site. This existing 18" piping will be re-routed around the north side of the short plat. It currently runs through the middle of the site and would conflict with the building pads for 3 of the new lots. Similar to the existing condition, the SBUH hydrograph method was used to determine the peak flows for the various storm events. The computer data sheets for the developed flows follow this page as well as the work sheets and the time of concentration calculations. A brief summary of the developed drainage characteristics are: time of concentration: 14.26 minutes 2 year peak flow: 0.19 CFS 10 year peak flow: 0.32 CFS 100 year peak flow: 0.48 CFS total area: 0.86 acres pervious area: 0.43 acres curve number: 80 impervious area: 0.43 acres curve number: 98 C. HYDROLOGIC ANALYSIS The site is exempt from the peak rate runoff control due to the negligible peak rate runoff rate increase exemption. This is specified in section 1 .2.3- 5 of the drainage manual. The developed peak 100 year runoff flow is 0.48 CFS. The 100 year pre-developed flow is 0.14 CFS. This is a 0.34 CFS difference, which is less than the 0.5 CFS maximum allowed for this exemption. DEv �Lo�E- u �>R� ir,.s ��-�r= �! . RR��1 � ��� j����c� {�-�-ec�= S�fe ��-e ct = Q , �3(� Ig�+-� �so.xv�e c�s �r Pre..cQ�_�F>(v� cQrAi�ci�, $ . Cu R.�c� t�lvVr��„��� : �c�� So�ls a...,re_ ����I��P sev �e` , f-I��� F?�(��� � Gv-o�P �. � „ I � �v�P�r-viouS ' . a� �r �v 0.+� ro� , (4-c�' k �����' = Z�oo s F 6� � Y�P�,, �1��Se S @- Z�o sF ��'�r�v��" �� �, �CZo�> _ ��oov S� c�� ^1 hc�.� c���v�e.wa�s - � ,Z k 7�-� e� . ?Ci g> �s = Zc�( (.o S i- I`� `�((o S1=. (�gl(o SF = 0 , �1-3 f�G. � C-�Q = `�g 2 . Pex-�i�s � " p , gc� - o , � 3 = 0 , �-3 fl� . C.�•� � �'a o � (e--v�c� S�o��v� , C�n aQ) � � C _ j�'M� O� GO IS G�-I�`rR�1�T7�N : CTc_� I . � ►-� c�l D��. (�> _ �� ' she�t -��ow o.�r�o s s �o-E- � (� so�.,-��r. �,t��.r-f-Y l t�n e. �, (��n� � �V�� �IV��(� � I �O �/(� CQS.SVmeV' �r V�-V�I� 4 ' lofi , -�-'r = I 3 ,�� m�n�te S �sQ� a�io�� co � Z , Cr-� . D� st , ( L2 = I�--� �f . -t1�-r s� � , c�n� � � -�(o� , l�ve. ��(� = I �o`'/� T � P �•�u M�Y1�f e s s� �� �fu- S�� TZ o��'t3 . 3 � T� = T-r, {TTZ � (3, 1�43 + ,� = I 4 Zc� rr�+nJi-e.� � - �Sf�PLt��I I►�LS ; So--w,� a� -�r Pf�-e�-v�oPe� F _ P�Py-�- F Lv�� S '. Z Y r. Q Z = 0� � �t C-�=s' �� �►— �ra ' D• 3Z C.Fr� � � Y� c,�,o� = c�`�, �=}S c�s w � Jaeger Engineering CONRAD SHORT PLAT DRAINAGE CALCULATIONS DEVELOPED HYDROGRAPH SUMMARIES BASIN SUMMARY BASIN ID: B10 NAME: DEVELOPED, 10 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 86 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 2 . 90 inches AREA. . : 0 . 43 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 80 . 00 TIME OF CONC. . . . . : 14 .26 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 .20 AREA. . : 0 .43 Acres CN. . . . : 98 . 00 TcReach - Sheet L: 80 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0100 � TcReach - Channel L: 145 . 00 kc :42 . 00 s : 0 . 0100 PEAK RATE: 0 . 32 cfs VOL: 0 . 14 Ac-ft TIME: 480 min BASIN ID: B100 NAME: DEVELOPED, 100 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 86 Acres BASEFLOWS : � . 00 cfs RAINFALL TYPE. . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 .43 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 80 . 00 TIME OF CONC. . . . . : 14 . 26 min IMPERVIOUS AREA I ABSTR.ACTION COEFF: 0 . 20 AREA. . : 0 .43 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 80 . 00 ns : 0 . 15�0 p2yr: 2 . 00 s : 0 . �100 TcReach - Channel L: 145 . 00 kc:42 . 00 s : 0 . 0100 PEAK RATE : 0 .48 cfs VOL: 0 . 20 Ac-ft TIME : 480 min BASIN ID: B2 NAME: DEVELOPED, 2 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 86 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 2 . 00 inches AREA. . : 0 .43 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 80 . 00 TIME OF CONC. . . . . : 14 . 26 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 0 .43 Acres CN. . . . : 98 . 00 TcReach - Sheet L: 80 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0100 TcReach - Channel L: 145 . 00 kc :42 . 00 s : 0 . 0100 PEAK RATE: 0 . 19 cfs VOL: 0 . 08 Ac-ft TIME : 480 min r r File Basin Hydrograph Storage Discharge Level pool 3eee5eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee; eeeeeeeeee ; ° o SHEET FLOW CALCULATOR - INITIAL 300 FEET o 0 0 0 0 0 °DES°Mannings Sheet Flow. . . . ..: 0 . 1500 0 0 °ARE°Flow Length (ft) . . . . . . . . : 80 . 00 T-�-Z °HOICES ° �RAI°2 yr 24 hr rainfall (in) : 2 . 00 ° ° °TIM°Land Slope (ft/ft) . . . . . . : 0 . 0100 ° ° °TIM° COMPUTED TRAVEL TIME (min) : 13 . 68 0 0 °RAI° TYPICAL MANNINGS VALUES FOR INITIAL 3�0 FT °A ° °ABS° o 0 °BAS°Smooth Surfaces . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 011 ° ° °STO°Fallow Fields of Loose Soil Surface . . . . . . . . . . . . . . : 0 . 05 oy o ° °Cultivated Soil. with residue cover (s<=0 . 2 ft/ft) : 0 . 06 ° ° °PER°Cultivated Soil with residue cover (s>0 . 2 ft/ft) . . 0 . 17 ° ° °ARE°Short prairie grass and lawns . . . . . . . . . . . . . . . . . . . . . 0 . 15 ° ° °CN °Dense grasses . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 24 ° ° 0 oBermuda grass . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 .41 0 0 0 oRange (natural} . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 13 0 0 °PEA°Woods or forest with light underbrush. . . . . . . . . . . . : 0 . 40 ° ° °PEA°Woods or forest with dense underbrush. . . . . . . . . . . . : 0 . 80 ° ° °TOTo 0 0 ° OF10Key: QUIT F5Key: CLEAR °ete ° ° Pg�eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeefit ° aeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef File Basin Hydrograph Storage Discharge Level pool 3eee5eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee ; ee; ° o CHANNEL FLOW CALCULATOR ° o 0 0 0 0 °DES°Flow Length -(ft) . . . . 145 . 00 ° ° '� °ARE°Land Slope (ft/ft) . . 0 . 0100 I �i ° ° °RAI°Kc, Velocity Factor: 42 .0 ° ° °TIM° COMPUTED TRAVEL TIME (min) : 0 . 5 ° ° °TIM° TYPICAL VELOCITY FACTOR VALUES o 0 o�Io 0 0 °ABS° Intermittent Flow - R=0 . 2 0 ° °BAS°Forested swale w/ heavy ground litter (n=0 . 10) . . . . . . . . . . . . . . . . . . 5 ° ° °STO°Forested drainage course/ravine w/ defined channel bed (n=0 . 50) : 10 ° ° ° °Rock-lined (n=0 . 035) . . . : 15 Grassed (n=0 . 030) . . . : 17 ° ° °PER°Earth-lined (n=0 . 025) . . : 20 CMP pipe (n=0 . 024) . . : 21 ° ° °ARE°Concrete pipe (n=0 . 012) . 42 other. . . . . . . . . . . 0 . 508/n ° o °CN ° Continous Flow - R=0 .4 ° ° ° °Meandering stream w/ some pools (n=0 . 040) . . . . . . . . . . . . . . . . . . . . . . . 20 ° ° ° °Rock-lined stream (n=0 . 035) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23 0 ° °PEA°Grassed-lined stream (n=0 . 030) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27 ° ° °PEA°Other streams, man-made channels and pipe. . . . . . . . . . . . . . . . . : 0 . 807/n ° o °TOTo 0 0 °OF10Key: QUIT F5Key: CLEAR ° ° ° Pg�eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef ° aeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef ���r: L ��%'t�..� �� I'r rl � c_:��— ���,t �. � �i_� �.:��_j � ���,e L�. DEfENTIOtJ A�JAL��rSIS AfJD DESiGN Detention Storac�� i� ����-�f r�� �uired fcr 'h�i� ����j� . �t . �1 �f���l � 7: ,�e. surface subject to vehicular traffic is less than 5000 sq. ft. This area include the new road paving and a portion of the new dri � � { ,l��l _ ...F !l-�. .-.� . � 'l.....,. .- .- ,.1�. . .-.1.-.. . 1„ .- .. _. . � � . �.. The piping will be sized to accommodate the 100 year developed flows as identified in the previous section of the report. The calculated 100 year developed flow for the entire site is 0.48 CFS. The pipe segments with the least capacity within the entire conveyance system will be a 12" CPEP pipe at o slope of 0.5%. These will be several pipe segments that are within the interior of the site. The capacity of this pipe is 2.73 CFS. Thus, all of the pipes within the conveyance system will be able to handle the 100 year developed flow for the entire project. As such, an analysis of each piPe segment is not necessary. VI. ADDITIONAL STUDIES OR REPORTS None are proposed. There are no sensitive areas on this property. VII. BASIN AND COMMUNITY PLAN AREAS This site is within the City of Renton It is within the Cedor River Drainage Basin. VIII. OTHER PERMITS No other permits are anticipated. I IX. EROSION CONTROL The necessary erosion control measures for this site will be very minimal. There are several reasons for this conclusion. • There is no grading involved with the construction of this site. • The site is extremely flat. There will be no runoff from the site in any direction. � • The omount of construction activity will be minirr�al. • The site is less than an acre in size. The proposed erosion control measures include a quarry spall construction access to help keep the frontage road clean. It is also proposed to install silt fencing along the south property line. This is the frontage with SE 6'h St. This fencing will be installed for the purpose of inhibiting pedestrian trespass rather than for runoff control. All of the property lines, including this south �ine, are higher in elevation than the body of the site. C�f�N R R.� S Ho�T �RT ��7—f o�_ �,���� C�sT �S r �v r� t�'c E 1� - Lo�n S-t-r�c����-Y, Co�-1--5 • � . �e�-J �o�c�' � �� ���� � Z c� ' = ,�a�;� ��F `F'=. � i . -`� �� - .5�J� �� ltl�Q� Tf�t(� f-fl 0.�( : ' I v rr��+ .�t�r,� ; = � ,j�Z7 1 G Q�cr-� � � �rv6 �'�= . ��.>YY.r `,z�rn ', - _ �. 2t'�O� � � ��o�-- 4 re�st�ru�-�}'" S 1�-Q-w o_I ���p�'���� - � o�cro � Z �r tv�e���o-�/S' C� S D p p r� . OO c� � �3�0 2 . �ra.,�r�xc� 5.�s`�'"�m o,.� F��10�� �c s�', I��� P i P�n ��n �-clz. ' 4 tY�- aL �� ��-,�T � 2�xx� e� _ � �oo 27�c� �-� . o� ��'' �i��. � 30,�� /�z- . _ � CQ(ono r��ov-� ex�S�r�a �� (o�vt�y `_ �urv� �m . _ � SOc7 b� ����� r�� c��-�-,h�� ; � ..� Z �j f'e- � co��ZJI,, bosn T Q #` rc'�c� ��` � �b o� r4-o � o� ►2 '' ��,P�, � �Z.o�� �t . - 30�30 ZO c� -��1- . (�" �-Z(c �r I-r��-� d.r��v�,- � f'I J/�=f._ � �� 2�7�0 � 5��- �y�-�I-�, ; � 0. z M Q-�r� h O l�S CZ � ;�7l� `�'C�- . � 4-�-�C7 �, �!�7 0 -�`�.. o-� �'' �� �- �2�/-� _ � 340 0 /f�`-A_ � � T C W�I\`n O � ' ��� n �� ��•T�� v��l��P..� � �Q V � � S1 C`-Q- �-o_� ..>e_,l- `�� , ���� � �' �O� F'n - � � d--c7� �7C�c� 4- - �o-�-e-+r' ' 4-� 3 W��-P� ��sa_�'p_-� y.�•�•rs � �.l n n e c� = � (S� Tj . R�Qcyl.�r' t_3c��'r' ��C'�C>c-Y ��)rf'_,.r.�.� 1 = �� � J � � � ,S't�31�'� ��N�� � � Z��a To �t �.�r-� � ��. �` �3�830 - . �� � ' � � �PPENOIX A CH�.RTS, TABLE9, GR�PHS FRO�! RING COUNTY SWM liANUAL � " - KINO CUUNTY, WASNINGTON, SURFACE WATER DESI (3N MANUAL FIGURE 3.5.?.A 1iYDROLOGIC SO1L GROUP OF TIIE SO1LS IN KING CUUNTY HYOROLOGIC HYDROLOGiC• SOIL GROUP GROUP• SOtI GROUP GROUP• ' Alder^,00d C O►cas Peat D Arents. Aldenn►ood Malerial C Orkita O AreMs, Everett Material B Ovall C 8eausMe � C PAchuck C Beilinpham O p � 8riscot D u atlup Buckley O agnar , Coastal Beachos VariaWe Renton � Earlmont SRt Loam D RNervvash VarlaWe Edgewtck C Salal C Everett A Sammamish D Indianda A Seattle � w��P C Shacar O Waus C SI SAt C Mbced AMuvial land Varlable Snoliomish 0 tJellton A Sultan C Newberg 8 Tukwpa O Nooksack C Urban VarlaWe . Normal Sandy Loam D Woodliwple D HYOROIOGIC SOII(3ROUP CUISSIFlCATIONS . A. (low runoH potenttal). SoAs having higl� In�itrallon rates, aven when tf�orougt�ly wetted, and consisting chlelly of deep, well-to-excessively dralned sarxis or gravels. These soils have a high rate ot wate� ' transmission. 8. (Moderately low runoH potentlal�, SoN� having moderate In(Ntratlon rates when thorouflhly wetted, and conslsting chlefly d moderately Me lo moderately coarse textures. These sofls have e moderate rate d water transmission. C. (Moderately htgh ninoN potentlal�. Soqa having slow Inrntrallon rates when thoroughly wetted. and c�nslstlny chleQy af sobs whh a fayer that Impedes dowmnrard mrnement d weter. or sola wkh moderetely flne to Me textures. These aol�heve a siaw rate d wate�t�ansmissbn. . D. (liigh runoH potenttal). SoMa havkp very slow In(Itratlon rates when ihorougMy wetted a�d consisth�g chlelly ol day soes wkh e hlph swelltrq potemial, soMa wlth a permanent hlgh water table. soAs wkh a hardpan or day layef at or near the suriace, and shatlow solls wer nearly Impervbus materW. These soAs have a very slow rate of water transmisslon. • From SCS. Tfi-55. Second Edltlot�. June i9Se, Exhibk A-1. Revislo�s made from SCS, So1(nterpreiatlo� Record, Fonn �MS. Septembet 1988. 3.52-2 ��� K �� - I KING COUNTY, WASEt1NGTON, SURFACE WATER DESIGN MANVAL TABLE 3.S.2Q SCS WESTERN WASIiINGTUN RUNOEF CURVE NUM[iERS SCS WESTERN WASHINtitON RUNOFF CURVE NUMBEFiS (Published by SCS In t982) RunoH curve numbers for selected agricuitural, suburban and urban land use tor type tA rain(all distrlbutlon, 24-hour storm duratlon. " CURVE NUMBERS BY HY�ROLO SOIL GROUP LAND USE DESCHIPTION A � C D Ct�tivated land(1): winter conditlon 88 91 94 95 Mountain open areas: 1ow growing br�sh and grasslands 74 82 89 92 Meadow or pasture� 65 78 85 89 P�eY� Wood or forest land: undisturbed 42 64 76 81 Wood or faest land: y ouung second growth or brush 55 2 81 86 Orchard� with cover crop 81 92 94 Open spaces, lawns, parks, golf courses, cemeterles, 18ndsCaping. • Dp�c�of,er.) P-�'�\I, good condHlon: grass cover on 75% i � or more ot Ihe area 68 � 96 90 , latr condllbn: • g►ass cover on 50% to 75"6 of the area 77 85 90 92 Gravel roads and parking�ots �6 85 89 91 DI►t roads and parking lot� 72 92 87 89 �V� Impervious suNaces, pavement, rools, elc. 98 98 98 98 �+'�'""�' Open water bodles: lakes, weilands, ponds, etc. 100 00 100 100 Single FamNy Restdentfal (2) , Oweiling U�it/(��oss Acre 9G Impervious (3) 1.0 DU/GA 15 Separate curve number 1.5 �U/GA " 20 shall be selected 2.0 DU/GA 25 (or pervlous and 2.5 OU/(3A 30 Impervlous portlon 3 0 bU/(3A �4 of the sNe or basin 3.5 DU/GA 38 4.0 OU/(3A 42 • 4.5 DU/GA 46 5.0 OU/GA • 48 - 5.5 DU/GA 50 6.0 DU/GA 52 6.5 DU/GA 54 7.0 DU/GA 56 Planned unit developments, % Impervlous condominiums, apartments, must be computed commercial business and industrlal a►ea�. (1) For a mo►e detaiied doscriptlon o(agrlcultural tand use curve numbers reter to National Enginee�tng Handbook, Sectlon A, Hydrdogy, Chapler 9. August 1972. (2) Assumes rool and drfveway►unolf Is directed Into streot/storm syslern. (3) The ►emalning pervlous areas (lawn� are consldered to be In good conditlon for Iliese curve numbe�s. 3.5.2-3 1/90 s • � � � � � , �i�+��,�Y�`. . � . � • �l �. l�'i r !� �::s.„� ,�� ,� � `. ����� � ,�1,, �. . � _ �. � � `� , `� � : �.��. �. ��,y , � � � ,.. � �►, ����'�`� �.,.�, . � `�- � , � ; -- ► �� o �. —�5����►,�. •t � .r ` ,. �� S�� '�' �� rY� �+,�e� �! ��� • ���1�'�' � � � � *� ►�• ' ,► �,: �f —��,. � ' a =� � � ��� ''�� � � .. �� � � ! � � 1_�, �,. � : , _ . , • ,��1�/� �. .�...L �� •1/1� t.il:���e ��ili���r� � � �� �I♦ �..�ii:,�� • �`�`�IIC� �� ��`; / `.��� I � � � � '� . �.�,.�...r�� :,� � \, �.•� �/�;�r�cri�i� �j�.`. , � "1 �' :- ��i iw�ra� � .` ��� ��� � �4��� /.,�A�.�..�...���I�i� ���( ' �� � �� � ���'.�'�`'.��� ���� . ' �a�' 1 � '�� �� ► 1�t < �� �� ;. � � ��t�. ,, � �'� � � � 1��� _„� �. . ��. 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