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HomeMy WebLinkAbout02870 - Technical Information - Preliminary . � , � PRELINIINARY TECI�TICAL INFORMATION REPORT I'� � Safeway Store No. . ' �� � � Fuel Station 4300 NE 4`n Street Renton,WA 98059 PREPARED FOR Safeway Incorporated 1124124`�Ave.NE Bellevue,WA 98015 �.,� ��� I ,���� '" SH � ♦ I '�,,� �''� '�►� ', i � i P , � � � � � ' < '1➢ � i ; �`��M���a^- .` .�♦ / •����'-� • �� � ,' `%o�'�d.�,�_ �-' �—1� ExPiRES �/25/ August 15, 2005 Revised September 12, 2005 BY Sound Consultants,LLC 10509 NE 120`b Place Kirkland, Washington 98034 ;T��-�7`�— ������f�,�. ., SEP 2 0 2005 �JrLDING�iV�s���: a28 70 i . . King Courrty Depariment of Development and Environmerrtal Services ' '� � TECHNICAL INFORMATION REPORT (TIR) WORKSHEET ; Part 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AND I PROJECT ENGINEER DESCRIPTION �, Project Owner Project Name Safeway Incorporated Safeway Store No. ;'�'k � -- _- -- �i2� 124 �ve.—N�- - - __-- -- -4300 NE 4�' Street--- - - -- -- - - Bellevue, Washington 98015 Renton, WA 98059 Project Engineer Location Todd Popelka, P.E. Township 23 North Sound Consultants,LLC Range 5 East 10509 NE 120`� Place •••••••••-�a+os► 10 Kirkland Washin on 98034 Part 3 TYPE OF PERMIT Part 4 OTHER REVIEWS AND PERMITS APPLICATION ❑ Subdivision ❑ DFW HPA ❑ Shoreline Management Short Subdivision ❑ COE 404 ❑ Rockery ❑ Grading ❑ DOE Dam Safety ❑ Structural Vaults X Commercial ❑ FEMA Floodplain ❑ Other ❑ COE Wetlands I Part 5 SITE COMMUNITY AND DRAINAGE BASIN Community City of Renton, King County (Newcastle planning area) Drainage Basin Lower Cedar River I I Part 6 SITE CHARACTERISTICS ❑ River � Floodplain C� Wetlands ❑ Stream ❑ SeepslSprings ❑ Critical Stream Reach — � High Groundwater Table ❑ Depressions/Swales ❑ Groundwater Recharge ❑ Steee Slo es r Other_Complelely developed , ! P P I I ' � ,Part 7 -SOILS , Soil Type Slopes Erosion Potential Erosive Velocities j AgC 6-15% Slight to Moderate Slow to medium Additional Sheets Attached Part 8 DEVELOPMENT LIMITATIONS REFERENCE LIMITATIOWSITE CONSTRAINT Steep Slopes I ❑ . ❑ ❑ ❑ ❑ X Additional Sheets Attached Part 9 ESC REQUIREMENTS ! I�! MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION X Sedimentation Facilities X Stabilize Exposed Surface X Stabilized Construction Entrance X Remove and Restore Temporary ESC Facilities X Perimeter Runoff Conlrol X Clean and Remove All SiR and Debris X Clearing and Grading Restridions X Ensure Operation of Permanent Facilities X Cover Practices X Construction Sequence � Flag Limits of SAO and open space preservation areas ❑ Other `l Other Part 10 SURFACE WATER SYSTEM X Tank InfiKration Method of Analysis �' Grass Lined Channel ❑ Vault ❑ Depression KCRTS � Pipe System ❑ Energy Dissipaier ❑ Flow Dispersa! CompensatioNMitigati on of Eliminated Site � {�per��Mar�nel -� Wetland - �—�ll/aiver _ __ St�rag� ❑ Dry Pond ❑ Stream ❑ Regional X_Existing System ❑ Wet Pond Detention Brief Description of System Operation Catch Basins connecting to an Oil/VVater Separator treatment system before runoti' being released into the existing detention system. 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 ' I ❑ Other ❑ Other Part 13 SIGNATURE OF PROFESSIONAL ENGINEER I or a civil engineer under my supervision my supervision have visited the site. Actual site conditions as observed were incorporated inio this worksheet and the attachments. To the best of , my knowledge the infoRnation provided here is accurate. � Sianed/Date A. CORE AND SPECIAL REQUIREMENTS ANALYSIS This section of the Technical Information Report (TIR) is intended to meet agency specific requirements for a report addressing all Core and Special Requirements of the 1990 King County Surface Water Manual. Core Requirement 1. Discharge at the Natural Location See attached TIR Dated September 1993. Core Requirement 2. Offsite Anal,� See attached TIR Dated September 1993. Core Requirement 3: Flow Control The entire site has an existing stormwater detention/water quality vault designed in 1993. This fuel station site will not generate any more runoff then the previous site design for therefore detention for this project is not required. Core Requirement 4: Convevance S s�tem ; A conveyance analysis will require only on the proposed new storm water conveyance system. Core Requirement 5: Erosion and Sedimentation Control Emsion Control Systems are required. Specific ESC systems are recommended in Section IX of the TIR. A separate ESC plan will be prepared for the Construction Document Phase. The ESC plan shall meet all applicable codes. Core Rec�,uirement 7: Financial Guarantees and Liabilitv Financial guarantees will be required. The King County Bond Quantity worksheet will be provided for public and private improvements after sufficient city review to establish design specifics. Bond Quantity worksheet will be provided in the Final TIIZ. Core Requirement 8: Water Quality The entire site has an existing stormwater detention/water quality vault designed in 1993. See attached TIR Dated September 1993 Special Requirement#1: Other adopted area-specific requirements. None. Special Requirement#2: FloodplainlFloodwav delineation The project does not contain nor is adjacent to a significant stream, lake, or closed depression. Therefore,this requirement dces apply to the site. Special Requirement #3: Flood Protection Facilities The project contains no significant streams nor flood pmtection facilities. Therefore,this requirement dces not apply to the site. Special Requirement#4: Source Controls The entire site has an existing stormwater detention/water quality vault designed in 1993. See attached TIR Dated September 1993. An additional oiUwater separator has been added for the high use traffic the fuel station will produce. In order not to have a high flow by pass system the entire site(100-yr flow)will pass though a 612-2-CPS oiUwater separator. PROJECT OVERV�W This proposal is for the construction of a fuel facility (gas station) on an existing pad within the existing Safeway development. The pad has all necessary utilities available adjacent to the development. This construction will involve the following utility connections; SANTTARY SEWER: This facility will connect to the existing sanitary sewer lying west of the area of construction. DOMESTIC WATER: A new 1" water meter will be provided for this pad. The meter will be located in a landscape planter and new connection to the kiosk will be provided. A water service will extend from the kiosk to an air/water unit for the customer. An approved backflow prevent or will be installed inside of the kiosk. STORM DRAINAGE: A storm conveyance,detention and water quality utility has been provided for the overall development and sized to accommodate the improvements to this pad. The existing storm sewer system will be utilized for conveyance. The following is being proposed to augment water quality: Storm runoff from that area lying beneath the canopy will be collected in an independent collection system (catch basin) and dischazged to a 5000-gallon capacity holding tank. This tank will be provided with an intemal alarm system,which will notify the operator when the tank reaches 8Q%capacity. At that time, the tank will be pumped by a privately contracted pump-out firm. COALESCING PLATE OIL!WATER SEPARATOR 2001 DOE Manual METHOD OF ANALYSIS Step 1) Caiculate desiqn flows , Tributary area � 44204 ft^2 Water quality design flow, Qwq = 0.82 ft^3/sec. Water quality design flow, Qwq = 49.2 ft^3/min. Water quafity design flow, Qwq = 3fi8.04 Gal/min Critical rise-rate Vt= 0.033 ft/min Effective hor. seperation area. Ap= 1490.9 ft^2 II � 612-2-CPS OIL WATER SEPARATOR Projected Plate Area = 1,776 Sq/ft Maximum Process Flow = 830 GPM ,_, - �' `, TOP SECTION `� � \ �'� -_- � �—\� No. 612-CPS-T �-�' �� � _____________ 9,910 Ibs. �� � ___________________________'S`--' // :��1.�'i��� _ -_ � _ ��� �Q�:`�.5� - -- - �> i --=-=_ -----------=- � �JY4-� � -�"---- =---=-==-----=-=----= ---=--= ----=--=-----=�=--__--- --=-___:�+=` � � -=-____--=- . � _=_-'----=-_- ��-9" � • � \ --______---- � I 0 � I \ � � � � � , � � OUTLET PIPE � � � � � Outlet Pipe With Somplinq Tee By Others � 'OUTLET PIPE TO BELARGER � � / � I THAN INLET PIPE � I / I � \ � / � � I � 8'-4 � BASE ASSEMBLY � No. 612-2-CPS-B 25,790 Ibs. i I � , o i �� C a 'i i /� 4i p. G� 4 �%%i:,/'=.�� °�,/],��). O A�'j/ i ;, �!�� � , 6._�.. �o �� 4�� I i , 'o , � o° ,Q L ;/�� Q. � .. �� _ p 12'-11" ^0 'o . 'o s �INLET PIPE 'a > �� ' �._�„ With SompGng Tee ° ' By Others � \\� ° UT/L/T Y VA UL T T Covers Available With NonSkid Surface a drvision of �Oldcastle P�ecas:�!��. P.O.BOX SBB,Aubum,Washington 98071-0588 Phone: 253-839•3500 Fax: 253-735d201 for Details See Reverse Side � 612-�-CPS OIL WATER SEPARATOR Projected Plate Area = 1,776 Sqlft Maximum Process Flow = 830 GPM `�. ,2•-„• . W Co. 2-332P, Galvanized W Co. 2436P, Galvanized Diomond Plate Cover Diamond Plote Cover 2 Places � — �— — — — — — — — — — — � � � I '�%" I ^ I �:: _� A � � A ! ;%;,;;�'�;'�' � I � �- - - - - - - - - - - -� - J 4-Ton Lift Mchor 4 Ploces In Top Section PLAN VIEW Oil Retoining TOP ELEVATION Baffle � _ _ � � � - Coalescin M i � �OPTIONAL TOPS ' I ed o 2'-7" ond 3'-7' Heights Hold-Downs INLET I.E. - OUTLET I.E. - -Q � �- - -� - - INLET PIPE i � With Sompling Tee L - By 6thers _ � ^ °0 ,. �� tO —OUTLET PIPE Sediment a � With Sampling Tee Weir 3 8y Others 'OUTLET PIPE TO BE LARGER THAN INLET PIPE `vo+ . . , i • uo Lifting Iron Coalescing Medio 2 Eoch End, 2 Ends SECTION AA STRUCTURAL NOTES: INFORMATION NEEDED: 1. Concrete: 28 Day Compressive Strength f'c= 4500 psi Top Of Separator Elevotion: 2. Rebar: ASTM A-615 Grode 60 ' Inlet Pipe Size: 3. Mesh: ASTIA A-185 Grode 65 Inlet Pipe Elevation: 4. Desiqn: ACI-318-02 Building Code Outlet Pipe Size: ASTM C-857 'Minimum Structurol Design Outlet Pipe Elevotion: Load�ng For Underground Precast Concrete Utility Structures BASIC DESIGN INFORMATION: 5. Loads: H-20 Truck Wheel w/ 30y Impoct Per AASHTO INFLUENT CHARACTERISTICS: Oil Specif�c Gravity: 0.88 GENERAL NOTES: Operating Temperoture: 50' 1. All Baffles and Weirs To Be Precast Concrete Influent Oil Concentrotion: 100 ppm 2. Static Water Depth = 4'-0" Meon oil Droplet Size: 130 Microns 3. Controctor to: 0.033 ft/min Oil Rise Rote Supply and Instoll All Piping dc Sompling Tees Designed Per Woshington Stote Department Of Ecology Grout In All Pipes 1007. �II With Clean Woter Prior To "Stort-Up" Of System FLOW EFFLUENT COLLECTED Verify All BLockout Sizes and Locations RATE QUAIITY SIZE 438 GPM 10 ppm 60 Micron SCAIE: 1/4�=1'-0" •Itams Shown Are Subject To Change Wfthout Notice. � . , lSW t/4 SEC �U, 'fWP 23 N, R 5 E, W.M. 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I �. i, - r� , . . !1 ;i'►���,. � � �iu��1�l�r � !,�'�t. �� �f� ��,1`.1 ■u� ��;� �.. .� _ a. .�i .�,! . p ��,� : � � � � . ��,, � � !� ► � I� �, . : :� � �'� � ► I , . �..i��. � , , . ■ ��r . .,, l �II w : ..� �d�,�� 1 i. I I �� . 1 ; . �' ��1��' ' .rlj 4 � ' ' ' ' � �c'••c'1'��I r, r''-J,� _�`I� � II � �� � � �: 0 � � .I�... I •t o ! ��f 1 ., ,. �i, _ ,. � � . . ` n••� ' I� ► �1' � � � . ;;� , 1� '- �' ii . � . U �,,i�;. II :. - ! �, `, k� UI t • • ( '�� � w � .. h • '�_ ' 1 • (' � . /� � ■ � , 1�.. � ' ��� /w • � r�, 1 � ��r�►w•�,.,....��;I�� . I i ��� �'il � ����. .,�� -^- — — �•'�I�I ,, �� � � �.� � �� .� �� . ■� • � � !.\. .���. .�� ��. \ ��.�\\. � ��.\ �� �----- � :. • . •: • `. ort-si� sToxx wa� axu.Yszs There are two sources for storm water discharge from the site. The first is from the Windsor Place Apartments and the second from onsite storm water run-off. The stona water discharge from the Windsor Place Apartments currently flow onto the site through - - - - - - — - a 30 inch diameter culvert and then is conveyed across the site within a ditch. The ditch bottom is approximately 5 foot wide. A gravel driveway crosses the ditch within the Safeway site. At this location two culverts, a 12 and l0 inch CMP, convey the ston� water beneath the driveway. From this point the storm water is conveyed in a southwesterly direction across the site until it is collected by a 48 inch culvert located just west of � the Water District 90 pump house. This culvert conveys the storm �' water run-off from the Windsor Place Apartments and the subject �,` � site to the downstream system. � � The open drainage ditch across the Safeway site will be tight �l ,�� lined. This concept was discussed with Neil Watts when we first �� ��', stated researching the site. It was Neil's opinion that a tight line system could be installed. Since no additional storm water , � � will added to the tight line pipe within the Safeway site, the � �� � pipe size will be based on the connection point pipe size. Tight �� � line conveyance of the Windsor Apartments will not impact the � � downstream capacity. Therefore only onsite storm water run-off mitigation will be required. -� . t' r The storm water run-off from the developed Safeway site will be �, � conveyed to a storm water detention/wet vault combination. The � design of the facili�ty is according to the 1990 King County Surface Water Design Manual. A water quality vault was selected because the site is within the aquifer protection zone. The vault will have better containment potential than an open pond with a 40 mil liner. Storm water will be discharged from the � ���,( vault at the pre-developed peak rate into a biofiltration swale. � �P�-Z� The biofiltration swale will convey the storm water to the 48 inch diameter culvert which discharges into the downstream sys- tem. DOWDISTRF,a1� ���SI; Storm water run-off from the Safeway site and the Windsor .Apart- ments will be conveyed beneath Northeast 4th Street within a 48 inch concrete culvert. The inlet of the culvert is located just west of the Water District 90 pump house. The culvert inlet pro- jects out of 6 to 7 foot high ecology block wall . The proposed development would set a manhole at this location for connection of the Windsor Apartments tight line pipe. A smaller inlet pipe would be connected to the manhole for the Safeway biofiltra�q� swale discharge. On the south side of Northeast 4th Street the 48 inch culvert � discharges into an open ditch. The ditch has a 5 foot wide bottom and is approximately 4 to 6 feet deep. Within the banks of the ditch there is a thick growth of grassed and blackberries. The ditch conveys the storm water southward for approximately 100 feet and then turns west. The ditch flows westward for approx- imately 100 feet and then turns southward again. The ditch con- tinues southward until it flows into what appears to be an open detention system for a residential subdivision. The detention facility has a 42 in�h o`tlet pipe which conveys the storm water beneath Bremerton Place Northeast just north of Northeast lst Place. �' � ��n� C�f� , U�,�. The proposed development of the Safeway store will not signifi- � cantly impact the downstream system. Both water quantity and \ quality controls will be constructed at the source. The Safeway '� site represents only a minimal portion of the area tributary to the open ditch. Design standards implemented by the City of Renton will adequately protect the existing downstream course. TEKPO�RY �ROSIO�T CON'j'ROL Erosion control measures will be implemented during site grading. A temporary sedimentation control pond will be installed in the vicinity of the proposed detention system. The pond will be sized to accomidate the construction of the detention vaults and biofiltration swales. Therefore the storm water volume will be excess of the 100 year volume for a developed site. Interceptor swales with rock check dams will be constructed on the perimeter of the site. The interceptor swales will convey the storm water to the sedimentation control pond. Filter fabric fence will be installed along the western boundary and along Northeast 4th Street from the pump house south. In these location the onsite grades will be approximately the same as the adjacent property. The interceptor swales along the boundary will collect the drainage. Therefore the primary func- tion of the filter fabric fence will be to deter vehicular traf- fic from entering the site. The sedimentation and erosion control measures will be designed in accordance with the BMP's outline in the King County design manual . Installation of the sedimentation and erosion control facilities will minimize the amount of silt laden sto�-m water run-off leaving the site. file 93178 .dsa KING� COUNTY, WASH : GTON, SURFACE WATER ' ESIGN MANUAL TABLE 3.5.2II SCS 1VESTERN WASHINGTON RUNOFF CURVE hUMBERS SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS in.1982) RunoH curve numbers (or selected agricultural, suburban and urban land use for Type tA - - - - ----- rai�fall-distribution,24-hour storm duration. � CURVE NUMBERS BY HYDROLOGIC SOIL GROUP LAND USE DESCRIPTION A B C D Cultnrated land(1): winter condition 86 91 94 95 Mountain open areas: low growing brush and grasslands 7a 82 89 • 92 cX;���.n� Meadow or pasture: 65 78 85 89 �-�" . Wood or forest land: undisturbed or older second growth 42 64 76 81 Wood or torest land: young second growth or brush 55 72 81 86 . Orchard: with cover crop 81 88 92 94 Open spaces, lawns, parks, gdf courses, cemeteries, landscaping. good condition: grass cover on 7596 or more of the area 68 80 86 90 fair condition: grass cover on 50% ' /� t�Q�l�1 �u�Zo to 75°,6 of the area 77 85 ( 90 ! 92 , ��� 1—C�....G�c�;� �.,� Gravel raads and parking lots _ 76 85 89 91 _ Dirt roads and parking lots " - 72 82 87 � 89 �� Impervious surfaces, pavement, roofs, etc. 98 98 98 98 Open water bodies: lakes, wetlands, ponds, etc. 100 100 100 t00 Singte Fam1y Aesidential (2) Dwelling Unit/Gross Acre 96 Impervious (3) 1.0 DU/GA 15 Separate curve number 1.5 DU/GA 20 shall be selected 2.0 DU/GA 25 tor pervious and 2.5 DU/GA 30 impervious portion 3.0 DU/GA 34 ot the site or basin 3.5 DU/GA 38 4.0 DU/GA . 42 4.5 DU/GA 4b 5.0 DU/GA 48 5.5 DU/GA 50 6.0 �U/GA 52 6.5 DU/GA 54 7.o DU/GA 56 Planned unit developments, 96 impervious condominiums, apartments, must be computed commercial business and industrial areas. (1) For a more detailed descrip�ion o(agricultural land use curve numbers refer to National Engineering Handbook, Section 4, Hydrdogy, Chapter 9, August 1972. (2) Assumes rool and driveway runoff is directed into sireet/storm system. (3) The remaining pervious areas (lawn) are considered to be in good condition for these curve numbers. �' 3_5.2-3 . 11/92 � � � � • • . `,,A��1�a��t �•y ` ��� �. r 1 � -�� e �j �3 .� , '� �g^r , �w� � �, � `� �,,. �',��� K � , , � � ; �E��� / a = � � ., ��IA� , ���v s .�,�� �!! c�''- ��.ww� �� r�b �� � . . ��, � �._ e .. ���� �,z . '� . �� ., —��.. f•� � !� ..w �j„ � - • ��Et�'�'��� �� �� � ���� .t��� ������ �'�',�1��1��1� � ���..v� !,_ _� �;'F�:!�� --� 'Iri������..��_ � � . a � � r .:` �- ._ ': r� ��11 , P • '� �• � . `='E��� �► .- :�='••: .-� ;��s� �`�i�+�% �� ���i��'�'i�� � �` �`�� . ��- • '�! ��� , �-.:�.,•---��' �Z'i.�i �}���� - ,i t.,.�:.� � �...� , `� ai•��� •��r�' �� � � /. ,w� ,\ , , ���-� � `j� ,� i���� ,� ����/l��r��� ��.c .�� ''. 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Precipitation: 2yr 2•o Syr 10yr 2•q � 25yr 50yr 100yr Hydrograph NuMbers: 2yr ! 5yr 10yr 2 25yr 50yr 100yr Tir►e of Concentration: length slope surface type "n" value tiMe � �o ' t.S °% �� r s , 24 l�o. c1 O' I O�/o � �„ ��-�� i�'S S I.O S 4'�0 � .4' � � � � s , a3S l� . �� Total Travel TiMe: 2-4'. �� Pervious Area: ��`�� L�nd Use: v�`G�v\� ` �QS� 3 ,^.t.:^� � 1 Soil Type: A � �-+r "�Oc�� Hydrologic 6roup: � Curve Nur�ber' �q ( �c(-� S �n ` qtASS 1 � V / HYD. INP BRH Job No. : G � i� �. O I Oate: � �^1 ��13 H Y D R 0 6 R A P N I N P U T W 0 R K S H E E T = 6 `�` P r o j e c t : �a���^-��1. 1 �' � Basin Identification (5 char ): � 2 ;� ` � �.� � � l ✓O� ► Description (30 char):_ �Q� . ���a 2`'�`r � Q- 'v� r . Total Area: � . �� �C. � Precipitation: 2yr 2.CG Syr 10yr2 .q 1 25yr 50yr 100yr �.Q Hydrograph NuMbers: 2yr � 5yr 10yr �' 25yr 50yr 100yr S Tir�e of Concentration: _. length � slope surface type "n" value tiMe f� � 200 l . 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