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HomeMy WebLinkAbout03325 - Technical Information Report - Drainage � , . ' - . . � N m m � �TC�RM DRI�INAGE- LEVEI,,2 �OR : , �rUQNCr S.HUt�7'PLA.7' KENTON, WASHIhtGTON FILE NO. 900-00 I-001 PREPARED BY TOUMA ENGINEERS ' 6632 SOUTH 191 ST PLACE, SU1TE E-102 KENT, WA. 98032 (425) 251-0665 March I5, 2004 1 • T ��� ��� �/;Ev. Ja�. /8,2 00�- ti�' o , m � 13'fEa�" 1't� `SjOIVAL � BXPIRES 8/22/09� � ���� TABLE OF CONTENTS TABLE OF CONTENTS I. PROJECT OVERVIEW ll. CONDITIONS & REQUIREMENTS SUMMARY III. OFF-SITE ANALYSIS IV. FLOW CONTROL & WATER QUALITY V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN VI. SPECIAL REPORTS AND STUDIES VII. BAS1N AND OTHER COMMUNITY AREAS N/A Vlll OTHER PERMITS 1X. EROSION/SEDIMENTATION CONTROL DESIGN , X. BOND QUANTITIES WORKSHEET N/A I. PROJECT OVERVIEW The subject property involved in this plat covers an area of approximately 1.l3 acres. The property is situated in the north end of the City. The site is bounded on the East by Duvall Avenue NE (l 38th Avenue SE—King County Street designation) and on the south by NE l0`" Street. lt is bounded on the north and east by fairly iarge single family parcels.Access to the property is made from internal street that would serve the proposed single lots. The project area is flat with an average slope of 7.3. The slopes are oriented from east to west. The development falls within one small basii�. 1'he surface water is directed to the west toward adjacer�t property. 'The flow will be intercepted by new conveyance system to be designed for the proposed site, and directs tlie flow south to existing underground storm system existing in NE 10'h Street. Thence the flow is directed west for approximately 170 feet and discharges into an existing detention pond. The soil type of the site is Alderwood AgC, glacial till. Existing groundcover consists mainly of forest. The proposed plat will have 7 single family lots ranging from 4500 square feet to larger lot size of 7162 square feet. The plat improvements will be designed to City of Renton Standards and requirements for streets, storm, sewer, water and streetlights. See the figures on following pages: � I � i ���� � � - t���t� �,�. � � �� l „. . � M v , ;., � -, __._ _-- � �: ���� , .� ::, • r� ��tl� , .. .� i .. .� _ . -. .�_.f� ,��s(cni &i�. , _ - _ . --�-' - --- , --��.., ,-t.4- r �-.-. _' � � lv�,1 _ 1� �j 4 � e i V� � E, 4, C I '" oq �� {-S�� tt 60111 "' $�tm.�++ �� . sf ���� �`� ,i urw���`'��•: , � ti�,4,��\f O�� � ; � _CML f it!I�t'-`Sf 6er' t� st —i ' -sl �15 kfi9n� �+ �'t�p, , L��', �".�'� -. fRf�K� ` � w t � „SI r, irnrq ��. „ -�1; - � �' ' . � _..r,;.�. '�( y�, � , d .:I i. 5�,,. �n����;; w )b ���,u - o . � �v�:' � ' [� PARK ,, i' � N /0111 }I I I �I 111-��� M t r 7 4 � N�� �f . 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ABO �'rVf�� '.•� . �� �n 'p M `� o f` `Ma W .rr I '� �� ' " �� �� .�• • �u �!� d NB � �•F•• �PY -J+ °' `� -- -- � fin . ' � �•:.•n �, p , � --- o �� •' k:"c� _AkF;, � '�� ` a `ar .��.., •��; � '��� . Z �\\ nt. I' 'u• ~E�lOt •� F�• •Rh W �j�, iat',° 21 .� � ��`�� -- ,, r- + n n PY �.� e _ � . 7 ` il`r• ����+.y,� � `�'�. Ji l ) •�`. /, e y 1 '��� '? ..4�u ` 4.�t• >,I � .9'' � ,� '�f� �! Iir .� ar a ,-, �y� � ,� I , • � , � , , - �'. 1,'( I —=:A f%_ s . � ����- , � , f 1[. PRELIMINARY CONDITIONS 5UMMARY , CORE REQUIEZEMENT #l: DISCHARGE AT NATURAL LOCATION The allowable outflow from the site will be discharged to its natural location. The Level 2 flow control is calculated to match the developed peak discharge rates to the existing site condition peak discharge rates for the 2-year and 10-year return periods. CORE REQUIREMENTS #2: OFF-SITE ANALYSIS Refer to off-site analysis on subsequent pages. CORE REQUIREMENTS #3: FLOW CONTROL I i This site was evaluated using 1990 KCSWM Edition to determine the difference between�eak , flows for a 24-hr, 100-year storm for �re-developed and post-developed flc��,,�s. The follo�vi►�u calculati�ns indicates,i�o ci_etention facility is_recjuired, CORE REQUIRI:MLN'I'S #4: CUNVLYANCE SYS�1�1�.�1 The conve_yance s_ystem will be designed using the rational meth���l a, ��r«cnteci in tl�e Kin� Countv 1998 SWM 1�lanual. CORE REQUIRE!�1EN"1'S #�: EROSION/SEDIti9EN"I�A��IUN ('O'���f�R(�I. I'1,�1N The Erosion/Sedimentation control facilities will consist of filter fabric lcncrs tc� h�� ��laceci along the northeast and northwest boundary of the site. Temporary Erosion and Sedimentation traps will be considered during construction of plat improvements. CORE REQUIREMENTS #6: MAINTENANCE AND OPERATION N/A CORE REQUIREMENTS #7: FWANCIAL GUARANTEES ANll LIABlL1TY N/A CORE REQUIREMENTS #8 WATER QUALITY The water quality facility proposed for this project will be underground 60-inch pipe of adequate length to handled water quality volume. Ill OFF-SITE ANALYSIS UPSTREAM The site is the situated north of NE 10�' Street within its own basin area. This area falls within the Honey Creek Basin Area, and it is designated by the City of Renton as a Level 2 Flow Control. There is no significant offsite contributing to the site. There is no off-site area to be considered. DOWNSTREAM Surface runof�'from the proposed plat sheet flows east to west directing flow into an open pond detention facility situated immediately west of the site. Upon development, the surface runoff will be picked up by new conveyance system to be installed in conjunction with a new north- south half a street situated along the east side of the property. The new storm facility will be directed south to existing underground system on NE 10�' Street, and thence west for approximately 200 feet into a regional detention pond. The outflow from the pond is directed north through Honey Dew Estates and continue through Whitworth Court, for approximately half of a mile. The flow continues north and connects to existing underground facility in Sunset Blvd. The flow is directed west to Union Avenue NE, and eventually into Honey Creek, approximately 1.5 miles north from the site. � IV FLOW CONTROL AND WATER QUALITY SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH SPECIFY STORM OPTION: 1 S.C.S. TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES} 100,24,3.9 ------------------------------------------------------------------- **"******'*""`**""*"*S.C.S. TYPE-1A DISTRIBUTION "*""'"'""'*"'"""""`*"" *'"'****** 100-YEAR 24-HOUR STORM *"'* 3.90"TOTAL PRECIP. ""****"* ------------------------------------------------------------------- ENTER: A(PER�, CN(PER1n, A(IMPER1n, CN(IMPER�, TC FOR BASIN NO. 1 0.96,85,0.17,98,12.69 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 1.1 1.0 85.0 .2 98.0 12.7 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-F� .69 7.83 10502 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: c:100ex ' SPECIFY: C - CONTINUE, N - NEWSTORM, P- PRINT, S -STOP c ENTER: A(PER�, CN(PER1n, A(IMPER�, CN(IMPER�, TC FOR BASIN NO. 2 0.3,86,0.83,98,6.3 ' DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 1.1 .386.0 .898.0 6.3 � PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-F� 1.00 7.67 13717 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: c:100d SPECIFY: C - CONTINUE, N - NEWSTORM, P- PRINT, S- STOP NOTE: THE DIFFERENCE BETWEEN THE 24-100 YEAR PRE-DEVELOPED AND POST- DEVELOPMENTIS ' 1.00 - 0.69 = 0.31 CFS WHICH LESS THAN 0.5 CFS, THEREFORE NO DETENTION IS REQUIRED. —� STORM DRAINAGE REPORT ', FOR I VUONG SHORT PLAT I BASIN AREA ANALYSIS TOTAL AREA 1.13 ACRES ON AND OFF-SITE SOIL TYPE AgC-ALDERWOOD �I Type "C" EXISTING CONDITIONS PASTURE-GRASS LAND 0.96 ACRES ' GARAGE 450 CONCRETE 1925 DRIVEWAY 4415 HOUSE/DECK 718 IMPERVOUS 7508 0.17 ACRES TOTAL AREA 1.13 POST CONDITIONS LANDSCAPING 0.3 ACRES LOT AREA IMPERVIOUS 1 4543 3407 2 6211 4000 3 6234 4000 4 4500 3375 5 7162 4000 6 5394 4000 7 4500 3375 PAVEMENT 8400 SIDEWALKS 1500 TOTAL IMPERVIOUS 36057.25 S,F, 0.83 ACRES TOTAL AREA 1.13 ACRES Vuong Short Plat TIME OF CONCENTRATION - PRE-DEVELOPMENT- FOR 10-YEAR, 24-HOUR STORM DESIGN SHEET FLOW- OFFSITE MANNING-n 0.15 OVERLAND-L 180 FEET PRECIPITATION-P 2.9 INCH SLOPE-S 0.0384 FT/FT T1 = 12.69 MINUTES CONCENTRATED FLOW- OFFSITE TOTAL TIME - PRE-DEVELOPMENT 12.69 MINUTES TIME OF CONCENTRATION - POST DEVELOPMENT- FOR 10-YEAR, 24-HOUR STORM DESIGN SHEET FLOW- OFFSITE MANNING-n 0.011 OVERLAND-L 300 FEET PRECIPITATION-P 2.9 INCH SLOPE- S 0.03 FT/FT T1 = 2.61 MINUTES TOTAL TIME -POST DEVELOPMENT 1.74 Use 6.3 Minutes � ' � EX WIRE FENCE 1p2��5g133 v, Zl.'� I o � cv 0 � ____ 164,43' S88'3i'46"E � �' •—•— + � -� � � � SHED TO I ND 5/8" REBAR i � REMOVED � � dc CAP ----� � � � I I � � � 5 � � � o I � 6 ' �' � , o E FENCE I ' � o i � i �J I N F- I } � N � o t0 '� � �p ' i � O i �ry �? 42�r - - - - --� - - - -- � � � w � t ^�°`�Q Z `'�--� ' � �3? � �� g � � � '� � � T ry 3��� � � L c I gfl'+ ` ���_ � , z ,�e �'���� a 5: 5'S ° � ' d � � s i �� � 4 , i w �� � A �J� � � o�, � � � � � , � U, � + � � " APLE T � -- � -� � r; i 1 'M PLE , � 2�` 1 " Uli � � � 1/01) . A � I , FOUND 5/8" REBAR � �EX f _ � I �B dc CAP NOUSE � ' ; I EL = 420.13' � � � � � EL = 417.93'-12"S � , , � � � .� � � �. � . . � (]/���[ I f . i � �l�\i\�L� ���� � ' 1 ' 6"CEDA - � �• . — — ' h • � w — — — — — — — — W — — ' 7� L O � O W _ � w - —_ �— — SS �. . SS _ cnss �S � — - � �, - - - - - - - - - - - '-- - - - - - - �-- � -- :,; - - - — � - - -- ' = 432.46 3+66.81 NE 1Qth STREET _ ,,. _ . __ � � �v rn � . . � i � KIN (i Ct) lIN 'I' Y, WntiI11N (i 'I' ON, SlJI2FA (; I; WA 'I' F; R f) I�. til (; N 1�i /� Nllnl, �----- -- ----- ---------- -------- -- -- _ _.___---- - - -- - - --- -- I '1'AIILE 3.5.2n SCS WrS'i'H 12N WASIIINCTON RUNOF CUI2VR NUMBEl25 -------. _ _ . __ _ _-- ---- - - -- --- ----_ _ - - - - - - I __ - SCS WESTEHN WASHINGTON RUNOFF CURVE NUMBERS (Publlshecl by SCS lii 19A2) Runolf curve numbers for selecled egric�dtural, suburben arxf urt�n land use (or Type 1A I relnfall dls�Nb�dlon, 24-hour slorm durallon. CURVE NUMBERS BY NYDROLOGIC SOIL GFiOUP I LAND USE DESCRIPTION A 8 C D CultNated land(1): wlnter condRlon 88 91 94�95 Mounteln open ereaa: low grOwing bruah e�d greealende 7� A2 89 92 � Meedow or pasture: 65 78 85 89 Wood or torest lanci: urxifsturbed 42 64 76 91 ' Wood or fo►est larxi: young second growth or brush 55 72 81 86 Orchard: wNh cover crop 81 He 92 94 ------- ----- - ----- -- -- _.— _ Open speces, lewns, parks, gol(coursea, cemelerles, landscaping. good condNlon: yrass crner on 7596 or more of the erea se 80 es 90 (alr condltlon: grass cover on 5096 ' to 7596 0l lhe area 77 85 90 92 Oravel roeds erxl parking lot� 76 A5 89 91 Dlrt roada end parking lots 72 82 87 89 � (mpervloue eu�/aces, pavement, roots, etc. 98 9E3 98 98 Open water bodlea: lakes, wetlands, ponds, elc. t0o 1Q0 100 t00 , Sinple FamNy ResidenUal (2) - -- ------- M Dwelling Unfl/Gross Acre 96 Impervious (3) ' 1.0 DU/GA 15 Separale cu►ve number � 1.5 DU/C3A 2U sliall bo selecl�l 2.0 DU/(3A 25 lor pervlous and 2.5 DU/GA 30 Impervious porllon 3.0 DU/GA 34 0l ttie site or basln 3.5 DU/GA 3U 4.0 DU/GA 42 4.5 DU/GA 46 5.0 DU/GA 48 � 5.5 DU/GA 50 6.0 OU/GA 52 8.5 DU/GA 54 7.0 OU/GA 5fi � Planned unft developments, % Impervlous condominlums, apartmer�ts, musl be compulec/ commerclal business a►xf � Irxlustrlal areas. (i) For a more detailed descrfptlon of agricultural land use curve numbers refer lo Na11��r�al Eivalrieering Handbook, Sectlon 4, Hydrdogy, Chapter 9, August 1972. (2) Assumes rool and drlveway runoH Is directed Into street/storm systern , (3) The remalning pervbus areas (lawn) are consklered to be In good condition (or these curl e iwnif�ers 1.5.2-3 �/R'� f � f • 1 ' II • ' • 1 ' � �' � =w ia�+ � � ��"� e� ► ^ � '� ���` '.�. , � ,�. � `,, , .. �� � ��� � � . - � '� : , ����� �� ^ � , � . ,.�:�r����r�� �� ;_ � ����� �� � . / �s���-�`�l��� ! � �� -� � � \. � �lp�����!'� .'� ������ M �����'� I �� ��� �� - :�► ..�c�►� �. �� . ,� - �r, ���-.�_.���� f`►� - _ .��� � �� �,,�� .� ' � t � , � �'�f �U/' � `� �.+ � ��r �frt������`� /��/ � \ ,� I ��;...� �I��I��III�,II��I, �' / ` � ��� �'� ��' � .�� '' •� �� ;,�������,� ��� � �� � � ��; �_ � �' a:�a _ ► , �, �, :� ;i� � ��� �. � � � � � �� '� ��'' �►'� 1 , �t � ��� �-�►• � r , � �e, � a,�. : � ,, . � � I� _ � ,.,,� , ` � � �' � �� �`°��� _ , � �� � \ �i ., , � , �- ` � � �' � Z r'� � �� � � , � ���� �M� � '., �. ► � ��tiM �► � �� ,, •�,��� ( � , 1: ' ��r',`���'•!' ' . . :� � � � 1: � ��, - �� ���I��~� �.�� -� � �� . _ �, - ,. �� � ' �� �I `� ;. � � � . � . . ,�_ � , � - • � � �4 - � � _ �, �, �� � _ � �� ,,r t� . , , �"� i � 1 � 1 � '� � «� � , � r y — �� � ' . ► � � _ � � � _., � �. , ,, � . � � . ����►,�l � . , ' � �'� ' � r � t - ' �� , � , . . . . , � � � . . , � . . . . . . �►� ,�� +� . � � �� ;;�� � . . • . � � � � � �� - • • , � � � � /. n � , ----- — � ` — �� ��� � �� —� r I . � , WATER QUALITY The following calculation is to determine water quality volume. lt is based on 1/3 of 2-year storm, which is 2/3=0.67". The 0.6T' precipitation is used for computing the water quality ,, volume. '�� SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH ' STORM OPTIONS: I i 1 - S.C.S. TYPE-IA 2 - 7-DAY DESIGN S?ORM 3 - STORM DATA FILE SPECIFY STORM OPTION: I 1 S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), P[ZECIP(INCHES) ; 1,24,0.67 , ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** II ********* 1-YEAR 24-�-IOUR STORM **** .67" TOTAL PRECIP. ********* � ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMI'ERV), CN(IMPERV), TC FOR BAS1N NO. I 0.3,86,0.83,98,6.3 DATA PR1NT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN l.l .3 86.0 .8 98.0 6.3 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .11 7.83 1496 1496 cu.ft. is required. It is proposed to construct underground 60-inch pipe to store the calculated water quality volume. � Cross-section area of 60-inch pipe less the bottom and top 6-inches is 16.02 s.f. Refer to sketch on following sheet Length of 60-inch pipe is 1496/16.02 = 93.33 lf USE 95.00 lf of 60inch . � 2. 60 SF 0. 95 ' ` - �3. 92 - - _ , _ , 6. 02 S - " 3� DlA Plf'E �. 02SF � 60 " DlA CMP � "=2 ' , � � � r � I � V. CONVEYANCE SYSTEM ANALYSIS The proposed storm system consists of one 12-inch pipe (double wall pipe) conveying runoff from the site. The 100-year developed runoff from the site calculated at 0.456 cfs, All 12-inch pipes proposed for this development exceeds the minimum of 1.0 percent slope. The attached calculation determined that the proposed pipe at a minimum of 1.0 percent slope carries 3.86 cfs, more than 0.456 cfs anticipated for ]00-year flows during post development. tmp#l.txt Manning Pipe Calculator Given Input Data: shape . . . . . . . . . . . . . . . . . . . . . . . . Circular Solving�for . . . . . . . . . . . . . . . . . . . . . Flowrate Diameter . . . . . . . . . . . . . . . . . . . . . . . . 12.0000 in Depth . . . . . . . . . . . . . . . . . . . . . . . . . . . 11.4000 in Slope . . . . . . . . . . . . . . . . . . . . . . . . 0.0055 ft/ft Manning's n . . . . . . . . . . . . . . . . . . . . . 0.0120 computed Results: Flowrate . . . . . . . . . . . . . . . . . . . . . . . . 3.0757 cfs Area . . . . . . . . . . . . . . . . . . . . . . . . . . 0.7854 ft2 , wetted�Area . . . . . . . . . . . . . . . . . . . . . 0.7707 ft2 I wetted Perimeter . . . . . . . . . . . . . . . . 32.2868 in Perimeter . . . . . . . . . . . . . . . . . . . . . . . 37.6991 in velocity . . . . . . . . . . . . . . . . . . . . . 3.9907 fps Hydraulic Radius . . . . . . . . . . . . . . . . 3.4374 in Percent Full . . . . . . . . . . . . . . . . . . . . 95.0000 % Full flow Flowrate . . . . . . . . . . . . . . 2.8624 cfs Full flow velocity . . . . . . . . . . . . . . 3.6446 fps Page 1