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03310 - Technical Information Report
, , � -3.3i� DEVCI�Y MEM pF A�M�NNING SEP 13 2oa5 � RECEIVEI� . m "' ''` ' LEVEL 1 ANALYSIS FOR SMITHERS SITE PLAN RENTON, WASHINGTON For: Mr. Jon K. Wong FILE NO. 898-001-OS 1 PREPARED BY TOUMA ENGINEERS 6632 SOUTH 191ST PLACE, SUITE E-102 KENT, WA. 98032 (425) 251-0665 August l, 2005 �F��, �.;�� �,R+ �F .{tY`.1 E� �p A F a f ,�- f My�`���� mY r�' .. Y �;t� �� - �r � F � .1'� ,� •� � "'; �l, I �. � p���,,; a =4� �� ,.�: ���.;�,�,y 4,;r.� i..__�=-•= �•,-.:.-°��.i�..�'r�JD � �;��;;�i l i 1 � � � ( ► ,i �i��, �i.lO.✓G � � 33 / d TABLE OF CONTENTS r I. PROJECT OVERVIEW II. CONDITIONS & REQUIREMENTS SUMMARY Ili. OFF-SITE ANALYSIS IV. FLOW CONTROL & WATER QUALITY V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN VI. SPECIAL REPORTS AND STUDIES VII. BASIN AND OTHER COMMUNITY AREAS VIII OTHER PERMITS IX. EROSION/SEDIMENTATION CONTROL DESIGN X. BOND QUANTITIES WORKSHEET XI. MAINTENANCE & OPERATIONS MANUAL I �i�)�(>I I,I�.A'(�.I.-l)NC:.ciuc i. PROJECT OVERVIEW The subject property involved in this site plan involves lots 22 and 23 block 37, Smithers Third Addition to the Town of Renton, according to the plat thereof recorded in volume 10 of plats page 96, records of King County, Washington. Each lot is 40.01' wide, north south, and about 119.96' long east west. These lots each have about 4799.6, 0.1 I acres. The property is situated in the south end of the City, and is tributary to the Green River. The site is bounded on the west by an alley and houses fronting on Morris Ave S., Smithers Ave S. is on the east of the site. S. 5'� street lies to the north about 40 feet. Proposed access and parking for the property will be made from the al(ey abutting on the west side of the property. The project area is flat with s(opes that are up to about l%. There is an existing house that will be demolished to make way for the two new structures. This project is within an older built out portion of the City of Renton. The soil type of the site is Urban, Ur, unclassified. Existing groundcover consists mainly of lawn grasses, a few trees, a house, and garage, for the existing residential property on the site. See the vicinity map on following pages: REVIEW OF RESOURCES 1. Vicinity Map 2. Site Map 3. King County Soil Survey Mapping. ' 4. City of Renton Zoning and Subdivision Ordinances � �,�,:ill I�`�. l � � �'� � � ;�,,,. Yage 1 of I ,�, � ,i ir�,�� i i i i � �NluPnt�iNC, �N�1!.�'.�. . /R�i._:L1.'� �. W . 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CORE REQUIREMENTS #2: OFF-SITE ANALYSIS Refer to off-site analysis on subsequent pages. CORE REQUIREMENTS #3: FLOW CONTROL Preliminary calculations are provided on subsequent pages addressing the lot coverage for impervious and pervious areas attached on the following pages. There will be less than 5000 square feet of new impervious surface generated from this project. CORE REQUIREMENTS#4: CONVEYANCE SYSTEM The conveyance system will be designed using the rational method as presented in the Kin�, County 1990 SWDM Manual. CORE REQUIREMENTS #5: EROSION/SEDIMENTATION CONTROL PLAI�1 The Erosion/Sedime�tation control facilities will consist of filter fabric fences to be placed along the boundary of the site, and a rock construction entrance may be required. CORE REQUIREMENTS #6: MAINTENANCE AND OPERATION N/A CORE REQUIREMENTS #7: FINANCIAL GUARANTEES AND LIABILITY N/A CORE REQUIREMENTS #8 WATER QUALITY '1'here wil) be no water quality required for this project because lees than 5000 squar-e feet of ne�v impervious surfaces subject to vehicular use will be generated. SPECIAL REQUIREMENTS Specia( Requirements#l: Adopted Area Specific Requirements. N/A Special Requirements#2: Delineation of the 100-yr Flood Plain. N/A Special Requirements #3: Flood Protection Facilities. N/A Special Requirements #4: Source Control. N/A Special Requirements #5: Oil Control N/A � . ; i ; � � I + �� � , III OFF-SITE ANALYSIS 1. UPSTREAM There are no upstream properties that drains to this site. The property is surrounded by older houses and existing streets. 2. DOWNSTREAM Surface runoff from the site will be collected and conveyed to the north along the alley to the existing 12" pipe in S. 5`" Street. The 12" storm drain pipe flows to the west at about 0.5%to an existing 108" diameter storm catch basin in Morris Ave S. A new 24" CPEP pipe was installed in 2001 that flows to the south in Morris Ave S. at about 0.48%. The drainage flows through various pipes to the system in S. 7`" street, which flows west to the P-1 channel and ultimately to the Green River 89801 LEVEL-ONE.doc IV. FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN The Preliminary Application Review Comments meeting noted that the site should be analyzed � and be designed in accordance with the 1990 KCSWDM. The area be redeveloped is 0.22 acres, including 2 structures walkways parking, and landscaping. The new building roofs and parking paving will be collected and directed northerly along the ailey to the existing conveyance system in S. 5`h Street. Pre-Developed Conditions (0.22 acres) Pervious Lawn ���,< <�� << , ��« „� Imper� Roof Ex Home I l UO SF U.025 AC Existing walks 420 SF 0.009 AC Garage 275 SF 0.006 AC 1795 SF 0.045 AC Post-Developed (0.22 acres) Pervious Lawn & Landscaping 3182 SF 0.073 AC lmpervious 2 houses a 2174 SF ea 4348 SF 0.099 AC 2 Driveway @ 735 SF ea 1470 SF 0.034 AC 2 Walk & deck 300 SF ea 600 SF 0.014 AC Total 6418 SF 0.147 AC Check total new added impervious surface area. 6418 — 1795 = 4623 SF The total new impervious surface is about 4623 square feet, less than 5000 square 1eet. Per section 1.2.3-5 of the 1990 KCSWDM, under"Exemptions from on-site peak rate runoff control", peak rate flow control will not be required. WATER QUALITY : Under Core Requirement #3, less than 5000 square feet of new impervious surface subject to vehicular traffic will be constructed, and is exempt from water quality measures 89801 I_,EVEL-ONE.doc. . . ::. .• .-.� .,. . . , . cn�[t�active t1Yd.EXE] �,".�r ; � ' � SPECIPY STORM OP7ION: i S_C_S_ TYFC-lA RAINPALL DISiRIDUTION ENI'ER= PRLQCYEAR), DURAI'IONCHOUR), PREClFtINCIIES> 108,24,3_9 S_C.S. T Y P E-1 A D I S T R I RU T I ON +�+f+�-�+�+� +F-Y �+�-*�-� 10A-YEAR 24-HOUR ST(1Rf1 +�� 3.90" TOiAL FRECI P_ �»�-x-+�-��-�+» rNi�R: f1<P�RU>, CN<PERU>� A<IHPTRU>, CH<InFERU>. TC POR I�AS[N Nd_ 1. .073,86, .147�98,6.3 DAIA FRINI-OUI= RRFA(ACRES) PERUIOUS I1IPERUIOIIS TC<11INUiES> A CN A CH _?. _1 66_0 _1 9A.A G _3 FEAK-R<CPS) T-PEAlI<HRS> UOLCCU-Pi> .14 7.67 2666 F.NIF.R td= 1[pathlfilename[.extl POR STORAGE OF CONPU7ED NYDnOGRAPH: iD100YR FILE ALREADY EXIST; OUERNRITE <Y of• H) ? Y SFTCiFY: C - CON7INUF. N - HEWSTORH, F - PRINT, S - SrbF � S � KING COUNIY DEFARI'NENr OP FUDLIG t40R1�S Sut•face Water rinnagement llivision NYDROGRAPN PROGRf1MS I Uersion 4.7.iB i - I NFO ON ?N i S PROGRfIH ' 7_ - SBUHYD � I 3 - nODIFIED SBUNYD 4 - ROUTE S - ROUIE2 6 - ADDNYD ? - BASEFI,OW 8 - PLOTHYD 9 - 1MI'A 10 - RDI'AC 11 - RETURN IO DOS ENTER OF7i0N= ti Stop - Proyram terminated. . � V. CONVEYANCE SYSTEM I The conveyance system will be designed to the 1990 KCSWDM requirements. The 100 year peak runo�'from the two lots and new buildings and parking will be about 0.19 CFS per the attached calculation. An 8" pipe with n= 0.012 and 0.5% will carry 0.99 CFS, full. 89801 LEVEL-ONE.doc tmp#l.txt Manning Pipe Calculator Given Input Data: Shape . . . . . . . . . . . . . . . . . . . . . . . . Circular solving for . . . . . . . . . . . . . . . . . . . . . Flowrate Diameter . . . . . . . . . . . . . . . . . . . . . . . . 8.0000 in Depth . . . . . . . . . . . . . . . . . . . . . . . . . . . 7.5000 in Slope . . . . . . . . . . . . . . . . . . . . . . . . 0.0050 ft/ft Manning's n . . . . . . . . . . . . . . . . . . . . . 0.0120 computed Results: Flowrate . . . . . . . . . . . . . . . . . . . . . . . . 0.9958 cfs Area . . . . . . . . . . . . . . . . . . . . . . . . . . 0.3491 ft2 wetted Area . . . . . . . . . . . . . . . . . . . . . 0.3400 ft2 � wetted Perimeter . . . . . . . . . . . . . . . . 21.0899 in Perimeter . . . . . . . . . . . . . . . . . . . . . . . 25.1327 in velocity . . . . . . . . . . . . . . . . . . . . . 2.9289 fps Hydraulic Radius . . . . . . . . . . . . . . . . 2. 3214 in Percent Full . . . . . . . . . . . . . . . . . . . . 93.7500 % Full flow Flowrate . . . . . . . . . . . . . . 0.9257 cfs Full flow velocity . . . . . . . . . . . . . . 2.6519 fps Critical Information Critical depth . . . . . . . . . . . . . . . . . . 6.4407 in Critical slope . . . . . . . . . . . . . . . . . 0.0077 ft/ft Critical velocity . . . . . . . . . . . . . . . 3.8687 fps Critical area . . . . . . . . . . . . . . . . . . . 0.3101 ft2 Critical perimeter . . . . . . . . . . . . . 17.4477 in Critical hydraulic radius . . . . . . . 2.5595 in Critical top width . . . . . . . . . . . . . . 8.0000 in specific energy . . . . . . . . . . . . . . . . . 0.7893 ft Minimum energy . . . . . . . . . . . . . . . . . . 0.8051 ft Froude number . . . . . . . . . . . . . . . . . . . 0.7706 Flow condition . . . . . . . . . . . . . . . . . . subcritical Page 1