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HomeMy WebLinkAbout03156 - Technical Information Report .: � : ;, V l� � � , ; ; :. ; s�o�r�� �n�,���� ���r�� �� 1d��ABERI���`�HpRT PL;A`t' ' 1425 AN�R���11��'r1�E N� ' ��NTf�I'rI,'V��ST�T�'G'T�� FILE I�tO. 830-003-031 PREPARED BY TQUIVIA �NGINEERS I� 6632 SOUTH �91ST PLACE, SUITE E-102 i KENT, WA 98032 , (4�5) 251-Ob65 ���, Decem�b,er 9, 2003 '� n_ `-,.r r� '�: ����� r�, f � :�� �f,��' � �� 3, c� :<. r�.. �j� .a ,�� �;� A �� i � � � ;;� P�_� D r ,p,� G f,/� " ' � #� ' � �''�7� f'�l��4 A_ li�r 'C'QJS ..'i';1.,� E"� r r ' � ��y���,� ��.�,.�� ' �:r��• �f,.4y. C:1'-t?`�'.��� k-_.. �`�t��C7Cu�}/..>'�:. �� �.....� - 1 3 � �� �• . King County Department of Development and.Environmental Services TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT �WNER AND Part 2 PROJECT LOCATION AND i PROJECT ENGINEER DESCRIPTION ; Project Owner Project Name I -----�/'%�ar��!.�� .-�c / ' ��ee�-� S/��.-� f�/� ' Address b� Location I ______�D. ,3 p_�_ 2 S��' K�sr�oti 23 ' ���0¢ Township i Phone �' �ZS"-Z2 2D Range ----- —� �--Q- � i Project Engineer .............Section b _ i ___1��� /D�J�`!'72 , Company %av�/�!�`>��Pp�f � Address/Phone �Zr• ZS� -o6.�p' , Part 3 TYPE OF PERMIT Part 4 OTHER REVIEWS AND PERMITS I APPLICATION � Subdivison DFW HPA Shoreline Management `-8hort Subdivision COE 404 Rockery j I Grading DOE Dam Safety Structural Vaults Commercial FEMA Floodplain Other ' � Other __ COE Wetlands -- �� � Part 5 SITE COMMUNITY AND DRAINAGE BASIN _� Community ����., �''���� , I Drainage Basin �Q� �QS���� /� I �a Part 6 SITE GHARACTERISTICS ��/� ' River Floodplain - - -- Wetlands Stream � - Seeps/Springs � Critical Stream Reach � High Groundwater Table Depressions/Swales � Groundwater Recharge , Lake I Other Steep Slopes __ � r � ( Part 10 SURFACE WATER SYSTEM Meth�d of Analysis Grass Lined Tank Infiltration I Channel Vault Depression — I!, Pipe System Compensation/Mitigati ', Energy Dissapator Flow Dispersal on of Eliminated Site � Upen Channel Storage � W etland Waiver Dry Pond 5tream Regional ------------ Wet Ponci Detention :inef Description of System Operation �/p ��if�/�"�� _____�____—________ Facility Related Site Limitations r-ieference i=acility Limitation ' _ �� � _ _ _ _– --- Part 11 STRUCTURAL ANALYSIS Part 12 EASEMENTSlfRACTS Cast in Place Va�ilt Drainage Easement Retaining Wall Access Easement Rockery> 4' Higi� Native Growth Protection Easement Structural on Steep Slope Tract Other �� Other �C�� f'art 13 SIGNATURE OF PROFESSIONAL ENGINEER ! or a civil engineer under my supervision my supervision have visited the site. �ctual site _:onditions as observed were incorporated into this worksheet and the attachrnents. To the best of rny knowledge the information provided here is accurate. c � -- , , ._. :�����w �z� � -��.�T�3 %2f�/U.� ___ Signed/Date _ � TABLE OF CONTENTS I. PROJECT OVERVIEW I L CONDITIONS & REQUIRMENT SUSMMARY I11. OFF-SITE ANALYSIS [V. FLOW CONTROL AND WATER QUALITY V. CONVEYANCE SYSTEM ANALYSIS VL SPECIAL REPORT AND STUDIES VII. BASIN AND OTAER COMMUNITY AREAS VIII. OTHER PERM[TS IX. EROSION/SEDMINTATION CONTROL DESIGN X. I30ND QLIA1vITlES WORKSHEET - � � f - ti• 1. PROJECT OVERVIEW This project consists of one parcel of land approximately 0.58 acres. The project is situated in the northeast end of the City of Renton. It is located within southeast quarter of Section 5 Township 23 North, Range 5 East W. M. The proposal is to create 4 lots, "Fill in" subdivision. Access to the proposed project will be via from Aberdeen Avenue NE situated east of the property. There exists a house on the property, which the owners are planning to retain. The soils on the site are composed of Indianola(InC) gravelly and fine sand per the King County Soil Survey. The Indianola series is made up of somewhat excessive drained soils that formed under conifers in sandy, recessional and stratified glacier drift. This type of soil is designated by King County as Type A soil and is good for infiltration systems. The site is flat with an average slope of 2 to 4 percent. There are no steep slopes present on the site. The flow consists of sheet flow from northwest to southeast and east to Aberdeen Avenue NE. There exist storm system on Aberdeen Avenue NE consisting of underground pipe directing the flow south to NE Sunset Blvd (SR 900). From this point the flow is directed �vest along SR 900 which eventually the water flows into Lake Washington. The proposed development of the property is considered as "infill" project and it is located in a Single Family (SF) zone. The City of Renton designates the site with the SF zoning. The SF zoning allows for a minimum lot size of 4500 square feet and a maximum density of 8 units per I acre. The setbacks allowed in the SF zone are as follows: front yard setbacks, 20 feet; rear yard !, setbacks, 20 feet, and side yards setbacks, 5 feet on all interior lots, and 15 feet on corner lots. �I The City of Renton Comprehensive Plan designates the site as Single-Family Residence, which is �, consistent with present zoning. I The density for the developed portion calculates at 5.85 dwelling unit per net developed acre. 'Chere is no right of way to be deducted from the site. The proposed lots will be served from existing roads or private access easements. The street improvements including but not limited to paving, sidewalks, curb/gutter are required along the frontage of the property along Aberdeen Avenue NE Majority of trees will be retained except for those fall within the building envelope of the proposed new lots. 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PRELIMINARY CONDITIONS Sl1MMARY CORE REQUIREMEN'1'S 1-5 CORE REQUIREMENT #1: DISCHARGE AT NATURAL LOCAT[ON The allowable outflows from the site will be discharged to its natural locations. 1'he level I flow control is calculated to match the developed peak discharge rate to the existin�; site condition peak discharge for the 2-year and 10-year. CORE REQU(REMENT #2: OFF-S1TE ANALYSIS A level one downstream analysis is a portion of this report. See the analysis later in this report below. CORE REQUIREMEN"I' #3: RUNOFF CONTROL The increased peak runof�; due to any change in pervious conditions and increase of impervious areas, will be attenuated using peak rate runoff control in accordance with KCSWM , 1990 Edition. Initial calculation indicates there is no detention facility required. Please refer to attached calculation. CORE REQUIREMEN"C #4: CONVEYANCE SYSTEM Conveyance system is minimal for this proposed short plat. Storm runof��from private road and new homes will be directed into storm drain system exists on Jones Avenue NE. CORE REQUIREMENT #5: EROSION/SEDIMENTATION CONTROL PLAN The erosion control plan will be designed using the King County storm manual. Silt fences will be used to intercept silt laden material resulting from clearing and/or construction of short plat improvements. These facilities will be adhered to minimize any impact to downstream or offsite areas. CORE REQUIREMF NT #6 — MAINTENANCE AND OPERATION N/A COR� RE(1UIREh1f:N�l #7 FINANCIAL QUARANTEES AND I.IABII.I l l' N/A _ � r, _ CORE REQUIREMENT #8 — WATER QUALITY The impervious surfaces subject to vehicular traffic within this proposed short plat is less than 5000 square feet, thus exempted from design and installation of water quality tank or pond or similar facilities. SPECIAL REQUIREMENTS: THOSE APPLICABLE TO YROJECT ]. Critical Drainage Area - NiA 2. Compliance with existing Master Drainage Plan - N/A 3. Conditions Reyuiring Master Drainage Plan -N/A 4. Adopted Basin or Community Plans -N/A 5 Special Water Quality Controls — N/A 6. Coalescing Plate Oil/Water Separators—N/A 7. Closed Depressions - N/A 8. Use of Lakes, Wetlands, or Depressions for Detention - N/A 9. Delineation of 100 Year Flood Plain - N/A l0. Flood Protection for Type 1 and 2 Streams - N/A I 1 Geotechnical Analysis and Report - N/A 12 Soils Analysis and Report - N/A _ � lll. OFF-SITE ANALYSIS CORE REQUIREMENT #2: OFF-SITE ANALYSIS LEVEL 1 ANALYSIS A: UPSTREAM ANALYSIS This proposed short plat does not have appreciable off-site runoff entering the site. The site is slightly higher than the road on Aberdeen Avenue NE. The runoff from the site sheet flow easterly toward Aberdeen Avenue NE. B DOWNSTREAM ANALYSIS The surface drainage from the site is directed to onsite storm system consisting of catch basins and conveyance pipes directing the flow to existing storm system on Aberdeen Avenue NE. The flow is directed through a 12-inch culvert south along Aberdeen Avenue south until it intercept a 36-inch culvert north side of Sunset Blvd. The flow is directed west and eventually into Lake ��Vashington near Gene Coulon Park _ � IV. FLOW CONTROL AND WATER QUALITY The following calculations conclude that the 100-year peak flow diflerence between the pre-developed flow and post-developed flow is less than 0.5 cfs. In accordance with 19��0 King Count Surface Water Drainage Manual detentio�l is not requi►-ed. The following calculations include: Basin areas Time of Concentration Isopulvia) graphs for 2, 10 and 100 year storms Pre-developed and Post-developed hydrographs The soil type found on this site is classified as Indianola (InC:) and is good for infiltration system. We therefore recommend installation of single family infiltration system for the three new homes to be built on Lots 1 through 3 inclusive. In discussing this matter with the owner, we ascertained that the roof area each home will average about 1500- 2000 square feet on both stories. On accordance with Table 4.S.1B, the infiltration trench length based on ii�edium sand situated within SeaTac region is 25 feet per 1000 feet of roof area. Given roof area for the new homes ranges from 1200 to 2000 square feet. Soil Texture-Medium Sand From Table 4.S.1B, Page 4.5.1-3, 25 feet of trench per 1000 square feet. From Figure 4.5.1 D, Regional Scale Factor 1.0 (seatac) L = 2000/]000 * 2 5*1 L = 50 ft. This could be accomplished by two trenches, 25 feet each. -/L� 1425 ABERDEEN SHORT PALT SITE AREA 25541 0.59 OFF-SITE AREA 0 0.00 25541 0.59 SOIL TYPE Indianola (InC) Type "A" EXISTING CONDITIONS DEVELOPED SINGLE FAMILY LOT 19490 0.45 ACRES CN 86 EXISTING HOUSES & ROADS 6051 0.14 ACRES CN 98 PERVIOUS 0.45 CN 86 IMPERVIOUS 0.14 CN 98 DEVELOPED CONDITIONS EXISTING HOUSE & DRIVEWAY 1715 0.04 ACRES CN 98 NEW HOMES & DRIVEWAY 7500 0.17 ACRES CN 98 NEW ASPHALT-SITE 3400 0.08 ACRES CN 98 LANDSCAPING-SITE 12941 0.30 ACRES CN 86 TOTAL 25556 0.59 PERVIOUS 0.30 CN 86 IMPERVIOUS 0.29 CN 98 �� TIME OF CONCENTRATION - EXISTING CONDITION - FOR 2-YEAR, 24-HOUR STORM DESIGN SHEET FLOW- OFFSITE MANNING-n 0.15 OVERLAND-L 210.00 FEET PRECIPITATION-P 2.00 INCH SLOPE - S 0.02 FT/FT T = 22.44 MINUTES TIME OF CONCETRATION - DEVELOPED CONDITION SHEET FLOW- OFFSITE MANNING-n 0.15 OVERLAND-L 30.00 FEET PRECIPITATION-P 2.00 INCH SLOPE - S 0.02 FT/FT T1 = 4.73 MINUTES SHEET FLOW - OFFSITE MANNING-n 0.01 OVERLAND-L 170.00 FEET PRECIPITATION-P 2.00 INCH SLOPE- S 0.02 FT/FT T1 = 2.34 MINUTES TOTAL TIME 7.07 � � , . , , � � �i� 1�� � , . �' , �� ��..,, ���� � i��� ' � ' `� � r� � � � , : � ,, �� � � , . �► , � - ' �� s . � _ � .f � .� � ,. �� ������' �� �� � � ��a�- ���, �' �;, ; �� . , a '� �'��"'��. _ M ;� ���,���� t � ; , �� � � � _, �,A � � � =.t" ` �I, • � b��7i � .:�i �II��i,�� � .�;t� i'�i�► ;` ���!'" 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' � � �'�'� �� � �� �7 _ ��� il �f• ��� � -- �_ � „/ •` � ��_ . � �i ��t.�1 `�.` � 1,v% � ..:�- \ .} .1� _ �� �_/ a.t - r� i � +_� �" . `J 1 - . � y 7 y"" `i• .,,�, , ���, ';: I ; � ,� ,�' ` ' ,�' , . �= `t y ,�_. �� _ � ,` tA ._ . . . . , , , �. •� ' ' i i �i ' ' , � �, t_ ` _�� ' � �`�:� _� " ,.J-`_��` �'��,' .� �' ""' c } \ . ,' �/. �,� ,.,'\ 1� � � !" ,.. . ��,2 j/\�1 ��=f ' ' �� �. _ y F• ii �� �� JI n' 7 / �.�,,, .._�� --' � '' i Y� � ` w. __ �u' ' I �♦ t{ ' L _ ��Gr I � � � �" i i •, � � � I 10-YEAR 24-H4UR PRECIPITATION � t�. —"'�` �0��,�5, � 3.4�"" ISOPLUVIALS OF 10-YEAR 24-HOUR � , - '�� ' ���y _� '' i TOTAL PRECIPITA710N IN INCNES �Q�,` � ' .__ 4 __. � `\ 4 t' , ,� �G 7•f� ' r�., �/�� I � 1 2 3 4 5 � , d M��ns �(�!� O„ ►1__�„V�-.r - <;�,�y. r -- — — :�.s.�-io �;�5 - ' ,p,,, 4.0 �: ����.����, • K I N �� c' O U N 'f 1', W A S II 1 N C; T O N, S U R F A C E W A T E R U � S I G N t�i A N 1J A t. '' � . - - _- ------- ----- - - _. FIGUItE 3.5.111 l0U-YI.AR 24-11OUR ISOPLUVIALS — - --------- ----------- 3.p - - i � �► -�=-- ,�_, — � 3r , �t� - �; ,,, �, �'` � - ,t � ;� 32 � -.� .� -tiz�; j � � ��� _ � '� 1— � 4 _ � , , �; �S� r_ ,.. � _ `,- �,,-���' ,� - i'• �. +J� -- � �� \3 3 � — x ,,, ;. ,.5 � 1 ' 3 3>� 3� ,, ��'� - E ; �� , . .� � ,1 -� $.� " �`, � 9 , ����y � 40 ' �: .. .- � - �'�`� � - `` 4r -f� � � . -- �� � ��� .1 � / `��� . .I� � � ` ��~4� � 1� / '_ 4� -; _ � �. .,� r. .-��r } � � � .'� �' � ���:- • !'�, �- � �� q3 _. , - - - _— u_ �, , ,c, ���III , `�� � � �� �� �% � .' ,� YMIn�' '� � •,� � � O 44 "� �;E� . . ��,1 u�v � : . � r. � `�- �. i _ � �' � s � '`l� 1 i� --t1 '� �� 4s , '� �� ,� , ,�«' � ' - - � n � �.�...;� �`� �,� - ��i � ��.�. � ��� �. - r A � �� � l i �.�. � 4.6 �� � , _ ,,, � � , _.. i� ,_ . ��_ '�� ��� _ - '.���-' ��' .� I � C � � �-. r � �i� ' � - ,l - '� � � ( � ✓f �, � � ..l " �J� ��� �' � �` - `I /f i ��- � � ,. ._ '� � �L _ > _\ `� � _ ` ,�, ..�. ,� �t �„�, y + 1 C� l � � _ - ' l � � �� _ � -� '� , {� ��� _ � � �� � �= � r i �' c.�.. � . �, �- `� . �1 ,S' _ 'I 1 ` ,..�' — ; � : �� �. � �_ ,� � ( �"' ,� 3 �'• � ' �. _ �. -� , t_ ..� r�� , ��'� . —� �` �, � � �;.,r � 'Z �' � �M1 � l �. :.'� l� _ ! �'�, ��� i�.� � �� - � r.._ I �, r .''��r � �r ,� ��`� " l i " �.. �, 1 �. / ,' �/ { t \� �--� - . �'=� i � � /'� (� f _y,._���` �v � ,. �- . �_. � �� �� � ��. � � � ` .. r ` � "a �C � + .::. <�:... (` ;::; r _ � � 1 �1 n�t} ) •�N � :r �� .- . �°. �. � ' t. �A 7 � � �� t �j _ - � ,�'' _}� _ _ �= _�__ _, `` `Z� ,� _ �= r_� �� �..�� `���_ � � � . � I '�� �j,r�` '.�) � �� '� � 1 _ ` ''� � - 1 '"j ,,�,�, � ... � o L_ � „ �� � + " '� 1.` ; ., ` , � �' � �pJ •,,, '. � - �-, >G, __ _ �' �� \. 100—YEAR 24-H�UR PRECIPITATION � � _ .� E_�Y .�� , � fi.5 � i 3.4—�---ISOpLUVIALS OF 100-YEAR 24HOUR � �� � � � - - � �,- ��. ,"' s.� f 5 70TAL PRECIPITATION IN INCHES Q�� � �, _ - O►' a�., _ r'' ,;_�, :� .� �; k - O 1 2 3 4 5 6 ! 8 Mlles � �Q•., \ _ I -- ,.:�.r�- r., ,;� y — — 3.5.1-13 a� yo �.�; �: 300,��o ir�c► 2 � � �BUH/3CS METHOD FOR COMPUTING RUNOFF HYDROGRAPH STORM OPTIONS : 1 - S .C . S . TYPE-lA 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 I S .C.S . TYPE-lA RAINFALL DISTRIBUTION II ENTER: FREQ (YEAR) , DURATION(HOUR) , PRECIP (INCHES) 2 , 24, 2 . 0 - - -- - -- --- - ---- ---- - --- ------------------------------------- --- - ----- * ******************* S .C. S . TYPE-lA DISTRIBUTION ******************** ********* 2-YEAR 24-HOUR STORM **** 2 . 00" TOTAL PRECIP. ********* - - -- - --- - - ----- --- - -------- --------------- ----------------- ---- ------ ENTER: A (PERV) , CN (PERV) , A(IMPERV} , CN(IMPERV) , TC FOR BASIN NO. 1 . �5 , 86, . 14, 98'722 .44 DATA PRINT-OUT: AREA (ACRES) PERVIOUS IMPERVIOUS TC (MINUTES) A CN A CN . 6 .4 86 . 0 . 1 98 . 0 22 .4 PEAK- Q (CFS) T-PEAK(HRS) VOL (CU-FT) . 12 7 . 83 2280 ENTER =._d: ] [path] filename [ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: A: 2YREX-AB SPECIFS': C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C - - - - - -- - - - ---- - ----- - - -------------------------- - ----- --- - ---- ------ - - ENTER: A (PERV) , CN (PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 2 0 . 3 , 86 , 0 . 29, 98, 7 . 07 DATA PRINT-OUT: AREA (ACRES) PERVIOUS IMPERVIOUS TC (MINUTES) A CN A CN . 6 . 3 86 . 0 . 3 98 . 0 7 . 1 PEAK -Q (CFS) T-PEAK (HRS) VOL (CU-FT) . 19 7 . 83 2792 ENTER [d: ] [path] filename [ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: A: 2YRD-AB SPECIFY : C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP �-� N . STORM OPTIONS : 1 - S .C.S . TYPE-lA 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S . C . S . TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ (YEAR) , DURATION(HOUR) , PRECIP (INCHES) 10, 24, "1. . 9 � - - - - -- - - - - - - -------- - --- - ---------------------- ----- ---- -- -- - - --- --- -- �� ******************** S . C . S . TYPE-lA DISTRIBUTION ******************** � �***� *� ** 10-YEAR 24-HOUR STORM **** 2 . 90" TOTAL PRECIP . ********* ' ENTER: A (PERV) , CN (PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1 ', 0 . �5 , 8F, 0 . 14, 98, 22 .44 DATA PRINT-OUT: AREA (ACRES) PERVIOUS IMPERVIOUS TC (MINUTES) A CN A CN . 6 .4 86 . 0 . l 98 . 0 22 .4 PEAK-Q (CFS) T-PEAK (HRS) VOL (CU-FT) . 21 7 . 83 3912 ENTER [d : J [path] filename [ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH : A: lOgEEX-AB SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C - - - ------------ ----- ---------------------------------- --- - ------ ------ ENTER: A(PERV) , CN (PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 2 0 . 30 , 86 , 0 . 29 , 98, 7 . 07 DATA PRINT-OUT: AREA (ACRES) PERVIOUS IMPERVIOUS TC (MINUTES) A CN A CN . 6 . 3 86 . 0 . 3 98 . 0 7 . 1 PEAK-Q (CFS) T-PEAK (HRS) VOL (CU-FT) . 32 7 . 83 4526 ENTER [d : ; [path] filename [ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH : A: lOYRD-AB SPECIFY : C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP �� N . - �Gt� . / �,�� / � �2.� f��e���S� �TORM OPTIONS : 1 - S .('_. S . TYPE-lA 2 - 7-I)AY DES IGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S .C. S . TYPE-lA RAINFALL DISTRIBUTION � ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP (INCHES) 100, 24 , 3 . 9 ---- - - - ------- ---------------------------------------------- ---------- ******************** S .C. S . TYPE-lA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3 . 90" TOTAL PRECIP. ********* -- ------------ -------- ---------------------------------- ----- --------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1 .45, 86 , . 14, 98, 22 .44 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC (MINUTES) A CN A CN . 6 .4 86 . 0 . l 98 . 0 22 .4 PEAK-Q (CFS) T-PEAK(HRS) VOL(CU-FT) , . 33 7 . 83 5846 ENTER [d: ] [path] filename [ .ext] FOR STOR.AGE OF COMPUTED HYDROGRAPH: B : ���OOYR-JON FILE ALREADY EXIST; OVERWRITE (Y or N) ? Y SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C - -- - ----------------- - ------------------- ------------------------- ---- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN (IMPERV) , TC FOR BASIN NO. 2 . 30, 86 , .29, 98, 7 . 07 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC (MINUTI'ES) A CN A CN _ 6 . 3 86 . 0 . 3 98 . 0 7 . 1 PEAK-Q (CFS) T-PEAK(HRS) VOL (CU-FT) .47 7 . 83 6532 ENTER [d: ] [path] filename [ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: B :Dl00YR-JONE SPECIF`.�: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP �S� I< IN �� [' �► �1N "1' 1', �'VntiIIIN (7 "fON, SURI� ACG WA 'I' i: lt 1) I�. SI (7N ti1ANl1Al. . . � � -- --- - - -- -------- ---- ------ . _ _ _-- _ — - ---- --------. . . _._ - _ - - - - I AItLI�: :).S.211 ti('� 11`I�:S'I�I�:ItN 1YASIIWC'fUN RUNOI�l�CUIZVL NUMItrRS SCS WESTEHN WASHINGTON RUNOFF CURVE NUMBERS (Publisheci by SCS in 19E32) Run��ft curve numbers (or selected agricullural, suburban and urban land use for Type 1A rainfall disiribu�ion, 24-hour s�orm duralion. CURVE NUMBFRS BY HYDHOLOGIC SOIL GROUP IAND USE DFSCRIPTION A A C D ------------ -— ------- - ---..---- (:ul�ivateci lanci(1): winter condi�ion E36 91 94 95 - - ---- _ --- -- ----- -- _ ---- ----- P,Aouniain open areas: low growing brush and grasslands 74 Ei2 89 92 -- - - - _ _- --------- ------=� ------ ---- Meacic�w or ��aslure: 1 fi5 78 85 �9 _ -- ----- _ - - - - _ ------- ---- -- - --------�--._. Wooci or lorest lar�d� undisturbed or older second growth 42 64 76 Bt Wooci or lorest land� young second growth or brush 55 72 Bt 86 Orchard: with cover crop 81 88 g2 94 -- ------------- ------ ---- --- - ---- Open spaces, lawns, ��rks, c�oll courses, cemeteries, landscaping. goai condition: yrass cover on 7596 or more of the area 6A 80 86 90 lair condition: grass cover on 50°�G to 75°k of the area 77 � 85 90 92 - ----- - ------ _ — ---- --- ------ -- -- Gravel roads and parkiny lots ('T6� 65 89 91 Dirt roads and parkiny lots 72 82 87 69 Impervlous surfaces, pavement, roofs, etc. r98> 98 98 98 Open water bodies: lakes, wellands, ponds, etc. 100 100 1U0 100 ----------- -- . - - - --------- --- . ____ ----- _ -_ Single Farnily Residential (2) Dwelling Unil/Gross Acre �,6 linpervious (3) ', 1.0 DU/GA 15 Se��arate ciirve ��umber � 1.5 UU/GA 20 ;li.�ll I�e seleclecl � 2.0 UU/GA 25 fc�r �iervious aiticl 2.5 DU/GA 30 impervious portlon 3.0 DU/GA 34 of the site or basin 3.5 DU/GA 38 � 4.D DU/GA 42 4.5 DU/GA 46 5.0 DU/GA 48 ' 5.5 DU/GA 50 6.0 UU/GA 52 6 5 DU/UA �4 7 0 DU/GA 56 I Planneci unit developmerns, °,6 impervious � cundorniniurns, aparUnents, musl t�e computeci � commercial business and ; industrial areas. i --- -- -- - - __ __ _ -----__-- ------- -------- (1) For a n�ore detailecl descrip�ion of ayricupural land use curve numbers reler to National Ei�gineeriny Nandl�ook, Section 4, Hydrology, Chapter 9, August 1972. (2) Assuines roof and driveway runoft fs directed into street/storm system. (3) The remaining pervious areas (lawn) are considereci to be in good condition lor Ihese �:urvf� nunibers. �.1�, i.5.2-1 1I/9"1 r. , �, •I; I N �� �' �� U N 'I' 1'. W n S il I N c� 'f c) N, S U R I� A (' I? W � "I' I: It I� I�: S I (� N ti1 A N U A I. � (2) (;N values can be area weighted when they anply to pervious areas of similar CN's (within 20 (:N ��oints). Ilc�wever, hiyh CN areas should not be combined with low CN areas lunless the low CN areas are less than 15% of the s�ibbasinl. In this case, separate hydrographs should be c�enerated and sumiYied to forrYi one hydrograph. I'. -- --------...--- --- ----------- — - I�I(:Ulil?3.5.2A I11'I)ROI.OGIC SUIL G120UP OF THE SUILS IN KINC COUN7'Y I fYDROLOGIC NYDROLOGIC �C)IL GRUUf' GROUP' SOIL GROUP GROUP• Alde�woocl C Orcas Peat D Arenls, Alcierwocxi f�ls�terial C Oridia D llrents, Fv�retl Malerial � Ovall C Heausite C Pilchuck C f3ellinc�harn U Puget D E3riscot U Puyallup B E3uckley D Ragnar B Coastal Heaches Variable Renlon D Fariniord Sill l oani U (liverwash Variable Edc�ewick C Salal C Fvereit A/B 'Sammamish O liiclianola ..� Seatlle D Kitsap C Shacar D Klaus C Si Si�t C Mixed Alluvial l�nd Variable Snohomfsh D Neilton A Sultan C Newbery B Tukwila D Nooksack C Urban Variable Nonnal Sandy 1_oan� D Woodinvilte D IIYDROLOGIC SOIL GROUP CLI�SSIFICATIONS A. (Low runofl F�uten�ial). Soils fiaving hlgh In(iltration rates, even when thoroughty weU�xi, and conslsting cliielly o( deep, well-to-excessively drafned sands or gravels. These soNs have a hlgh rate o(water Iransmission. B. (hloderately low «�noff potential). Soils having moderale infillration rates wl�en ti�orougtdy wetted, and consisling chiefly o(moderately(ine to moderately coarse textures. These soils tiave a moderate rale o( waler transmission. C. (Mcxieralely I�iyh runoff potenliai). Soils havinc� slow In(iltralion rates when thorouc�hly welteci, and consistinc� chielly o( soits with a layer liiat Impedes downward movement of water, or soils with moderately (ino lo (ine textures. These soils have a slow rate of water transmisslon. D. (Hi�h runol( polenlial). Soils iiaving very slow infiltraHon rales when Ihoroughly weUecl a�cf conslsting chiefly uf clay soils wilh a hiyh swelling potenllal, soils wlth a permanent hlgh wale� lal�le, solls wkh a hardpan or clay layer at or near Ihe surface, and shallow solls over nearly Im�>ervfous maler(al. 7hese solls liave a very slow rate o(water transmission. • Froni SCS, 7 Fl-55, Second Edilion, Jw�e 198Fi, Exhlbit A-1. Revislons made Iroiri SCS, Soil Inter�xetaUon fiecc�rd, Funn �5, Septe�nber 1Ji38. U y 3.5.2_') 1 I/92 t?,�S> _� .. KING COIJNTY, WASHINGTON, SURFACE WATER D � SI (iN MANUAL - -- _ _ -- ---�--- - - -- -- -------- --.._..----- -- -- — -- - - TABLF 3.S.lC "n" ANi) "1c" VALUFS U�ED IN 7'IME CAL.CUI.ATIONS FOR HYDRO(;RAPHS � I ---- ---- -- - - -- _ .. _ _ _— -- -- ------- --- - — - - ------ � -- - - C - '�i,'SGeo�fl:m F�u��bn!IaiwJ�p'�Values(Fa llw��hSr�l�00 n cY Ira•�el) n,• Sn�odh swlaces(concre�e,as��ww,y�a�d,a[n������u��,�ad c:.�) d^f! Fail�w li�l�s or L.use sc�wrlace(i�o resklus) 0 OS C�Ath�atecf so1 wqh resWue cuver(s c� 0?0 h/h) 008 GAtl:qi•.f�uR wi�b resklue cover(S� 020�/M) 0.17 SINNI N..iliH y:�55 H�d lawni 0 1$ (]�I�IB(�'.:f`513! 0�� �sd���N,�a y�.�:5 e�i Ra��ye(��alwaq 0 I� � V•',r�c1s w Iwest wdh liyt�t w�.ierGiush 0 W �ti'wds w Iu����i wnh densu u�+le/txush �BO - -._ ._ . --- ------�---- - ------- --- - •lAarrniU+��,i�ies Iw sheet Ilow aiy.Ir�rn O�mton�nd Mcar�ows 1976(Se�TR•S5, t966j '►'Vt1uNs Used ir�T�a'+el Tlrne/Tim6 d Con[eruiallon Ce�alalbns S�aBo.+�Cu��cnntrateil flow (+.her It�e InlNal 300 h.d theet Ibw,R - 0.1) M, -------- -�------- ----�--'-�--._�—__- _..-----._...—�----- - ----� --- t f�resl whh l;eavy prourd Pner and rtma3�w�(n•0 f0) � 1 B�ushy yr,:u�d wph au�:w tr���(n -o�60) S ;f f:x��«a;nlnhnum 1�'��cWUvation(n •0040) 8 �. I+�yh yr.rsf(n � 0035) D 5. S�k,A y�asl.yastWe,av�LTvm3(n-OOJO) I1 �. fi. !Wai1y h.,:e�rpund(n-OA25� 1� . 7 Fa.vJ a�d yraw�l ueaa(n-0.012) Y7 �:i��n��d Fl.nv(In4.•�ndnern)(A�Ihe tK.�L�ni•iy qf„�;0.�N Warv�Ns R-02� k i faesieJ�wale wph twavy p�cw��f le�m(n - 0 t0) y �. e Foi�^:+�xl d�an�age course/�avine w�h daf�wd chaiu�liad(n•0050) 10 J Rxk-IinW w-alorway(n�-0075) �S 'I � G�nssalwe�erway(n-OOJO) �7 S Farthlin;xJ wete��ar(n-0025) 20 6 CMP pl�w(n-D 02�) y� 7 Cork.�etu��(�e(U012) �2 B OI(wr wdlUrway3 d�w�lb� �i yJ6;n �i GwwnnM flow(Cuntlnuou;slrw�m.R - C 4) .. .- --.. . .� -� - -��- � M� . 9 fA��,�:K1c�L�9 sdearn wMh aonK��..�.�s(n- UOaO) ip 10 Rc�.� i�n�1 sue��n:(n-OOJS) YJ i1 G�:c„IlrKxl cuwm(n-OO141 27 12. Oii�ri :.uoains,man e�ide r . � �..,1 p�pa O b)Tjn•• "S�e C.ha�Har 5,Tat�e 5 3 til:I.x w3J.:i r.J�:,�m�r�s'n'v3�ues fa c�•m et,annels I 3.5.2-7 ��) � ;.• �'K i N (; C O U N 'I' Y, W A S H 1 N G T O N, S U R F A C E W A T E R D F: S I G N M A N U A I_ o A licensed septic system designer �r suitably trained pe►son working under the supervision of a licensed Professional Enginee� shall make en inspection of the soil afte� the system is excavated, before the trenches are filled with �ock to confirm that suitable soils are present. Method of Analysls/Length of Roof Downspout Infiltration Trenches The length of trench required is based on the U.S.D.A. soit textu�e class, tho roof area and the site location, using Table 4.5.1 B. The length of trench required is determi�ed by dividing the roof aree by 1000 and multiptying by the unit length I from the chart for the soil type and multiplying the result by the regional scale factor k shown in Figure 4.5.1 D. The trench length L is computed using the following equation: L -- �Afl/1000111►Ik) Where: A„ _- a�ea of the roof tributary to the system, ft�. INote; a typical single-family residence has a roof a�ea of approximately 2,000 ft�.) I = the unit length of trench required per 1,000 ft� of roof area from Tabla 4.5.1 B, h'' k = the regional scale factor from Figure 4.5.1 D. TABLE 4.5.1B INFILTRATION TRENCH LENGTHS FOR RESIDENTIAL ROOF DOWNSPOUT INFILTRATION SYSTEMS Soil Texture Class tU.S.D.A.) Lineal Feet of Trench per 1000 Lineal Feet of Trench ft' of Roof - Sea Tac per 1000 ft' of Roof - Landsbur 1. Coarse sands or Cobbles 15 20 2. Medium sand ' 25 30 3. Fine sand, loam sand 60 75 4. Sand loam 100 125 5. Loam 150 190 Example: ProF�osed residence located at Kent East Hill Hoof area (AR) — 2,000 square feet; Soil Texture Class = loamy sand; From Table 4.5.1 A, 60 ft trench/1000 ft� of roof, from Figure 4.5.1 D k -- 1.0 L = (2000/1000►160►I1.0) = 12Q_f� fNote: could be accorr�plished by two trenchesl. �'�� 4.5.1-3 1 I/94 � }��l • ' ' � I ' 1 1 ' � � � t�r��p� ° - `v� y f • J�e '.� � � � �•�. = 1 � � �. te 1 � j� �y _ ^�� �,.��j . �',yfj /'��r.. ' ���. I� � � � � � ! �� �� ���3� �i �. .� �', ����y� , . R� � ������� �� ..If'� ✓,jl� ;���'• �� �'" �I ' �— r � � '� �IF '�!�• � !►. ,�i;�� yl ►�� ����• � .� � �� � i,���'���� � ,4� ��r r � � ��M�..: ; � ,�i;'!��_�'' ��:7 .r.;. 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' � �� / 1' �I ' 1 �I r `I � • � _� � �, � . � ' , ;��:���! �'� _ ,. � � ' �' 'y,�� � 4'�'f�i•�!1_ � � �� � �y� �i-� � r � , � �� `1 I � �� � � � d , , �, i;;, ���;,��er.• ��� • i : � � . �C8 TRENC � �, � �TRENCH l�J p 1.Jt CO POSSIBLE AL IGNMEN TS P L ,� l�l Vl E V I/ RODF ORA/N OBSER VA 7lON WELL N.T.S. ROOF - - - - --- - --- ------------ I� I � I I . , lNFI!_TRA T/ON TRENCH� �SUMP OR CA TCN BASIN 6"� PERFORA TED PIPE W/SOLID LlD (C.P.E.P. SJNGLE WALL ACCEPTABLE) �ROOF DRAIN l � O�I L � V I� V V SPLASH BLOCK N. T.S. CA TCH BASIN SUMP Wl TH �-- OBSERVATION WELL SOLlO L/D A SHEET COVER MATERIAL \ \rG\�rG�� \'G �� I t� -------------------- 1' M/N. MfN. !�. LEVEC. ^� � 1' MJN. � 1' i�.. MNY. l:'•. :. � _- '' :. . �z � FINE MESN LEVEL SCREEN A 5. 6" PERFORA TED PlPE (C.P.E.P. SING�E WALL ACCEP TABLE) VARlES (SEE PLAN) 10' MlN. — OBSERVATION WELL WT TN METAL CAP dc LOCK. 6" PVC PIPE \ s�•M�� � COMPACT BACKFILL (PERFORA TED) � \�� WRAP TRENCN�� 6"m PERFORA TED PlPE EN TIREL Y WI TN WASHED ROCK 3/4"--1-i/1'" FlL TER FABRIC. _ /��2' ��CTI �N ,q - � .K . 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 0.47 cfs. The 12-inch pipe proposed for this development is designed at a slope 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 0.47 cfs anticipated for 100-year flows during post development. -t� i� • I tmp#1 I Manning Pipe Calculator Given Input Data: Shape . . . . . . . . . . . . . . . . . . . . . . . . . Circular Solving for . . . . . . . . . . . . . . . . . . . . . Flowrate Diameter . . . . . . . . . . . . . . . . . . . . . . . . 12.0000 in Depth . . . . . . . . . . . . . . . . . . . . . . . . . . . 12.0000 in slope . . . . . . . . . . . . . . . . . . . . . . . . . 0.0100 ft/ft Manning's n . . . . . . . . . . . . . . . . . . . . . 0.0120 Computed rtesults: Flowrate . . . . . . . . . . . . . . . . . . . . . . . . 3.8597 cfs Area . . . . . . . . . . . . . . . . . . . . . . . . . . 0.7854 ft2 wetted Area . . . . . . . . . . . . . . . . . . . . . 0.7854 ft2 wetted Perimeter . . . . . . . . . . . . . . . . 37.6991 in Perimeter . . . . . . . . . . . . . . . . . . . . . . . 37.6991 in velocity . . . . . . . . . . . . . . . . . . . . . 4.9143 fps Hydraulic Radius . . . . . . . . . . . . . . . . 3.0000 in Percent Full . . . . . . . . . . . . . . . . . . . . 100.0000 % Full flow Flowrate . . . . . . . . . . . . . . 3.8597 cfs Full flow velocity . . . . . . . . . . . . . . 4.9143 fps Page 17 11 ' i; � v�. sr�:�'[Al. REPORrt�s�,a sTUDIES: ff S . 13 VII. 13ASTN and COMMUNITY PLANNING AREAS VIIL OT1iFR PERMI'CS �� C:' . IX EROSION & SEDIMENTATION CONTROL 'I'he contractor shall install si(t fences along the perimeter of the site as indicated on the �, 'I'emporary Erosion Sedimentation Control Plan, with construction entrance 12 thick made of quarry spalls as indicated on the construction plans. Sediment �'rap (ifrequired) �A—l�S*O>/V� �A — Sediment "I'rap Area I�S t�actor ut'Satety = 2.0 (1z — 2-year tlow in post-developed V s — U.OO(196 ft./sec >:A = (2) *0. 19/(0.00096) - 396 sq�iare feet (Required) -Ze �' , 14 X. BONI)QUANTITIES WORKSHEET Z � v� �. �5 Xl. MALNTENANCE and OPERATIONS MANUAL 2�-- � , � � 31 �� ����� � ����,����-- -- ��� � ���� �.���������� ����� ��� : , . . �����#3�:R�E��Y ��'F �F� , ; ;.... �+t�:N'�'f3h. 1�`���C�I�'1'(3�i FILE NO. 830-003-031 PREPARED BY TOUMA ENGINEERS 6632 SOUTH 191ST PLACE, SUITE E-102 KENT, WA 98032 (425) 251-OG65 September 18, 2003 � �I' ��� �� �� � •• �, � ,�'�.�o����;� ���� ' � ��� � : . ��� . � �, � DEUELCPME� Q � ,a�..:..�" � � , e �, - CITyOF1qEM-ONN�N IG s'r�: , ; Q /}� � CT 0 3 2 °'�'ai Lt�r��y � �/� � L•Y.PII:LS GfZ1i0 S i ����5 �L�I�i 6�/�`'�' � - 1 i'.' _' _.___ _ � � �)�')l) ' ___ - -' . _ _ lC f+�F .T m iM.- _ , ` �---E-- .. r' __... \ , � - �. �� .. •, i U .. . . ��� '-'_ ' o - ,� �ir,y YT � �" �R �FF6j €� _.- ___ D.. . , ---- ���I �v ^'d �; Gf31N •.IIx,� � St�g�Fs �� NIM R y,� �� � sE� , �� �69nt �� .�'�iV+ '� Inll`In� ,I. I O �i t�I 11nn1�� . ai� i ui` 1 ����y O�-�-- r91 ��';7 n�,ilil �M I'� .\ , .�I 1 � �In 111N�1" �'� � L.,.~ y '+�SY� . 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":I'r' �i��O�CiYCYw _ ,'j�d�A�� ./ '• � _ �_ • ' � '`�". �1`��RA�� - }''' . , '�: �' • - :�,�.`�iEatil�5��� � °�;``�''� ��'9':; 1 .�"�•,,.��� r► � �.an..urs-r + ,��t':� v___-^ .'� �1�� 1.s`7(� . �`i; 5����j.`Lty�'";v� � I _e �r•x��� � �,. < �* + �... 4A I��i � , ��-+�' : °�i�� � '� 'I; '-�*,i. ,�;,.. }+r7c�� •�1 �1� � • - \ .�.��;' - • �ri'_ rl .lKIF ����� � � 1 � �_u_... t:o �r� - -- \ �� �- sl ,� �1 �,� � .;fi�-- - -- ,i:'t'r., �.:. ..� � I , --=-, t. � ��� � "q`(,ri.� � ;', ... � ' j � .. r _ '�� � 17�7r'A �1 _ �t� • ti�, . � � . . . . , \\ I�\ I I t .� ', � ' � �:,�}�; .. ,�� ! : �. �, , ,t ` '1��. `� , �'� ; I (� !! ��"��,``��''! '--r I�.. r< � �� I e ,� � y��`; ^I. ' z�' ' :;,�^ ; `,� a'�, ` -——- 1 �� ,�;�.r'1 s.y'i• �,..,�la* r. j . ;��' �` �i, ��I I � ,�• `3� �, ,�r.;;�'+",� , r. � r � , �. ` ,•� .� ' -;/��`�,:� '� .< ,� �, ° ,� `�` r -1� ' I I �f .�i ��7~�t `� '':,:; .,� i � �� �i,� j ��Y:I�y!s�-�4, q�. � _ � ..�, — �lt . „� �, }� �,' 11 � J � '�i � I I I � F e �l�t,�r. � '��. ''J � d � � ��� ':r.� �►"'°�"� � ; �1'%f. � �. : �"����,:�' , ; . .., . .:.�,x :;.;;.;,::��:�;::;, .� � �'" � � : ;,::::;,�.:.�::. � \I -�,��F��'����)�rz��. ' i .,,::,;::;:•'/.�, I. PROJEC'I' OVERVIEW 1'his project consists of one parcel of land approximately 0.58 acres. "I'he project is situated in :he northeast end of the City of Renton. It is located within southeast quarter of Section 5 Townsi�ip 23 North, Range 5 East W. M. The proposal is to create 4 lots, °Fill in" subdivision. Access t�� the proposed project will be via from Aberdeen Avenue NE situated east of the property. There exists a house on the property, which the owners are planning to retain. The soils on the site are composed of Indianola(InC) gravelly and fine sand per the King Cou»ty Soil Survey. The Indianola series is made up of somewhat excessive drained soils that formed under conifers in sandy, recessional and stratified glacier drift. This type of soil is designated b_y King County as Type A soil and is good for infiltration systems. The site is flat with an average slope of 2 to 4 percent. There are no steep slopes present on the site. The flow consists of sheet flow from northwest to southeast and east to Aberdeen Avenue NE. There exist storm system on Aberdeen Avenue NE consisting of underground pipe directing the flow south to NE Sunset Bivd (SR 900). From this point the flow is directed �vest along SR 900 which eventually the water flows into Lake Washington. The proposed development of the property is considered as "infill" project and it is located in � Single Family (SF) zone. The City of Renton designates the site with the SF zoning. The SF zoning allows for a minimum lot size of 4500 square feet and a maximum density of 8 units per acre. The setbacks allowed in the SF zone are as follows: front yard setbacks, 20 feet; rear yat� setbacks, 20 feet, and side yards setbacks, 5 feet on all interior lots, and 15 feet on corner lots The City of Renton Comprehensive Plan designates the site as Single-Family Residence, whici� is consistent with present zoning. "I�he density for the developed portion calculates at 5.85 dwelling unit per net developed acre. "f'here is no right of way to be deducted from the site. The proposed lots will be served from e�:isting roads or private access easements. The street improvements including but not limited -o paving, sidewalks, curb/gutter are required along the frontage of the property along Aberdeen Avenue NE. Majority of trees will be retained except for those fall within the buiiding envelope of the proposed new lots. "I'here wil) be no lanci to be dedicated to the City on this project. - C. . . King County Department of Development and Environmental Services TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AND j PROJECT ENGINEER DESCRIPTiON ; Project Owner / ��� �� Project Name` � � �l� cJ � �/•�c. / 2 �/_�2r'�.�BH �//r7�— Address Location � �D. �l30 �' 2 S��' ,��rr/o� 2ti3 ' g�,�� Township i Phone Range � I �zs--zz,,7- 9z�a r � .............Section b ! Project Enginee� , i m /ovsnQ , Company �vcJ�'l4 �-'>��Pp�'f Address/Phone �Z1�• ZS � '�6��' � Part 3 TYPE OF RERMIT Part 4 OTHER REVIEWS AND PERMITS APPLICATION _l I Subdivison DFW HPA Shoreline Management � `3hort Subdivision COE 404 Rockery I Grading DOE Dam Safeiy Structural Vaults Commercial FEMA Floodplain Other � Other COE W etlands � �� i Part 5 .SITE COMMUNITY AND ORAINAGE BASIN _i Community ���o ����� i Drainage Basin ��� ��s���� /� �fl .. -- -- � Part 6 SITE CHARACTERISTICS ��/� � ; River Floodplain � Wetlands Stream Seeps/Springs Critical Stream Reach High Groundwater Table Depressions/Swales Groundwater Recharge , Lake � Other Steep Slopes i r Part 7 SOILS Soil Type Slopes Erosion Poiential Erosive Velcoties _ Si��'ia�t�/a � l ��— �� _. Additional Sheets Attached I ------ -----_ __� Part e DEVELOPMENT LIMITATIONS REFERENCE LIMITATION/SITE CONSTRAINT Ch. 4—Downstream Analvsis ���✓ r�v �'n'l'a�t ���OCe'��-'(' i�J('1�'i Additional Sheets Attached � Pari 9 'ESC REQUIREMENTS MINIMUM ESC REC�UIREMENTS MINIMUM ESC REOUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION ✓Sedimentation Facilities �/Stabilize Exposed Surface ✓Stabilized Construction Entrance �/Remove and Restore Temporary ESC Facilities Perimeter Runoff Control ✓Clean and Remove All Silt and Debris Clearing and Graing Restrictions ✓"Ensure Operation of Permanent Facilities Cover Practices Flag Limits of SAO and open space �Construction Sequence `�preservation areas Other Other Part 10 SURFACE WATER SYSTEM Grass Lined Tank Infiltration Method of Analysis Channel _ Vault Depression Pipe System Compensation/Mitigati Energy Dissapator Flow Dispersal on of Eliminated Site Open Channel N/etland Waiver Storage Dry Pond Stream Regional -- ----- - Wet Pond Detention 8rief Description of System ONeration �-�D G����o� ---------_ --- - Facility Related Site Limitations Reference Facility Limitation - � � — --- ------- Part 11 STRUCTURAL ANALYSIS Part 12 EASEMENTS/TRACTS Cast in Place Vault Drainage Easement Retaining Wall Access Easement ; Rockery>4' High Native Growth Protection Easement � Structural on Steep Slope Tract ,__ Other �� Other �/�� Part 13 SIGNATURE OF PROFESSIONAL ENGINEER I or a civil engineer under my supervision my supervision have visited tfie site. Actual site :;onditions as observed were incorporated into this worksheet and the attachirients. To the best of my knowledge the information provided here is accurate. c� L � — =�- - - _ - > _��-c� �� �-� I l z.3�3 Signed/Date II. PRELIMINARY CONllITIONS SUMMARY CORE [ZEQULREMENTS l-5 CORE REQUIREMENT #1: DISCHARGE AT NATURAL LOCATION The allowable outflows from the site will be discharged to its natural locations. The level I flow� control is calculated to match the developed peak discharge rate to the existing site condition peak discharge for the 2-year and 10-year. CORE REQUIREMENT #2: OFF-SITE ANALYSIS A level one downstream analysis is a portion of this report. See t}�e analysis later in this report below. CORE REQUIREMEN"I' #3: RUNOFF CONTROL The increased peak runoff, due to any change in pervious conditions and increase of imperviou�; areas, will be attenuated using peak rate runoffcontrol in accordance with KCSWM , 1990 Edition. Initial calculation indicates there is no detention facility required. Please refer to attached calculation. CORE, REQUIREMENT #4: CUNVEYANCE SYSTEM Conveyance system is minimal for this proposed short plat. Storm runofffrom private road aticl new homes will be directed into storm drain system e�sts on Aberdeen Avenue NE. CORE REQUIREMENT #5: EROSION/SEDIMENTATION CONTROL PLAN The erosion control plan will be designed using the King County storm manual. Silt fences will ne used to intercept silt laden material resulting from clearing and/or construction of short plat improvements. These facilities will be adhered to minimize any impact to downstrearn or offsitF areas. CORE REQUIREMEN'I' #6 - MAINTENANCE AND OPERA'T'lON NiA CORE REQUIREMENT #7 - FWANCIAL QUARANTEES AND LIAQ(LI"I'Y N/A - 3 CORE REQUIREMENT #8 - WATER QUALITY The impervious surfaces subject to vehicular traffic within this proposed short plat is less than 5000 square feet, thus exempted from design and installation of water quality tank or pond or similar facilities. SPECIAL REQUIREMENTS: THOSE APPLICABLE TO PROJEC'I' 1. Critical Drainage Area - N/A 2. Compliance with existing Master Drainage Plan - N/A 3. Conditions Requiring Master Drainage Plan - N/A 4. Adopted Basin or Community Plans - N/A 5. Special Water Quality Controls - N/A 6. Coalescing Plate Oil/Water Separators - N/A 7. Closed Depressions - N/A 8. Use of Lakes, Wetlands, or Depressions for Detention - N/A 9. Delineation of 100 Year Flood Plain - N/A 10. Flood Protection for Type I a�id 2 Streams - N/A 11. Geotechnical Analysis and Report - N/A 12. Soils Anal_ysis and Report - N/A - 4 111. OFF-SITF, AI�tALYS1S CORE REQUIIZEMENT' #2: OFF-SITE ANALYSIS LEVEL 1 ANALYSIS �' A: UPSTREAM ANALYSIS This proposed short plat does not have appreciable off-site runoff entering the site. The site is �lightly higher than the road on Aberdeen Avenue NE. The runoff from the site sheet flow eascerty toward Aberdeen Avenue NE. }3 DOWNSTREAI�1 ANALYSIS "I'he surface drai�lage fi-om the site is directed to onsite storm system consisting of catch basin., .-- -__ __ ., a_nc�i conveyance pipes directing the flow to existing storm system on Aberdeen Avenue NE. 'I'!+e flow is directed through a 12-inch culvert south along Aberdeen Avenue south until it intercept a 36-inch culvert north side of Sunset Blvd. The flow is directed west and eventually into Lake Washington near Gene Coulon Park. - 5 ^ r 1425 ABERDEEN SHORT PALT SITE AREA 25541 0.59 OFF-SITE AREA 0 0.00 25541 0.59 SOIL TYPE Indianola (InC) Type"A" EXISTING CONDITIONS DEVELOPED SINGLE FAMILY LOT 19490 0.45 ACRES CN 86 EXISTING HOUSES & ROADS 6051 0.14 ACRES CN 98 PERVIOUS 0.45 CN 86 IMPERVIOUS 0.14 CN 98 DEVELOPED CONDITIONS EXISTING HOUSE& DRIVEWAY 1715 0.04 ACF2ES CN 98 NEW HOMES 8� DRIVEWAY 7500 0.17 ACRES CN 98 NEW ASPHALT-SITE 3400 0.08 ACRES CN 98 LANDSCAPING-SITE 12941 0.30 ACRES CN 86 TOTAL 25556 0.59 PERVIOUS 0.30 CN 86 IMPERVIOUS 0.29 CN 9� TIME OF CONCENTRATION - EXISTING CONDITION - FOR 2-YEAR, 24-HOUR STORM DESIGN I SHEET FLOW- OFFSITE � MANNING-n 0.15 OVERLAND-L 210.00 FEET PRECIPITATION-P 2.00 INCH SLOPE- S 0.02 FT/FT T = 22.44 MINUTES �'� TIME OF CONCETRATION - DEVELOPED CONDITION ' SHEET FLOW - OFFSITE MANNING-n 0.15 OVERLAND-L 30.00 FEET PRECIPITATION-P 2.00 INCH ' SLOPE- S OAZ FT/FT T1 = 4.73 MINUTES SHEET FLOW- OFFSITE MANNING-n 0.01 OVERLAND-L 170.00 FEET PRECIPITATION-P 2.00 INCH SLOPE - S 0.02 FT/FT T1 = 2.34 MINUTES TOTAL TIME 7.07 '� • � N /�z.r f��e��e��S'�e�.� �1�� STORM OPTIONS : 1 - S .C.S . TYPE-lA 2 - 7-DAY DESIGN STORM 3 - STORM DATR FILE SPECIFY STORM OPTION: 1 S .C. S . TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP (INCHES) 100, 24, 3 . 9 ------------------- -- ----------------------- ----- -- ------ -- - - -- - --- - - - ******************** S .C. S . TYPE-lA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3 . 90" TOTAL PRECIP . ********* ENTER_ A{pERV) , CN (PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO . 1 .45, 86, . 14, 98, 22 . 44 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC (MINUTES) A CN A CN ' . 6 . 4 86 . 0 . 1 98 . � 22 . 4 PEAK-Q (CFS) T-PEAK(HRS) VOL (CU-FT) . 33 7 . 83 5846 ENTER [d: ] [path] filename [ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH : B :��m00YR-JON FILE ALREADY EXIST; OVERWRITE (Y or N) ? Y SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C - - -- - - ------------ ----------- ----------------------------- - - - - - - - - - - - ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN (IMPERV) , TC FOR BASIN NO . 2 . 30, 86, . 29, 98, 7 . 07 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC (MINUTES) A CN A CN . 6 . 3 86 . 0 . 3 98 . 0 7 . 1 PEAK-Q (CFS) T-PEAK(HRS) VOL (CU-FT) . 47 7 . 83 6532 ENTER [d: ) [path] f ilename [ .ext] FOR STOR.AGE OF COMPUTED HYDROGRAPH: B:D100YR-JONE SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c9�Q,