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HomeMy WebLinkAbout01981 - Technical Information Report v�, TECHNICAL INFORMATION REPORT FOR RENTON KINDERCARE FOR KINDERCARE LEARNING CENTERS 650 NORTHEAST HOLLADAY STREET PORTLAND, OREGON BY BUSH, ROED & HITCHINGS, INC. 2009 MINOR AVENUE EAST SEATTLE, WASHINGTON JOB NO. 99273.01 DECEMBER 7, 1999 �. ��t�-��� � ����aF wa€;,,���,y�,, � �<��.,*,:� -'�.. ,y� ��` '�'.:� ` _ 8 i`� 1 ��sL'`-,g'3.2fi�t`v_�!��'-� S j.,i,.�..y;.�';� V �. �2�/��� ,�.,.� ES 12II7/Qp -�,���-���::� � � � x�;}y�' a�,a't.. ;3 � �'. JAN 14 2000 sui�oirv� c��,�s±cy � - f, ;� Y . , , J Pags 1 of 2 Kln�County Butlding and Land DevelopmeM Dtvlsion ' � TECHNICAL INFORMATION REPORT (TIR) WORKSHEET - • • � � - � • • . . � � • ProjectOwner K1/�lL��JZ CAQE ProjectName /etNDEJQC�}RE L-F-�}�j�i/tiv Address (oSo NE hb/laday 5�.,�brt a,,,�Q. Locaiion �N GENTE Phone 1�3) 872 -l�02- �r Township Project Engineer 31eE+1�l�lr c c�M M�NGS �� � � Company f3C.t5 f-T� 1ZOE� �/'tlTC.�-{�NC�S Section S�2� Address Phone �20�0� �2�3"Q-�� ProjectSize � •�O AC Upstream Drainage Basin Size O AC • • • � Subdivision � DOF/G HPA 0 Shoreline Management 0 Short Subdivision � COE 404 �R�ry 0 Grading 0 ppE Dam Safiety 0 Structural Vaults �'Commercial � FEMAFloodplain O Other 0 a�� � COE Wetiands 0 HPA • . . - Community DE/�(� � �� _ Drainage Basin Lc�T Lq KE �nlAsN rn�C�-tr�N �R�n1A�� ��s�,�J � River 0 Floodplain � Stream Q Wetlands 0 Critical Stream Reach � SeepslSprings � Depressions/Swales � High GroundwaterTable � Lake 0 Groundwater Recharge �Steep Slopes ���o M�IX. 7'lo i4►�;� Other � Lakeside/Erosion Hazard . Soil Type Slopes Erosion Potential Erosive Velocities S�/Vl� F/LL �% ± Low — � J 0 Additional Sheets Attatched 1/90 � 1 ��L�� Kin�County Buildin�and Land DevebpmeM Dlvlslon TECHNICAL INFORMATiON REPORT (TIR) WORKSHEET \ � . • . REFERENCE LIMITATIOWStTE CONSTRAINT [� Ch.4-Downstream Malysis S/TE P�lRT p� �QE�ro N/4t- ,OC�'N�iG�l �1STE/�'I a 0 0 a a � AddiGona!Sheets Attatched � MINIMUM ESC RE�UIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION FOLLOWING CONSTRUCTION 0 Sedimentatio�Faciifties �' Stabilize Exposed Surface �''Stabilized Construction Entrance � Remove and Restore Temporary ESC Faalities �Perimeter Runoff Control � Clean and Remove All Silt and Deb�s � Clearing and Grading Restrictions � Ensure Operation of Permanent Facilities C�^Cover Practices 0 Flag Limits of NGPES L�Construction Sequence � Other C�' Other Gfi�7'Gtl f3•45/� A?oTEGT1GYl1 l � � Grass Lined Channel � Tank 0 Infiftration Method of Analysis C� Pipe System O Vault � Depression fC/NG C.p. — SBVf'� , � Open Channel � Energy Dissapator � Flow Dispersal CompensationMlitigation ' � Dry Pond � Wetland � Waiver of Eliminated Site Storage � Wet Pond � Stream C�'Regional Detention Brief Description of System Opera6on S/T�' 0I�4)NS 70 EXtST//V Cj s`T'pR1`1 SYS7'fJ�J �1�1/f ��nl'r�oNl . PRo� ��S NoT �cc� M�N• R£Q . �k A-Da�7'�o_N ^ Facility Related Site Limitations 0 Additional Sheets Attatched Reference Facility Limitation - . . - � Drainage Easement O Cast in Place Vault � Other N�A � Access Easement 0 Retaining Wall � Native Growth Protection Easement �Rockery>4'High —NOT 14�LA'T�Q '7a S�.M � Tract 0 Structural on Steep Sbpe �1 NRG� � Other � . - . . _J 1 or a clvil engineer under my wpervisfon have vi�ited the site.Actud � site conditions as observed were incorporated inW thls woNcsheet and the attatchments. To the best of my knowledge the i�formation provided here is accurate. +4��• 1/90 TABLE OF CONTENTS I. PROJECT OVERVIEW E ' II. PRELIMINARY CONDITIONS SLTMMARY ,3 III. OFF-SITE ANALYSIS a IV. RETENTION/DETENTION ANALYSIS AND DESIGN � V. CONVEYANCE SYSTEMS ANALYSIS AND DESIGN 2 0 VI. SPECIAL REPORTS AND STUDIES 2 3 VII. BASIN AND COMMUNITY PLANNING AREAS 2� VIII. OTHER PERNIITS �2� IX. EROSION/SEDIMENTATION CONTROL DESIGN 2c� X. BOND QUANTITIES WORKSHEET, RETENTION/DETENTION •Z-� FACILITY SUMMARY SHEET AND SKETCH, AND DECLARATION OF COVENANT XI. MAINTENANCE AND OPERATIONS MANUAL 2� . � ��L � I. PROJECT OVERVIEW This project proposes to construct a new Kindercare Learning Center at the corner of NE 44�' Street and 110"'Avenue SE in Renton, Washington (see vicinity map, page 2). Site development will consist of a 9,200 square foot building, sidewalk, outdoor playgrounds, landscaping, and parking area. The total site area is approximately�.8 acres. In the developed conditioq 0_21 acres will be pervious landscaping and playground areas, and the remaining 0.59 acres will be impervious building, pavement, sidewalks and playground areas. Development of this parcel will include on-site grading and installation of sewer, storm, fire protection and domestic water facilities. The stormwater conveyance system has been designed in accordance with the King County Surface Water Design Manual (KCSWM}. An erosion control plan has been developed to restrict silt-laden water from leaving the site during construction. ,�� �, l��b , --- _u__ — , ,, ��,..- �.; , . ,. .,.,; , — - < ,�-- � — . '__ —_"' ." - ....� F .. N ..: .[ � s � . 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RFNTON � � / .i P �� . �. �n� . � ° �� :'�.�: 5,�.�� �i [ yy�yqq��� � ; �}sr� iis S�sr ; (;_a�Rrna; �i / ♦� s � ion� � ` � � bioni��n �� � 9� �1f � � �' 4�� �+ � .. .:5- ��y�, 11 � vL I 1 UMCN �� .•,:, ¢. . � --^ 1 6 H . a _ Si `: '�"i 1 BOEING �\ % e�u � � N tOtn ST � � N Iti'.� ;\I ' -�- sc ue�xsi ' . e Oo � . 5 TH _ T � �-„ ^�` RFNiDN \ /�.SF� � �� NE 9TH PL � � E � 9TH T . � =1 � ,�T,7� FS�, S-_ UTH VL "'�1 � �pL.WI' �- / Z . �� /� NE 9 "c�SS �� � � ������-� �-'�' _ _ � SL ` � < Iletx 4 - Si eiam �1 � � � '� `�� x[ ` �. � �� . � � r�1 ��� ;;w; � s i 9rN � J ; ��� ' � � : 8 �Me r� -- � 9 � o r� , • g 10� �,. ^'s i�orH n� B o _� 1 < N TM ' [g� Nf � �qt � � ' N �M ��x � n'" " ,� �J �- , � --.. _ . '1 ST A CETRAII����, � �<�� � � � ' i:6Ahk � SSP` ,��00� 7T�y ST � NE � r � s[ �7t5ty sr . r„ � ; I a$` � 12151 5 4' RIVER .. TM � 3 NE NE 77N ST �3N ��,�F 121ND_ i . 5� 122N0 5T - ' '� N � i�. -- _ � tl �.� i I 127RD Sl� I ti Q 7TH,I � p 7TH S � . � a 1...�' E6tY�� .. } }+ik, Si _-_ - .. � xE ,_ . �. �., ^ i tt '_'-- _ �5 .,,' . ,,'�' e _ 1 }I � o-�,. f"i•l �I ��'_ -t— ._�-+-m��i.-r'w�rs . _ . . _. � .. .. , _. ::. .. . . .:... ._� � :...� ,... I'�°�� �..� -_. '_ " � � � �/�:� IL PRELIMINARY CONDITIONS SUMMARY Although this site has not been developed, it has previously been cleared and graded. This was done in approximately 1988, when the adjacent parcels were developed. Light vegetation currently covers the majority of the site. The remaining area (approximately 7.5% of the site) is covered by existing asphalt. Because the site has previously been graded, the topography of the sight has a slight to moderate slope (from east to west). The greatest slope on the site is approximately 20%, and occurs along the west property line. Currently, there is one catch basin on the site. This catch basin is part of the existing storm conveyance and detention system that had been previously designed to serve the multiple properties located at the NE 44�' Street and 110'�' Avenue SE intersection. Currently, stormwater that does not drain to this existing catch basin flows west over the property line and onto the adjacent property, where it enters the above mentioned storm system. A geotechnical investigation has been prepared by Giles Engineering and is available under separate cover. S . . :_ ...... $`.�� , ,�� yr�, , 71,.....:Fv' +�$+I...- �... .�". . .. ..__. .i...�X.,...-.n f.. -{}.�'.�'�. *�'�;�� + �w 1'y?� �', . �.. �; w'"'" -�:�..,.. ;,.... '^a� .�.r.. ,...4 .,�.s k.,�;,„��.0 ' d.,.tr. ' ..i� . , « ...,�. ,.,., . , +c;�,•.:, . r ./,,... � , ..., . , a ., c�r Y r ,,�;�j �,� , . 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' _ :'�f�.-. ,c'.� f. + `� ,�... ��^@ .. ....�., ,"o v" '1 \ ,_w.. `5a• '`5.��. ��i3 ;.�.5." .�^ri�, � � ,s,; ..;� -. ,,,, ; , .:,. .-��-_. . , ,�„ �, ` . . , ,, ,>. , ,:w:�,�"���„" �,� A�? �. ?�/, �� � 1�;`,a. ,r�;�i�ri .\ ; _ . ,,,..�# < �„ . l�. ,�'. �� _.�,i�. ��,.:s. ,+:,��: �'• � .r`�x' �,�:��..��.r s, .i, �;x< �.5�. �':x,. ..,4. .. � , , . ., • , r°�.:-. ., . .''. , ..,.., ., .._. .. , ;; ., �.�..c;. . . , . . , ., .. . .. .. . _� ,, '�- .v , . s�Z� III. OFF-SITE ANALYSIS Stormwater collected from this site will enter an existing storm conveyance and detention system that had been previously designed to serve the multiple properties located at the NE 44�' Street and 110`f' Avenue SE intersection. It should be stated that the area of the Kindercare parcel was included in the original design of this storm system, and that the volume of runoff from this site has been accounted for in the original design calculations. At the time of the original development, it was assumed that our parcel would connect to this system when it was developed. The above mentioned stormwater collection and detention system was designed using the YW method and consists of a series of catch basins, underground pipes, two 54-inch underground detention pipes, and a flow control manhole. This manhole houses a restrictor tee that regulates the flow of stormwater leaving the site. This storm system discharges a wetland, and from this wetland stormwater travels the following path: 100' north from the stormwater discharge location to the outlet culvert, then 250' north through culvert (conveys stonnwater under NE 44�' St.)to a second wetland, 350' north through second wetland, 150' west via a culvert that connects to a catch basin, 350' north, via a 42-inch culvert that connects to a catch basin, and finally 400' northwest via a 48-inch culvert that coveys stormwater under I-405. This is over one quarter mile downstream of the site. Stormwater leaving this site will follow the above mentioned path, and ultimately discharge to Lake Washington. , . �`'/Z t�, IV. RETENTION/DETENTION ANALYSIS & DESIGN i H dro ra hs modelin the two ear ten ear and 100 ear storm events for both the II Y g P g Y � Y � Y existing and developed conditions were prepared for this site in accordance with the KCSWM using the Santa Barbara Urban Hydrograph (SBUH) method. The curve number used to model the existing condition represented land covered with forest and light underbrush (which was the original ground cover, according to original design calculations). When the 100-year peak flow for the existing condition is compared to the 100-year peak flow for the developed conditioq the difference in the peak flow rate is less than 0.5 cfs. According to the KCSWM, this means that stormwater detention is not required for this site. Water quality treatment will also not be required for this site. The amount of new impervious surface area that will be subject to vehicular traffic will be less than 5000 square feet; therefore, according to the KCSWM, water quality is not necessary. This site will be served by a stormwater conveyance system comprised of a series of catch basins and underground pipes. Stormwater runoff collected by this system will discharge to the storm conveyance and detention system that had been previously designed to serve the multiple properties located at the NE 44�' Street and 110�'Avenue SE intersection. As previously mentioned, the Kindercare parcel was included in the original design of this storm system, and the anticipated volume of runoff from this site in the developed condition has been accounted for in the original design calculations. . , ��/�� 12/6/99 1 :29 : 12 pm Bush, Roed & Hitchings, Inc page 1 --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUNIMARY BASIN ID: ex02 NAME: existing 2yr/24hr storm SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 80 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 .00 inches AREA. . : 0 . 80 Acres 0 . 00 Acres TIME INTERVAL. . . . : 10 .00 min CN. . . . : 81 . 00 98 . 00 TC. . . . : 26 . 86 min 26 . 86 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 175 .00 ns : 0 .4000 p2yr: 2 . 00 s : 0 . 0630 PEAK RATE: 0 .06 cfs VOL: 0 .04 Ac-ft TIME: 490 min BASIN ID: ex10 NAME: existing l0yr/24hr storm SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 80 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 0 . 80 Acres 0 . 00 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 81 . 00 98 . 00 TC . . . . : 26 . 86 min 26 . 86 min ABSTRACTION COEFF: 0 .20 PEAK RATE : 0 .16 cfs VOL: 0 . 08 Ac-ft TIME : 480 min �BASIN ID: ex100 NAME: existing 100yr/24hr storm SBUH METHODOLOGY TOTAL AREA. . . . . . . : d . 80 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 80 Acres 0 . 00 Acres TIME INTERVAL. . . . : 10 .00 min CN. . . . : 81 . 00 98 . 00 TC. . . . : 26 . 86 min 26 . 86 min ABSTRACTION COEFF: Q .20 PEAK RATE: 0 .29 cfs VOL: 0 . 14 Ac-ft TIME: 480 min . . ��z� 11/29/99 2 : 7 :24 pm Bush, Roed & Hitchings, Inc page 1 --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: d02 NAME: developed 2yr/24hr storm SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 80 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 .00 inches AREA. . : 0 .21 Acres 0 .59 Acres TIME INTERVAL. . . . : 10 .00 min CN. . . . : 86 . 00 98 . 00 TC. . . . . 6 . 00 min 6 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 .33 cfs VOL: 0 . 10 Ac-ft TIME : 470 min BASIN ID: d10 NAME: developed l0yr/24hr storm SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 80 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 0 . 21 Acres 0 . 59 Acres TIME INTERVAL. . . . : 10 .00 min CN. . . . : 86 . 00 98 . 00 TC. . . . . 6 . Q0 min 6 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE : 0 .51 cfs VOL: 0 .16 Ac-ft TIME: 470 min �BASIN ID: d100 NAME : developed 100yr/24 hr storm SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 80 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 21 Acres 0 . 59 Acres TIME INTERVAL. . . . : 10 .00 min CN. . . . : 86 . 00 98 . 00 I TC. . . . : 6 . 0� min 6 . 00 min �� ABSTRACTION COEFF: 0 .20 � PEAK RATE: 0 .72 cfs VOL: 0 .22 Ac-ft TIME : 470 min � � . . ��/L� ' BUSH, ROED & HITCHINGS. WC. �ae�,��►��I IG��1�e(La le � Q� l 73,o d � CIVIL ENGINEERS &LAND SURVEYORS 2009 Nlinor Avenue Eas[ SHEET NO OF � Seattle,�'A 98102 CALCULATED BY DATE �� (206)323-�144 FAX(206)3?3-7135 B R H I-�0O-9�S-O�OR CHECKED BY DATE SCALE PEAK FI,oW RAT� ir� ��IS?i� �.anatrta�l � o.2q cfs PtAK F�.ovV R�TE IN D£�lEI.OI�� D CDaD17f61�i ; 0,�2GtS 4��?���; - o � 2�t � fs = � ,�3c�� D��3 �#�a � 4 •5 �4�� � • No srt"j�ft�nw�T�.i� �`.�� T'� nf`�ior.4 t� �.a�� E��=: � ! >'O�� :�!-'(:�f[�fS�M!i'_0_`'IiV.7ti?i avl"L�S ' BUSH, ROED& HITCHINGS, INC. �oe ��►`�� !�� ��P���+�'�`�f'`� +� �� � �� r � � ' CIVIL ENGINEERS &LAND SURVEYORS 2009 Minor A��enue East sHEET No oF � Seattle,�VA 98102 CALCULATED BV oare �� i�06)3?3-�ii44 FAX(206)3?_3-7135 CHECKED BY DATE BRH �-�oo-93s-osos S�A�E 7�ME or" �vnte�`�TRarrQ� (Tc � ; T� = t�. �i 2 (�� ,��� �.t3 w h E r� , t�s - c�, y d ��Fi�o.n T� 6(c 3,-,�`�° , z � C� �{�x �o.s � �a.� �, = t 't�"" �f .�o � �� = � .O Q "� ��r� S a ' 4, Ufo .3 �#+��`� �L - �,_`'�,-���,� � �a ��' � 4 �'� � �.���' S �°a�E cl� � �t�av � a � � 4 j� � o2�e. $ 5� a� .a� � � � � ! � � � � � � � � a-� _ � R=3oe��c�, �.1 � Zr\> ���Z J / L-74 88' �.. \\ � ��c��. 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'. _ ._�.,� ._. �a.�• "_' _ � '__N � ' ."_ _ ;_r� � } ' BFI � . �-_ Qn9@£9-i9N�RE--R�-i E EAR:.� ' ...,rt��...-r . yw. �i'_'� +-�-�� _ .. _ ... . . . . �—}— , `�TEE!-W .�- . . _ � �- � `� .: OF MA7ER YNJLT. -� ' -.'-_ .- ' -" p . _ �I - � 5�� - N.E. 43rd�ST^ , . �, �� s r.Eu.�a1a____... _.=i"� . � .�_. �- ic si ._ sME-�1 r� ,Ynrr �iE;.• . . vn�rf 5 _. - ___._. _.� ._ .�.. --. ; _ _._ .._ . . , .__��_ _ ,`, � Ets♦K+�+- � fin' t �i Sa ,: _ -' - - � - �—.—�.�5: " - h8E'a5�'W _ - 1 _ " _=..� r—�_�t�'�-�7 _�._.. ._ _ ____� .. . .--�---. � . : . �__-_... __ .... ._..-�,.� . ..��.-_ _r"-..t ........ (B:.9S J: W3�'M:SI - .�..... ._ _._ _._.. . X�e�µ_:.. I -.��.�yP� .-. , __ . \�40.01. .. . . f � 'E ' �. , _ . , ... ��� �kn u�+� r.r�a . . 1 Z/2�' KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TABLE 3.S.ZC "n" AND "k" VALUES USED IN TDVIE CALCULATIONS F'OR HYDROGRAPH$ . 'n,'Shee�Fbw Equation Manrng's Values(Far the YrIW 900 h d travel) ��• Snwoth suAaces(concrece,asphalt,yravel,a bare hard packed so� O.Ot t Fallow lields a loose sd surlace(�o resid�e) 0.05 C�Itivated soi wilh residue cover(s<=0.20 4/8� 0.06 Cuhi.aled sal with residue cover(S>0.20 h/h) 0.17 Sho�prairie grass ard lawns 0.15 Dense grasses 0.2I Berrtxida grass 0.11 Rarqe(naWral) wooas«�o�est witn�grn a,aerbn,sn o.ro �-T-� �0 R 1 G� l Fj��-' Woods a laest wwii�dense urderbrush ��� E X t STl h1 C� C a�lD ITl o l� •Maming values for shee[Ibw aty,han Overton aM Meadovrs 1976(See TR-55. 1986) C 14T T 1 M E D� FIRST GL��'K £ -K va�ues used In rrave�rane/rime d Co�ceraracion ca�alattons RouGH Gx/�vE o� snallow conceruraced Flow (,Vter me inital 30o h.a sheet aow,R =o.,) k� t. Forest with heavy g�axd litterand meadows(n=o.,o� , Ki t�DER C kR� SIT�� z. erusny g.ound wicn some trees(n-o.oBo) s �. Fallow or mirrrtwxn tiWqe cultivation(n=0.0<0) 8 �. High grass(n=0.035) 9 5. Short qress,pasture and Wwns{n=0.030) 11 y, Nea�1y bare yroixxf(n=0.025) 13 7. Paved and yravet areas{n=o.a�2� z� Char�iel flow(Irnermittenl)(At the begirrwig d visible channels:R-0.� k� 1. Forested swale wdh heavy ground litler(n =0.10} S 2. Forested dninage course/ravine wilh delined charnel bed(n=0.050) 10 3- Rock-lined waterway(n=0.OJ5) t5 4. Grassed wa�erway(n-0.0.70) t7 5. Eanhained waterway(n=0.025) 20 6. CMP pipe(n=0.024) 21 7. Concrele pipe(0.012) 12 8. Ott�waterways and pipes O.SOB/n Chamel Flow(Caitlrwotn stteam,R =0.4) k� 9. Meanderirg sVeam wlth sort�e pools(n-O.MO) 20 10. Rock�sueam(n-0.035) 2� tt. GrassaYied stream(n-0.000) 27 t2. Other strearts,man-rtiade charxiels and plpe O.B07/n•• 1 ••Sea Ct+apter S.TaOb 5.3.6C lor addkbrml Marrilrqf'n'values lor cPee charx+els �_ 3.5.2-7 � i � , r � � ' � � 1 ' � • • � � ' � ' ,,- � � � �.. ► :a � � 3� ����'� r � , � `, ,; � :,-�. - � ���H� � � i` . \� �� -.�� �� �� , ; ����' � � � � , �" - ��i ����• �� � .`l���nAI �'.� \` � ,� i ■ ' • �i ■u������'"� � "!�� - '�`�`�,�► •� �'�"�1���'�'' "►'w���,�,�' �► ti .�...� iE � a �`` �� �,�• ri= '"1� �`� /, '' • , � P��` :��M���.�� �,;� �, � ���1_/, ��'.��`�•, 1 � � y � r' ���� .`0�'slr:= � da��R.G��� I � � �,�.�'�[:':�: �'��:�II��� :� r � �� � �"'� ' ����'����� ��'71 �• `'/l��r�i �����:'� - � il�, ` �4"'� - ���y'�����•....������'+�" ��'�� ��i�i��t��� .�is.�''�''��• — � -v►��.,,.�� �!' . �� � � �S1\��►'�,b..:. 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'/�_�� . ��ir `�►.�� F��� 1 �, .� ��� �� � �� � � 1 � • ���� �. �'i�I�l�t��l�l� , . , , . . . . , . �!�'�f�����Mi ._..�� • • • • ,` ��_�' ���r- � • � ���� � �� . �� , — — — ,k - —---- — — �js���- � , � i � • � � � ' ► 1 I • • � 1 1 � ' � .�'�. ■r ' �,' ` •z ` �''." �, �r '�. r ���'� !� [ 1 �`;:�/�� ,�y�, ,' � iI� `�� , �1l�t�-� �. .�-- '� �..�,�„� .. .�:�►�i�i► ' > � a� ����i � �� � � � - �� i� .�� ,�,�� � . , '� _,�►� ��: . � .. - ���� f �'� ! ,_ � '� : ������ - � i�i �; � 1�����► �--�: � ��_... .. , � � r . ����.�� � ��� , ��, ;�, `i !�� ,�,� � �, / ���I�- � .�. �R'� �., � �� .�G' ���I��y��.'-- � �- .� •:. . .■ �i�.���i r • '�„y�-� � :CO'!��.� � ' ��r�" �► �� j � ,w-�� 1 � ����i� _ � 1�1 �i _ '��I �� i,� , �� � � � .. � � ��' - � % .-; �U� .. �� , � � �� � . ���� . � �, . ��^ � � . : � .- 1� ,� . , ` �►.. � . �. �►.� '�� � ` ��� - �.� �,� � � !t � � - ' ' - `�n.1`;r �'�E� � � � !�I� � _ � , r` ���� _+ ��� �1�.,.�� ,�� _ , , � � � _. ,-,�.'� �j � � �"� � t� `���,�����.���1�� ,• .� ,�� i/� 6������, ��,1���,-,��: �. � ► ��. —I ¢ak � �' � �,Pi�_" " � '�w��������� �► , �" � .�� '� �., • ��� ■ ,��' � �; �� � � � �,,� � � . . . . � �� ,��� , - . v..�w� ' � ���, ��' �� � i� � �"�. „ � ,�� �� � � . _ /� ; i �._ � � '���i �� �� �� - �^ �� � � � � �� ,� � . � . .�iw��l�� ., •�� - , � � r � , �����I� �� : ��� �� �L� �-'�"''�'�' �- ,� �r o _ i:,��� �i � ��_ � �� .r , �'' :� '!�', � , �� ', ' . � _ r . � � � � _ .,� �: ��. , : �.s���:�rr��r��� � _ . . . . �. ��I/tf�i�i� , , . . . ' • • � w�'�!►:r;•�.� . • . � . �.��'='' // - _ • • � � �'� , � � � !' - � _ � --_---_— � � �� „ � �� I � � � / � � � � ' � 1 � � � � ` � 11 1 ' � ' � ��������� �� ` : � � � ` ' � �ti,:=��1/, :r� „y , -j�i� �- ��r���� � `� .� �� . �� �����, �� � , ( � • ���� � �...� �� , �-�., ; .— ���- _.�1, _�. � "�►� . .�'u!�!�•�..� � � � �, � • � ��,��1, ,� �. _ � .�;^�;�;l� _. 1, �A l-� �����J ��� �.��� . r � -��.,�-,�- ��r ��� � �� �� "�������1 1►���- � �.:� � ��� �� � ' ���� �� -���r_ �//!�� �i.� ,:� I ��� � � _ ��..�: ���� ��l��►►�5•��., �*�:�� . M ��rG�� � � �~� y��E�y �i;��}���1���� ���` • •���� ��� � ����I����j��� • �� � � 1��`N�� '; ,� ���''.`�I '��,s,�,�.�.�-�'� ��, � •��� �`�i � �1�`�f,jil!i►'.�'�������..���a��; ,. '��� ,, , � - - `' � ���.�,�� -,y'�► ���� ��11��, ��►� �'��' � • � :�,, � �,� ;��_ ��, ��,!!� ' _ A �` r � '` �, - , � .,�: `.�;. _ , ���1 � �� .,����. �P ��� �, � ��► ��� z . �1,.,� - , �_� ,� '�''� � ��:� �r���. �--E V.,-, �. • •�*��i - � . � Et�,l� :�. �,� `�►�►`� � � �r, �►.� -. �' � � _ , '�r�w�'���i�*-v�'� �� '�� .� �► ...�� . , �►�a. ���� - ;::a������,. • � � .���� �-� -:� ¢�k � �I_. � ��� • �) �� �� , '. ' � �� �,� ,���� , •�,�. ��� � ;r,� ! _ � `� ,�✓ � ����4 �'�,��� � • � ��'�w'� 1• � �.�,�I � �� �.- � � ,:� � � �, ��J. ` ��. � + - �� � �E_ �, ��►� �� ' � N' � � ;-:::.�� �J ► / �� N� •.'`���� i ;���i) �� � �-�-�� �>�,.. ��,�►� IpI�, _ ���� ' 'r , � , i �r � � _ � � : _ �� ---� r ��w� j��_ .,�� -- .- ,.�. ���..'� � ,. G � � � ,�/�h��� / �:�� � � �,- � �� � r iL�{� � _ s ��►� ' � .� �;�' �i��'.�"�� �^ � � ��' j �M � ��� � �� �ti:. r � .,� �� . . ` . �. �!��� �� � . �a� . • - . . .�/��'I��:M►_��, .. „ . . , . . . . . . . �►��,���+�►��� -� • . � , ' ,'�l�=�jii���- ' . • . �� . , - • � ,��� � � � . , i�r�'� . w. �_ - --------- . ,.:. � � ►- ,. �. ." �� ` ' i`"�L�, . KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL (2) CN values can be area weighted when they apply to pervious areas of similar CN's (within 20 CN points). However, high CN areas should not be combined with low CN areas (unless the Ilow CN areas are less than 15°k of the subbasin}, In this case, separate hydrographs should be F generated and summed to form one hydrograph. FIGURE 3.5.2A HYDROLOGIC SOIL CROUP OF THE SOILS IN ILING COLJI�iTY � � HYDROLOGIC HYDROLOGIC SOIL GROUP GROUP* SOIL GROUP GROUP` Alderwood C Orcas Peat D Arents, Alderwood Mater'�al C Oridia D Arents, Everett Material 8 Ovalf C Beausite C Pitchuck C Bellingham D Puget D Briscot D Puyallup B Buckley D Ragnar B Coastal Beaches Variable Renton D Earimont Silt Loam D Rivervvash Variable Edgewick C Salal C Everett A/B �Sammamish D � I�la � Seattle D Kitsap Shacar D aus C Si Silt C Moced Allwial land Variable Snohomish D Neilton A Sultan C Newberg B Tukwifa D Nooksack C Urban Variable Normal Sandy Loam D Woodinville D HYDROLOGIC SOIL GROUP CLASSIFICATIONS A. (Low runoff potential). Soils having high infiltration rates, even when thoroughly wetted, and consisting chiefly of deep,well-to-excessively drained sands or g�avels. 7hese soils have a high rate of water transmission. B. (Moderately low runoff potential). Soils having moderate infiltration rates when thoroughly wetted, and consisting chiefly of moderatety fine to moderately coarse textures. These soils have a moderate rate of water transmission. C. (Moderately high runoff potentiai). Soils having slow infiltration rates when thoroughly wetted, and consisting chiefly of soils with a layer that impedes downward movement of water, or soits with moderately fine to fine textures. These soils have a slow rate of water transmission. D. (High runoff potenY�al). Soils having very sJow infiltration rates when thoroughly wetted and consisting chiefly of clay soils with a high swelling potential, soils with a permanent high water table, soils with a hardpan or clay layer at or near the surface, and shallow soils over neariy impervious mater'�al. These soils have a very slow rate of water transmission. * From SCS, 7R-55, Second Edition,June 1986, Exhibit A-1. Revisio�s made from SCS, Soil Interpretation Record, Form #5, September 1988. �. �- �_ � 3.5.2-2 11/92 t � ' ��lz�� � KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TABLE 3.5.2B SCS�'VESTERN WASHINGTON RUNOFF CURVE NUMBERS l . SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS in t982) Runoff curve numbers for selected agricultural, suburban and urban land use for Type tA rainfall distribution, 24-hour storm duration. CURVE NUMBERS BY HYDROLOGIC SOIL GROUP LAND USE DESCRiPTlON A B C D Cultivated land(1): winter condition 86 91 94 g5 Mountain open areas: low growing brush and grasslands 74 82 89 g2 Meadow or pasture: 65 78 85 89 Wood or forest land: undisturbed or older second growth 42 64 7 1 Wood or forest land: young second growth or brush 55 72 81 86 Orchard: with cover crop 8� �8 2 94 Open spaces, lawns, parks, golf courses, cemeteries, landscaping. � good condition: grass cover on 75g6 or more of the area 68 80 � gp fair cond'Rion: grass cover on 50°�6 to 75°� of the area 77 85 90 92 Gravel roads and parking lots I 76 85 89 91 Dirt roads and parking lots 72 g2 g7 gg Impervious surfaces, pavement, roofs, etc. I 98 g8 g8 g Open water bodies: lakes, wetlands, ponds, etc. 1 t00 100 100 t00 Single Family Residential (2) Dwelling Unit/Gross Acre °�6 Impervious (3} � 1.0 DU/GA 15 Separate curve number 1.5 DU/GA 20 shall be selected 2.0 DU/GA 25 for pervious and 2.5 DU/GA 30 impervious portion 3.0 DU/GA 34 of the site or basin 3.5 DU/GA 38 4.0 DU/GA 42 4.5 DU/GA 46 5.0 DU/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, � impervious condominiums, apartments, must be computed ', commercial business and industrial areas. (t) For a more detailed description of agricultural land use curve numbers refer to National Engineering I Handbook, Section 4, Hydrology, Chapter 9, August 1972. ', (2) Assumes roof and driveway runoff is directed into street/storm system. , (3) The remaining pervious areas (tawn) are considered to be in good condition for these curve numbers. - I � I , � 3.5.2-3 , 11/92 s , ; a , � � SKETCH OF AREASN SQU ARE FOOTAGE '�'Z� NEW PARCEL 33�817 SQ. FT. 0.78 ACRES TOTAL SQUARE FOOTAGE: 68,610 SQ. FT. 1.58 ACRES SI TE NEW PARCEL 34,792 SQ. FT. 0.80 ACRES SCALE: 1"=60' � . i�i/Z T � IMPERI/IOUS PER1/IOUS CA �� U �ATI � �1S EXISIING PERVIOUS AREA: IMPERVIOUS AREA: 34,792 SQ. FT. (TOTAL) 2,588 SQ. FT. —2,588 SQ. FT. (IMPERVIOUS) Co.o�i a c) ' 32,204 SQ. FT. (PERVIOUS) Co•7�q�) PROPOSED PERVIOUS AREA: IMPERVIOUS AREA: 8,463 SQ. FT. 34,792 SQ. FT. (TOTAL) 86 SQ. FT. —9,118 SQ. FT. (PERVIOUS) � SQ. �. 25,674 SQ. FT. (IMPERVIOUS) Co.S 9 0.�) 84 SQ. FT. pF yyHICH IS: Co -53o�c ►�ev�� +399 SQ. FT. 2,5gg SQ. FT. (IMPERVIOUS TO RE�iAIN) 9,118 SQ. FT. (0.214�) ;� , ; ,i � < :- ,; <�;��,,. ., �i ;, 2,588 SQ. FT. ;� (IMPERVIOUS TO REMAIN) � �> ��-�. i� ���; 8,463 SQ. FT. ���°�` 86 SQ. FT. ,� ��:;;'` 86 SQ. FT. , : /r�_'i. //%,. 399 SQ. FT. � 84 SQ. FT. ' " i-:: , � i:; o;l � ` % 2 SCALE: 1"=40' . . �°/z � V. CONVEYANCE SYSTEMS ANALYSIS AND DESIGN . CONVEYANCE SYSTEM DESIGN � Project Name: Renton Kindercare By: M.KA. Project Number: 99273 Date 12/8/99 DRAINAOE CRITERIA: City of Renton;198�Kin9 County Surface Water Design Manual RAINFALL METHOD: RaHonal Method DESION STORM: 10�YR/24HR P,�(in)= 3.9 aR= 2.61 b,e� 0.63 Iq=8q'Tc"(-b,�and I=P'ip FROM TO A C CA CAtot Tc I Q DIA n s Qf Vf QIQf L C B 1 C 62 0.16 0.90 0.14 0.14 6.0 3.3 0.47 12 0.012 0.0060 2.76 3.5 0.17 57.5 C82 EX.CB1 0.10 0.90 0.09 0.23 6.0 3.3 0.77 12 0.012 0.0182 5.27 6.7 0.15 92.3 C83 EX.C62 0.13 0.90 0.12 0.12 6.0 3.3 0.39 12 0.012 0.0122 4.31 5.4 0.09 116.9 EX.CB2 EX.C63 0.11 0.90 0.10 0.22 6.0 3.3 0.71 12 0.012 0.0060 3.49 4.4 0.20 70.9 EX.CB3 EX.C81 0.09 0.90 0.08 0.30 6.0 3.3 0.98 12 0.012 O.00BO 3.48 4.4 0.28 69.3 EX.CB1 EX.C84 0.13 0.90 0.12 0.65 6.0 3.3 2.13 12 0.012 O.00B7 3.64 4.6 0.59 96.9 'I PIPE DIA.(FT)= 12 SLOPE(FT/FT)= 0.005 N= 0.012 Q=1.49XAXR^2/3XS^1/2/N = 2.76 CFS I p „�� .. , � L ..� � C n -`�_� :� Z `;"'�{' L;7 i---� :j��; I Q ►f� ..•.r _. ..,.:• ``- N ;`~•"� Cn o ��. � o �� � N ' N Po � � �ASI�i MAP ��- � j� -'� � � _. ��'' �� � pEYEc.oPEv coa�ino�l y � 8 � �= t. 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F � , _: , .. ��� �v rorr. cw9. _. ._'_____ ' -. _ ' $ -._1�-- � .'___ ._. -"_ ' ' ' _ _' ' � 8r!�55 TACK M IEAD' �, � _' ____'_�_}c . �:..-J. � . _ _ . . ' . � _._ _' f� � Y.� ,�i,,.'F�. iE �J�( ' ..- _ _ . _ . . . _ . _ ' _ . _ ._' _'_ ' -' .. . . SEf N COMC..ON.].9Y. iE _ ':' �wta�n �iL�. Dv Z9 .a' 'v.:E _.. . _ _ -__ . �. � - rL i r-� -. . _ ._- _ -- . • �'. ._. __ _ -__.".._ _''_. .___. .. . . i -, � �� „ o i "" � _01�1_ _._ ..- -_-- " ._ - -. _IMT!'li t ..n .....,... UITW � MTPII �. Y'� IL . . L 3�Z� VI. SPECIAL REPORTS AND STUDIES A Geotechnical Engineering Report has been prepared by Giles Engineering and is available under separate cover. � {�d�� sd� �ur����a�.I.In�nv�v�o�a�rus�g �Iln FZ /hz . . . . L�lz� VIII. OTHER PERMITS (N.A.) . . 4�/z � IX. EROSION/SEDIMENTATION CONTROL DESIGN Construction Sec�uence: 1. Schedule and attend a preconstruction meeting with the City of Renton. 2. Mark limits of clearing. 3. Erect filter fabric fence as shown on plan. 4. Install catch basin protection per City of Renton standards. 5. Clear and grub the area for the construction entrance_ Construct the construction entrance per City of Renton Standards (See Sheet 2 of 2). 6. Erosion control measures depicted on the plan shall be maintained in a properly functioning condition until the city inspector has given approval for disass�mbly. � � Z?�zs� X. BOND QUANTITIES WORKSHEET, RETENTION/DETENTION FACILITY SUMMARY SHEET AND DELINEATION OF COVENANT (N.A.) I I ��� . . z�/z� XI. MAINTENANCE AND OPERATIONS MANUAL (N.A.) Page 1 M 2 Kln�County 8ullding and Land DevelopmeM Divislon � ' � TECHNICAL INFORMATION REPORT (T1R) WORKSHEET ; ; - . . . - . . . � - . � � . Project Owner Project Name q�re� Location P�� Township �i Projecc Engineer Ran� I� Section ; Company Project Size AC Address Phone Upstream Drainage Basin Size AC • . � � • I � Subdivision � pOF/G HPA � Shoreline Management � Short Subdivision 0 CpE 404 � Rodcery � Grading � DOE Dam Safety 0 Structural Vautts 0 Commeraal 0 FEMA Fbodplain 0 �r 0 Other 0 COE Wetlands 0 HPA • . . - . Community J . Drainage Basin � River 0 Floodplain 0 SVeam � Wetlands 0 Critical Stream Reach Q Seeps/Springs � Depressions/Swales Q High Groundwater Table 0 Lake Q Groundwater Recharge � Steep Slopes 0 Other � Lakeside/Erosion Hazazd . Soil Type Slopes Erosion Potential Erosive Velocities r � J 0 Additional Sheets Attatched 1/90 Pa��2 ot 2 Ktn�County Buildin�and Land Devebpmertt Divislon TECHNICAL INFORMATION REPORT (TIR) WORKSHEET - � � . • . REFERENCE LIMITATIOWS(TE CONSTRAINT 0 Ch.4-Downstream Analysis a a 0 a 0 0 Additiona!Sheets Attatched • MINIMUM ESC REQUIREMENTS MINIMUM ESC RE�UIREMENTS DURING CONSTRUCTION FOLLOWING CONSTRUCTION 0 Sedimentation Facilities 0 Stabilize Exposed Surfaoe 0 Stabilized Construction Entranoe � Remove and Restore Temporary ESC Facilities � Perimeter Runoff Control 0 Clean and Remove All Silt and Debris � Clearing and Grading Restrictions 0 Ensure Operation of Permanent Facilities � Cover Practices � Flag Limits of NGPES O Construction Sequence � Other I � Other } � 0 Grass Lined Channel 0 Tank 0 Infiftration Method of Analysis � Pipe System � Vault � Depression 0 Open Channel 0 Energy Dissapator 0 Flow Dispersal CompensatioNMitigation � Dry Pond � Wetland 0 Waiver . of Eliminated Site Storage � Wet Pond 0 Stream � Regional Detention Brief Description of System Operation Facility Related Site Limitations � Additional Sheets Attatched Reference Facility Limitation - . . - 0 Drainage Easement 0 Cast in Place Vault � Other � Aocess Easement � Retaining Wall Q Native Growth Protection Easement 0 Rockery>4'High � Tract ; 0 Structural on Steep Slope � Other ' _1. - . . I or e dvil engineer under my supenrision have visited the sita.Actual sita c�nditions es observed were incorporated iMo this workaheet end tha attatchments. To the best ot my knowledge the information provided here Is accurate. � 1/90 � � a � L,� t c t �— . �-,3.�..�. ��.�— i;�i�':f`•E...�.rls ; � , ,�-- ...` �, , �," , I I \:�l;' , (�� «' �`_ � �` ��-=��;71 `_�-�.. �t.'i t ` �� ri'r :1 ' :i��'� � DETENTION SYSTEM DESIGN .� �� '���'� '' � '�" "�J ��1 �_ :.1 EXISTING CONDITION ,P��, � �,, �s�� , (�flil.�), �.-:, % L l ;�n,�, �)E_F�. The site is presently 1.10 acres, covered with tall grass and trees, Honey Dew Creek crosses the northwest corner of the site and Anacortes Avenue is along the east boundary. The site slopes to the north at approximately 4 percent. C (exist) = 0.10 Proposed Conditions: Detained Impervious Area = 0.44 acres, C = 0.9 Detained Pervious Area = 0.10 acres, C = 0.20 Bypassed Pervious Area = 0.36 acres, C = 0.20 Undeveloped Area = 0.20 acres Total site Area = 1.10 acres I10 = 1.3 Q Adjusted = Q Existing (1) - Q Bypass Q Existing (1) _ [ (0.44+0.10) (0.1)+(0.36 > (0.1) ] 1.3 = 0.1170 Q Bypass = (0 .36) (0.20) ] 1.3 = 0.0936 Q adjusted = 0.117 - 0.0936 = 0.0234 Qo = 0.0234/(0.44 ) (0.9)+(0.10) (0.20 ) = 0.0563 Storage Reguirements: T = -25 + 1762/0.0563 = 151.99 Vs = ( (2820) (151.99 )/(151.99+25) ] - (40) (0 .0563) f151.99) = 2079.7 Vt = (2079.7 ) [ (0 .44) (0.9)+(0.1) (0.2 ) ] = 865 .2 cu.ft. Storage Volume Provided: 100 L.F. of 30" diameter pipe ( 4 .91 sq.ft. ) (100 ft. ) = 491 cu.ft. , 110 L.F. of 24" diameter pipe (3.14 sq.ft. ) (110 ft. ) = 345 .6 cu.ft. 54 inch diameter C.B. , 3 ft. deep (15.9 sq.ft. ) (3 ) = 47.7 cu.ft. 3 each 48 inch diameter C.B. , 3.55 ft. + 3.28 ft. + 2.5 ft. = 9.33 ft. total depth (12.57 sq.ft. ) (9.33 ft. ) = 117.3 cu.ft. 491 cu.ft. + 345.6 cu.ft. + 47.7 cu.ft. + 117 . 3 cu.ft. = 1001.6 cu. ft. Total Volume Provided = 1000 cu.ft. , adequate Orifice Diameter Calculation: h = 394.5 - 390.95 = 3.55 feet Q allow = 0.0234 c.f.s. Area of Orifice = 0.0234/0 .62 (64 .4) (3.55 > = 0.0025 sq.f t. Diameter of Orifice = (4) (0.0025)/ = 0. 0564 ft. Required = diameter = 5/8 inch, use 1 inch diameter ENGR. DISR 8 84126.03 '-'i � Y x'� EC�:-j':j'E,t� , . I '; � •r � r`I I �� _ `� I' , I� 1.� (' ,� ' �; �� ' '.� j � '� , �-l� :.;: : _ : -�r; � i �� ., ',.� , F'(.lit r��i�;,.: ; i��•`•';;';(;� �?E�'f-.