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HomeMy WebLinkAbout02882 - Technical Information Report - Southport Roadway Improvements � � Technical Information Report ao N For Southport Development - Roadway Improvements , Located At Lake Washington Blvd. & Coulon Park By Bush, Roed, & Hitchings, Inc. 2009 Minor Avenue East Seattle, Washington (206) 323-4144 (206) 323-7135 (Fax) � BRH Job No. 99323.04 Permit Submittal: March 3, 2000 ¢p oDF �w,ashGCl� q � y °p' . <Q 35b46 O :�,• . ��CISTF,�Gt'� `�fONpL�� 3�3-�� EXPIRES 6/11/ z 88� TABLE OF CONTENTS Page L PROJECT OVERVIEW � II. CONDITIONS AND REQLTIREMENTS SUMMARY � III. OFFSITE ANALYSIS � IV. FLOW CONTROL AND WATER QUALITY ANALYSIS AND DESIGN �-{ V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN � VI. SPECIAL REPORTS AND STUDIES �{ VIL 4THER PERMITS t� VIII. ESC ANALYSIS AND DESIGN ( f IX. BOND QUANITIES, FACILI'TY SUIVIMARIES, � AND DECLARATION OF CONVENANT X. OPERATIONS AND MAINTENANCE 1�IAT,TIJAI, ��+ APPENDLX A- OPEI�ATIONS AND MAItiTENANCE MANUAL APPENDIX B—BASIN MAPS � I. PROJECT OVERVIEW i The project site is located along Lake Washington Boulevard and begins immediately north of Park �i Avenue, in Renton,Washington. The project consists of 12001f of pavement widening aiong the east side � of the roadway, improvements to the Coulon Park and Southport CommericaUResidential Development '� entrances,and associated grading, storm drainage and erosion control improvements. 'Ihe roadway ; improvements were required by the City of Renton per the EIS process as mitigation for the proposed ' Southport CommericaVResidential Development. This report identifies the e�sting storm drainage system and necessary improvements required by the City of Kenton, according to the I990 Surface Water Design Manual. Summanes and supporting calculations of the proposed permanent storm drainage facilities and temporary erosion control measures are provided within this report. z II. CONDITIONS AND REQUIREMENTS SUMMARY The existing roadway storm drainage system along the east side of Lake Washington Boulevard consists of roadside ditches,which drain into the four 48"diameter culverts crossing the roadway. These culverts discharge to the upstream end of John's Creek,which outfalls into Lake Washington less than '/4 mile away. John's Creek is considered"salmanoid bearing"try tfie Departm�nt of Fisheries. There are no apparent water quality facilities to treat runoff prior to discharge to John's Creek. A biofihration swale, creek buffer restoration and culvert removal is proposed by this development to improve the water quality of the e�sting storm system. The existing storm drainage system along the east side of Lake Washington Boulevard,north of the Coulon Park driveway is inadequate. There is no apparent culvert to convey runoffto the south,across the railroad tracks. Runoff cunently overIlows across the tracks to the south. A culvert is proposed by this project to improve the drainage situation. �J III. OFFSITE ANALYSIS The e�cisting roadway storm drainage system along the east side of Lake Washington drains to the upstream end of John's Creek,which outfalls into Lake Washington less than '/<mile away. John's Creek is considered"salmonoid bearing"by the Department of Fisheries. We have no lrnowledge of any previous downstream drainage problems. John's Creek is interrupted by a roadway crossing for the Southport Development property,for which a new roadway bridge and removal of the e�sting four culverts is proposed. I IV. FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN Storm drainage detention will not be required per previous agreements with the City of Renton and Department of Fisheries, assuming that the total rate of runoff discharging to John's Creek is not increased. Although the tatal rate of runoff from Lake Washington Boulevard wi�ll increase due to the roadway widening, storm drainage modifications will be made by the associated on-site Southport Development in order to achieve a net loss in the total discharge rate and volume draining to John's Creek. The proposed biofiltration swale at the southem end of the roadway improvements will provide water quality measures to a significant portion of the roadway improvements. The bioswale will be sized according to 1990 King County Surface Water Design Manual. � �i = File ►Input Hydrograph Storage Discharge LPool Proj : 99323 [ • ] Input Basin Data Basin ID: 2YR-BIO Description. . :BIOSWALE 2YR --Area-- -CN-- ---TC--- Rain Type Method. . . ::� Perv. . : 0.540 98.00 6.000 PTC KC24HR �•� SBUH �•� � Precip Peak Fact Imperv: 0.180 89.00 6.000 ITC 2.00 484.0 � Base Q Duration Hyd Time Int: 10.0 Abstract Coeff: 0.20 0.00 24.0 Summary Values Ge� Pr� Ok � Peak Time: 7. 833 hr Peak Flow: 0.31 cfs Ne� Compute � Total Vol : 4150 cf 0.095 acft Del� Ins� ...... .. ... ..........:...::...h..Summar:._.:.values:,:::................... .... . ..... ........ .... .................... . ......... ....................... ;.::.;;:.;:.:.:::::::..:.:;.:.::..::.:.�:.:.;:.;:::::.>:.::.::>;::.:.>:::.:;.;:<.;:.;:�::.:::.... ....................................................................................... Help: Compute the Hydrograp y �P BIOSWALE DESIGN Project Name: Sout#iporf Road improvements By: PAD Projeat Number: 99323.04 Date:3l'.3�99 DRAINAGE CRITERIA: City�f Renton; 'f99U King County Surface Wafer'Design Manuat , RAINFALL METHOD: Sar�ta Barbara UnitNydrograph(SBUH) Step 1)Calculate desis�n flows Water quality flow: Qwq ', D.31 cfs Step 21 Calculate swale bottom width b= Qwq nwq bottom width 3.28 ft 1.49 y1.67 s0.5 Qwq= water quality design flow Q.31 cfs ca�utated in step 1 nwq= Manning's"n" 0.35 Required o.35 y= design flow depth (1.33 ft Mowed 2 in.,Rural 4 in. s= longitudinal slope 0.02 ft/ft Use s-�.096 for width sizing If the bottom width is calculated to be be4ween 2 and 10 feet,proceed to Step 3. If the bottom widtfi is less than 2 feet,inae�ase width to 2 feet and recalcu�ate the design flow depth(y}, If the bottom wi�h is more than 10 feet:a�cr�se longitudinal slope{s),i�se design flow de{�th(Y}, install flow divider and flow spr�der,or relocate swale after detention facility. Step 3I Determine desistn flow velocitv Vwq= Qwq!Awq design flow velocity 0.22 fps Awq= by+Zy2 1.41 sf X-se�tional�ea at design depth ', Z= rise/run 3.00 ft/ft ' If the velocity exceeds 1.0 feet per second,go back to Step 2 and modify longitudinal slope,bottom width,or depth. If the vebcity is less than 1.0 feet p�second,proceed to Step 4. Step 41 Calculate swale lens�th �� Li= 540 Vwq swale length 119 ft I 540= hydraulic residence time 54Q s � Vwq = design flow velocity 0.22 fps If the length is less than 100 fcet,incr�se the length to 100 feet,I�ving the bottom width unchanged. If the fength can be accommodated on the site,proceed to Step fi. If U�e lerx,�th is too long for the site,proceed to Step 5. Step 51 Adiust swale lavout to fit on site Reduce swale length and increase bottom width to provide an equivalent top area. Atop,i= (bi+bslope}Li= initial top are�a 625 sf Atop,f= (bf+bs�ope)Lf= final top area 698 sf bi= initial bottom width 3.28 ft bf= final bottom width 5.00 ft bslope= 2Zy 1.98 ft Lf= reduced swale length , 1,00 ft 100 ft minimum Go to Step 3 and recalculate design flow velocity(v}using bf. � V. CONVEYANCE SYSTEM ANALYS�S AND DESIGN The proposed Lake Washington Boulevard street improvements includes a new storm conveyance system along the east side of the roadway. All new storm drain pipes will be sized for a 25-year storm event using the Rational Method. CONVEYANCE SYSTEM DESIGN Project Name: Southport Road Improvemerhs ey P.A.D. Project Number: 99323.04 Date. 3!3l00 DRAINAOE CRITERIA: City of Renton;1990 King Gounty Surface Water De�n Manual RAINFALL METHOD: Rationai Method DESION STORM: #OOYR 124HR P,�(in)= 3.9 an= 2.61 b,t= 0.63 i„=aR'Tc"(-b�and I=P'iR FROM TO A C CA CAtot Tc I Q OIA n s Qi Vf QIfN CB4 CB3 0.22 0.90 0.20 0.20 6.3 3.2 0.63 12 0.012 0.0050 2.76 3.5 0.23 CB3 CB2 0.12 0.90 0.11 0.31 6.3 3.2 0.98 12 0.012 0.0050 2.76 3.5 0.� C82 BIOS 0.20 0.90 0.18 0.49 6.3 3.2 1.56 12 0.012 0.0�0 2.76 3.5 0.56 BIOS C61 0.18 0.25 0.05 0.53 6.3 3.2 1.70 12 0.012 0.0620 8.91 11.2 0.19 C68 C67 0.70 0.70 0.� 0.48 6.3 3.2 1.56 12 0.012 O.00r.�O 2.76 3.5 0.57 C67 C86 0.24 0.70 0.17 0.86 6.3 3.2 2.10 12 0.012 0.0050 2.76 3.5 0.76 C66 EX.12"SD 0.00 0.90 0.00 O.E6 6.3 3.2 2.10 12 0.012 0.006.3 2.84 3.6 0.74 PIPE DIA.(FT)= 12 SLOPE(FT/FT)= 0.005 N= 0.012 Q=1.48XAXR^2/3XS^1l2/N = 2.76 CFS � � VI. SPECIAL REPORTS AND STUDIES A geotechnical report will be completed�or the proposed Lake i�Vashington Blvd. storm vault and street light pole foundations. This report had not been completed in time to include within this report. lo VII. OTHER PERMI"TS A Hydraulic Permit Approval(HPA)will be required since the project involves work within John's Creek, including the bridge crossing,associated removal of the roadway crossing and culverts,and the proposed storm vault�the east side of the Lake Washington Boulevard. A JARPA application will be filed by the design team and will be coordinated with the City of Renton. We do not anticipate that a permit will be required from the Army Corps of Engineers. J � VII. ESC ANALYSIS AND DESIGN Temporary erosion and sedimentation control measures will be provided by the contractor during the duration of the project construction. The construction plans specify minimum erosion control measures to be provided prior to site grading and utiiity work to preveni t�e discharge of sih-laden runoff from entering public roadways,neighboring properties or the public storm drainage measures. This report includes sizing calculations for the proposed sedime,nt trap. I 1Z i 3/13/00 7:50:13 am Bush, Roed & Hitchings, Inc page 1 I� SOUTHPORT ROAD IMPROVEMENTS I� S:\WORKS4\99323.BSN 'I BY: PAD DATE: 3/3/00 I --------------------------------------------------------------------- I --------------------------------------------------------------------- BASIN SUMMARY i BASIN ID: ERO-100 NAME: SEDIMENT TRAP- 100YR I SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0.70 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3.90 inches AREA. . : 0. 30 Acres 0.40 Acres TIME INTERVAL. . . . : 10.00 min CN. . . . : 98 .00 88.00 TC. . . . . 6.00 min 6 .00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.58 cfs VOL: 0.18 Ac-ft TIME: 470 min BASIN ID: ERO-2 NAME: SEDIMENT TRAP- 2YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0.70 Acres BASEFLOWS: 0.00 cfs RAZNFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2.00 inches AREA. . : 0.30 Acres 0.40 Acres TIME INTERVAL. . . . : 10.00 min CN. . . . : 98.00 88.00 TC. . . . . 6.00 min 6.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0 . 24 cfs VOL: 0.08 Ac-ft TIME: 470 min l3 SEDIMENT TRAP DESIGN - Project Name: Sou#hport Road Irnprovemen#s By. PA.D. Project Number: 99323.R4 Date: 373/00 DRAINAGE CRITERIA: City of Renton, 1990 King Gounty Surface Water Qesign Manual RAINFALL METHOD: Santa 8arbara URit Hydrograph(SBUH) METHOD OF ANALYSIS: Stea 11 Required Sediment Traa Surtace Area Tributary area= �.70 ac Q2= a.24 cfs Q100= �;5$ cfs H=Storage depth= 2 ft Z=Sideslope= , 3 ft/ft T=Dewatering time= 24 hr G=Gravity= 322 ft/s^2 As=Req'd surface area=C12`2080 sf/cfs= 499 sf Step 21 Provided Sediment Traa Surface Area Provided trap dimensions: width ft len th ft bottom = 9 16 water surface= 21 28 AREA= 588 sf, OK! top= 27 34 , Stea 3)Emerqencv Overtlow Spillwav ho=Overtlow depth= 0.25 ft Lo= Bottom width = {Q100/(3.21*ho^1.5}}-2.4•ho 0.8 ft, USE 2:� FT Provide: 6" min. freeboard; 2.0'min. bottom width ,i i /� IX. BOND QUANITIES,FACILTTY SUMMARIES,AND DECLARATION OF CONVENANT (To be provided upon near completion of plan review) IS �. OPERATIONS AND MAINTENANCE MANUAL Maint�ance of Lake Washington Boulevard permane.nt storm drainage facilities to be provided by the City of Re,nton. See attached mairnenance requiremertts. APPENDIX A OPERATIONS AND MAINTENANCE MANUAL KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL �i NO. 3 - CLOSED DETENTION SYSTEMS (PIPES/TANKS) , Maintenance Condklons When Malntenancs Rssults Expscted I Component Defect is Needed When Maints�ance Is Performed Storage Area Plugged Air Vents One-half of the aoss seotion of a vent is Vents free of debris and sediment. �ii blocked at any point with debtis and I sediment. i, Debris and Accumulated sediment depth exceeds All sediment and debris removed from I�i Sediment 10%of the diameter of the storage area storage area. 'i for 1/2 length of storage vauk or any � point depth exceeds 1596 of diameter. ' Example: 72-inch storage tank would require cleaning when sediment reaches depth of 7 inches for more than 1/2 length of tank. Joints Between Any cxack allowing material to be All jants bstween tank/pipe sectio�s are Tank/Pipe Section transported into facility, sealed. Tank/Pipe Bent My part of tank/pipe is bent out of shape Tank/pipe repaired or replaced to design. Out of Shape more than 1096 of its design shape. Manhole Cover not in Place Cover is missing or only partially in place. Ma�hole is dosed. My open manhole requires maintenance. Locking Mechanism cannot be opened by one Mechanism opens with prope�toois. Mechanism Not maintenance person with proper tools. Working Bolts into frame have less than 1/2 inch of thread (may not apply to self-locking lids). Cover Difficult to O�e maintenance person cannot remove Cover can be removed and reinstalled by Remove lid after applying 80 pounds of lift. Intent one mainte�ance person. is to keep cover from sealing off access to maintenance. Ladder Rungs IGng County Safety Office and/or Ladder meets design standards and Unsafe maintenance person judges that ladder is allows maintenance pefsons safe aCcess. unsafe due to missing rungs, misalignment, rust,or cracks. Catch Basins See"Catch Basins' Standard No. 5 See'Catch Basins' Standard No. 5 A-3 � ' ,. 1/94 KING COUNTY, WASHINGTaN, SURFACE WATER DESIGN MANUAL NO. 5 - CATCH BASINS Maintenanca Conditions Whan Malotenanc• Rewks Expsctsd Component Defect Is Needed When Maintananc�Is PKformsd General Trash 8�Debris Trash or debris of more tfian 1/2 cubic No Vash w debris located immediately in (Incfudes foot which is located immediately in front front of catch basin opening. Sediment) of the catch basin opaning or is blodcing capacity ot basin by more than 10%. Trash or debris (in the basin)that No trash or debris in the caich basin. exceeds t/3 the deptfi from the bottom of basin to invert of the lowest pipe into or out of the basin. Trash or debris in any inlet or outlet pipe Inlet and outlet pipes hee of trash or blocking more than 1/3 of its height. debris. Dead animals or vegetation tfiat could No dead animals or vegetaUon present generate odors that would cause witfiin the catch basin. complaints or dangerous gases (e.g., methane). Deposits of garbage exceeding 1 cubic No condition present which would attract foot in volume. or support the breeding of i�sects or rodents. Structural Damage Corner of frame eztends more than 3/4 Frame is even with curb. to Frame and/or inch past curb face into the street (if Top Slab applicable). Top slab has holes larger than 2 square Top slab is free of holes and cracks. inches or cracks wider tfian 1/4 inch (ntent is to make sure all material is � running into tfie basin). Frame not sitting flush on top slab,i.e., Frame is sitting flush on top slab. separa6on of more than 3/4 inch of the frame hom the top slab. Cracks in Basin Cracks wider than 1/2 inch and longer Basin replaced or repaired to design Walls/Bottom than 3 feet,any eviderwa of soil particles standards. entering catch basin through cracks,or maintenance person judges that structure is unsound. Crecks wider than 1/2 inch and Ionger No cracks more than t/4 inch wide at the than 1 foot at the joint of any inlet/outlet joint of inlet/outlet pipe. pipe or any evidence of soil particles entering catch basin through cracks. Settlement/ Basin has settled mora than t inch or has Basin replaced or repaired to design Misalignment rotated more than 2 inches out of standards. alignment. Fre Hazard Presence of chemicals such as natural No flammable chemicals present. gas,oil,and gasoline. Vegetation Vegetation growing across and blocking No vegetation blocking opening to basin. more than 1096 of the basin opening. Vegetation growing in inlet/outlet pipe No vegetation or root growth present. joints that is more than six inches tall and less than six inches apart. Pollu6on Nonflammable chemicals of more than No pollution present other than surface 1/2 cubic foot per three feet of basin film. length. A-5 � 1/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 5 - CATCH BASINS (Continued) Mai�tenancs Condltlons Whe�NIN�rtsnancs RHults Exp�cbd Component Def�ct is Ns�d�d WM�n MalntManc�is PMlorm�d Catch Basin Cover Cover Not in Placa Covar ia missing or only partially in place. Catch basin covsr is dosed. My ope�catch basin requiras maintsnance. Locking Mechaniam cannot bs opsned by ons M�chanism opsns with propx tools. Mechanism Not maintenancs pKaon witfi proper toola. Working Bolts into frams haw Isss than 1/2 inch of thread. Cover Difficult to Qna maintsnana p�rso�can�ot�emow C�ovw can be remowd by oM Removs lid after applying 80 Ibs.of lift;intent is mairKenancs person. keep cover hom ssaling off axass to maintanar�ce. Ladder Ladde�Rungs Laddx is unsafe dw to missing rungs, Ladd�r ms�ts d�sipn slandatds and Unsafe misalignment,rust,aacks,or sharp allows maintenance perso�safs sxeu. edges. Metal Grates Grate with openinp wider than 7/B inch. C�at�op�ninps mest desip�sta�dards. (if applicable) Trash and Debris Trash and debris tl�ai is blocking mors Gnte nee of trash and dsbris. than 2096 of grate suAaos. Damaged or Cxata missing or txoken member(s}of Cxate is in place and meets design Missing the grata. siandards. A-6 1/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 7 - ENERGY DISSIPATORS Maintenance Conditfons When Mainte�ance Rsaults Expected Component Defset Is Nesded Nfien Malntenana la Perform�d External• Rock Pad Missing or Moved Only ons layer oi rock axists above nativs ' Rsplaos rocks to design standard. Fbck soil in arsa five squars feet or larger,or any exposure of native soil. Dispersion Tre�ch Pipe Plugged with Aacumulated sediment that exceeds 20% Pips cleaned/flushsd so that k matches Sediment of the design dapth. desig�. Not Discharging Vsual evidence of water discharging at Trs�ch must be radesign�d or rebuik to Water Properly concentratad points along trench (normal standard. condition is a'sheet flow'of water along trench). Mtent is to prevent erosion damage. Perforations Over 1/2 of perforations in pipe are pean or replace perforated pipe. Plugged plugged with debris and sediment. Water Flows Out Maintenance person obsarves water Facility must be rebuilt or tedesigned to Top of'Oistributor' flowing out during any storm less than standards. Catch Basi� the design storm or it is causing or appears likely to cause damage. Receiving Area Water in receiving area is causing or has No danger of Ia�dslides. Over-Saturated potential of causi�g landslide problems. �I Intemal: � Manhole/Chamber Worn or Damaged Structure dissipating flow deteriorates to Replace structure to design standards. Posts, Bafftes, 1/2 or original size o�any concentrated Sides of Chamber worn spot exceeding one square foot which would make structure unsound. Other Defacts See"Catch Basins"Standard No.5 See'Catch Basins"Standard No.5 A-8 . 1/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 10 - CONVEYANCE SYSTEMS (Pipes & Ditches) Maintenance CondMlons When Malntenance Results Expected Component Defeet Is Needed When Maintenance is PeHormed Pipes Sediment&Debris A�ccumulated sediment that exceeds 2096 Pipe cleaned of all sedime�t and debris. of the diameter of the pipe. Vegetation Vegetation that reduces free movement of All vegetation removed so water flows water through pipes. f�aely through pipes. Damaged Protective coati�g is damaged;rust is Pipe repaired or reptaoed. causing more than 50%deterioration to any part ot pipe. My dent that decreases the cross section Pipe repalred or replaced. area of pipe by more than 2096. Open Ditches Trash �Debris Trash and debris exceeds 1 cubic foot Trash and debris deared f�om ditches. per 1,000�quare feet of dkch and slopes. Sediment Axumulated sediment that exceeds 20% Ditch cleaned/flushed of all sediment and of the design depth. debris so that it matdtes design. Vegetation Vegetation tha!�educes frae movement oi Watar flows freely through ditches. water through ditches. Erosion Qamage to See'Ponds'Standard No. 1 Ssa 'Ponds' Standard No. 1 Stopes _ Rock Lining Out of Maintenance perso�can see native soil Replace rocks to design standard. Place or Missing (H beneath the rock lining. Applicable) Catch Basins See 'Catch Basins" Standard No.5 See "Catch Basins"Standard No.5 Debris Barriers See"Debris Barriers' Standazd No.6 See "Debris Barriers'Standard No.6 (e.g..Trash Rack) A-11 1/90 � � a � � z � a � a Q � � � j�• � i_ _,�.'t�`^�"��' � _ � � ,\ � 1 1 . ^'".i"',,�'"t_�-_ /�� � L N � � � � �����,, � .,�."",,y"`''• �� ���+" .-.' ?', ' i �,'' I i�4 �\ \� \\ \\ // . _ , a . � •� , l -..."" ` �, 1 _- ;= ���� J�+ � ._ y�� �y r�� . \�= � i -�� � ,���� � _.- �'' l \ �., ' � YS �/� ., ��� _,' .l .� . „�. 3�,, , ... ��_� -------- I 1 �` , V� '�yw�� `�,� ._, •� �. � \•e\�,``� �' �,' ,.�: I m B I� ��`� '� ��� � \ . . �. � � '�" ��,,�� , `� "'1 ' I� 1 � '�`� � � � '� / rw, _ \ .. ,`r�iC\ \ ,;;'�''c'�'�. . 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