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HomeMy WebLinkAbout03568 - Technical Information Report - Drainage � � !f� � CAIRNES SHORT PLAT LUA- 10-026 7 Lot Short Plat NE 5t" PLACE / JERICHO AVE NE Technical Drainage Report ITY OF RENTON RE�E�'.��� Original: January 12, 2011 MAR Q U 2Q1� Revised: March 8, 2011 PLAN REViEW Prepared for Cairnes Construction, L[C R C E I V E D Attn: Andy Cairnes 14845 SE 264�'Street MAR_.�-9 2011 Kent, WA 98042 DlNG DIVtSION R��ER���N MAR 0 � 2011 P�N REVi�Iy Submitted by OtJ�e Engine�ers, PLLC �� Darrell Offe P.E. I,, �(� 13932 SE 159"' Place � L As � �� Renton, WA 98058 ��; - , �' �, 1�, � ��' �I GISTEg' ti{ % . �`4J�NAL g'�� �!�"/ �� L- I EX�IRE.S 3 St�B Project Description The purpose of this report is to present a final conclusion to the storm drainage review for storm water release and treatment of this 7 lot proposed Cairnes Short Plat in accordance with the City of Renton requirements. The project was recently annexed into the City of Renton as part of the Shamrock Annexation. The Cairnes Short Plat project is proposing a 7 lot single-family residential subdivision. � The project is located at the SE corner of NE 5"' Place and Jericho Avenue NE in Renton. , The site is tax parcel, 102305-9069, with a total project area of 2.98 acres. The project contains a class III wetland on the east side which comprises of 29,812 square feet on site. The project proposes to dedicate 1.86 acres (81,233 square feet) of open space (which includes the wetland/buffer and additional area). The project is bound on the west, south, and east by resent development of single family residential. The property to the north is an undeveloped parcel. The property abuts Jericho Avenue NE along the westerly side. Review of Resources Critical Drainage Area Map • Maplewood Creek Sub basin • Cedar River/Lake Washington Watershed � Flood plain/floodway(FEMA) Maps �I • There are no mapped floodplains in the immediate area per the available FEMA I map. I Sensitive Areas I � WeHands—The on site wetlands has been classified as Class III per the '� Wetland Report prepared by John Comis and Associates. '� • Streams and 100 Year Flood Plains—There are no streams or floodplains I'' that go through the property. • Erosion Hazard Areas—There are no mapped erosion control hazards on or I near the property. • Landslide Hazard Areas—There are no landslide hazard areas for the project. • Seismic Hazard Areas—The area is not mapped as a seismic hazard area. � Coal Mine Hazard Areas— None mapped in this area. U.S. Department of Agriculture, King County Soils Survey • The soils on the site are classified as Alderwood gravelly and loam, 6 to 15 percent slopes. These soils types are described in the Soil Survey of King County Area, Washington (Soil Conservation Service [SCS], 1973). Alderwood soils are characterized as gravelly sandy loam to a depth of 12 inches and gravelly, sand loam with organics between 12 and 27 inches. This gravelly, sand loam structure is underlain by weekly to strongly consolidated till to a depth of 60 inches. Permeability is moderately rapid in the surface layers and very slow in the till layer, runoff is slow to medium, and the potential for erosion is moderate. Flow Control Applications Map • The site is proposing to utilize the Targeted Impervious Surface BMP's as part of the 2009 KC Drainage Manual. , Water Quality Applications Map • The site is located in a Basic Water Quality Treatment Area. Landslide Hazard Drainage Area Map • The site is not located in a landslide hazard drainage area. Field Inspection OfFe Engineers most recently visited the site in January 2011 to perform soil logs and then again in late February 2011 to investigate for possible additional lot infiltration. The soil logs from January can be found within the back of this report. The additional investigation for infiltration on lots 1, 2, 5 and 6 were found to not be feasible due to lack of permeable layer between top soil and till layer. See this within soil log section of this report. The existing site is relatively flat towards Jericho Avenue then gently grades to the east into the wetland area. The property is currently undeveloped as a forested condition. The existing surface water runoff from the site primarily drains eastward towards the wetlands as overland flow. The drainage from Jericho Ave NE flows to the west and into the storm water facility for Honey Brooke III. Jericho Ave NE, in this area, was widened to 32'of asphalt by the development of Honey Brooke III. The discharge from the , Honey Brooke III facility is located near the south central portion of the property at ' Jericho Ave. This outfall will be relocated from Jericho Ave southerly with a new pipe to allow for the new sidewalk and landscaping proposed by Cairnes Short Plat along Jericho Ave. Mitigation The project proposes to use the 2009 King County Drainage Manual (with the City Modification) for storm water treatment of the targeted impervious and for the Pollution Generating Impervious Surfaces (P.G.I.S.). The proposed storm water mitigation for this development is to utilize drywells for full infiltration for lots 3, 4 and 7; and basic dispersion for the other impervious areas (gravel trenches); and to reduce the existing PGIS on Jericho Avenue NE to obtain a NET NEW PGIS of less than 5,000 square feet. The proposed mitigation is shown on the attached drainage control plan. Storm water calculations, using these mitigations, are attached showing the difference between the existing and developed runoff condition is equal to 0.10 cfs in a 100 year retum event. Soil logs were performed on all the lots. The soils logs are attached to this report. The , soils on lots 3, 4 and 7 were conducive to dry wells. These soil logs were performed to a depth of 6' (-72'�, the hard pan till was located (on average) at -63". At the bottom of the test pit (-72'�, no groundwater was found nor was there any seeping into the test pit. The walls of the tests pits were dry and vertical. Soil logs on Lots 1, 2, 5, and 6 were evaluated in February 2011. The soils on the rear of lot 1 and the side of lot 2 showed signs of high water table at 38"to 40"deep. These lots will not work for infiltration. Soil logs on lots 5 and 6 show a lack of permeable soil between the surFace and the"hard pan"till. There was around 32"of soil found —48" was needed to allow for infiltration. These lots 1,2,5, and 6 do not work for infiltration per the Storm Water Manual. Along the frontage of Jericho Avenue Ne, the City of Renton has requested a reduction of the existing roadway (PGIS) area from 32'to 26'; this area will be replaced with a landscape strip and sidewalk. The project will generate 6,328 sq. feet of new PGIS and eliminate 2,019 sq. feet of existing PGIS for a NET NEW PGIS of 4,309 square feet. This is less than the required 5,000 sq. feet; therefore no further water quality mitigation is required. A Restrictive Covenant will placed on the lots as part of the final short plat recording. This Covenant will limit the maximum amount of net lot impervious area to 3,000 square feet for lots 1, 3-7 and 2,890 for lot 2; and will also require the connection of all lot impervious areas to the proposed storm water mitigation (dry wells or trench drain). Review of the 8 Core and 6 Special Requirements within Table 1.1.2A of the 2009 King County Surface Water Design Manual: Offe Engineers has reviewed the Core and Special Requirements in Chapter 1 of the King County Surface Water Design Manual, and addresses each of the requirements as follows: Core Requirement No. 1 — Discharge at Natural Location The proposed lots and road areas will discharge along the westerly side of the project into the open space, buffer, and we�and area. The current natural point of discharge form the project is in the southeast corner of the property, where the wetland flows — this will continue to be the discharge point after development— no change. Core Requirement No. 2— Offsite Analysis The site currently drains gradually eastward over forest area and into the wetlands. There are no off site flows that enter the property except the outfall of the storm facility for Honey Brooke III. This outFall will be slightly rotated to allow for the future sidewalk. Attached to this report is a field review of the downstream system. Core Requirement No. 3 — Flow Control The proposed project is fully mitigating on site the targeted impervious areas through the use of dry wells and dispersion trenches. The runoff from the developed 100 year return event is 0.1 cfs greater than the existing runoff; therefore no further flow control is required. Core Requirement No. 4— Conveyance System The proposed on-site conveyance improvement includes vertical curb and gutter, a catch basin and a dispersion trench for discharge to of the surface runoff from the hammerhead (access) road. Core Requirement No. 5 — Erosion and Sediment Control A Temporary Erosion and Sediment Control Plan implementing the Best Management Practices will be designed as part of the final engineering plans for the project in accordance with City of Renton requirements. Core Requirement No. 6 — Maintenance and Operations The maintenance of the dispersion and dry well systems will be lot owner responsibility. Core Requirement No. 7 — Financial Guarantees and Liability A Fnancial Guarantees and Liabilities will be provided for a period of two years by the developer at the time of final acceptance by the Gty of Renton. Core Requirement No. 8—Water Quality The project is generating a net new Pollution Generating Impervious Surface (P.G.I.S.) area of 4,309 square feet. This is less than 5,000 square feet per the Manual; therefore no further water quality treatment is required. Special Requirement No. 1 —Other Adopted Requirements There are no other requirements that have been adopted for this area by the City of Renton. Special Requirement No. 2— Flood Hazard Area Delineation There are no flood hazard areas located on or near the site. Special Requirement No. 3 — Flood Protection Facilities This requirement does not apply. Special Requirement No. 4—Source Control The project is located within the streamflow source area of the Cedar River. Special Requirement No. 5 —Oil Control This requirement is not applicable to this project. Special Requirement No. 6 —Aquifer Protection Area The project is located outside the zone 1 and 2 aquifer protection areas. APPENDIX A - DRAINAGE CONTROL PL4N B -STORM WATER CALCUL4 TIONS C-SOIL LOGS D-DOWNSTREAM REVIEW E- GROUNDWA TER PROTECTION AREA MAP F-DR.4FI DECL4R.4TION OFCOVENANT I � � � � 0 I V � � �1 � Q 1 Q Z m cn ;to �� I i : I [' � �° � �„ II �� :k. = � � � � a � JERICHO AVE NE �:vr_: ---—�--- ----------------------------- --- ---_------------ --_-__ � . . 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J` � � r-� � 1 � �, \ � _� �r f � � , �1� � �� ,�•------�, � � � , �� i � ��' � �''� � � � ��� � �� / � � / t� �� 5� ��� � �� _ . � ,� `��'-----� \ � \� 1r � \\ � MAXIMUM IMPERVIOUS MAXIMUM PER ZONING ALLOWED BY LOT AREA CODE 55� RESTRICTION LOT # SQ. FEET SQ. FEET SQ. FEET MITIGATION I 1 5684 3126 3,000 50' GRAVEL TRENCH �'I W/25' FLOWPATH � (50% Basic Credit) , 2 5263 2895 2,895 50' GRAVEL TRENCH '' W/25' FLOWPATH ' (50% Basic Credit) 3 5493 3021 3,000 3—DRYWELLS 1000 SQ. FT. EACH (3000 SF MAX) 4 6161 3389 3,000 3—DRYWELLS 1000 SQ. FT. EACH (3000 SF MAX) 5 6087 3348 3,000 50' GRAVEL TRENCH W/25' FLOWPATH I, (50% Basic Credit) I 6 5530 3042 3,000 50' GRAVEL TRENCH ', W/25' FLOWPATH (50� Basic Credit) ', 7 6050 3328 3,000 3 — DRYWELLS , 1000 SQ. FT. EACH I (3000 SF MAX) ACCESS HAMMERHEAD 3488 50' GRAVEL TRENCH 3908 SF IMPERVIOUS W/25' FLOWPATH (3500 SF MAX) 420 10' GRAVEL TRENCH W/25' FLOWPATH (700 SF MAX) FRONTAGE ALONG JERICHO AVE NE (2019 SQ. FEET REMOVED) 1620 SQ. FEET ADDED — SIDEWALK B - STORM WA TER CALCULA TIONS Existinq Site Conditions Total Jericho Till Till Area Impervious Grass Forest Wetland Notes Totals Acres 2.984 ac 0.00 ac 0.00 ac 2.300 ac 0.684 ac KCRTS/n ut Parameters Developed Site Conditions "Restrict Lots to a MAX Impervious of 3,000 sq.feet Total Max. Design Till Till Area Im rviou Im ervious Grass Forest Wetland Notes Fronta e 3,294 sf NIA 1,620 sf 1,674 sf 0 sf 0 sf 8'Planter;5'Sidewalk remove 2019 of existin Lot#1 " 5,684 sf 3,000 sf 1,5�0 sf 4,184 sf 0 sf 0 sf 300o sf Im ervious x 50%basic dis ersion credi Lot#2 5.263 sf 2,895 sf 1,448 sf 3,816 sf 0 sf 0 sf 3000 sf Im rvious x 50%basic dis ersion credi Lot#3 " 5,493 sf 3.00o sf 0 sf 2,493 sf 0 sf 0 sf Subtract 3,000 sf Full Infiltration Credit Lot#4 " 6,161 sf 3.000 sf 0 sf 3.161 sf 0 sf 0 sf Subtract 3,000 sf Full Infiltration Credit Lot#5 " 6,087 sf 3.000 sf 1.500 sf 4,587 sf 0 sf 0 sf 3000 sf Im ervious x 50%basic dis ersion credi Lot#6 " 5,530 sf 3,000 sf 1,500 sf 4,030 sf 0 sf 0 sf 3000 sf Im ervious x 50%basic dis ersion credi Lot#7 " 6,050 sf 3,000 sf 0 sf 3,050 sf 0 sf 0 sf 3000 sf Im ervious Full Infiltration Credit Access Road 5.208 sf 3,908 sf 1,954 sf 3,254 sf 0 sf 0 sf 3908 sf Im ervious x 50%basic dis ersion credi Wetlands 29.812 sf N/A 29.812 sf Open Space 51,421 sf N/A 51,421 sf Totals S .Feef 130,003 sf 9,522 sf 30,249 sf 51,421 sf 29,8J2 sf Tota/s Acres 2.984 ac 0.219 ac 0.694 ac 1.180 ac 0.684 ac KCRTS!n ut Parameters 0.207 ac (Credif for/ots 3,4&7J 2.778 ac esign 2.77 cres Ana/yze sihe deve%pment conditions using KCRTS(2009 KC Drainage Manua/). PRE-DEVELOPED CONDITIONS �' i�' ..�.V ��� , Area � Till Forest 2.30 acres Tiil Pasture 0.00 acres Till Grass 0.00 acres Outwash Forest 0.00 acres Outwash Pasture 0.00 acres Outwash Grass 0.00 acres Wetland 0.68 acres Impenrious 0.00 acres Total 2.98 acres Scale Factor: 1.00 Hourly Reduced Time Series: Cairnes Pre-DeveloF�ed » Compute Time Series I Modify User Input I File for computed Time Series[.TSFJ ::� — I�I� :� � Flow Frequency Analysis Time Series File:cairnes pre-developed.tsf ' Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.232 2 2i09i01 15:00 0.308 1 100.00 0.990 0.049 7 1i05i02 16:00 0.232 2 25.00 0.960 0. 195 3 2i27iO3 8:00 0. 195 3 10.00 0.900 0.006 8 3i24iO4 19:00 0. 122 9 5.00 0.800 0.071 6 1i05i05 8:00 0. 113 5 3.00 0.667 0.113 5 1i18i06 21:00 0.071 6 2.00 0.500 ' 0.122 4 2i01i07 0:00 0.049 7 1.30 0.231 0.308 1 1i09i08 9:O�J 0.005 8 1. 10 0.091 Cnmp,.ited Peaks n.�S; SO.nii n.980 � � ► 61nAve5 m, �m' _.I� ��0�..'Nb .._l_. i �dua ..p. l ._..�... 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Area � Till Forest 1.18 acres Till Pasture 0.00 acres Till Grass 0.69 acres Outwash Forest 0.00 acres Outwash Pasture 0.00 acres Outwash Grass 0.00 acres Wetland 0.68 acres Impenrious 0.22 acres Total 2.78 acres Scale Factor: 1.00 Hourly Reduced Time Series: Cairnes Developed i»I Compute Time Series I Modiiy User Input I File for computed Time Series[.TSF] � ���� , — I u I^J i_'otttin_�tert Pe��F:=. 1.283 50.00 0.950 _ I Flot:� Frequency Analysis � -------------------------------------------------------- Time Series File:cairnes developed.tsf �I Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flov� Frequency hnalysis------- I Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.261 3 2i09i01 15:00 0.413 1 100.00 0.990 0.110 6 1i05i02 16:00 0.287 2 25.00 0.9bC1 0.287 2 2i27iO3 7:00 0.261 3 10.00 0.900 0.068 8 8i26iO4 2:00 0. 174 4 5.00 0.800 I 0.108 7 1i05i05 8:00 0.158 5 3.00 0.66� 0.174 4 1i18i06 16:00 0.110 6 2.00 0.500 0.158 5 2i01i07 0:00 0.108 7 1.30 0.2�1 0.413 1 1i09i08 9:00 0.058 8 1. 10 0.0'={1 �'omp,.ited Peaks n. 3'%1 Si1.00 n.9c;ii � 1 ► CAIRNES SHORT PLA T STORM WATER DETENTION CALCULATIONS ON TARGETED IMPERVIOUSAREAS Cairnes Shoit P/at onc/usion -Storm Water Detention Ca/cu/ations Return Deve%ped Exis�ing Period Runo19F Runof9�' Differenae Years � � � 1.10 0.07 0.01 0.06 1.30 0.11 0.05 0.06 2.OQ 0.11 0.07 0.04 3.00 0.16 0.11 0.05 S.QO 0.17 0.12 0.05 10.00 0.26 0.20 0.06 15.00 0.29 0.23 0.06 50.00 0.37 0.28 0.09 I00.00 0.41 0,31 0.10 ** ** The project is exempt from any further storm water detention r�equirements il CAIRNES SHORT PLA T STORM WATER- WATER QUALITYCALCUL4TIONS ON P,G.I.S. AREAS � I z y ~ I I ;� I�T� � ' � a ' � `r� 3 JERICHO AVE NE � � { � � — ;�_;r �----�'�.�,r'� c� _. . r,-i � ��+00 MONUMENTED CENTERLINE 38+00 39+00 40+00 y 36+00 � N - t � �- i O _ �_ ' '+."":J:".t'..'•�;•Y.. ..•."`' � .'-�:'.:'�� . 'l...i 'y.. < r�.. yV�'R•. ...R':. %:+', . i4 I . �....�.:�:1`q'�..:.:'.. .,�; EXISTING ASPHALT TO BE � � STRE Z REMOVED=2,019 SQ. FT. � �� �� o� 0 -- �� ,,���-----� �----�e--� �---$m� , o � i � i i � i i � o i � � i i mi � � � v �s �g � i i � i � i i � a� i �g�`�G� ��� m �j V�i T I I w A � I I I �W i i �J" , � �� w � I o�= � I I w A �ii I I I o o ( GRAPHIC SCALE G�' .,J �� �~�, :FL- 450.63 __J � �I$ � L O MP SEfBACK J L BMP SETBACK J 0 25 50 1 vis A �s ��'�' � N � , _ INSTn��o�eY Hnri • . � � � N � � � � I ' ' � ' cwwE � o 1 inch = 50 feet � � � I ' I Cairnes Short P/at Conc/usion -Storm Water- Water Dua/itv Ca/cu/ations Deve%ped Removed Impervious Impervious (P.G.I.S,) (P.G.I.S,) Descrivlion , feet (.s�o feetl Ac�s Raad 3,908 (hammerhead) Driveways 2,1Q0 (use 300 sq, ft./ /ot) 205r15'=300 7*300 Driveway aprons 320 Jericho Ave. ��*1�� Jericho Ave. NE 2,019 (remova/) 6,328 2,019 4,309 Square feet added riemoved Net New ** The project generates/ess than 5,000 sq, feet of Net New P.G.I.S,, therefore is exempt from any further water qua/ity treatment requirements V � V � � I V SOIL LOGS Dated.•January 7, 2011 Site conditions:Rainy and wet Temp, mid-40's Depth(inches) USC Soi/Description Test Pit#1 0.0 -9" SM Dark brown,silty sand with�oots and organics(moist, topsoi/) 9�-36" SM Brown medium sands and cobbles and grave/s(firm) 36'64" SM Light brown sandy/oam and gravels(dry,powdery) 64"-70n SM Grey silty fine to medium sands with gravel(dense dry) Test pif terminated at 70;no water in hole o�indications of mo/ting on edge. No test pit ca�ing encountered No water-dry Test Pit#2 0.0 -14' SM Dark brown, silty sand with roots and organics(moist, topsoil) 14"-38" SM Brown medium sands and cobb/es and gravels(firm) Large rocks in test pit(over sized gravels) 38'62" SM Light brown sandy loam and grave/s(dry,poweryJ 62'-74" SM Grey silty fine to medium sands with gravel(dense, dry) Test pit terminated at 74;no water in ho%o�indications of molting on edge. No test pit caving encounte�d No water-dry Test Pit#3 0.0-12" SM Dark brown,silty sand/ots of rooLs and organics(damp, Topsoil) 12"-36" SM Brown medium sands with gravels(firm) 36"69" SM Light brown sandy/oam and gravels(dryJ 69"-72" SM Grey silty fine to medium sands with gravel(dense, dryJ Test pit terminated at 72;no water in hole or indications of mofdng on edge. No test pit cavrng encountered No water-dry Test Pit#4 0.0-10" SM Da�k brown,si/ty sand lots of�oots and organics(damp, Topsoil) 10"-28" SM Brown medium sands with gravels(fim�J 28"68" SM Light brown sandy loam,grav% and si/Cs(dryJ 68"-70" SM Grey silty fine to medium sands with gravel(dense, dryJ Test pit terminated at 70; no water in hole or indications of mo/ting on edge. No test pit ca�rng enrnuntered No water-dry Test Pit#5 0.0-10" SM Dark brown,silty sand with roots and organics(damp, Topsoil) 10"-28" SM Brown medium sands with g�ave/s(firm) 28"68" SM Ught brown sandy/oam and grave/s(dry) 68"-70" SM Grey silty fine to medium sands with grave/(dense, dry) Test pit terminated at 70;no water in ho%or indicairons of mo/ting on edge. No test pit caving encounte�ed No water-dry Test Pit#6 0.0-12" SM Dark b�own,siKy sand wi(h roots and organics(damp, Topsoi/) 12"-30" SM Brown medium sands wiffi grave/s(firm) 30"65p SM Light brown sandy loam and g�avels(dry) 65�-68" SM Grey silty fine to medium sands with grave/(dense, dry) Test pit terminated at 68;no water in hole or indications of molling on edge. No test pit caving enmuntered I No water-dry ' ADDIlTONAL SOIL LOGS Dated.•February 28, 2011 Site rnnditions:Rainy and wet Temp. low-40's Depth(inches) USC Soil Description Test Pit#A surface-14" SM Dark brown,silty sand with roots and organics(moist, topsoilJ 14"-39" SM Brown medium sands and cobbles and grave/s(firm) 40" SM Wet soi/s-signs of high water table(ho%terminated) Test Pit#B surfac�-12' SM Dark brown,si/fy sand with roots and o�ganics(moist, topsoil) 12"-38' SM Brown medium sands and mbb/es and gravels(fi�m) 38" SM �ery Damp soils-(ho%terminated) Test Pit#C suiface-15" SM Dark brown,silty sand lots of roots and organics(damp, Topsoil) 12"-36" SM Brown medium sands witf�gravels(Fim) 36"93" SM Light brown sandy/oam and gravels(dry) 44"-55' SM Grey si/ty fine to medium sands with gravel(dense, dry) Test pit teiminatcd at 55; no wate�in ho%or indications of molting on edge. No test pit caving encountered No water-dry Test Pit#D surface-14" SM Dark brown, silty sand lots of roots and o�ganics(damp, Topsoil) i4"-35" SM Brown medium sands with gravels(firm) 35"45" SM Light brown sandy/oam and g2vels(dry) 45'-SO" SM Grey silty fine to medium sands with gravel(dense, dry) Test pit terminated at SO; no water in ho%or indications of molting on edge. No test pit caving encountere�d No wate�-dry ; SE 1/4, SECTION 10, TOWNSHIP 23 N, RANGE 5 EAST, W.M. , __ — ---�— —�--- —�- -- � l NE 5th PLACE ' TP#1 � � �.o� �` o� � TP#2 TP#3 ��/ � � � � � � � � w Tp#4 ; I z � ; � j Tp#5� ; , I � Q � . r---� i �\� O I �,0� 3 � i �O� 6 i �� � i � ' TP 6� � i TP#D� ��y `�'� w --------, � � � .� ---_�CCEs�4A2 � ��� ,.� ---------------- i � .' `\ \ i �O� � ����. i \ I �'1 f" � Z � I i `-° � ' TP#C� r'� \ II �---� .. I �1 TP#B � \ � � � � , •, � � � , � `. � . _ - , . i ,___ _ _ -- _, , �,,' �,�\. I •�.,�� -- `- _--- -� GRAPHICSCALE �'�.,I . ---- �� � �� ��� 0 30 60 1 0 .� ITPl/'A \\\�\�\ i� � .. `\ 1 /nch a BO !WI I � , .� � , \�\,_� p •- `'� L ����-��'�n � ''\ � . . i � ' ----•— _ — --•--•-- — � 1 1 1 1 3 W � � � W � Z � O I O OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE SURFACE WATER DESIGN MANUAL, CORE REQUIREMENT#2 CAIRNES SHORT PLAT JANUARY 13, 2011 Basin: Cedar River Subbasin Name: Maplewood Creek Basin Subbasin Number: Symbol Drainage Drainage Slope Distance Existing Potential Observations of field Component Type, Component from site Problems Problems inspector, resource Name, and Size Descri tion dischar e reviewer, or resident see map Type:sheet flow,swale, drainage basin,vegetation, % '/.ml=1,320 ft. constrictions, under capacity,ponding, tributary area,likelihood of problem, stream,channel,pipe, cover,depth,type of sensitive overtopping,flooding, habitat or organism overflow pathways,potential impacts pond;Size:diameter, area,volume destruction,scouring,bank sloughing, surface area sedimentation,incision,other erosion A Sheet Flow Flow leaves"Site"at SE 2% Sta.0+00— None Overflow could None observed—inspected open corner within wetlands and 1+00' 48"manhole become plugged grate at CB#23617—24"pipe heavy vegetation. Heavy w/overflow"bird with debris if not conveying flow downstream understory and grasses. cage"CB#23616 properly @ NE 4`h Court&Kitsap is 14"below back maintained— Place NE—pipe flow of sidewalk—no "birdcage" within 24"pipe indications of viewable from overflow at street sidewalk @ NE 4`�Court&Kitsap Place NE g Pipe Flow Flow within closed 3% Sta. 1+00'- None—very None lnspected open grate at location B conveyance system 23+50' difficult to look —CB#23132 where flow turns 90 (pipes/cb's) within degrees from south to west within downstream NE 2id Street just east of Jericho. manholes—solid locking lids—no indication of overto in C Open Channet Flow Flow discharges from 3% Sta.23+50'— None-observed None None observed—broad open conveyance flow(pipes) 32+50' channel into stream flow within new develo ment / � E6NE - 10T 2 5E NE 1/4 � . _.___._�......-}- - z4ott aNn u; 4015 o e 2/ ' - 1J945 I I 2406A "__.� � 24 5�,r''� / f / / / �-'- I ^ 1 2Y6 2�0 2 2� I 4 020� 24023 f . � �•. � � .. I . 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O Type 2 Prfvate � Vault �,.. i', n'� 03 4 �oZ 5301 S u rface Wate r Uti I ity _ u. a oe , � Vault —� Pipe PYivate('P'Preflx) a3'� _ ��2 �3 E a s s 5 10 5311 � >'�s;� Pump Station Culvert � Pond __�_. __ 6 � E8 � Asset Inventory Private('P'Prefix) King County d�i Tank 4313 5318 ' 5 a a 3 � F2 _ FS Fe � Inlet —� P�Pe � Vault szs 32 May 2009 � � 5320 5321 L 389 32A ■ Type 1 --�- Culvert King County ca/ cs ' � 25 "3 0 3 9. 5328 53 7 326 325 • Type 2 WSDOT � Pond i� ii2 Ha H5 e � He ' 0 �/aU�t —" P�Pe � Tank '�35 '1 53 2 53 5 4 3 33 0 150 3�� 6�� � iz s i i i n ie ' King County � Culvert Miscellaneous Feet _���~ 201 8' 5 6 520 52 62 21 m Inlet Other Renton Limits + ������ J1 J2 J5 J � ■ Type 1 �Channel �PAA - - 211 4 12 5208 20 210 6 � O Type 2 Ditch �. __! Quarter Section °'S�'a'me�; 15T 23N R05E NE 1 /4 � WSDOT ------ Flow Park/Open Space This inventory information is schematic only. It was compiled from numerous sources. It is the best � � Type 1 Flow Control 10ft Contour information available at this time and should be O Type 2 � Infiltration used for general guidance only. The City of Renton i is not responsible for errors or omisslons. When this r '�'"' Bioswale informatlon Is used for planning,design,and/or construction purposes,users are to field verify this � information. 53� 5 � � � E- GRDUNDWATER PROTECTION AREA MAP I � - - - - : 1 , �A;�, ����'v- ` =- - ` �;:, a��s �s�� . . -� . ����� �l1 ,� ---- T^ '�:. _� " -� {�1� � �.. _ -���� �- '��� - �� � �.�_ d _� e 1. ♦ �i► •� ~/�'."� ,l ���_ _ .-���y"'� __� '_ � :�, ; � �� � � �������r�� __ .� i ���., y. � ��� _�- _ _ ` � ;t�s,�lC� ���� -�: e =� __ ��.� r �� � ���� � � �. _;, �_ �i�,��� .��� :� �,��.. „�, _ �_. � � } i���l�� �� �r 1 i.�..��__ ����? r�` .. 1 , ./ — � ,� K �:�:.�-�•` - ,�"'",-,a�r� .� �-� ���.�-- - �� ��� . �•F� ; .�� ��•��� ,� s�� ;:. r'11�' -- r_ �L; ��— � ..� -- ^.�� L � i �. :l�^ ���;_ � �� '�� �'�� _., _.� :�� a - �.... 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' _— � / � � , 1 / � • � • / - .� • _ _ 1 1 _ I � F- DRAFI DECLARA TION OF COVENANT CITY OF RENTON AMENDMENTS TO THE KING COUNTY SURFACE WATER DESIGN MANUAL REFERENCE 8-N IMPERVIOUS SURFACE LIMIT COVENANT 2009 Surface Water Design Manual Amendment City of Renton _�— - I RECORDING REQUESTED BY AND WHEN RECORDED MAIL TO: CITY CLERK'S OFFICE CITY OF RENTON 1 O55 SOUTH GRADY WAY D � �� � D RENTON,WA 98057 DECLARATION OF COVENANT FOR IMPERVIOUS SURFACE LIMIT Grantor: -' Grantee: City of Renton Legal Description: t�'4� �`�� �tl� yLt" ��T� �� Y�t- �� .�.�p �, � ; � ,:.;�t�1,a,v I O,��►�f-f(� �� � �-�(-. - .•-'A�_r� ,. !I� {�`` ►r.�� y,��, ��s � ;.-t�.n �� �//'�'��� .{'-`�-(. �.`.� � � i- '��� '� �(�+ Y .�l. .'�-i � ��)�� �� �' � `irl %L l l r_L,. Additional Legal(s)on: Assessor's Tax Parcel ID#: I . II, IN CONSIDERATION of the approved City of Renton t �,1� permit for application file No.LUA/SWP -� �'�=—�". :- relating to real property tegally described above,the undersigned as Grantor(s),declares(declare)that the above described property is hereby established as having a limit to the amount of impervious surface allowed on the property for the purpose of limiting stormwater flows and is subject to the following restrictions. The Grantor(s)hereby covenants(covenant)and agrees(agree)as follows: no more than `�� � `� ��'`. :" squaze feet of impervious surface coverage is allowed on the property. Impervious surface means a hard surface area that either prevents or retards the entry of water into the soil mantle as under natural conditions before development;or that causes water to run off the surface in greater quantities or at an increased rate of flow from the flow present under natural conditions prior to development. Common impervious surfaces include,but are not limited to,roof,walkways,pa.tios, driveways, parking lots, or storage areas,areas that are paved,graveled or made of packed or oiled earthen materials, or other surfaces that similarly impede the natural infiltration of surface and storm water. City of Renton or its municipal successors shall have a nonexclusive perpetual access easement on the Property in order to ingress and egress over the Property for the sole purposes of inspecting and monitoring the Property's impervious surfac�coverage. This easemendrestriction is binding upon the Grantor(s), its heus,successors,and assigns unless or until a new drainage or site plan is reviewed and approved by the Renton Development Services Division or its successor. �` ' j � . ExHrarr a MAXIMUM IMPERIOUS LOT NUMBER AREA fSQUARF FEET) 1 3,000 2 2,895 OUTSlDE OF ACCESS EASEMENT 3 3,000 OUTSIDE OFACCESS EASEMENT 4 3,000 5 3,000 OUTSIDE OF ACCESS EASEMENT 6 3,000 OUTS/DE OF ACCESS FASEMENT 7 3,OG